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Home My WebLink About03693 - Technical Information Report - Hydraulic Report ,*,Ytea2:�3tic�iu��-`^,.,��a:�yiYKt�i:��t�.t.�iibi:,.:sslirYsctc>su..;+xse.��<�,�:+rsii:G�iat. ...•a� �'-- . ._ � 'Jt��w•- . , r, �� ,, � , _ , � .• �� ,,�r ��1 �:� x`:'�- � . #_ < s. . t � ~ 2 � ` . s.'� . ; . � � :r � m . �� : � -_ _� = l � .. � . _ �� _� � � � � �� ;►# . . �` � - � � = • � � �� F�nal Hydraul�c Report .9 �� ,- .�` � : _ �; �� _. � r�� . : ^, i � . �.� �� _ s � �,; �` • _ Strander Boulevard Extension Project �, ;� � _ �y �¢, � b;, : • 1 = for the Cities of Renton and Tukwila �� _y�� , ��. 1� f`r� _ �•:�v�,� ,`.0 y O , � � ��{ � .�. � � . � �:'' �, ., A� , � � �'(""z"�.—a s`' � � � �'�� bE � �i � �� `4,\ r .�r � � �`, � �. � '� .. �-��. •�. '�t � � t 7 wi`': '�€ q"� `�` = i9oe cr �".j�1`fL � £ 7;' � � � a � � ' �.s R � —; .� _�X�� c�. 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Prepared by: �� Bergerl��BAM �o�uiy 2oi� FAPWT-09-175 3�93 Hydraulic Report Strander Boulevard Extension Project Cities of Renton and Tukwila, Washington 20 July 2011 Submitted by BergerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,Washington 98003-2600 Job No. FAPWT-09-175 TABLE OF CONTENTS EnecutiveSummary...............................................................................................................................i ExistingConditions...............................................................................................................................3 ExistingDevelopment...........................................................................................................................3 Topography............................................................................................................................................4 Soi Is........................................................................................................................................................4 GeologicalHazards................................................................................................................................4 Floodplain..............................................................................................................................................4 Wetlands................................................................................................................................................4 ExistingUtilities........................................................................................................................5 ExistingDrainage Areas........................................................................................................................6 ProposedConditions.............................................................................................................................7 Phase1.......................................................................................................................................7 Phase11......................................................................................................................................7 , Phase111.....................................................................................................................................9 ' Requirements......................................................................................................................... 10 ' FlowControl........................................................................................................................................ 12 I WaterQuality......................................................................................................................................12 ConveyanceSystem ...........................................................................................................................12 Pond....................................................................................................................................................13 ErosionControl................................................................................................................................... 14 LIST OF TABLES Table 1: Summary of Applicable Treated Surfaces - Phase II........................................................il Table 2: Summary of Applicable Treated Surfaces - Phase III.......................................................11 LIST OF FIGURES Figure1: Vicinity Map......................................................................................................................... 1 Figure2: Phase II ................................................................................................................................ 8 Figure3: Phase III ............................................................................................................................... 9 ' LIST OF APPENDICES I' Appendix A Background Information I�I Appendix B Plans and Details '�, Appendix C Drainage Calculations ' Appendix D Renton's Standard Plans �, Appendix E Pump Station Memorandum ��I Appendix F Geotechnical Report , H��draulic Kepnrt F.�.PIVT-09-175,Berger,aB.A'�1 Strander Boulevard Extension Project 20 July 2011 Cities c�f Renton and Tukr�-ila,61�'ashington Page ii EXECUTIVE SUMMARY The primary goal of the Strander Boulevard extension project is to provide a commuter and freight connection behveen West Valley High�vay (State Route 181 [SR 181]) and Oakesdale Avenue SW. The existing Strander Boulevard dead-ends at approximately 190 feet eastward from the intersection with West Valley high�vay. 'The project is located in both the cities of Renton and Tukw�ila, Washington. The City of Renton is the lead agency. See Figure 1, Vicinitv Map. sdyYls9 ,_ , 5�� S 15th 5t Q SW 16th St � . 167 » SW 19th St �S 19th St ��B1vd D u � �4. _ r re C Oo 5' v+ v z a �o in • • Southcenter �ef B� 4�y`; p '^ � Maii ��181 � '��,:Strander Blvd SW 27th St a gTreck Dr SW 29th St � c � � T i � � C � wg e��d � � : � 'P � SW 34th St � ``,;k.. � $ �° Upland Dr ✓ £� �'�' I# n � Midland Dr > SW 39th St Costco Dr i � SWI41stSt Triland Dr __ . S 780th St SECarr Rd Legend Springbrook Creek �gs 545th PI � SpringbrookCreek s,aacnst Qs ,� Mitigation Bank J,�j s,s6cn P) �, s t s7cn sc i Figure 1: Vicinity Map II The Strander Boulevard extension project will ultimately extend Strander Boulevard to the west ! from the intersection with SR 181 to connect to SW 27th Street at the intersection with Naches Avenue SW. The roadway extension is approximately 1,450 feet long. The project area is relatively flat. Within the project limits,Union Pacific Railroad (UPRR) and BNSF Railway both have railroad tracks perpendicular to the Strander Boulevard roadway extension. The tracks ' are separated by approximately 430 feet. In order to extend Strander Boulevard, railroad bridges will be constructed for each of the railway lines at their existing elevations. The roadway v��ill slope down just east of SR 181 to go under the bridges and then rise to the east to Hydrau(ic Report FAPWT-09-175,BergerABAA4 Strander Boulevard Extension Project 20 July 2011 Cities nf Rent��n and Tuk�+�ila,11�ashin;;ton Pas�e 7�if 14 connect ti�ith SW 27th Street. The low point of the roadway will be approximately 25 feet lower than the surrounding land. This project involves three phases. The first phase, which is alread}� constructed, made improvements between Oakesdale Avenue and Naches Avenue. The second phase (current project) �vill construct the bridge for the BNSF railroad and two travel lanes between Naches Avenue and the Sound Transit Station. Detention and �vater quality facilities will be constructed as part of Phase II. The third phase (future project) will expand the roadti�ay to two lanes in each direction separated by a median or left-turn lane. A joint-use trail for pedestrians and bicyclists ti�ill be provided on the north side of the roadway. A bridge�vill be constructed to carry UPRR over Strander Boulevard. Sound Transit will be constructing a commuter rail station just to the north of the project, between the t��o railroad lines. BNSF v��ill be constructing a third rail on the east side of their existing tracks. A loop road built as part of Phase III �vill connect the lowered Strander Boulevard to the rail station. The Strander Boulevard extension project will collect stormwater runoff in a closed conveyance s}�stem. Storm�ti�ater will be routed to a wet ti�ell (pump station). The pump station�vill raise the storm�vater to the elevation of the surrounding area. The stormwater will be discharged from the pump into a storm�.vater �-��ater qualit��/detention pond. The pond ��ill outfall to an existi►�g �vetland. In Phase II, the project �-vill encompass approximately 5.25 acres. The project site consists of approximately 0.35 acre(6.7 percent) of existing impervious area and 4.90 acres (93.3 percent) of existing pervious area. After construction, the Phase II project site will consist of 3.0 acres (57.1 percent) of impervious area and 2.25 acres(42.9 percent) of pervious area. For the final build-out condition (Phase III), the project will encompass approximately 6.05 acres. The project site consists of approximately 1.06 acres (17.5 percent) of existing impervious area and 4.99 acres (82.5 percent) of existing pervious area. Based on the preliminary design, after construction, the project site will consist of 4.58 acres (75.6 percent) of impervious area and L48 acres (24.4 percent) of pervious area. Hydraulic Repurt FAPLI�T-09-1i5,BergerABA��9 Strander Boulevard Extension Project 20 July 2O l] Cities of Kenton and Tuk�ti•ila,1Vashin�trnl Pa�e 2��f I-1 EXISTING CONDITIONS T'here are t�vo rail facilities�vithin the project area. UPRR and BNSF Railway are located on western and eastern sides of the project, respectively. Both of these rail lines reside on embankments that are approximately 10 to 15 feet higher than the surrounding land. The top of rail elevation is+33.5 and�34.5 for BNSF and UPRR, respectively. The east property line of BNSF right-of-way is the boundary line between the cities of Tuk��ila and Renton. Strander Boulevard is the missing roadway�link for a continuous thoroughfare betcveen Southcenter Boulevard to the far west and East Valley Road to the far east. Currentl}�, vehicles must travel approximately three-quarters of a mile to the north to travel east/west on Grady Way or travel almost 1 mile south to travel east/west on South 180th Street. In the project vicinit��, between SR 181 and the Strander Boulevard dead-end, there is one lane in each direction�a�ith a two-way, left-turn lane (TWLTL). The TWLTL becomes a left-turn lane at the intersection of SR 181. The existing asphalt concrete pavement is in poor condition. There is curb and gutter on both the north and south sides of this segment. The Interurban Trail running north/south,just west of UPRR, crosses on the western side of the ' project site. The trail is located just east of where Strander Boulevard dead-ends. A 6-foot ', side�valk on the north side of Strander Boulevard allows a connection point for pedestrians and I bicyclists from SR 181 to the Interurban Trail. The City of Tukwila uses an area just east of j UPRR, and south of Strander Boulevard, for stockpiling material. I, Between the two rails, there are no developments ar buildings. This area is mostly grass with some small shrubs. The 700-foot-wide area between BNSF and Naches Avenue has similar characteristics. There are intermittent paved road�vays on both of these properties. These roadways�vere part of the facilities for the Longacres Racetrack that previously resided approximately 2,000 feet to the north. When the racetrack was demolished, the roads�vere left in place. EXISTING DEVELOPMENT There are t�vo fast food restaurants on the northeast and south�vest corners of SR 181 and Strander Boulevard. Taco Bell and Jack-in-the-Box reside on the north and south sides, respecHvely. Per City of Tukwila's Zoning Map (December 1995), this area, as well as the area west of the city limits, is zoned as a Tukwila Urban Center(TUC). On the east side of the project area, within the city of Renton, the majority of the area is zoned as Commercial Office by the City of Renton (City of Renton Zoning Map, February 2010). A federal reserve bank resides on the southwest corner of Oakesdale Avenue and SW 27th Street. Another banking facility resides at the end of Naches Avenue, approximately 1,500 feet south of the intersection with SW 27th Street. There is a small area south of the Bank of America site that is zoned as a Resource Conservation Area. See Appendix A for a copy of the zoning maps for the t�vo cities. Hy-draulic Report FAP4tiT-09-1i5,BergerABAA4 Strander Boulevard Extension Project 20 July 20]] ' Cities of Renton and Tukwila,Washington Page�of]4 L TOPOGRAPHY The project area is relatively flat �vith an approximate change in grade over the site of 10 feet. In the project��icinity, the elevation varies from+30 to+20. There are three small 5-foot-high dirt mounds (top elevation being+30) on the north side of the Tukwila property. Wetland Q/R also resides on the Tukw�ila property. Wetland Q/R is described belo�v in the section on Wetlands. The majority of Wetland Q/R is at Elevation+25 but has some small depressions that reach doti�n to+20. The majority of the project area is at Elevation+25. Both the UPRR and BNSF rail lines are situated on top of an embankment approximately 12 feet above the surrounding area. Top of embankment elevations are approximately+34 and +33 for the UPRR and BNSF railways, respectively. S01 LS According to the U.S. Deparhnent of Agriculture's King County Soil Survey Sheet No. 11, the dominant soil betvveen the railroads is Puget Silty Clay Loam (Pu). To the east of BNSF, the soils vary bet�n�een Woodinville Silt Loam(Wo) and Puyallup Fine Sandy Loam (Py). All three soil types have slow runoff potential and have a high water holding capacity. Soils Wo and Pu have a slow permeabilit��rate�vhile Py has a moderately rapid permeability rate. See Appendix A for a copy of the King County Soil Survey and descriptions of the soil properties. GEOLOGICAL HAZARDS According to King County's geographic information systems (GIS) data, there are no geological hazards�vithin the project vicinity. See Appendix A for a copy of the GIS data. FLOODPLAIN Federal Emergency Management Agency (FEMA} is currently in the process of revising the flood insurance rate map (FIRM), Pane10978K, for the area surrounding the project. T'he Cities have adopted FEMA's proposed revisions to the FIRM. Based on the proposed revisions, the project site is considered to be in "Zone X," which are areas determined to be outside the 0.20 percent annua] chance floodplain. See Appendix A for a cop�� of the proposed FEI�-1A floodplain. WETLANDS There are numerous �vetlands in the project vicinity. See the ��etland figure in Appendix A for the location of all ti�etlands. David Evans and Associates prepared a Wetland Technical Memorandum (WTM) for the City of Renton in November 2007. This document describes the wetlands in the project area. This document also discusses impacts to the wetlands, which were based on a previous roadway configuration. The impacts that are discussed in the WTM do not apply to the current Strander Boulevard extension project. The main body of the above- mentioned memo is located in Appendix A. H��draulic Keport FA['41T-09-]7�, Ber�;erAB:a1�1 Strander Boulevard Extension Project 20 July 201 I Cities of Renton and Tukwila.�V'ashington Page��f 14 One of the largest ti�etlands in the project vicinity is Wetland Q/R, located south of the extended Strander Boulevard on the Tukwila property bet�veen the two rail lines. This wetland encompasses approximately 25 acres and is considered Category II Wetland per Department of Ecology rating system. There is a 36-inch culvert at the north end of Wetland Q/R. This culvert conveys water from Wetland Q/R to the east under BNSF. Wetlands A, C, D, and E are located between the UPRR tracks and the Interurban Trail. According the WTM, these�vetlands are classified as Category III. These wetlands are�vet in the��et season and dry in the summer season. Wetlands A, D, and E are hydrologically isolated, meaning that any stormwater that reaches them is trapped. Wetland B is also a Category III wetland. Wetland C is hydrologically connected to Wetland B in the wet season. The project�vill not impact Wetlands A, B, C, or D. Wetland B is connected to Wetland Q/R by a 36-inch culvert that runs west to east under the UPRR embankment. �-tietland S is located at the toe of slope of BNSF's �vest embankment,just north of the extended Strander Boulevard. Per the WTM, Wetland S is a non-jurisdictional wetland. This wetland is hydrologically� isolated. Springbrook Creek�h'etland and Habitat Mitigation Bank is located on the elst side of B�1SF and south of Bank of America. The 130-acre mitigation bank was created to provide compensation for unavoidable wetland impacts caused by future WSDOT projects. See Figure 1 vicinity map for location of Springbrook Creek Mitigation Bank. Existing Utilities T'here are numerous utilities in the project area: power (both underground and aerial), storm, �n�ater, fuel, sanitary se�ver, and fiber optic (see in Appendix B for Composite Utility Drawing). All of these utilities will need to be protected and/or relocated during construction. In the vicinity of the proposed BNSF bridge, two parallel overhead power lines run from Oakesdale Avenue to the east BNSF right-of-�vay line. At this point, the northern aerial transmission(115kV) line crosses over BNSF tracks/right-of-tiTay to the�vest to eventually terminate at Puget Sound Energy's (PSE) substation located on the southwest corner of Sound Transit's property. At BNSF's east right-of-way line, the southern aerial distribution line changes direction to run south, where the line goes underground to the�vest. Located underground between the above-mentioned, east/w�est transmission lines are two petroleum pipe lines (12-and 14-inch steel pipes). These fuel lines run east/west from Oakesdale Avenue under BNSF and UPRR to SR 181. Approximately, 9 feet separates the two pipes and cover varies from 6 to ll feet. A 36-inch reinforced concrete sanitary sewer pipe runs west/east under BNSF on the south side �I of the above-mentioned transmission lines. There is approximately 15 feet of cover over the '' Hedraulic Report FAPtiti'T-09-175,Berger.4BAI��I ��, Strander Boulevard Extension Project 20 Jul��20ll I Cities of Renton and Tukwila,�ti'ashington Page�of 14 �� sanitary sewer line. All of the above-mentioned underground pipes ��ere constructed at least 40 years ago. The condition of these pipes is unknown. A 60-inch pressurized water pipe is located approximately 550 feet to the north and parallel to Strander Boulevard. The water line resides in its own 30-foot right-of-way outside of the BNSF and UPRR rights-of-way. All of the above-mentioned underground pipes were constructed at least 40 years ago. The condition of these pipes is unknown. An overhead power line transmission line (ll5kV) runs east/��est on the north side of the 60-inch water pipe. A 4-inch PVC fiber optic conduit (AT&T line) and a 2-inch steel conduit (BNSF line) run north/south on the��est side of BNSF right-of-w�ay at approximately 32.5 feet west of the centerline of BNSF's west tracks (main track 1 [MTl]). Per BNSF's record drawings, five 2-inch HDPE fiber optic conduits (BNSF lines) run north/south on the east side of BNSF right-of-�va�� at approximately 42.5 feet east of the centerline of BNSF's west tracks (MT7). EXISTING DRAINAGE AREAS The existing Taco Bell restaurant resides on 0.81 acre. The storm��-ater for this site is treated for both water quality and detention on site. After treatment, the storm�ti�ater is discharged to a closed conveyance system on the southeast corner of the property. From the surve��, it appears that this system conveys stormwater on the east side of the Interurban Trail to eventually feed the wetland located on the west side of UPRR. The existing Jack-in-the-Box restaurant resides on 0.56 acre. It is not known at this time if treatment is provided on site. No record draw�ings for this site were able to be located in Tukwila's archives. From site meetings with Tukwila's maintenance department, it is believed that this system outfalls to infiltration trenches located wTest of the UPRR tracks. It has not been determined if these infiltration trenches��ill be able to be recreated in Phase III. If this is the case, the area from the Jack-in-the-Box site will need to be routed through the pond in Phase III. The area between the two rail embankments, south of the extended Strander Boulevard is flat. This area does not appear to produce any significant runoff due to being contained within the t�a�o embankments. Rainfall is mostly infiltrated with a small amount feeding Wetland Q/IZ. Wetland Q/R is mostly fed bv Wetland B. Wetland Q/R flows to the east in another 36-inch culvert that goes under the BNSF embankment to outfall on the east side. The area between the two rail embankments, north of the extended Strander Boulevard is flat. The ground in this area slopes slightly(0.5 percent) to the nartheast towards the BNSF embankment. Wetland S is located approximately 100 feet north of the proposed Strander Boulevard extension. This �vetland sits at the toe of the��estern BNSF embankment and is approximately 330 feet long. H}'draulic Repurt FAYlb'T-09-1��,BcrKcrABAI��I Strander Boule��ard Extension Project 20 July 201 I Cities��f Renton and Tuk�cila,tib'ashington Pa�;c 6��f 1� The embankment for UPRR is approximatel�� 12 feet above the existing ground. The slopes of the embankment feed numerous wetlands located at the toe of slope. According to the WTM, these wetlands are hydrologically isolated. The embankment for BNSF is also approximately 12 feet above the existing ground. Runoff from both sides of the embankment flows to the surrounding area. There are no formalized ditches at the toe of slope to convey the starm��ater. The change in grade from Longacres Way to the extended Strander Boulevard is approximately 020 percent(2-foot drop over 1,000 feet). PROPOSED CONDITIONS The proposed Strander Boulevard extension project�vill be grade-separated from UPRR and BNSF Railway and will pass under these railroad tracks. Current plans are to construct this extension in three phases. Descriptions of each of these phases are as follows. Phase 1 Phase I extends the corridor at-grade from Oakesdale Avenue SW to Naches Avenue SW. This roadway segment is two lanes in each direction with a median dividing the lanes. Tum-lane pockets are provided in the median at cross street locations. The roadway has 5-foot planter strips behind each curb, with a 6-foot-wide sidewalk on the north and a 12-foot-wide sidewalk on the south side. Construction of this phase has been completed. Phase II Phase II will connect the�vestern end of Phase I to the southwest corner of the Sound Transit's property (see Figure 2 on the following page)by providing a driveway up to this location. The Sound Transit project, to the north, will construct a road that ties into the driveway. The driveway will be a two-lane roadway with 2-foot shoulders and curb and gutter on both sides. The lane widths��ill vary from 16 to 19.5 feet to accommodate the turning movements of articulated buses. A 6-foot-wide pedestrian path will be provided on the north side of the roadwav. This sidewalk extends from the intersection with Naches Avenue SW to the end of the driveway into Sound Transit. Because the roadH�ay��ill be directed under BNSF, the roadway�vill be approximately 25 feet lower than the existing grade. To accomplish the lo�ver elevation, 3H:1 V cut slopes�vill be used. The typical roadway geometry will consist of two 11-foot lanes, 2-foot shy distance from edge of travelled way to face of curb, curb and gutter, and a 5-foot strip behind the curb. Tl�►e ground will be excavated 2.5 feet belo�v the proposed roadway. A 2.5-foot roadway section�Till house an underdrain system that will capture any seepage from the surrounding soils. The underdrains will be surrounded by gravel backfill for drains. Quarry spalls, placed 1 foot thick, will protect the cut slopes and area behind the curb. See Typical Road Sections in Appendix B. A railroad bridge will be constructed to carry BNSF rail traffic over this roadway connection. The roadway section under the bridge v��ill be 2.5 feet in depth. This railroad bridge will be constructed to accommodate the full Phase III build-out of Strander Boule��ard. The bridge and H��draulic Report FAP4b'T-09-]i�,BergerABAb4 Strander Boulevard Extension Project 20 Julv 2011 � Cities of Renton and Tukwila,�ti`ashington Page 7 of 14 � foundation c��ill be designed to accommodate a third rail on the bridge structure. A shoofly to both the west and east will be required to construct this bridge. � � i_ �# � rs a�� '� � �{ ��i S � ,_ � - .�. 1��_ _ _ - � � _ ,. ' �'Ys. � � S£ � �f ; � r ' ��i_ �� I' �" 2 A.. ;S .4 � � �� e y ' �`� � �'-? _ � ;£�' �1 �� '�.��` }' ? �' '� � � - `� ��'� : - � �.� ..: ; , '� ;: �► . � ' x,� � . �� f� �� _ � . � � 1� a ..a� g� . �W'y�w;rt � - ,_ . Y_ ��" " � y:. +.i . '�� '�� 1�ti j�. s� '�t� _ �: _ # y �.��4��:�� «�, ' �' �, y ��,� �" �-�' , � _� ` --- — . -�,LL1�;�3l� � . .� .y.�` _ I} @ - A �. �i� Cq � D � Z g a �: i � m c - �. :-:�a-'��r..,:. � ` � - ,�.�-=— � ' � �� . - �`T(�-- � -_-\� ' i SBWd .:- � � �\ < _ � .a -�. �� . 4 A � � '.�� . --- . T� q � . � , ,. 3 a � N � �G Y � <� . 4� . L � j _ �27�1� Z Y Figure 2: Phase II This shoofly consists of widening the existing rail�vay embankment by placing material on both the east and west sides. This will allow the BNSF tracks to be relocated to the�vest while the east side of the BNSF bridge is built and then to the east�vhile the west side of the BNSF bridge is built. The height of the embankment varies from 10 to 12 feet. The�vest and east embankments for the shoofly will remain in place after completion of Phase II to be used by neighboring projects. Sound Transit will be constructing a ne�v commuter rail station to the north of the project. The Sound Transit project is currently in the design phase. BNSF will be constructing a third rail on the east side of their existing tracks. The BNSF project is in the preliminary design phase. The Sound Transit project will regrade the west embankment to be incorporated into the commuter station. The east embankment will be used by the BNSF's third rail project and by the Sound Transit Station project. If in the future it is determined that neither of these projects w�ill use the embankments, this project will remove the embankment and restore the area and its drainage pattems to the existing condition. HVdraulic Report FAP�vT-09-175,BergerABA1�1 Strander Boulevard Extension Project 20 July 20ll Cities of Renton and Tukti�ila,VVashington Page 8 of]4 Phase II shall begin construction in the summer of 2011. Phase III Phase III (future project) will complete the Strander Boulevard extension (see Figure 3 below). The Phase III roadway will be widened to four through lanes separated by a median or left-turn lane. The median will be used to support railroad and roadway bridge supports. A railroad bridge will be constructed to carry UPRR traffic over Strander Boulevard. A shoofly ��ill be required to construct this bridge. � � a-� , 3a - •� .,� � � � �f �, I� .. ; �` �� -�� 'k{ g �`tit. '�� 4'�+ , � ; !E �-� 4c:. -��- - a, �' �:, � � _ � ..�. � �a 3-.� �` 4. �� . �� °ii�` �9r .� . *"1�,,.- �.,� ' ;� s�5� •x '`r ,� ',� i S � = # . -��' ' i " � _ - - �� n. 'o . ; : . . � ° � _ :��Y 'a� r- ' ' a � �,�' � _� _. , .. � ' � . _ � _ — � ', �,� ..,�. �v � - -' � t 4" 3'�-` � � " ` ' � �' k :. t �� _ � � _ � �:: � `` � ��; r a �, `. .� �;� � ' �, i , �� ,,>�#4 '� � � . � - ___ ' _ ,�s� ��' � �;,` ' ° - � A i � � i q � € LLy�} y ' Z� � . �' � � � � � _" _ � '" " _:.-' _ . ��e� �.�--.: ar�r �- . Y -`� -_" N en� �.. .� � .. � � � - - a < � 3 � � Ny Z !.: a �' 4 L ` SW 27efi St # '� aa � _ a — --- �" — Figure 3: Phase 111 Connection to the Sound Transit Tukwila Station will be through a loop ramp constructed to tl�e south of the Strander corridor. A roadway bridge will be constructed over Strander Boulevard to connect to the south side of Sound Transit's property. A joint-use trail will be provided along the narth side of Strander Boule��ard. This trail will provide a pedestrian/bicycle connection between Oakesdale Avenue and the Interurban Trail. Pedestrian and bicycle connections �vill be provided to the Interurban Trail and to the Sound Transit Sounder propertv from this joint-use trail. A pedestrian bridge �vill carry the Interurban H�•draulic Report FAP11'T-09-17�,Bergcr.AB.a��1 Strander Boulevard Extension Project 20 Jui�-201 I Cities of Renton and Tuk�vila,11-ashington Page 9��f]� Trail over Strander Boulevard. Traffic signals will be installed at the Naches Avenue SW/ Strander Boulevard intersection and at the Tukwila Station loop ramp/Strander Boulevard intersection. Strander Boulevard will be lighted. Right-in/right-out drive�vay connections will also be provided for Taco Bell,Jack-in-the-Box, and PSE located on the east side of the intersection of SR 181 and the Strander Boulevard extension. A high ti�ater table at the project site will require that the roadway be constructed in a boat section �a�here the road�aray elevation is below the design groundwater elevation. This boat section will be constructed by driving sheet piles outside of the walls that will form the permanent sides of the boat section. These sheet piles will be temporarily tied back to sheet pile deadman and will provide temporary sides for the boat section. Because the project is to be built in two phases, the stormwater system �n�ill also be built in t�vo phases. The conveyance system for Phase II�vill accommodate the runoff from the two lanes and the cut slopes on both sides of the roadway. A conveyance pipe needed far Phase III will be constructed in Phase II to allo�v this pipe to be embedded in the foundation slab. Further discussion on conveyance design and standards can be found in the Conveyance Svstem section. For the current project flo�v control and ��ater quality facilities ��-ill be designed for Phase II only. Flow control and water quality facilities for Phase III were sized to verify that they would fit within the Phase III project footprint. These Phase III calculations are provided for informational purposes. Further discussion on the requirements, standards used, and design of these facilities can be � found in the sections on Flow Control and Water Quality on the following pages. Requirements � The proposed starm drain system analysis and design �vill comply with the following minimum requirements set forth by the Washington State Department of Ecology's Storm�vater Management Manual for Western Washington(SMMWW) (2005). The minimum requirements are listed below. ' ■ I�-linimum Requirement No. 1: Preparation of Stormwater Site Plans � ■ Minimum Requirement No. 2: Construction Stormwater Pollution Prevention(SWPP) , ■ Minimum Requirement No. 3: Source Control of Pollution ■ Minimum Requirement No. 4: Preservation of Natural Drainage Systems and Outfalls ■ Minimum Requirement No.5: On-site Starmwater Management , ■ Minimum Requirement No. 6: Runoff Treatment ■ Minimum Requirement I�o. 7: Flo�v Control H}'draulic Repurt FAPl1%T-09-1;'�,BergerABAh7 Strander Boulevard Extension Project 20 July 201 I Cities of Renton and Tuk��ila,lVashington Page 10 of l4 ■ Minimum Requirement No. 8: Wetlands Protection ■ Minimum Requirement No.9: Basin/Watershed Planning ■ Minimum Requirement No. 10: Operation and Maintenance Not all of the minimum requirements apply to all projects. Which requirements shall apply to a project is determined by whether a project is considered a "redevelopment" or "new development" project. This is determined by the amount of existing impervious surface on a project site. If a site contains 35 percent or more of existing impervious surfaces, then the project is considered a "redevelopment" project. If a site contains less than 35 percent of existing impervious surfaces, then the project is considered a "new development" project. The Strander Boulevard final project has 17.5 percent of existing impervious surfaces; therefore, it is considered a "new development" project. Per the SMMWW, Minimum Requirement Nos. 1 to 5 shall apply to the"new" and "replaced" impervious surfaces and land disturbed. Minimum Requirement Nos. 6 to 10 shall apply to the "new" impervious areas and "converted" pervious areas. Converted pervious areas are areas that are converted from native vegetation to lawn ar landscaped areas. See Appendix C for SMMWW's Flo�v Chart and requirements. When the existing impervious area is much less than the proposed impervious areas, many local governments require that the "replaced" impervious surfaces be brought up to current stormv��ater standards in �vhat is termed as "retrofitting." In these situations, the "replaced" impervious surfaces shall follow the same requirements as the "new" impervious surfaces. For the sizing of the��ater quality and detention facilities, the "replaced" impervious surface areas were included in the analysis for the Strander Boulevard extension project. See Appendix C for a summary of the "new" and "replaced" areas. See Table 1 and Table 2 for the summary of applicable treated surfaces for Phase II and Phase III, respectively. Table 1: Summary of Applicable Treated Surfaces - Phase II Project Area Impervious Surface Converted Pervious Surfaces 2.71 acres(new) 5.25 acres 2.25 acres 0.29 acre(replaced) Table 2: Summary of Applicable Treated Surfaces - Phase III Project Area Impervious Surface Converted Pervious Surfaces 3.67 acres (new) 6.05 acres 1.48 acres 0.90 acre (replaced) H��draulic IZe��rt FAI'1ti'T-09-17�,BergerAB.a�1 Strander Boule��ard Extension Project 20 July 201 I Cities of Rent�m and Tukwila,1Nashington Pa�;r]1 af I-1 FLOW CONTROL Per the requirements in Volume 3 of the SMMVVW, a calibrated continuous simulation hydrologic model based on the Environmental Protection Agency's Hydraulic Simulation Program, Fortran (HSPF) must be used when designing for flow control. The hydraulic analysis for the Strander Boulevard extension project was performed using MGSFIood, Version 3.13, which meets this requirement. The performance standard for flow control is to match developed discharge durations to predeveloped durations far the range of the predeveloped discharge rates from 50 percent of the 2-year peak flo��up to the fu1150-year peak flow. The predeveloped condition shall be considered forested, per the criteria set farth in the SMMWW. See Appendix C far MGSFIood detention calculations for both Phase II and Phase III. WATER QUALITY Storm�vater treatment facilities for the project �vere analyzed and designed to meet the minimum standards identified in Volume 5 of the 2005 SMMWW. Water quality design volumes w�ere determined using the above-mentioned continuous runoff model in accardance ��ith the guidelines listed in Volume 5, Chapter 4 of the SMMWW for the 6-month, 24-hour storm. Water quality facilities were sized to treat the ne�v impervious, replaced impervious, and converted pervious surfaces in the project area. The minimum ��ater qualit�� volume rec�uired is 13,048 cubic feet and 22,301 cubic feet for Phase II and Phase III, respectively. The�vater quality volume calculations are given on page 12 and page ll of the respective MGSFIood reports found in Appendix C. Enhanced treatment is required in urban growth management area on roads �ti�ith an average annual daily traffic of 7,500 or greater per SMMWW Volume 5, Chapter 3. At this time, it is not kno��n what the projected traffic counts ��ill be. Traffic counts will be determined during the final design of Phase III. At that time, it will be determined if enhanced treatment will be required. By the definition of a high-use site by the SMMWW(Volume 5, Section 2.1), the project�vill not use oil control facilities. This phase (II) of the project will not provide enhanced treatment or oil control facilities. CONVEYANCE SYSTEM The proposed conveyance system �vas analyzed and designed uz accordance with the current guidelines set forth in Chapter 4 of the 2009 King County Storm�ti�ater Design Manual (KCSWDM). StarmSHED3G was used to compute the 25-year, 24-hour storm peak discharge for all pipelines. StormSHED3G analyzes the conveyance system using the intensitti� duration curves far Seattle(see Appendix C for StormSHED3G calculations). Gutter flow and inlet spacing ��ere determuled b��using the Gutter Analysis method described in the current edition of Washington State Department of Transportation (�-vSDOT) Hydraulics Manual (see Appendix C for gutter analysis calculations). In an earlier version of this report(dated 18 Februarv 2011) the finished profile road�va�� grade line �vas different for Phase II and Phase IIL The profile grade for this phase (II) of the project Hydraulic Keport FAPWT-ll9-175,BcrgcrABAhI Strander Boulevard Extension Project 20 Jul��201 f Citieti uf Rent�m and Tuktia-ila,1�Vashington PaKe]2 uf l� ��ill now use the Phase III roadway profile. The low point of the roadway will be located on the ' ��est end of the project at approximately station "S" 16+00. All of the stormwater will be conveyed to a Type 2 catch basin at this location. The catch basin will be fitted with an open throat combination inlet similar to WSDOT's Standard Plan B-25.20-00. From this location, the stormwater will be routed to the pump station located to the south. The pump station will house two pumps and will also have a backup generator. The pump station�vill pump the water to the stormwater pond located further to the south. (See Appendix B for the pump station plans and Appendix E for the Pump Station Memorandum.) In Phase III, a roadway sag v��ill be located at approximately Station "S" 14+40. This is just east of UPRR's eastern property line. In Phase III, all of the stormwater will be routed to the aforementioned catch basin residing at Station "S" 16+00. This catch basin has been sized to accommodate the Phase III conveyance system that will be going against the grade of the road��ay to collect Station "S" 16+00. The underdrain system is expected to collect 10 to 30 gpm during high ground�vater periods. (See page 12 of the Strander Boulevard Underpass Phase II Revised Dewatering Evaluation in Appendix F). This underdrain system connects to the storm system to be pumped to the pond. The existing 36-inch culvert that extends from Wetland Q/R to east of BNSF will have a temporary extension on the west side to accommodate the shoofl}�. The size of the culvert w�ill not be altered. POND The project�vill use a hvo-celled, combined �vater quality detention and starmwater pond for treatment and detention. Water quality�treatment is contained in the bottom of the pond�vith additional storage above for detention. The first celYs primary role is sedimentation. Approximately 33 percent of the water quality volume will be contained in the first cell. The first cell shall contain 4feet of water quality storage and 1 foot of sediment storage. A berm separating the t��o cells shall be submerged 1 foot. The second cell shall have 3.1 feet of�n�ater quality starage. (See Appendix B far Pond Geometry.) A control structure will be placed in the second cell of a pond. This control structure shall contain a riser pipe with orifices that are sized for the allowable discharges rates as discussed in the flow control section above. Also in the second cell, an emergency overflow� spillway, sized to pass the 100-year flow will be located on the south end of the pond. The groundwater(maximum seasonal high flow of 30 gpm) will generate approximately 43,200 gallons per day (5,776 cubic feet per day). In order to accommodate the ground�vater, 0.3 feet of storage will be provided over an area of 21, 000 square feet between the top of the water quality storage(�n�ater surface elevation+23.7) and the bottom of the detention storage (+24.0) for an overall approximate volume of 6,300 cubic feet. Hydraulic Report FAPti�VT-09-17�,BergerABAn4 Strander Boulevard Extension Project 20 July 2011 Cities of Renton and Tuk�vila,Washington Page 13 of 14 The seasonal high groundwater table in the project area is approximately 4 to 5 feet belo�� the existing ground (Elevation+19). (See Appendix F for the geotechnical report for the project.) According to the 2009 KCSWDM, the "dead storage of�vet ponds may be provided belo�� the groundwater level," (page 6-69). The bottom of the first cell elevation is approximately+19.7. This is 0.7 foot above the seasonalh�high groundwater table. The bottom of detention starage is 4 feet above this at Elevation+23.7. Discharge from the pond will be routed to Wetland Q/R to the south. The preliminary design of the Phase III pond uses a stormwater tivetland pond. In the next phase the footprint of the pond will almost double in size, become shallower, and will need to be vegetated. This ti�ork will need to be completed in the dry season. Baker tanks or other such mechanisms may need to also be employed during construction of the pond. DOWNSTREAM ANALYSIS Per Section 2.6.2 of the SWWMM, development projects that discharge storm�vater off site shall complete a qualitative do�vnstream analysis. Per section 2.6.2 of the SWWMM, this analysis "shall extend dowrnstream for the entire flow path from the project site to the receiving water or up to 1 mile, whichever is less. If a receiving water is within one-quarter mile, the analysis shall extend within the receiving�vater to one-quarter mile from the project site." The stormwater pond shall discharge to the 25-acre wetland Q/IZ (considered a water of the state) that is approximately 0.8 miles in length. A hydroperiod analysis determined there would be no affect to the wetland. This analysis is provided in Appendix C. EROSION CONTROL A Temporary Erosion and Sediment Control (TESC) Plan ti�ill be prepared prior to construction. This plan will establish the when, where, and how specific erosion control techniques will be implemented. This plan will be constantly changing as site conditions and construction activities change. The TESC Plan will be the responsibility of the Certified Erosion and Sediment Control Lead. At minimum,filter fabric fences will be installed do�Tnslope of all construction areas, and sediment traps will be used to protect ne�v and existing catch basins. Further measures ti�ill be considered when construction methods and schedules are set. A Stormvvater Pollution Prevention Plan will be submitted b�� the contractar and shall be approved by the engineer of record. H��draulic Report FAPE�ti'T-09-1�:5,BergerABA�9 Strander Boulevard Extension Project 20 July 2011 Cities of Renton and Tukta•ila,�Vashington Page 14 of 14 Hydraulic Report Strander Boulevard Extension Project Cities of Renton and Tukwila, Washington Appendix A - Background Information Zoning Maps King County Soils Survey Soil Descriptions King County GIS Flood Plain Map Wetland Locations David Evans and Associates Wetlands Technical Memo Letter to Tukwila R E� N o N Map Title " , � 4 w �� , �;x ��a � ; _ _—-- _ � "`�' r . �� .�a ��:. _. . .�� x��„� ' 'S'<'1211, �s.� �� M –-- � St ,F- oa',�� '! � * �,� � > � �. c> w��,. �»�k�� , � �� r� t z �cc�:r�Q l�rP^4 �bd„ � ] rAd`�Way I IM I ��1 IM , .. ;,;� � ,n� ��e w G _ f�—J �, .yie� �� - Legend ��4C R�/ IM Lakes and Rivers h �CO 'r� ❑ Parcels b .: � � d d Zoning QQ Resource Conservation t��g� v = C� Residentiel 1 dulec �u 4 � TON � Residential 4 du/ac ,� ti Residential 8 du/ac y � Residenlial Manufactured Homes ��a 7a � Residential 10 du/ac r • CQ � Resldential 14 du/ac � � C Residential Mulli-Family � � Resitlentiel Multi-Family Traditional � Resldentiel Multi-Family Urban Cer � -- Center Yllage � � .�CC Center powntown � � � � Urban Center-North 1 Baker B/vd ^ Urban CeMer-North 2 � � Commercial OfficelResidential Commercial Arterial y� � I]-I � CommercialOffice i . 3 w __ -- � . CommercialNeighborhood � � Industrial-Light � � Induslrial-Medium ( �` Induslrial-Heavy l � a Street Names 0 � � CO Rights of Way Streets �, Tirck Dr� �� Roads RC RC Jurisdictions Bellevue �� Des Moines Issaquah � RC Kent � IL -- 1: 11,902 ^ ;.,.__ _; --- �s.s��x�r, 1,983.6 0 991.80 1,983.6 Feet This map is a user generated static output from an Internet mapping site and Notes is for reference only.Data layers that appear on this map may or may not be Enter Map Description accurate,current,or othervvise reliable. City of Renton,Washington THIS MAP IS NOT TO BE USED FOR NAVIGATION �11'il�. � uu��.�n. �' �� . � .lJll4 �y � �'� _ t � � � �. , . - J� qs . � . ' �� . � '��. � �. 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SOIL SERIES DESCRIPTION Puget silty clay loam Mapping Symbols: Pu The Puget series consists of poorly drained soils that formed in alluvium in small depressions of the river valleys under sedges and crasses at elevations ranging fr��m 10 �.� 650 feet. Slopes are 0 to 1%.The annual precipitatior i� ;� to �� inches. 7�he fro:t-�T�e �:'3�0"] 1S ;3�)i)l1t IQ(� C!31`� T��pical Profile: Depth from Surfac� 0 to 60 Inches:dominantly mottled dark grayish-bro«n ,�t-:�' grayish-brown silty clay loam Permeahili Slo� Rooting Depth: If drained,roots penetrate with difficulty to 60 inches Depth to Seasonal High Water Table: 0 to 1 foot Available Water Holding Capacity: High Runoff Potential: Slow to pondetl Erosion and Slippage Hazard: Slight Flooding Potential: Severe Puget Series Page 2 Use and Management: This soil is used for pasture and row crops. Pasture forage yields aze 2.5 tans/acre/year if undrained and 5.0 tons/acre/yeaz if drained with good management. Douglas-fu, Western Hemlock, Westem Red Cedar, Red Alder, Willow, and Sitka Spruce are important tree species. This soil has severe limitations for seedling mortality, ` plant competition, equipment limitations, and windthrow limitations because of its poor drainage and flooding potential. The Puget soil has severe recreational and engineering limita.tions due to its flooding potential,high seasonal water table,and shrink-swell potential. � i 1 I I I � � i I i I . ` . SOIL SERIES DESCRIPTION «'oodin�-ille silt loam �Vlapping Symbol: Wo The Woodinville series consists of neariy level and gently undulating poorly drained soils that formed in alluvium under grasses and sedges in stream valleys. Slopes aze 0 to 2%, annual precipitation is 35 to 55 inches,and the frost-free season is about 190 days. Elevation ranges from sea 1eve1 to 85 feet. Typical Profile: � Depth from Surface: 0 to 38 Inches:Gray siliy clay loam 38 to 60 Inches: Greenish-gray silt loam Permeability: i , Moderatel�� l��r� Rooting Depth� { 60 i Depth to S��_---- '--�-- ----- - ----- . 0 to 1 foot Available Water Holding Capacity: High � Runoff Potential: Slow Erosion and Slippage Hazard: Slight Stream Overflow Hazard: Severe I � � i ( i i , I � � � Woodinville Series � Page 2 • � Use and Management: Primary uses are for hay,pastore,and mw crops. Pasture forage yields are 2.0 tons/acre/year if undrained and 5.0 tons/acre/year if drained. Douglas-fir, Western Red Cedar, Western Hemlock, Red Alder, Willow, and Sitka Spruce aze important tree species. These soils have severe limitations on equipment use for site preparation and timber harvest, seedling mortality, plant competition, and windthrow hazard for forestry use. These soils have severe limitations on recreational and engineering uses due to their seasonal high water table and flood hazard. ; i i i � { � I � r' i SOII,SERIES DESCRIPTION Puysllup fine sandy Ioam Mapping Symbols: Py The Puyaltup series consists of well drained soils that formed in alluvium under conifers, hardwoods,and grasses at elevations from 20 feet to 500 fee� Slopes are 0 to 2%. The annual precipitation is 35 to 60 inches.The frost-free season ranges from 160 to 200 days and the mean annual au temperature is about 50 degrees F. T�ypical Profile: Depth from Surface: 0 to 34 Inches:Very dark grayish brown and dark grayish brown fine sandy loam , 34 to 60 Inches: Very dark grayish brown, dark grayish brawn, and i dark-brown sand, loamy sand,and medium sand. ; Permeability: ' Moderately ragid Raoting Depth: b0 inches � Depth to Seasonal High «-ater Table: 4 to 5 fec- i Available Water Holding Capacit� � Moderately high Runoff Potential: Slow � Erosion and Slippage Hazard: Slight ', Flooding Potentiat: � Slight to severe � I I � � Pnyallup Series � i � i Page 2 i � Use and Management: j Primary uses of this soil are for row crops and pasture. IPasture forage yields are 3.5 tons/acre/year with good management. � Douglas-fir, Westem Hemlock, Red Alder, Willow, and Sitka Spruce aze important tree species. This soil is rated as having severe limitations for forestry because of seedling mortality, plant competition, and windthrow hazards, with equipment limitations also being rated as severe. The Puyallup soil has moderate recreational and severe engineering limitations due to its flooding potential. � � iMAP .. ' . i �y.V��,� Li ��. `� ''� �/��' � /~` .�� < � � :.� � / r � - __� 5t � si�. ��,�. _ .'`-'T �1� �� - -� ^�1,/' ..: � �� '�G ,� � ' _ ., �� : .,. "' . . ,, �'�-- -- ..� � _ ._. ��;,_ ��j � ,� :;: S�G�P��N I_� _._ _._ . �, F� �� " �� j. - f N ��'�'�' 'E!N {� f 5153�iJ 5T ��'.a �+A � c� y*' ,-f'S. � � `: f � 2 �. � � _ �� ' �� , � . ��- � .R.4. . �,,�� _��.�i '� � _ � � �.� ,=� � � � r �•' . .� � ;r �r.� " rIC.EN�ER BL�� e '�rr"�- �tSoT�f ST ;�� i- r:�....+�... - '�� ' �:� �. � _ 1't'� t iJK:�'�IL4 1'K1'dv �""' � + f- � - � �� I i�� A S -� �� - �� a ,s� �,3 � �� ,,,��''' - � ¢ `� _ �1�� -. a 3# ;� o -- : EVA'i S B;A�K OR ��t_----'-`� � - � - __ --- �3A�R3L� jf .�� ,... • .. _. � .. . 1 ; '' Tukwila� �� Renton 3 t •, ��f2.t.�JUti� �L'J!J � � �. -ti "'-: \'��...`'. . S.4 27T�i 5T � `�. � -- , . � � �� i ` ,�„ `�� _ : TR�.�{�R �_:��• � - � � � �'� � ;. � � � c, �, > T � � �� F., ' � — `f ' � j { �. Y Q � , _ � •`�''R�� _ % . � � \ �, � �' • �` S1h� sd i ti �� y � � . :y -X . 1,11NKLtIt.BL':tJ "��?, � `". � � �' f" `� ��' .�'"�e�_. � - . , .. ,/d�•/ � tCl�tOKmg Couniv U 107B}t S�V?3T�1�T The information included or tnis map hes been::�inp;leC by 4��c C�u�ty sta`f`-om a v�rsty o�`eaurces e�d �sutjec:'o chan�e•nithout 2oC��e �no Counry makes no represe^.ahons or A�ara�it.es.exp e o- mF�ietl.a�to a �.er;,��n�.ete ie�s. me.r �s or r gh:s:o t�e,.�e of sxt ir r.,al or This documen�is not intentlee for use as a survey product.rC:n�Co�ry sFal nct�e��.;aole for zny generzl. oecial.i�e�rect ircde�ta o cor c�ertal s � damages mclutling,but nol limited to,iost revenues or tost prof:ts resulOng from the use or misuse of tne mfo�T�ation wntained on th�s map.F�n;sale cf Kmg County ihis map or informanon on this map is prohibited except by written pertnission of Kmg County. Da[e:11;'1012010 Source:King County iA4AP-Sensitive Areas(hltp:!lxvnv.metmkc.gov(GISfiM11AP} i MAP Lege�xi ' �_� �«�►�r�� N�� c�►o aas;,,c��a�, ,� n�o�r�,��Q��S � � cno sno�i��r.��o� �°�d � �.�„ � � Parcels a �,,, �� Lakes arxl La�e Rivers Shaded Relief �,�,, r,;:'` 5trearns ; Ffi�waXa SWDM Landalitie ltaxards �j I�orp�a�ratad Area �.Mamrd ��. Stree#s �da Hmrd Dr�aga {cont) The information irGuded on this map has been compiled by Kinc County s�aflfrom a vanety o`sources and is subjecl lo change without notice.Kfng County makes no representations or warrar.tles,exp�ess or implied,as to accuracy,completeness,timel+ness,or rights to the use of such information. This document is not intended for use as a survey producl King Coan?y shall not be liable for any genera�.special.indirect,�nciCeeta�,or consequential a � damages inGuding,but no[�imited to.lost revenues or lost profts resulimg from the use or misuse of ihe in�°orriafion containec o�c7is map.Any sale of Kmg County this map or information on th-s map is prohioiled excep:by wri;ten pertnission of King County. Date:�1%14I2010 Source�.King Coon:y 1MAP-Sensitive Areas(http;7www.metrokc.gov,'GIS,hMAPI � �� a � , , � , _ _ _ _�.__,_ _ � c��k � '� �� ; � � �� —�. � � � �.'. �� , ��t�a g #� 'f�� j� r � �� i� �� 1� i � j i �� ' :� � � � � �i1� �� i�� ' �� xlz �! � � �] t�B �� }a � � j � � � � � �� ' �� y � � �� . � � � � s .. ,.t�� f �a ��,�� . 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A: � .�..� -.;;, . .._. sP �.' . i r f �� , .. j��,�4�;"� '' �z -3' ' p�;�,� `'�2 �, �� _ ` � � � _ . � � ��r�; aix � --�� ' i'� �. t o � \ : y( .! 1� �!{ lg \ \� � �, � t s f 1�� d.' � i�, �i '�� t ._ . ^�� \,+ � u O ``��i'. i ' .�!'�t j'l, ......,r+ i I . 8 � \\�t t., � i�r! . i. `� . � ��?;l� � ' r: � � � F�k� t� /, � �'f t�'�� `��'. � i,� �'. $ y � 'f � �1 i o, r �,-: tv1AT'CHLINE 430-I-��J ( j:. ,._"�\ f� , ..� � City of Renton Strander Boulevard Extension and Union Pacific Railroad Realignment Phase 1, Segments 2A and 2B WETLAND TECHNICAL MEMOR:ANDUM ; PERT0000-0006 Prepared for: CITY OF RENTON Prepared by: DAVID EVANS AND ASSOCIATES,INC. 415 118th Ave. SE Bellevue,WA 98005 , November 2007 i City of Renton Strander Boulevard Egtension and Union Pacific Railroad Realignment Phase 1, Segments 2A and 2B WETLA,ND TECHNICAL MEMORA1vDUM ��e�0000-000a Prepared for: , , CITY OF RENTON ' i ( Prepared by: Ii I �, Ji.m Shannon Senior Fish and Wildlife Biologist DAVID EVANS AND ASSOCIATES,INC. 415 118th Ave. SE Bellevue,WA 98005 November 2007 TABLE OF CONTENTS 9.0 INTRODUCTION..........................................................................................................................1 2.0 PROJECT DESCRIPTION..........................................................................................................1 3.0 REVISED WETLAND IMPACTS...............................................................................................2 4.0 WETLAND RA1'INGS..................................................................................................................2 4.1 Wetlands H,M,P,and S...........................................................................................................4 42 Wetlands A,C,D,and E...........................................................................................................4 4.3 Wetland QR...............................................................................................................................5 4.4 Wetland T......................................................................................... ................6 ......................... 4.5 Mitigation Banlcing............................ ........................................................................................ 5.0 SUM1ViARY.................................».................................................................................................7 6.0 REFERENCES............................�.................................................................................................7 Tables � Table l.Permanent and Temporary Wetland and Buffer lmpacts................................................................2 Table 2.Project Wetland Classification and Jurisdiction.............................................................................3 Appendices Appendilc 1.Vicinity Map Appendix 2.Wetland Impacts Appendix 3.Wetland Rating Forms Appendix 4.Wetland Photographs P:1p\PERT00000006106001t�OlEP1�37 WetlandslWetland Tech Memo4SAa�er Wetland AAsmo.dx Wetland Technical Memorandum Page i Strander Boulevard E�Rension and Union Pacific Railroad RealignmeM Phase 1,Segments 2A and 2B Abbreviations and Acronyms BNSF Burlington Northern Santa Fe Railway City City of Renton Corps U.S.Army Corps of Engineers DEA David Evans andAssociates, Inc. Ecology Washington Deparnnent of Ecology . HGM hydrogeomorphic JARPA Joint Aquatic Resources Permit Application �'I NEPA National Environmental Protection Act II Project Strander Boulevard Extension and Union Pacific Railroad Realignment Project— I�'� Phase 1, Stage 2A and 2B ', UPRR Union Pacific Railroad j II F.tp1PERT00000006106001NF0\EP'�EP37 WeUands\Wotland Tech Mamo\Strander Wetlend Memo.doc Wetland Technical Memwandum Page ii � Strander BoWevard Extension and Union Pecific Railroad Realignment Phase 1,Segments 2A and 2B I 1.0 Introduction At the request of the City of Renton(City),David Evans and Associates,Inc. (DEA)prepared. this Wetland Technical Memorandum for support of the Joint Aquatic Resources Pernut Application(JARPA)for the Strander Boulevard Extension and Union Pacific Raikoad RealignnZent Project—Phase l, Stage 2A and 2B (Project).The project is located in the cities of T�kwila and Renton,Washington(Appendiz 1).The Project includes parts of three elements of a larger project(Altemative 1)that received a National Environmental Protection Act(NEPA) Categorical Exclusion and a State Environmental Protection Act Determination of Nan significance on July 19, 2005. This technical memorandum complements the Wetlands Technical Discipline Report, Strander Boulevazd Extension,dated May 2004,and includes a current project description,wetland impacts, and wetland ratings using the VJashington Department.of Ecology(Ecology)rating system (Hruby 2004). 2.0 Project Description Three action alternatives were proposed in the discipline reports prepared for the NEPA. Alternative 1 was chosen as the preferred.alternative.The current project includes portions of ' three elements from Altemative 1.These elements include: 1. Relocation of the Union Pacific Railroad(UPRR)tracks. 2. New road.way construction from West Valley Highway to Oaksdale Avenue SR7 (overpass only). 3. Modifications to Longacres Way(bridge conveying UPRR over South Longacres Way only). We propose to relocate the UPRR approximateIy 300 feet to the east to parallel the existing two sets of Burlington Northem Santa Fe Railway(BNSF)tracks.The relocation will begin approximately 1,000 feet south of Southwest 27th Street and end 5,500 feet north under Interstate 405.We estunate approximately 125,OOU cubic yards of fill for the relocated track. New roadway construction will include an overpass over the relocated frack that ties to West Valley Freeway to the west and approximately 1,000 feet to the eas� It is esti.mated 250,000 cubic yazds of fill will be used for the overpass approaches.A stormwater detention and enhanced treatment facility will be built near the overpass. Modifications to Longacres Way wili include the construction of the UPRR bridge over Longacres Way only. Standard railroad bridge designs will be used for this bridge. P:1pIPHtT00000006y080UINFOlEP1EP37 WetlandsiWetlanC Tech MemotStrsnder WeUand AAemo.doc Wetland Techn(cal Memorandum Page I � Strander Boulevard Extension and Un(on Padflc Railroad Realignment Pttiase 1,Segments 2A and 2B 3.0 Revised Wettand Irnpacts The proposed alignment of the UPRR relocation(Alternative 1 in DEA 2004)has changed from its original design due to a change in the design of the new roadway overpass. The original overpass was a bridge built on piers. Currently the design is an overcrossing with approaches made of fill. This design change reduced total impacts to wetlands on-site but also changed which wetlands will be impacted{Table 1;Appendiz 2}. Table 1.Permanent and Temporary Wefland and Buf#'er Impacts. Wetland Permanent PermaneM Temporary Temporary Impacted Wetland fmpact Suffer Impact Wet�and Impact Buffer Impact (acres) (acres} (acres) (acres) A 0.009 4.101 0.004 0.013 C 0.191 0.042 0.138 0.012 D 0.036 4.024 0.034 0.023 E 0.022 0.026 0.019 0.019 H 0 0.026 0 0.023 M 0 0.038 U 0.036 P 0.009 0 0.005 0 QR(Cat.I} 0 0 0 4 QR(Cat.ilj 0.875 0.568 0.242 0.175 S 0 0.300 0 0.098 T 0.286 1.580 O.137 0.127 Total 1.434 2.846 0.599 0.52fi 4.0 Wetland Ratings The study area contains nine wetlands impacted by the current design. Using scores from the Washington State Wetland Rating System(Hruby 2004)the project will impact eight Category III wetlands and one Category UII wetland(Table 2).Wetland rating forms with aerial photos used for detennining ratings and wetland photos can be found in Appendices 3 and 4 respectively. !?1ptiPERT00000006408001�01EP1EP37 WetlandslWetland Tach MemolStrarclar Wetlend Martro.doc Wetland Technicai Memorandum Page 2 , Strander BoulevarcJ Extension and Union Pacfic Railroad Realignment Phase 1,Segments ZA and 2B I Table 2.Project Wetland Classification and Jurlsdiction. Ecology Classification Water Size Cowardin �� Quality Hydrologic Habihat Totel Ecology Buffer (approx. Wetland Ciassffication 7ype Score Score Score Score Category Jurisdiction (ft) sq ftj , A PEM D 20 24 5 49 I!I 7ukwila 50 2,467 C PSS D 14 20 13 47 I!I Tukwila 80 67,870 D PSS D 16 24 8 48 III Tukwila 50 3,546 E PSS Q 20 20 9 49 !II Tukwila 50 1,500 H PEM D 20 20 4 44 !II Tukwila 50 499 , .,. M PEM D 24 20 6 50 Ill Tukwila 50 5,i10 ._._._.._. .._..._.R . PFO D 16 20 7 43 --:--- III - -Tukwila 50 622 45,000/ QR PSS/PFO D 22 20 16 58 I/il Tukwila i00 1,044,000 S PEM D 20 20 6 46 III Tukwila 50 6,428 T PEM D 18 16 11 45 IIl Tukwila 50 21,831 The hydrogeomorphic(HGl1�classification of all wetlands impacted by the Project azea is considered to be depressional,which means that the unit is in a topographic depression in which water ponds or is saturated to the surface at some time during the yeaz, and any outlet,if present, is higher than the interior of the wetland{Hruby 2004). Project wetlands have potential to improve water quality and reduce flooding and stream degradation. The opportunity to improve water quality is provided by the presence of pollutant sources in the close proximity or upslope of these wetlands. Pollutant sources include ra.ikoad tracks and recrea.tional paved trails (i.e. Interurban Trail). Water quality is improved when wetlands trap pollutants and is a function of outlet type,vegetation density, and azea of seasonal inundation within the wetland. Hydrologic functions aze provided when these wetlands store excessive or erosive flows that may damage roadways or properties downstream. The potential to perform hydrologic functions is provided by the chazacteristics of the outlets,wetland size, and the amount of live flood storage provided. Field observations indicate that much of the study area below the toe of fill for the railroad tracks is seasonaliy inundated. Additionally, frequent flooding of the Green River and Springbrook Creek provi.de greater opportunity for wetlands in the study area to provide functions that may mitigate the peak flows and reduce the severity of flood events. In general,the wetlands impacted by the project demonstrate a low level of habitat function. Using the Washington State Wetland Rating System,no wetlands scored above 16 for habitat. These wetlands generally have a moderate vegetation structure(five to nineteen species of plants),but disturbed buffers limit vegetated connections to other wetlands in the azea. Overall, these characteristics allow for a moderate number of habitat niches, low access to the wetland, P:1p1PERT00000006W8001NFOtEPtEP37 WetlandslWetland TecA MQmolSt2mlar Wetland Memo.doc Wetiand Technical Memorandum Page 3 Strander Boulevard Extension and Union Pacific Railroad Realignment Phase 1,5egments ZA and 2B and low opportunities for connections to other wetlands within the greater wetland system. However,the presence of large downed woody debris and persistent thin-stemmed vegetarion in areas subject to inundation are indications of adequate habitat for amplu�bians. 4.1 Wetlands H, M, P, and S These isolated wetlands do not appeaz to fall under the jurisdiction of the U.S.Army Corps of Engineers (Corps)through Section 404 of the Clean Water Act. However,the Corps has the ultimate authority in making Section 404 jurisdictional determinations. No other wetlands within the proposed Project alignment were determ.i.ned to be isolated. � These cvetlands were rated as Category III following Ecology's rating s3�stein(Hruby, 2004}.Tl�e ,_.. . .. _ . --- -�- -fim fi�nction-of these wetlands is water i un rovement and h ci�olo a�stora � � �3',. ��tY � P Y S� �= .. ._ Railroad and automobile activities upslope make available pollutants that provide the opportunitq for water quality improvement. All of these wetlands are densely vegetated and have the ability to filter sediments, enhancing their ability to trap pollutants. These wetlands are also hydrologically isolated.Any stormwater flowing into them is trapped and does not contxibute to downstream floodi.ng. 4.2 Wetlands A, C, D, and E Wetlands A, C,D, and E aze located between the UPRR tracks and the Interurban Trail. These wetlands were rated as Category III following Ecology's rating system(Hruby 2004}.Wetlands A, C,D, and E are scrub/shrub with predominant species including Pacific willow and red-osier dogwood. These wetlands have a close prolcimity to the Green River. Soils and hydrology indicate that a hydrologic connection was once present tlarough a sur£ace waxer connection to the river despite the presence of a constructed berm,roadway,and trail between the two resources (DEA 2004). The primary function of these wetlands is water quality improvement and hydrologic starage. Railroad and recreational activities upslope make available pollutants that provide the opporn�nity for water quality i.mprovement. Wetlands A, C,D, and E are moderately vegetated and have the ability to trap sediments. Field observations indicate that Wetlands A,D, and E are inundated during the wet season and dry during the summer months. Wetland C is inundated year round but has a significant area of seasonal inundation.This characteristic facilitates the process of denitrification, which removes nitrogen fram the system by releasing it as Nitrogen gas. Wetlands A, C,D, and E have the opportunity and potential to reduce concentrations of sediment,phosphorus, and nitrogen within the waters that it receives. P:�p1PERT00000008166DDINF01EPlEP37 WetlendslWMand Tedi MemolStranderWetland Memo.dx Wetland Technical Memorandum Page 4 Strander Boulevard Extension and Union Pacific Railroad Realignment Phase 1,Segments 2A and 2B These wetlands have no surface water connection to the Cneen River and are hydrologically isolated.Any stormwater flowing into them is trapped and does not contribute to downstream floodi.ng. Wetland C provides wildlife habitat functions related to the complex vegetation structure,which contains scrub/shrub and emergent vegetation. This type of vertical structure is a characteristic that increases habitat comple�ty and niches (Hruby 2004). Additionally,Wetland C is in close proximity to Wetland QR These characteristics can provide appropriate habitat for wetland- dependant and wetland-associated species a.nd indicates greater opporiunity for species dispersal and foraging(Hruby 2404). 4.3 Wetland QR .. . Wetland QR is located beiween the BNSF and UPRR tracks. This almost 25-acre wettand spans the distance between the UPRR and BNSF tracks for approximately 0.80 mile.This wetland is characterized by a mature forested component dominated by cottonwQod and a scrub/shiub component dominated by willow species and red osier dogwood. The forested component contains approximately 45,000 square feet of mature cottonwood stands along the east edge of the UPRR track. Standing water and reed canarygrass along the railroad tracks comgrise the edges of Wetland QR Using the Ecology wetland rating system(Hruby 2004),Wetland QR scored as a Category II(i.e. 58 points). However,the mature forested component is a special characteristic of Wetland QR that automatically makes that component a Category I wetland(�iniby 2004). The mature forested portion is mostly black cottonwood(Populus trichocarpa)measuring 2Q to 60 inches diameter at breast height The scrub/shrub portion of Wetland QR is Category II.Therefore, following Ecology's wetland guidelines system(Hruby 2004),Wetland QR is a Category UII wetland. Wetland QR is connected to Wetland B by a 36-inch culvert under the UPRR tracks.Wetland B is hydrologically connected to Wetland C.Wetland B is not impacted by this Project.A 36-inch culvert at the north end of Wetland QR undez the BNSF track connects Wetland R to the �' _ _ _ _ _ _ _ Q _ _ Springbmok Creek basin on the east. This wetland provides water quality improvement,hydrologic storage, and wildlife habitat. Railroad and recreational activities upslope make available pollutants that provide the opportunity for water quality improvement. Wetland QR is a densely vegetated wetland that has the ability to filter sediments, enhancing the ability to trap pollutants. Wetland QR is inundated.year round and has a significant area of seasonal inundation. This characteristic facilitates the process of denitrification,which removes nitrogen from the system � � F.1plPERT00000DOB1�001NfOtEP1EP37 WetiandslWetiand Tech MemoGStrander Wetland Memo.doc Wetland Technical Memorandum Page 5 � Strander Boulevard Extension and Union Pacfic Railroad Realignment Phase 1,Segmertts 2A and 2B ( � by releasing it as nitrogen gas. Wetland QR has the opportunity and potential ta reduce concentrations of sediment,phosphorus, and nitrogen within the waters that it receives. Wetland QR provides wildlife habitat functions related to the complex vegetatian structure, which contains farested, scrub/shrub,and emergent vegetation. This type of vertical structure is a characteristic that increases habitat complexity and niches{Hruby 2004). Additionally, Wetland QR has a mature forested component. These characteristics can provide appropriate habitat for wetland-dependant and wetland-associated species and indicates greater opportunity for species dispersal and foraging(Hruby 2004). 4.4 Wetland T Wetiand T is a linear ditch feature located along the west edge of the BNSF track. Tlae shape; - location, and concrete outlet struchzre indicate that the we�land was likely developed as part of a storrnwater management facility. Standing water was present throughout the wetland, as well as a diverse number of emergent obligate wetland plants.The concrete outlet structure is approximately 12 inches and is located under the BNSF track at the northem end of the project. T'he primary function of this wetland is water quality improvement. Railroad,residentiai roads, and reereational activities upslope make available pollutants t11at provide the opport�znity for water quality improvement. Wetland T is a densely vegetated wetland that has the ability to filter sediments;enhancing the ability to trap pollutants. i Wetland T is inundated seasonally. This characteristic facilitates the pracess of denitrification, which removes nitrogen from the system by releasing it as nitrogen gas. Wetland T has the opportunity and potential to reduce concentrations of sediment,phospborus, and nitrogen within the waters that it receives. Wetland T provides minimal wildlife habitat functions related to the emergent vegetation. This characteristic can provide appropriate habitat for wetland-dependant and wetland-associated species. _ _ 4.5 Mitigation. Banking . It is anticipated that the direct wetland impacts of the Project will be mitigated for in the Springbrook Creek Wetland and Habitat Mitigation Bank(Springbrook Bank), which is operated and maintained by WSDOT and t11e City of Renton. The Springbrook Bank was established to provide advanced compensatory mitigation for highway projects within the Lower Green and Cedar River Basins(WRIA 8 an 9). The bank is located just east of the study area. See the Mitigation Plan for more details (DEA 2007). P:lp1PER70D04000N1Q6001NF6lEP1EP37 WetlandsVW�land 7ech MertrotStrander Welland Memo.dx Wetland Technical Memorandum Page 6 Strandar Boulavard Extension and Union Paafic Railroad Realignment Phase 1,Segments 2A and 2B 5.0 Sumrnary In sumuiary,this technical memorandum complements the Wetlands Technical Discipline Report, Strander Boulevard Extension(DEA 2004).The current proj ect description includes the UPRR relocation,an overpass of the UPRR and related stormwater facilities, aud a bridge over South Longacres Way. The Project will impact nine wetlands for a total of 1.56 acres. The Project will also permanently impact 3.09 acres of wetland buffer. ' Using the Ecology rating system(Hruby 2004), all of the wetlands are Category III wetlands, with the exceprion of Wetiand QR which has a Category UII rating.The Category I portion is a � one-acre stand of mature black cottonwood.The rest of the wetland, approximately 24 acres,is.a Category II. We propose to mitigate for direct impacts to wetlands by using the Springbrook Bank.The Springbrook Bank was es#ablished to provide advanced compensatory mitigation for highway projects within the Lower Green and Cedaar River Basins. j , 6.0 References � David Evans and Associates,Inc.(DEA).2004. . 2007. Hruby. 2�4. I . _ _ � � � � P:1p1PERT00000006106001NF01EP1EP37 WetlsndciWetlend Tach AAemolStrender Wetland Memc.doc WeUand Technical Memorandum Page 7 Strender Boulevard Extansion and Union Pacific Railroad Realignment Phase 1,Segments 2A and 2B Widener & Associates Transportatiun �F En� ir�,ninrntal Plannin_ i(IIOS :�„a;��1�. �'uirr D_ f:�rrcrt.�� 1 9.�_'tl.: iiI (;.�i:.i� ;i,.c; F;j� {-!�^� . . � September 8, 2010 Moira Carr Bradshaw Senior Planner, Department of Community Development City of Tukwila 6300 Southcenter Boule�-ard Suite 100 Tukwila, WA 98188 Strander Boulevard/Sound Transit Site City of Tuk�vila, VVashington Dear Ms. Bradshaw: I am writing in response to your letter dated June 30, 2010 requesting further information for the Strander Boulevard and Sound Transit Commuter Station application. Included below are the items requested followed by our responses. In addition, since the application was submitted. there have been alterations to the Strander Boulevard project which have altered the wetland impact locations and quantity. See Table 1 for revised impacts. The attached Strander Boulevard site plan, Figure W-1, shows all wetland impacts created by the Strander Boulevard project as well as the Sound Transit Commuter Station. The Sound Transit Commuter Station layout is included as a separate plan sheet in order to show adequate detail. Table 1. Summan-of wetland cate ories,size,im acts, mitiQation ratios,and ro osed miti�ation acrea e. Wetland Ecology �'�'etland Area Permanent Im acts Springbrook Miti ation Name Cate orv (acres (acres Ratio acres) O III O.a3 0.03 0.85 0.026 Q/R II 25 1.156 1 1.156 Total 25.03 1.186 1.182 Wetlands O and Q!R will have a total of 1.186 acres of permanent impacts which will be mitigated for at the Springbrook Creek Habitat and Wetlands Mitigation Bank. One credit at the Springbrook Bank compensates for the replacement of one acre of Category II wetland, as dictated by the Mitigation Bank Instrument. The 1.182 credits necessary for the wetland mitigation ratios shown above have been approved from the Springbrook Mitigation Banl:. Due to the shoofly locations for the Union Pacific Railroad and Burlington Northern-Santa Fe tracks, impacts have increased to wetland Q/R and impacts will now occur to all of wetland O. not only the wetland O buffer. As it was previously proposed to mitigate for all of wetland O, the mitigation credits of 0.026 have not been altered. Wetland Q/R mitigation credits have increased to 1.156 acres. The entire area of wetlands N, P, and S will be impacted: ho��ever these have been pre�iously deteiznined to be non-jurisdictional by the City of T'uk��ila. Wetland Q/R will also have 1.697 acres of peimanent buffer impacts. Buffer impacts to Wetland O will be 0.45 acres. When mitigation credit is purchased, any associated buffer impacts are automatically mitigated for because the Springbrook site contains 12.55 acres of non-credit generating wetland buffer. The purchase of wetland impact mitigation credit also includes the purchase of surrounding buffer. Requested lntoi7iiation 1. If the application is intended to mitigate for the Strander Boulevard Extension project, then please explain the impacts to Wetland A and clarify whether tax parce12523049023 is included in this application. Response: Wetland A will not be impacted by project activities. All buffer areas north of wetland A which w�ill be impacted by proposed road construction are within the maintained gravel access road as well as the fill slope for this road and the railroad tracks. As these areas have been previously disturbed and provide no beneficial buffer function to wetland A, no mitigation has been proposed. Tax parcel 2523049023 is included in this application for the construction of the Strander Boulevard Extension. 2. Are there wetlands C, D, E, F, G, and M? Response: These wetlands occur in the vicinity of the project area; however Wetlands C, D, E, F, G, and M will have no impacts. 3. Requests for wetland alterations must meet each of the criteria that follow. The criteria are in italics. Please provide responses. a. The alteration will not adversely affect��atef-quality: Response: Wetland mitigation provided at the Springbrook Mitigation Bank will provide water quality functions within the same subbasin, replacing the function lost by the wetland impact, resulting in no adverse impact to water quality. b. TI�e alteration tivill not adversely affect fish, tivildlife, or their habitat: Response: All wetland impacts occur in portions of the wetland adjacent to the railroad embankment, which because of this disturbance as well as the wetland's overall position between the two railroads are limited in ��I their value for wildlife habitat. Wetland O is a very narrow depressional '�I wetland and provides very little habitat function. Mitigation at the Springbrook Mitigation Bank provides habitat that is connected to the wildlife corridar provided by Springbrook Creek and is adjacent to the project area. c. The alter-ation til�ill not Izave ar1 adver-se affect on dr-airiage artd oy-storm tit�uter• detention capabilities: Response: Storm water detention facilities will be constructed to accommodate all water from the proposed project. Wetland alteration is located where it will not impact drainage from the remaining wetland. d. Tlze alter-ation ti1•ill�rot lead to arnstable earth conditioi�s or create an ef-osion hn�ar�d or contribttte to scour-i�1g actiorts: Response: The proposed wetland alterations will fill will not create any unstable earth conditions. Standard BMPs will be used to minimize erosion during construction and stabilize all disturbed areas after completion. e. Thr ulteration tivill not be rnaterially detrifnental to uitv otlter pr-opertl�and Response: The wetland impacts will not be detrimental to any other property as storm water from the site will be treated in the proposed storm ��ater pond and all wetland functions will be provided at the Springbrook bank which is adjacent to the project area. f The alter�ation til�ill�7ot have adverse effects or� anv otl�er sensitive areas. Response: No other sensitive areas have been identified within the project limits or will be impacted by proposed wetland alterations. 4. On site mitigation shall be provided except where the applicant can demonstrate that one of the following is met. Please identify which of the following is applicable to the proposed two (or three) wetland impacts and respond accordingly. • On site mitigation is not scientifically feasible due to problems with hydrology, soils, waves or other factors; or • Mitigation is not practical due to potentially adverse impact from surrounding land uses; or • Existing functional value created at the site of the proposed restoration are significantly greater than lost wetland functional values; or • Establish regional goals for flood storage flood conveyance habitat or other wetland functions have been established and strongly justify location of mitigation at another site. ' Response: On site mitigation was considered and deemed unfeasible for ', the impacts to wetland O and Q/R for three of these criteria. Onsite , mitigation was not scientifically feasible due to the soil compaction ' created by the railroad. Soils in the area have been compacted to a depth of 10 feet in some areas and would not provide suitable hydrologic condirions for wetland mitigation. The surrounding land use including the railroad embankments and proposed Sounder Transit Station would create adverse impact to on site mitigation because the high fragmentation of the c�orridor would provide marginal habitat value. � Use of the Springbrook bank is environmentally preferable to on-site I!, mitigation because it will advance mitigation at the watershed level '�i resulting in greater net gain in ��etland function. Due to the Sprinabrook bank's position in the landscape, it contains hydrologically connected riverine habitat, larger patch size, and habitat connectivity to the Springbrook Creek riparian conidor. The Springbrook bank is located adjacent to the project area and is within the same subbasin, making it an ideal choice. 5. A Notice of Application is required to be posted and mailed to agencies with jurisdiction and parties of record. Please provide us with the names and addresses of any parties of record to the Strander Boulevard DNS and a site plan that shows the Strander Boulevard extension and the Sounder Station improvements. You may include two separate site plans since this includes tv��o separate projects and a large area. Because the action involves multiple properties and property owners, please ensure that the property lines, wetlands and project improvements are clearly identified. Response: Please see the attached site plans and contact information for Parties of I' Record below. Figure W-1 shows the wetland impacts for Strander Boulevard as I well as the impacts to wetlands P, S, and N, non-jurisdictional wetlands which will be impacted for the creation of the Sound Transit Station. �', Mike Kirkland Gust M. Erikson MK Property Services, LLC Puget Western, Inc. PO Box 1188 19515 N Creek Parkway ste: #310 Kent, WA 98035-1188 Bothell, WA 98011 (425)888-2993 (425)487-6567 6. Two postings of the site will be needed—One on Longacres VVay and one at Strander Boulevard. Please follow the following link to directions far posting the site. http://www.ci.tukwila.wa.us/dcd/apps/Si�pecHandout-12-06.pdf As detailed in the linked directions, we would prefer for the City to coordinate the notice sign process and will contact FastSigns when a file number for the project is received. Should you have any further questions, please contact me at (425) 503-3629 or at rwidener��prodi� .y net. Sincerely, ✓�� -�� !�' �,� (l ,�``'=- Ross VVidener Widener&Associates Enclosure: Comrnuter Station and Strander Blvd Site Plans - - - - - - - - - - � �;= i I;�' — � - - - - �-- - _ — — — — — — — — — — — _ _ Q— - __ -°F� C�, i �� ___ _ ___ ___ __ _ � ��__ � , �� J8�� o _ _ . � � � AND C W=TLP,ND C � _ _ �� '- .� ��' ��`_"' ;.i�,�',��. �.VETLP�D J �, �� . _ _ — WETLP"�iC E --� __ _ _ ,, , . m.....- — — 'iJE ��JC�� ` --_ 4� �-.' �.: '�t�y: _ � r UPRR RIGH7 OF WAY ' = a �= -- �s �• ��'� - ---. - �� m U m I n � � , � I j t � WETLAND B � V (80 FT BUFFER) WETLAND A� , E (50 FT BUFFER) � a `� WETLAND aiR I I i?�I N �� '�__�__.«-�-�_�- . �f 1 ' J-w-��_.-_�-...��-�_y_-� �._.�.�-� `•! (50 FT BUFFER) ��I t � �ii o L_ _,4 i;;:j �-- ______ r� N � �� __ �' __`"`. `_..�_r-"_.__� r_�_f r��" y�._.-r-rr �_r--�r -��ir� �-�_�_a.. _r_� _�_�� .«r � � . O � __�_. ✓- : , '�i I 1 ?} .. � 1 I ti � ! ;` , ��j!' 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SI�P. Plan ShOWIIIg WP.IIaC�dS � Seattle.WA 98107 RLi�CV�ACIES MAV EXIST.AND ESA ADOLFSON IAIPLIES NO m� Y.'ARRANTIES OR GLARANTEES REGAROANG ANV ASPECT OF 7ATA -ii P:(206�78&9658 oePicTroN. TUkWllB, Washington �� F:(2OS}7HS-9EBG , Perteet an�KPFF.2oC' ax Re�:�isioN o.n� e�� , Hydraulic Report Strander Boulevard Extension Project Cities of Renton and Tukwila, Washington Appendix B - Plans and Details Composite Utility Drawing Typical Roadway Section Typical BNSF Phase II Pond Plan Pond Section uu s.�a n�aror.�.wi��,so++r�a we �a�.aww•n��awr�aoa�ac�oaawn.�o�_ata�awo co�rr n e.,�na,u�.,w w�,u�.a. 07 GR01 �Wn � , i , �, _ _ , . f m $ `' \ , .. _ ._. k 19 ��f ..i' \i t'4� ��. �S\'ti i� t , p�I"D� x.. •` _._ _ � _ �� t 1 �„f � ` "�,��`�,� _ .. � r � ' f o� �.. _ _... �,�� , ..._ .__ ._.__ - . -- .._ -- M=.:�_ �_ _ «�� ,-� ��'�_ ,. .f,,r �;,, �_ ,��.. � � , - . k �: - � .�l ' ,��,,,f , �.,` �- , � . . ; . N � _ � �__.,._. __..__ , _�- f�.. ._._ ; - � ---...__� _.._.._.. 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(s�oEr�R5-1) ,'�� • � •' °. . ��. 6 �� ' , .a� �. �. � F,"-' i I`;:. . � • � . • . - _� _ • . . i, �1 I ;'.I . . d ��. . . . . a�-- -- -�'= • . 4 f�'�',�`�'A� I '.��14�. •. , , . s. 4 . . . -- . � -�� .. �_,�� ' •14', � ��:� n�z~ _ ,.LI' . ' • ' • . ' a ' � ie . a .�', • � , - d�� d . . � ♦. � . ` 12' HDPE 20'S7EEE.~ : ',J" � f I.. ',�.:�r �, �� + � i � � • CA9NG RPE a �',- ~ 'T °�. •� I I I'.• - <" :T'•.�.• ':t`'.:t.'� .�:.�, a �. . 4 � . � �� FOUNDA110N SLAB �• � q .♦ � $TOR4 FIPE • . � • :':.,, .....,�• .:` �,> I f::` .'c:��, i ��I d , � ' � . • � � • d ' -. � � � d . '�. , � �' a . .� (�'...'..:'••;j":,':':�'�Y..� ...;•�a:; ra 1 ..` : ��y•`,�fi.: .:'.'� ,.4:C ..� � � �� _"S�f�~=,.��V= •=`.:�d� :r•^ vi.:—'� � i r��=�� — — — — — �_��,. � a � � ii i i �zcAv,�rori �1 9 i i � � �+��r+ 1� i i I I --- - 1.67 �-'� f I �'� o IYPfCAL SEC110N-BNSF BRIDGE i � �'� O i � � SCALE: 1=5 H i=5 V �d � STA'S�18+01 TO 18+60 1 s 2� z I I � I � 1 CONSTRUCTION NOTES: � � �r i QQ �w�a a/2 w.Pc a�-zz o.ir oa��crm o� - �awc cauRg � �w�r I i Q2 t1YA 0.t/2 W. P6 6h?2 Q33'COYPACTID 9EPTH - LEVELING COURS£ PqNT� . I � 2'-9' aO �c aaY ca�xc�o o�n� �- �i --t `----- ' O4 COJfNT CONCREIE 1RAfFiC R1R8 AND GUTIER �� . �i � , A�'. � ' { � '� 05 WASFffD PEJtYE19lE BAt1A5T 14' DEPTH Uf�OERORAM PPES ' '• f . .I ll �Y1� -� / (SEE OETNL RS-3� . .. '.e' � 4 J `_..�_ _____..�-1� 6U CONSIRUC110N CEOiIXTILE FOR��AMAGE $ 1 ;�� QQ auv�eo�ow oEan�vr�s CANCREtE BARRIER � `�1��=--� - —��. � su Y rowo m�a+eo � g i'-Y +� QQ WARRY SPAU.S 1.33'DEP1H ��_�• 8' PERFORATED 4- �waE Qs °ux�r sP�us r o�n� NOTES: GRAVEL 9ACKFlL f�i DRAINS �._5. � COJENT CONCREIE SIDEWAtI(0.33'OEP1H 1. SEE(7A DRAhMNGS FOR PROFlLE MA DEFA�OH BNSf ABUT� PIER. ANO FOUNDA710M SUIB. b 71 ISBC 0.17 Cp1PACfFD DEPTH � 2 SEE ROA[}WAY PLANS FOR BARRIER TYPE AI�PLAC£I�NT. � �ISF BRIDI�FUOIING- 1HqQ�lEE55 YARIES � UNDEADFiAiN DEfAfL � PERVIWS BACJ�FIL. � SEE DRAINHGE PLANS,ORAINAGE �{f�LES AN� DRNNAGE DEfAILS FOR STORiI DRAINAGE � m-ro� �wo uHo�aw srsr��raur Mro�r�as. ' SCAIE 1 H 1 V Q COIiCRE7E BAflRER. SEf ti01E Z � � � � � �a�--��«°04) �`s �` "�,� s„�, �.ae'ss.�t.» CITY OF STFiANDEFI BOULEVAAD EXfENSION �/�•/�' „�_,�'°`°�' '�� I�ergerAl3rA1VI � � CALL 48 HOURS � .,�� c �R�TON PHASE 1,SEGMENT 24 ..�. ,I—_:.. � °"�„' ,�ow«�, Fa c�„�,«, aoaflwar s�cr�s wRS-2 BEFOREYOU DIG �� '�so �.,�„ � 1-800-424-5555 C�)+ai-z�oo fa,�:C�1 isi-nso "'- rio. r�visaH �r on� ,waR •�•�o Robnrt M. Hanson a.�. ave� SF�ET 2 y� �� CONSTRUCTION NOTES: � QQ ►�a a �/s w. Pc s4-az air couPac��n� - �c couase I �� Q +�u a�/2�v. Pc s4-22 aa�' ca�,�c�o�n� - �uHc coua� a �ca�isrnucno� ' R11 525' � 'S'lJNE 37.5 RW Q3 (;SBC 0.33'COHPACT'.D DEPhI I � � T t E i � 0 co+�vT co�r� m�C cuRa arw curra� 1 1 � 4 vu�s {f--� ------� i 0 wasHm �Aec�eau�asr o�na ta' . 6' PEDESCr�AN � I--- � �� Og WIiS?RUCnON GfOlEXTLE FOR tiN4ERq20Ut�DRAINAGE � � PA1H 1' E I l i � ____ t I E �7 GRA4EL 80�tOW.DEPTH VAR�S a E�STI�IG t�2IXJN0� ` _ _ � � �2% EL 19.00 MIN i 1' 4� p' ; I it' 11' 2' VAi2tES -_�---- U8 WARRY SPALLS 1.33'OEPi}{ '� 3.- { SITY j � LANE LAf� SITY 0.5' E10511NG �d QKEY IN t1 xnxl� � � , � t�iU1N0 9O QUAA3tY SPALLS 1' DEP1H � � 4 E 1 S' 8 _` � 9 2$` I 3 2 2R 4 ��,27G � CSBC Q1T C011VACTFD OEPTFi as � � �: , s�xucn�u i i cQaa+r c�sro�wax o.�' o�n� PtVOT�IT ��L`- _ _ F2ETAANVViNG WALL � � p : J' �::_ :; ; �}� ��'-1-��-----=�- ..-___� :=...�_:;_.._�.'`r . . ." .Y � � GUARDRA�.. SfE NQ1E Z [3 __ � �Typ� . \ \�`: � \ � Ui�OERINtAMI PPES CONCRETE BARf�R. SEE NOTE 2 �•-_^------------.� �------------^ � (�E OETAI�RS-3j �WNSTl2t;CiiON i {CONSIRU�TION � � S'LM1E FACE#CURS % 7 SEE N4TE 4 � PERAiANENT SEEDING ON T�S�TYPE B - 8.33' DEPTH � ; 4' i i � SHAtl.NOT f r-� r-� ExcFm F�cf NOTES: � i i , �t�u�rtat � � i � � ��- — � i`;;.:;;_. — � E TYF�ICAL SEC�I�ION-SW Z7TH ST � RETA�IING Ww(S FOR PROFlIE AND DEfAiI.OE1 STRIICNRAL 1 � '':' —: i �� ' - SCALE: 1 =4 N 1=4 V � �L`' .' ('�- %` --t i ��`�-. O _ - :;• � �A �S� 38+6s?T4 20+86 2. SE�ROI�DWAY PLANS FOR BARRI�it TYPE AN� PLACE)AEFiT. � � PROFlIE�� PROf1LE r, 3. UNDFRORNN PIPES SHALL�FlELD-FlTTED IN Nqrtt-Y Of � �iVOT PORiT � � PiV07 PqNt } GUAR�tAILS. SEE ROADWAY PLANS F(Kt GUARDRAII LOCAiIONS �----------..-....-"_� �---.._-_..�__-��_.� AT CONCRETE BARRIER AT GUARDRAIL 3, SEE 6RAIN�GE PLANS,6RAfNAGE PROFlLES MfG DRAINAGE OETAILS FdR STORli IXtNNAGE SYSTDL Al1D tRIDERQRNN SYSTEI�t UYOUT SCALE: 1=4 H !=4 Y SCALE: i=4 H i =4 V /�0 p�q�g, STA'S'iB+bO TO i8+fi5 L? STA'S' 18+65 TO 19+31 LT �SEE NOTE 3 r-� �—� , Aw �.caasmUcnar Rw �' � 52.5' •5'WrE 37.s' i 1 �% i i 11 ��_ �� i r _'� � Z�-��- ,- v ,� � � 8 PEDES7RIAF! ^I j EXISTMC 1 5" 4 _J�� 6 11P PATH �' 4' , 2' i t' 11' , 2' YAR�S i GRQUNQ +�_��_ � �pg�� ! SITY LANE tANE 9!Y as �_� � r'_,� � GRWND� 3 _ ___-- `� �,^b. 8�P�iFaRAA'tED R 8 � � : - � C,RA4EL BACI¢1J.fat 17RA(NS AX 1 I 4 t 1' 4• <, 2X_ � 27G 3 2 2�_ 4 _29: j i'-5" Ql�Y 1N� - ' .� - SZRUC�URAL t t ��;,� � < RETA7ItNG WALL � t _,� � ,.._.._�,.�__--�-SEE NOTE 4 � `-O��p� � � , �� s UNDERDRA(N DEfAiL � PIVOT POINT � (SEE OETAIL RS-3} $CALE; �-2-0 H S=2-0 V � 7 r�-� r-- � � F TYP(CAL SECTfON-SW 27TH ST � � _ � s1�'zo+ea�a z�+o� � 0 LL � � r N 3 � � GZR � Finaro:s�w1-�2�a(oaa) �`�'. � ••"' �•� � ��',.�s.. CITY QF 3TRANDER BOULEVARD EXTEEV510N �/�a/�, H�-tz�a(oos) �j �� "�ay1�LL7L"�1V1 "`S � , RENTON P11ASE t,SEGMENT 2A ,,,� �' CALL48 HOURS ��' � � �""` A""'`"`°`'" °ipartriaet ROADWAYSECTIONS RS-3 � BEFOREYOU DIG �°i�t"",�....e.sLo.,u.w�,.,.su�e3°° �a „�.. �' '°" '^:':.' °'"t'e' 'wr°"°° F°`co'"c""tc°" � F6Q2f3�i e.w'.'!r^��'Z� AL �Gl�' 'ISG �Wt�/Iw � i-$00-424-5555 (206}431-2300 Fa�{206)431-7250 ��''`"''� `a. �E'^�0t'' � °A'E ''� """sc °°°'�` Robert M. Hanson a.�. oa�e SNEET 3 � �� .� r�car�s�xucnai CONSTRUCTfON NOTES: � Rw 's' uNe Rv � o.sa' 4 asa' � s2.s as' z.s' � � Hu�a�/z a�. Pc e4-22 a.as' coNaac�o °C a o�TM - rEaw+c cou� �� , � i � � �� 6' PEDESIR9AN i' S' }i' N' 2' S� j Q2 HYA CL t/Z M. PG 84-22 O.J(Y CCtAPACTEEI \ � PA1H SITY LANE UWE SITY S DEPiH -LF4ELING COURSE E7�STRlG r t I 4 1 i GROUND 3Q CSBC 0.15'CAYPAC7E0 DFPiH 0.20' q�ND � I � 2$ 2X J � � - --------- ---- -------- � 2 7 I 2X_ ----- --�- -2X I ----------- O C01ENT CONCRETE TRAFFIC q1R6 ANO GUTIEft TYP 7 _ --------- I O NOT USED ON iF�S 9EET � it 9 1 11 3 2 I r f i O CONS;RUCM7M GEOTE%lAE fOR UNDERGROUI� CSBC PLACEMENT AT CURB&GUITER � � I I � �� a I __ � � SEE NOtE 3 � Q7 GRAVFi BaRROW, DEPTH YARIE$(b' AwN) FOR ROADWAY SECTIONS G, H, &f ��,ror�o,r,T � sc�uF: �'--z i•=z' v c TYP(CAL SECTlON -SW 27TH ST O �"w�Y sa�.s '.��°�'" SCALE: i �4 H 1 =4 V Q G'S8C 0.17 COIlPAC1E�DEPiH � STA'S' 21+00 TQ 21+�6 � � CDIEN7�lE SI�WAuc 0.33'OEPTH 11 PER4AtffNT SEmING�l TOPS�. TYPE B - E COMSiRUC1101i 0.33' DEPTH R1Y 'S' UNE R'N S n 525 � 37.5' � � �r--- � � ��F PROPOSFD t + 5. 1Y IMAiER11AIN i4.5' 1' 6'PEDESTRIAN ��' 4' ' 11' it' 7 , VAWES � � � Ii�NCH PER YfSUOT PA1H ` SITY I.ArE LANE SITY� , 5, i NOTES: I S1D Pl.AM 8-55.20-00 � 11 � I p,5' ; 1. SEE ROAUYrAY PlANS FOR MdDUTAit BLOG( � s¢Ho�2 �; , � � � �(�ra��) w�u uro�c u+rouT aro o��s. � 6.Ox IIAX � 2X I � 29G_ I 4 4 � 2R � � NOD�AAR ' � 3 �� f `'—"�`��-. \ \ \/ z�_ � �.oac w�u. 2 �m�nia �s��osm ' �/ I \ \�'\ \ � {sff No� s} GRWND �r�/� `� � f \�� g ` \ 7 `. 3 z � \�/ / / �'.: f !.U' 3. SEE ORA@IAGE PLANS.DRANAG£ PROFAES _ 7- \ \/ /� \�/ \ \/ 6 1 L !. 1:l� \ .� ' _ r 1 ------------- AND DRAIMAGE OETAKS FOR STORIA 1 J G � �� / SEE NOiE 3 __1 8 ,Y . �.�?�_ ORA�N,AGE�lEIA I�1SND UNDERDRAtN SY5TF]u PROF1LE PIVOT PpNT '!� � aQSTING 12' IN wATERIIt� � fi TYP: �:.. �p�p SEE NOIE 2 H iYPICAL SECTION-SW 27TH ST SCAlE: t=4 N '. =4 V STA'S' 21+�6 TO 23+84 �OF PRaPOSED £CONS'RUCTION € Rw 12' WAIE.RAlA1N S'UNE RYI z • VARIES � � YARIES ! $ � g' � VAR1E5 f' 6'PEDESiRIAN . VARIES ! �•Q� 7 tf' 11' 2' VNaES � ' �� 1RENCH PER M500T PA7H � � SITY; LANE UNE i SITY j 1 � � 5TD PUW 8-55.2b-UO I � I � 0.5' �� 1.5'� � � SEE NOlE 2 i 11 � 4 1 � � FENCE (SE'.c NOiE t) ; �� I _6.OX_AIN( I i 2 � 271_ I � 4 2X � -YOOUTAR � i 3 y 2�_ , � 8lOq( WALL � � (SEE NOTE 1) � QOSiMG ��. \� � \ 9 \ 7 . / 3 2 �'.: � -1.0' GROIMID �� / / � \ � � � �.1.� �� — — � --------- _� <�Y'��' �1� y 1- - � r ' � � t- 12' DI WAIE}�.l�E L PROFiL.E P14U?POINT SFE hiOTE 3 T S 8 .T `) �� b SEE NO�E 2 � � � TYPICAL SECTION-SW 27TH ST � _ SCALE: 1 �4 H i s4 V � STA'S' 23+84 TD 24+72 R ti � � � GU � �o+uo:srw�-i2�e(oo+) ��" � � •�•°� `••� �� .,�s1� CITY OF STRl1tVDER BOULEVARD EXTENSION �/�a/>> m r�-�2�8(oos) �j �i�-,�-��-14►17t11V1 �� RENTON PHASEt,SEQMENT2A „� �' CALL 48 HOURS � i7 -",nu a„e„�w„�, o.�«cm.M � BEFOREYOU DIG �019"'"'�e5ai�',�70° a�""�� -;, .�-� °An"� "�°r� F°r�^°tr�'�«' RaADwaYSECT10Ns RS-4 � r-�wa,�wa�,a,ya„seoa3-zsoo •�:b � 1-800-424-5555 (206}431-2300 Fm�:(2C6)431-2250 �' �. �� i �'� 'w� ;q� w�r RoDert Y. Hanwn P.E. Dote �E�4 � 2y7 � 0 � Q� o vua�s- +s' rn+ �co►rsrnucnoH 6•�� _ �EXISTING GROUNO AR' UNE 1' PAiH g' , Z� 16'LANE ( • 16'►1�1 ' S 3 - 9 TYP i SMY ( I U1NE YARES �{Y � 1 y�( � r 3 PR4FlLE PIVOT PaINT 8 TYP 0. t4.00 _2% x�1 i 4 1 � - ` NA � 2 � � 2x 1 � 3 • ' 17 r ��0 � � � I - 3 27L VA,�tES� I � � Qa�.� ♦`t � Q`?� 9 TYP � i � f�' ,�`• _ __�---------- ------------ �----_-----�-�-------------�_�----- -'��'�� - � � UrOERDRFIN PlPES � S 7YP \ ^� ''�J r U[dDERORA�N P�ES(SEE OETAII RS-3) 7YP �� (SEE DETNI RS-3) 1YP —�J U � TYPICAL SECTION-ST DRIVEWAY ACCESS - SCNE: t=3 H 1 =J V SiA'AR" 0+83.60 TO t+6&23 CONSTRUCTION NOTES: �o� f� ca+s�ucnaa QQ r�n a�/z r�. ac ss-�2 o.�s'COIAPACTE�OEPTH - WEAR�IG CIX1R5E �� { E�St�IG Qt0UN6 � 2� 2� lU' I 10' Q2 HMA CL i/2�i. PG 64-22 0.50�CONFACIED DEPiH- iEVELING CWRS� _� � � PRCfiLE ?IWT POINT � 8 QQ GSBC 0.45'CONPACTED aEP1H 3.-1 � �r-,N O ' ass — - Q4 �+T ca+c��tr�c a�e uao cur� a�a.o. ?w-/i , z.� v` ' -i TYP 8 � ' OS WASHE9 PEFtYEAB.E BAILAST 18' DEPTN __..�_.._ __��__�_ ..� �..__� O CONSiRUCifON GEOTEXIILE FOR ORAtNAGE I � S iYP �� U7 GRAVEl BORROM1� DEPTH VAR�S K TYPICAL SECTION-ACCESS ROAD Q °""`�r�'�'s '.'� °�'" � STA'ER� 0+22 TD 1+06 Q WARRY�ALLS t' DEPhi � STA"PR'0+20 TO 2+69 10 C�C Q17 COMPACTED DEPTH ' >> CaIENT C(MFCRETE S�EWN1( 0.33' DEPiH 12 C�C Q33�COMPACIED DEP1N 13 PERAIAI�Ni SEEDWG ON TS3PSqL iYPE 8- 0.33'OEPTH � � �. � BNSF PfRMANENT ACCESS EASaIENT NOTES: 1.00' 38' 1.00' I 1. SEE SW�E15 fOR PR�'N.E 1� �TA9.ON 5iRUCTURAI RESAlNNC 1 1 W� � 3. SEE ORAINM�E PLANS,DRA�AGE PRC�F1t,E5 APU DRAINAGE CEfA�S a � fOR STORlA �RAINAGE SYS7EY AND UNOERDRAIN SYS1Et1 LAYOUi ANp � DETAlS. � � R � TYPICAL SECTION -BNSF ACCESS ROAD � - SCAIE t -3 H i�3 Y � 1 0 3 6 � S.�'+tr � �wio:srrx�-iz�5(oo4) �`�` �, � �°�� ,..�`�..�1 CITY C1F STRANDER BOULEVARD EXTENSION �/t4/+� nPr-ts�atoos) �� '��,�.��.A� A 1\� �'"s � RENTON PliASE 1�SEGMENT 2A � CALL 48 HOURS �,� � 1�111['�lvi ,,,,,� �k� �� .o. � BEFORE YOU DIG 3�°l�"^'�"�s�'"',s�"`'°° ��."��.� � ;F—�;�i °An'w '°,�'°"°° F°r °°^'tr"°'�" ROADwarsECT10Ns RS-5 Fea�v+ar,was�a��oo3-zsoo �L no. �visaoN er w� � '°u"'""* SHEET 5 � 1-800-424-5555 �+s!-x�oo �(�o�tti-nso � Robct Y. Hanwn .E oae� s� zz� NW 1/4, SEC 25, T 23 N, R 4 E, W.M. ROAD TD�EJ(TENDED 9Y � SWN10 TR{W�T PRO EC7(Ft1TURE PRO�ECT) O � ' I ;-- .._ _ � NOTES: �I 1 I ` r, _ STA 'AR' 1i-88.23 STA'AR' 1+68.23 O I � ' � j 1 � 7. SEE OYIGS G6�G7 FOR GENERAI NOlES ANQ ' � ' 18.00' LT ' - I .tf� . 18.00�RT ( �lAAl10NS � � I V , 1 � j ! V � Z oN�tt�s�Nim e,�c��s s�o� $ � � � � Q i ( m�rm�rana+ a�o�ns ,wo �n�� : . _ : ( ! q � i sra�inA�ar��.o�a�ii�cam ar� � ! �& � 58.�0'AR" 1+31.30 i W ,y 18.00' RT 1+31.44 i I SUR�EY. � �i ! I � , P��f 3. HATq�lG FOR U71UTY EASDAEN7'S NOT$kOMN a i � � ; PATH 3 I fOR GtAPoTY. SEE EASENENT PIANS FOft � t EASQJENTS. � � i O 1 STA 'FJt' 0+83.59 � I � $ 1 1 4. SEE OVERALL C�YPQSTE UiILJTf PLAN fOR � i a . ' � C�N S T R i t C T 1 0 N �t"A R"L t N E 1 = 1, � Rr EXISi�NG WATfR, SANITARY SEIMER.POWER, 3 • iEt�PF10NE ANa CABIE � --- ROW � ------- � � � � -- --- ' --- Cy _ �_ -----------' � 5. SEE CNMMlEUZAitON ?liWS FOR t � �"---------- � t i� CHANNEIIUIWN. � � � �, f '! i � `�•\ � CONSTRUCTION NOTES: --------=-----� : - -:I Z STA 'AR'0+34.5D � '� 2 OO FACE OF CEAIENT CONCREIE iRAfFiC CURB MID ' I " � _ _ 18.00' LT I '• � GUTfER P�2 WSDDT SSD PLAM F-1D.1201. � ,: ! . _ i su`s'�e+��.i� = i W z cfu�T coHc��vEw�r a�u�. � a � :_, ,' , CONSTRUCTION rt"S'LINE : _ __ STA�AR' 0+30.0Q W O - : � ., � PER M5DOT STD F�AN F-80.10-Ot. � . �__ `. � I �fi8.00' �. O 3� 6'CEAtENT C4NCRETE S10E1YAlK PER M500T STD t3+06 � �4+06 ,) 15+a0 I t8+00 �'•�, 17+00 �� PUW F-30.1�-Ot. SEE PAVpIG DWGS FOR ll�YOUT. � ' '----• •-- � O4 BEA1J WJARDRAIL. TYPE 31 NON-fURED TE1t�IR1Al � � ACc�ssROAD 7 i STRANDER BLVD `v� s�Pos�� wsoor s�n a�ar�c-n.4o-oz j � 2 � Q O5 FACE Of BEAII GUM�JRAIL TYPE 31 PER Mf5D6i Si0 ( � � � STA'S' 17+09.79 �F— PLAN C-28.48-00. TRWLING ENO TO BE iERIiNATED ------ROW ------i ' .. ! STA 'AR'6+625D �_.g .---------—-----—. 4.00'RF------—.,.----�� YAiH BEAM Gt1AFt�RAiL(TYPE 31) ANCNOR 11'PE 1D _ � 2 - - • • - - - - � Z PER N500T S76 R.AA1 C-23.6Q-41. _ .. 1 18.00' LT � . � f � STA •AR•O+DO - 4 STA 'S'16+63.� I .J Q ACCESS qNiROL GAIE PER W5�0T SiD � _i � 18.00' LT 3t1.50'RT = Pl�W L-70.1C-Ot. - .=-::j: ...... ._. . ... . 'U ,*'. : '� ....._. ... I � - �,t � � 5 S"A�S' 17+04.48 [� ( � i� : 4 30.50`RT � � _: 1 �� I f � ( - . ......---._.___..__._._._.._..._... ._____._._.. __-- ---_ ._.._, � _ ; , , � ! ' i I �� f � PUMP STAT/ON + � � (�Ps awa Foe ��uroun � � I � J f_ , � � i I � ' ---�,�` � � 1 � =�_`� - � �_� � _. ^ ' S. (6. � � �.__..___._.�.�.__..................._�...«...__._..._...�_.��..__,.�.........,..._....._....._ e . . f, , � ; f � ''�� ( ""'- -- � �§ _y 1 � � : i � �& - ,g,:: _ � � ��-r'�� ` 3 :�� 3, ..::\.��— J . t� i :. ��. e�� ... r; �i ' �.,.,"� s {{ `s ,._ _ -- +- � �� w. _�_�_ � q Ro , . r:::i'-,-,__ 'i . � 20 0 20 40 _ KEY PLAN � �� ,,, scais feet � �oao:srpu�-�2re{ooa; �.� '"�' `"� ��°,.�,., � CITY OF STRANDER BdULEVARp�CTENSION �/t4/>> � HPP-1276(005) i..�'`� -q-yc�, � � '"�iKs � � � CALL 48 HOURS �� `'�_��"'�S °` ,.,,. RENTON PHASE 1,SEGMENT 2A ,,,� � BE��RE YOU DIG �,w��s�oo�-�zsoo � "�•�'°�� ;f'�`-�.-�-� o,�nr� �.a Fo. �;«� RoaDwar PUw ��—t � 1-800-424-5555 czob�a3i�z�oo r��m��si-vsa �"'-e`'� nro. s�ns�eN er w� waR � "•.�"•••, R�n� M. �w��, Q.E oaro SHEEF t � �� NW 1/4, SEC 25, T 23 N, R 4 E, W.M. a NOTES: �` � c�FOR�u ao�s u� �� I . __ 1 i ` _ . A�tENAItONS. ` _ _ . _ _ _ G6 h � , _ _ I . ' - . ... ... .. .. r� .�. ..— . . _ _ � � � 1 .. _ �_._. ; _ .__.._ _.._. . 2 SHONN � � __. ___ . .._ ___ � I _. .__ _: __._._ .... ;.. ._.__..._. .- . � - . ...__ _ _ _ ON THESE PLANS ARE LOCATED 8Y ( � ' m ' i,._ ' --:- _ � _. -.- ..... ._._ - ...�__ _ MTERPRETAl10N OF DEEDS PND OTHEit � � , ._.. :, . . -� .. -..._._ __.� _,_._._ ..._. _.__._. ..�._ ._._ _ _..,_.. . WFORAiA _. s: . � . _ _ , � _ -.. SlJR�EY T BE COtIS1RUED AS AN ACTUORO AND , :.. - ..._ . _._._ ..: ; _. _ _ ( ,-:. ...._,_.. _.._._ __. _...__ _. 3 WN #i - �� .. . , ,� � �� _, ,� , . ._- ___....._. -:., , .___.. " ' '�:=•-- - _....__ ._ _ - . HAIQIING FOR U�1i.17Y EA�MEMS NOT SHO t 1 � ' � ._._ -. _ .... �.-.... E CLAPoIY. SEE EASEIIENT PL�NS F�t :: . � � ; ; -_=: .. . ..,.__ ..__.. .:c _. ... EN1S � ___. 2'� , , __ :,: � ! � _ � 4. sg ovr��u.caa��unurr�u►�FaR � � I � I ��AN�1 CC�T£.ARY�WER.PONER. � � I ; � BNSF'BPoOGE � � � . i , (SEE BNSF�tIDGE O�h'GS} � . � 5. SEE CHAi�lEL1ZATI0N PLANS FOR � �.., �--�--.--J ,' ' CHANNEIlUTiON. J ::� �_.._-___--._.y— �-, ' �M o Q � � � ---- ;-------�_ '(L____ ' aow �a � � ' � -.-.� -__._----------.---------------------��--------__---------- � CONSTRUCfI�N NOTES: H I � � . I� � FACE OF CENENT WNCREIE TRAFAC GNi6 AND GUTiER � � i � �o��n � i= O PfR WSDOT STD PllN F-10.12.01. � : R-348fl.a7 I U7 Q2 NOT USED 1HIS SFIEET � � I i , W Q 6'Cf1iINT CONp�iE SIDEWALK PER WSDOT STD PUN ty �� 8 cTA�S' 18+30.50 � � S7A'S� 18+65 �?/ � (� F-30.10-61. SE�PAVNG OWCS f9R UTIXJT. �� 4.00' RT }.00'RT � STA'S' 19t30.62 4 I � � �4 BEAN GUAfd)RAIL TYPE 31 NON-fLAREO'E7�NAL SiEEL *' ___.___... 4.00' R CO "-...-....--.�; POSTS PER WSQOT S7D PLAN C-22.40-02 ! �a+oo .:�" I rs+oo 2o+ao 2�+00 + _._:.__ W _____... � - -�_�_._.--___ ---------. -------------- - - - - CV O5 FACE flf�A11 GUARORNL TYPf 31 �ER W6D0T SiD -•--•-••-..�.•-•----•----------------•---�..------------ ---�---------•------•-----•-------.�.-------- ��-------- STA�5' 17t31.J6 � — -------^-•�-- � STA'S" 18+90,� } � PLAN C-28.10-06. 1RNLING Et�t} TO BE TERlNNATED � 9 STA'S" iB+41 = MITN BEAII GUARDRI�(TYPE 31) ANCNOR TYPE 10 PER �•�� ( 400'RT 4 CONSTRUCiION �'S"UNE � '`[ sw�rar�Nc wau �R 4.0o Rr ! SW 27TH ST �� wsoar sro w.,w c-2a.so-oi. t�i) � (s�sw m►cs) : 1 sr�'s' �e+ez�o � � cn s Nor usEt� n�s sr�. �.,�-- --- .--�--------------.- -- - ----- -- 4.� R - - - ---- - --- ------- -- a Z �,� _ _ . � �. : � . � Z FACE Of BEAIA qfARORAiL TYPE 31 TRAN97i0N SEC1mN -- : ... _ e�.... _,.- ^STr<..c.. _. �� ,�c-3� .,c Y.i+C.R..�s=�_ _. _: - F'__ '�:°�.- " — O ( �l _ --=---------------- ----�W-----------==---=- -------- --- --4_„J TYPE 20 PER WSDOT 5TD PIAiJ G25.18-Qi. ! � ;_, _ + . , __.____ _ �;+ SE(�TAININ6 WALL �� g FA�Of 9KK,'Li SLOPE CONCREiE BARRIFR U � , STA'S' 21+00.30 � O C-14c. 1100�IFD AS SHOMN ON DETAtC ON OWG RP-7. � � sTa^s•�a+�o.�o �� {s� srnuc�uRu�ra�►ic w�t owcs} �f �.so Rr (Q (�+s--�-auc�� r��u� w�or sm�nn �+ � STA"S� 1&+U1.01 �� 36.50'RT : �STA 'S' 21��b � � i 34.42'RI - � 34.00' RT FACE OF 9NGLE SLaPE C0�1(�iETE 6ARRfER � cuxraa� wu� _ ! �s��u�ut�T g� � 0 (c,�ssr-w-�ac�}ouu.-f�cfn�wsaot stn� i � {s�owcs) ; � ts�eNs�ewoc�m�cs} ,o srx •r 2,++� i c-,+a. ' 36.50'RT 37.00' RT7+79.40 �� __ 1 Y�ULAR��OCK I 10 �OF 400ULAR BIOCX RETAl�ING W1U.1.SEE OMG ( � _ � ' � oi STA`S' t7+�9.36 �� _` �a A£TANING WALL I � i �� 37.00' RT I tl MfMtK LINE fOR STRUCNRAL REiAtNPIG WALL SEE SW ! D11fGS FOR PLANS. � � J7.00 RT7+3t.36 �S t � I t Q BLACK COATED. CHAIN L9�1C FEMCE T1PE 4 PER W5067 � � ._ - S1D PLAN L-24.10-OOi. SEE OMG RP-8. -..,. ' � 1 � ;`. j � I � . t 1 i - 's � � I - :, � _... _. .._ . i : _�' t � � � 1 ; � ; _'�. � �_�--�- � '----*--- � � ;e, ��'_ .j_ _ � ' y�M'�'�CIeC ` /. ' � � ' .�' � :3 :� `�� fi �� .�— _ - �,�\: � � �e�.; i( � � . -��'- -� ,' '}; r ' R � 4�;�� i __`e � g11ii�._ t� . � 20 0 20 40 � ��.. KEY PLAN �,S.Gp scde teet � ��-�nBC�+) ��/�� ,{ �� . � � �",� �, �s°�t« CITY OF ST�iANDER 80ULEVARD EX7ENSlON �/�t/�+ Haa-i2�s(ooa) �j �� I1L)l]1Vl "'6 � RENTO'_�I A PHASE 1,SEGMENT 2A �' CAL�48 HOURS � � ? �' w''"" °u�`'"°"" °apaiti'°"t ROAOWAYPUW �RP-2 �oi vm�,Qe�e sa,rn,s�me 300 '� o,�a•• w7uu � BEFORE YOU DIG �w�r�,�o�-z�oo �w�� ;��i "°Q'°"°° `°`�°"°�'�`'°" � 1-800-424-5555 �me)+ai-z�ao Fa,c�zoe)a3i-nso "L No. �on er o.�,� epaa � •••,�•'�, �ewc�r. �w.,.«, a.E ooc� SF�ET 2 39 227 NE 1/4, SEC 25, T 23 N, R 4 E, W.M. 8 � � i NQTES: p t. SFf DWGS G6 dc G7 FOR{�t1ERAL N016 AND I _ � � I�RENAiIONS L , ___ _ _ . .. _ .;_ � :: - __ .: I ..__...__ . � _ ___. _ - ___.__ _ ---_ - _ _ - - 2 INfGiMA�1CN FOUND M 1}1E PUHk1C RECORD ANO ::._ _� -._.. ___., . -- _ - _. ;,_._ _ _ , . ._...._ _ __._ _ INIEI�ETAlION Of DEfDS hND 07FIER ,. . . __' . _ _ . � __ : _ . , _ _ , . _ ._--- . ____ _ T �CONSIRIJED !1S AM AC7UAl � ...___ .._.:� __.:. _ _ . __...,.... _ _; :.; . .____._..._ .;_.._ _._..._.. _. � NO , .....,___. .. i _..:__. . �-� -- _ SIJRVEY � .; ...._ �__..,. - -•- ,: ...... _ ... _ ......._ ,. ., ,...__ _ _ _ - ___...._. _ _ . 3. HATCNING FOR UiIUiY EASEIIENTS NOT SHOWN � _._.___ ,. .... _ t_ _ _ � ( _._ .___.. _ ._ _ :. -___... _.;: _-- . . __ _ y . . t3 STA'S" 25+98.31 . _ _ _ _ �� SEE EASEIIErIT PIAN DNGS FOR � + FOR CLARITY. _ _.. ( - . _ . ._. -- - _- . . ,.. 7.00'LT I � . _ � _-_ � 4. SEf C011P097E UTU.ITY PIAN DMCS FOR WATFR� � __ .';- > __._..... ,- STA'S' 25+71.14 _ = .. . _ 1 SANiARY SEMfR �R 7EtEPf�lONE AND CABIE. � .. 13 �.94'LT ' t ^ _ i 5. SEE CHANNdJZA1�ON PLM�f DWGS FOR p N (20N : ,V _ � CHAN+IQ1ZAl10N. - ai-------------------------------------------------------- -- —=:.__ �! -_ —��ow � � W - �� CONSTRUCTI N TE : w) _ ; � ___. .= . ,. __ , 1� O NO 5 (n� PEDESTRIAN 3 �t3 STA`S' 25+35 , - /= O FACE OF C01ENT CQICRETE TRAFf7C CURB ANO GUTTER �� PAiH � 1.66'LT �jj PQt Nf5U0T 51D PLNI F-1d.1201. � � STA 'S'23+7t.37 � �� R 24+75.90 14 t4 '� O NOT USED 1}AS SHEET o CONSTRUCTION rt`S'�INE 4.OD'RT Z� �_ �� I� � ?2+00 23+Q0 24+00 -_-_-� �' R=607.00'f it=455.00' l� Q 6' CEHE#IT CONCREiE SIDEWALlC PER MSDOT STD PUW N --------------•--•--•----•-----�------•-•- --- -•-----------------—•---•-.��.-------._-.._•------'-- F-J0.10-01, SEE PAWiG DNGS FOR l.AYqJT. - - - • - - • - - - - - - - • - ' R=4;,5.0'3' � 4� NOT USED THfS SHEET N `n STA'S' 2�+50.80 30.00'RT 4+7240 �. _ 1� 5O NOT USED 7H5 SFfET Q SW 27TH ST sr�•s�23--n.� � . - _ _.�: _ _.! s �� 1 30.00' RT 30.00 RT - ----•�.. ; _ I Q Q6 NOT USED 1HS SHEET -••-' -� �. -•-- � �- ---------�----•- --�-�-----•-•--•--••------- ------�----------- ------- •--------�.-._-�-----•'- .� _ V? �7 MOT USE4 hNS 9iEET R-3a00' � ��-�`-�—�-a'�_�—�—�``:��'��s-�T�"��'�-�`�'-��'��n�'_��'��_�S , � ----------------- \-- ----- --.- _`_� �� BO NOT USED 1{#5 9EET � --------------- ROW � �. �\ \ ��' �-, = O9 I�T USED iH15 SNEET V � NODUUR BLOqc STA�5' 24+76 \ t - U Q� RETAHNNG WNl. � 42Z2�RT �. ,�� + i0 YOOUCAR BLOq(RETAfiBIG NGLL MC)(tIQ1fE. Sf�RP-8. �I 10 STA 'S 24+76 . �`� ��' � 17 NOT USED TtMS SMEET a4.73�RT � /� � 12 BLAQC COAIEU. CNApI Uf�C fENC£ TYPE 4 PER YMSDOT 1 � � � � 514 PLAN t-Z0.10-00. SEE USYC RP-& I ' / � 13 PRfCASf CONt�tEiE DUAI FACFD SLOPEd MaIX�ITA�E � 5TA�S' 25+11.68 { h � (X1R8 BIOpC PER N5D0T SiU PLAN F-10.6h02. 6833'RT I � 1 1 � � � 14 WRB NOSRI�Oq(P£R fIY�OT SiD p(�,►��CAk{TA�E � � r! Q' � F-10.64-02 I y i 4�+ v r� � � � � � f 2 r� � '�� —r, { :_ � �---t � ! ;--�~�--- `.. _1.�.� � ,'� y� � .� 1 . � �� ; ; �: � �` -- = - � �� N_ �� b � i; � 4� �. , i � 9 i�\ 1 ... � � ��i :1'i � _�s� x -- .�� ' - R } �i�:�� '---.-, �_.r._ '-'ft;� .; ' 20 ° �D '0 KEY PLAN � �ws S.��,, �a f� � �n�:s�++--��6(�) ,� �,v � � `,� �� .��5'.�t.� CTTY OE STAANDER BOUI.EVARD EXTENSiON �/��/+� r�a-t z�e(oon) � ;z�'��:'�'�'��AM "" RENTO:�V PHASE i,SEGMENT2A s CALL 48 HOURS \.� e`'.. " m '�� a�wK wo�w o.�ra�«,c � i�to�ea+Meur�,ew s�wImnn,suRe aoo `°" '� ,�s, ,�—� an� ,1�,,,r,a for ca,.�nuea, w a BEFORE YOU DIG �,,W�r�..w_y....�S�3�ZR� , AL ,,� aoaDwaY�t.A�t i 1-800-4245555 c�oe�,3�-r�oo �c��+3�-�0 -� RP-3 �n� N0. REVI510K HY GTE APPR � •e•`•�o Robert N. 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"�`'�...,� .__. 3ptq� •.,....... STA 'S" 30+3f107 t3 . _ ` C� -... ` J � " fi �-.. ..- _._ __., - _ _ . � - ..._. __- -_ _ 2fi.01'lT �4 �-� —��--�__—��------� �„ _. (� _ --`� '--�� '` --- `�-s/�j��s� ... - ,� -___ �._ �. � ._ '-. �,`~ �� _~ �``` _ - � ,. � � ' __ ,, � -.., _. _ ,.. �.„ �� `�-.... _-` -.,, - ._._ 37fp0 .. � � ._, -... --._ .. ` ,., . �. -�O �� - ''_� _�-_. _._ _._ �. .. _. ` �� .._._ ,� --._ ._..__,,` � ' \�` .,� -- \� ��`�```` _ - _ ,`~ _ "^�.,,, _ _. \` �\```` - _ '�- +� `'„� � NOTES: CONSTRUCTION NOTES: � �`""- � - 1. SEE DWGS Gb d G7 FOR CEaIERAL NOTES AND �� PRECAST^ lE WAL FAf�D SIOPED IlOUNTABLE �� \ - A�REVtA110N$. 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SEE S'O�t Pl1�iP STAiEON DRAY�It�fGS faR STORAi DRF-UD09 7� '°�� PERFORAiID I� PUNP STA40N. 6.03'Li 8"tNV d�l =&28 ^ i � 26 tf _ PYC PIPE t ONSTRUCTION �t'S"LINE } ��A�' � N 18. SEE WAiFF LQE O(iENSICN PUN AND PROF1lE ORt-t�i0 �A�5� 16+97.b2 a•�V pi =8.13 ��Y OUT m8.13 14+00 . � 15+00 �+O(S ?VC p�E a 17+00 � t pRA41NG5 FOR WAiER tRIE 1.25'RT 8'MlV IX1T=8.t3 • _ . 1` srA •s' �s�s�.s2 a'Mv w =�.s� � STRANDER BLVD � - � oa�-uo>> e'Nv aui=�ss : .J ACCESS RD ��-so� � �+�� 3275'RT 8'INY d�l =7.59 � g�� 6 �1-SD2 12't�E STA'S� 16+06.1Y 8'INY 1N =7.0H � �` - ��j•�8 � DR1-1A10 � (� DRt-UDt2 3275' RT 8'!NV!N =7.+�8 8�iNV OUT�7.08 ; ' � STA"S' 56+06.11 ti LF - _ w. i Z DR1 JD13 8'INY IN =fi.83 8'INV Ok1T�6.SJ � 12'� 32 LF �W � ��,,..��.,� 39.89' RT i_ / OR1-UD12 PfROFRATEO � �DENOlES STORM DRAIN : Dki-UD07 �� ?y�p�pE 2 � SiRJCTi1RE NUIiBER ( � r PE�ORATED PVC PIPE � � DRt-lJOit �� NOlES OWG M11�ER __ � P1fC P�E �ti-UDi3 92 lF a PERFORAifD iJ PYC PlPE PVC PlPE 5�� PS7.-�iH1 DR1-SD3 I � STRUCTUREU�I�ER ` I I oi DENOlES OriG PItAJBER �o m ^__ ,�_..__.__._---------__ __...__.�_.._._._....._._.._., �� FOR CONTNitlATON SEE PS DYIGS � � � ( , �SiRUC1URE NUMBER� �� : ; � � DENOTES DWG Nlb1$ER � � PUMP STATION i � y ��` [ � � ,\ �i�� f - . " . '.. .. � '��-�-��...�t�• f� f�iM �l � � � __r ` � j �-�-�1...•._.-..5.__._��_�__ �, � '_....__..�.��...�.�....._.....-�.....��.�.�.._�...._._._.._................�-_...._..�._... � � , � A ��f s � • f j { { � !'s� 'r��-r--� ,�-----r - �� _ i 4 -.___. - � �F � .i ... � �.,._ '� ✓�� ''1 l r ' �,�k\`�� __-;, --=��=--- `�==__�-- R �t �+;�i��,.�. e:j_A� -.__._._... � 20 ° 20 '0 KEY PLAN 5 �t�, S Gp9 xde feet � FEO�:STPUL-127s(00<} r c '�' oas m � r�-iz�e(oos) �� ,�,�� ' �' � � ,�s s�+owr+ "�'�'�" � CITY OE STRANDER BOULEVARD EXTENSlON �/+4/�+ �' CALL 48 HOURS �./ � RENTON PHASE t,SeGMEM'2A ""'� aub�e worlo nepareTm,rt � $ $EFORE YOU DIG a�oi 9m�wen,e saan,suae 3oa '°�,a � ,� �F--°•�� wTu� � f,.co�t�,ct�«, DAAINAGE PLAN � � : °" DR-1 � 1-800-424-5555 (206)43�IIO F��(.'�ZOG�43E'� •AL� NO. RE�ASiON BY MTE APPR � `"•e�v� RoOert N. Honeo� P.E. - Data SHEET 1 85 27 NW 1/4, SEC 25, T 23 N, R 4 E, W.M. N O o __ _ _��. i .__.. � _. _ ..__ - _. NOTES: ,_ I � m _ o _. ___ . . _. _ _. T ' ioi _ __. ; .. � �- ; •.,_ . __m. _ _ __ - -..__._ _....- .. ,.._ ,.. , .. ._ _ ...... _.. _.__ , __ , _ t. SEE SHEfTS G6 dt G7 FOR iECfFi�ABSREVlAT10N5 ; ' .. _. �- - -- - - __ Im : + - �_._ . .. APID t�NERAL NOTES. .. _ ,• , � ; _ _ . . __ __ , _ _ . . __ :�. _ � �; � : , _. �� , _. ..-- ... __ _ --. ... ..__ _ �. �«�� I � � ..____ .._. . __...-. - . --...._ ..._. .. ,_ - - . _ T - 1 _ J;' _ ..._--. . : -- _ „ . . . I PER WSaO S SiD PLAN B 3(1.0-06. , .. .:: .__ �� }:. ._._. .__ _f II ;= - 1 ..: o � _ _._. _ : . � � m ,. � __ . =:. ._._. . ._':_ _. .. ... _.... . � . -- ... .---- _... . . ....._.... :. ,._.__.._._ ( �. �c�a��urnin ai.,w s��r Fa+ oasnNc :: _. , :; , . _ . _ ; , . � .,....___ �- � . crnunes � � �t � ' : i� _ _.._ ._. . .._. _ - -..- 4. N .cc - .- ' 1 ::. ..., .! � . . _. _ .__ _ iION PL.ANS F�2 CNMNEUZADON , : . � � � � � , � : _ � �� ( � 5. SEE DRAINAGE PROF€LE 5HEE1S F02 RNAA ELEYAiIONS, � � ��----o,; o� , � r � �r��rEars.srnucn��.�un�u �wo � i � � ;"� � i srxna�r�c. R� __..I o \ ( � 6. ALL G1TCN BASINS SHAl.L HAVE VAI�D GRAIES � ^ +� � 3=0 9F,J BFO BFC BFO BFO BFC @FO 3Fp-� I('7 UNLESS OTHERWISE SPECJFIED. 8 � �------- m ' ROW ROW � �� cr � � � � i------------------------------------------------�--------- -i 0 z au ur�xoR� stRuc�ur�s+►a�eE u�n a�is ;, � 1-w w-�-�-�-w' w w � N.�_�; w w � ��„ W/SOUD UOS PER DETAIL 3 ON DO-6. SEE ROADWAY $ W i� j ° f w w w w x w w w-�-w w � BApcFtlL fOR UNDEi�RAIM PIPE ZONE BEDOpJG AND �� j I : � I � a s�Pa�w a�.ua.Porrn sEcnans ru��t,vNac� 0 � I 4I ; I o �w OETAk DRAWpIGS FOR POND OETAILS. Ll! � 72 Lf �o lOQ LF . � � ONS'TRUCTfON �'S'L1NE o �� 9. SEE STORAI PUYP STATION ORAMNGS FOR STORhf oL7� PEl�ORATfD I 5 PERFORATED ! OR2-�4 PUMP STAIlaN. _ _Pvc wr�_ _ 1 � Pvc a�r� �� 1 tos� �_� I �� 22-UCfl2 � PERf�tA1ED OR2-UD07 OR2-SD5 ! o'� qt2-U044 � O�Q �� I o 18+00 4 _ ( PVC PIPE 20+90 21+00 o E 10. SEE WATER UNE EXTENSION PLAN AN6 PROFlIE .,..z�. . :: n,,,�,.��-��ow»�.�w�.. �;«- ` � '} ORAN@IGS FOR WA1FR LINE �.-�,�._-�..e:.....�" .. .....�....�.�.�- � � 31 tF _ � x , v„. ' (n 12•HDPE� ( 30 lF , 0 30 LF � ]9+OD ^ � � 11. fOR flBER OPS1C$EQEIENC0�1G SEE COtISiRUCTION _ ! � �oR�rtn �ao� oLL ��,��o ' �-sos a� � ��o�w►�n SW2TTHST � �� ,� �� sr,�c�c�opnc Ka..oc�noH�Ers_Faa� ¢ DR2-SCi i� : PVC PIPE PERF4RA'ED i 1 154 lf �TSC PLAN AND DETAitS SEE UT DRAVYiNGS. �"- ( 4 LF �C° � PVC PfPE j � PVC P�'E 4 lF 12�HOPE 12� H9#�E P+�C P�'E DR2-SD3 m 12't10PE F� � PVC� I � OR2-UD03 � J = PVC PIPE ' � ,�:.>.:.,�,u.�R ,.�.,,��„�..n ,�.�..��-.- -,�.�::.s�a,,,,k_�,....,.- : - - - �-��..� ' z+,..�.,,.�,..yF.�,. ,�� . .,�....Q...,.,�., �.m,. , . �. -�. Z _ I� ROW 105 Lf -'� I CR2-U001 � � 150 L� � 30 lF DR2-UDO6 75 lf n J = tY FiDPE � � �/ PERFORASED PERFORAIED DR2-iA08 PERfORA7FD DR2-UD10 i 2 �DEN01ES STORM DRAIN V � tso� � I t - i I Pvc�Pe Pvc�a� Pvc� �c..� s�ucnx�ruu� Q � 12'HDPE ��_:r Eo o�e ��e ..� o�a c�5 c�e--o�e o�e ose a.�a--� �Q DQt0iE5 D51G Nld�iBER �� j \� UP1DEftDRAfN NOTES UNDERORAIN NOTES �� ! � 69 LF 20' S1EEL CASNG � �1 SEE DETAIL 1.DD-4 I �\ S1RUC1Utt� STA/OFF P�ES IN PiPES OUT STRUCNRE STA/QiF PfPES�1 PIPE'S Ot37 �DENOIES UNDER DRAIN E �1 1 � I � STFtl1C1UI�NUY�R � ro i tJ �2-�U1 STA'S' 17+50.00 8'MV IN =7.85 8'!'�iY OUT=7.85 q22-U006 STA'S' 19+00.00 8'UN IN=4.55 8� INV WT=9.53 � OENOIES OWG NlB1BER �� 32.�5 RT 8'(NY flliT m7.85 3275'RT 8'M!V OUY=9.3,T .� � �� - �� 1 OR2-U002 STA'S' 17+70.Q0 8'�IV IN =8.29 g INV WT e&29 ��7 SFA'S' 19+75.87 8' INV IN=1275 8' WV dUT�1275 � � o'� �& 3.D0'RT 8'i�iY OUT=8.29 1.25 RS 1 � DENOjES PUYP SYSiEY � � � 57RUCT1�7E PYJY�R ' � �� ', � , r �-� STA'S" 17+70.b0 8'INY IM=7.�'i B•R�V WT�7.9fi pR2-tJD08 ��` '� 19+75,OQ B' IIY tK.1279 8'� WV�JT�1219 pQ�p�,S 6yyg�� ' - i r !_._ . 32J5 R? 8'INV kl =7.96 32.75'RT ( (� _ , � �2_� STA'S' 1&+70.00 8�MIV IN =879 8"iNV WT=879 �2_� STA 'S`20+84.Q0 8° MIV OUT=17.90 � � �� : r � 3.D0'RT 8'MtV OUT=&79 t.25 RT i �m � �' I __ srn•s� �e+�aoo s• wv a� =e.as sr�'s'xo+eo.ao � ? ' � � ;1 ��.,__� � o�-wos s'wv our=a+s oa:-w�o a'wv our=».aa =: ; � �� ` � • )2 7 5'i t T 8'�!V I N �8.4 6 �a 3 2 7 5'R T I ` ;�f � i� f� �- ��" #�-�--�• � l. --^-----�-�__i_,r ,, ��, �- ipS - � . � {� _""'�"_. _ 3 � - 3 � .i. i � � . � f� .�� j r:�. < \\� ',3, _._ �� '� ��-= - -� ^ � ; �':-----�;� ----:� � ;u,� __��. .__1�. �; �' , � . .. iF4i��:_,� ' � � 20 ° _� KEY PLAN ti scale feet � FEDAID:STPUL-1276(004) ,'� � n.w� .e..� � �w ,�, � q� ,{ � CTTY O_. STRANDER BOULEVARD EXTENSiON �/�4/�+ � HPr-�2��(aos) �, ��-��LL�L'11V1 ""' RENT�l1 PtiASE 1,SEGMENT2A � CALL 48 HOURS �✓ �`3 � �',,,x v�wk„wrxs o��o,,m,�t "' BEFORE YOU DIG 3"°1�''"'"�x'�5°`w',5"ee 3°° � 'A'� �` � -'�a. °ATtJL �v.°"°° F°'°°"'°"'et�'^ DRAINtAGE PI.AN . � DR-2 ai a SNEET 2 Federat Wa�t,'Neshatatm s800(3-2600 �yAt R``� ...os .e,i�m..v BS z2r A 1-800-424-5555 {206)431'2300 F�c(206}�31-225D �. �5� � d`� '�R ,;56 QoGert �1. Hanson P.E. Oate � i NE 1/4, SEC 25, T 23 N, R 4 E, W.M. 0 � o� NOTES: T ( �. sg s��s c,� a c7 Faa�c� ��nars r - _ ... _ allo c�¢xu Nor�s. � , _ _ ._.. _ _.__ ,. _ :. ___ _,. _ _ ; � .. , - ,� % `-.,.._ _. ,_ . _... ___ __..._ .. .... _ _ ,.__.. _.__�. � PER W�OT S1D� 8�10-� LOCKNG�E . _. : _. ._ �. � ;:. _.... _--. .._ . . . ._.._ __....._ _...._ � ..___ ....._.. _._... �. �- .- .w _ .___. --. . . _ . ...._ .. :. .:: .. __ _ _..__. . __ ... .___ , _....., ,. , COMPOSI � _.. _ :-. ._ ...._..._. _ , ,. U�1t.1TSE5. - ; .,_ ..__.... I .__..... � - ; .... _. .. .. ..-._..�_ ---.,.._ g � .. ... __. __ . �-- . .. . _ ._ .,_. L _a' ,..._ ,__. . ,.. .-- - 4. I�UZATION Pl.ANS FOR CH/VfP1E1.fZAT10N k --:_._._ � :' `-, --._..,.. _.. . .. ... _. . ..._ ._ . ,. _,_ _._. 51(�ING. ;: _ . ... _.... -- _ -_ . � - _. �._ ' - _ .... ._ . . _ .__._.__ � ..._ :,: _ _ "__ .. ..._ ', S. SEE DRAINACE PROFlLE StiiEE1S FOR PoAt @..EVATIONS. �i � ,_: _ _. .. �.__ .__..�.... ; ____.... PIPE(NVERTS, SiRUCTURE TYPE. P�E NATERiAL AND _. .-. . - . , ::w -- _... . _._.. � 1 - _ -_ _: STAil01JING. _._. . _. ... ,, ... �° ._ __ - YANED GRAtES . .__ _ _ . _..__. ` _ _ 6. ALL CATCH BASWS SHALL HAVE . ,.. � N _ _ . . _ . UN3FSS Oh1FRWlSE SPEpFiED. � Q I-----------------------------ROW ------------------------ --`-''�---�— 7. ALL UNOERORMN STRUCiURES N1LL BE AREA IMEiS � ( ___` W/SOLID L.�S PER DETAI�.3 ON DD-&. SEE ROADWAY w SECAONS�OR UNDERORAN PPE ZONE BEDOING AND � _: ` �- _ ,_____ BACKFlLL W : ` .. . _ ___..._. . .:_ .. � - - & SEE POND PLAN. POND SECTIONS ANU DRAfNAGE � DETAfL DRANINGS fOR P�ID DET+tILS. W � w w w w w w w w w � ONSTRl7CT10N rt•s•ur�E S�27Ty gT 9. SEE SFORiJ PUMP STAIS�N ORAN�iG,S FOR STORA{ �� 25+00 �.. PUI� STAIWN. p 26+00 �� 22+00 23+OQ 24+00 10. SEE V�ATER IJNE EXTEN9�1 PIAN ANO PROFlLE �.. DRAMANGS FOR WATER UNE N = _..._ = DR3-SD3 _ fn Q SW ZTTH ST , 12' HOPE - . _ ; _ ,: __ � f DR3-SD1 � �-. .,.:..,._ ? �x sa ac:� � � � s�.�:� �:� � sn � s.� � ry � �:� �:ra �:�a:s�:a�:s3 ss �:se.�_,�:� �:�a ,,' " . ,.- - � ------------s---------------- ROW ---------^-- a� ` ----- ----�------ -------- = SEE DEMOLITiIXV PLANS +3R3-502 �� -. � _ DENOlES STORN ORAIN 1—i \� y1 : ~ --=a�� DENO S D11�NUNBER � �� y '��r � \� � i�// � Q I �l � �/ I i - � � i_ Z � � , 1 i �, � o� � � �� I t !3 1 ( Ja � - + j ! � �' ! h \ I � I ! ! j �' # �..; ;�j-._,.. � + 1 't.._.,�____-�-�..� ,� -�--,.--- � ��.� ��---;--==='_ — � ; s. � � - - ;�`-:�" :t_ - � rt# -r t� v�•_. -,....4.� � '� .r`'.- 6�' ` t\�cS" � ` -- "" ';�� —`} ��!! �"` __ � � ' �i� .�.__--'��—�.— � ; i,�,;4_—. � 2o a zc +a KEY FLAN ct,� Kma r�c `9.C%«, CITY C'F STRANDER BOULEVARD EXTENSION �/t+/+� � f'EOWD:SfPUL—t Y76(004) ,C� ��d �� `t� � �Ye H�r-iz�e(°as) �� '��.�fj��Q.T�A M "�s RENTON PHASE 1,SEGMENT 2A ,,,� a CALL 48 HOURS �.� '-� � ►t�C� � � BEFORE YOU DIG �01�n'"'�'xso�,n'.swee3°° '�`�'��.� �c .�-E DA7U� "��r°`co°�0"`o-`�'��°" QFWNAGEPl1W DR-3 „ rmc�wer,w�,:,qron��zsao •e•••a ; 1�00-424-5555 tz��a3�.�o �x;zo��a3�-uw "L� ra. � ar on� �aPa � a.,�.., RobM A4, Hanson p,E, ' Cota SHEET 3 e� zz, o NOTES: d p t. 57�tM ORAA�t �t�t1�£FtTs ARE uEASURED FROAi C£NiER �' �i STRUCTURE T 18 , .. .. 40 2 +�LL FRpYES ANO UDS 9�A1�BE OF IOCKMG TYPE PQ2 � . .. ;.. : : . i wS00T STD PWi 8-30.10-00. _ , � : 1 ; 3. C8 TYPE 1 PER M5DOT STD PLAN B-520-OQ. , : � _ ' < El4STiNG(�tADE , -fi : � : ,f-- -.---- �-.: : ; _: , . . , , . .... 30 _,. .. _ . . , . . . . 4. CB T1PE 2 PER k5U0T STD PIAN 8-10.20-00. .._.. . , ,. ... . . ... . s�.. . r . i � {Ntl-SDI, CB iYPE 1 �_ t _ .:�. _'..___-} �; : , --- + ---- ---- w �tlVE GRATE 1- . �: -� ��_ � Y � - .. ` . . { 5. N.L cAT(}� BAS�JS SHALL HA4E vANED 6RATES UNIESs : : .-' �, A 'S' r5+91.T0(24.9' Rn :::..+ .:_ �:... ''.' : � :. . . : . --- -- -= -- - - �� _- on�ws�sa�a�n. � -�� -- . . � - . � 20 RI►t' 8.88 �POSED CRADE STA 'S' 17+96.00(29.5'Rl'j .. .. . i .. " :: 20 5. VANEO GRAiES PER N5607 S7D PLAN B-70.30-DO a IE(E) = 6.10{12'HOPf} 0 Cf11TERIJNE `5'L�iF , IE =5.22 SU 'S" 18+65.00(29.1'RT} : ,. . � .. , � 11 LF 0 8.93x : ' � i � .: j IE= 5.82 7. C0118RIATfON Ni1ET PQt WSOOT S1D PLAt1 8�-25.� :: � . i { � �p 12' NOi'E ' 8. IXVE BEDDING APD BACKFlLL FOR ; 1 P�'ES2PfR M1�00T SR)PLAN 8-55.20-OD. �' � _.7 ': �:... 15U LE O 4-� D � ' . -- : }Z 4iDPE �: 9. BEE}iIVE GRhTES SHALL BE OLY#IPIC FOlR�F7RY WC PM1 NQ L � { .. 118 LF O 1.02X 150 lF O Q.87Z '.'. b9 lf 0 0.87x 91608H OR EQUIYAIFNT. o, DR1-SD�. CB TYPE 2- 5{' 12'H�PE ,.... t2•HDPE : 20' SiEFl CASRiG � . . . a ::: : t . . ; _ 0 .. � W/CdYBINAl10N MQET � ; . � 10. SOUO LiDS AT CATCH 9AS�1 T1PE 1 SiRUC1UHES PFR c.� - OR2-SOt. C8 TYPE 1 i . : . f�' WSaOT SiU PlAN 8-30.20-00. �. . STA'S' 16+Qi.53{27.9'R1} , , :: OR2-SD2.C8 TYPE 1 � . RIM = 9.58 � STA'S' 17+50.OD(29.1' R1} � f�l = 10.21 �' - S'A 'S� iS+0Q00(29.1'R� � � Z iE t�) = s.so(�i�Hor�l . wM= n.sa _..... �. , . .. . . ... . {..._..... . " -.. .�. .1. .. '- ,� -�a �(N) � 3.es(�z NDPE(FUTURE PHASEa) :' : :. . IE(E) _ �.n (is'�) _ . � IE(N)s 6.d8(12'HDPE) .:. :: - - tE(Yl�= 250(24' HDPE{FUTURE PHASE)) :':: :: :.. �(s) - zo� e � �tE aa�� ._ � � f�= 6.00(i2'►� . - ( ' ) . " ooro�s sr� oRur . d �(� � ao� iz-� � ..:::�: � � �(s)- a�s(e•Pac� : , srnucrur� r��x __ �(s} . �.so{za•�) � :: .: � :.. . � � , �{w}_a4� (�2'Hoa� � � - _ .. : -� OENOIES OWG rNJMBER -2a � PROFiLE scxF: ,•=�o�(fwwzf, r=�a�(�xn �-o�rw�s u►ro�o�,+m SfFtUCi11RE NUMBER DEN01E5 DriG!AlYBER �0 � _ _ , _. 40 w � � _. � - j :: � , .. ... . . � .. i � ;::. ,. . . ... . , . , . .... ... .. .. _.. . ._ . . . . . .. .��..�. . ... . .. . .. .. I i PROPOSED GRADE � OENOTES DwC NUYBER . - i ( . i 1': O CENiERUNE"S"tJNE � _ . . . .... . . _ . � _. _ ,. � - �o �o �xisnNc c�a� �o �o . .w _�EpSi1NG GRA� � I _ ; 1 __�� --- GRADE � PRQPOSED GRAOE , : _� -----= - _ ..: ----- -------- ----- �j. --- . �c�,�turrE•s ta� �aszwc . � --------- '______r""_' i� . . ... _.,. .. ;.. . . .. .. . ..:... . .. ........ . _� ' ' ' 20 . : . , _ .. 20 � :... PROPOSED GRAEIE Zo 20 � �n 150 lf O 3.98x : - ! � - o c��r�rve r t� . � I. ::: . ,r►+oa� oRz vom � oRz uoas p �. .. : .. .. .. .. .. . . ... .. :. 3�. . .. . .-.:. . ..... .;i .... . ..... � � �: .. _ . .... $ �fl .. .. I ... .. ..._ . ... . ... . : 10 18 � 10 10 , . .. .. �' 10 �' � .:: � :: ': oRs-so�, ce �� : : uNoa�a� coNr�cna� 3� �e a5cx - , srA's' �+aaoo(2�.�'e� o o. ��_2 12.� No�aa� carwEc� u � . oRz-s�a.ce rvs�� .. . .: s,ir►+o� �or�2-saz ce rn�i � = ze.s2 D - - STA�S�20+SD.DO(29.1'R� . . IE � p u � . o STA"S" 19+CQ.0�(29.1'RT} . (y� 21 13(12 HD7E) "'� RIY = 1&24 : S '- . DR2-SOI. CB TYPE 1 RW = 11.96 � n IE(E) y 15.16(12'HDPE} . � � : STA �S' 31+50.00(19.1'RTj �(£) = 8.30(12' F�PE} � _ �(W}= 14.75(12'HDPE} � ( ' DR2-SDS C8 Tl'PE 1 RHi =10.21 _ � IE{N) - 7.55 12"HDP� $ r' � -- .._..' . . .. , ... . -10 -�0 4M1H SOL10 LOCKRIG tD -�o IE{Ej= 5.11 {12' HtWE)) -�a �S(:LID LOCK97G UD _fp �(5) = 8.88{8'PVC) �# � :.� , STA 'S� 17+50.00(2.0' L� iE N = &68(72'}IOPE STA'S' 19+00.00 (20' t� W) = 5.41 (1Y kiDPE) - ..... 2 m I ' . I : f� = 11.54 IE = 7.fl1 "PNC ib - 13.32 � . . ; �. ; :. : . �(s)=s.84(�2'�) �(�j� s.a� (iz•►�) ie(s) _ �.n (is'►+o�l � _� .. :: : - �: . ; � , .::: _� , . -. 3 � PROFILE � sca�: �•a2o'�No�az), �-=io�(+��j LL PROFlLE PROFILE � scat�: �'=2a'(Ho�az�, t'=�o'{�r�su t�+so scu�: �•=za'(HOR+z), �•=�o�(v��sr� �s+oa � (STA 17+50-t�lEj (STA 19+�-UNf) R 20 D 20 40 � � G scade feet 7 ,� �°'��-t27�0°�� A p ��y �� '� di��°� CITY C'F STRANDER BOULEVARD EXTENSION �/�+/>> H�-iz�scoos) �� '� �'�"1`!1.Ut�M �' � ��' as s�m b CALL 48 H�URS �./ v "" RENTQN PHASE 1,SEGMEtYr2A � BEFORE YOU DIG 3301�''""�"'°��'0C � � �- .I-q,�-I �'�' �k� �� ~DP-1 ,�p�o�ee Fa Co��tn�t;a+ DWIINAC�PROFILE � 1-80Q-424-555� c:�3��-z'��r-�aos)�i i��sa , `x,"�.� no. �a+ s. ;,�� Aara �- :•:,�:� . SHEET 1 ,rsc Raber} At. Hamon P.E Gote 88 227 0 a. � � � NOTES: � � r. srat:►e o�u+e��u�s�mm�roa ��x aF , _ .... ; _ +0 40 . _ ... +o srnucnra�. _.. , _.......,. �R1-SD3.CB SYPE 2 - 54' : EXISIING GRAOE i 2. ALL f�iAYES AND l�5 S}i111 BE OF COC7aNG TYPE PER STA'S� 16+01.11 (39.9' Rn 17 LF 0 0.50x � . Rf�l +� 1f.67 ' ' . ,_ OOSTRIG GRl10E 1YSDOT STO PLAN B-30.10-00. tY koPE � 30 �tM)- i.so(z+•t�) --- �_ �a �o �_°PO�D �ADE + ;: _ � 3. CB TYPE i PER Y�OT SiD PLAN 8-5.20-00. �(E)= 6.33{B"PYC) , - . �(s�_ -o.�o(�s•�(To ruMa sratwri}� _ .. 4. CB TYPE 2 PER MISDOT SiD PLAM B 10.2Q-00. � , � � ' _ _ 5. HAYE YMIED CRATES UNtESS .. __. _ _ � i. . � r ( ALL CATp1 BASINS SHMI zo a�zoaos�o cRaoE _ ,. _ 2o zo _. i : ::. 20 on��mwse s�c�En. � , � : j i I OR3-SD2. CB TYPE 1 � � 6. YMIfD GRATES PER WS00T STD PLhV 8-30.36-00 sr,►'s'z��.00(�s.i'�r} oRs-sn�, ca iraE s - �a• ��as�c} t0 , 10 10 � ' �.79 S7A"5'24+48.15({25 RT} ja 7. COM�IA110N �ILET PER WSDOT STD PLAN 8-25.2Q-00 � :. �(N} = 24.03(12'HOPEJ RAJ : 28,49 � I I � � �F1E.0 �At� AD,AIST 8. PPE ZONE�liG AND BAp(FILL FO(t STOR1i�WER A1PES _ .:: PER WSUOT STU PLAN 8-55.20-00. � ' 1 � (s)= 2a.�(�2'sa{Ewsnr+c)} p OR1-SD2.CB TYPE 2 - 54� . 0 0 � IE (5) = 21.95(tY HOPE} 0 9. BF�}N�E GRAiES SHAi.I BE OL1'LIPIC FOUNDRY�IC PAR7 NO � W/�iAli(��1 NLET IE (Ej 2345(i8' D.I. SD{E�STING)) �511608H OR EOUIVAIFNT. SfA'S' ifi+0i.53(27.9'R'n ' ' R�i = 9.SQ i .::: ' .. '-: i .. - ! .� ;':: i 10. 501.10 UDS AT CATCH BA4N TYPE t STRtJCTURES PER YY500T IE{E}=3.50(72'NOPEy 12 tf 0 0.83X ' . . _ -10' IE(N)= 5.86 (12�HDPE(FU?URE PH+15�) 2�•HCPE -70 -10 -fD STD PLAN B JG.2Q-OD. �('� = zso(2�•r�(�un�a�r�)) i : �(�1 =s.oa(iz'No�') r�(s) _ �.so(z�'�1 �.:. � ::: � � �. -zo _zo _� _ _ ::.�. -zo PROFILE PROFILE scu�: r=2o'(Nor�z� �"=�o'(�a� sca�: !'=zo'(Haazl, �•=io'(��l ��o�s sra�� s�ucn�r�u�e� DENOlES DNG NUYBER � 60 ; : ). . , _ ; .. . . . 60 60 � � - , _ ,. ,: i I � I � : I ` i . DENOTES 7WG NUM9ER ` i _. I:. :. I. 1 : M � : ':: : ::. '; . .- •' � . .: .� . : .::: . .. ... . . . .. : � ' .. . .. . . . ' 50 50 _ . Sd .. ,. . 50 - I ; . � f � . . . . . E�OSTIN�GRACE I. .. :: . ::.. .�. : . .. .:� � .. . ..:. �� . �S�iR�I�� ' ..: .. � ; 2�'01 FORLE MAIN . .::.:.. :.: :': � � : . . .. � DENOlES DNG NUUBER FR061 PUIlA STATION � , SfiE PU1� STATlON A1J�NS . I , i 1 � -- �---�-: ' ' PROPOSED GRAOE �' :.�::.':'' E105'FMIG GRADE 40 I.F 0�.50X _, . ,�� 3p . . :._ _ .. . O STORM PONC 30 30 :.: �. . 30 � --- --...;-- --- - :.' '�+ ..... i�...:.. .. . .. . _ _ _ 1 : ` - 1 HDPE W �E11D _. _. � STA 'P' 16+76.94 �- `-- * -_-- � � ' - .---- - �. ' 29.57 RT ` .' STA 'P" 1Q+31.56 2D ., --- rt----- --- � . 50 Lf 0 4.ppX , . 20 20 !E = 23.90 . � 20 ^ I:. i ' _ 24,D� � : STA 'P' 13+49.59 � �. .. 38.85'RT � $ PS2 YH3.QISCF{ARGE NtiVHOIE- 54• �:: 19.69' LT PROPOSED GRAOE ; I .. (E = 23.8(t � �o su'�• �s+a�.�s(s�.2'�� : �= z�.�o s s�o�►+Ha�o ::. � � ... ..a � s�owc asf s��ws : :� i �o io , e�o i»x . ��o�rtow smucnx� �a I :.:. �.. 1 I I i. 18'F�PE.... I S7A 'P" 10+77.37(36.6'RT� ' _ '. ' RdA = 28.72 � o _ .. l � 0 O �{NH� = 24.00(18�F�?r) � ,- . . .. � : ;: . :::: ��S) = 24.00(18' HDPE} Q � PROFILE � �` SCAIE: t'=2(I'(HOR1Z). 1':10'(VQtT) -10 � j' ` -10 � " PROFILE R $CAI.E i'=20'(HORIZ). 1'=10"(VFAT) � 20 0 20 �0 � � ecde feet �,S Oq � �DNQc��4� � � ti � �,� S� .�'�'••�.� CITY OF STRANOER BOULEVARD EXTENSlON �/�4/>> m r�-�z��(oosl �1 ��,��.��,1��Q A x,{ � RENTt)N PHASE t,SEGMENT2A „� �' CALL 48 HOURS �/ � ��nivl � � � 33301 9fh Avenu[SaAh.Sube 30Q ��.u`r �p ""' ONTUA{ �wsd for Coostnr:tlrn BEFORE YOU DIG �� I-�---� w� DFUtiiNAGE PROF��E DP-2 r-eera war,we�,yo�,veaa�•zsoo . g,�o 4 � �..�.d � 1-800-424-5555 (2(?6)�31-1''00 F�c(206j 431'225tl �� H0, RFRSION BY OpTE ApPR � ��• Robert 4. F�artean P.E � SHEET 2 89 227 NE 1/4, SEC: 25, T 23 N, R 4 E, W.M. T . . . . . .. . - �- � � ... . .. ........ _....... . �� __ -____ t � . . .___._---- �----�.�-_�_.__� �-- !� . I : � EXISi1NG U�DERGROUND PONER LINE �I C - -y STORAGE TO BE RELOCAiED SEE UTILITY -- -� ` -- r _ ALIiY RELOCATION PLAN � � STA �P" 10+33.60 �b-2 - `�-_-- 66.40' LT VOLUME CELL 2 = 35.41 S CF - ,. ``-- }-��.: � _ . 1 � '..N� �� J. " �_� ��^��•:. �.. � . �" j � . . � I . �.Y� . � .i� �-��YC{��T. . d "%;� STA �P" 11+91.B2 K r��Y�,�x � '�tti"�^~M��j�~�� -e• : a+ PONO OVERFLOW A I `�t+-�.t, ,n.� �� .." J z / 79.41' LT S� �. '�":_ r-.�- .r'...� . --�-- N SPILLWAY SEE DD-3 � � P _ t _ - y 5=�� .t" r. �- � �, ONp Mq�NTEN !X �F��_ � �: �r�--- � q�yC ��x \,'; ,:. ; �- � �==---___ �- � ' � . ---__ ER� INSTALL l CK V1Nlf� COATED TYPE 3 FENCE '� ��'x �-`'� � ? ACCESS RD �� a STA"P' 10+21.80 % / � �-__ �'ti , -�" i I /� i -_ � f PER WSDOT STANOARD PLAN L-20.10-00, TYP �2^ � 3.17' LT / / .r, �-� r ��r `� , � � a � i�� \�� '�'r-r� _� \ a0 i i ry . . _t-� � / � 10+pp k� � � �� w} � `{2 �' 7-'�- ,-t,: - STA "PA' 1+42.79 s `}'�''�'.� \\ \'• � i / .� � ; r INSTALL BL�iCK NNYL COATED TYPE� m � ' STA �P" 11+00 � � 79.22' LT *:r ', 1 1 ' r �� ' R=28.2d 28.20' LT ' "'_�� `�� .�t-. fENCE PER WSDOT STANDARD PLAN 1 I� 1 Q, � � � � � q� �-. \\�� . � STA 'P" 12+45.98 L-30.10-4C, TYP 'J, �� Q I �I � I � ��+� ��,�� 34.50' LT STA �PA' 1+99J9 �� STA "P' 10+29.80 � I�� I CELL 2 STA 'P' 11+60 \�\`\ a 79.22' LT � / 31.39� RT �� 1�',�, �� 28.20' U �� STA 'P' 12+61.25 � � � � \�, 1 STA �P' 11+00 34.50' LT X x ��' - ♦ I / j IE(OUT)= 23.5 �� \ 28.20' RT X R=128.20' \� � STA "P" 12+64.38 �� '' � STA 'P" 11+60 ��" z �� 50.40' LT � � � i�� 28.20'RT �STA 'P" 12+40.1J �� , x ' �/� � � \ �'� � � 28.20' LT 1 � � , , �� , srA "P' 12+73.46 " PUMP STATlON � ' � � ''�.,A V �� "� _ STA 'P" 12+40.13 ' � � � 21.20' LT � ` \�\�\ � � R=71.80� 28.20' RT �,\ ', `,�'� `� SEE STORII PUAIP � �,ri , N INSTALL BIACK VINYL \.� �� \\ ' -__ \ �'' ! �NSTALL BLACK VINYL � STATION PLANS / COATED GAlE �""\\� '�-_ \ � �' � �� COATED GATE DWBLE (10') J � --� � � � SYr1NGING SECTIONS PER � � i � DOUBLE (10') o � R=134.50' 1A,� F � ��. �� J SNANqNG SECTIONS � � o� � � � `�i�j>} ti W500T STANOARO PLAN � �`� r i � � � � PER WSDOT �' STA 'P' 12+45.98\\ � ;); �/; L-30.10-00. TYP I} � x � / STANDARD PLAN �_ 34.50' RT � `� ��Ir �/� x � STA 'P' 12+67.99 � I i I I � � 1-30.10-00, TYP � � . . R=65.54' � ' x p_ G I I ' � .. ^�i � \V` + �� -?�1Ad � ��.,A o � �� 76.81' LT S T A 'P� 1 0+3 8.4 6 �.,�\'�, �� I I f ' � � I � J � f � � � i 1+00 � ?+00 2+10I 46.02' Ri + �� \1'� '' p+00 �. i I( � I � \ � I STA 'P' 11+60 � �`� �1'� �� i �� , � � � 70.40' RT '�� ' ` I R=77.50� ( �?' �I 1i STA "P" 12+77.29 STA"P' 10+59.68 � � 1�1 1� � � ' - CONSTRUCTION�"P�\ 68.22� RT STA 'P" 12+61.25 i � � � I I�� 50.40� LT x � X �� I �; I 34.50' RT I � II! I � ' I CELL 1 0o I ; ' �I I,II � I i STA 'P" 12+72.46 � t - �� I . � o � " � 40.67' LT ': , ` STA 'P' 12+95 I � ^ i I I � x %�; X I I 70.40' RT STA 'P" 12+73.46 � STA "P' 13+20.06 � z � STA PA 1+42J9 STA'PA� 1+99.79 ( RIPRAP WTLET PROTECTION, i; I I � x STA "P' 13+22.99 WELL-GRADED 4'/-24"0 22.50' RT 11.57' lT � z i 27.78' Ri � ' � � I I � 66.40' LT 27.78' RT I 8'W x 14'L x 2' THICK � i � � % I " � B FLOW CONTROL � I� I �I STA "P" 13+25 � 3:1 � 2.�� DD-3 SIRUCTURE SEE � II� � � , �, 22.54' LT � � I j� � � B INSTAIL BLACK VINYL COATED GATE � �� TA "P' 1 +95 �� {�� '' \ i _ I j i ��/�; ; � � � �- DD-2 DIX16LE (10') SWINGING SECiIONS PER l S 2 � � ' R-22.50' , / x � WSppT STANDARD PLAN L-3D.iD-00, TYP I I � � �f �_-� � �� 22.54' RT �V'�� \ � � ' ;��t � STA "P" 13+26J5 � � � 1 ' � , � �- - _ _- --,-- , '`�' �\ ` p /� r 22.43' LT � � � - ----- - - _ ' _ " � ' � i ., -- STA "P" 13+25 � , � 0�, �� ,�� ,. � y I I I o �--� .---'��---_ ` `.� 'L_ �L /. i ' 22.50� RT /� � �i �SEE DRAINAGE PROFILES AND I I I I I I I a \� �� / x RIPRAP INLET PROiECTION, STORM PUMP STATION PLANS . � . -�--- � � !�� . � WELL-GRADED 4'0 -24'0 I I � i I T ��-- -------- �''----- _ x �`-- --�� %� '�-� � �8'W x 12'L z 2� THICK �� I 1 STORAGE VOLUME � Q /� `--�� WATER QUALITY � � �' `- \`�', I-_ •. - -• ` ;, � j _ o CELL 1 20,640 CF � � �� j � i��%; �f �� - -� -_ - � � , � '\- � � � �., x � �� ! i _� � ` - � , _x , � � �_ ; � \ x x X �,�,d ; � '� STA "P' 13+95.40 , +-'r"d � I I ' I ` r I WEST SHOOFLY �Q�, R T �- < a.r•� a^"� 1 S T A 'P' 1 3+9 5.4 0 SEE UTILITY RELOCAi10!� I ' I I ° EXISTING FlBER OPTIC LINE ^ A t ;�I PLAN FOR LOCATION Of' � � 70.40� LT FlBER OPTIC L1NES I � �EFO EFO BFp � DR2 '.� . . . : . . . BFn AFr BFO gFn SEE DD-5 FOR rt- �� e� CFn �r� � CULVERT EX7ENSION I ,n i �B'� eF0 eF� e=o BFr -rr-- cv ONSTRUCTION �'P'L1ME � B``'--E '�I - - - - �. _ � �-p � _ _ _ ;� _ . ..._ - _ F�_ � -.. ._.. _.. ... .._... .� . . .. . . . _I.. _.._ ..._. . .. .�,_ S.G ; FED?JD STPUL-1276(004) i',�y`��`c�� '�"@ '°�` �ow;�.o�.v„., CITY C�F STRANDER BOULEVARD EXTENSION ��/�</�� HPP-1276(005) �� -�.,��I. ��,/��/►* �( � :� � = � ns sNowN ;.�� RENTC'N PHASE 1,SEGMENT2A 'a°"°` 1`�1�l11V1 CALL 48 HOURS �/ ' � A °""`u� ,�,o, Public wo,�s Departmtnt BEFOREYOU DIG 333019[hAvenueSaffi,Sui�300 ° `"` a� I--.--� 0.4TUM ppproved For Construction Federal Way.Washing[on 98003-2600 ss�o,:,L�ti` �x �,�,n, POND PLAN dD-1 1-800-424-5555 (206)431-2300 Faz;(206}431-2250 ND• REYISION BY DATE APPR J5G Robert M. Honson P.E. Date 90 227 I I I I I I LEGEND # i I I ` I i�J I - � NEW IMPERVIOUS AREAS � I I I I U REPLACED IMPERVIOUS AREAS a � �-i � � � � I I , ' �:.�' � � OFFSITE AREAS ' WETLAND "J" � I � � � ;•� Q i - � WETLAND"N" �:_, I � WETLAND � �� WETLAND "S" -- -� – -- - WETLAND BUFFER WETLAND "I" I •i rI=,: � � � � � , ,'i � I ' PROPERTY LINES Q � ` L . .I i I ' • o '� WETLAND "H" � �I � �' U � � � . I I �� I � � TACO BELL � , Z � ' 0° , PROJECT AREA � , � � (5.25 AC) � . � , _ —' � � _ ---- -- _ _ --- � Q ` \ _— \ DER BLVD� --!-- --I � — — -- �— � `1'� � ST RAN �, ,1' � � � ��,� \ � _.� i � JACK IN �_•i \ `r�,�, w THE BOX �_:� ' \ .�, � N � � Q � '� � � � '� �� \ � � WETLAND"A" � ; � NEW IMPERVIOUS AREAS \ � I I � 36"CULVER�� " 2 "" ' � REPLACED IMPERVIOUS AREAS �' WETLAND"B" ,�-:��,� ,� ,�� - I I a �. '�- i . � �:-'�'::.�� -:-:-�1 � I _ : -;.� _ :�.�-- I � I 36"CULVERT ,-. _ .., i � � -i �-'-' � � =:=:_�_. . - '-��:= ��:�I ' 1'!_-:-.-:► : �''. WETLAND .�-�-'��-I' :-:u �_:- - ] ii : : _L �Q/R" _J�� r L-.-�•.1 �I.•� .'.'.' I�..ii _ . . . .'i �_-_.- - I if. .'.'.�_�, ;_..._..� �..�1 !- � ih. .'.'.'.-.-.-.� �-.•.-_ I.'1= . . ..•� \.:.:. . �_.._ . . ��.�...:.:.:.:...::\ . � i:.i� WETLAND "Q/R„ �-:-: :-:� �(- -:-:-:�_�:-_�_�_�. �'� i �i ;` I - • �.-.•. 11. .•.. . . . . . . ._ 1 II- It I �. . . . . . . . . , _ I....: . _ . . . . • • • • •1 �\ I_:1 � i:•:--I:•:� il'-'-_ � �'''..._.-� �:_�� I L._J � 71 If•�.-�• •�•.'.'.'.'.'.'.-.•.'.•.•.'.'• -i! BO 0 80 160 � � - - �} , `^, f k, �. . . . . . . . . . . . . . . . . . . .'. - . I_'. I scole feet FE0.41D: �, 4�'°�4 A.cy��'z� �@ CITY OF ic.ero.:.o°�w�.i �� Ber�erABAM s �� Z' � RENTON "�` � CALL 48 HOURS �� P � �;r ` Public wo�xs o��n�„�m - BEFORE YOU DIG 33301 9t�Avenue Sarth,SukE 300 �', 'q,`'"F:,�i.�� o� �� DATUM ppproved For Constructan Fe7eral Way,Washington 9R003-2600 �`st��"�c.` 1-800-424-5555 -z�5,431-2379 Fa�;(206't 431-2?SO ��'L t " �'10. REVISION � BY DATE PPPR "�`�� Robert II. Hanson P.E. pate N O � � I � 15' ACCESS ROAD EL 28A TOP OF POND � 28,0 VADTH VARIES � ' 1.3' FREEBOARD 10' MIN � EXISTING �E P�N FOR DE7AIL ON POND GROUND EXTEND RIPRAP Y-D' MIN o MAINTENACE RDAD, SEE � 15 I m .F ' POND BERM EMBANKMENT, � � ABOVE TOP OF PIPE N z' DETENTION STORAGE � t � 66,259 CF "' PIPE IE = 24.0 SEE SPECIAL PROVISIONS � ,�_�ii��'_ r DETEN110N EL 26.7 � � � ,7 GRWN WA R STORAG 4.0 1 /�EbSTING ¢ -- ¢ POND INLET� 1� -d__CRADE ` - � ` �"�� _ �� _:�� . ,_. � _'-_-_ ._, _`_�._ _��_ � � II I TI-1�II�1=T1=�11 I��=��1 IL=11�=1—'�,11=�1 il��l=1 L=1 i�-_11=,- I�.-TI�1=i I� I_I�-11i I IJIi�IJ�.� II- ��II—I�II' �' � � _ ..... .... . ... . � — . — ... - �I—il _I��c_ _ — — I I ., I -I I— � � �=' __ __— —_— -- I I 1=1�.II I II—III I—�_—!I�,-1i I -1_��J_I=111�. —11 I IJ 1='�..II III �.��I-!II II�I-1��"L-1=11�IJ7_ I�TJ - �J1�.1=1 H�- I��rll-1��- L= J J'�-11-=11.� - I- . . . — — — - I .Ili. � i _- . zs m BEVELEDENDPER � ,_ ..1 _ i-l-l—lu�—ii-ii i-i _�_��_ ��— _ _: __ �_ ti�II_ I— = — — — I�I� _il-i�i=ll_'il_',i��iJl-ii6_ie'n_i,�I _ _ N5�OT ST� PLAN �� ' �'�� KEY IN BERM FOR �ETAIL ON FLOW CONTROL � 1' SEDIAIENT STRUCTURE, SEE DWGS DP-2 & DD-3 L 8-70.20-00 STORAGE CEIL 2 YOLUNE 4' PIPE IE = 21.7 CELL 1 VOLUME 35,4t8 CF 0 2D.640 CF POND INTERNAL v BOTTOM OF SLOPE 3FI:1 V, TYP SEDIAIENT STORAGE EL 18J � SECTION - COMBINED DETENTION &WET POND D�-1 SCALE: 1"=20'(HORIZ) 1"=1D'(VERT) 15' DOYrN SLOPE 2.03; QF PONO � I ' 3 r�7;`i ,'x,. —�1 ..�.;�?�';fi�: '�Y„�!2�� - � —f� _ \\ �� 0.50' CRUSED SURFACING BASE COARSE CONSOLIDATED NATIVE MATERAILS, SEE SPECIAL PROVISIONS � POND MAINTENANCE ROAD S�ALE: N.T.S. POND BERM EMBANKNENT, PONO BERM EMBANKMENT, 15' ACCESS ROAO SEE SPECIAL PROVISIONS � SEE SPECIAL PRONSIONS El 28.0 1.3'FREEBOARD POND BERA1 EMBANKUENT, _ EXISTING GROUND� EXTEND RIPRAP 1'-0" NIN ^ 15 - 15' 15' SEE SPECIAL PROVISIONS � �� ABOVE TOP OF PIPE ACCE55�--I 1,J' FREEBOARD ;� j EXISTING ROA� � �; � GRADE ; - �r=�T ` = DETENT10N EL 26.7 - DETENTION EL 26J 1 � , �r�i� i-, ,-�=i_ , -r- 2 ' PONO INTEF2NAL _ W 7 � ` _ ' ,7 � ? SLOPE 3H:1V, TYP o = DETEN110N STORACE ', - �EXISiING GRADE 1 � _ _ ,�;�,:� � POND INLET FROM PUNP � � � - EL 24.0 GRADE � ��r�_ ��-�r: � �L�--i DETENiION STORAGE �,,�,� _TM _ + GROUNDWATER STORACE EXISTING i i�lt ' n ., - - CROUNDWATER STORAGE - < STAiION, SFE DWGS DP-2 & PS-5 = -=s- �'=�-'ii � ' '� i o I'Ir� ' � EL 24.0 �1 �� " 1' SEDIMENT 3.4' ` VARIES STORAGE `2.0' QUARRY SPALLS, VARIES � BEVELED END PER WSDOT STD T� a PLAN 8-70.20-00 CONSOLIDATED NATIVE A�ATERA�S. SEE - BOTTOM OF SPECIAL PROV1510N5 ' SEOINENT STORAGE � EL 18.7 - a SECTION - CELL 1 ; � SECTION - CELL 2 E POND RAMP - OD-1 SCALE: 1 =20 HDRIZ 1'=1a(VERT DR-1 SCALE: 1°=20�HORIZ 1 =10 VERT E SCALE: N.T.S. `a _ ��715.(;( ] '� FEDAID:STPUL-1276(004) � � i �,c �� HPP-1276(005J /�� ` � �AS SHOWN �°'°�-^��a� � CIT� OF STRANDER BOULEVARD EXTENSION ��/�</>> �� '��`�-�AI�A1V1 � _ ""5 � REI�TOv PHASE 1,SEGMENT2A CALL 48 HOURS �/ LN � oATUM Public wo,k5 Oepartmeiit �� 3330:3th Ave�ue Sou[h,Suite 300 ':, �4M � i - BEFORE YOU DIG � — �� Aporoved Fo� ca�5c�,�� Feceral Way,�vashington 98003-2600 '`s;,;," �x POND SECTIONS D D—2 1-800-424-5555 (200`;431-2300 Fax:(206)431-2250 N0. REViSION BY DATE APPR ""'�"' - � d5G Robert N. Hanson P.E. Dote '�� g��P2� M O � � � I � z z TOP OF POND � � � EL = +28.p o g' � <. +, } EIAERCENCY OVERFLOW WS = +27.5 ' �. i�'.� 3 TYP � � -a.;�-. { I -. � 1� �-r � i Q OVERFLOW WS ;�, �� r">.=•__ _ . EL = +27.0 0 = ' ' . •.i . . �_ � r m � �_l'Z �t'-0' THICK QUARRY SPAL�S � ' �-y j' ` BEGINNING A7 INSIDE a DESIGN WS FACE OF POND SLOPE � EL = +26J FlL�R FABRIC BELOW E QUARRY SPALLS, TYP � n " A SECTION - POND OVERFLOW SPILLWAY SCALE: N.T.S. FLOW CONTROL STRUCTURE NOTES: 1. REFER TO WSDOT STD PLAN 8-10.40-DO AND ASSOCIATED PLAN NO'�E 1 FGR VERTICA'_ PIPE SUPPORT(5). 2. REFER 10 WSDOT Si0 PLAN 8-10.40-00 AND ASSOCIATED PLAN NOTES 4, 7, 8, AND 9 F4R SHEAR GATE. 3. RffER TO WSDOT STD PLAN B-10.40-00 AND ASSOCIATED PLAN NOTE 7 FOR STANDARD GALV SiEEL LIFT HANDLE. B LADDER/STEPS, SEE RIM EIEVATION = +26.7 - NOTES 8 AND 10 4. RffER 10 WSDOT STD P�AN 8-10.40-00 AND ASSOCIAiED PLAN NOTE 1, 2, 3 AND 5 FOR VERTICAL RESTRICTOR/SEPARATOR PIPE. LIFT HANDIE, OVERFLOW STRUCTURE PER CITY OF � SEE NOTE 3 RENTON STD PLAN 234.20 5. REFER TO ORIFlCE ELBOW DETAILS SHOWN ON WSDOT STD PLAN B-i0.4C-DO � � 6. PIPE SIZES AND SLOPES PER PLANS. PIPE SUPPORT, � OUTLET CAPACITY: 100 YEAR, 24 HR STORM EVENT. SEE NOTE 1 8. METAL PARTS: CORROSION RESISTANT. GALVANIZED PARiS TO HAVE ASPHALT 4' ORIFlCE ELBOW, TREATMENT 1 PER WSDOT STD SPEC. 9-05. 4 (4) POND DESIGN WS/ SEE NOTE 5. TYP TOP OF RISER RESIRICTOR PLAiE 1N1H 9. METAL (�UTLET PIPE CONNECTS TO HDPE. WTLET PIPE TO HAVE SMOOTH QD EL = +26.7 t.25' ORIFlCE CUT ROUN� EQUAL TO CONCRETE PIPE ID LESS 1/4". AND SUOOTH ELEV= +26.0 10. LADDER;SiEPS SHALL EXTEND TO MATHIN i6" OF BOTTOM Of CATCH BASIN. SHEAR GAiE, Tp 0�1�ALL � i B'0 MIN, �� 11. SEE DRAINAGE PROFILE PLANS FOR ADDITIONAL Rt�l ELEVAiION, PIPE INVERTS, - � -� � SEE NOTE 2 ; MI 4" ORIFICE ELBOW, i SEE NOTE 5, TYP STRUCTURE TYPE, PIPE MATERIAL AND STATIaJINC. wncr aPe ELEV = +24.Q SEE NOIE 9 `� IN�ET � %, � • � � RESTRICTOR PLATE W1iH ��i . i 1.12" ORIfICE CUT ROUND 0 2�-Q" M�N INLET FRON POND �� AN� SMOOTH ELEV= +24.5 9 LF 18' HDPE 18"d RESTRICTOR/SEPARATOR � CLEARANCE IE (POND) =23.9 PIPE SEE NOTE 4 IE (NW) =24.0 �'-Q" � z� ' SLOPE = 1.119: i � RESTRICTOR PIATE � i M�N� ^' W1TH 1.125" ORIFlCE CUT < ROUND AND SNOOhi ELEV = +22.0 y o z� �� -� � � =� -5_ c�. 60'0 TYPE 2 CATCH BASIN _� � , `�-�, ��o� t�` r�',� � �^� MODIFlE� AS SHOWN � - - - BASE COURSE � �` BOTTON ELEVATION = +2a.0 � � PLAN- FLOW CONTROL STRUCTURE - sca�E: NTs , e SECTION -FLOW CONTROL STRUCTURE FOR POND SCALE NiS � tis_G�. AF J �� > FEO.ND�STPUL-1276(004) � � �,.� '�� "` - HPP-�2�e(oos) � /�� AS SHOWN ��^��'�' �; CITY OF STRANDER BOULEVARD EXTENSION �/�+/�' ' �� >^,,.Yr��`�I117AM P � ` "`S � RENTON PHASE 1,SEGMENT2A '�°m` ' CALL 48 HOURS `/ ,� - °� ` BEFORE YOU DIG '-3301 9th Ave�ue Sanh,SLi�300 �: _ �T'� �.o, a�br� wo�5 Departmeit u, Federal Way,Washington 98003-2600 ��`-s�,,,��-, oe,�� 7UM ppproved For ConstrucGon DFAINAGE DETAILS DD-3 1-8d0-424-5555 (206)43L-2300 =ax:(206)431-2250 N0. REVISION B" DATE APPR �� "�``�" Robert M. Hanson P.E. Dote `SHEET 1 '� 92�227 0 � �� T c�s�c a��zra+os eEra+o n+E � uw�av� �our��nc++ F�IISH GRADE SLPB. SEf DRMNAGE PROFU.ES FaR DR2-S02 SEE ORNNACE PLANS 11NT5 OF CA9PIG. TYPICAL a AND DRJIMACE PR�ILES � � � STOR11 PIPE 2D'�S1EEL ��.,� � CA9NC PPE � STORM PIPE t • --�— — — — � Q `=s �`� _ _ — — — - a — — — — _ _ _ � .,:3. . ' � � y e ♦ "� ' � . . . . f_ . �� V�i�t � .:�. `L� J . . . . sraas� � _. •. , . _ , , . � a - STRIiCTURAL RETAINING WALL ` ` ., FOOTING. SEE OMG SIM-6 � � - SE� D1YG SW-6 FOR DETAA.S (�NCREIE Sl.AB, SEE BNSF�OGE PIANS , DRAINAGE PlPE CASING DETAit(FACING SOUTH} DD-4 SCALE: N.T.S • I L I 5fEE1 CA�iG S1EEl CAS�iG I � 1/2'1MD'H STAINlESS � A �� S'IEEL BAND � GRAVI7Y STOR41 PIPE � ALL P1PE�pMll$YI7FA�1 CA9NG � � S1iAI.L��1Tf-FUSED I „� GRANTY S70R11 P�E 2-2x4 WOOD SPACERS � I � PLACm AT A MINMI;Y 5' ON � COiTER OR AS REQUNtED TO 1/2' 911DTH STNN.ESS ENSI�tE PIPE DOES NOT SAG S1EEL 8►NO $ � 3°' '� � I � PROVIDE t/2'x t/4'NOTCN kl ?x4 W001) PROV�ANGIED CHAYFQt AT 2-2�c4 fM00D SPACFRS J / : SYACERS FOR STANLESS S?EEL BAND FORWARD fDGE OF Dc4 N000 SPACERS �� AT A MdiIYIUM 5' ON � CQ11ER OR AS REWIRED TO o��oo�s Har s�c SECTION A � No�: d COST OF Y1000 SPACERS, STAINLESS SiEEL 8+►t�5, MA � BUTT-FUSE6 JqN1S SHAII�WqOENTAL TO 1HE COSi OF 1HE STEEI.CA9NG � � � TYPICAL DRAINAGE P{PE CASING DETAlL R DO-4 SCALE: N.T.S e � � ��g 5.G�. � �Qt�-1278�°0�� CITY OF STFiANDER BOULEVARO EXTENSION � cs rae s..� � r.�"Z'°"r�.� 7/1R/S� MPP-1276(OOS) � a,RAM ...� � CALL 48 HOURS �.� ��'��"'�1"�" —'_ � "'O � RENTON PHASE t.SEGMEPlT 2A ,,,� � moi�n n�u,e sam�.swoe 300 �"'°' �' �'"" •••■ wTUN a�,ak w«w oePara�.M �E D�� pD-4 BEFORE YOU DIG �� .� �� F� �� 1-800-424-5555 �4ii-zioo�Fa,��zas�-�o "'�� • r�+s�a+ a* w� � �-- r'"°"�' � �� SC Raber 4. Hanson P OoG 2 93 227 0 a � �� .- � � f � e��s�cnaN� � wsF2 yn urt arr oF Ro+ra+ sTn a�w rzi.00 I I ! I � I I I i BNSF MTI STA 1021+49.2, 37.3'LT IE=24.Oi � ( I I � ' -Z-----. ,--�-?--1--t--T--- TOP OF EAST SHOOFLY �p$T � NEST � ----� '-._.-' •—-------------� �-,, EIABAPGCMENT gNSi � BN/�S�yF � �.. - ;1-�rs :a'r.�' '�tiir.:�4 _ '-yy ---'-"---'-�-s""------'—"-------'�t''".��'fuL.'��'*t��?a��'t5f?'�±9�.+n ROW RVA ' ..� .. .� � �S r'!Y/�i�'^:TVY.�Y'��.+�c�5�1<11\��I��A''C";l` y=� i.t7 ( WEST SHOOFLY�. �� y.�;::�:�;r; �`%:`4:y�o:`;�' ,a:;�,;.�,•::,E�STING�ISF; •c7i I ��p��y�� " .,, ....,. _.. El�BANKYENT �� ' � �Ca1�IY�M'ICJ�T `•��r��..:i �•��/'.vr��aal��i=/C�n�•,4'tf�:lry:as��i—.is. ':�• ..�.' ��.-,,�•'", •F. �'...� � I � ..• �r�a��'� ' � �a �l,�i��a'��a�r'Yl��a�!`i��l �M�R'�e� � DO$11Nfs - .>'' g� a�rs�3m�--sm�� n',,:`, v:'F�',?;� � �-•,�.::�.sr�ki�.'• ' ' '' � ElO$11NG � �� i., ..`� �� wy, � �:.w+r��r�!'nt,+,c4ft;,5i{.f'.m,l�`.'yi,'t+,:+�a:ys.js,bs,�, , � _� �� :.�;,:.:•�.,; ,�:� �.A<J�:s;;`,,•�',?.�i::•.',,=�o'�:�s �ar GROUND , '.i:' ;a.';,`: ,., . ..., a;i>";`1,;;.• � - - - - - - - - - - - - - -"`�,c':: ,S,%T"iST• , ��'>�Y'y`,' - - - - - - - - i T,' T;�Tn� �;V^'`�':__^` f.:`�' �.c. .'S. �T,;.,.Y. `�Lti:;q�y: t.,<�Y�, .th'.l?.;)f/`2�=t,.r � `:l.;:n...i'.'�... ...,.........�<:'..ti.... .:.ti`...�Y:.f::l.�_..,, ....i.v..r.,.....i, r� Y. "" r`. � •},.,• ,,�-.>�4J��,�. ,Y.ti7,:,:?:.:a�'!.� ;: •:� .a'=;l..�J�';:Y��t.`.:vi.:�.�. � COl1Pi1NG 9i ACCORQMICE MIiH i� , ,. . ., ;i°r:,%�y;:%Y;`'o`;':;� . . ,.,n,, 11500T STO PLAl1 B-60.40-00, T7P DOSTING 36' GIP qAVERi IE-24.31 �.a::�;�;�-;�.��.° ,� � , ;z:.:.:2:�:��•,:�.', ,'t 12'-0' �t; Ef(IEN�EXI571NG CULi�ERT �=24.06 ; APPROx 14 LF TO Z}IE U41TS CLEAN AND TRIY ENO OF iHE MES7fRN SHOOFLY OF EXIS7ING PIPE, TYP C� CIJLVEAT D(TENSkON DETAIL SCA:E 1��5�N i'-5'V CONSTRUCTtON NOTES: t. BAI.LAST, TiES A1O RAL TO CONS1RUCiED BY OTFERS 2 REF�Jt TO HNSF 9i00FLY PLANS FOR ALIp�ENiS, PROFlLES ANp ElEVA710NS � o' S � � � a � � s R � � 5 � S. � �`s�-�2��(°°4� �� A "`°' "" ,.��.xR., CITY OF STHANOER BOULEVAAD EXTENSION �/�+/>> NPP-1278(005) �A� ,� Il5 Sh10WN a CALL 48 HOURS � ��;��1��Y1 ` .,.,"'� RENTUN PFIASE 1,SEGMENT 2A ,,,� � BEFOREYOU DIG 3j3O19t11i�'�s°'°''��300 '�"�' � �- ,�� °11"" �kb��+�e� DRAINAGEOETPJLS DD-5 a 1-800-424-5555 ��,3��-i3o��i�i�.so �'"c g``"� rro. � ar on� u� ••�• ��•�'"' 7 �56 RoWrt M. Hamon P.£. Dab ��3 9♦ 227 � � 0 cC� T �g 3/B'PRE-YCLDEQ � 4 .�f� �6• �xi��, SfRUCit�2E OUIIJHE AT i}IE BACK OF CURB � 70P OF SLOPE BEO+NE q2ATE. 0.YYPI�FOIAJDRY INC CEAIENT(�NCREIE � ��1 PART NO SY608H OR EQUIVALENT. CUR$ AND GUTfER � � ` - ORAd1ACE tflTOi. F1NSH�GRADE � � SLOPE YARES � _ _ _� . —f_��s•-�a' _ � t � s• r �� ` ' _ � i'-0� iFlpC QUARRY�AL1S. Q n� 5• � � � • " +' EX1EtD TO TOP�SLOPE r } —��_ —I i��I . � Ow: � �� R=4'-10'J FLOW W SPA�tY�rU.lS � I � f. W �4'-6 1/4� 1��8� j .IOINT L1IIia� � � 12�HOPE II � LO�k POMT � -B'-11 1�2' , GRA4fl BAClffil: � dQIE:. FOR WALL 3.5' 1�1 I SEE ORAMAGE PLANS FOR COII�iATlON II�ET� SEE ORARIAGE S1iiUCllNif MFURMATiON. � PLANS FOR SiRt1Cll�tE INFORMATION , C�NCRETE GUTTER TRANSITION DETAIL-STORM DRAIN STRUCTURE N0. DR1-SD2 ��CONCRETE INLET DETAIL- STORM DRAIN STRUCTURE N0._DR1-SD1_ I DD-6 SCALE: N.T.S DD-6 SCALE: N.T.S. NOT=S SOUO CAST IRON UD 1. ARFi4�ILETS TO�CONSiRUCTED FROM CON(�ETE P�PE.:N ACCORDANCE M17H ASi11 C 14 t1�iLE55 O7FIERWISE SHONN GI PCANS OR NOTED IN T}�STMIDARD SPEC�ICAlIONS. 2 CUTOUT HOIE 9ZE 15 EQUAL T6 THE OU�IET PIPE OUTSitJE �IAAIETER PU15 AFtFA RiIET WALL 1HCKNESS a cau+EcnoH ro ounEr�e-o e��T�wm�w�uwe�us+ Mihi MI�E OF THE NtEA INLET'�ALL. PLAN VIEW 4 NON-ROCKING�FfTA1NTH ,WY�sna+.� ro�,ssurt� � � a �+�� TABLE 1 s�cnon OUTtEi P�E M�A INLEi � (t)PtPE WAi.I THK:KNESS qA 0 DIA i 6" t2' � � p ��+ t g• �g• � 6�MiM , l Y 24" � 4•� • � �' 1QN 4"1�1 � 0 � s UNDERDRA(N AREA INLET DETAIL RDO--& SCAiE: N.T.S R d 3 � � fEDAl0:5TPUL-1276(004) t'� "A �_�Z�� , �, �"`! `�,� 5� «.�,�.�.� CITY nF STRANDEA BOUtEVARD EXT�IdS10N �/�+/+� �j ^,,��., ' f�" � RENTON PHASE t,SEGMENT 2A „r �,.� ��'1�I�I � a CALL 48 HOURS � v — � BEFORE YOU DIG '�3301'"'""ewe 5°'b'•s�e 3°° '�` 'a` 3¢�' � ,�� a"'w �� DRAINAGE DETAILS � Fa c«�:�«� DD-6 � 1-800-424-5555 �z��3i z3oo�os�-� �':"L�' No. r�vrs�a+ ar a� � •�- •"`�' �� SHEET 4 � .so Rahat Al. Haneon P.E Oat� G3 227 o DESIGN DATA WET WELL BOUYANCY-STANDARD BASE d� ADDRE55/IOCA'RON s1RAN0ER 80ulEVril2D.RF�lrON� wa ASSUAfED waTER[E1+EL ELEVAiiON- 27.06 calU►A � � LATi13UDE�LOPi��l1DE 47'2723`N 122'14�29�N' N£T WfJ.I 6EPlli= 32.0 FEE� S�rar�der Boc�levard Ex#ension � Fvncna+ sur�ace sroa�wA�x a+o cRourar�Ahrt wEr wFu M�c�au�r¢x= io.a�T �w��wc�;Wa s�na+ wer�u wat�n�acr+as- n.o�r�s Stormwater Pt��np Stateon auua sTana� �rnE oua�.ex suautRs� ►�t+�tt wau aa= �f.s��ez � o�a+sroeu 100- YfAR REWRRiWCE lNTERVAL aorroµ su� wm�= u.o t�r �ystern-�Eead-Capa�city Curves � DESfGN DUTY POINT 3.280(�!d 0 3t.8 fEET lUH �Tf��A� ti4.6 FE�T ( ESTRIATEC FlR11 PtA1PiNG^APAqiY 3.375 GPN{SUIGif PU11P) (SEE NGiE t) � BOTTW SLAB TFNCKNE55= 3S.D0 INUiES 70A ! , � � � PUAIP MOTOR DA?A 45FIP, 160Y 3�, 7.37(1 RPY ! � [ a PRIAIARY LEV�'�CONiFtOt PRESSt1RE TRANSW?7ER VOLUAIE CF WATER Ot�LACE� 3,759 CJ91C FEET '-t I � BAq(UP LEVEI.r'.ANiR� FLOA7-SNlTC�1 TOTAL UPLFT FORCE= 234,51fi i� �.8 , 2 PUAIPS ON PU4R CURV� --i---- PARALLEI.OPERAiION a NETVrELL CONCRE7E. 30-�tET iN1ERNAL DIA►1ETER {SEE NOTE i) ' � V�UAIE Of CONCRE7E= 1.300 Ci18tC FEET `�� . . ' � HETWELL S70RAGE WWt1E 588 GAtLONS/f00T _ PUMP STATtON Dt$CtIARGE fORCOdAIN. WEH�IT OF CANCRET£= t95,D2t L8F « - - �SYSiEN ClN24F f PUYP OPERAil�G VOLF111E(SEE NOiE 2j 6,322 GAt10NS �4d.0 t Ptt1R ON � � COLLE�nON SYS1F]J STGRAGE YOLUME 4.264 GAtIONS �PUMP CiJRVE - 1 �. i WLilbiE�SOIL A60VE$A$= 2�744 a161C iEET S U EYERGENCY STAN�Y PONQi CENERATOR � DE4MCATED ON-SF7�2(M1KW.�IESEl Wq�tii OF 50�A804E SLAB= 301�803 L9S s 3�0 fSEE>10TE 1} ' TRANSFEft SMiTGH AUTOMAT3C = - � Fl1Q VOIUYE STOREQ �f-9TE 336 GAtLONS TOTAL RESSTiVE fOf�CE= �96.823 EBS ' ( SAFETY FACT�t= 212 2Q.0 f 5.b75 GPIA 9 - � fCKtCE IJARI OESIt�i DUiY PONJT= • 3gA' LENGTM i60 if �8� 3.375 GPLi 0 28.67' , ' � a""� 24-�"�" WET WELL BOUYANCY-TREMIE BASE ( �nr�u a 5s QucTx.e�aa�PE �� ' . � � � ; � { DkSCHARGE 54-INpi qAMETER MAt�l01.E 20 FE€T ASSU4Ep WATER LEVEL ELEVA?ION= 27.00 DA'UN � �p ,� ',� � ,,p 4 NOR1H OF WAT�3t QUAi.1tY PCNO ME7NEEL�ti9DE DIA11E7ER= 10.0 FEET �3",yp�,y;��Q�,yii�(Y',��f�¢CII'' ��h�y��Ct'6�,`C3',�4i��g�� I WET WELL WALL THI��EESS= tt.a INf�iES j I FLOW 11ETER 2G'iN-Llhlt MF(�.ETIC CUTTNlG SNOE THfCKtiES� 11.0 PI(]IES j vokana F�a�w itace,4 i�} � NET MELL WAt;.�= 11.E3 f�T � t�►�+ vLooa c��= �.o�T DISCHARGE,Q(gpmj � ESilA1AiED PU61P Cl(a1NG FREOUENCY YOLiIAIE OF MfAIER DE�.ACED� 4.235 q{&C Fr.ET 70TAi.UPL�7 FORLf= 264,244 LBF CONDi119N qJFLOW(Gi} PUMP CYCLES (SEE A�i: Jj � DE'IMATERNIG 400 GPA1 1.7 5TARTS PER P�AIP PER HOUR � 2-YEAR ST�1 t.515 GPY 4.0 STARTS PER PUMP PER H�JR � YOIUI�OF CONl;RE7E= 1,776 ttJ�FEET WEICHT OF CONCRESE= 266,4t�l.� � 100-YEAR STORM 3.280(,�1A 0.5 STARTS PER PUtJP PER HOUR TOTA�RESIS7}VE FORCE= 256,432�S �' SAfETY FACTOR= 1.61 � NOTES: � 1. PUAIP CURifS BASED ON ITT FIYCT�IQDEI NP3202 LF W/314MM�IPELLER k 45tiP IAOTOR � 1t70 R?9.1. C�Ni4E N0. 63-617-00-601�. 2. B:(WEEN IEAD PJMP ON Ai�PUMPS OFF SET PqNTS. tNCUJ6M}G COI.LECAON SY'S7EM 4 S70RAGE YQLi1ME. �: � 3. SEE 0'NG P5-7 FOR SET PORiT ELEVARONS BP.SED ON 'HE SYSTElA-HEAD-CAPAqTY CURVFS � SHONM. ASSUYES 0.LTER?7ATiNG LEAD-lAG OPERATiON. � � 8 A LL 1 O � � ��,5 R. ,� �It{t� _ �n�v°`s�a��_iz'6�°°E� �'°�`�W�""" � �°" `" ,,,�.„`„�.�. 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CB TYPE 2 - 54" � 7 .. : � . i ��•,�\ I � : ` � , �� ; STA "5" 16+01.11 (39.9� RT) PS2-�,tHt. INLET MANHOLE - 60' � � : , .{ � � �`�' "0�, 241(20 COkCENTRlC REDfJC�.R /AJ \ �\ \�� . RIN = 11.67 { STA `PA` 2+04.82 {65.3' LT} ; - i 1 � . � \ } �,'' \ Bo ` �E (N} = 1.50 24" HOPE RIM = 27.33 ' _- + � : � `'\ \ `� ''� \ � � , ; $2 lAH3. DISCHARGE AdANHOL_ - 54 . � \ 1 � `� ' \ �_ It (E) = 6.33 (8" PVC) IE (NE) _ -0.90 {36° OiP) a '. �: ' `` _ � IE (S) _ -tA0 (36' DIP) ` `, \�\\.,;\ a ; i �` ` .\` � / ',, � �\ i �IE (SW) - -O.SQ (36" DIP (TO PUMP S7ATION�) . !c'A "PA' 0+58.29 (103.4' RT) '„� � • `� � � , 1 •� � � I PS2-W, VALVE VAULT Et DWC, PS-5 fOR DETAILS i. :r�r ' �'-.. �� \\ ,o� i`k� . 24' 45 HORtZ c1BOW{MJ) \� , � -j"' . ... .`"�__`-. 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' � ' f . � 24'DIP # 0 � .. ,. `, ,, \ a,� NS1�tUC��`PA'UNE �' � 7: : I j �. �. . _ . � - ------ ----- �j -�--- - 24 45' VERT EL80W MJ �\ i \ � ,\�\ \ , � � _ � � � ,' _ --�--- 1 `- --- - _-._ ', _ . _ . � t � , � \ , ,, \ , ="q t , - I t ` l f.\,c' '\, \ �� i i� � --�". � i ; } -T' . . . 24 45' VERT ELBOW MJ` - - 30 •-. .� � `+��. \ \. � i // �• ,�.--�' i --- _ -- ---- \ � 1 24 X20 CONCENTRIC REBL'CER MJ i � , \ ..\ 1 � �� { } 24 45' NORIZ EL30W MJ i. �a � . 24� 45'HOPo2 Ee BOV!{I/J) \ r j `�/ � � ; _ ;�_ � . , � \��` � � '� {J �� " 1 -- 1 � '�` ! 6 i lf O D.00X i . ?08 LF O 0.00% 18 LF O 0.00% �T-- zo \ � . _: �\ �. ` � �: 1 ; 24" D P � . 24" �IP 24" DiP �� \ _ t ,l'°,� l ` �, /j�/ / � � � � i % 24 45' NGPoZ E!BOW M�} � . � ' ox \ \, . " l �\ �/"!l � .�' ' � : P52-�AV, ►AET=R VAU�T - - — �o ; � a . �- � '�`�r '�" � �\ i i : � . .. I STa "Pa" t+72.30 (a2.s' LT) I � I � / \\ � �`� '" -�. �\ �q �� I � { : � 1 RiM = 27.14 � : _ �� I. � ` `� � r. . � - �� , � � ';: . 22 �E (w) = z�.�� (2a• o�P} � ^ \\ \`�� ` o � � o o.aox zE (e) s 21J7 (20' DIP) , . � j { �fi'� � , }l 18 Lf , 20" OIP � � \ � l :v,ti , � \ 24'D� gF -- -—— `� � � 1 �...,, ,� , . : 68 LF O 0.59% � . �' �� ,\ � �r,. � i , PS2-WNt. CQNCRETE WETWELL - 120" � t � \ .,`�\ _ 24'45' YEF.T E!BOW(MJ} .. 36' DIP ' ' : STA 'PA" 1+91.32 (85.3' LT? ' � ' ! � 1 -> ' % ,, r� � ,, RIb1 = 27.50 s . j �. �: � , �. \ ~\'�'\`� / �/ '� 2�' a5'YERT ELBOW(IAJ} ,, -�o �-- 3E �N) _ -1.00 �36' DIP) { --�-�-� FD � , � \ � � // � '� , ,� �. : � iE (E} = 27.15 (8" PVC) , j 1 j : ; . . 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' r:.27.i: .�< E IIETER VAULi PS-6 �� -! 4� '�}-I� ' �}`� [. ri�r-{-` �� x i �� }{ � � ..{'� ' ' �� :'-{ � � I �� " Y -_____ � }-t , ;-j�- �, ,_,,`-r'` �r �\ � ' 27.2. 27.2 � ,� ' � � � � GRAVEL 3 _; � � ^ 1 \ r� 1 � �_��_.>"� PAViNG ps_4 -r h ; � X 1 2' WATER UNE � 1` - . �. . �/; ..( " i fT2011 RPBA. i I '-`�+�. � --c "� .�' �..�" � � I r` 1 I �-t'� i--� r . � . . `)-1' t I �J _ � � �'`j � 2 2' YARD HYDRANT � � � '!� �� '� x . 1 r( ; " PS-5 AHD 3/4'tlOSE � - �� . ' �' $ ' 8I6 ASSE�Y I I I � � .--t �� i � Yr �' I I `--( ` r', � � � , . . . , , , • ; . . ' � � -� a �`� �________� ; � ;z�.� ��. _r� . ��;�-�_ -� - r� X ; x �, � -c r�r27.4" '�.� p ,4-- � � ,j -{ ' �� j �� i � � � >" � � �>K � }-!. -c t r-�--r� 1� ? t-c � EL 271�+�d3.79 �QAD BANK ANO PAD. �� ` .'> > '27 � 1, i' �'' PA 1+43.79 SEE PUAdP STA710N � '�l GENERA70R ANO Ph0 EL 27.50 � � STRUC7URAL DRAWtNGS 1 ` SEE�'I;MP STAi10ld �l.�_____ �`_� `. / 7 T 9 FOR PAO DE7NLS. EEECIRICAL BUIIDINC \ \STRt1CTURAI�RAVANGS �i- + � SEf PUMP STA?IQN SiT2UCTURAL `s fOR FRD DETAIIS 6'FtlGH CHAINLNK fE1dCE.O ORAMNGS fOR PLANS.EtEVAT30hi$,\ � �\ \ � \ �\ R �ACK EPDXY COAiED 4NQ DETAILS ,� l � , STORM PUMR.STATION SI1�E,PLAN �` s , - scuE: t�,s-o'�� '�^�\� \\ s o s �o �7� rS R. b4� `�t^�� ,� �. �. `� \. . . \ � scale `eet I fi FEDA�O:STPUL-1278lOCa) :�'t"�~��'p�-� �' ie.�.�,'�.�n.� 7/la ti �� g H�-127�� ,� � �� ,,,; CITY O;" STRANDER BOUL£VARD EXTENSIOFV ! � �� Berger��AM "�' RENTON PHASE i,SEGMENT ZA � CALL 48 HOtJRS �/ �-�e P„br� wo,� ��n„K,,; "°' BEFOREYOUDlG 33301"'"""""`s°""'��'0° A°�' .� � .��.=-� °P'Tu" �wa STOR�API�IPSTATION PS-3 PeDe+al Way.WashY�ytqi 98003260D 9` s, sq wed For Conatrutiinn �Hwi F'"' NO. 2MSI�Y.I BY 04TE MPR f°"'�'" - $ITE PL,AN I $ 1$00-424-5555 Ims�+ai-z3ao FaK:(zos)fii-uso ;sa aoca+e u. rw�a, a.E. xte ioo"z�� i i � � � �� , �nc�+ , �r�Tv�u w � ' - C ' �/ B � '_p � _ �cn+ z � �� o A CA9LE TRENCH PS'6 � N � � r------------------------------� � �� vu.�E j � :� E � � PS-6 VAU:T l � �� '� �� 1 � � /� r— --- � —� \ � � � � � �/ � �� 'i \� � m � � T $ CA�E TP.ENCH COYER SQiEDUIE A PU11P DISCON�IECT PRN£L r�y� � �� t �y�TM Z / (SEE WUP STAl10N A !3'-3 1/Y 12'-5 1/2' , ELECTRICAL DRAWMiGS) B 3'-10' 2'-2' �C�� C 27'-i` 25'-5 t/2' CONTROLS BlNl.D1At„ D 3'-t0' 7-2• � (SEE PikAP STAli� E 3'-2 1/Y 7-4!/2' 57RliCTURAL DRANttFGS) , i �,�� , CABLE TRENCH SYSTEM DETAIL PS-3 SCALE. t 2=S-0 � � 2'-0 t/2` �� '7-0 7/Y ?B' TNICK GRAVEL L3__� �'�' 4YETWELI � i'-10 1/2' �• PA4NJG�� 'ppA�$�pN TO FlT � � YOP $LAB CSBC 0.33' CON4UIT TRENCH � COIUPAC7EII DE�IF{ 1 i ________'_ ' . �— � �.? /i, . .. � �I 0 4 ° � J ' d � � ; � j \ Q a � � ��_8. � i 3 N � _ . Q� e � I � � � 4 0 � .\�`�: ��;\}r��\\�,��/`� ��C� � _ � u ,� � Vi:/-:�/`!/,./>��l�/jf//: � � ��i��f�\\i\�i�j��j�\��;'�`� � � � 3/a�-o cnusNe� ` � ° a � GEOTEXTILE FABRIC ROCX CDIIPACTED TO ° 95$MAXf�tJ4 ORY � COMPAC7ED 6` ;� DENSiTY BlOCK WT SECTION � SUBCRADE GROU7 FiLL Af7ER 7RENCH � Of WEiWELL TOP S1.A8 PLACEiAENT(TYP.� AS SHOWN TO b /�CCON06JS� �RENC}? � 3 GRAVEL PAVING DETAIL A SECTION a SECTION R PS-3 SCALE: 4T5 - SCAti i-1 2 0 - $CALE: t-1 2-1-0 $ 6 � 1rr(x P'S R' (i'! � Ftrotio:srru�-�s�stoa� $�"``"�� "'r "` CrTY OF' STRANDER BOt1LEVARD EXl"ENSION HP?-i z�s(ooa) �.� .�.�'�"'w�.. �/i 4/i 1 � �� Berger�LBAM � � 5� � RENTON PHASE 1,SEGMENT 2A „� � CALL 48 HOURS �✓ . BEFORE YOU DIG �oi�n"�,e so�,Wa s�ne wo +r�,'�6 .�' � ,�•,, n.;vw P�w;�won� oeaoRma,c , r•ea�war,w+asnnpm�-zeaa � �' ,sc k„�� MProwd for c�.w�r�, &TOR�i PUMP STATION P�-�} I � 1-800�24-5555 �zay asi-z3ao F�:�z�}ast-ziw °"„ �. �s�� ' �� a � RoDerl M. Hon�o� r.e. -'x�; CIVIL DEfAllS-SHEET i �oi 22� � �__ — --- -- -- O RIAf=3 6 a� 2 CONSTRUCTION N07E5: w � ~ Q 54'DIA STORM AIANHOIE V�TH f1AT TCP Lt6 M7D OliT9DE OROP CCt�CiION. REFERENCE / %;`. ��//\/ /�/�%�/�/� qTY OF REN70N 5'6 PtANS- 4J0.1 AkD i02.1. fOR ADIXTIONAL REQE3�2EI�PtTS. i��i�< .. •r,��r�'��i y ,��//�� : � T� /��/��/��///`� //�Y/�� 2 QZ 24'IMA. IAAt�HOLE FRAME ANU COVER. REFT�.RENCE GTY OF RENTON STSi Pt.AN 4C1. 1(�/%��\��\�i\ ; r_g .. ��\��\`l�\\./��/�\/�� i A / /��%/%�// � � 24'Dt�ORCEYAIN. SEE DRAMAt7G PS-2�OR ALIGN4ENT AND PROfIIE � FC�28.of I � �_ �\�\%�\fi��\�� LMK,1 PONO E1�ER!�NCY � �?a•1L �%�� 9 F�2�.ct � 2.• a �s�flaow(N.aa�a}. � p o�cw�=z�s � VF,�PONO D=TENiION ,�f,_� �\ OO 24'a TEE (YJ�Wj- a —�=�a.T' � r g 4 ,\ Q6 24']I BLIND FLANGE. � 4 O7 24"DI 90'ELEOW(PF�E)- 2S 7 � � WC1 PONG'NO ELEyAT10N IE=24.0 t�i 3 �$ 24' DI GRANTY SEY#R TO Ip PONO. SEE DRANING P$-2 FCR ALtGNMENi qND PROF0.E m �t=�4.S- \\\ INf�A1A'ION. A � 8 ----- 9Q 24'D!P (PEx�£)• lENGTH AS REQ'D. � ` IE=2�.a a SECTION � - sca�.: s/e=�-o j 1 � � 1 5 8 1 4 4 3 9 �— -------------- ' � ^ I --- -�---- -- ----- ----- � � � ' ' I I � FORCEMAIN DISCHARGE MANHOLE-DETAIL � PS-2 SCALE: 3 B'�i'-6� � q Y NOIi-FREEZE n� YARD HYDRANT � $ Z' WAiER UNF FROIA RPBA WEST WAL� � EtEC7RICAL BUIk.aNG � 2' w � � 3/4'W � 0 i � 3/4' HOSE 8� b R 2 YARD NYDRANT AND HOSE BIB-DETAII. � PS-3 SCAIE 3 8'=i`-0 � b � S R. w �xr�, �4 o��`" '� ..� .e.., �i fER+JD:STPUt-7276(OD4) �,,��. , ,.,��,�x., �'ITY OF STRA.NDER BOULEVARD EXTENSlCN �l+�:" � �-�2�s{ooa; ��7� ,� � tis sr:owri �. � �Ig�I�1�►��t Vl �" RENTON PHASE 1,SEGMEIdT 2A CALL 48 HOURS �'/ N ,� "",,,w P,,�rK www Deportment � � B E F O R E Y O U D I G �w�.W��-� +��q,,L`4c � � e�--{ o�ruN ,�,P P„p,,,a �a c«+at��c•m� S T O f�A P U A�f'S I A T I O N P S—5 � 1-800-424-5555 {2G6)431-23W Fyy(:{206)431-2250 NO. REN510N BY pAT� ApPR � 1°'�p�'p1r'� Rahdt M. H�n�on P.E ;lote ClYIL DETARS-SHEET 2 102�Zi7 { ia++wwe w he r.s v�m+i�t aratr er wwinwx� rx eu�11��'��i�ir.wn-av-r�slcw(�fac��rr�cerre s�.�i � �----- i 4�-a� (p PS 9 tt�.� � NOTES CONT.: � �VuyE 1'-6 7/6" t'-2 3/8' B 3 d, VAtAi 3 � � PS-B REINFORCID � WE7Mfli�F.1rT. SEE PS-tt °O� . . . • . CONCRETE e � � 4 � TOP AA8 5- r j ( I �.^T"�>s.,�I � :��:� � i'-4. 2 %�• � + , " • � ,�%j',';�i;�� ,( � 1 �� + � `V 1 I 4 _�_� _� B 11 9 '' 9 � ---- � 4 � $ � � - --- 7-6' AIIN. 8 � � i ., � '`.� � ! . � � � � �'�` ffi ' '� / �r . � \\�� ' , �PUMP j � '�\ � 7-6"uui � � - -- - _- ,� - �� ' � '1 1. ,��\ . �/ �� ---- ---- -- � � �� t � s' r : � � \�/ ---- — � •� I h I / \. � �- - - ��c--- �_.___._'- ri ,i 1� -.____-- � /\ � t ' I 1 �T�I.L <' \ t• � � {VAL � � � 2'_6• yW, '�� i � �' j -- �-- � VAU:T � � , _ �f. I �� ,� 'I �� ' j /' •�• ��' ? i � 6 � �- - -- _ -- ;� ' I � �PUHP � i �• o I \ '�t ; ' \ I `v 5 f � , I � 5 . 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FUIt hllq(NESS.UiiLiiY YAULT � 24'01 FORCEAIAIN. S£E DWG PS-2 fOR At;GNAIENT 1�PROFlLE g � ��.. ;� � /' CUSTOM SI2E OR APPkdVfD EGUAL � 2fl' Mt-UNE 11AGI�11C FLOri MEIER(1G� SiEIAENS 9TRAN5 FII CR A?PROYfL EGUhL m �9 O4 B'-0� x S-0�i CIEAR OPENMiG)DOU&'E IEAF ALUYII�AqI ACCESS NATC}+. HYO RAiEO.LW PRODUCTS �„ � F�-S85-4D CR APPRO�ED EQUAL � MOUN'tNC PLA?E FOR PORTA2LE OAVIT CRANE SEE �11 r-�- - .. � . \ /� �. . O5 36� Di INFt.UQIT GRA4ITY SEWER. � �' / �5 20'RESTRA4DIm FLANGE COUPL)NG AD�PIER. ROMAC RFCA OR APPRG�ED EOUAL � �E 1 REIAQYA&E BOLLARD (TYP QF 5}. RFfERFI�CE CITY JF REN"ON STD PLMt H019. � I ;./i _�_ i�� 2 / O7 60'DlAYElIIt M0.ET YANHOIE MALL C. REfEREMCE CITY Of RENTON STD PLAN 4p0.t � 4'PVC VAULT DRAtN PLUMBED TO NFTWELL / � ' - - �� ii� ft I�IE?ER YAtiIT� � � � FRP RETRACTABIE LADOER. SEE � I . �i � • FIOW NfTER �, O8 fLEk�I.E�UBBER GASKEi. KOR-N-SEi,I OR APPRCYED EWAL FOR PIPE SIZfS 1' MID URG'ER. GROUT 5-2 � ` • E I _ 2'-6"AQt+�. / SfAI P1PE5 UNDER 1' 1Mi}i NUN-SHRk�K GROUT. � 8'-0'z�'-a' (CIEAR OPEhtNG} DOU��LEAF IIUAUNIAI ACCESS HAFCN. H-20 RAiED i.Vl PRC�UCTS �! �` = Q9 12`SS 90'ELBOW. (FLG OR WELDED) HU-5 OR APPRO'�ED EQUAL. 7-6'11W. , � LEVE3.�T1SOR INSTALLED �J S1�LWG Yk].1.. SEE � � o � � 1 � iY SqiED 8(1 SS CISCHARGE PIPE.LE'iG7H AS REO'D. (F1G X FE OR YIELDED} � � 1 � 1' 8 �, , / 31 CABLE TRENCii SYSiEAi. SEE _4; 11 12'fLEXIBIE ?�E COUPLNIG FOR D1551MLAR PIPE NAiEPoA1 NiTH RE57RAINT SYSIEM. RO/IAC 501 W/ � • I-: . . , 600 SERiES RESTRAINT OR APPROVEp-QtiAL E48ED LUG 30Li5 1iIN. 3�SN SUPPOR7 BLOq(. � 12�x 53 DF DlSCHARG£ PPE(PE}. L�JJG111 AS REQb. 8' PVC �, ---- -- / �RAIN fR011 YARD � 12'IN-IJNE PRESSIIRE GAUGf. A91CRt�"OR hApROVED EWAL(FLG). � CONCREIE SUPPOftT�OpC. 1lMIAIVAI qNEN�CNS AS NC'ED. � % CATCH 9ASlN i � � tY fl 5MS►EG GiEpS YAL4E IIBH VALVE CO., STY(f 259-�2 OR APPROYED EqJ/� (FLG). � 12'RET/UNER GLAMD E118EDDED IN 0[1NCRETE St�PORT BLOq(. y 21 a ' 20'RETAINER(�.N�O E►�EDOED IN C1rlCREiE SUpPpRT BEOGC. $ , � Q4 12"PLUG YAiVE+M/GEAR OPERA7E4 Hu�O wiEEL APCO SERIES 500 OR E(]UAL IfLG}. � LL � 4�-p.Fl.EwBLE RS1NqF LEAF AL YNtAl CCESSHATCH.�H-20 RA�D.�LW PR�UCTSRNS-SE�W.a1 � � 2D'&1N0 Ft.A1�iGE(FLG). � 1 16 20'X12�REDU(:�lG TEE(FLC) APPROVED EQUAC. � � � 36'KNIFE GAlE YALVE (FLG)ON SNLET SEWER. YMWALIY OPERAIED W/HANDYd�EL Pm VAIVE , STORM PUMP STATION WETWELL AND VAULTS - PLAN �,�� „�,�„�E�,�. � - sca�: ,�r=,�-o- 5 � 36�FLANCE NE!DF+�I TO INLET SEYYkR � �,$R. w �I.(,r � �Ei✓JP.ST?Ul-�276(00�) �� r er1�1]111.V1 ?�`6'°v"E" �� 'w"^� �+�� `��•, � CITY OF STRANDEFi BOULEVARD EXTEtVSlON 7/�+/t? a�Q-,��5�� . �' CALL 48 HOURS �..i � "'� P�b1lc wo�a.�ON PHASE 1,SEGMENT 2A � BEFdRE YOU DIG �r�w�9e�oos-isoo �'4�"'`°b� � � oaTuu n�rowd Fw co�etti�t;o. � �+�*�'`�� No F�wsww ' er wrE �wwt F��-� WET W0.0 AfJO YAULT PLAN PC_�, � 1-800-424-5555 (206)431•]3W Fmc:(206)431•Z250 ;rsc Robert M. Munson P.E t�te 163 '?2% i IVAI+rE vAULT 4'-0' WET NE1 T � 3 RUI E1=27.42 k VAIUE VAJIT PS-4 ^�A1�EL i .� E WET riEli. S N�i ES: 3 � PAVMG � a=27$ i � �INL<< 1lANfiO�E O � � � � � �j Sl;8NFR98LE WASIEW?iER PUMP M1TN Wlp( OISCONNECT ASSpJBIY AND LIFTING RAILS. ITT FLYGT d . . '•, . �:� . . Al06EL N?3202 LT WJ�14 1M�t 111PELtER GR APPROVED EQUAl. � CD� ' � •'j ' I O2 10'INIEFNAL DfAlAE7EF- PRE-CAST C�JCF£TE 11E�WELL. AST1f CA78. WALL G � T j , t � ± �3 iY-0'x17-0' (fNTERN.U.DWS)PRE-CAST COfJCREIE VALVE VAULT.fl1?1 1HICKNE55 UlE1TY VAUtt i �' �I 2 3 ( WSTOAI SIZE OR APPFOVED EOUAL. � I o�� 3t i , � O 36'DI FLM�GE N�DEL'TO�11ET SEYIER. � � { � �; ^� ' 4 I ! OS 3b'D1 CRANTY SENER E'Ra1 S70R11 �OELECTION AND tkJDERDk1aN SYSTE4. f I (J 4' 9CHID 4D PVC SUAP DRAIN PLUA�ED TO WETWELL. PROVIDE 4' C1��(YAl4E ON DISCHARGE. � lf . � i1QEFLE)( SER7E5 Tf-4 OR APPROVED EWAL PIPE � �22D - - - -- - E I ' � � O 6Q'DIANET£R SFORY:tANHOI€. REFER£NCE GiY OF REN70N STANDARD PLAN - 400.t FQQ ° ,�a��u r�ou!rt�►�:wr� Q I • : (g� { � 4-�• � � B'-0':5'-0' (CL£AR 6?ENNG)DOUBCE IEAF A�l%tlNUU ACCESS HATCH.H20 RAiED. iYl PROOUCTS � � � � �1 6• . ./`-' 1 � ! � � HD-SBS-4fi OR APPRUYED EWAL � .� ' � I � I 09 CaJTNU0E15 LMIER. FUu HEIGHT ANO DEPTFi OF WETWEII ON ALL MTFRI�R CONCRE�E SURFACES. � I -�, HiCH GRO(1!� AiEft II ; RA4EN 4Q5 OR APPROVAt EWAL � EL=+19.0� Q fLOAT SYAYCHE$ANJ �ABLE NOLOER(TIP. Of 3). 51NTCHES SET EOR LEAD PU►IP ON. UG PI:AiP QN, � �� dt?1JLIP5 OFF. �9 .. � " �� f� � 11 l£YEL SEHSOR WSTA!!FD ai S1ILJJNG Y�ELi. 5'cE „ � g �!� �� . S-1 � V !! ' � 1� SS MICNOR BOLT(TYF'OF 8). REFER 70 PL'1�Alr1NUFACIURER'S iNSTALtATON INSTRUCTIONS fOR . , y !1 � � ? � $pAqNG PA�'I"iRN ANL BOLT$IZE. 7 4/2�-3/4'CR'JSHFSi 2=kIN !I !i � 1� SS �SCHARCE P�E ANqiCR BRACKET{TYP OF 6) =QUALLY SPACED. ROpC COAlPACTED TO 95� kl t I I S4 p�PE pENETRAnON. PFJYIDE FLEXIBCE B40T(KOR-N-SEA!OR APPRO�ED EWAL) F�R PfPE SIZES 1" 1Y CEP?H � s �� f , AND LARGR. GROUT:s".AL P9E5 UNDER t' NClN NON-SHWNK GRDUT. � � ( 1Q 3' SCHED 40 STAINlf:�STEEL p:�OE 8AR RAILS(2 PER PllOIP}. ATTACN ltl LIP �'NETN£LL ACCE55 a2 ,, 4 ! .� � � HATCN OPEHit� WlTH SS GJ�E 8AR BRACKETS BRACKETS TO�PRONDID BY PUAIP 11ANUfACiURER. � I 'r=1 16 PUA�P DISGiARGE E18�nY w/�n1'cqtAl BaSE PLnTE(iYP OF 2). fURW9i wht PiRIPS Jp1NTENP.MCE ?!AT��f?iJ.F Lk7° �=fl'_5' � Q 12'PIUG VAtVE W/GEAft�ERATEO HANO WHE£L APCO SERtES 500 OR E�AL(FLG). ' n �y' 12° SAk1G QiECK YALt�.MkH VALU�CO.. SiYLE 259-02 OR APPROYEO EWAL (RG}_ ; � . � t6NEST ROA�J'�IAY'SURFACE EL=+9.5' � i � SBZ � i � 12'SS 9d'E1BOW(RG OR Nfi.DED). Z i ' � f � tAOU?ITi4C PE.AZE FQR FORTA&f OAWT CRANf. REFEREkC£ ps_� . � , : 1 � { � � 1i MA:Nlt IAMCE • 4 2� '2� SCHFD 40 55 DISCHAR�?IPE. LEIJG7H AS REOU1�(FLG X FE A$WELQEC}_ I � i PLASFORY FLOOR � � S$L�iNiG CABLE(TYr�9F 2). S�IPPLY V11TH PU11?S. � � � . Q=+6.5' � 3S�KNIFE;ATE VAL11:{tLG)ON INLET SE'8ER ItARUAILY OPERA cl`D W/HAttD Y4HEEi, RED VALVE � � � ' SE'�r lES G OR APPROVE D EQUAL NUA�fR dc SPAqNG PER MANUFACT;�2Ef2. VAUIi DRAIN CUiFAIL EL=+d.5' 6 � 2 ; I p � FRP WALI.11WNfEU LAUOER 1V/REiRACTABLE EX1EHSi0N.$EE �2 � I °D � STA(NLESS ST�L IYTfBIlEfNAiE GUIDE BAR BRACKET. SUPPLIED BY GUAiP kMAiFACTUf�2. Q LAG PUY?fNl/WGH tEYEt AiM41=+J.S' � ! a� I ; p 14 � PRONDf 12'COtiCENTRIC REDUCER AS NECESSARY TO AIAlE PlkdP OISCHARGE EL90M(?YP OF 2). {ftGj •'_EAD Fl,'AIP ON=+25' � i 4 5 I � 4'-Q'x4'-D' JNGLE LS:AF ALtANNU11 ACCfSS HATCH.H-20 RA�.LW PRODUClS FSS-5 Ofi APPROVED _ I � £OUAL i � 9'-0'x6'-0' (CLEAR ��'cNING)DGUBIE LEAf ALU6UkUM ACC£SS HATCH. H-20 RA'tID. LW➢RODUCTS � p� --�- ►i0-5�2 APPR04E✓ :QUAE. � j –��--+a.-s � . 3 � t2' qAl�lER SZAAP CASt NT:1 BASE OF YALVE VAULT. ?UASP$�F�NVERI IE=-t.0' I ' • 1F=-0.9 3� 14�-G�R74�-0�i,AST-IN-PLACE CONCRE7E WET'AELL 3ASE. FOR AIT�RNAT: CU"!NG SHG£AND TREl11E � � , BASE. SEE DET,VL � � � > s f 14 I 4 4 �� S-2 b 30+. p(PLOSION PROOF U6 iT fIXTlIRE SEE ELECTiiICAL DVY'S. �a MH FLOOR tlt � � , �,_�. EL=-2.9 , . � COkCRETE SU?FORi ELOCK. NR�iI►IUM DI11EN90NS AS NQiED. i w�n��ooR a=-a.s' o � ' � AIORTAR JOINT(Sj(3/3'+�.)(rn�.}. � t� � •. = ti� ,��,. �� 12'RETAWER q.1WD EM9EDDED IN�T£ SUPPORT BLOCK. y PROYIDE(2) MATS�412' " _ ' 1Y FL:XEBLE PIPE CO;�LING FOR QIS9AfiLAR PIPE MATEFtIAi.SNTH �ES1RWhJT SYSTEM. ROMAC 501 WI CN-CETIIER EACH-WAY TOP t :/2'-3/4' C}iuSHED � 600�PoES ftESTRAINF. OR APPROYEU EWAL EM3ED LUG HCtiS f.�N. 7'IN SUPP�RT HLOq(. R &BOiTqA (3'CL} ROqC COAIPACTED TO 95R • � . 12'DEPTH � 12"FL M-LNE PRE�URE{NSiRUIaFHT Yr/GUAGE AND ISOLA710N YALVE. ASHCROFT CR APPROVED � A STORM PUMP STAT{ON WETWELL. AND VAtVE VAULT — SECTIQN ��aN�,wc�r�,;r�. _ . � s sca�. ,/z^=�'-a^ � ��S R. q,� �JRfi� � ADJUS?ABIE PiPE SUFP01tT. CO�ER 3-UkE B3044 Cft APPR6UED EQUAL � � FER4D:STP'J�t276(004) �Q��`"�'"� � ' °""m` ,.,�.x°„�, C�'j1'QF' STRANDER BOULEVARD EXTENSION �/�a�>> �a-�2��(aos) �, �as srwwrt �� Bergerl��AM "`" RENTOl� PHASE 1,SEGMENT 2A '""°` �' CALL 48 HOURS �../ �,,,� p,;�A� ,,,�,,� ��.,1T1Q1t � BEFORE YOU DIG ssto�9n,n�wesoutn.s,�eaao q, .�»+ �" „� �}a,�,,�..� �n:� nawa�ae vo. c�s�,�ror r-�way,was�r�,9mn�-�oo �zw�,,,,�� o. Re+ns�aa er oar� �R � �� WPT WELL,4N0 YA{�TPSECT10NS•SHEET t �PS-7 � 1$00-424-5555 �cse��si-t3oo �:�za)as;-uso ;�sc Robe�t 11. Hanaon P.e. i�u ios � �zo6 �_ _�_. _ _ __ I i � � . � � � �� Ps-< Pa�� a=v.s � �r+�u a i a� NOTES: � '� � O ��W��E�� Wl1N Wlq(DIS�ktECT ASSEAIB�Y ANO 11fS1lIG RAIIS.17T fLYGS MODFl NP 3202 LT W/3t4 1AhE 10 � j 2Q 10'NITERNAL DINiETER PRE-CA57 CONCRETE'NE7M£Il /S`Y C478. WALL G I � O3 4"SCNED 40 PVC SUAI?DRAiN FROM 4Al.VE VAIk.T. PROHDE 4' �p( VAL4£ON OISqiAR(�. 7�EflE7(SER�ES 1F-4 OR APPROYEC ` EQU?1. 5 ; 6 S !6 � � f � O4 8'-0'x 5'-0� (LI.EAR OPENING)DWBtE i.EAF'AUAdINU1i ACCE�S HATCH. H-20 RATED LW PRCIQUCTS!i�-S85-4D OR AFPRO'!EO rc --- ---�DESQIARGE PIPES----- --- �- -3 - -- - EOUAt. � 0.=22.0 - � f O5 CONIINUOUS L1NER ftkl NEIGHT At�DEPTN OF Y�TWfLL ON ALL INiERIOR CONCRE'(E SUFFAC�S. RA1iE1l 4Q5 OR APPROVAL Eqt1AL � f • � ! � t 1 (� ROAT SW!TCH ANO CA�HOt�ER. SWITCN SEi r'OR LEAD?UI�ON. RYGT 110DE1 ENiA-10 CYi A?PROVAL Edt:AL � �� 1 1 i I � 7� LEVEI SEAiSOR AND STaLJNG NEt..t_SEE 5-11 ' � I � g � NlGN CROUN�WAi{cR ! 9 � 'g SS aSG�lA�Zf,E PIPE ANL�10R BRACKET(TYP OF 6}. FURNISHfC BY PlA1P YAHU�ACTIJRER. tNSTAt1 PER MMJUFACiURER�S WSTRUC?i0N5. � = EL=+19.0 . ' � 9 PIPE e�iRATlON. PRCNDE FLE)0&E BOOT(KCR-N-SEAL C�2 APPRO�FA EQI:AI)FOR PIPE 9ZE5 S' ANO LARC�R. GROUT SEM.PPES -----�---- g `�_ �_SUA4P DRA1N ENLET - - --- - � - - - O txJOER t' WliH NON-SI{RINK GRWT. � � 10 3' SCkEO 80 STAINLESS STFEL GUVUE BAR RIllS(2 PER FUA�;. ATTACH TO UP �F 4YE7NELL A:CESS FtATCH 9PEN(MG W17H SS IX1�E � f ' BAR BRA�(ETS. BRAq(ETS TO 8E PROVIDED BY PUMP MANUFACIURER. f I 11 S�SCHED BO SS 015CHARGE PIPE LENGiH AS REWIRED (Fl.G X PE OR YYELDEU). z 1 I ( . � � Q SS UF11NG CABIE(TY?UF 2).SUPPLiED BY PU4P AiANUFACTURfR. ' i � I � � � 7 3 STAtNLESS STEEL IN1E�IcDIAiE GU(C{8AR BRACKET. SUPPJED BY PUIJP IAANUFACTURER. NUA+SER ANO SPACNG PER AfM�1fAC1URER. �� g-� ...�.•. ��a,> � � I I � '� � Q4 FRP YWN'ENANCE PtAiFORu. ' �� MAINTENANCE�'tA1FORY FLOOR EL= T11.5' � 1S cABLE TitENCH S`STFSA. $E£ �_d . , � is•ss sa•e..eow t�c oe wa�a). $ i � � >> j� � ' ' I i ' ; 1 i � I 7 i i ' , � VAUk.T DP.A(N OUiFIUL EL=+4.5 I { �a� LAG PI�IP 0.*1/HIGFI LEVEL/�LAF2A1=+3.5' { 7 � a LEAD PU�1P OH=+2.5' I v �, ' � � � i I (� � � g � 6 �, PUNPS CfF/1NVERT'E=-1.C' � � ; � ' � � I � �,_t. r y j � r-t' a : � � % • ��a--4.5. I , ; � /; I � 4` •- . -� . � - . d ' I � i � e STORM PU1�4P STATION — SECTION ' � — sca�e: i/z"=i•—o' � �S R, k,� �fa�u � FE°"'¢STatx-i 2's(ow) �°�a~� � '�`@ ��°..�t.. CTTY OF STRANDER BOULEVARD EXTENSION �/�+/�� FPP-1276!OGS) �� er�e��!►BAM � � � ��s 5"ow" , RENTON PHASE 1,SEGMENT 2A �' CAL�48 HOURS �./ --� � 3330191h Averiue SoutlL Su#e 300 x o `^� a,�n�wo�xs oapa�tr+,eo+ BEFORE Y�U DIG � f�:> � � �-� °"""" ` ^�ro,�e F�c«��,�t�� S7QRM Pl3MP STATION PS-8 r�d way,wa�n.,pmn�-zcoo � � � ......a � 1-$00-4245555 (206j 431-2300 rw�:(za)asi-zzso "` �O. REVI510N er w?E naaa +� �'�°°�'�' WET WF1L AND VA!!LT SECTIONS-SI1E_FT 2 `m ,sa Robew A1. Fionson ?.E. Date �105��?27 i taat sID.o M r,.e ky�mn er[u�.ews��.,c�eri rs.wAr�u�r�avM�Lu*rl%.wn-as-r.��I4+!.;,e„rrort�s''<ne.�-`+�a��n,r.a a,o,x�.iapsmo`y s�o ii � ' ( I rn 0 � n a � raEtat vau�r �� k FLOW 4EiER I i ao �p'_p' II '- I i jj vAtJIT RBA 2 � II � YAltif YAU�T 9 R=27.42 VAUtT RI�1 14 CRAVEL PA11NG� ' 11 ! EL=27.14' � P$-4 �{ { I � , ti � ' � 1 0' � a � � � � � � ' • , � � II m r � � � ."+ — 7r a�Pe ti � - - - - - - -- - - -i - -- a �- - - - : ; ii � m � a � � � � � � 3 � 5 4 4 � NIGN 17 6 � .,•• �� t 1 � , � :a GkOIAVCNAIER `O E � 1 n a=++e.a' N f . f' � . : . `' ' • i - . �.- . . . � ,;2' - 3/�-�usrm �ccx 1 t/2' - 3/a' �f2U5iED ROClc COMPAr,�rD TO 95x NAX_ C�li�ACTED 70 95X iAAX. � i DRY DEN5ITY. 12" DEP1H DRY DENSITY. 12` DEP'H NOTES: �1 CORE ANU SEAL PIP-_PENETRA710HS KOR-N-SEAL O�i APPROti+EO EQUAL�OR PfPE SZES 1' AND lARGER. GRCt1T�Fl PIPES UNOER t'IIOTH N�i-SHRENK GROUT. 2O b�-0�x-4'-0'(CLEAR OPENfNG) �OUBIE LEAf ALil41�MAi ACCE55 HATCH. H-Z4 RATED. LW PROQlUCTS HDSES-3C OR APPR01�•"v E4UAL Q 20'IN-UNF AUGNETIC FLOw AIETER (flC). SIEIAENS SITRANS f'N OR PPPROVEB EOUAL O4 2Q k 12'f�DL'QNG TEE{flG.) I �S FRP RE?RACTAB(E LADDFR W/ftEiRACTABI£EXT£NS40N, SEE� 2 �, 0 2a'x 20"COIGC�ITRIC REDUCER (M�). � Q 20'a s�o� (re). �Hcn� �s�a'o 0., ` (� tY-4'x 12'-0' (7NTEWaP1 OIAFS}ARE-CAST CDNCREIE VALVE VAULT. FUL�iHtp(N�SS U7iUfY vAl;lT CUSTOY SIZE OR APPRQVID fWAL � Q 9'-4" x 6'-0' (CIEAR OPE^NNG DOUBLE lEAf ALUYMIUM ACCESS HATT�i. H-20 RAT:D LiV Pf20IXiCTS�0-5 UR APf'RO:fD �QUAL Q SUNP CAST iNTO METWE.LL WTH 4" SpdfD 40 PVC DRA1N PLUTABED TO YYETN�EI.L U � � �� 24'q FORCEYAIN. SEE DWG PS-2�OR ALiGf�d�1ENT hND Pr�.E. � 1�7 2�'RESTRAINEG FLA.'dGE COUPUNG ACAPiER. R011AC�R APFROVED EWAL � 1�, SS/�D,�ISTA�.E P�E SUPPORT STAND. COOPER B-LINE B3045 OR APPROVED EOUAL � Q4 9'-0'x 7-fi'(IN7ERNAL DIAfS)'RE-CAST CONCRETE FLOW-11ETER VAULT. FUIt THICKNESS U11LfTY VAULi�ISTOhI OR APPRJYAL EG1AL � (� 20'Bt�10 FtAN(�{FLG}. � 10 yp'Ft,pagt�t�ES1RAINED PPE GOUPLRrG FOR PE Dt PlPE R011AC 400RG 0!t APPftO'JEC EWAL. � � 1Q CONCRETE Si1PPORT BLOCK. ItINWU11 WIAENSIOfvS AS NOTED. b 19 4"PVC ORtiN TO W£TWELL � c STORM PUMP STATION VAULTS-SECTION PS-6 SCALE: t =!- � � g ��S R �� 7lit�p '� FEDAJD:57PUL-7276(004j �(.°x�A�"'c �' '°"` .��. CITY O�' STRAMDER BOULEVARD EXTENSfON �/�<lt� � �� B�erger��QAM `� � � 5"°w" , H�a-�z�s(o�) j tF ' Mw RENTOIV' PHASE 1,SEGMENT 2A ,,,� � CALL 48 HOURS � °"` � BEFORE YOU DIG 3�°l9"'"'�„�5°"m,s�e3°° �F�6G ""B �hn� wo� ��aan,.,�� ,� � f--=;,�-{ �T+•"u �pproveE For cN�u«� STORMPUMPSTATION PS-9 � � r�eeern�wa�,wasn�m 9eo�a3-�ao WET NtELL AND VAULT SECTIONS•SHEE7 3 � t-800-424-5555 (20G)431-2300 Fax:;2b6)431-7250 '�`�V �� REYtS10N 8Y , DATE (APPR � �J°�" Robert M. Nonaon P.E. Date 196 227 �� - ---- --- �--.._'-- ---'�_..�- � - � --� �---� - .r_.._--- . .__._------,... _.._. _ .__----�—�---- -...__.---'_'— �-�- -- ___-_ --'- --. — __._ ...�-��. 0 � a h� � e ¢ � � � EXI+AUST fAN AC.IUE YO 300 4�t APPROYE� � _dUAI: f",W TO il0Uf17 WSI�E ATTiC SPACF � 9 f � U t � 1 ' �r+eus� ��+,•acuE cav+o �naaio�.�o �� a�ci r- EQuAL; �10uF1T T4 Rt�.?RQV10E tr�ECT FNhC NOTES � S�EEN AkD MOUNTNC Ci1R8 � 1. SEE QsNG N0.PS-16�11R HEATER SCNEDULE �� )/ 2. tLE��EiICJ4l CON�RAC?�t:91Aii PR41VI9E�QRDtRT AND �� FROP06ED Cpel&'1A?HXd.WUVER tONWCI'�RS TQ PE)NER AN6 CON7'RiA iiYAC.SEE 4'NG N0. (Ta'P�; POTZ"•1RfF EFU—NS FS—tS_ _J iIXlVER OR APPRWEO EQUAi; t2' � , i�E x 1Y tl(Ss: IIOIAIT 16' ABpVf FIMf9�0 GRAOf. ?RDYI�E uou�+nMc s��w et�cz SCkFEN: PROvffiE MOSOR pPERpTOR E*JR OPERABEE�:l4�ES. '�� o � �� b� � � � ; r t f PRU°O�D EIEGifGCA: EOU�YEi1T(T'tPK,A1) $Ef P5—tg FOR�7P7� HVAG PLAN � � !'-e' � � Vt C � , s A+ ~� li = �' �6 � � �� r ad�� s�o�' 5i}' � Fewfo: `� —�i; "�` ��°�. '�,. 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ALL ALil4fNUAI El(iRU90N5 SHALL 8E GRFAE 6061 T6. $ � S. USE REDHEAD'S'iRUBOIT"STA�iLESS STEQ A+tCHOR BOL1S FOR THE S11WNG M�Eil.BRAq(EIS. o Nt1T&lOCli wnS+�ER ' \\ 2'�Q'.125 SOk1ARE � � 6. iHE SltilkrC 51EL1 yUST yQj BE P09710NED it FRONT Of THE NCET PIPE. �UJ1tIM�1 PIPE .� 7. STILLWG NELL PIPE TO BE 8"SCFIEOULE 40 PVC GR 3034 PPE. � � �_,� �, � 1 LEVEL SENSOR AND STILLING WELL ' � B0TM � 4 � 0 5- SCALE: t/2"=1'-0" - i + � � � ,so u�� j ' �ItSSEi CUT TO °, d SHAPE AND Y�1.DE6 j / %' R � A SECTION 8 SECTION � SCALE: HTS SCAIE: NTS � - - � �1.�� c:�TPu�-i2�e(x4) ��ra�w� .,.m �.. �-�2��(005� �� '� � � •�"'•�•w�., CITY OF STRANDER BOUIEVARD EXTENSION 7/�+/�+ � � Berge�,A.E�AM � "'�" RENTON PHASE 1,SEGMENT2A � ��' CRL!_48 HOURS � 333019fhAvenueSaiM,S�ite300 p�,� .�+" �� L�� n�, Pubbc w�. Departmerl '"` .. BEFORE YOU DIG Fed�s�wa�,��vas�x�eo�yeao3_uro `��`�`� � r w�euwv� Approved Fw co��uoe��n $TQ�ih(p(1Mp gTAT10N PS-1 1 � 1-800-424-5555 (2(16)931-I300 Fm(:[206)431-2250 �� N0. 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SNOW LOA6S � COHNERS APiD INTERSEC710N5 Of WALLS AND FWN�A1tONS: SZE: Sx8ut6(NWUNAL}. 2 CFLL UNITS. 2. SHEA TYPE3 ROOf.........................25 PS'r M�IiYU4 R�JOF SNOW LOAD COf37� BARS"cOIiAL M 9Z� AkD HIpIBs'.R TO HOitIZONTAL TEXTURE: SPIt?fACE{ONE tEX7URED fACE} A. ROOF SHEATHA�tC� 7/16' INOEI(24/16 8. 28 DAY COMPRESSi�E ST(�NGiH, fm OF t500 P5l 3. PI.YWOOa UYWT Ml0 IMSTA1Jl�ilON: RF.�'ORqNG.l.EG LENG7N: 48 BAR DkA1AE?ER(2'-6'YIN�IUN�. +1 UY OUT PLYN�OW TO ELBIINA'E iND1kS lESS iHAN 1'-0" � 2. DESIGN U1ERAt.LQADS fOR NEW CONSiRUCT10N, UNO: 4- DO NOT FlELD BEND,OtS�LaCE, N£LD, HEAT:k2 Ct1T RElNfORqt�EG 2. GRpUT: PER SPEqRCAl1WIS. ONIY GROUT CELLS CONTAIt�1G AT ROOFS. UNtESS ALL EDGES OF UNDERSIZED PIECES ARE A_ NMIp UNLESS INOiCATED ON TIiE URAINNGS, OR APPROVED BY REit��tqNG 6ARS SUPPORiED BY�OCKAOG 106 MPH E7fPOSi1RE C STRUC'fURAL ENGINEER OF RECOR�J. 3. 5��92p�YASO�tY 40RTkfZ PER SPEpFlCATIONS g. p(t6V10E PAN0.SPApNGS At�CORDiNG TO APA RECQ11►tENDATIONS. 5. p�q�E';FCif21CAl CON[,X11T NEAR CENlk3t Of SLAB. 4. L�OSE GRANULAR IH9L'LAiION � �w �� 6. 1.l�AYlq1 COVER FRpM iANCRETE Slk2fACE5 TO REINFOR(7NG: G NA{L ACCOROiNG TO SCHEDULE AkD DRAWMIGS. � B. SfIA�11C A. 3' + 1/2' TO BOT'01!OF FOOTWG '� htAiERIhL PERUTE C04�11NG W/AST►1 C 549 OR 4. PR6IECT ROOF 31EAri+ING fROM EXTRFJAE +AEi CONDIflOMS. � S7TE CLASS= D Stls= 0.98 Sdt = 0.51 �. �,y� ��BS-�y,�� VOAlCld1TE COAIPLYING Nt1H ASf1A C 516. SIAtfACE TREA7 a 1e = 1.00 Sf1SWC 6E9�1 CAIE(YJRY= D %• RpH��tqNG LAP SPUCfS CONFORY TO Ap 318'BUILDNG CODE 8. H�STAllATtON.�1ti5TAilC NJ ALL NOk-GROUT£D CELLS TO NAlLfNG AND COPiAtECTION SCHEDUtE � GENERAt NO Ok DRAfNINGS:RE9IFORCEO COMCREIE�� AS SHOMM BE1.OW. 5. 71'P:C�REII�LORC�JG{UNO} ASTII A 615, GRADE 60. 1. USE �HE=0LL0'A9NG I,lN1Ml.�i NUlA9ER OF NAILS Fat W(7C0 MEIA8:RS, � 1. h:� STRUCTURAL HOlES.ARE A SUPPLEHENT TO THE STANDARD h NOWZONTAt REWfDRCEMENT: 2 UNO ON 6RAINKCS. SPEqFlCA?16NS. TOP A 5 Olk S { )j�4 C01�111NUOUS Iti BONU 2. MAI! TYPE COM1tON,tA`IO ON DRkYANGS. 2- STANDARJS AND CODES RfFERENCED fN�SE NOTES ARE hkE VEAS{ONS 9 BEAMS A7 4 FT, B fT, TOP OF MfALL (2) �4 Ct7N�INU013S CONNECTION .� p !N LIN?ELS lu'30YE OPENINGS: = WOST RECENRY A�OPTED BY 1}iE PERMITfING AU!}�RI1Y. B• yER71CA1 REINFORCENENT: {1}�5 AT 32' OC ANO AF EACH g J. VEP.tFY DNAEN510N5 At�3 C'JNDITiDNS N97H iHE CiV� DRAWIN65. 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MAN DOORS �OMPLEIE GROUIMlG OF ANY�CiION OF WAtt iN t DAY ,1(Y{NS MANNLLE,KNAilf FI9ER(7.ASS, OtlIENS �ORl�IG, Oat APPROVED B. SJBIJIT SH�DR4YANGS AND CAtCULAilOWS SEALED 8Y A 'M�H!10 IN?ERRUPTlpiS GREATFR THAti 1 HOUR BEiNEEN EWAL STRUCRIRAE Q�IGItiE%R REGJS�RED lN THE 5TATE OF WA. GRQST POURS. FORIA A HOPoZON7A_CONSTRUCII�N �NT i. �u�r u�r,�xnr ca�r�c�o w000 r�usses. ANCHORS IN CONCRETE ANQ MASOAtRY 9Y STO,�PING ALL WYhIES AT'HE SA11E EIEYATKJN ANp LlGHT METAL PIA�E CONNECTED WOOD TRt1S5E5 2. ANCMlURAGE G"E�tNP1lENT. STOFFING T�iE GRWT A YINN�/ld OF 1-i/2� BEtC'll tFIE 1. INSTAII ACCORDfNG TU NANUfACTUR.ER'S RECOMYENDATtONS. CESI(?i 1FtUSS SYSI�1! ACCGRaNG TO PRONSIONS �"DE9CN 3_ F�ERGLASS REINFORCED PLASTYC(FRP}PtAtFGRA1S AND LAD6ER5. �tORTAR JOINT. STCf GROUT POUR A MINI1qA/ OF i/2" �, � 2 INSTALL 1Ni}+C�ITIhUWS��ECT1flN ACCCRDING TO SPEqAL . SUBNIT SHCP DRAM�dGS PRIOR FO fABRICAl10N OF uATER1A1 INSPECSION �1t0(�iAli. BE1011-ikE TOP tlF 7HE pA50t�2Y AT B�NO BEANS. 5p��p►�FOR LI.^,1{7 11ETAt PLAiE CONNEC7ED,�i00D TRU5SES', 3Y 3. EXPAN90td ANCHORS CONCf�7E ONl CONt�tE7E AUSOtiRY UTlkTS�iAi.t.BE DARK COLOREO. i1�1RUSS PUTE INS?INYE. UNO. A. ICC-ES-APPROVED; CONFORM TO ff-5-125. CRflUP N, TYPE 4. COORDINATE COLOR SElECiION 1MTH ?HE GiY Of RENTOM 2. TRUSS DESIGN CRITEPok PUBLIC'A�RKS DEPARiIt1ENT. SITE PREPARATI�N �.,��, ,� �� 5; �• REMOVE EXISTINC FtLI AS RE'�UIRED TC CUNSTR{JC'BUILD�IG FOUNDATIOPt. B. YA7ERIAL: }�T-OIPPED GALVAlMZED ACCORDING TO ASTY A 153 ! DEAD LOAD: 10 P� C. ACCEPTABIF ANCFfORS(OR APPROVED EQUAL): z. sncx-Fl��xcnva�nrt�ns w�m sr�ucn�Rn�� ns o�scR�n s��w. fRAMING UJMBER i.uv��o�o: 2o Ps� f. '1RUBOlT+', BY IIYf RAYSET/f2E0 t�AD. 3.�71py1 EOA}: ?5 PSF 3. N071FY 1HE ENGlNEER Of lJJY SOIIS CCNS�ERED lM1SU1TABLE FOR 7HE 2. 'POriER-STUD + SUt", 8Y POWERS fASTEkINC INC L ,(AdBER SPEC�S: DOUGCAS FlR-l.ARCH 4.WN� INWARD LOAO: 35 PSF � SUPPORT OF 1}�BUkLDNdG PRIOk FO CONSTRUCil�1! CF Ttk"FOliFM3A7lON. 3. 'KN9i(-BOIi TZ', BY H1Li1 fASTENING SYS7EAIS 1NC. 5.NET N�lD UPl1fT LOAD: 19 PSF � 4. ADHESIVE ANCHORS (CONCREIE OR GR011TED YAS�JRY� �� GRADE LUIIBER ACCOR�tdG TD RIA_ES OF NEST COASi LU418F3t 6.i�CHAtUCAL lOADS: AS SHO'NN ON ORAWINGS � STRUCTURAL FILL OR BACK-FILL A. iCC-ES-APPROIrID tKSPECTOti BUREAU (WqJ6). 7.J1£LOAD OR SNOW LOAD DEFlECT10H: L/36Q MAX 1. S1FUCiURAL Fl!L AtA7ERIAL' B. ANt�iOR C�lAAONEtiTS: AI.L-TFk�AD ROD,NttT.WASHfR AND 3. tt�ABER GRADES: 8.�EAD + LIYE LOAD CEFLFC�ION: LJ240. A1AX � AONE�V�INJECTiON GEt.SYStQA. �ZE '(.�AS9F7CATlCN G2ADE A. SIIID Ni0 GRAVEI.MIXNRE 4R CRI:SHED ROq(. 3• PROVIOE TRl:SS AND CCLIPRESSId£MEA�ER EA7ERAL BRACING AND C. ANqi�i R4DS: A. M;SC 2Y S1El19:RS N0. 2 'Ft�710N AND�RAIN�NT LOADS.INCLt1D�IG 8. �(�qpEp FRpy Cp,V?SE-70-FlME Mhl LESS TFiAN 10X 8Y MEtCkT OF?}1E C�7NECTIOiJS FOR�i5� S_ RODS YATH ROLlfD THREAfAS. BRAC�IG fOR MiND UPL�T. NtNUS 3!4'fRACII�PlSSMiG THf ND. 200 SIEVE. p, qNLy{q(2 R00 NUTS; CONFOR�t TO ASTM A 144. 4• YAXIIfUY h10t$TURE C�+ITEN�. 19x AT 3X OR lESS � �• fFtEE �ORGNNC5,RU9B!SH,CLAY BALLS MD��G(S LARGEft TNAN 4'. 3. R00 MATERtAL ASEL{A-36, HO7-pIPPEB GALVANILD (LEAST Dl►IEN90NSj Uf1ABERS 4• COttNEC110N PLATE �SGN: '3t1h].OPE fl3U. DE9GN SiRESS lN A MEMBER. Z PLA(�STRUCTURAL FlL' M L04SE L�TS, MIA)6#1UY OF 8'IN T3RCICNESS. Ai.CORDING TO ASTY A T53. 5. �RES�IRE ?REATED YAIERiAE: PROH1� A AtlNiA1iJM 1RMt5FER AT ANY NEuBER OF 2,0�POUHDS. � D. ACC"cPTABLE ADHE9YE EN.£CllON GEL SYSTEA(S(OR APPROVED EOl1AL}: 3. COAtPACT STRt1C'NRAL Fk.L TG A 41MIAUAI Df1lSETY OF 95x OF AIAKIAIUM DRY t. 'Hli NY-t50 AIAX 50',8Y HIL71 fASTEN(NG SYS1EAtS, iMC. � �F�RE TREAT?U�lES AtiD LfLGERS IN �OhTACT Yk1N OTHER WOOD CONNECTlOtVS DENSTY, AS DE�ERAiNED 8Y AST11 D 698 CONCR£lE OR 11ASOPIRY ACCORDR�G TO ANPA STPNDARD C-2 � <- VERSFY ADEIXiACY OF STRUCNRAL FlLL COIAPAC710N M17H RAlll10Y FlELD DENStTY 2• �SE;-%r''. BY SIYPSCN S�RONG-AE COMPANY, INC. B. LABEI Pf�55t;'2E-iRERTED LU1�ER 1MTH T}fE A'd�PB 1. fRq►A;NG WNNECTORS: �APSON STRONC-flE OR AP?ROVE�. FlLl ALL NAIL �5�� 3. "PONfit-FAST PE 10G0+'. BY PDYtE'rtS FAS1ENiNG COMPANY, INC, (p��CAN N�00 PRESfRVERS BUREAU)WALIIY YARK. h01E5 1MTN NApS AS�ECff1ED 8Y hiE COFPIECTOR MM'�UFACTURER, JNQ. e � FEi�APPLY PRESERYAIIVE AT it�Q175 OF 2 pya�qt gOLT$: ASTM F 1554 GR 36. � FOUNDATIONS ��-rnEAt�D Lue�B�t. 6. SEE SqiEMJif AND DRAINNGS FOR NAtLMG. 3� PROV!DE HOT D7'?FD 6ALVANlZE6 flN1SH CN ANCFiGR�L?S. EXPAN�ON o L FOt}NpARON�ZE$BASED OFI AN ALiCWABLE SOfL BEARING PRESSIJRE OF 1^W ANCHOR$�t THREAOED RODS USED TD COrMECT PRESSURE TREATED pSF. UJ118ER FO CONCRETE�t AtASONRY. 4 2. PLACF FOOPNGS ON F1RN, UNDISTURBED ORK�NAL SOR. OR G'1 51Rl1CTURAL 4• PROVIDE STANDAR'J PLAIE WAS}�RS UNGER NEADS OR N�TS OF BOL'S � FlLL. PLACE A U�!}AtUM OF 6'OF'CRUSHED ROCI( ��OW SLAB-Oti-GRAO£. BEAkNG QN WDOG. S'EE'ST(tUCTURAL Flll OR BACK-FlLL'NOTES FOR STRUCllJRAI FlLC o INFORilAl10N. R 3. 4R10R t0 PUCEMENT Of CONCRETE,REYQVE ALL DIS?URBED SOtI FRON f00TWG fXCAYA710N TO NEAT LINES ,� 4. PIACE VAPOR RETARDER A80VE �tUSNED RUpC COlF2SE BELOW gA8 ON ' GRADE VAPOR RET�ROER SHALL 8E ASTIA E1745 CLASS A aR 8. INCLWE 1AANUfAC'NRER>RECG`�NOED AOHES�f OR PRESStI�SEN9nVE TAPE. DO � NOT PUNCiIAtE YAPOR RETARDER. ,��_+� r. ^� w � �oao:srPu�-�va(ooa) o,�" o`��t """"` `"` �,o,.�,., CITY OF STRANDfR BOULEVARO EXTENSiON %/-+/+� � HP?-7276(DOSJ $ ��' mm � �'�'! �' CALL 48 HOURS �� e�'1�.I�AM ..,."`" RENTON Pt�u►sE y,SEGMENT 2A � 3330191h Arert�e S�outh,StiOe 300 ¢o � ,� x•a . DATUM P��M�Co��evueUran ,� BEFORE YOU DIG Fedaei W�.w��aoa3-moo `°'�`' � , � �� R�° ��AT� PS-22 � 1-800-424-5555 tzoa)a3i-z�oo �: asi-vso �`"'�� o. � a�ns.orr eY are i aa� ��-• - S1R'JGTURAL h�TES-SHEET t ��) i :n� RoCeri V. Henaon P.E. Oe<.e 119 227 I f I � N � n-i MEfAL R��FiNG SYSTEM SPECIAL INSPECTI�N PROGRAM NOTES: �I W PRONOE AND INSTALL A COYPLEIE, NEATi�ERTIGHT ROOFING SYSiEu, �� r�or�su�a�r novnNc�n Non�cnnor� o�consrnuc�a+ ncnwnes INQt�ING INiEqUl FLISNING AND VENiED RIOGE ASSEMBLY. TO�HE ENp+IEER ANO OWMER TO N.LOW FOl2 MSAECAOId OF 'NOPo(. St�PUER: TAriOR AIETAL PRODi1CT5, 5,41.E1i, �R; OR EWtUILE►i7 • 2. NMNtAIk ACCESS F6 Wt1RK RcW�NG INSPECTiON tAdllL{T HAS BEE1J INSP£CTED ANO MDICATED TO 8E(M C6Ni0RMRNCE. APPf20VED BY ENqNE�t. J. DEFtFNT3p�S � WA�tANTY: 30`�EARS Ott PAiNT FlNISH.50 YEARS ON RU57 TNROUGH A. C01�lTtNUWS IM�ECTION: THE�iSPECTOR kS�SERMPIG I}�WOFX R(�F PANEtS: REQIqRAtG INSPEC110N AT A.IL?11�5. m A PROFlLE: 1 1/8�BY 12'PMIELS YY/�l1tP-TOGElHER LOCl� SE0.1A5 B. FEPoODIC ENSPECTION: TF�nvSPECTOR IS OP!SITE AS kEQl,9RE0 TO z B. 11qTFRlA1_ 26.;AUt�SSEQ,CONfORht TO ASTM A-65J G-90 HOT CONFlRY TFAT hiE WORK REQl31PoNG INSPECAON IS�f CONFORNAlJCE 1° DIP GALVAWZm 4• 5PEqA: lNSPECTIONS SHALL COkFOf�l TO SECTIONS 17D4 4ND 170�Of � C. F941SH: T}�tEE COAT, 1HERA10-CUR£D Wf lOX RE9N5 THE 2Cd9 IBC. ¢ � fASTENfRS: CALVANI�t}; DEStGN FOR MIM►JINd pF 55 PSf W1ND UPIIFi. 5. �q��NSPECTIONS A►� ASSOCIATE� TESTiNC SHAtI BE PERFOR►IED BY � PANQ FABRlCATI� FABRICATE FANELS Af FACTORY. T'ff�� a ROOFlNG SHAII BE�APo( CaLDRED. COORaINATE COLGR �LECi101�! MiTH 6� THE SPEqAI MISPECTOR SHALL OBSERVE THE INDICATFD MfORK fOR '.NE CTY OF f�NTON PllBLIC WGRKS DE�ARi►fENT. CONPUAN'� N11H THE APPRO'hl}CONSTFtUCi1pJ OOCUMENTS. ALC a DfSCREPANqES SHALL BE BRCUGHT?0 T4iE AT1pdTPa1 OF TNE m CONTRA:TOR�OR(bRRECT.Ok AiVO NOTEO M THE INSPECTI9l1 RfPORTS. � MAN DOOR �. iHE�'EGM MSPECTOR SetALL FUFNSH INSPECiION REPCRTS��R fACH INSPEC7fa1 TO THE BUILaNC OFFlqAi. ENGINEER, CON1fiACTOR. AND � PROVI�E AN8 1NSTAi1 Ait COIAPONENTS FQR A CO►IP�'TE DOOR. FRA11E AND ONNER. T!iE SPE�AL INSPECTION AGENCY 9iAlL SUBIiiIT A RtUL REPCRT LOCKSET. lNDICATING TF�WORK REQiARMG SPEGAL W�EC710N WA$INSP�CIED AND $ PRODUCTS: �S IN CX7NFORlAANCE NAhl iHE APPROVED CONSTRUCTION D4CUi�ENTS AND A. DOOR: AMWELD 251.f SERIES� BY IUANElA 81111D1NG PR�UCFS, ?HAT A{1 D!s"CREPANC£S NOTED Ni THi lNSPECTION �TS HAY BEEN GARRE7TSVkf,tw,�t EOutvafENi APPROVEO BY ENG�ER; FUEL CORREC'ED. F�USH, 7-3/4'T#iCK, iBGA PIJIELS,GALVANIZED FlNISH.POLY57YRENE s. ��uGv��s�s.�Ea BALENT A°PROVED BY ENG�ER; STRUCTURALTESTING REQUfREMEN75 �6 GA GALVAHI�D MATERIAL, WEIDED'AND GRC{;ND SAt00TH t. STRUCTURAL FlLL OR BACK-FILL: VER#Y CD�IPACT�t'�I7H RANpOY FlELD CONST�UCTION. C. CYUNOERS: 1HE CONIHACTOR SHML NR�IESH ANC tNS7At.A'1 �� S�' SCREW-Mi SYPE C11.1lIO'cRS AND KEYWAYS TO ESTABUSH TNE fAqLilY Z• CONt�TE, GROUT, AND►tORiAk VEPoFY STRthCiN MSTH COAIPRESSIaN STANDARD. 1NE"„ONiRACEOR SNAl1 PR0�1DE CONSTREICTION CYi1MDERS 1ESTING OF FlQD SAAIPIES. ANO KEYS fOR U�DURiNG CONSTR;1CT10N. EOLLOMNG ACCEPTNvCE, owHee wAu�-�c�r�cw�+o�s+�r� �snocu sa�a cr.uao�as. STRULTURAL OBSERVA710N5 D. DE9GN: PROYIDE LEVfR HANDLES AT Ait LOCKSETS OF TFfE BEST 9K SERIES, Ufq£SS OIHERWISF NOTFD. 1. S1RtJC1URAt 085ERVAT�NS SH,1iL CCt;FORM 'C S'cCION '709 OF THE 2009!8C E SIRIKES- PR01Al�E�ACH LOqCSET,HAt�SET,OR DEAOLOC(('MTN A 8CX STRUCtURAI OBSERYATI�}S SHh:: Bf MAL�E AT TNE FOL:[JVANG STA6ES IN h� STRIKE. PR04�E STANDARD TYPE SiRIKES 1H1N �J(TENOED LEPS YMERE CONSTRUCTItXd: REOUIRfD ?0 PROTECT ADJACENT 7R}#1 FROM 9ESNG�tARRm 9�UT�i � PRIOR TO FlRST CONCRETE P6U� BOLT. VERIFY Ct1TWT TYAES PROVIDED IN �tETAL FRAAIES. �ptkql!(�idqSpyRY CONSTR4/^AON. F. FlLL f,�Tl,L fRAME �4?44 GR�!?AF?ER INST�.;Ll+RON. 'DUR�I(:AOOF SHEAIWNG tNSTAt1A]ION. SPECIAL INSPECTfON PROGfiAM 2• STRUCTtlRAL OBSFRYATIONS 5?{ALL BE P�.RfORMED BY TiE E`IqNFE� Of R:c�t� TYP�OF"Y!�{tK CONTBJUOUS PERtJCIC at!9S Ik"SiGNEE. ' 1HE CONIRACTUFt IS RESPONS�LE fOR N071FYIN6 THE ENqAIEER IN ADYANCE SOILS CF iHE STAGfS LIST� A60VE. �2ADEHG EXCAYATION&Fii1 x 3. THE E4IGWEER OR Ht5 DE�IGN£f SHALL C85ERVE 1}iE It+R�GAip WORK F6R �� GENERAL COYFORNANCE WI1M THE APPROVED C�ISiRUC710N DOCUNENTS, PLACEIJE'NT t7f REINFORCIN6 SifEL x Ait DISCREPANqES $HALL BE 3ROUqiT 70 1FiE AT7EN'FbN OF TF� CANiRACTOR FOR CORRECTICN ANO NOiEG W TI#OBSERVAlION REPORTS � �'lA7kG OF REiMFORCED CONCREIE X 4. h�ENGNEER SHALL fURNISH 03SERVATIOP!REPORiS F�i � STRtiCNRAI 11ASONt�Y EACH 517E OBSFRYATION 70 TF�05MER. UNIT p ACt1lENT 1( � ?LACiMENT OF RER1fORCiNG S1E£i X GUTTERS AND DOWNSPOUTS �20UT SPACE x t. ��RS �ND 304MSPOUTS S�tAL1 BE YANUFACTURED, FOR1d;D GUTTERS AhD �tWT?LA�M.NT 1( � A:iHE51V_.4N(kIOR(NST.411A110M X DOMNSSPaS7S OF Z�1C-.^,�7A� Si}�L PRE-PAINTEJ TQ YAiCH Id{�At ROOF COidR TWCKNESS�qJT1ERS AND DONMS�WTS SHAtJ.8E G.62E sNCH,uiNiMUu. CUTTERS ,� SHALL HA�E CONTI#lUOUS REIdQYABLE LEAF SCREEN WITH SF�_T A(ETAt h�tAYE � W(X70 D�APNRAGY"AS'EWNG X � CON�2F1'c ANCHORS X < � 3 � � Q � � & � fi E �tD A. �'I!�I � �oao srnv�-�z�e(ooa? o r�w� "w<<<� ,� �rs snowri �'"�°••� CI'TY OI� STRANDER BOULEVARD EXTENSI�I �/�4/>> � Hr�a-�z��ioos) �� T��.A 7?e j��{ 3 .a+ RENTO�T PHASE 1,SEGMENT 2A ,,,� � CALL 48 HOURS �./ ll I'117ritvt � � "'wce Punac worta oeportmene � BEFOREYOU DIG ��'�^,��30° "�`r'° � �� a"'�' c�� N� approVad Fof Conatructao STOA1d PUMP STATION E�'S-23 98003-2600 '� y 1-800-424-5555 (206)431-230G Far:�za)a3i-azw �'Dp'•"�E"" rio. R�swn ' er , o�Te n�R •°��•, _ :lSC RcGert M. 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Dote 121 227 u� N S-2 B tOt �IE1RL ROOF!NG Po��L�S uETA1 9fr�NG --------- ------------------ � 12 12 � 6�— ��6 � '.OP��IASOFi4Y 36.33 � TOP OF IAASGNRY 36.33 � � t �i a � aoxH�cut SPUT FACf � � CAIU� TYR INFN(E LWVER � � p (16'1(16')t�1U OPEN�IG � = DOMNSPWT $ SPUSH PAO 4' CONC. LANDING PAD 2X FF 2�.67 � FF 2?.67 � r---------------------� r------------� i �.;��r�;ti..—�'----------------------`� , c:�s,... �..�;C��—i/-----------\i--�s.�,��U<:.< ...� �. ELECTRICAL BUILDlNG-EAST ELEVATIOP! c ELECTRICAL BUILDING-SOUTH ELEVATION �S-2 SCA:.E: 3 8F=t'-0' S24 �CA1E: 3/8'=t'-Oz 8 S-2 ..._ -- — --- ------------ ------- t2 12 � 6�� j ��6 �, T�P Cf AIASONRY 36.33 � � � � 70P OF AIASOKRY 30.33 � � ' ` 3 _ � � DOYM�CrilT � $ `fl � �o �n � ao uo co � 4"CGNC. �Qh1NSP0UT _ANDMG PAC SPLASN PAD s � � ; t3'27.67 ' ------------- EF 21.67 t - ----- r-^----- � a . r��-- 1 � --��— i ---��— S ' �.� � ; -t . / - \ �- � - � �'R.�.� .. .. L_1___��.��__�_��.��1�.-n+ ,�. �:"i��} •.:��',f'. :C<Z��- _1_____..��__.___1.._�': :k. .c: . 0 � ; s ELECTRICAL BUILDING-WEST ELEVATION o ELECTRICAL BUiLDiNG-NORTH ELEVATION 5 S-2 SCALE: 3/8*=1t-C° 2 SCAIF: �/8�=1'-0� � ¢fl A. �-!j�I t r �- . � �nao:stPui-ea�stooy e 6 "�'w h� _ � ,.��.�., CITY OF STRANDER BOULEVARQ EXTEPJ5(ON �/�+;'� � rr�-�2�s(oos) x' �N �tis snowrv �' CALL 48 HOURS � BergerAI3�AM � RENTON PHASE 1,SEGMENT ZA � BEFORE YOU D!G 333019rn.4�enueSo�M�,s�roe3oo �, �o ,�` � o,,,,i,� wb+K wo.� oe�rtme�a "` 9$00-4245555 �sj 3i�z'wo��i w 8'�"''AL�� so ;�� wc�� Fa co�aw�c� S RUCTURALELEVATiONS PS-25 � e�. ; a� u� ...�.., N0. RMSiON � RoCert M. hbnson P£. pou 722 227 co I N � Q. �I T- � �" sFteaTrwc Sf£�TA�. ZY7 '•2 c ��, 6 ' 6 � � � STANQ�yG SEAM � DOWELS TO �� 1 R OF1N RO� OVER MATCH WALL e REINF � . � ;� r� �� i '�` CMU WALL R_�9 BAn � 7pP Cf CMU WALL -�' �� INSULATION 36.33" c N '` SLAB ON � � rF=27.67•,_ ,• •` i/2" GYPSI3A! GRADE �n 0° 2_g5 X WALL BOARD � CC+J . I 2X WOOD TRUSS z � `v': � � 5 7/2" i ', '-j � r�',�-�.'i�' �r VAPOR CONC Sl.AB 8" SPLI? FACE CMU �'�' RETARDER� d 'NALL "' u FF 27.67' 2X - FiNISHEu GRADE 27�5' I �Y5 CQlvT . , , I � 6" DfPTH 3/4`-0' '' /� \�/\. �/i�/i\` � BTM OF FTG 26.17'� i � ' 1'-0" CRUSHED AGGREGAI'E �� :i`; i��\�� \„�� ;�:. �� , ��/��/��/�_ '.., �?�%, 2-�r � VAPOR RETARDER J 6� CRUSNED ROCK i . � SECTlON ' s�24 scA�; , =t-o e SECTION , 2� �c��: 3 a=i-o � � T-�-�- i S.0 G�NC N j �-CMU WALL CONC S.O.G. � � BEYOND I m' \ 1 1 � � 1 I � • • • F3NISH SCHEDU;.E • "' ROOf.I �� ' BA� WALL CELING � N0. NAME OF ROOM lAATERIAL fIYISH MATERIAi� F?NISH CEIJNG HEICNT � 101 ELECTR CAl HU!lDING CONCRETE CONCRETE CMU EGGSHELL GYPSU3A 60ARD EGGSHELL B'-8' � � � � � o JOOR SCHE�ULE Y N0. 6lATERIA� DUNENSIONS TYPE FRAME SIZE HARDIHARE GROU? REMARKS # O H, METAI 2(3'-B� X 7'-G" X 1 ��8� 7 3/4' X 2" 1fiGA H}/,r� DOOR INSULA730N FACTOR: DOOR DOOR SHALL HAVE A U VALUE OF 0.6 v 3I4�) PASSAGE OR LOWER R �+C�a AI ' � C r7L\i�0�_ II � 2 SCrU.E: 2=1-0 �!q gD A. �, �'I��(� . . �I € fFDA10•STPtlI-�276(004) C Ey W�'°"y,�{� ..� .ae �, � � HP?-127fi;005) ��: � � sHo� �'=�°'�•� �, CIT`Y OF STRANDER BOULEVARD EXTENSiON %/�4/>> �., �. �� er�erABAM , RENTOI�1 PtiASE f,SEGMENT 2A CALL 48 HOURS �./ "'t b BEFORE YOU I�IG 3736f9thAvenueSOuth,Suihe300 ,�z��,� "� ,,,, �,t,�, Pub�ic Werks o��.e�� ;� sti��a C r��j Approved For Com4uct�on STORM PUI�STAiION � �W�r,w�`��-�D0 �^:F" r�o. �ensroff � w� ��R � �•Q°�°•m, STRt1CTURALSECTIONS PS—Z� 1-800-424-5555 ,2LY)43?-23(10 Fatt:(206)931-7250 ;ac RoDert �1. Honson P.E. pote 123 3i7 � � N � a (1)SMPSON A�5 ANGI£ C0� STAN�ING SFJW (1}H2.5A 71E EA�11 L�2USS '" YETAI ROOF OVER ROOFlNG FEli ROOF (1)g6 IN 3 7 1/2� BOlJNOARY 91EA1HING �CORNER GELLS ORIZ 60N0 EQ NAILRIG 12 �Ak REIt� � / q - -e-- 2X S9UD BLOp(VNC WJ 6�/ rc � �� (z} z'e�u.Eo +�r 2x soue �ocK+�c �r crastaa �.,_� HUIES W/5(�..EMS WALL BCARD SEAHS(TYP) � 2'-6' � vEqT BETME'eN EACN TRt1SS � NOIiS, TYP � " • ~ �'} n Q �Z� �Y N CORNEi7 BA.RS. �i� r� � 'l"� ; � Q SiACK CCRNFR BARS OVER BDiJd �tE-PAINTED SHEt7 BFNd REMF AI�TAL GU7TERS �II. �' � ,. � 0 2x F�sa� n�u�u a�suuna+, COlf7 SEE STRUCTURAL NUTfS PAlNT FAS(7A i0 y�RppF�� NOTES: un=ai cu?� TaP oF a� w�u s/s c�asuu wnu.soaRo SEE STRI;CIURAL NOiES FOR T1P Q 36.33� wAi-:-RE�NF. �3 x 8 Pi TOP°LATE 5J8' a x 9" ANCNCH BaITS w/ NARDENFD WASiEftS 9 32"OC 8" SPLiT FACE CYU WALL W/o EMBED ikTO BOND 6Eh11 , TYP.CMU WALL CORNER REINF SECTION SP� �M�� S-2 SCALE: 1�=1�-0� NOTES: 1. ALL AiE7AL RQO�IN,^�, 7RN1, fASqA A►� Q1TT�RS SHALL 2 SECTiON BE C6hlINUOUS 2 SCl1E. 4`=0 �Q'D �4 x��0 8' O.C. 10� rAL±HOOfCS � 2 x 4 BLOqQtiC � IZ) ��x �+ WFiNER BARS. S?AqC CCRPIER 9A�2S CYER B�ID TRUSS Tt�CNORO. BEA11 RE;NF TfP X X � 1 � �� GABLE TR(SSS (3}-13d NAllS i --� �ERT EA CELI. J 1 � 1 ii 2:4 wALt BRAC£, -HORZ. BONO�EAM RpNF 3 AT NORi�i El�, r 6 AT SOUhi :ND Am O � • � SIMPSOH GABLE BRACE � :r coN►,�croa ea sro� 1VOTES: SEE SiRUCIt'RAL 40TES F�2 TYP. CMU NAt:REINF. � t,�s�vP� ,�,�w� 4 TYP.CM WALL ORNE REI F. � cuu wAu . U C R N a 9 24 O.C. S-2 SCALE: 1=i-D � • • � 3 x 8 PT TOP PLATE 6 5/8'i x 3'ANCNOR BOLTS W/NARDENED � WASHERS IMhMN 6�Of EA WAi1 BRACE W� 6'EIdBED INTO BOND BEA1A � 3 SECTION � �s- scra�: � z=,-o' , E q�D A. k, F:DND:STPU�-t276(004) � ��Ao4°"�i F� ww�.s aec f �7 � �.�,�., CITY OI STRANDER BOULEVARD EXTENSION �i�+i�t > HPP-1276(OUSJ �� Berg�r��B�AM �' ��k RENTON PHASE 1,SEGMENT 2A �' CALL48 H�URS �/ ' 4, °"�re ?uClic Worka oapore�e `°° BEFORE YOU DIG 3r�w y�w�o��-�oo E"��,m'�' � !—a�=-� nnn,a ,�:o,,,, ��ca,awc��„ � 1-800-4245555 (20uJ 431-Z300 �:tzos��si-uso "L Na. ; R�w�or� � �� ,� ,,.� � STORM PUMP S7ATi0N PS—L% .tSc RoWrt M. Haraon P.E Dale S��C��p��'S�� 124 227 � n N �� wErwEL� if I �� 11 � 1'-9' 3'-t' � y�� z II • WTtJNE OF StI8MER5lBlE PRE-CAST ."X 11 VARtES WASTEWATER PUHP BEL07Y f I CDNCRETE NETWfII "`•, '�(7 IAA)c.) LEx6xt/2 � . . {7YP.) • _ . , . : il � , `� y , vAwES (6'urvf) � � ti� S%�/L_' . ' ITWT�.1n�.1�[. • 4 � � � _ � . ... _ .. _ ` Z � �i� �—� / ' V rc L6x4z1/2 r '3 JTL�f+.Y�( \ • I • a< a �� (�' �� 1 9s. .0 . ��J, � _; e� �� i� j `„ . ^ `a �'' - �� \�J I xr.�- "' ) �d 'Zal`k \ � ..L! . a � _ O �_` ,' ! ,�� ?\..._-'�, T� � wEr�u F ----- I ----- . ----�we� � ' � I .-- "- � Q � :��/ �L6x4 Q �_ . Z'-3'x2'-2• `-' \ E ' 6• P.E►dOVA81E Fl�R�ASS _ O� f � Y`1 � F ' \ FUR�SHED W/RLADDER(TYP) � CRATING PANEL : �� l�` /1 � � = `r n � I (SEE li6TE 1} � _� Lu•Y r L�J ! � "t • �RECTAHGUU�R FRP�ADDQt i6x4xi/2 � = s v {�/ �'�"�,, . {t'-6�X 1 1/4'1( 1 1/4' ) r, . S4. RtJNGS fix4xt 2 PIPE PENNTRATAN = - ' � • SS FLOOR�2AqfET fURNiSHED n�oucr�fxp Pca�oRu .. ' ' s .� .• w/uoo�{s� Not� i) tT''P.� . NOTES: 4-t��x3'-7� ' 2� 1(8�QiANNEL �• 1. ATTACH SUPPORIRIG BRAq(E1S W/ 5/B'tkA SS ANCHOR RUGS iN REu0VA8LE FlBFR(�ASS GRATING PA'�1.OVcR ALNE9YE ANGNORS(5�►NN. EIJBEDNENn. WAS'IEx'ATER PU1fP t�� oF 2) a W�TWELL GRATING PL4N Cc_� WET'WELL CHANNELING PLAN , RETRACTABLE LADDER DETAIL PS-7 SCALE 1 2�1-0 PS--J SCRLE: 1/2'=1'-0` PS-6 SCALE: 1/2=1 7' NOTES: C PR045}E�EN�NGS Ih FlEfRGiASS GRA'ING FOR IADCFR� IEVEl SENSON. ST1.L1N6 NELL, D15CNARGE PIPING, AVD LIFPNG RAIiS. FIELD YEr'27fY LOCA7tONS, S.S. $ADdLE C1JPS 4ATFi 1/4'JiA. CAP HEAD O2 F18F'RGLASS RE7NFORC£L'r�LASTIC{FRP) GftATtNG,tADOERS ANO THpR SIiPPORT S.S.90L75. TYP. SAACRlG Pffi IfANt1FACPJRER ARE TO BE DESIGNED BY THE CONiRAC70R. (USED ON EDGE Ci2AT1NG ONL'� L6X4Xt/2 ?�o r�� ptA71NG SUPPORT Lk6X6X1/2 %� . SEE PLAN REMOVAELi PM�L � (TYP OF� \ _ ':�O' ` �s'�+�.ax��a� , � .� �� ;r,�?�� -_ �o. � � ` _—�=,�-: , � ' • �'� Z FIBERGLASS GRATlNG CONNECTION-DETAIL � - i' , i , ' , � - sc.��: 3 a=r-a /� i i s .� - i� � i�� .� � ' �=� �: i —ti �s'ati rn � � ' = J � � � r�r s�r�t 2 1 �� : � !h `/ \ ' ,. . . �_.�Ty L� � � Fi /.�. .\ / t. � � trr' .. , ' • ` 'r O i6X4Xi f 2 � ,�� ` .f A • z'xe' ct+awt+� g '�'4y,y,¢ 1-t 1/g' �� .`i � `�,•y�l � � INLET MANNOLE GRATING PLAN F SECTION R PS-7 SCALE 1 2=S-0 - $CAtE: 1 2=1 D � 5 � P�o A. k, II,(( .� rEtTAtO:SiPUI-1276(004) �q;.a �a�KGc�'� ,},�e � , � - � -.�'w.�... CITY OF S7RANDER BOiJLEVARD EXTENSION �/++/'+ HPP-1276l005) Z' AS SHOMM s CALL 48 HOURS � �rgerl��AM ' �"`" R�I`�ON PHASE 7,SEGMENT 2A ,,,m `^� w,aic worw oepa.tment � BEFORE YOU DIG ��,� '"°�"*�� ;� a�� '"r�" �a STORM PUMPSTATION c�-Ee Go� Corobue7ior PC_2 O J U " 1-800-4245555 �me�,s�-zwo �:,�a�.nso �L"` No. � aEv�o�+ a+ a,e �PR •�-• ._.�.�.�•, STRUCTI3RAL DETAILS-SHEES 2 �9G Robert N. Hortson P.E Oote � 725 22� rn � a (4)nss�reuEs: Pu/axeYi'-o' I ./s/a's ss nticxoR ap� BOC1S. ElJ8E6 5.5'IIfN � +r/V�L71 ADFIE9YE � � GUTTiN6 SHOE � : '•"11•' ip'-0'� '�' tY CONC WETN£�l F_OOR SlAB � , � 1M/f6 0 1Y� ON-CEN7ER EACH WAY FF 0.�-4.5' STANDAFU t0-0"MISIDE ;r 6'7f t' � DSAMEZER P4�-CAST CCMIC KEYWAY g COPICRETE R1SER S'cCiION ,. ''j' ", •"-"�'—�" ' ao ¢ ASi►A C 478 - � - ' T��• '3 _ � . . ""� . ' , k o $ i { -6� '� � a '� _- � /5 0 1Y DOMELS w/ 0 12' '�o • 'OONELLS � Q � � TMREA�ED MECF+AI�dCAt � ,� .r, _ � ' � �COUPLEFt - . . ' � � . ' •, � a '� ,. �� 12� X i}' + o � _ �� .CONC z � � ' . i KFYIMAY z � �___—T- f t� � U I = � 4 � � . • O r1 .� � � � . . • .ro , � � � •.• � � �O � r�� .. ,a ty � 1RE111E COHCREfE 1 1/2'{ilP.} p.{;yp� L •� < 's a • � � � � .. .��s�-��. ��e 1 � . .. . , .. , ' . . �CUTTING SHOE AND TREMIE BASE-DE7AIL ' ' � P ' "' A I PS-) SCAIE: 1 Z°=1'-Q' \\• • � �. `y + "�` .C� .C�' 11'-10� �'�� : I +',3. f C,18S.E TRENqi '� � �UND�S7UR3ETi lIATiVE SpL `SYSTElI 3. y i 8, -�-------- � �;j:%,' � — �'- '-'�� e•n�icx ca�c uo z CUTT(NG SHOE-DETAIL �;, .,:,:� �,, - ,�'��' . w/� o i z. � scn�: 3 �_�-e � , �� ;:;; >%�� c�+ra�. �cH w�, � _ '' ";�"�;;�---- - ro� � aona� , � _ i I j� i� i •. . �� \ w�Tror+u{4} �s i � i `. ��' ' � � ��eu:s o e• , r-Z' �, �c�rat �2• n+icx coKc un �' /� �� I `��i� I \ \ W' 0 12' O►d f ADFlITiONAL(2)�5 / I �� i � � � � I CORNER BARS A 6' o�'i / � I i� �� I 1 CEI�ITER. EACH WAY. ON CENTF3t GENERATOR/1RANSFORkER PAD a � i � � TOP AkD BOTT011 � i � l 7'-6'x5'-0' � � $KID NIDTH + 6' OW Al1 S�ES � � �� q1T-OUT FOR ' ~ � o � ! = � � ACCE55 kATCh ADtM110NA1{S) /5 O � � � I ` � ; � � 6"ON CFNiFR, � r--- --- - LONCREIE AAB Wf/4 0 �--CHAIIFER, � �� .' 1 �� / / I � i2'OM CEN?ER EAU1 wAr. TYP. �`1 1 �� i� I � ADDlTEONAI{3} /5 0 � �� \ �, TOP d BOTTCAI � � \ ' �� i� � ! 8' Oti CENIER � � � �� ti� SOIL � �� i �� / BOTTOM 1 i ��i� i � � `� \� � ��/ \�� % � i�\� � � � � � �� I � I / / � i � I � � i i" �� 10'-6'(�SiDE �'-D'x4'-0' 1 \ j i `� /i � ♦ \ I �� ^ �v� � qA14'fERj PRE-CASF ACCESS NAiG}1 � � I i� ,/ I � --- =---�i �' \ ♦ �-- --- -- Uf i i � � � ��i __ �i �`� - :, � � � � � � ADpTIONAL{2) /5 0 6' ` f AD�110HA�'S Cc¢,'i� � AOD1710NAL(3)�` 0 ADDITiONAI(2) (5 0 CN CENTER� BOTTOM BOTfOY `n ' 6' ON Ch7ER, 6' UN CEk1ER BOTTOAI BCrOu 6'DEPSH 3/4'-0' � CRUSH£D A(.1",REGAfE � � WETWELL LID REINFORCEMEPfT-DETAIL , INLET M?►NHOLE LID REINFORCEMENT-DETAiL 5 ELECTAICAL EQUIPMENT PAD SECTI4N fi PS-5 SCAlE i/�2`=��-0� ?S-6 SCALE: 1 2='-C r PS-3 SCALE: 1 2=1-0 � r�A w �.i,I.if . � ��:s�u�-�z�s(cw) o �W��'��<< � ,.�,:^,� CTTY OF' STRANDER BOiJLEVARD EXTENSION �/i4/41 � �-�z�s�oos} ,e„o ��s sr+owa �' CALL 48 HOURS �� Berger�►BAM r� RENTON PHASE i,SEGMENT 2A � 333019th A�SaM�.Aih 300 � ♦^+� '"�e Pua��wo.w oepor�w�t � BEFORE YOU DiG ��W��,�}� �� .�.-i °"T`'�' �va•a.d co• c��+�«+ STORM AUMP STATION § 'I-800-424-5555 �zoe�,3�-r�ao Falc:(2(16)431•7250 ��" �o. �oN sr oA,� ,a� -� �,=�:. _ PS-29 �sc aoc� u. ��o� P.E. Daie STRUCTURAL OETA►L5-SHEET 3 i 26 izy Hydraulic Report Strander Boulevard Extension Project Cities of Renton and Tukwila, Washington Appendix C - Drainage Calculations Department of Ecology Requirements Summary of Areas for Phase 11 and Phase III MGSFIood Calculations Pond Volumes StormSHED Calculations Gutter Analysis Miscellaneous Calculations Drainage Calculations Department of Ecology Requirements � Start Here Does the site have Yes See Redevelopment 35%or more of Ivlinimum existing impervious Requirements and coverage? Flow Chart Does the project convert (Figure 2.3} No 3/4 acres or more of native ; � vegetation to lawn or � Does the project add po landscaped areas, or 5,000 square feet or convert 2.5 acres ormore mare of new of native vegetation fo impervious surfaces? . pasture? Yea Yes No Does the project have 2,000 square feet or �M�� more of new,replaced, . Requirements apply to or new plus replaced the new impervious impervious surfaces? I surfaces and converted pervious surfaces. Yes No , f �� Does the project have I Requirements#1 land-distutbing through#S apply to acfivities of 7,000 the new and replaced Yes square feet or inore? impervious surfaces and the land disturbed. I�o � See Minimum , ' Requirement#2, ' Construction Stormwater Pollution Prevention Figure 2.2—Flow Chart for Determining Requirements for New Development I II I i E February 2005 Volume 1—Minimum Technical Requrrements 2-9 i ( 1 i 2.4.1 New Development All new development shall be required to comply with Minimum Requirement#2. The following new development shall comply with Minimum Reqnirements#1 through#5 for.the new and replaced impervious surfaces and the land disturbed: � Creates or adds 2,04() square feet, or greater, of new, replaced, or new plus replaced impervious surface area, or • Has land disturbing activity of 7,400 square feet or greater, � The following new development shall comply with Minimum Requirements#1 through#10 for the new impervious surfaces and the converted pervious surfaces: � �Creates or adds 5,000 square feet, or more, of new impervious ' surface area,or • Converts'/4 acres,or more, of native vegetatioa to lawn or landscaped areas, or • Converts 2.5 acres,or more,of native vegetation to pastnre. Supplemental Guidelines Basin planning is encouraged and may be used to tailor certain of the � Minimum Requirements to a specific basin(Mi.nimum Requirement#9). Treatment and flow control requirements may be achieved through construction af regional facilities. Such facilities must be operational prior to and must have capacity for new development. I� Appendix C of Volume III directs users to model vaziaus low impact ; development techniques as landscaped area, 50% landscaped area, or �, pasture. Those same modeling credits may be used when summing project areas to determine whether the thresholds zn Figures 2.2 and 2.3 are exceeded. Where new developinent projects require improvements {e.g.,frontage I'� impzovements}thaf are not within the same threshold dischazge area,the local government may allow the Minimum Requirements to be met for an ' equivalent(flow and pollution characteristics)area that drains�o the sa.me receiving water. ! � 2.4.2 Redevelopment I All redevelopment shaIl be required to comply with Minimnm Requirement#2. In addition, all redevelopment that exceeds certain ' thresholds shail be required to comply with additional Minimum Requirements as follows. � February 2005 Volume 1—.Minimum Technica!Requirements 2-91 Drainage Calculations Summary of Areas for Phase II and Phase III i Strander Boulevard Extension - Project Area (Phase 2) I Total Area = 228,867 SF � 5.25 Ac I'� EXISTING -Areas Impervious Pervious ' ACP Gravel / Land- scape Rockery SF SF SF 3,978 855 213,500 5,787 3,957 790 9,765 5,602 213,500 EXISTING AREA TOTALS Impervious Pervious 15,367 SF 213,500 SF 0.35 Acre 4.90 Acre 6.7% 93.3% PROPOSED -Areas Impervious Pervious Replaced New Landscape Gravel Impervious Impervious (SF) (SF) 104 28,563 46,288 51,863 3,597 5,142 2,448 27,994 716 48,802 5,787 7,563 12,652 118,064 46,288 51,863 PROPOSED AREA TOTALS Impervious Pervious 12,652 SF (replaced impervious) 98,151 SF 118,064 SF (new impervious) 130,716 SF (total impervious areas) 3.00 Acre 2.25 Ac 57.1% 42.9% Q:1FederalWay120091FAPWT-09-175'�ENGR'�CivillDrainagelHydraulic ReportllnfolTreatable_Areas_DOE 2005_STRANDER JULY 2011.x1s 7/20/2011 9:13 AM sheet: Project Areas July 20 2011 PH2 Strander Boulevard Extension - Project Area (Phase 3) Total Area = 263,698 SF � 6.05 Ac EXISTING -Areas Impervious Pervious ACP Rockery Sidewalk s ape SF SF SF SF 743 1,735 616 217,523 730 3,357 1,461 18,726 9,697 9,110 29,309 14,789 2,077 217,523 EXISTING AREA TOTALS Impervious Pervious 46,175 SF 217,523 SF 1.06 Acre 4.99 Acre 17.5% 82.5% PROPOSED -Areas Impervious Pervious Replaced New New Impervious Impervious Impervious Landscape (SF) (SF) (SF) 701 1,232 14,996 64,382 30,709 566 1,461 3,350 1,701 75,172 3,645 534 9,405 1,266 682 3,511 13,435 36,950 39,671 18,150 141,495 64,382 PROPOSED AREA TOTALS I Impervious Pervious I 39,671 SF (replaced impervious) 64,382 SF ' 159,645 SF (new impervious) 199,316 SF (total impervious areas) I 4.58 Acre 1.48 Ac 75.6% 24.4% Q:1FederalWay120091FAPWT-09-1751ENGR\CivillDrainagelHydraulic RepoA\InfolTreatable_Areas_DOE 2005_STRANDER JULY 2011.x1s 7/19/2011 11:21 AM sheet:Project Areas July 20 2011 PH3 i , I � � I I �E GEND �—�� I I I � NEW IMPERVIOUS AREAS m � I I �i I I I � REPLACED IMPERVIOUS AREAS E � , � ' I r 1 i� I �:�� OFFSITE AREAS �, WETLAND "J" `� i i •� � [ h � 1 a � r� q WETLAND "N" ��;y � � WETLAND I�I m ' � f�:� WETLAND "S„ I � WETLAND"I" � �,� - � -� � WETLAND BUFFER , d ', � �l � Fj f� '� � - - - PROPERTY LINES � .Q i.� � ,�_1 � o '� WETLAND "H" J 4I i'-� �I U � _� i l � �--{'�� PROJECT AREA TACO BELL � a � ! m (6.05 AC) � � � i I �� ' — �' � - � _ -- .�� ,�— � — W— ,_ _.. _ . ,� � � ` � � �; - a � � . c� \ � � . . .. ,- . �. . DER BLV D' - ,�. —„�— �— _ � - —- �---�� ►'�, \ STRAN � , z � ---— v �'� �3 � '-�� \ a�' \ II JACK IN � �-� �� \ �' � ' � THE BOX r�l Ir� I I \ ��".�� II � —� � «i I � I � - I �� , , WETLAND "A" �r 36"CULVERT \ ' � ,� � ` � � �I �� ,� � '� ' "� � _ � ' i WETLAND "B" �_. _ ;i_;� � ! •. .•a fi.• 36"CULVERT� � ' -:-. ...i rr� ^� � e �:•'•':::I II:' �-:•::� � �._.. . , . . .-.-i �,� �==�:=:=:=► � � ; ii•� WETLAND �;-;-� � ��:� �'-:� _ r � �:�::�::i ��:�- ..�,R� c.,�. :: ::� I�:�� . . . � _:. .� . � - , ,�� .�� ..� �:--�-�-'-�� i� ' c�:=�=:� ;I:��:�.�:� �� :;� i r:-:-:-:i �r:-:-:-:�,,� r.;� , ��:=f �-:�. . - . .-#-.:i ��:�::-::--: :=:� �::-� I►:-�� i r:-.-.-.- �i-. . :\ \• --� i•:u j--'- -•� �f- - ,:� \. li.:n � �: :�' :, ��:�: . . . . . . ' I:�II ��- -�� „-. : :�� , '� ��-�-�� . . �.. - •--• : �:..:....� �::�� . . . � „ � ;�.�.- •.•- '•_�_ —•'L•'•'F 80 0 8o t6o . . { .r�—� F'. . . . . . . . . . . . . . . . .•.�.�.-I.•.) scale feet CALL 48 HOURS �j �erp-�IA17AM � ��^-� CITY OF BEFORE YOU DIG `/ � � RENTON Public Works Department 1-800-424-5555 33301 9[�Avenue Sarth.Sui�300 �� OATUM �pproved For Construdion � Federal Way,Washing[on 98003-2600 (206)431-2300 Fax:(206)431-2250 N0. REVISION BY DATE APPR �'"��' Robert M. Nanson P.E. pote � Drainage Calculations MGSFIood Calculations MGS FLOOD PROJECT REPORT Program Version:3.13 Run Date:07/20/2011 9:17 AM Input File Name: Strander July 2011_Phase2.fld Project Name: STRANDER EXTENSION Analysis Title: Comments: shallow pond, 3ft detention, 3 orifice ***"'*"`*'`*Precipitation Input'"`*"'""`**'` Extended Precipitation Timeseries Selected Climatic Region Number: 13 Full Period of Record Available used for Routing Precipitation Station :960040 Puget East 40 in MAP 10/01/1939-10/01/2097 Evaporation Station 961040 Puget East 40 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number:1 HSPF Parameter Region Name :USGS Default """"`"Default HSPF Parameters Used(Not Modified by User)"""""""' 1of23 **********Watershed Definition '`*"******* Number of Subbasins: 1 ***"'*'*'Subbasin Number: 1'"'*"'***' "'Tributary to Node: 1 "'Bypass to Node None -----------•----•------------Area(Acres)--------------------- ------------D ev e I o pe d------------ Predeveloped To Node Bypass Node Tiii Foreet s.zso o.000 _.coc � Till Pasture 0.000 0.000 G.QOG Till Grass 0.000 0.000 0.000 Outwash Forest 0.000 0.000 0.000 Outwash Pastnre 0.000 0.000 0.000 Outwash Grass 0.000 2.250 0.000 wetland D.000 D.000 0.000 Impervicus O.Q00 3.Q00 0.000 Subbasin Total 5.250 5.250 0.000 -------------------------Lateral Flow Connnections-------------------------- i ----------Predeveloped---------•---- ------------Developed--------------- Surface Interflow Grnd Water Surface Interflow Grnd Water Till Forest Node Node Ncde Node Till Pasture Node Node Node Voce Till GrGss Node Node Ncde Ncae Outwasl: Fcres: Vode Node Node Node Outwash Pasture Node Node No6e Node Outwash Grass Node °7ode Node Node Wet'�and Node Vode Node Node Impervious Node Node I La�eral 1 La�eral 2 *** Subbasin Connection Summary*"'` Subbasin 1 -------------->Node 1 I "'* By-Pass Area Connection Summary *'" I'� No By-Passed Areas in Watershed *"*Postdeveloped Node Connection Summary'*' Upstream Node No. Link Type Downstream Node Node 1 Pond Node 2 Predeveloped Compliance Node: 1 Postdeveloped Compliance Node: 2 2of23 i I *** Postdeveloped Structure Summary'`'`'` Link No. 1,Pond: Stormwater Wetland-Shallow Pond 3 orifice Upstream Node: 1, Downstream Node:2 User Specified Elevation Volume Table Used Elevation(ft) Pond Volume(cu-ft) 23.70 �. 24.00 6392. 25.00 29073. 26.00 53923. 26.70 72651. 27.00 81016. Hydraulic Conductivity . 0.00 in/hr Depth to Water Table . 3.00 ft Potential for Bio-Fouling :Average to High Maintenance :Poor Riser Geometry Riser Structure Type :Circular Riser Diameter 18.00 in Common Length :0.000 ft Riser Crest Elevation 26.70 ft Hydraulic Structure Geometry Number of Devices: 3 ---Device Number 1 --- Device Type : Circular Orifice Invert Elevation . 24.00 ft Diameter . 1.13 in Orientation :Horizontal Elbow :No --Device Number 2--- Device Type : Circular Orifice Invert Elevation . 24.50 ft Diameter . 1.12 in Orientation :Horizontal Elbow Yes --Device Number 3-- Device Type : Circular Orifice Invert Elevation . 26.00 ft Diameter . 1.25 in Orientation :Horizontal Elbow :Yes 3of23 II! *"`'`**'`*'`*''Postdeveloped Hydraulic Rating Table'`********""'`' Postdeveloped Link: 1 Elev(ft) Storage(ac-ft) Discharge(cfs) Infilt Discharge(cfs) 2a.�oo o.000 o.000 o.00c 23.715 0.007 0.000 O.00C 23.730 0.015 0.000 0.000 23.760 0.029 0.000 0.000 23.820 0.059 0.000 O.00O 23.880 0.088 0.000 O.00G 23.940 O.i17 0.000 O.00O 23.955 0.125 0.000 O.00O 23.970 0.132 0.000 O.00O 23.985 0.139 0.000 O.00G 24.000 0.147 0.000 O.00O 24.015 0.155 0.004 O.00O 24.030 0.162 0.006 O.00O 24.045 0.170 0.007 D.00G 24.060 0.176 0.008 D.OQO 24.120 0.209 0.012 O.OQD 24.180 0.240 0.014 O.OQU 24.240 0.272 0.017 O.00G 24.300 0.303 0.018 O.OQG 24.360 0.334 0.020 O.00G 24.420 0.365 0.022 0.000 24.440 0.376 0.022 O.00G 24.460 0.386 0.023 O.00G 24.480 0.397 0.023 O.00G 24.500 0.407 0.024 O.00G 24.515 0.415 0.028 D.000 24.530 0.423 0.030 0.000 24.545 0.431 0.032 O.00C 24.560 0.438 0.033 O.OGu 24.620 0.470 0.038 O.00C 24.660 0.501 0.041 O.00C 24.740 0.532 0.045 0.000 24.800 0.563 0.048 O.00C 24.860 0.595 0.050 O.00C 24.920 0.626 0.053 O.00C 24.980 C.657 0.055 O.00C 25.040 C.690 0.058 O.00C 25.100 0.724 0.060 O.00C 25.160 0.759 0.062 O.ODC 25.220 0.793 0.064 O.00C 25.280 0.827 0.066 O.00C 25.340 0.861 0.066 0.000 25.400 O.S96 0.070 0.000 25.460 0.930 0.072 0.000 25.520 0.9E4 0.074 0.000 25.580 0.998 0.075 O.00Q 25.640 1.033 0.077 0.000 25.700 1.067 0.079 O.00G 25.760 1.101 0.080 0.000 25.820 1.135 0.082 O.00G 25.880 1.169 0.084 O.00G 25.940 1.204 0.085 D_000 25.955 1.212 0.086 0.000 25.970 1.221 0.086 O.00v 25.985 1.229 0_066 0_OCG 26.000 =.238 0.087 O.00O 26.015 '�.247 0.092 O.00G 26.030 ;.256 0.094 O.00G 26.045 �.266 0.096 0.000 26.060 i.275 0.098 0.000 26.120 1.3�2 0.103 0.000 26.160 1.348 0.108 D.00G 26.240 1.365 0.112 O.OQO 26.300 1.422 0.116 D.OQO �c�.�6n 1.459 0.11° O.00O .-._ . _.__ _.-��_ 0._.._ L.L�C._ 4of23 26.42G �.533 C.=25 O.00i; 26.540 1.570 0.126 O.00C 26.600 1.606 0.131 O.00C 26.625 1.622 0.132 O.COG 26.650 1.637 0.134 0.00�� 26_675 1.652 0.135 O.00G 26.700 1.E68 0.13E O.00O 26.715 1.677 0.166 O.OGO 26.730 1.667 0.220 O.OGO 26.745 1.697 0.290 O.00C 26.760 1.706 0.372 O.00C 26.775 1.716 0.466 O.COC 26.790 1.725 0.569 0.00: 26.805 1.735 0.661 0.000 26.820 1.745 0.800 O.00� 26.880 1.763 ;.347 D_OC 26.940 1.821 1.975 0.000 27.000 1.660 2.650 0.000 27.060 1.900 3.337 O.OGU 27.120 1.941 4.00'_ O.00C 27.180 1.981 4.610 O.00C 27.240 2.021 5.135 0.00�� 27.300 2.062 5.561 O.00C 27.360 2.102 5.866 O.00G 27.420 2.142 6.131 O.00G � , .48p �.1g3 6.42� _.��r�� .., .5�(_; ...�_,_ �.�--- ,. .�:.� 5 of 23 *** Post-Developed Link Statistics *** Postdeveloped Pond Water SurFace Elevation Statistics Annual Maxima Water Surface Elevation(ft) Link: 1 Max Date WSEL (ft) i2/07/1939 25.234 O1/18/1941 24.774 12/20/1941 24.864 11/15/1942 25.Q68 10/17/1943 24.70s 02/07/1945 25.341 02/O5/194E 24.888 11/16/1946 24.585 10/19/1947 25.348 02/22/1949 25.057 03/OS/1950 25.245 02/09/1951 25.487 ', 10/02/1951 24.826 �� O1/11/1953 25.20= O1/06/1954 24.436 j 11/19/i954 24.91� ' O1/06/1956 25.263 ', 02/26/"�957 25.069 i O1/17/i958 25.056 I O1/13/1959 25.2�9 � 11/21/i959 25.3�6 11/24/":960 25.232 03/OS/i962 24.775 02/03/i963 24.81G O1/O1/1964 24.8E0 � 12/O1/i964 24.975 12/28/1965 24.95? 12/13/1966 25.234 10/27/1967 25.OE2 12/03/1968 24.915 O1/27/1970 24.9E? 12/07/1970 25.1?c 03/OS/1972 25.73c 12/23/1972 25.249 O1/16/1974 24.9E5 12/27/1974 25.0?� 12/04/1975 25.07= 08/26/1977 25.8E= 12/15/1977 25.23� 03/O5/1979 2�.741 12/18/1979 26.031 12/30/1980 2�.961 10/06/1981 25.864 O1/OS/1983 25.033 03/21/1984 24.86= 11/04/1984 24.862 Ol/18/1986 25.42c 11/24/1986 25.81° 04/06/1988 25.115 04/OS/1989 25.095 Ol/09/1990 25.918 11/24/1990 25.838 0":/'sl/1992 25.186 0's/23/1993 24.737 Q3/03/1994 24.876 12/27/1994 25.191 02/09/1996 26.G87 Oi/02/1997 25.8_4 10/OS/1997 24.&"1 11/26/1996 25.808 C2,r'26;2000 24.?69 cs;os%zoci z�.�ee; 6of23 11/15/2001 24.854 11/26/2002 25.607 10/24/2003 25.':50 02/07/2005 24.889 11/27/2005 25.281 11/27/2006 24.914 O1/07/2008 25.298 02/18/2009 25.853 O1/10/2010 25.224 11/17/2010 25.538 10/02/2011 25.280 O1/20/2013 25.601 � 01/27/2014 25.:28 03/30/2015 24.880 O1/07/2016 25.570 11/O1/2016 25.C13 O1/31/2018 25.C84 O1/12/2019 25.168 03/31/2020 24.821 02/10/2021 25.522 12/20/2021 25.089 03/30/2023 25.183 O1/19/2024 25.151 12/24/2024 25.626 O1/04/2026 25.255 O1/28/2027 24.976 02/19/2028 25.113 12/10/2028 25.034 O1/26/2030 25.421 12/30/2030 25.124 O1/21/2032 25.465 12/23/2032 25.004 01/16/2034 25.957 02/19/2035 25.046 02/27/2036 25.OE4 08/25/2037 24.593 12/15/2037 25.193 :2/04/2038 24.724 O1/14/2040 25.141 12/25/2040 25.335 11/17/2041 25.162 OB/30/2043 25.012 03/21/2044 24.811 03/27/2045 25.031 02/17/2046 25.085 02/02/2047 24.955 '�2/C4/2047 25.355 _1/25/2048 24.875 12/04/2049 25.024 04/06/2051 24.851 C4/17/2052 24.736 12/10/2052 24.965 12/11/2053 24.960 11/Ol/2054 25.685 02/OB/2056 26.213 11/19/2056 25.970 OS/21/2058 25.076 =1/26/2058 25.399 OS/27/2060 24.785 O1/10/2061 25.105 O1/03/2062 25.013 12/30/2062 25.151 12/23/2063 25.483 12/C1/2064 24.998 O1/13/2066 24.75� 12/15/2066 25.123 O1/19/2068 25.493 09/23/2069 24.83c 04/09/2070 24.77G 02;�14/2071 24.7�? --. _i3;_�"1 25._�6 7of23 =2/26j2072 26.15C =2/15/2073 25.231 =1/20/2074 24.839 "_0/17/2075 25.474 08/26/2077 24.648 12/02/2077 24.947 02/25/2079 24.783 12/17/2079 26.082 11/21/2080 25.438 C2/15/2082 25.302 C2/20/2083 25.i38 11/18/2083 25.481 12/14/2084 25.089 Oi/18/2086 25.074 1�/23/2086 25.267 12/09/2087 24.970 li/OS/2086 25.401 11/04/2089 25.105 12/09/2090 25.522 O1/31/2092 25.499 11/07/2092 24.786 10/23/2093 24.823 11/30/2C94 25.024 12�14�2C95 25.C27 D3/13i2C97 25.345 � � 8 of 23 �� Postdeveloped Ranked Annual Maxima Water Level(ft) Tr(yrs) Link: 1 i.co 24s�� 1.01 24.64= 1.02 24.7C3 1.02 24.72- 1.03 24.73E 1.04 24.73- 1.04 24.7_- 1.05 24.7E- 1.06 24.77u 1.06 24.774 1.07 24.776 1.08 24.783 1.09 24.785 1.09 24.78E 1.10 24.791 1.11 24.81C 1.i2 24.811 1.12 24.811 1.13 24.821 1.14 24.823 1.15 24.82� 1.16 24.83� 1.17 24.83° 1.18 24.851 1.18 24.85= 1.19 24.86�� 1.20 24.862 1.21 24.864 1.22 24.864 1.23 24.865 1.24 24.875 1.25 24.876 1.26 24.880 1.27 24.68= 1.28 24.888 1.29 24.889 1.30 24.9L" 1.31 24.914 1.32 24.918 1.33 24.93� 1.35 24.9<� 1.36 24.95� 1.37 24.9�" 1.38 24.96 1.39 24.�� 1.40 24.9= 1.42 24.3E" 1.43 24.9> 1.44 24.9� 1.4E 24.9"' 1.47 24.°"' 1.48 24.°"' 1.50 24.04 1.51 24.°F 1.53 25.G, 1.54 25_G 1.56 25.0 1.57 25.G" 1.59 25.0: 1.60 25.D: 1.62 25.G: 1_64 25.G-� 1.65 25.0- 1.67 25.Os� 1.69 25.046 1.71 25.056 1.73 25.056 1.75 25.057 9of23 1.77 25.062 !i 1.79 25.064 1.81 25.074 ' 1.83 25.074 1.85 25.076 1.87 25.079 1.89 25.084 1.92 25.085 1.94 25.088 ��,, :.96 25.0fi9 ' _.99 25.08� 2.01 25.089 I 2.04 25.094 '� 2.07 25.105 2.09 25.105 2.12 25.113 2.15 25.115 2.18 25.123 2.21 25.124 �.24 25.i26 �.27 25.138 �.3i 25.141 2.34 25.150 �.?8 25.151 �.41 25.151 �.45 25.168 2.49 25.176 2.53 25.182 2.57 25.183 2.61 25.18E 2.65 25.191 2.70 25.193 2.75 25.201 � �.80 25.207 i �.85 25.224 �� .90 25.229 �� .95 25.230 : .Dl 25.23i -�.D7 25.232 �.13 25.234 : .:9 25.234 3.26 25.245 3.32 25.255 3.40 25.263 3.47 25.260 3.55 25.261 3.63 25.298 3.72 25.299 3.80 25.302 3.90 25.328 4.00 25.335 4.10 25.341 4.21 25.346 4.32 25.348 4.45 25.355 4.58 25.399 4.71 25.401 , d.86 25.421 5.01 25.428 ' 5.:7 25.438 � 5.35 25.465 5.54 25.474 �.74 25.481 5.95 25.483 e.19 25.467 �.44 25.493 �.71 25.499 7.01 25.522 7.33 25.522 ?.F9 25.570 E.�B 25.6C"% 10 of 23 _ .52 25.638 �.00 25.685 ?.55 25.736 :0.16 25.801 1C.86 25.908 11.6E 25.814 12.59 25.919 13.68 25.826 14.97 25.838 16.54 25.853 :8.47 25.864 �0.92 25.918 :.4.10 25.957 �8.44 25.970 ?4.68 26.031 Y4.42 26.082 �1.77 26.087 101.36 26.150 :82.35 26.213 11of23 Postdeveloped Water Surface Elevation Data(ft) Recurrence Interval Computed Using Gringorten Plotting Position Tr(yrs) Link: 1 :.OS-Year 24.7�a I 1.11-Year 24.812 '� 1.25-Year 24.8?6 I 2.00-Year 25.C5� �� 3.33-Year 25.�55 5-Year 25.=38 10-Year 25.?88 25-Year 25.5°f 50-Year 26.02" 100-Year 26._47 Postdeveloped Infiltrated Water Statistics � Volume Statistics Computed for Entire Simulation Statistic Link: 1 Totai Inflow Volume (ac-fc) 131� Total Volume Infiltrated (ac-Ft? 0. Percent Infi=trated C.CC < *'"`""`*"'**''*Water Quality Facility Data'`**'*'`*"*`'*"'` Node No: 1 Basic Wet Pond Volume(91%Exceedance): 13048.cu-ft Computed Large Wet Pond Volume, 1.5`Basic Volume: 19571.cu-ft 2-Year Discharge Rate :0.780 cfs 15-Minute Timestep,Water Quality Treatment Design Discharge On-line Design Discharge Rate(91%Exceedance): 0.46 cfs Off-line Design Discharge Rate(91%Exceedance): 0.26 cfs Node No:2 Basic Wet Pond Volume(91%Exceedance): 4119. cu-ft Computed Large Wet Pond Volume, 1.5'Basic Volume: 6178.cu-ft 2-Year Discharge Rate :0.060 cfs 12 of 23 "*"*'`**''*'"'Compliance Point Results **'"`*''`****'`** Predeveloped Compliance Node: 1 Postdeveloped Compliance Node: 2 "Point of Compliance Annual Maxima Flow Data" Predevelopment Runoff Postdevelopment Runoff Date Mnual Max Q(cfs) Date Annual Max Q(cfs) G4i?0!1940 0.142 12/Q7;'1539 0.065 C1/3_/1941 0.055 G"�/16/1941 0.046 12/15/1941 0_143 12/20/1941 0.051 02/10/1943 0.057 li/15/1942 O.OEO Q1/23/1944 0.043 10/17/1543 0.043 02/07/1945 0.177 02/07/1945 0.068 02/OS/1946 0.109 02/O5/1546 0.052 02/02/1947 0.111 11/16/1546 0.056 03/21/1946 0.191 10/19/1947 0.068 02/22/1949 0.096 02/22/1449 0.058 03/03/1950 0.395 03/OS/1950 0.065 02/09/1951 0.158 02/09/1951 0.073 0�/24/1952 O.Q42 10/02/1951 0.049 Q�/11/1953 0.059 O1/11/1953 0.064 G_/22/1954 0.096 O1/06/1954 0.054 G4/i2/1955 0.045 11/19/1954 0.053 03/04/1956 O.1D3 O1/06/1956 0.066 C�2/25/1957 0.065 02/26/1457 0.060 Oi/'�6/1958 0.103 O1/17/1958 0.058 C�l/12/1959 0.11"i O1/13/1959 0.065 12/15/1959 0.119 11/21/1959 0.068 ��2/i4/1961 0.102 11/24/1960 0.065 ��3;OS/1962 0.054 03/OS/1962 0.046 ��2!03/1963 O.D60 02/03/1963 0.048 Gl/O1/1964 0.097 O1/O1/1°64 0.050 D2/2E/1965 0.120 12/Ol/"_964 0.055 Ul/OE/1966 0.074 12/26/i965 0.055 O1/19/1967 0.167 12/13/196E 0.065 �2/03/1968 0.097 10/27/i967 0.059 :2/03/1968 0.104 12/03/=968 0.053 U1/13/1970 0.060 O1/27/1970 0.055 :2/06/1970 0.091 12/07/1970 0.063 U2j2g/1972 0.247 03/O5/1972 0.080 U1/13/1973 0.069 12/23/1972 0.067 02/18/1974 0.133 O1/16/i974 0.055 =2/26/1974 0.161 12/27/1974 0.059 O1/27/1976 0.111 12/04/1975 0.059 OS/31/1977 0.016 08/26/1977 0.051 =2/10/1977 0.094 12/15/i977 0.065 03/C4/1979 0.093 03/OS/1979 0.047 _2/17/1979 0.150 12/18/i979 0.094 _2/26/1960 0.059 12/30/196Q 0.055 =�/06/1961 0.190 i0/06/1961 0.083 Ol/OS/1963 0.106 O1/OS/1963 0.058 03/14/1984 0.102 03/21/1964 0.051 0�/11/1985 0.065 11/D4/1964 0.050 01/18/198E C.224 O1/18/198E 0.071 i1/24/198E 0.19^ 11/24/196E 0.082 04/Q6/1988 0.095 04/06/1968 0.061 r,�j05/1989 0.109 04/OS/1969 0.060 01/09/1990 0.358 Ol/09/1990 0.085 11/24/1990 0.305 11/24/1990 0.083 r,1/27/1992 0.093 O1/31/1992 0.063 05/09/1993 0.079 03/23/1993 0.044 0?/03/1994 0.060 03/D3/1994 0.051 02/19/1995 0.�25 12/27/1994 O.OE3 02/09/1996 0.290 02/09/1996 0.100 01/02/1997 0.182 O1/02/1997 0.082 02/28/1998 0.067 i0/08/1997 0.048 11/25/1998 C.:79 :1/26/''_998 0.082 C3;'26!2000 0._CO 02/28i2000 0.055 13 of 23 os/os/zooi o.o�� os/os/zooi o.osi os/oa/zooz o.a�a ii/is/aooi o.oso 03/31/2003 0.210 �1/26/2002 0.076 Ol/23/2004 0.051 i0/24/2003 0.062 oz/o�/zoos o.osa oz/o�/zoos o.osz 02/27/2006 0.113 11/27/2005 0.066 _2/14/20D6 0.084 11/27/2006 0.053 03/21/2008 0.139 Ol/07/2008 D.067 02/17/2009 0.216 02/18/2009 0.063 oi/io/2oio c.��as oi/io/2oio 0.064 _i/i�/zolo o.-_a9 ii/1�/zaio o.o�� oi/3i/zoiz o.�_zo 1o/oa/aoii 0.066 O1/20/2013 0.274 O1/20/2013 0.082 =2/06/2013 0.115 Ol/27/2014 0.061 03/30/2015 0.070 03/30/2015 D.O51 01/04/20i6 0.199 Ol/07/2016 0.075 c�/o�/zoi� o.osa ii/oi/zoi6 o.os� ci/si/zola o.io� oi/ai/zoia o.os9 C3/30/2019 0.106 O1/12/2019 0.063 04/14/2020 0.07C 03/31/2020 0.049 c2/io/zozi o.i�3 oz/io/zoai o.0�4 c�/z6/zozz e.osi 12/2o/zozi o.060 0?/30/2023 0.123 03/30/2Q23 0.063 C1/19/2024 0.097 Ol/19/2024 0.062 iz/zz/zo24 o.2cz iz/z4/zoz� o.oez C3/09/2026 0.128 O1/04/202E 0.065 ci/2�/zoz� o.li2 oi/ze/zoz� o.oss C2/19/2028 0.138 02/19/2028 0.061 iz/oa/zoza o.lo� iz/io/zoza D.058 C2/16/2030 0.143 O1/26/2030 0.071 12/30/2030 0.134 12/30/2030 D.061 c_/zo/zosz o.zis oi/zi/zosz o.0�2 03/Ol/2033 O.OE1 12/23/2032 0.056 Q-/15/2034 0.253 O1/16/2034 0.086 Q2/19/2035 0.119 Q2/19/2035 D.058 03/24/2036 0.112 Q2/27/2036 0.059 03/09/2037 4.591E-03 08/25/2037 0.036 12/"�5/2037 0.082 12/15/2037 0.063 02/07/2039 0.059 12/04/2038 0.044 �l/14/2040 0.222 Ol/14/2040 0.062 12/25/2040 0.126 12/25/2040 0.068 G2/2C/2042 0.132 ll/17/2041 0.063 03/31/2043 0.199 OS/30/2043 0.057 O5/O1/2044 O.C7B 03/21/2044 D.048 02/11/2045 O.C90 03/27/2045 0.057 02/16/2046 0.114 02/17/2046 0_059 02/O1/2047 0.071 02/02/2047 0.054 04/21/2048 0.063 12/04/2047 D_069 03/16/2049 0.071 11/25/2048 D.O51 12/04/2049 D.120 12/04/2049 0.057 04/OE/2051 0.093 04/06/2051 0.050 04/17/2052 0.056 04/17/2052 0.044 06/04/2053 0.216 12/10/2052 0.055 o�/oa/zos4 0.04o iz/ii/zos? o.oss az/i�/zoss o.ies 11/O1/2054 o.o�a oz/o�/aos6 0.33� oz/oa/zos6 o.iio :l/19/2056 0.365 11/19/2056 0_086 O1/24/2058 0.127 OS/2i/2058 0.059 _2/28/2056 0.145 11/26/205& 0.070 O1/19/2060 0.054 O5/27/2060 D.047 O1/10/2061 0.118 O1/10/2061 0.060 02/03/2062 0.450 Ol/03/2062 0.057 =2/29/2062 0.095 12/30/2062 0.062 _2/23/2063 0.172 12/23/2063 0.073 _1/30/2064 0.062 12/Ol/2064 0.056 � O1/13/2066 0.045 O1/13/2066 D.045 O1/19/2067 0.114 12/15/2066 0.061 O1/18/2066 0.236 O1/19/2068 0.073 O1/Q4/2069 0.063 09/23/2069 0.049 0-/09/2070 O.Q53 04!09/2070 0.046 0�;'14i�2C?i G.��54 .. ;'14r'2G"1 ,,.046 14of23 02i�27;2C72 C.063 -1/03i�207- O.C58 iz/zs/za�z o.z6z �z/z6/2o�z o.ioE 03/16/2074 0.141 12/15/2073 0.05� O1/23/2075 0.030 11/20/2074 0.04� 03/24/2076 o.ls� lo/i�/zo�s o.o�z 03/02/2077 0.018 08/26/2077 0.03� �2/oz/2o�� a.oss i2/oz/zo�� o.os� 02/25/2079 0.075 02/25/2079 0.047 12/17/2079 0.293 12/17/2079 Q.100 ii/zi/zoso o.iz5 ii/ai/zoso o.o�i 02/13/2062 0.161 02/i5/2082 0.067 02/19/2063 0.095 02/20/2083 0.061 11/26/2063 0.12C 11/18/2083 Q.073 12/14/2084 0.083 12/14/2084 0.060 oi/is/zoeE o.ii� oi/�a/zoa6 o.osQ 12/21/2086 0.110 11/23/2086 0.06� oi/i4/aosa o.o7z iz/o9/zoa� o.os=_ ii/os/zosa o.iza li/os/zoae o.o�c 01/07/2090 0.060 11/04/2089 0.06C 12/04/2090 0.112 12/09/2090 0.07� 04/28/2092 0.191 O1/31/2092 O.C73 03/22/2093 0.05� 11/07/2092 0.047 03/Ol/2094 0.045 10/23/2093 0.045 oz/is/zo9s o.o7i 11/30/2044 o.cs� O1/14/2096 0.090 12/i4/2095 O.C57 C1/29!20g? 0.1°7 03/_4i204' C.C58 15 of 23 "**Point of Compliance Ranked Maxima Flow Data"'* I Predevelopment Postdevelopment I Tr(yrs) Q(cfs) Tr(yrs) Q(cfs) I 1.00 4.591E-C3 '_.00 3.554E-02 I 1.01 0.016 1.01 O.G34 I 1.02 0.018 1.02 O.Q43 �I 1.02 C.030 1.02 0.04� I 1.03 0.040 i.03 0.04= I 1.04 0.042 i.04 O.G44 �� 1.04 0.043 1.04 O.G45 i 1.05 0.045 1.05 0.04=� I 1.06 O.C45 1.06 O.G4o 1.06 0.045 1.06 0.0�5 1.07 0.051 1.07 O.G<o 1.08 D.O51 1.08 0.0�? 1.09 0.053 1_09 0.0�"% 1.09 0.054 1.09 0.0="' 1.10 0.054 1.10 0.0�" l.11 0.054 l.11 0.048 1.12 0.055 1.12 0.048 1.12 0.056 1.12 0.048 1.13 0.057 1.13 O.OY9 1.14 0.058 1.14 O.C49 1.15 0.059 1.15 O.C-;S 1.16 0.059 1.16 O.C�: 1.17 0.059 1.17 O.C4� 1.i8 0.059 1.18 O.CSC 1.18 0.059 ',.18 O.C5C 1.19 C.OEO i.19 O.C�? 1.20 0.060 i.20 O.GS; 1.21 Q.060 1.21 0.?S_ 1.22 0.06: 1.22 O.OE_ 1.23 0_063 1.23 0.��5: 1.24 0.063 1.24 0.��5'_ 1.25 0.063 1.25 O.GS: 1.26 0.067 1.26 0.05= 1.27 0.068 1.27 O.DS: 1.28 0.070 1.28 0.0-� 1.29 0.070 1.29 0.0=� 1.30 0.071 1.30 0.0-� 1.31 0.071 1.31 O.G=' 1.32 0.071 1.32 0.0=: 1.33 0.072 1.33 O.U=� 1.35 0.074 1.35 0.0 � 1.36 0.077 1.36 O.G�� 1.37 0.078 1.37 0.0=F 1.38 0.079 1.38 O.C=�. 1.39 0.079 1.39 O.C-� 1.40 0.080 1.40 O.C== 1.42 0.082 L.42 O.C�� 1.43 0.082 1.43 O.C55 1.44 0.083 1.44 0.�:;5= 1.46 0.084 1.46 O.C55 1.47 0.065 1.47 0.055 1_46 D.088 1.48 O.Q55 1.50 0.069 1.50 0.056 1.51 0.090 1.51 0.056 1.53 0.090 1.53 0.05� 1.54 0.091 1.54 0.05? 1.56 0.093 1.56 0.05? 1.57 0.093 1.57 0.05? 1.59 O.D93 1.59 0.05? 1.60 0.094 1.60 O.G57 1.62 0.095 1.62 0.05? 1.64 0.09E 1.64 O.GS? 1.65 0.09E 1.65 0.0�5 1.67 0.097 1.67 0.055 _.6? p.04? l.c� 0.055 16of23 1.71 0.097 1.71 0.058 1.73 0.098 1.73 0.056 1.75 0.099 1.75 0.056 1.77 0.100 1.77 0.059 1.79 0.102 1.79 0.059 1.81 0.'�02 :.81 0.059 1.83 0.103 1.83 0.059 1.85 O.iO3 1.85 0.059 1.67 0.104 1.87 0.059 1.69 0.106 1.99 0.059 1.92 0.106 1.92 0.059 1.94 0.107 1.94 0.060 1.96 0.107 1.96 0.060 1.99 0.109 1.99 0.060 2.01 0.109 2.01 0.06C 2.04 0.1-0 2.04 0.060 2.07 0.1-;1 2.07 0.060 2.09 0.111 2.09 0.060 2.12 0.111 2.12 0.061 2.15 0.112 2.15 0.061 2.18 0.112 2.18 0.061 2.21 0.112 2.21 0.061 2.24 0.113 2.24 0.061 2.27 0.114 2.27 0.061 2.31 0.114 2.31 0.062 2.34 0.115 2.34 0.062 2.38 0.117 2.38 0.062 2.41 0.118 2.41 0.062 2.45 C.'�19 2.45 D.OE3 2.49 Q.119 2.49 0.063 2.53 Q.120 2.53 0.063 z.s� o.izo z.s� o.oE� 2.61 0.120 2.61 0.063 2.65 0.120 2.65 0.063 2.70 0.123 2.70 0.063 2.75 0.125 2.75 0.064 2.80 0.126 2.80 0.054 2.85 0.127 2.85 O.C64 � 2.90 0.128 2.90 O.C65 2.95 0.128 2.95 O.C65 3.01 0.129 3.01 0.065 �'I ' 3.07 0.132 3.07 0.065 3.13 0.133 3.13 0.065 3.19 0.134 3.19 0.06� 3.26 0.138 3.26 0.065 3.32 0.139 3.32 0.065 s.40 0.141 3.40 0.066 I 3.47 0.142 3.47 0.06E 3.55 0.143 3.55 0.06E 3.63 0.143 3.63 0.067 3.72 O.1S5 3.72 0.067 3.80 0.145 3.80 0.067 3.90 0.150 3.90 0.068 4.00 0.157 4.00 0.068 4.10 D_158 4.10 O.OEB 4.21 0_16�_ 4.21 O.OEB 4.32 0.16i 4.32 0.065 4.45 0.172 4.45 O.Oc9 4.56 0.173 4.58 0.070 4.71 0.177 4.71 0.0?0 4.86 0.179 4.86 0.07_ 5.01 0.182 5.01 0.0?= , 5.17 0.183 5.17 0.0 Z ' S.35 0.167 5.35 O.C?2 5.54 0.189 5.54 O.C?2 5.74 0.190 5.74 O.C?3 5.95 0.191 5.95 O.C?3 6.19 0.191 6.19 O.C�� 6.44 0.197 6.44 O.C?� 6.71 0.197 _ .?1 O.C?; .Gl �.-- . .��1 �.� _ 17 of 23 7.33 ��.1�9 7.33 O.C?4 7.69 0.202 7.69 O.C?5 8.08 0_210 8.08 O.C?E 8.52 0.215 8.52 O.C?7 9.00 0.216 9.00 O.C,� 9.55 0.216 9.55 O.C6C 10.16 0.222 10.16 O.C82 10.86 0.224 10.86 O.C82 11.66 0.236 11.66 0.08� 12.59 0.243 12.59 O.QB� 13.68 0.247 13.68 0.08� 14.97 0.262 14.97 0.�:�83 16.54 0.274 1E.54 0.083 18.47 0.274 18.47 O.G83 20.92 0.290 20.92 0.08� 24.10 0.293 24.10 0.0�5 28.44 C.305 28_44 0.02_ 34.66 0.333 34.66 0.0�-1 44.42 0.356 44.42 0.=��U 61.77 0.3E5 61.77 0._GO _ _.?F , .3?5 1C�1.35 0.=�6 �_�.�5 ��.4=U 3E'.2.�6 0.-10 18of23 i •"Point of Compliance Flow Frequency Data"' Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr(Years) Discharge(cfs) Tr(Years) Discharge(cfs) 2-Year 0.109 2-Year 0.060 � 5-Year 0.181 5-Year 0.071 10-Year 0.221 10-Year 0.081� ;:.3 ' 9Y'/ 25-Year 0.296 25-`!ear 0.066 50-Year 0.361 50-Year 0.100 .�Z !� M 100-Year 0.394 100-Year 0.105 � �1" J� 200-Year 0.431 200-Year 0.109 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals 19 of 23 "'Point of Compliance Flow Duretion Data"' Predevelopment Runoff Postdevelopment Runoff Discharge Exceedance Discharge Exceedance (cfs) Proba bil ity (cfs) Proba bi I ity O.O00E+00 1.00OCE+00 O.O00E+00 1.00CDE+�_ 2.248E-03 2.3690E-01 5.505E-04 7.134EE-C.= 4.496E-03 1.6183E-01 1.lO1E-03 6.8643E-i;: 6.744E-03 1.4869E-01 1.651E-03 6.7231E-0: 8.992E-03 1.2486E-01 2.202E-03 6.6015E-C: 0.011 1.0625E-01 0.003 6.SO11E-?= 0.013 9.1206E-C2 0.003 6.41E3E-C- 0.016 7.8997E-02 0.004 6.3431E-C= 0.018 6.8893E-02 0.004 6.2357E-C- 0.020 6.0447E-02 0.005 6.0934E-�= 0.022 5.3261E-02 0.006 5.9649E-G- 0.025 4.7"_'ISE-02 0.006 5.6325E-6= 0.027 4.1832E-02 0.007 5.6893E-0= 0.029 3.7205E-02 0.007 5.5532E-��= 0.031 3.3133E-02 0.008 5.4018E-2: 0.034 2.9638E-02 0.008 5.2601E-G_ 0.036 2.64's0E-02 0.009 5.0884E-U: 0.038 2.3649E-02 0.009 4.9226E-G: 0.040 2.1262E-02 0.010 4.7638E-G_ 0.043 1.9150E-02 D.O10 4.6112E-G; 0.045 1.7267E-02 0.011 4.4671E-C1 0.047 1.5521E-02 0.012 4.3294E 0_ 0.049 1.4036E-02 0.012 4.1702E-r� 0.052 1.2639E-02 0.013 4.0082E-C". 0.054 1.1278E-02 0.013 3.8512E C= 0.056 1.0348E-02 0.014 3.6998E-��- 0.058 9.4640E-0? 0.014 3.5528B-C= 0.061 8.5860E-03 0.015 3.3865E-C- 0.063 7.6�78E-03 0.015 3.2259E-C: 0.065 7.1543E-03 0.016 3.0699E-5= 0.067 6.5998E-03 0.017 2.9216E-CC 0.070 6.0469E-03 0.017 2.7590E-�: 0.072 5.5507E-03 0.018 2.6020E-�= 0.074 5.1067E-03 0.018 2.4465E-�= 0.076 4.7255E-03 0.019 2.2965E-G= 0.079 4.3558E-03 0.019 2.1410E-G� 0.081 4.0223E-03 0.020 1.9900E-G1 0.083 3.7104E-03 o.ozo 1.8435E-G': 0.085 3.4331E-03 0.021 1.6957E-01 0.088 3.1833E-03 0.021 1.5538E-01 0.090 2.9472E-03 0.022 1.4127E-C'. 0.092 2.7284E-03 0.023 1.2686E-C� 0.094 2.5234E-03 0.023 1.1287E-C: 0.097 2.3581E-03 0.024 9.9528E-C� 0.099 2.1942E-03 0.024 9.3706E-C� 0.101 2.03245-03 0.025 9.2545E-C� 0._03 1.9003E-03 0.025 9.1429E-C: 0.106 1.7624E-03 0.026 9.0336E-02 0.109 1.6051E-03 0.026 8.9275E-0� 0.110 1.5285E-03 0.027 6.8189E-Q� 0.112 1.4180E-03 0.028 8.7156E-�: 0.115 1.3350E-03 0.028 8.6159E-�2 0.117 1.2722E-03 O.D29 8.4159E-�� 0.119 1.2043E-03 0.029 8.2064E-�^ 0.121 1.1350E-03 0.030 8.0079E-�� 0.124 1.0729E-03 0.030 7.8019E-02 0.126 1.0130E-03 0.031 7.5756E-02 0.128 9.6532E-04 0.031 7.3525E-02 0.130 9.1478E-04 0.032 7.1255E-02 0.133 8.6712E-04 0.032 6.8907E-G� 0.135 8.1225E-Q4 0.033 6.6598E-G_ 0.137 7.6388E-04 0.034 6.4039E-C_ D.i39 7.2469E-04 0.034 6.1570E-0_ 0.=�2 6.88073-p4 0.035 5.9201E-C� -�-=� �--�4� " � -- _ '�'-� �_ 20 of 23 0.146 6.2092E-04 0.036 5.4698E-02 0.148 5.8915E-04 0.036 5.2575E-02 0.151 5.6749E-04 0.037 5.0525E-02 C.153 5.4511E-04 0.037 4.8547E-02 0.155 5.2562E-04 0.038 4.6396E-02 0.157 5.0251E-04 0.039 4.4237E-02 0.160 4.7796E-04 0.039 4.2190E-02 0.162 4.5197E-04 0.040 4.03":7E-02 0.164 4.3609E-04 Q.040 3.8515E-02 0.166 4.1154E-04 0_041 3.6759E-02 0.169 3.9349E-04 0.041 3.5064E-02 C.171 3.6894E-04 0.042 3.3260E-02 C.173 3.5450E-04 0.042 3.1584E-02 6.175 3.3573E-04 0.043 3.0052E-02 �.178 3.1985E-04 0.043 2.8635E-02 �.180 3.0252E-04 0.044 2.7313E-02 0.181 2.9160E-C� 0.045 2.6004E-02 0.184 2.7653E-04 0.045 2.4667E-02 0.167 2.6281E-04 0.046 2.3439E-02 0.169 2.5198E-04 0.046 2.2193E-02 C.191 2.3609E-04 0.047 2.1004E-02 C.193 2.2599E-04 0.047 1.9927E-02 C.196 2.13715-04 0.048 1.8869E-02 C.198 2.0360E-04 0.046 1.7807E-02 ��.200 1.9638E-04 0.049 1.6788E-02 ��.202 1.8334E-04 0.050 1.5854E-02 �.205 1.7E89E-04 0.050 1.4987E-Q2 0.207 1.6245E-04 0.051 '_.4169E-02 0.209 1.5306E-04 0.051 '_.3372E-02 0.211 1.4440E-04 0.052 1.2E73E-02 r,.214 �.3140E-04 0.052 1.2009E-02 C.216 1.2563E-04 0.053 1.1378E-02 C.218 1.1552E-04 0.053 1.0784E-02 G.220 1.0830E-04 0.054 1.0168E-02 ��.223 1.0108E-04 0.054 9.8598E-03 �.225 9.3860E-OS 0.055 9.1593E-03 0.227 8.9528E-OS 0.056 8.67E33-03 0.229 8.1586E-OS 0.056 8.1954E-03 0.232 7.4366E-OS 0.057 7.7500E-03 C.234 7.1478E-OS a.057 7.3420E-03 C.236 6.5702E-OS 0.058 6.9493E-03 G.236 6.2814E-OS 0_058 6.5435E-03 G.241 5.9926E-OS 0.059 6.1413E-03 D.243 5.7760E-OS 0.059 5.7442E-03 0.245 5.0540E-OS 0.060 5.3681E-03 0.247 4.7652E-OS 0.061 5.0230E-03 0.250 4.2598E-OS 0.061 4.6981E-03 0.252 3.8266E-OS 0.062 4.3789E-03 0.254 3.4656E-OS 0.062 4.0945^a-03 C.256 3.2490E-OS 0.063 3.6194E-03 0.259 3.0324E-CS 0.063 3.5775E-03 0,261 2.8158E-QS 0.064 3.3443E-03 0.263 2.4548E-OS Q.064 3.i263E-03 0.265 2.3826E-OS 0.065 2.9032E-03 0.268 2."iE60E-O5 0.066 2.7342E-03 0.270 1.9494E-OS 0.066 2.5660E-03 0.272 1.8772E-OS 0.067 2.3978E-03 0.274 1.5162E-05 0.067 2_2519E-03 C.277 1.4440E-OS 0.068 2.1220E-03 C.279 1.3716E-OS 0.068 1.9934E-03 G.281 =.2274E-05 0.069 1.8519E-03 G.283 �.1552E-OS 0.069 1.7509E-03 G.285 1.0830E-OS 0.070 1.6426E-03 0,288 1.0830E-OS 0.070 '.5429E-03 0.290 1.0108E-OS 0.071 1.4310E-03 C.292 8.6640E-06 0.072 1.3379E-03 C.294 7.9420E-06 0.072 1.2455E-03 , C.297 7.9420E-06 0.073 1.1523E-03 I 0.299 7.9420E-06 0.073 1.0751E-03 �i n.?O1 7.4420E-06 0.074 1.0O21E-03 �'� =.3U3 . .:4�0E-'J� 0.0?4 _.=36c`E-0= �'i 21 of 23 0.306 ?.2200E-G6 0.075 8.5600E-04 0.308 7.2200E-06 0.075 8.3247E-04 0.310 7.2200E-06 0.076 7.8193E-04 0.312 7.2200E-06 0.077 7.2056E-04 0.315 7.2200E-06 0.077 6.7146E-04 0.317 7.22DOE-06 0.078 6.1875E-04 0.319 7.2200E-06 0.078 5.7182E-04 0.321 7.2200E-06 0.079 5.2562E-04 0.324 7.2200E-06 0.079 4.8807E-04 0.326 7.2200E-06 0.080 5.4908E-04 0.326 E.4980E-06 0.080 4.1O10E-04 0.330 E.4980E-06 0.081 3.6678E-04 0.333 6.4980E-06 0.081 3.2273E-04 0.335 5.7760E-C6 0.082 2.6519E-04 0.337 5.0540E-06 0.083 2.5775E-04 0.339 5.0540E-OE 0.083 2.3609E-04 0.342 S.Q540E-05 0.084 2.1949E-04 0.344 5.0540E-06 0.084 2.0721E-04 0.34E 4.3320E-06 0.085 ;.8772E-04 0.348 4.3320E-06 0.085 �.6895E-04 0.351 4.3320E-06 0.086 1.3862E-04 C.353 3.6100E-06 0.086 1.1119E-04 C.355 3.6100E-06 0.087 1.0180E-04 0.357 3.6100E-06 0.088 9.9636E-OS C.361 2.8016E-06 0.088 9.7470E-05 C.362 2.BBBOE-06 0.069 9.6748E-OS Q.364 2.8860E-06 0.069 9.6026E-OS Q.366 2.'_660E-06 0_090 9.3860E-OS 0.369 2.i660E-06 0.090 9.2416E-OS ��.371 2.1660E-06 0.091 8.8906E-OS ��.373 2.1660E-06 0.091 8.8084E-OS .�.375 2.1660E-06 0.092 8.5918E-OS 0.375 2.1E60E-C6 0.092 8.2306E-OS 0.380 2.1E60E-06 0.093 7.9420E-OS 0.362 2.1660E-06 0.094 7.7254E-OS 0.364 2.1660E-OE 0.094 7.5810E-OS 0.387 2.1660E-Q6 0.095 7.2200E-GS C.389 2.1660E-06 0.095 7.0756E-GS C.?91 2.1660E-06 0.096 6.5702E-GS C.393 2.1660E-06 0.096 5.9926E-GS C.396 7.2200E-07 0.097 5.5594E-OS C.398 7.2200E-07 0.097 5.0540E-GS 0.400 7.2200E-07 0.098 4.7652E-OS 0,402 7.2200E-07 0.099 4.0432E-OS G.405 7.2200E-07 0.099 3.6100E-05 , ��.407 7.2200E-07 0.100 2.9602E-OS ��.409 7.2200E-07 0.100 2.3104E-05 ��.411 7.2200E-07 0.101 2.0216E-05 ��.414 7.2200E-07 0.101 2_0216E-OS 0.416 7.2200E-07 0.102 1.8772E-OS I 0.418 7.2200E-07 0.102 1.8772E-OS 0.420 7.2200E-07 0.103 1.7328E-OS 0.423 7.2200E-07 D.103 1.6606E-OS ' 0.425 7.2200E-C7 0.104 1.5884E-OS 0.427 7.2200E-C7 0.105 1.5162E-OS C.429 7.2200E-07 0.105 1.2274E-CS C.432 7.2200E-07 0.106 1.0830E-CS C.434 7.2200E-07 0.106 1.0108E-CS Q.436 7.2200E-07 0.107 9.3960E-05 Q.436 7.2200E-07 0.107 8.6640E-C€ Q.441 7.2200E-07 0.108 7.9420E-C� 0.443 7.2200E-07 0.109 6.3179E-G= �.445 7.2200E-07 0.109 5.7760E-C= 0.447 7.22005-07 0.110 4.3320E-C� 0.450 7.22003-0? C.�10 7.220CE-0' 22 of 23 "*'Flow Duration Performance According to Dept.of Ecology Criteria"*' Excursion at Predeveloped Y�Q2(Must be Less Than 0%): -12.6% PASS Maximum Excursion from YZQ2 to Q2(Must be Less Than 0%): -12.6% PASS Maximum Excursion from Q2 to Q50(Must be less than 10%): -93.9% PASS Percent Excursion from Q2 to Q50(Must be less than 50%): 0.0% PASS * POND MEETS ALL DURATION DESIGN CRITERIA: PASS Fl��nr Duratian Pl�t-�hall�v�r Pond, 3 orifice o� ond Duraition Pertarmance 6caursian at 113 Q2: -12.6°� PAS S I III x Excursian 1�2 Q3 to Q2: •12.6�6 PL�S S �a x Exoursion Q3 ta Q50: -93.9�6 PASS 96 Pas Exaursian Q?to Q50: 0.096 PASS ;_;_„_, -- - - - - x UUS EL for Link 1: 26.21 Fe�t- - - r--� � � �a � , �� , Q I I � � 02 � � � � 0.1 —— —- � — — —— a� � � �;�r �` r:V: '' ' ' '' �� ' ' '_ ( i �� '� ��-0� �� -0� ��'�� Exceedance Probabiliiy .` Predeveloped /� Postde�reloped 23 of 23 MGS FLOOD PROJECT REPORT Program Version:3.13 Run Date:02/21l2011 2:30 PM Input File Name: Strander Jan 2011_Phase 3.fld Project Name: STRANDER EXTENSION Analysis Title: Comments: shallow pond, 2.7ft detention, 3 orifice2nd orifice low, inlcudes +0.56 ac from jackinbox **********Precipitation Input*"***'`**** Extended Precipitation Timeseries Selected Climatic Region Number: 13 Full Period of Record Available used for Routing Precipitation Station:960040 Puget East 40 in MAP 10%01!1939-10/01±2097 Evaporation Station 961040 Puget East 40 in MAP Evaporation Scale Factor :0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default """""Default HSPF Parameters Used(Not Modified by User)"""""""* 2/22/2011 Poge 1 of 22 ""-""" Watershed Definition '""""' Number of Subbasins: """"" Subbasin Number 1 """"" `*'Tributary to Node: 1 "'Bypass to Node :None ------------------------Area(Acres)--------•------•-••-- ------------Deve I o ped------------ Predeveloped To Node Bypass Node Till Forest b.510 �.C�� .i_ Till Fas=ure G.G�O ,.CJO J.C_ Till Gra�s 0.0��0 ,G�iii n,r: Outwash Forest O.00G 0.000 G.O� Outwash Pa�ture O.00C 0.000 O.GJ Outwash �rass O.00C 1.980 0.05 Wetland O.00C G.000 0.0�� Impervicus 0.000 5.130 0.05 Subbasin Total 6.610 6.610 0.000 ____________________.Lateral Flow Connnections-------------------------- -----Predeveloped---------- -------Developed--------------- Surface Interflow Grnd Water Surface Interflow Grnd Water Till Forest t:cde Node Node taod= ^ill Pastcre [•:cne t;cde P]ode PIo_:� Till Grass hode t:cde t]ode I•]ocle Outwash Forest Node Acde Node tdode Outwash Pasture t•Icde Node Node `]o i�= Outwash Grass Ncde ivode Node 'dod= Wetland tdode Node Nod= ._-_i= Impervious `Icd� t1od� Lateral : Lateral ._ ***Subbasin Connection Summary "'''' Subbasin 1 -------->Node 1 **" By-Pass Area Connection Summary"' No By-Passed Areas in Watershed "`Postdeveloped Node Connection Summary"' UpsVeam Node No. Link Type Downstream Node Node 1 Pond Node 2 Predeveloped Compliance Node: 1 Postdeveloped Compliance Node: 2 Strander Phase 3-MGSFIood 2/22/2011 Page 2 of 22 '`*''Postdeveloped Structure Summary"** Link No. 1,Pond: Stormwater Wetland-Shallow Pond 3 orifice Upstream Node: 1, Downstream Node:2 User Specified Elevation Volume Table Used Elevation(ft) Pond Volume(cu-ft) 24.00 0. 25.00 51813. 26.00 107875. 26.70 149696. 27.00 168280. Hydraulic Conductivity . 0.00 in/hr Depth to Water Table 3.00 ft Potential for Bio-Fouling Average to High Maintenance Poor Riser Geometry Riser Structure Type :Circular Riser Diameter 18.00 in Common Length 0.000 ft Riser Crest Elevation 26.70 ft Hydraulic Structure Geometry Number of Devices: 3 --Device Number 1 -- Device Type : Circular Orifice Invert Elevation . 24.00 ft Diameter . 1.13 in Orientation :Horizontal Elbow No ---Device Number 2--- Device Type : Circular Orifice Invert Elevation 24.50 ft Diameter 1.12 in Orientation Horizontal Elbow Yes --Device Number 3--- Device Type : Circular Orifice Invert Elevation . 26.00 ft Diameter 1.25 in Orientation Horizontal E�bo:o �'es Strander Phase 3-MGSFIood 2/22/2011 Page 3 of 22 i ' �!J✓�' . J_� . *********'"`Postdeveloped Hydraulic Rating Table*''*********** Postdeveloped Link: 1 Elev(ft) Storage(ac-ft) Discharge(cfs) Infilt Discharge(cfs) 29.000 O.00G 0.000 C.Gpr 24.015 O.G18 0.009 O.00C 24.030 0.036 D.00o O.00C � 24.060 0.071 0.008 O.00C 24.120 0.193 0_012 O.00r, 24.180 0.214 0.019 O.OGC 24.290 0.2E5 0.017 O.OGU 74.300 0.357 0.018 0.000 '4.360 0.426 0.020 O.OGO 29.920 0.500 0.022 O.00O �9.940 0.523 0.022 0.000 �9.960 0.597 0.023 0.000 �9.980 0.571 0.023 0.000 �9.500 0.555 0.024 0.000 �9.515 0.613 0.026 0.000 ?9.530 0.630 0.030 0.000 �'9.595 0.698 0.032 0.000 '4.560 0.660 0.033 0.000 =4.E20 0.737 0.038 0.000 �9.E80 0.809 0.041 0.000 '9.790 0_880 0.045 0.000 '4.800 0.952 0.048 0.000 24.860 1.023 0.050 0.000 �4.920 1.094 0.053 0.000 �4.980 1.166 0.055 0_000 �5.040 1.291 0.058 0.000 �5.100 1.318 O.OoO 0.000 �S.lEO 1.395 O.Oo'2 0.000 �5_22C 1.473 O.Oo4 0.000 �5.28C 1.550 0.066 G.000 �5.340 1.627 0.068 0.000 25.900 1.iO4 0.070 0.000 25.960 1.781 0.072 0.000 �5.520 1.859 0.079 0.000 �5.580 i.93o 0.075 0.000 'S.640 2.013 0.077 0.000 �5.700 �.090 0_079 0.000 ?5.700 2.168 0.080 0.000 =5.820 2.245 0.082 D.000 =5.880 2.322 0.084 0.000 25.990 2.399 0.065 0.000 �5.955 2.919 0.08E 0.000 =5.970 �.938 0.08E 0.000 =5.985 2.957 0.086 0.000 �6.000 <.476 0.087 0.000 �6.015 2.497 0.092 0.000 26.030 2.518 0.054 0.000 �0'.045 2.53E 0.096 0.000 �0.060 2.559 0.09E 0.000 '0.120 2.641 0.103 0.000 �5.180 2.723 0.108 0.000 2n.240 2.806 O.112 0.000 _�,.300 2.888 0.116 D.000 �n.360 2.970 0.119 0.000 =6.420 3.053 0.122 0.000 =6.480 3.135 0.125 0.000 ^_6.540 3.217 0.128 0.000 26.600 3.259 0.131 0.000 �6.625 3.334 0.132 0.000 ?6.650 3.368 0.134 0.000 �6.675 3.402 0.135 0.000 �6.700 3.437 0.130 0.000 �6.715 3.458 O.lE6 0_000 �'0.730 3.479 0_220 0.000 �0."9° 3.501 O.G�iO 0.000 �o.76p 3.522 _.=�� O.v�G Strander Phase 3-MGSFIood 2/22/2011 Page 4 of 22 P� ?,d� 26.775 3.543 0.906 / 0.000 26.750 3.565 0.565 0.000 26.805 3.586 0.681 0.000 2E.620 3.607 0.800 0.000 2E.880 3.693 1.347 0.000 2E.990 3.?78 1.975 0.000 27.000 3.eE3 2.650 0.000 27.060 3.95� 3.337 0.000 27.120 9.092 4.001 D.000 27.180 9.131 4.610 0.000 �7.240 9.220 5.135 0.000 �%.300 9.310 5.561 0.000 2?.3E0 9.399 5.88E 0.000 �7.920 9.988 E.131 0.000 �7.980 9.�?8 E.425 0.000 _ .59C 9.56� _,�'03 C.Opp **''Post-Developed Link Statistics *"'' Postdeveloped Pond Water Surface Elevation Statistics Annual Maxima Water Surface Elevation(R) Link: 1 Max Date WSEL (ft) IZ/0?/1939 25.ZSC C1/18/1941 24.825 12/20/1941 25.079 11/23/1992 25.358 01/23/1944 29.707 G2/07/1995 25.250 ��2/OS/1996 29.°81 12/OS/1°9E 25.195 10/19/1597 25.253 ��2/22/1945 25.105 �il/22/1950 25.396 �i�!09/1551 25.577 :C/03/1951 24.881 O1/12/195s 25.934 ill/22/1559 25.078 il/19/1959 25.036 C1/06/1950 25.o'i6 ��/26/195? 25.045 ��1/17/1958 25.14� C1/13/1959 25.421 11/21/1959 25.241 11/29/1960 25.483 1�/29/1961 29.935 1�/30/1902 29.955 li/14/1563 25.02G 1�/O1/1964 25.124 J1/07/1566 25.1E2 _2/lE/1966 25.385 =0/27/1967 25.127 :�/11/1968 25.197 O1/27/1570 25.294 12/07/1970 25.303 C3/13/1972 26.11E 1�/27/1972 25.oE1 C3/O1/1979 25.162 12/27/1974 25.1e3 G2/27/1976 25.225 G6/O1/1977 29.811 12/15/1°77 25.4E3 ��3/OS/1979 29.992 12/19/1579 2E.216 12/30/1980 25.181 10/OE/1581 25.755 �3/09/1583 25.237 ��3/�'�/-9F9 29.°59 :1/li/_S59 29.935 Strander Phase 3-MGSFIood 2/22/2011 Page 5 of 22 O1/1�/1986 25.330 11/24/1986 25.??8 09/06/1988 ZS.18E 09/OS/1989 �5.234 O1/05/1990 25.?56 11/29/19°0 25.956 O1/31/1992 25.35C 04/11/1993 24.531 03/03/1954 29.9G1 12/27/1994 2�.460 I 02/09/199E 26.06=' I O1/03/1997 26.Os0 10/08/1997 25.004 I 11/20/1998 20.05_ I 02/28/2000 25.15E �� OS/OS/2001 29.823 i 12/20/2001 29.8�9 I 12/OB/2002 26.G8� I 10/29/2003 ZS.11l I 02/OB/2005 24.940 I 11/G8I2OOS LS.9_4 i 11/27/2006 25.209 ' O1/G7/2008 25.<85 'i 02/19/2009 25.9�9 I O1/10/2010 25.3G? �� 11/17/2010 25.?OC I 12/OS/2011 25.195 II� O1/20/�013 26.095 I O1/28/2019 25.23'e I 03/30/2015 25.01� � O1/07/2016 26.00? 11/O1/2016 25.1s=' O1/31/2018 25.�1_ O1/12/2015 25.35t' 04/21/2020 25.OG` 11/GS/2OZO 2S.SS8 12/21/2021 25.L"r 03/30/2023 25.131 ' O1/25/2024 25.3e6 ' 12/24/2024 25.535 Ol/OS/2026 25.63� O1/29/2027 25.027 I 02/23/2028 25.1E_ 12/11/2028 25."�99 O1/2E/2030 25.8?'c 03/04/2031 25.184 O1/21/2032 25.4:1 12/23/2032 25.O�e O1/16/2039 2o'.OGt 02/19/2035 GS.L1� �Z�G��z�3b G5.�3(: 03/09/2037 24.�0_ 12/15/2037p 25.9U�� ZZ�11�2�3C L4.�h_ O1/14/2090 25.2r1 12/25/2090 25.3E'1 09/15/2092 25.33 02/26/2093 25.�C= 03/21/2094 25.0'"s- 11/28/�099 25.1�] 02/17/204E 25."-9- 02/02/2047 25.055 12/10/2047 25.SC' � 03/17/2049 25.Oc � 12/09/2045 25.01 04/05/2051 29.54- 04/17/2052 24.7u- 12/10/2052 25.C`_�- 12/11/2053 25.re� 11/02/�054 - . " .,2!J�i�JS'o � . � Strander Phase 3-MGSFIood 2/22/2011 Pnce 6 of ?, G1IO2/��Si ��.9�=3 11/25/2057 25.0�' 12/02/2058 25.70�� O1/23/2060 29_958 10/27/2060 25_252 O1/03/2062 25.144 12/30/2062 LS.L�? 12/23/2063 25.610 12/O1/2069 �S.ra�- 11/04/20E5 24.E18 12/17/20E6 �S.SEC O1/20/20E8 25.SSC 10/29/2068 24.5-1 12/19/2069 24.8_� 02/19/20�1 24.8�? 11/03/2071 25.10� 1Z/27ILO7Z ZE.LI1� 12/15/2073 25.39c 11/20/2074 24.939 10/30/2075 25.599 0°/04/2077 24.61� 12/02/2077 25.085 02/25/2079 24.91: 12/19/2079 26.17� 11/21/2080 25.5��+ 02/19/2082 25.56� 02/20/2083 25.4=�� 11/27/2083 2n.0�5 12/14/2089 25.3=6 11/O1/2085 25.155 11/23/2086 25.36_ 12/OG/2087 25.1i� 11/OS/20B8 25.3?3 11/10/2065 25.27' 1G/O9/2090 LS.G��, O1/31/2092 25.64�- 11/07/2092 24.��r 12/19/2093 24.�63 12/27/2099 25.2?i 1=i1-� -- - --�-- 2/22/2011 Page 7 of 22 Postdeveloped Ranked Annual Maxima Water Level(ft) Tr(yrs) Link: 1 1.G0 24.61� 1.G� �4.?O1 1.02 24.707 1.02 24.794 1_03 24.811 1.09 24.811 1.09 24.812 1_O5 24.616 1.06 24.623 1.06 24.629 1.07 24.662 1.08 24.881 1.09 24.68° 1.09 24.693 1.10 24.90E 1.11 24.913 1.12 24.531 i.12 29.934 1.13 29.935 i.19 29.935 1.15 29.540 1.16 29.541 1.17 29.94� 1.18 29.955 1.18 29.G5� 1.19 29.Go3 1.20 29.981 1.21 29,9u_ 1.22 29.c5'� 1.23 25.004 1.24 25.OG� 1.25 25.013 1.20 25.Ci- 1.27 25.C��- 1.28 25.C�� 1.29 25.C� 1.30 25.C�- 1.31 25.C�_ 1.32 25.CS 1.33 25.Ce 1.35 25.Ce` 1.36 25.C-- 1.37 25,p- 1.39 25.Ch 1.39 25.C� 1.90 25.C� 1.92 25.r� 1.93 25.05 1.94 25.1'_ 1.96 25.1�- 1.97 25.L 1.46 25.1_ 1.50 25.1� 1.51 25.1_ 1.53 25.1- 1.54 25.1 1.56 25.1_ 1.57 25.1_ 1.59 25.1- 1.00 25.1- 1.62 25.1- l.0"4 25.1- 1.65 25.1- �� l.0'7 25.1`_ 1.09 25.1 1.71 25.1E3 1.73 �5.181 1.?5 25.18� Strander Phase 3-MGSFIood 2/22/2011 Page 8 of 22 1.77 25.182 1.79 25.1n9 1.81 25.186 1.83 25.199 1.85 25.197 1.87 25.198 1.89 25.204 1.92 25.209 1.G4 25.211 1.96 25.219 1.99 25.225 2.01 25.230 2.04 25.239 2.07 25.�36 2.09 25.237 2.12 25.291 G.IS GS.G43 G.1H LS.GSO 2.21 25.253 2.24 25.256 2.2� 25.��1 2.31 25.271 2.39 25.27? 2.38 25.285 2.41 25.292 2.45 25.294 2.49 25.302 2.53 25.303 2.57 25.326 2.61 25.330 2.65 25.336 2.70 25.344 2.75 25.34E 2.80 25.350 2.85 25.358 2.90 25.36E 2.55 25.373 3.01 25.3�1 3.07 25.365 3.13 25.396 3.19 25.39' 3.26 25.398 �.32 25.900 3.90 25.919 3.97 25.921 3.55 25.931 3.63 25.939 3.72 25.450 3.80 25.4E0 3.90 25.463 4.00 25.475 9.10 25.483 9.21 25.504 4.32 25.550 4.45 25.55� 4.58 25.SE0 4.?1 25.563 4.86 25.577 5.01 25.575 5.17 25.594 5.35 25.610 5.59 25.616 5.�9 25.6s2 5.95 25.699 E.19 25.601 6.49 25.699 � E.;1 25.700 � 7.01 25.755 ��i 7.33 25.?56 .e� 25. _�� 8.04 _5. �_ Strander Phase 3-MGSFIood 2/22/2011 Page 9 of 22 N.S� G�.V^. 9.00 25.87e 9.55 25.G07 10.16 25.923 10.8E 25.53E 11.6E 25.956 12.59 26.00� 13.68 26.008 19.97 26.030 16.59 26.045 1�.47 L6.OSG LO.gG L6.��5 24.10 26.062 28.44 26.084 34.E8 2E.116 44.42 2E.179 61.�7 2E.204 101.36 26.216 ^_8�.36 �r.�o9 Postdeveloped Water Surface Elevation Data(ft) Recurrence Interval Computed Using Gringorten Plotting Position Tr(yrs) Link: 1 �.0�-Year 29.821 '.11-"i2Gr 29.917 :.�5-Year 25.014 �,CO-Year 25_228 . ,='�-Year 25.902 5-Year 25.579 i:�-'iear 25.921 -�-Year 26.059 ==-_'ear �6.195 1;1�_-i_G_ -E.�lc' Strander Phase 3-MGSFIood 2/22/2011 Page 10 of 22 Postdeveloped Infiltrated Water Statistics Volume Statistics Computed for Entire Simulation Statistic Link: 1 Total Infiow Volume ;ac-ftl 2�9=. Total Volume Infiltrated (ac-'ti p. Percent Inf_ltra_ed C.CC *********Water Quality Facility Data'`**'`****""*''`'' Node No: 1 Basic Wet Pond Volume(91%Exceedancel 22301. cu-ft Computed Large Wet Pond Volume. 1 5'Basic Volume: 33452.cu-ft 2-Year Discharge Rate: 1.333 cfs 15-Minute Timestep,Water Quality Treatment Design Discharge On-line Design Discharge Rate(91°b Exceedance): 0.78 cfs Off-line Design Discharge Rate(91°�o Exceedance): 0 44 cfs Node No:2 Basic Wet Pond Volume(91°;o Exceedancel: 5012.cu-ft Computed Large Wet Pond Volume, t5`Basic Volume: 7518 cu-ft 2-Year Discharge Rate 0 065 cfs Strander Phase 3-MGSFIo 2177%?0�] "*'`*****'""`Compliance Point Results***'""k******* Predeveloped Compliance Node: 1 Postdeveloped Compliance Node: 2 "Point of Compliance Annual Maxima Flow Data*' Predevelopment Runoff Postdevelopment Runoff Date Annual Max Q(cfs) Date Annual Max Q(cfs) 04/30/1990 0.17c 12/07/lc3c 0.065 01/31/1941 O.uE9 C1/18/1991 0.099 12/15/1541 O.1S0 12/20/1991 0.059 02/10/1993 0.072 11/23/1992 0.070 Ol/23/1999 0.059 O1/23/1c94 0.093 02/07/1595 0.223 �2/07/1595 0.065 02/OS/1596 0.137 C2/OS/199E 0.055 02/02/1597 0.139 12/OS/1G9E 0.062 03/21/1998 0.241 10/19/1997 O.OeS 02/22/1999 0.121 02/22/1999 0.060 03/03/1950 0.998 O1/22/1950 0.06Y 02/09/1551 0.19° 02/09/1951 0.075 O1/29/1c52 0.052 10/03/1951 0.051 O1/11/1c53 0.074 O1/12/1953 0.071 O1/22/1°54 0.121 O1/22/1954 0.05� 04/12/1955 D.OSE 11/19/1954 O.OSE 03/09/195E 0.130 O1/06/1956 D.0?? 02/25/1957 0.107 02/26/1957 0.05� O1/16/1958 0.130 O1/17/1958 G.OE� O1/12/195° 0.140 O1/13/1959 0.0?1 12/15/1959 0.150 11/21/1959 0.065 02/14/1961 0.128 11/29/1960 0.0?3 03/09/1962 D.G69 12/29/1961 O.G59 02/03/1963 0.076 11/30/1962 G.05=] Ol/O1/1964 0.122 il/14/1563 0.05� 0�/26/1965 O.1S_ �2/O1/19E4 0.061 O1/06/1906 0.093 O1/0?/1966 0.06� O1/19/196; 0.235 "�2/16/1966 0.0?C 02/03/1966 0.122 10/27/19E7 0.061 12/03/1966 0.131 12/ll/1968 0.063 01/13/1970 0.101 O1/27/1970 O.Oo- 12�O6I197O O.11S 1L�O7IlJ7O 0.06 02/28/1972 G.310 03/13/1572 O.1G3 C1/13/1973 0.112 12/27/1972 0.0%e 02/18/1974 O.lo7 03/Ol/1979 O.Or'3 12/2E/1974 0.203 12/27/1979 O.Oo� O1/27/1976 0.190 02/27/197o O.Oc"� CS/31/1977 0.020 OE/O1/1977 0.09� 1�/10/1977 0.119 12/15/1977 0.07= 03/04/1979 0.11? 03/OS/1579 0.05- 12/17/1979 0.18E 12/1°/i979 O.11_ 12/26/1980 0.075 12/30/1980 O.Oe' lu/OE/1981 0.239 10/06/1981 O.OE O1/05/1983 G.134 03/0°/1983 0.0r` 03/19/1984 0.12� 03/21/1989 0.0` 02/11/1985 0.085 11/11/19u9 0.0`- O1/18/1986 0.281 01/19/1986 O.Oe 11/29/1986 0.29� 1'_/24/1986 O.OE- 04/06/1988 0.129 u4/06/19£�8 0.0�_ 04/OS/1989 C.137 04/OS/1989 O.OE_ O1/0°/1950 C.451 O1/09/1950 0.080 11/29/1990 G.389 11/24/1990 0.086 O1/27/1992 O.11? O1/31/1G52 0.065 06/09/1993 0.095 04/11/1G53 0.053 03/03/1994 0.075 03/03/1954 0.056 02/19/19c5 0.15E 12/27/1994 0.072 0�/09/1996 0.360 02/09/1996 0.098 O1/02/1597 0.�29 O1/03/1997 0.099 02/28/199& 0.089 10/OA/1997 0.056 il/�5/199r 0.�25 ll/26/1998 0.09? 03/�Ei�G00 0.12E CZ/28/20C� 0.069 Strander Phase 3-MGSFIood 2/22/2011 Page 12 of 22 U��'65,��,U1 _,,U9- U�%J�;`'�JC1 _. _: OS/03/2002 G.395 12/20/ZU01 D.GS� 03/31/2003 Q.2o4 12/08/�OC2 0.10�; O1/23/2004 O.On4 1G/29/2003 G.GeC O2IO7/2OOS 0.111 OG/OBILOOS O.GS9 02/27/2006 0.193 11/28/�005 O.G?1 12/14/2006 0.106 11/27/2006 O.G69 03/21/2008 0.175 O1/07/2006 a,OE� 02/1;/2009 G.2?2 02/19/2009 p.Oc;9 O1/10/2010 O.lE3 O1/10/2010 0.0?C 11/1�/2010 G.2.i? 11/17/2010 0.0?9 O1/31/2012 0.151 12/OS/2011 O.G6< O1/20/2013 G.395 O1/20/2013 O.G95 12/OE/2013 0.195 O1/28/2014 0.065 03/30/2015 O.OE8 03/30/2015 G.OS' O1/G4/2016 0.251 O1/07/2016 G.OK9 03/07/2017 0.0?3 11/O1/2016 G.061 O1/31/2018 0.135 O1/31/2018 0.069 03/30/2019 0.134 O1/12/2019 0.069 09/14/2020 0.08E 09/21/2020 O.C56 02/10/2021 0.217 ll/25/2020 0.075 03/2E/2022 0.064 12/21/2021 O.C61 03/30/2023 0.155 03/30/�023 C.C'ol O1/19/2024 0.122 O1/25/2024 r,C'o4 12/22/2024 0.254 12/24/2024 C,OHS 03/09/2026 0.161 O1/OS/20�6 0.0?� O1/27/2027 0.191 O1/29/2027 0.05� O2/15/GO28 0.174 OLIG3/2028 O.Oo'^ 12/04/202� 0.155 12/11/202K O.Oo'3 02/lE/2030 0.18G O1/26/203G O.OE� 12/30/2030 C.i65 03/09/2031 0.063 O1/�0/2032 0.271 O1/21/2032 0.0?= 03/ul/2033 0.0?6 12/23/2032 0.060 O1/15/2034 0.3r,6 O1/16/2034 0.090 OZ/19/2035 C.145 02/19/2035 O.Oo� 03/24/2036 0.'�41 0�/27/2030' O.OoS 03/05/�037 5.78Gn-C3 G3/09/2037 0.092 12/15/�037 0."_C3 12/15/2037 0.0?0 0�/G�/2039 0.075 12/11/203E 0.050 O1/14/2040 0.280 Ol/19/204G 0.06r 12/25/�040 0.158 1</25/2040 0.0?0 02/20/2042 0.166 09/15/2042 0.068 03/31/2043 0.245 02/26/2043 0.0�•= OS/Ol/2044 C.098 03/21/2044 0.06�� 02/11/2045 0.114 11/28/2044 0.0�1 02/16/2046 0.143 02/17/2046 0.06_ 02/O1/2047 0.090 02/02/2047 0.055 04/21/2098 0.08G 12/10/2047 0.07� 03/16/2099 C.090 03/17/2045 0.06J 12/04/2099 C.152 12/04/2045 0.0_`? 04/06/2051 C.118 04/09/2051 0.0`9 09/17/2052 C.071 04/17/2052 0.09^ Oo'/04/2053 0.271 12/10/2052 0.05= 09/G8/�054 O.OSQ 12/11/2053 0.05 � 02/17/2055 0.231 11/02/2059 0.0�:^ 02/0�/2056 0.42G G2/09/2056 0.1_� 11/19/2056 0.46Q Ol/02/2057 0.08 O1/24/2055 0.15N 1'_/25/205? O.Or 12/26/2058 0.183 12/02/2058 O.OE'�� O1/19/20E0 0.065 O1/23/2060 0.0°` O1/10/20b1 0.195 10/27/2060 O.Or 02/03/2062 O.SEo 01/03/2062 O.Oe- 12/29/2062 0.12C 12/30/2062 O.Or 12/23/<063 0.21c� 12/23/2063 0.0^. 11/30/�064 0.10� 12/01/200'9 0.058 O1/13/�066 0.05? 11/04/200'5 0.048 O1/19/�067 0.199 12/17/2006 0.075 O1/18/2068 0.29? O1/20/2068 0.075 Ol/04/�069 0.08C 10/24/200"8 0.048 09/04/20?0 O.OE? 12/14/20o'Q 0.048 �2;1�i�G71 0.079 02/14/2071 0.052 Strander Phase 3-MGSFIood 2/22/2011 Page 13 of 22 02/�?i2G�� O.G7� L"/r3/2G71 O.�c•ri 12/25/2072 0.330 12/27/2072 O.1G5 03/16/20;9 0.178 12/15/2073 0.070 O1/23/2075 0.038 11/20/2079 0.0�� 03/24/2076 0.197 10/30/2075 0.07r 03/02/20?7 0.022 09/04/2077 0.0�� 12/02/2077 0.079 12/02/2077 0.0�� 02/25/2079 0.100 02/25/2079 0.053 12/17/2079 0.3E9 12/19/2079 O.1G8 11/21/2080 0.1E3 11/21/2080 0.075 02/13/2082 0.203 02/19/2082 0.0-5 02/19/2083 0.125 G2/20/2083 0.07� 11/26/2063 0.151 li/27/2083 0.05, 12/14/2069 0.105 12/14/2059 0.06� O1/lE/206o 0.147 11/O1/2085 0.0�-' 12/21/2066 0.138 11/23/2086 0.06^ O1/14/2068 0.0°1 12/09/2087 O.OE_ 11/CS/2068 0.1E2 11/OS/2088 O.Orc O1/07/2090 0.07c. 11/10/2089 O.OEr 12/04/2090 0.140 12/09/2C90 0.08� 09/26/2092 0.241 O1/31/2092 0.0�? 03/22/2093 O.OE8 1?/07/2092 0.052 03/O1/2099 0.057 12/14/2093 0.055 02/1B/2095 0.0°0 12/27/2099 0.066 O1/14/2096 0.113 12/15/2095 0.068 O1/�9/20°7 0._'S8 10/2B/2096 0.�7= Strander Phase 3-MGSFIo 2/22/2011 Page 14 of � '•**Point of Compliance Ranked Maxima Flow Data***' Predevelopment Postdevelopment Tr(yrs) Q(cfs) Tr(yrs) Q(cfs) 1.00 5.?8CE-03 _.00 3.798�-;1� 1.0: 0.0�� .01 O.Q4� 1.u2 0.022 1.02 0.043 1.02 0.036 1.02 0.047 1.03 u.050 1.03 0.04E 1.04 0.052 1.04 0.04E 1.04 0.054 1.04 O.G4£� 1.05 0.056 1.C5 0.04£� 1.OE 0.057 1.06 0.049 1.06 O.C57 1.06 0.049 1.07 0.064 1.07 0_G50 1.08 0.0b4 1.06 0.051 1.05 0.06' 1.09 0_052 1.09 0.068 1.09 0.052 1.10 0.069 1.10 0_052 1.11 0.069 1.11 0.053 1.12 0.06° 1.1� C.053 1.12 0.0?1 1.1� C.054 1.13 0.072 1.13 0.054 1.14 0.073 1.14 0.054 1.15 0.074 1.15 0_054 l.lo' O.G74 1.1E 0_054 1.17 0_Oi4 1.17 0.054 1.18 0.075 1.18 0.054 1.1Y 0.075 1_18 0.055 1.15 0.075 1.19 0.055 L�0 0.075 1.20 0.055 1.�1 0.070 1.21 O.OSE 1.22 0.07n 1.22 O.OSC 1.�3 0.079 1.23 O.OSE 1.24 0.080 1.24 0.056 ' 1.25 0.080 1.25 0.05' 1.2E 0.084 1.26 0.057 1.27 0.085 1.27 0.057 I 1.28 0.088 1.28 0.057 I i.2p o.oae i.25 o.osa �i 1.30 0.090 1.30 0.058 I 1.31 O.OGO 1.31 0.058 1.32 0.090 1.32 0.058 1.33 0.091 1.33 0.059 1.35 0.093 1.35 0.059 1_3b 0.097 1.36 O.OSG 1_37 C.098 1.37 0.059 1.38 0.099 1.3E O.O�G 1.39 d.100 1.35 0.050 1.40 0.101 1.40 0.0'eC 1.42 0.103 1.42 O.OoC 1.43 0.103 1.43 0.0"oC 1.49 ��.105 1.49 0.0"oC 1.46 0.106 1.40 0.0'oC i.4? u.107 1.47 O.C"oC 1.48 0.111 1.48 0.061 1.50 G.112 1.SG O.Cbl 1.51 0.113 1.51 O.Ccl 1.53 0.114 1.53 O.Ccl 1.54 0.115 1.59 D.C'ol 1.50 0.117 1.56 O.Cul 1.57 O.11i 1.57 D.C61 1.55 0.118 1.59 O.C��'� 1.6G 0.11° 1.n0 O.Co'� 1.E2 0.120 1.62 O.Cc� 1.64 0.121 1.64 O.Cc'� 1.65 0.121 1.05 O.C�:� � 1.E? U.1=� 1. , .C,"� 1.69 ).1_'=' 1.c., �,r;�_'� Strander Phase 3-MGSFIood 2/22/2011 Page 15 of 22 1.71 0.122 1.71 0.062 1.73 0.124 1.73 O.Oo3 1.75 0.125 1.75 0.063 1.77 0.126 1.77 0.063 1.75 0.128 1.79 0.063 1.81 0.128 1.81 0.063 1.83 0.130 1.83 O.Oo3 1.a5 G.130 1.85 0.063 1.8� 0.131 1.87 O.Oo4 1.59 0.134 1.89 0.064 1.92 G.134 1.92 0.064 1.59 0.135 1.94 0.064 1.5E 0.135 1.50 0.064 L 59 0.137 L 99 0.064 2.01 0.137 2.01 O.O6S �_04 0.138 2.09 0.065 2.07 0.139 2.Oi 0.065 2.09 0.190 2.09 O.OES G.1Z 0.190 2.1L O.OES 2.15 O.i90 2.15 O.OES 2.18 0.191 2.18 O.OES �.21 0.141 2.21 0.065 �.24 0.143 2.29 0.065 �.27 0.143 2.27 0.06n �.31 0.149 2.31 0.066 2.34 0.145 2.39 0.066 2.38 0.147 2.38 0.066 2.91 0.149 2.41 0.067 �.45 0.145 2.95 0.067 �.49 0.150 2.99 0.067 �.53 0.151 2.53 0.067 �.s7 0.151 2.57 0.068 2.r1 0.151 2.01 O.On8 2.65 0.152 2.05 O.OoB �.70 0.155 2.?0 0.068 ' �.75 0.158 2.75 0.068 I 2.80 0.158 2.80 0.06° I 2.85 0.15° 2.85 0.069 2.�0 0_161 2.90 0.055 �.95 0.162 2.95 O.D65 3.01 D.163 3.01 0.07�i 3.07 0.16E 3.07 0.0-5 3.13 O.lo7 3.13 O.C,�� 3.i9 O.lo9 3.19 O.G�O � _.26 0.174 3.26 0.0��5 3.32 0.175 3.32 0.0,0 3.40 0.176 3.40 O.G,1 �i �.47 0.179 3.4i 0.0,1 � �.55 0.180 3.55 0.0�1 =�.63 0.180 3.63 O.C"1 � =.?2 0.183 3.72 O.C,= �.80 0.183 3.60 O.0 '= �.90 0.188 3.90 O.C"'� �.00 0.197 4.00 O.C?> 4.10 C.iG9 4.10 O.C�3 �.^1 0.203 4.21 O.C-3 1_32 0.203 9.32 O.C-` 9.45 0.21'0 4.45 O.l';-` 9.58 0.21? 9.58 0.ii-� 9.71 0.223 4.71 0.0?5 9.,96 0.225 9.8E 0.0-5 �,01 0.229 5.01 0.0^5 5.17 0.231 5.17 0.��-�- _.35 0.235 5.35 0.��- ` �.54 0.237 5.54 O.J , �.74 0.239 5.74 0.��-- �.95 0.241 5.95 0.5 - 5.19 0.241 E.19 O.G-- e�.44 0.298 6.49 O.G ' , _.71 0._48 e."'1 O.G,� -.pl 0.�4� .pl O.OgO Strander Phase 3-MGSFIood 2/22/2011 Page 16 of 22 7.33 �.�Si 7.33 D.C3G 7.65 G.254 7.69 O.r�p 8.08 G.264 8.08 O.C�1 $.52 p.271 8.52 O.CB9 9.00 0.271 9.00 0.0�9 9.55 0_272 9.55 O.Ge9 10.16 0.2E�0 l0.lo O.Ge� 10.86 0.281 lO.Bo O.C�P�� 11.66 0.297 11.66 O.G°�c� 12.5° 0.306 12.59 O.G:�� 13.68 0.310 13.68 O.Gc�� 19.57 0.330 14.�7 p,Gc} 10.54 0.345 1E.59 O.G�� 18.47 0.345 18.47 p,0�? 20.92 0.36r 20.92 p,0�? 24.10 0.3E5 24.10 0.0�= 2�.49 0.389 28.94 0.1): 34.08 0.420 34.68 0.1 5 94.42 0.451 44.92 0.1�- 61.?'7 0.4E0 61.�? 0.1:� 101.3c 0.49�� 1U1.�� '.1-"� . __._,� i;._�� _�_. �� :.1_� Strander Phase 3-MGSFIc 2/22/2011 Page 17 of 22 "'Point of Compliance Flow Frequency Data"` Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr(Years) Discharge(cfs) Tr(Years) Discharge(cfs) 2-Year ��.137 _-':'ear �i_0>_5 5-Year J.«8 5-Year �.U" ` 10-Year 0.278 10-Year O.C= 25-Year 0.372 25-Year O.C�' 50-Year 0.459 50-Year 0.15,. 100-Year 0.497 100-Year 0.11�. 200-Year 0.543 200-Year 0.11 *� R.ecora teo Short te Comc�cte Pea}: �ischarae `:=�r ,.,�� F=_��:rr�__-c =rre_<sls Strander Phase 3-MGSFIood 2/22/2011 Page 18 of 22 "'Point of Compliance Flow Duration Data"' Predevelopment Runoff Postdevelopment Runoff Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability O.O00E+00 1.COr,Gg+pO p,CGO�-GO 1.OGOGE+r; 2.830E-03 2.3cY�CE-U� 5.6�4E-�4 d.7943E-i-�: 5.661E-03 1.8183E-01 1.137E-03 8.5759E-i-.i 8.991E-03 1.9869E-01 1.705E-03 8.4626E-�;l C.O11 1.298oE-01 0.002 8.3�63E-C;1 0_019 1.0625E-01 0.003 8.3053E-J1 0.017 9.120E•E-G2 0.003 8.2959E-:)1 0.020 7.8997E-G2 0.009 E.1G42E-'�1 0.023 6.8893E-G2 0.005 8.1006E-'!'_ 0.025 6.0947E-�� 0.005 7.9974E-��: 0.028 5.3261E-02 0.006 7.901EE-;�= 0.031 9.7175E-0� 0_OOo 7.7639E- _ 0.039 9.1832E-OZ 0.007 7.6586E-�= 0.037 3.7205E-02 0.007 7.5412E-�5_ 0.090 3.3133E-�2 0.008 7.9282E-C: 0.092 2.9E38E-C2 0.009 7.3006E-� : 0.095 2.6430E-02 0.009 7.1597E-�-: 0.098 2.3699E-02 0.010 7.0119E-� = 0.051 2.1262E-02 0.010 E.8755E-� = 0.054 1.9150E-02 0.011 6.7912E-C1 0.057 1.7267E-02 0.011 6.6131E-i;l 0.059 1.5521E-02 0.012 6.4733E-1i1 0.062 1.9036E-02 0.013 6.3117E-;il 0.065 1.2639E-02 0.013 6.1563E-��1 0.068 1_1278E-02 0.014 0.0069E-',1 0.071 1.0348E-02 0.014 S.A567E-��1 0.074 9.9690E-03 0.015 5.6895E-i1 0.076 6.5860E-03 0.015 5.5192E-51 0.079 7.8178E-03 0.016 5.3531E-5�: 0.082 7.1593E-03 0.016 5.1879E- �= 0.085 6.5598E-03 0.017 5.0067E- _ 0.068 6.0985E-03 0.018 4.8255E- 0.091 5.5507E-03 0.018 4.6499E- 0.093 5.1067E-03 0.015 9.9554E-� 0.096 9.7255E-03 0.019 4.2556E-� : 0.099 9.3558E-03 0.020 4.0606E-� : 0.102 9.0223E-03 0.020 3.8597E-� ! 0.105 3.7104E-03 0.021 3.6915E- : 0.108 3.4331E-G3 0.022 3.4309E- ' 0.110 3.1833E-03 0.022 3.2155E- : 0.113 2.9472E-C3 0.023 2.9891E- 0.116 2.7284E-03 0.023 2.7542E- : 0.119 2.5234E-03 0.024 2.5096E- 0.122 2.3581E-03 0.024 2.9852E- : 0.125 2.1992E-03 0.025 2.9E91E-i. 0.127 2.0329E-03 0.026 2.9431E- : 0.130 1.9003E-03 0.026 2.9224E-i- 0.133 1.7629E-03 0.027 2.9023E- _ 0.137 1.6051E-03 0.027 2.3821E- - 0.139 1.5285E-03 0.028 2.3627E-� : 0.142 1.9180E-03 0.028 2.3320E-� : 0.144 1.3350E-03 0_029 2.2920E-�- _ 0.147 1.2722E-03 0.030 2.2529E-i : 0.150 1.2043E-03 0.030 2.2138E-� i 0.153 1.1350E-03 0.031 2.1679E-t'1 O.15o 1.072GE-U3 0.031 2.1237E-i'1 0.159 1.0130E-03 0.032 2.0799E-;1 O.lEl 5.E532E-04 0.032 2.0323E- .1 O.lE9 5.19i8E-09 0.033 1.9871E-)1 0.167 8.6712E-G9 0.034 1.9345E-:�1 0.170 8.1225E-G9 0.034 1.8810E-; : 0.173 7.63�5E-��9 0.035 1.82?0�-;�: 0.175 �• ��H-�� O.:i_5 L?,�=:=:-�_�_ Strander Phase 3-MGSFIood 2/22/2011 Page 19 of 22 G.17H r.�BJ,E-:9 V.V3o' _. ��2oE-C1 0.181 E_5124E-09 0.036 1.E795E-C1 0.184 6.2092E-09 0.037 1.E270E-�:1 0.187 5.6915E-09 0.038 1.5805E-C1 0.L°0 5.6799E-09 0.038 1.52E3E-01 0.192 5.4511E-04 0.039 1.4719E-01 0.195 5.2562E-04 0.039 1.4182E-01 0.19� 5.0251E-04 0.040 1.3671E-01 0.201 4.7796E-04 0.040 1.3177E-J1 0.209 4.5197E-04 0.041 1.2E92E-:�1 0.207 9.3605E-05 0.041 1.2206E-��1 0.205 9.1159E-04 0.042 1.1E97E-��i 0.212 3.9395E-04 0.093 1.1205E-�� 0.215 3.6E59E-04 0.093 1.0735E-�� 0.218 3.5950E-04 0.094 1.02E3E-G= 0.221 3.3573E-04 0.094 9.8391E-�� 0.229 3.1985E-04 0.095 5.3952E-0=' 0.226 3.025<E-04 0.095 8.9582E-Q� 0.228 2.51EOE-09 0.096 8.5294E-G- 0.232 2.7653E-04 0.097 8.1034E-C� 0.235 2.E281E-04 0.047 7.7113E-C� 0.238 2.5198E-09 0.098 7.3969E-C- 0.291 2.3605E-09 0.098 6.9896E-C; 0.293 2.2599E-09 0.099 E.E571E-CZ 0.29E 2.1371E-09 0.099 E.39°2E-0- 0.299 2.0360E-09 0.050 6.0507E-0� 0.252 1.9E38E-09 0.051 5.7968E-0= 0.255 1.8339E-G9 0.051 5.4946E-,)= 0.258 1.7689E-09 0.052 5.1515E-`i- 0.260 1.6295E-09 0.052 9.8687E-�i- 0.263 1.5306E-G9 0.053 4.6100E-2� 0.266 1_9490E-09 0.053 4.3E25E-_- 0.269 1.3140E-G9 0.059 9.1230E-J= 0.272 1.2563E-G9 0.055 3.8922E-02 0.275 1.1552E-C4 0.055 3.6712E-0� 0.277 1.Oe30E-C4 0.056 3.9609E-G= 0.280 1.0108E-C9 0.056 3.2580E-��= 0.283 9_3860E-a5 0.057 3.0562E-C_ 0.286 8.5528E-OS 0.057 2.8762E-C=' 0.289 8.1586E-OS 0.058 2.7095E-C=' 0.292 7_9366E-OS 0.059 2.5418E-C= 0.2°4 7.1978E-OS 0.059 2.3826E-C= 0.2°7 6.5702E-05 0.060 2.2372E-C_' 0.300 6.2819E-OS 0.060 2.0870E-C: 0.303 5.5926E-OS 0.061 1.9923E-0= 0.306 5.7760E-OS 0.061 1.8145E-0� 0.309 5.0590E-OS 0.062 1.69E9E-0� 0.311 9.7652E-OS 0.063 1.5880E-0� 0.319 9.2598E-05 0.063 1.4839E-�� 0.317 3.82E6E-OS O.OE4 1.3805E-�� 0.320 3.4ESEE-OS 0.069 1_2873E-�� 0.323 3.2990E-OS 0.065 1.1953E-�� 0.325 3.0324E-05 0.065 1.1177E-b� 0.328 2.6158E-OS 0.066 1.0485E-0' 0.331 2.4548E-OS 0.067 9.8257E-G� 0.339 2.3626E-05 0.067 5.2394E-��3 0.337 2.1E60E-05 0.068 &.6550E-C3 0.390 i.9494E-GS 0.068 8.0631E-C� 0.392 1.8772E-05 0.069 7.6583E-C� 0.395 1.5162E-OS 0.069 7.1651E-C� 0.398 1.9490E-OS 0.070 6.6850E-C� 0.351 1.3719E-OS 0.070 6.2953E-C+ 0.354 1.�274E-OS 0.071 5.8908E-0= 0.357 1.1552E-CS 0.072 5.5327E-1i� 0.359 1.Ob30E-OS 0.072 5.1655E-�i' 0.362 1.OE30E-OS 0.0'73 9.7539E-�� 0.3E5 1.0108E-OS 0.073 9.4591E-�� 0.3E8 E.6690E-OE 0.079 9.1392E-5: 0.371 7.5920E-OE 0.079 3.8692E-�� 0.3,9 .9=1.^_CE-nr 0.D,5 ,.62955-��3 i�.� _ ."s9-»-�)r _. � �. 30==.-��3 Strander Phase 3-MGSFIood 2/22/2011 Page 20 of 22 0.3i9 �.9920E-On 0.076 3.1499E-03 0.3�2 '.9920E-Oo 0.077 2.8673E-03 0.385 7.2200E-Co 0.077 2.6757E-03 0.388 7.2200E-Co 0.078 2.9E92E-03 0.351 7.2200E-Co 0.078 2.26�0E-03 0.353 7.2200E-Co 0.079 2.1191E-03 0.356 7.2200E-Oo" 0.080 1.5480E-03 0.399 7.2200E-C'o 0.080 1.7703E-03 0.402 7.2200E-Oc� 0.081 1.6101E-03 0.405 7.2200E-Oe 0.0�1 1.9664E-03 G.408 7.2200E-Go 0.082 1.3177E-03 0.410 7.2200E-C6 0.082 1.1603E-03 0.413 E.4960E-Oe 0.083 1.0224E-03 G.41E E.4580E-C6 0.089 8.8951E-09 G.41° E.4580E-G6 0.089 7.8120E-09 �.422 S.i760E-Oo 0.085 6.8518E-09 �.425 5.0540E-Oe 0.085 5.9348E-04 �.427 5.0590E-Oe 0.086 5.1890E-04 �.430 5.0590E-Oe O.OE�E 9.3970E-04 ��.433 5.0590E-Co O.OE7 3.8916E-04 G.43E 4.3320E-Co 0.086 3.8627E-04 G.439 4.3320E-Cn 0.088 3.8122E-04 ��.492 4.3320E-C6 0.08° 3.7472E-04 ��.494 3.6100E-Co 0.089 3.6966E-04 ��.497 3.6100E-06 0.050 3.6605E-04 ��.450 3.6100E-Cn 0.050 3.6100E-04 ��.454 2.8016E-C6 0.051 3.5667E-04 G,45E 2.8680E-06 0.092 3.5595E-04 0.459 2.6880E-On 0.092 3.5017E-04 0.461 2.166DE-On 0.093 3.9295E-04 G.464 2.1660E-06 0.053 3.3284E-C4 G.467 2.1660E-C6 0.094 3.2129E-C4 5.470 2.1b60E-Ce 0.094 3.0685E-C4 :�.473 2.1b60E-C6 0.055 2.995EE-04 :�.47E 2.16o0E-C6 0.095 2.B15EE-04 ��.478 2.1Eb0E-06 0.096 2.E719E-04 G.481 2.1E60E-06 0.097 2.5987E-04 G.484 2.1660E-06 0.097 2.3?59E-04 :�.487 2.1660E-Or 0.098 2.2959E-04 ��.490 2.1660E-06 0.096 2.1O10E-04 J.492 2.1660E-Oe• 0.099 1.9711E-09 =�.455 2.1Eo0E-Ot 0.099 1.6772E-09 ��.458 ?.2200E-07 0.100 1.7833E-09 G.501 7.2200E-07 0.101 1.6567E-09 � G.504 7_2200E-07 0.101 1.6317E-09 0.507 7_2200E-07 0.102 1.5951E-09 ' G,509 ?.2200E-07 0.102 1.4569E-09 �i ��.512 7.2200E-07 0.103 1.3929E-�9 I ��.515 7.2200E-07 0.103 1.2130E-�i9 I 0.518 7.2200E-07 0.104 1.0902E-��4 I 0,521 7.2200E-07 0.105 9.6026E-��`_ i G.524 7.2200E-07 0.105 8.0869E-�i5 0.526 7.2200E-07 D.lOo 7.3649E-��` G.529 ?_2200E-07 0.106 6.4°BOE-��° G,532 7.2200E-07 0.107 5.8982E-OS ' 0.535 ?.2200E-07 0.107 5.1°89E-G5 O.SsB 7.2200E-07 0.10$ 9.9764E-05 0.591 7.2200E-07 0.109 3.5378E-OS �I ��.593 7.2200E-07 0.109 2.8156E-G5 �� 0,596 7.2200E-07 0.110 1.7326E-GS I G.599 7.2200E-07 0.110 1.3716E-GS G,552 7.2200E-07 0.111 1.1552E-GS G.555 7.2200E-07 0.111 1.0106E-OS 0.558 ?.2200E-07 0.112 6.0640E-�� 0.560 7.2200E-0' 0.113 "0.9980E-0� 0,563 ?.2200E-0' 0.113 9.3320E-?E �.56� •--''��E-D� _.1_� -._=S�iE-?, Strander Phase 3-MGSFIood 2/22/2011 Page 21 of 22 "*'Flow Duration Performance According to Dept.of Ecology Criteria"" Excursion at Predeveloped Yz�2(Must be Less Than 0%): -28.7% PASS Maximum Excursion from Y�Q2 to o2(Must be Less Than 0%): -28.7% PASS Maximum Excursion from Q2 to Q5o(Must be less than 10%): -93.9% PASS Percent Excursion from Q2 to Q50(Must be less than 50%): 0.0% PASS * POND MEETS ALL DURATION DESIGN CRITERIA: PASS Flo�r Duratian Plat-Shallo�r Pond, 3 arifice o� ond Duration Pertormance Eaccursion at t f2 Q2: -2$.7�6 PAS S I(h x Excursion t l'2 Q2 to Q2: -28.7 9t PAS S �� x 6ccursion Q2 to Q50: -93.9� PAS S 96 Pos 6ccu�sion Q2 to Q50: O.Ox PASS_ =��'�-� x WS El for link t: 26.27 Feet ,-. o.i � 1 I U � � �� i 1 O �— � � �2 �!� - - - - - - �- - - - �.1 � '�i1�2 , nn � � t De-0r t De-06 �De-�s t De-0� t De-03 t Dr�2 �De-flt t De+� Exceedance Probabiliiy / Predeveloped j Postdeveloped Strander Phase 3-MGSFIood 2/22/2011 Page 22 of 22 Drainage Calculations Pond Volumes Phase 2 Pond Detention Volume ,..�- ._,�y�--Y-��, Elev Area Vol Total Vol �� (FT} (Sf) (CF) (CF) �. / �" � 24.0 21613 � 0 . ; , , �,;`� 1 25.0 23750 22682 22682 , : . ��,, +� ' 26.0 25950 24850 47532 �\ ` 26.7 27558 18728 66259 ` � Cell 1(below berm) � � t Elev Area Vol Total Vol � (FT) (SF) (CF) (CF) � . ' � 19J 3435 0 0 20 3689 1069 1069 � �� 21 4483 4086 5155 �. , 22 5322 4903 10057 22.7 5915 3933 13990 Cell 2(below berm) Elev Area Vol Total Vol Det Total Vol: 66259 CF (FT) (SF) (CF) (CF) WQTotalVol: 56057 CF (CeII1+Ce112+WqAboveBerm) 20.6 9153 0 0 21 9675 3766 3766 TotalVol: 128708 CF 22 11003 10339 14105 (oet+wQ+�w) 22.7 11897 8015 22120 , Pond Grading wC1(above berm) �I Pond Ex: 6744 CY Elev Area Vol Total Vol � Pond Fill: 1563 CY (FT) (SF) (CF) (CF) 'Quantities above include 370 CY for key-in of pond berm 22.7 18862 0 0 23 19539 5760 5760 23.7 20997 14188 19948 Groundwater Storage I� Elev Area Vol Total Vol I (FT) (SF) (CF) (CF) 23.7 20997 0 0 24 21613 6392 6392 Drainage Calculations StormSHED Calculations Gi�-en that description, it is essenriall�� travel time shift. Tra�el ume shift as implemented b�� StormShed2G has a slight �-ariauon. Since the h��drographs are stored in a specified time intereal (the default is 10 minutes), a tra�-el time of less than the inten�al «�ould require a shift to an odd interval. In order to do this correctl}', it �vould mean interpolaring the values. Unfortunarel�- interpolating �-alues ��-ould compromise the peal:over rime as one ne�-er interpolates up,just do��-n. To avoid such a situarion, StormShed2G accumulated the tra�-e1 rime until it esceeds the h��drograph rime step. At that point the program shifts the h��drograph the time step duration and carries o�-er the remainder to be accumulated in future reaches. Tlvs alle�7ates the necessitt- of interpolating peaks bet«-een rime steps and does not compromise the peak. Actually,compromising the peak�i-ould probably not be a bad thing since the ph�-sical realitt= of h��drograph routing is moxe accuratel�� modeled b�- the �fuskingum-Cunge n�pe methods, but in this case, compromising the peaks also affects the h�-drograph volume,��-hich is unrealisuc. Hydraulics of Storm Sewers Bemouni Equation t1'��.._'_____..'._'_............ ....... . . . ... ...... . ...... + F �[�� .''��.`�. C' `"-- '— -.�.`'�t_'�, h�-- _r+'- i�� _� •—.. H� •-�. y '�•- � _. •�- _ _ `.:_!2g .�,_ .�,, �-. ,.,., t;hamecl Bon� . Z, , � [la�urn --Z: Figwe 14:Tertns in Brmou!G I:yuanun �� Z g +y, +Z, =ig +y, +ZZ +hl,_, 'I'l�e Bernoulli equarion is the basic equarion used to balance the energies associated ��th graduall�� -aried flo��- through prismatic channels. �k'hile the �-elocih- (�-� and datum (Z) data is generall}� l:no��n, most of the effort in the design of storm se�ver re��ol�-es around esrimaring the losses(hl,_�. Friction Losses The equarions relating to fricrion loss hace been discussed in Chapter 2. The fricrion slope is ripicall}- back computed based on the ��elocitt� or discharge and the kno«-n cross secuonal properties of the channel. s7 Transition Losses Transition losses occur when storm «-ater enters the se«-er svstem and encounters h��draulic structures such as manholes, bends, contracrions, and enlargements. Each h��draulic structure that is encountered�rill result in a loss defined as: i'' H = K— 2g �t'here K is a loss coefficient. Contraction Losses L H, =0.1 ��— �' �'�>�'. 2g 2g Expansion Losses V` V_` H, =0.2 —' —— V, >p, ! 2g 2g ��'here V,is upstream velocin�and�',is do«�nstream�-elocin'. Manhole Losses In straigl�t dlrough situations �-here there are no changes in pipe size and the slope remains constant through the manhole: ,� Hm =0.05� g Entrance Losses The coefticient for entrance losses depends of the conduit See Appendix for a list of coefficients used b�-the program. Junction Losses Losses at junctions�vere there are one or more incoming larerals: z � �H J +D, —Dz� A, + AZ� _ Qz _ Q, _ Q3 cos O 2 A,g A,g A;g ��'here D, and D,are the approach pipe diameters and O is the angle bett��een them. Bend Losses Bend Losses are estimated from 62 Vz Hb =Kb 2g ��1�ere Kb =0.25 �0 , �=central angle of bend in degrees For angles less than 40 degrees. If the angle is greater than 40 degrees, it can be estimated from the follot��ng Chart. 1.4 j1.� A�Jlerior . . � . . . . . . , . I � II 1.�/ Lbried �4 «-�i . . . . . . . , . . . �'� ,�,.`Y � . . � , . . . . , , . . r, , �;. . . . . . . . . . . ,t. . .� . . . � �3_a `' �I •^ . . � . � ;�a � . . . . . _ , . .o �? . . , . , .�.., . fi �, tl% ��.� �Q �; � . u� �`• � �� . � . . � ?'e �L L ;, ,� �',4 �I �.� . . . : . : . . . . . . : . . . � : . . . . : . . . : . . . . � (? �� 4() �� 1 t?� Deflectioii An�;l�, Y — in c.lz��ree� Fi��ure 15:Se�cer Bend]_uss Coefhde�t Direct Step Profiles StormShed2G uses a direct step profile computation «�hen flo«- profiles are needed. Generall�r, this«-ill be for cul�-ens and other reaches. The direa step method is fairl�� straightfon�-ard and can be duplicated on spreadsheets �vith a little work. ��'hile a full discussion of the theon� behind the procedure is outside of the scope of this manual, an e�arriple of the spreadsheet process is in order. Gi�-en the geometn-of a reach, the flo��rate(cfs) roughness and slope,the steps for filling out a spreadsheet is as follo�s-s: 63 Y A R Ra;� p aV` l2g E DE Sr Sr Sp —S� 4x �i (1) (�) (3) (4) (s) �� C� (g) (�) (10) (11) �12� �13� Co11. Depth of flo�r in ft. Co12. ��'ater area in s.f. corresponding to the depth��in column 1. Co13. H��draulic radius in ft corresponding to��in column 1. Co14. Four-thirds po��°er of the h��draulic radius. Co15. l�fean velocittT in fps obtained b�� di�-iding the flo«- rate b�� the water area in column 2. Co16. Velocin-head in ft. Co17. Specific energ�-in ft obtained by� adding the velocin� head in column 6 to the depth of flo«-in column 1. Co18. Change of specific ener�-in ft, equal to the difference betz��een the E �-alue in column?and that of the pre�7ous step. Co19. Friction slope computed b�- soh-ing for the slope using �Ianning's equarion, using values from columns 4 and 5. Col 10. �verage friction slope bet«�een the steps, equal to the arithmetic mean of the friction slope just computed in column 9 and that of the pre�-ious step. Co111. Difference between the bottom slope and the a�-erage friction slope. Co112. I.ength of the reach in ft bettieen the consecuu�-e steps computed b��dividing the value in column 8 b�r the�-alue in column 11. Co113. Distance from the secrion under considerauon to the starting point of the computauon. The procedure is taken from Cho��, Open Channel H��draulics, llcGra�v-Hill Book Compan�-, '_�e«-York, 1959. 64 M DR1-SD2 11756.60 SQ FT 0.2699 ACRES =_-_��-T----_- DR2-SD3 DR2-SD1 5408.51 SQ FT ' 6105.29 SQ FT 0.1242 ACRES � 0.1402 ACRES . - - _ _ _ � � < - - -- - _- ____ - - - - - - - - - - - - - - - • - _ _ _ - _ _ : - f • - - - - - - ,�. 0 z h u , � DR2-SD2 DR3-SD1 -Q �i r' 5983.11 SQ FT 6883.63 SQ FT ■-x-x-'-'� 0_1374 ACRES 0.1580 ACRES I g O �z � ■ — ._---`y`3.�–t---.- . - - '—_ d `� j I ��`r L. � z. _c—:—.` ' '•� ��,. �\��Y �� `�`�. � � }� _�Y Y Y % �_____�_�� I � �� / "\��\q�G I / ;� O . '��','�� 1��I / 11 11'�1 � .�� \� /�� N �I , �.� / ,� ;;�� ' � � :i •;, �' � \ i:��y I �� / \ I ��,i, \ I �i;�ll,�l,%� ------------- ' I / I '��Ir` J �„� �� , �° �;'� � ;� - .-.-, W N;� ��i "' V a�i i�� 'll � `/ Q '�1;� ;1� �';�r,� IW i�h%;I ;i' i�''�iN 'I'i 2 ��r r' iji �i� jl� i M�i ii i�i !i�� '�� t uii�i� ��r i�f4 i;i uii � r�r r�4 i i M� / �ill �l ��ji i�9y = I�� . ��I 1� �1� �j N i j I 11.i � �I�( 1� �I I (I��I %%%(11�r+ il�ll %( '1 1�..�'. , � !vl , I�i Appended on: Monday,luly 18,2011 12:05:41 PM r,,�-11 i_'� I�I-'F --- _ IIUR �,'�,_F-� � � �� `� � P-i90�� P-205aR P-2200R P-175�R N-P�P ROUTEH�'D�] THRU [Strander_Ph2J USING�25��r] AVD �Seattle]NOTZERO RELATIVE RaTIONAL Ratiaial Med�od analysis _�---- ---- _ _ ___ _ _ _ Reach Area TC i Flow Full Q Full nDepth nVel fVel ID , (ac) (min) :(in/hr) (cfs) (cfs) ratio ({t� Size �ft/s) (ft/sj CArea -'_ ___ ------'-- _--- --- ----- -- __ __ _ ------- , �-- __ - -__-- P 0.158 5.�0 2.8938 � 0.4115 ' 9.265 ' 0.0444 � 0.1435 I 12 in ; 5.9377 11.7965 B 2200R ' I i � � Diam 2200R ' I ' ', I i I � � ---- r � -�-�I I 12 in . � g_ I P 4 0.282 5 421 �2.7704 I OJ031 ' 9.6302 0.073 , 0.1828 � 7.1533 : 12.2616 ' 2050R ' � , Diam , 2050R � i I -- ----;----__ -- -_ - - -;-----�_ - �I_-� �.---- �----� P � 0 419 ' SJ705 '2.6787 ' 1.0101 �r 4.3235 !0.2336 � 0.3283 12 m ; 4.5006 i 5.5049 B ! 1900R t i � Diam �; '� 1900R . i, , � P- -. -__r-----� - ---� r---- �------� _-12 i n . _ ,---_ . _6--I 0.559 i 6.326 2.5492 11825 3.9719 0.3229 ; 0.3879 4.5551 : 5.0572 1750R � � I Diam ', 1750R ; i � i -r- � �- � - �--- ' i P- �� I 36 in �--- B- I 0.829 ;6.8 47 8.2.1 4374 � 1.8186 ^75.2934 � 0.0242 , 0.322 � 4.4554 ! 10.6518 ! 1600R ! i ' ; ; �' Diam ! 1600R i ; j i i HGL Analysis -------r- ----._ - _-- , From Node I To Node HG EI(ft) '; App(ft) , Bend(ft) Junct Loss(ft) Adjusted HG EI(ft) �Max EI(ft) ; --__----- -----__- --- -_ _ _ --_------- - ------ ---__--- ;------- ( 0.00 No approach losses at node N-1750R because inverts and/or crowns are offset. � � � ' ---- -____ . .- --___ --- •--_- ------- _-- ! ( N-1600R ' N-PUMP 0.0514 ( -- - ; 0.2089 ------ � 0.2603 9.5000 ': � � ' � ; ' I � ; ____�.------------_________-------I No approach losses at node N-1900R because inverts and/or crowns are offset. ' r-----,r-- - -� N-ll50R N-1600R '; 7.2594 � 0.0031 � ------ � 7.2625 � 10.2200 i I ; . I - - .___ , _ ___- - ---- - - --__ -- --- r__ ___- _ __ __ _--- - ' i N-1900R ; N-1750R ' 8J902 ; -- --- ; 0.0091 i ------ � 8.7994 11.9940 . i � ' i ' ; ; ---=- ------- -------____-- ----__ _ �No approach losses at node N-2200R because inverts and/or crowns are offset. I �.._- - -- __-- � ._--_ - �--_ ---- --- --- � N-2050R N-1900R ' 15.2127 � ------ 0.0039 , ------ j 15.2166 18.2860 ; � � �___ . ____ -�- -'� ----- _ _ _._ _------__ ___ -- _ � N 2200R � N-2050R i 21.4719 �----- ' ----- ------ � 21.4719 24.6280 � � ' , , ConduitNotes ._ _ --_ _ _ _ _ _. __ _ . . _ ` Reach 'HW Depth(ft) HW/D ratio Q(cfs) ;TW Depth(ft) !Dc(ft) ,Dn(ft) Comment ----- _ ____ - -- --- __ __ __---- --- - _ _ _ _ _ _----- -___ . P-1600R 0.5514 0.1838 1.82 0.8920 j0.4110 0.3220 SuperCrit flow, Inlet end controls r ______ ------ --,---- ---- --- - ------------------- �P-1750R ; 0.6794 0.6794 , 1 28 I, 0.4783 ;0.4783 i0.3879 ;SuperCrit flow, Inlet end controls � , ;- ----- ---- _ ---- __ ;---- - __ __ _ - _ _ _------__--- ------ 'P-1900R �0.5902 , 0.5902 ' 101 0.4223 0.4223 �0.3283 SuperCrit flow, Inlet end controls ' , i - --- ---------- �0.3497 �---f------ --- - r -------- �P-2050R 0.4627 0.4627 0 70 ' 0.4994 I0.1828 ;SuperCrit flow, Inlet end controls ' � ' r-- ;_ ____- - ---- - � �-__ �---�- --------- ------- �P-2200R : 0.3419 0.3419 0.41 0.2652 �0.2652 ;0.1435 jSuperCrit flow, Inlet end controls Licens.ed to� � ��6�� . � ROtiTEH1'D [] THRU �Strander_Ph2] LSInG [50 yrJ Al�D [Seattle� NOTZERO RELATIVE RATIONAL w-soi-soi s�� r�,��,-s�� .__�_�,, �-SD1-$C�• P�1_Sp., �" 5 O` u O � '-_?-;D2 N-SD2-SD3 N-SD2-SD4 IwS02-SD6 IwSC�3-SG1 ti SD3-SD� P-SD2-�PS�2�Sa4#p-SD2-�505 �h P-SD2-3D6 �P-SD0.��PSaiSDJ � � C ti CI I . -.i,..�.� � Rational'�iethod aoal��sis __-- - ---- _ _ _ Reach Area TC i Flow Full Q Full nDepth Size nVel �'e� CArea ID (ac) , (min) (in/hr) (cfs) (cfs) ratio '; (ft) (ft/s) '; (fds) , _ _---- - __ -- - - -- - -r-- - - - -- -_ _ P-SD1- � ' 1? in B-SD1- 0.0185 5.00 3.2778 ; 0.0546 10.765 I 0 0051 ' 0.0511 3.5944 : 13.7064 SD1 � ; I Diam SDl P-SD1- - i -__ - -- ;- �1�in�- ;----;B-SD1- SD: 0.0697 5.5022 3.1113 � O.195� ' 7.3138 '; 0.0267 � 0.1126 Diam � 4.012 ' 9.3122 ', SD� ' � i I ( � ' r--- -- P-SD�- I, � �� 12 in � � =, B-SD?- 0.0844 5.6701 3.0607 0.2325 5.1708 ` 0.045 0.1444 � 3.3273 � 6.5836 SD1 j � � Diam i i SDI P-SD3- � �� ' �----�-- ��' �- -- � 12 �n � i �� B-SD3- 0.05 I 5.00 3.2778 0.1475 3.3217 ! 0.0444 0.1435 � 2.1286 i 4.2293 SD2 �, �i , � Diam ' ' SD2 _ - ----r-- �-- �- -r----- �-------- -- ----- PSD13 ' 0.1006 5.9576 ',?.9793 � 0.2697 ' 2.9853 � 0.0904 0.2031 `. Diam ',' �•3601 � 3.80ll � B'SD3- � ; � � SDI P-SD2- � I- ( 12�n B-SD?- SD6 i 0.2661 ; 7.37 ,2.6531 I 0.6354 ' 4.7203 0.1346 OZ477 ` Diam ; 4.1913 6.01 , SD6 P-SD2- �---- I--�-� �' ]2 in r � � B-SD�- SDS 0.3522 ; 7.7676 ',2.5782 0.8172 10.1256 '; 0.0807 0.1918 : Diam ; �•�626 � 12.8923 . SDS , i r_...-_ r-_-�_-�_�_. P-SD?- � ----�.i- --�� i-�- : 1�1❑ ! ' B-SD?- SD4 0.4822 i 8.0897 2.5?18 1.0944 ', 2.0193 0.542 0.4374 :, Diam ; 3.7737 ' 3.702� ' SD4 � i 1 P-S�2- � I 1 I-_- � I21❑ f_- $-5��- � 0.6098 8.6462 2.432 ^1.3347 � 4.2327 0.3153 0.3843 i 4.8007 5.3892 SD3 ( �; � i f Diam i j SD3 r--r--- �-- P-SD2- ; 0.�719 8.8 6 ��. 114 5 1.6753 I ?0.8514 I 0.0803 0.3826 � �4 in , 3.9913 ' 6.6372 i B-SD?- SD? Diam SD? tiu�andcr Pha.�2-511 l�car Stonn-�tom»hcd Ruut�Rep��rt I HGL Anal�•sis �From l�ode ! To Node HG EI(ft) ;App(ft) i Bend(ft) I Junct Loss(ft) �Adjusted HG El(ft) {Max EI(ft) � .-- - --_ _____�______ __._ __�_ , ..___ .__-_______________.__ ___, _ ______ __ __ _ .. 1.5692 � `No approach losses at node N-SD2-SD3 because inverts andlor crowns are offset. ��___�_ ____,________� € ___---.-----_---,--�__.____.___.�._.___..._---------.____________ € - - N-SD2-SD2 f N-PUMP 2.0029 , ------ ; 0.4933 j�� 0.0483 � 2.544� ; 10.8150 = Tv-SD2-SD1 � � ��# _- ___._ _..______._____ __�___ � ;N-SD2-SDZ 8.0553 ; ------ 0�2278 ------ 8.2831 � 11.1600 � �_________a�__�._____��_�_._ �; _ __, N-SDI-SD2 jN-SD2-SD1 ' 93375 ; ------ ! 0.00�3 � ------ 93427 1� 6480 � ______ .__ __._�_ __.__�__;.__ _. �� ___ �___� __; N-SD1-SDl iN-SDI-SD2 ', 16.3437 ' ------ �----- `� ------ E 16.3437 � 20.1800 � , ; � ___------�___-----------_.-_�______.__--- --------------- No approach losses at node N-SD2-SD4 because inverts and/or crowns are offset. J --______._____� _-- ---�_.__.�_____.�_______� � N-SD2-SD3 ;N-SD2-SD2 7.7964 � ------ �OQ24�; ------ �� 7.7988 i 10.3460 I � i , ______.�_�._�__._�___._�;�._____�--�----_ .____�__� ' �N-SD2-SD4 :N-SD2-SD3 ; 9.6443 1 ------ ; 0.0102 ; ------ � �� 9.6545 t 11 9550 � � ___�.��.__ - -.r__ �___._._ �_ ___ _�___._� �___.__________, '�o approach losses at node N-SD2-SD6 because inverts andlor crowms are offset. � ____ _____________ _ r._________ � _____r _. ___.�____��d_�� ___�._�._.__t.e . N-SD2-SDS j N-SD2-SD4 17.9179 � ------ � 0.0017 ; ------ j 179196 ; 22.4100 � _-�____�_______..._...._.,._..._.__-----:- ` �__.__---- --- N-SD2-SD6 ;N-SD2-SDS 20.9375 ; ------ il0.0005 j ------ 20.9381 ; 24.5600 � ____�__�_.__ _____;�_--__ � • _�_____�.�.__�i N-SD3-SD1 iN-SD2-SD6 ; 21.8729 r ------ 0.0007 ' ------ 21.8736 26.5600 ; __..._____.___ � . ,.________________.._; N-SD3-SD2 N-SD3-SD1 ' 22.6514 �_ ------ -- -- ; ------ 22.6514 ; 26.5400 ? , -- Conduit Notes �____ .__ _� __.____� .______ _ __ _ _.,_ --- - - ----�-r--.__ _... __.______. ___ �_ Reach ��'�'Depth HW/D Q TW Depth Dc(ft) �n Comment � � (ft) ratio ; (cfs) ; (ft) (ft) � ___ . .____ r .� -____.___��_ _ __,__,_ __ , _-� --____ _______�; _----- ----- ---,._, _ ____._.. ._.___ P SD2- 0.3014 1 68 j 0.4192 ,0.4482 0 3826 SuperC'rit flow,Inlet end ' �� SD2 � 0.6029 � �controls F : ----- ---_ -----_ _ _______ �._____w_____ ,�_�_ __-- -��_ __ . P-SD2- � 0.2603 0.2603 ; 0.23 ` 0.1979 �0.1979 0.14� SuperCrit flow,Inlet end � SDl � ' I �;controls ____,____._. � ' : ' �__________,____- ---- ;-- r ._�____._____________ � P-SD1- � 0?295�� 0.229� � 0.20 � 0.3881 i0.1813 ;0.1126 ;SuperCnt flow,Inlet end � SD2 ; � � jcontrols �� P-SD1- 0.0947 �0.0947 ; 0 OS ` �0.1347 I 946 i0.0511 �SuperCrit flow,Inlet end � SD1 ; � �controls _.___ ____________� _�___ ____� P-SD2- 0.6964 0.6964 t � �� Su erCrit flo�u,Inlet end � � 1.33 i 0.4885 �0.4885 i0.3843 � p SD3 � i fcontrols --__-___r-_�_____._�___._.i-----------�----- r- r-------- ----_.�__.________` �_._�_____._._ � P-SD2- ' j � �SuperCrit flo�v,Inlet end� SD4 0.6843 0.8212 � 1.09 � 0.4660 '0.4660 0.4374 �controls ____.__ "_______�_______ �_______e_ _� ��_�w____ _��______� ___�__� P-SD2- � i. �SuperCrit flo�u, Inlet end 0.4979 0.4979 ` 0 8� ; 0.8625 0.3782�0.1918 ; SD� i i ;controls __�_____ _______ _______ r_�_______ _ ,__ _,_.._____. ___.__� ---,�__._.___; __� __ ___.�_� ___w__�_.______ P-SD?- a f � ' �Su erCnt flow Inlet end i '� SD6 0.4�15 0.4515 , 0.64 � 0.333a �a.3320 i0.2477 lcontrols --- _ _______.�____.____ t _e_�_.__ �_�� e__�__��,__s___�_________ _ �_ P-SD3- 0.2869 0.2869 ; 0.27 � 0.3521 ;0.2136.0.2031 �SuperCrit flow, Inlet end� ' SD1 ' � ; i (controls � : a .� P-SD3- � �� ! � �� SuperCrit flow,Inlet end ' SD? ! 0.2084 0.2084 0.15 0.1876 '0.1569 0.1435 �Icontrols Strander Phase 2-50 1'ear Storm-Stonnshed Rouce Report 2 i Appended on: Monday,July 18,2011 12:05:41 PM ROUTEHYD [] THRU [Strander_Ph2] USI�IG �2��r] AND [Seattle] NOTZERO RELATI�'E R�TIONAL Rational Alethod analysis �_ , __��__� _____ ___---- ----___ _._._ ___..._____,__�,------- _�______ _ _-____ ____._ Reach Area '. TC � i Flow Full Q ' Full nDepth nVel fVel i ID ; (ac) ' (min) ',(in/hrI ', (cfs) (cfs) ratio ; �ft) Size (ft�s� �ft�s� CArea ; �� --- - . _ _-- - ---- - __ , � � r 12 in �_ - __- _ ____� �B 0.158 5.�0 2.8938 0.4115 9.265 0.0444 i 0.1435 ` 5.9377 11J965 'i 2200R ' Diam ', 2200R ' i ; - -- --- = --�- -- r- �-- - r---- ---- � P 0 282 �5 421 !2.7704 0.7031 j 9.6302 ': 0.073 �8 �12 in ! �.1533 ' 12.2616 B 2050R ' Diam , 2050R : � � r .___ r__�_�. .__.__ __--- ------- - - � __^ __._ _, _------- --_.__ P 12 m B- � 0 419 •5.7705 �2.6787 1.0101 4.3235 ; 0.2336 ' 03283 4.5006 ' S.5049 ; 1900R ! � i '• Diam 1900R � E �__ _.__._ �__,__�_---,__ _.._._ A___.___._�_____� __---- - _._.____�__ ----- -- ----.�_. -.__.__ P- � 12 i n B- 0.559 6.326 :2.5492 1.2825 3.9719 ; 0.3229 � 0.3879 � 4.5551 5.0572 ' ; 1750R i I Diam ', 1750R ; �___ _ _ _ �� i �__ ,_ _�___.___ P ��.��,; �i � ; 36 in B- 0.829 ;6.8748 i 2.4374 1.8186 75.2934 � 0.0242 : 0.322 i 4.4554 10.6518 ; 1600R ': ' Diam ' 1600R i HGL Analysis From Node To Node HG EI(ft) ; App(ft) Bend(ft) Junct Loss(ft) ; Adjusted HG EI(ft) Max EI(ft) i i i -_�_____-_----_-----------------_�.__ _..---------_ __ _---- - r_____�,__________.�.__--______ r_. 0.00 �No approach losses at node N-1750R because inverts and/or crowns are offset. I ;---_- ��-- �- ��--- ---� �-- _- ___ ___.�__- � - - �-- --- ----- �- -- ' N-1600R ' N-PUMP ' 0.0514 ------ i 0.2089 ' ------ 0.2603 � 9.5000 i , i �No approach losses at node N-1900R because in�erts and/or crowns are offset. � � � ; :_____ � ______�. _ - - -� _---___ _ --.---_-------- ..� _____ � N-1750R N-1600R 7.2594 j --- 0.0031 ------ � 7.2625 ; 10.2200 I i , --- :-- � � - ----�-�-------- N-1900R I N-1750R ; 8J902 , --- ; O.OQ91 ------ ( 8J994 11.9940 1 i ; E I � � ;N po a proach losses at node N-2200R because inverts and/or crowns are offset. �--_ _.______- ----_�_�-----_____ � - - ----__,__ _.-._ .__----._ ___._�____,_.---__._.____�_ N-2050R ; N-1900R ' 15.2127 j---- ! 0.0039 ------ i 15.2166 ; 18.2860 i ; I ' � , ' - -_ _---- ;- ---- ----- -- - � ----__ - -------- �_-- ; N 2200R N-2050R : 21.4719 ; -- --- - 21.4719 i 24.6280 � ( i i Conrluit .'Vutcs Reach HW Depth(ft) HW/D ratio Q(cfs) TW Depth(ft) Dc(ft) Dn(ft) Comment __ _ _ _---- _-----__ _ --�— -- --- P-1600R 0.5514 0.1838 , 1.82 0.8920 0.4110 I0.322Q 'SuperCrit flow, Inlet end controls ' , � i ._----- --- - ---- -- _-- P- rP-1750R 0.6794 0.6794 1.28 , 0.4783 0.4783 0.3879 Su erCrit flow, Inlet end controls � �P-1900R .---- - — -- --- --_. _ _ --- _ . - ----- � 0.5902 0.5902 , 1.01 ', 0.4223 I0.4223 0.3283 SuperCrit flow, Inlet end controls , i i ', i - ___-- �_ _.---- - ,--- _---- __----- --- --- �P-2050R � 0.4627 , 0.4627 ' OJO ' 0.4994 �0.3497 I0.1828 SuperCrit flow, Inlet end controls II `— , --- - � -- ---- � - - _ ------ — ;- -_ ;P-2200R ; 0.3419 0.3419 0.41 0.2652 !0.2652 0.1435 SuperCrit flow, Inlet end controls Licensed to: BergerABAM Layout Report: Strander_Ph2 f�-i EuuR ��=F� �,, _ P-175�R P-ti9i1ClF'c P-2U50R P-�20�� N-PI�F � Appended on: Monday,July 18,2011 3:03:01 PM Layout Report:Strander_Ph2 Event Precip(in) ----r--_—_ ;other � 2.10 � �yr 24 hr 2 ; i 15 year � 3.50 � I � �10ear � 4.00 Y I .25 year � � 4.25 � I 100 year S 1 � � � � i � Reach Records Record Id: P-1600R �Section Shape: � Circular � ____.________ __ _—_-_------- - .---- �_. ____- -----______n��_ _r�__._ e______ _a Uniform Fiow Method: ' Manning's Coefficient: 0.01 __.__._ __ . __ .._ _ _ - _ .----- -_ __ _ ___ ______ _______ -----,— ___._____. ______----; Routing Method: Travel Time Shift Contributing Hyd � i _ _--- -_ _. --_ _____ ��__— ------r--- ____---------� �� DnNode ; N-PUMP 'UpNode � N-1600R . I ; _ _ ____ _ _ ___ ----- -.-- ------______��__.� � Material unspecified ;Size i 36 in Diam i j --__ _— � ---- �----- `— --- --- �--__ � ----------- .----_--'_---- ---� Ent Losses Groove End w/Headwall � i _ . ____�______ �__�_ � _.--- --- --___r-- ____�, Length 120.00 ft ,Slope � OJ5% i ; _._ ___. __.__ _ .__.._ Up Invert -0.50 ft �� Dn Invert � �-0.892 ft �i Record Id: P-1750R � _ .___e _ _ — _ __�_� --_____ _--- -------,- -�-- --------, Section Shape: Circular Uniform Flow Method:� � � Manning's �Coefficient: �_�� - 0.012 �� ------_ _____.___ ___._ ___ ___ ,__---- -_.__-- ----__ _..__. _.____ _ � ---- 'Routing Method: Travel Time Shift �Contributing Hyd �DnNode �� N-1600R � UpNode � �� N-ll50R � � ---_____ __ -- ---- ----- ___ �_____� _ _____� �_� __ - — —� ;Material unspecified ;Size 12 in Diam ! .___.._ _ _ __ _ __ __ _ _____._____ _ _- --_.____ --- _ __ ______ _ __. _.____ _, Ent Losses Groove End w/Headwall I __________________._�_ , __--__ r.______—�___._ _,--------- - �____________. __�,�w_��— -, -----, �Length 15a.00 ft j5lope � 1.05% � ' I Up Invert � �� v' 6.58 ft ':Dn Invert �� 5.00 ft � � ° � I I Strander Pha,e 2 Layout ReFxi�t 2 Record Id: P-1900R �Section Shape: � Circular � �Uniform Flow Method: � �� _��Manning's �Coefficient: � 0.01 i r_..___ --.--. --_._._ ._...__ ----..__�_. ._ �_� __.__.__� d.._,_. ___ Routing Method: Travel Time Shift ;Contributing Hyd ! ; �� -_-- ----_ _,._ __ __----_ �___- -- --_.� � ___________________ _.------_----__ -� _ _�___________ _.; DnNode N-1750R ;UpNode N-1900R �---------______ _ _� �__ _ � _ � _�_ ___a _ �—_ _�a__�_ _�� . _��. __ _ Material unspecified Size 12 in Diam �� ;------,__a______--------____.__�___.._------.--�__--._._._..___._._------._-----.--------__------.____------...__W�r___.._; IEnt Losses � Groove End w/Headwall i ' - - iLength� 150.00 ft ESlope E 0.87% �_ -_ __.___ ________-___.____---___� �___ __.,_.__.---_.___._.__,._-------_ __.__ �_ �__�.___�____�___� __._,_ ___.___-- ---__�_ �.____ ________.: Up Invert 8.20 ft Dn Invert 6.90 ft Record Id: P-2050R _,__.. -----�__ � Section Shape: Circular __.___--- - _�-_._, __ __,___________��--- ------ . ___ __._��_ ___.---- _ _ ____,__- -------., 'Uniform Flow Method: Manning's Coefficient: 0.01 � _ ----- -----__..__,�_ _ - �---_---__--_____ .---- --- ------ ------ -.._.--------- Routing Method: Tra�el Time Shift ;Contributing Hyd _______._._, _ ___.__._ --�___. . __-_--- �__ _.___,.__��____________�_ ______._ ______ ___-- DnNode N-1900R UpNode N-2050R Material � � ' unspecified Size � �� 12 in Diam - - - -___w,.�_ Ent Losses C W� ��v=vTT�^ Groove End w/Headwall Length�__�_ _.___ _�— _�___ . - -�-�--150.00ft ^^ ^ �Slope �____________�� 4.30%� - ________ .__ _..____ ._,______ _.. _�_.___ , ___�_ ___.------____ _ �____, �______._____m____ ____� _ _.� .___ �_�________ ., Up Invert 14J5 ft Dn Invert _8.30 ft _ _ ___ _ _ _ _ . _ _. _ _ _ _ _ _ _ _ _ _ _ Strander Phase 3 Layout Repott 3 Record Id: P-2200R !Section Shape: � � � Circular I �_.-- ________ ..__ — - ._.�__________ _,____� _ _ ____. ;Uniform Flow Method: Manning's Coefficient: 0.01 --__ --- _- - --- _ ---- ---- --__ ___ ,Routing Method: Travel Time Shift Contributing Hyd ---- ----- ---- _�_ _____ � .____ ___�______� ____.___ --- ----- -------- _ _------, DnNode N-2050R UpNode N-2200R � � ------------�--- ----- --_...__ _ —__— _ _—-- ----- - ------ i Material unspecified Size 12 in Diam i � ; --- -_-- - -�- -- --- �— - --� ----�--- Ent Losses � Groove End w/Headwall � _-- - - - - Length 150.00 ft ';Slope 3.98% _ _---..__ _.__._ ___._ _____ _ __,_ __---._____�_ --_ _. _ __. ;.______________� _ ,Up Invert 21.13 ft Dn Invert 15.16 ft Node Records Record ld: N-1600R _ _- —�_ __ - -— - � ---- _--- ---- --- iDescrip: :Prototype Record Jncrement 0.10 ft IStart EI. �;A.50 ft � �Max EI.�� 9.50 ft � � �Void Ratio�100.00 �--__� ____�____,_�_�-� �_-----_.__ ---_�_��_ ( _----____ -- -- _ _ _ ---------- ---- - ----- - Condition ,Existing Structure Type ,CB-TYPE 2-54 , ,—��______ _ � iEnt Ke Groove End w/Headwall(ke=0.20) Channelization No Special Shape i ' , ,_� --�,---- _�� ______—--- ------- ----- �Catch i0.00 ft Bottom Area 15.904 sf � !MH/CB Type Node__�_____________--,-------- ---- - --- Strander Phase 2 Layout ReFx>rt 4 � Record Id: N-1750R _ ,_ ._ _________ __._� _ . --__, --- _--- --_ -- -,---. iDescrip: 'Prototype Record Increment 0.10ft �Start EI r4 58 ft � iMax EL '10.22 ft ; � � �------__ �Void Ratio ;100.00 � � �Aj r � _� ____________ _________ __, ._� ____.__._ �_�_____._____.__ ,--- -- --------___ �Condition Existing 'Structure Type ;CB-TYPE 1 � Ent Ke ;Groove End w/Headwall (ke=0.20):Channelization ,No Special Shape � � � �---------;-.--_..___--___----_____ ________ ___�_._.�.__--_ __�— --___._. _._ ;Catch i0.00 ft Bottom Area 3.97 sf � � ; , _---- - --- --- —�_______._____ _ �._._ . __ � r��__�__ _______ �---—- �MH/CB Type Node Record Id: :�-1900R _-___ _ .._ ; . ---._ _ _ :Descnp IPrototype Record Increment 0.10 ft � � ;Start EL � �6.20 ft � ---�� __._.______ ---------- 'Max EI. � '11.994 ft�� ; _�.r.__.___�___� � I :Void Ratio j100.00 � � �— ;--_--------------------------- ---------,_...____,_.�____.._.___.__ :Condition Existing I.Structure Type �CB-TYPE 1 'Ent Ke ':Groove End w/Headwall(ke=0.20);Channelization iNo Special Shape �-___ . - �._,_ __.._________._.__ _--_._.___.._._._____.____.___ I ;Catch ;0.00 ft Bottom Area �3 97 sf �� i _.�� ------ —------------._._.a____ _ : iMH/CB Type Node I Record Id:N-2050R ;--_________. _____._ __. -_ ____ ------ ----___ _.___�,______. _ -- , :Descrip: Prototype Record ,Increment 0.10 ft ; ' I , � � ' , _; __- ____. ,,w__------_._ Start EI. 12.75 ft� Max EL �18.286 ft � � � r-----:---__ ----- -----_-- ------ — I I ;Void Ratio;lOo.00 � �� _.___ _ ---- -_____ __ ---..____ __ n.______.___._..___. _____.______ -- , Condition Existing IStructure Type (CB-TYPE 1 � ____.______._______�_ ___---_ __--.,._ ____. - ------------ ---� _----______ i ,Ent Ke Groove End w/Headwall (ke=0.20) Channelization rNo Special Shape � , , i � ; : � _ _------�--------------____-----___. .___----------- -- Catch �0.00 ft 'Bottom Area 3.97 sf ! ' i MH/CB Type Node Record Id: V-2200R �------ �__ ---.__ - -_ Descrip: �Prototype Record Ilncrement j0.10 ft ` � _______:�__._ ^.^____._ __,__ ___.___ .__�__v---- ; Start EI. �19.13 ft Max EI. 24.628 ft --_ ___�_ ______ ----- -` Void Ratio 100.00 � � ; _---I-------..-------------------, , ,; �----------- Condition �Existing �Structure Type jC6-TYPE 1 i � i ------!__ ----- --- -------- --------- _ ' Ent Ke !Groove End w/Headwall(ke=0.20)�Channelization �No Special Shape , i Strandcr Phasz?Layout Rcpurt 6 Drainage Calculations Gutter Analysis Gutter Flow: Strander East Bound East End Zd=W idth I- � 1 d=depth 1 S STA 24+11 to 22+00 Right side of the Roadway Q= C 1 A pg 2-7 WSDOT Hyd Manual, 2007 C 0.90 Seattle m = 5.62 10-Yr MRI 7.88 50-YR MRI n = 0.530 10-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.39 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area Width (pavement) Median 6.00 Travel Lane, 11.00 Travel Lane2 11.00 Shy/Shoulder 2.00 Planter 5.50 Sidewalk 4.00 Total W idth 39.50 feet Length between CB's 210.00 feet Area 8295.00 SF Area 0.1904 A� Qroad 0.45 cf� Qbypass 0.00 cf� Qtotal 0.45 cf; Depth of Flow d - IQ*St�137*�SL��0.5\�A(3/8) / d=depth of flow at face of curb 0.10 ft 1.26 incheS Q=the gutter discharge 0.45 cfs less than 1.44 inches?? SL=the longitudinal slope of the gutter 0.0100 ft/ft y@S, OK St=the superelevation slope 0.020 ft/ft (WSDOT Hyd Manual Fig 5-4.1) Zd=the top with of the flow prism 524 ft Check Max Width allow from face of curb 7.50 OK Zd=the top with of the flow prism(from above) 5.24 Bypass Flcw QBP- Q � �l ZC-GW��Zd��813; Zd=the top width of the flow prism 5.24 ft GW=width of grate inlet perp to flow 1.67 ft (WSDOT Hyd Manual Fig 5-5.7) Q=the gutter discharge 0.45 cfs Q BP=portion of flow outside grate 0.16 Cfs Gutter Flow: Strander East Bound East End Zd=W idth I 1 d=depth 1 S STA 22+00 to 21+08 Right side of the Roadway Q= C I A pg 2-7 WSDOT Hyd Manual, 2007 C 0.90 Seattle m = 5.62 10-Yr MRI 7.88 50-YR MRI n = 0.530 10-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.39 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area Width (pavement)' Median 6.00 Travel Lane, 11.00 Travel Lane2 11.00 Shy/Shoulder 2.00 Planter 0.00 Sidewalk 4.00 Total Width 34.00 feet Length between CB's 92.00 feet Area 3128.00 SF Area 0.0718 Acres Qroad 0.17 cfs Qbypass 0.16 cfs Qtotal 0.33 cfs *No CB's this range Depth of Flow d = �Q*St�(37*ISL��0.5��w�3l8) d=depth of flow at face of curb 0.08 ft 0.98 inCheS Q=the gutter discharge 0.33 cfs less than 1.44 inches?? SL=the longitudinal slope of the gutter 0.0200 ft/ft yes, OK St=the superelevation slope 0.020 ftlft Zd=the top with of the flow prism 4.10 ft Check Max Width allow from face of curb 7.50 O� Zd =the top with of the flow prism(from above) 4.10 Bypass Flow QBP - Q � � �Zd-GW��Zd��i8;31 Zd=the top width of the flow prism 4.10 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.17 c� Q BP=portion of flow outside grate 0.08 c' Gutter Flow: Strander East Bound East End Zd=W idth I 1 d=depth 1 S STA 21+08 to 20+50 Right side of the Roadway Q = C I A pg 2-7 WSDOT Hyd Manual, 2007 C 0.90 Seattle m = 5.62 10-Yr MRI 7.88 50-YR MRI n = 0.530 10-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.39 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area Width (pavement)* Median 6.00 TravelLane, 11.00 TravelLane2 11.00 Shy/Shoulder 2.00 Planter 0.00 Sidewalk 4.00 Total Width 34.00 feet Length between CB's 58.00 feet Area 1972.00 SF Area 0.0453 Acres Qroad 0.11 cfs Qbypass 0.33 cfs Qtotal 0.44 cfs Depth of Flow d _ ra'`Sc� 137* �SL��0.51��1318) l I d=depth of flow at face of curb 0.08 ft 0.92 incheS Q=the gutter discharge 0.44 cfs less than 1.44 inches?? SL=the longitudinal slope of the gutter 0.0500 ft/ft yeS, OK ', St=the superelevation slope 0.020 ft/ft 'I Zd=the top with of the flow prism 3.84 ft I Check I Max Width allow from face of curb 7.50 OK Zd =the top with of the flow prism(from above) 3.84 � Bypass Flow �, QBP- Q � �l Zd-GW��8�3� I Zd=the top width of the flow prism 3.84 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.11 cfs Q BP=portion of flow outside grate 0.10 cfs Gutter Flow: Strander East Bound East End ' Zd=W idth I 1 � d=depth I 1 � S STA 20+50 to 19+80 Right side of the Roadway Q= C I A pg 2-7 WSDOT Hyd Manual, 2007 C 0.90 Seattle m = 5.62 10-Yr MRI 7.88 50-YR MRI n = 0.530 10-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.39 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area Width '� (pavement)" Median 6.00 Travel Lane, 11.00 Travel Lane2 11.00 Shy/Shoulder 2.00 Planter 0.00 Sidewalk 4.00 Total Width 34.00 feet Length between CB's 70.00 feet Area 2380.00 SF Area 0.0546 Acres Qroad 0.13 cfs Qbypass 0.10 cfs Qtotal 0.23 cfs 'No CB's this range Depth of Flow -- d = LQ*St�\37*�SLI�0.5��(318) d =depth of flow at face of curb 0.06 ft 0.72 inCheS Q=the gutter discharge 0.23 cfs less than 1.44 inches?? SL=the longitudinal slope of the gutter 0.0500 ft/ft yes, OK St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 2.99 ft Check Max Width allow from face of curb 7.50 OK Zd=the top with of the flow prism (from above) 2.99 Bypass Flow QBP - Q « � � Zd-GW�I Zd��$'31 Zd=the top width of the flow prism 2.99 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.13 cfs Q sP=portion of flow outside grate 0.03 cfs Gutter Flow: Strander East Bound East End Zd=W idth I 1 d=depth 1 S STA 19+80 to 19+00 Right side of the Roadway Q= C I A pg 2-7 WSDOT Hyd Manual, 2007 C 0.90 Seattle m = 5.62 10-Yr MRI 7.88 50-YR MRI n = 0.530 10-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.39 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area Width (pavement)* Median 6.00 Travel Lane� 11.00 Travel Lane2 11.00 Shy/Shoulder 2.00 Planter 0.00 Sidewalk 4.00 Total Width 34.00 feet Length between CB's 80.00 feet Area 2720.00 SF Area 0.0624 Acres Qroad 0.15 cfs Qbypass 0.23 cfs Qtotal 0.37 cfs Depth of Flow d = rQ*St!\37*1`SL`w0.5`��318) L I 1 d =depth of flow at face of curb 0.09 ft 1.03 inCheS Q=the gutter discharge 0.37 cfs less than 1.44 inches?? SL=the longitudinal slope of the gutter 0.020 ft/ft yes, OK St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 4.28 ft Check Max Width allow from face of curb 7.50 OK Zd =the top with of the flow prism(from above) 4.28 Bypass Flow QBP- Q � � � Zd-GW�I Zd��$!3) Z�=the top width of the flow prism 4.28 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.15 cfs Q BP=portion of flow outside grate 0.10 Cfs Gutter Flow: Strander East Bound East End Zd=W idth 1= = 1 d=depth 1 S STA 19+00 to 17+50 Right side of the Roadway Q= C I A pg 2-7 WSDOT Hyd Manual, 2007 C 0.90 Seattle m = 5.62 10-Yr MRI 7.88 50-YR MRI n = 0.530 10-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)"n 2.39 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area Width (pavement)'` Median 6.00 Travel Lane� 11.00 Travel Lane2 11.00 Shy/Shoulder 2.00 Planter 0.00 Sidewalk 4.00 Total W idth 34.00 feet Length between CB's 150.00 feet Area 5100.00 SF Area 0.1171 Acres Qroad 028 cfs Qbypass 0.10 cfs Qtotal 0.38 cfs Depth of Flow d = �Q*St f�37' �SL��0.5`�nI318) / d=depth of flow at face of curb 0.11 ft 1.34 inChes Q=the gutter discharge 0.38 cfs less than 1.44 inches?? SL=the longitudinal slope of the gutter 0.0050 ft/ft yes, OK St=the superelevation slope 0.020 ft/ft I Zd =the top with of the flow prism 5.58 ft Check Max Width allow from face of curb 7.50 OK 'I Zd=the top with of the flow prism (from above) 5.58 �i Bypass Flow � QBP- Q � � �Zd-GW��Zd��$'31 Z�=the top width of the flow prism 5.58 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.28 cfs Q eP=portion of flow outside grate 0.15 cfs Westbound - SAG INLET DESIGN WORKSHEET Vaned grate at low point �� E 0 �2 �— �1 —� �— �2 Q _ Q� Inlet A Inlet 8 inlet C B� _� dA dB d� r � � c � c c c 0 0 � o $ o 0 o + ,�, �. 0 0 � + � v o + + h � � � � Transverse Slope S, OA20 ftrf� Shy,�Shoulder 2A0 ft Allowable Z, 7.50 ft Lane Width 11 00 ft Allowable de 0.�5 ft (d„=d�= 0.075 ft allowable) Time of Concenhation T., 5.0 min{conservative) 0.9" �Face of Curb 50 yr.rainfall m 7.88 Seattle ,� - . .. ccefficients [ n o.545 Rairdall Intensi I --»''�� ty sc... 3278 inlhr (for 5 minute duratlon) �:::� . `��~»� Length Distance between last inlet L� 167 AO ft Lz 150.00 ft : I'`' W idth of catchment area W, 45A0 ft W z 26.00 ft �'*�{ Bypass from last inlet oB�,° - cfs QE,,z' �11 ds j j-,�:�di i�.�� Discharge of catchment area Q� 0.54 ds Q_ 028 ds �� QTdal � "�9Pt+Qt+QBF�+Q� Q,�„i = 0.00+0.54+0.11+028 = 0.93 cfs Combination',Vaned Grete',or Grete Inlet for sag PB(C!V!G) 1 c See Figure 5-5.6 ir C P,, ,N` 000 fl Wiath� Length� Hydraulics�danual Effedive Perimeter of pe 5.34 ft Width 1.67 Length 2 00 for grate dir-iersions Grate Inlets(reduced fo plugging) � P� 090 ft Witl'.h Length Combination=�00°ro Vaned Grate=75% Grete Inlet =50% TQ — QA+Q6+Q� 2 EQ =Cy�qPq�O.SdB��'+C�•�BPBde�5+ CN;,-P-10 Sdbl � 0.93 cfs Capacity is adequate, design is complete. F.Q 1��' de -� G P 0.3536+C� P +C. +�., P�0.3536 J �.15 ft Check calculated d�against � nn a .�e e �us vt allowable d8 1.79•• If dE<allowable dB,Ihe design is wmplete Design Gn r.� If dE>allo�roable d�.additioral inlets must be acded�ano,he process repeated Notes: ' If using a combinalion inlet for the s2g.7he flank grale inle-s are not requiree except in z tlepressed area{See Hyda�lics�.farual;� 2 Formulas based on weir ilow. See Hydraulic h7anual 5-5 2. ' To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-1 D in Hydraulics Manual for grate dimensions. � `Qpp� and Qe�z come from the inlet spreadsheet. 5 Vanec grate cap2ci!4 based or guiaelires presented in Tzcoma S�.h'P,7 hlanual Vol.III pg 4-70 Inlet Grate Capacity fer'v'zred Crate, G��FeuF�a`A'z,.20�;y FAP'JJT-C9-�TS.ENGR'.Cr�i�D�a�n3ae�Gu�ter a�arysis_N_1•.Is ' P��s=[CaJ '�'S'�i'11 Drainage Calculations Miscellaneous Calculations Project �� Sheet of JobNumber �AptilT-ay"ddy �� 1 >c'I�t'l'I�I11V1 Subject STa� rU�J� SQI LI.WAH Designer � L E!°1/el Cs� �L�.S Date ��/�� _ FIGURE 5.3.I.E WEIR SECTIOn FOR EMERGENCY OVERFLOW SPILLWAY _ emergency overflow ,W - -. overflow li� - X water surface �-�� .5'min. water .T min. g �$ - - surface � , � � �;�` .2'min. H �'��c��+:'��£+�£��.,.� = rock tining • L - per Table 4.4.1.A � (),, �2 Q/00 C C"..'l� [�3 L{}3h+ 8�5 �t8r�F��E} 5/�] �,,,,�.��:� �7•w�+4 L Q��, = /ao YIt- 1'EAK FG��I ---� = C r�Q - ��.9��3,f9�� r', r, e : ;) 1 --� � � ' " ..-. TR : f R l��Z/ ' Pi[. `�t�rt.) be ; =�3.9 ,nx2.{,1��.3�-0.�3 j = l3•q��0 4��5�� = 3.t°1 inlhr� Qloo � �3.3b92q HtatE - liJ 1 h� \ y356o Fr2�/ 1 Fr � _.-� s x r— �----- --�— hr 360o s J C I AcaeC � �Z' },� _ /3•y8 � cF5 C = naulna.c� CoEcf�c��+t z �.b C� c C'ILA�Ity � 3'Z.Z. FT/SLCZ' � = �ac�ra � we�t (Fr) � = I�tit�{T oc W4'fER� `FT� = �•6� Q = a�c.,uE oF s,oE sw�E,�a��=3 c�- 3�1 s�pEs►.�Es Q _ 3 .2l C 1,N3�z � 2�� -�S/:l loo ' J � L. = C,Qtoo J(3•2� �;'z�] � 2 4N L _ 13•�I�3.2txo,r��31i — 2.y ��.5� � - 10• b'l� _� vsE Il� � �j j;` ,``_t�M Project: Strender Boulevard Glcs By: Schurman Project 11: FAPVYT-09-175 ' Subject: Wetland QR-Hydroperiod Threslwlds Checked By: Date: OS lanuary 2011 Date: O:�Fm;rdWa']:J��FP.P:.?091'�F1Mli�C'�.�'Dr' �.MG5=1wd�J+Nbn�OPM r �mC�'etpnC OR Md IOG MM� �s Destription The Strander Boulevard project proposes to construd a grede separation below the BNSF and UPRR trecks. Stormwater will be collected and conveyed to a stormwater facility located between the BNSF and UPRR tracks. The stormwater will be discharged from the stormwater facility into Wetland QR. Per DOE,wetland need to be analyzed is stormwater is discharged into them to determine if the wetland will continue to fundion properly. The Wetland Technical Memo,dated November 2007,states that Wetland QR is a 25-acre wetland located between the BNSF and UPRR tracks. The wetland is approximately 0.8 miles long and is classified as a Category I/II wetland per DOE ratings. Design Source +pepartment of Ecology Stormwater Management Manual for Western Washington(2005) � -Guidesheet 2B Threshold Requirements The following are the thresholds that need to be met so that the wetland will continue to function properly even though additional water is being added/removed from the wetland. 1. Mean Annual Water Level Fluctuations(WLF)»>does not exceed 20 cm(7.9 in� 2. Frequency of Stage Excursions of 15 cm above/bebw pre-development stage»>does not ezceed an annual average of six 3. Duration of Stage Excursion of 15 cm above/below pre-developed stage»>dces not exceed 72 hours per excursion 4. Total Dry Period»>dces not increase or decrease by more than two weeks in any year 5.Akernations to watershed and wetland hydrology[hat may cause perennial wetlands[o become vernal are avoided 6. Magnitude of Stage Excursions above/below the predevelopment stage»>should not exceed B cm for more than 24 hours in any 30-day period �� I�cr�,t,7A�M Project: Strander Boulevard Calcs By: Schurman Date: OS January 2011 Project#: fAPW7-09-175 � � Subject: Wetland QR-Hydroperiod Analysis Checked By: Date: O�\FederelWeN2009\FAPWT-09-175\ENGR\CIvil�Dralnape\MGSFlootl\Wetlantl QR HverooRnomlWanand qR HMromriod AnxlvRin.xlsxl r��a � a e ; I Rating Table Development 4 The rating table for Wetland QR was developed using existing contour �� ; .___. information in AutoCAD. The area of the wetland boundary was determined � `______ �, and an elevation of 23.0 was used for the wetland boundary, An assumption �,. of 2H:1V sideslopes were used to offset the boundary and to generate a wetland ----f,,� volume. The area of Wetland QR calculated using AutoCAD is 13.01 acres which � � � � is 48-percent smaller than the size mentioned in the Wetland Technical ' t - � ; Memorandum developed by David Evans Associates dated November 2007. ��._''._.___._._ ? � "` * � '�� Therefore,the rating table below is conservative because water levels and would , � 1 ,11�''�..�` be more likely to fluctuate in a smaller wetland. Additional assumptions made *�� 1 � ��,i�� was a wetland depth of two-feet and an additional foot above the wetland boundary � '' ,* �' C'--'--'�-- �, �r for water level fluctuation. �+ ' _�,,n 1 �------ '�� Volumes for the rating table were calculated using the Prismodal formula as shown in Figure 3.52. This figure is from the ASCE manual Sedimentation Engineering. '; ,........... �. � l------- _.:� Discharge was assumed to be very low which would be conservative causing � -'�,�,' � . .�� higher fluctuations in water levels. �� .' ��,� . . .y, �� - �:'f- , {...'� ____ _ ,-, A Va� IA+�E+Bt WetlandQRRatingTable F7�R�.S2 Tcmudm�dilbdpiismnidalhxmul�ftK3eternuma�cy+rityafrcxervmr. MGSFIood Rating Table Area ID Elevation Surtace Area Volume Cumulative Volume ---- ------------- -------------- - Elevation Area Volume Discharge .T._ _..__.. ._._-- i -- — -----___ ....... _.. - (Jeet) (square%et) (acres) (cublc jeet) ' (acre Jeet) (cublc jeet) (acre jeetJ (feetJ (acres) (acre•feet) (cjsJ _ .. _ __ 1 2 3 4 5 6 S 6 7 8 9 10 AO 20.0 0 ' 0.00 0 0.00 0 0.00 20.0 0.000 0.000 0.000 ---- -- - ___ _—._.._ ---.__. ___— ------ ---- A1 21.0 526,412 12.08 175,471 4.03 175,471 4.03 21.0 12 085 4.028 0.100 A2 22.0 552,743 12.69 539,524 12.39 714,995 16.41 22.0 12.689 16.414 0.200 A3 23.0 566,729 13.01 559,721 12.85 1,274,716 29.26 23.0 13.010 29.263 0.300 -- _ __ ... A4 24.0 580,756 13.33 573,728 13.17 1,848,444 i 42.43 24.0 13.332 42.434 0.400 Project: Strander Boulevard Cala By: Schurman Projet[0: FAPWT-09-175 `�i i�;,,.'�t1Bt�M Subjed: WMland QR-Hydroperiod Analysis CF�ecked By: Date: 06 January 2011 Date: - Ia�2004:APNT-_.��S�ENGRC,wi�Lra J.•:;SF4ic�l':.l�..arv]��2?.Yu�>�oi�.�':N4vic�R H Predeveloped Wetland Location:Link 1:Wetland QR Postdeveloped Wetland Location:Link 1:Wetland aR """""'Mean Water Level Fluctuation Results(ft)"'••"•»••• Month Predeveloped Postdeveloped Mean Annual WLF Check "ct D.C=�D _.___' Pass [Ic: O.CG14 _.OG1� pass :ec O.G027 U.0014 Pass .-a� 0.0033 0.0012 Pass Feb 0.0036 0.0010 Pass I�lar 0.0032 0.0008 Pass 7,Fr 0.0022 0.0007 Pass '�1a}' 0.0009 0.0007 Pass ��ln 0.0003 0.0007 Pass ��1 0.0001 0.0006 Pass A�g 0.0000 0.0005 Pass Sep o.r.nn� n.nppg Pass .,nn��al O.f,023 0.__�� Pass Check Predevelopment Mean Annual WLF �_�_ thar. i5 en 10.992 Etl -_es >» Ho effect te �. aetaticn species rictness 2_.:�:ter c=ar =5 cn 10.952 f[1 .:� »> Chect the nean ar.nnal (ar.9 mean morth=:i WLF fer 2C cm or rt,cre _ncrea=e Mean Annual(and Mean Monthly)WLF -_�i-� pcst3eveloped meaa i:LF co�=_ not :ncrca== ❑�_e ttan 2J _m :0.55E ftj :n an:i ;�or.th cr for th.e anrual �. .__ _. .- a r.=_='. ftr, .�t-.- _�.r._ fl,.�t-.:.ri��n ..__1 r.a,•:-: co �f'��•. to ' .�. _>t:zci-��r sf�._c.. ri^h�e__ �..t 'L. ...c._n_._. Projett: Strander Boulevard Calcs By: Scburman Projed#: FAPWT-09-175 ��iC�i,'�:� Subjett: Wetland QR-Hydroperiod Analysis Checked By: Date: 06 January 2011 Date: yO�raMy�'-G�'MN'.)9.�'S.ENGRu'A�C�arage.MG5F4.T.hetr " - _ F M^� :.'��a�e� """""'S1age Excursion Results "'-""-"^ Slage Excursions Threshold(RJ:O.SGO Avg Number of Stage 6ccursions Per Vear:0.006 VYY No.Excursions Max(ft) Max Dur�hrs) Avg Uuretion(hrs) =a40 1 15.'ce°. =E2 1P2 :3d1 ., J �.- _ =34. 7 1943 C � G 1944 C 0 0 1995 0 0 0 199E 0 0 0 1597 0 C 0 1998 0 0 0 1599 0 C 0 1950 0 Q D 1951 0 0 0 1952 0 0 0 1953 D 0 0 1954 0 0 0 1955 0 0 0 1956 0 0 0 1957 0 0 0 1958 0 0 0 1959 D 0 0 1960 0 0 0 1961 0 0 0 1962 0 0 0 1963 0 0 0 1964 0 0 0 1965 0 J 0 196E 0 0 0 19E7 0 0 0 19E8 Q 0 0 19E9 0 0 0 1970 0 0 0 1971 0 Q 0 1972 0 C 0 1973 0 Q 0 1974 0 G D 1975 0 0 D 1976 0 0 D 1977 D 0 0 1979 0 0 � 1979 0 0 0 1980 0 0 0 1981 0 0 0 1982 0 0 0 1983 0 0 0 1989 0 D 0 19B5 0 D 0 15BE 0 D C 1987 0 D G 1588 0 0 0 1589 0 0 0 1990 0 0 0 1991 0 0 0 G 1992 0 0 0 0 1993 0 0 0 0 1994 0 0 0 0 1995 0 0 0 0 1996 0 0 0 0 1997 0 G D 0 1996 0 0 0 0 1999 0 0 D 0 2000 0 0 D 0 2DD1 D 0 0 0 zaaz o 0 o a 2003 0 0 0 0 2004 0 0 0 0 2005 O O O O 200E 0 0 0 0 2007 0 0 0 0 2008 0 D 0 0 2009 G J 0 0 2010 0 D 0 0 2011 0 D 0 0 Projec[: Strander Boulevard Cala By: Schurman Projec[N: FAPWT-09-175 �IX C:;l'�ABAM Subject: Wetland QR-Hydroperiod Analysis Checked By: Date: 06 January 2011 Date: p��=ede�M'.Y�DC"'+'4PN'.�]3-t�S�ENG3'Ci.fCraruoeJAGSFboSWEhar]OF.MNoperN�Wc9ari OR FYcnp��i2 Aral�se.kv�� 'YntUlJn:'�Ta�.-a - _ _- — ——__- """"""Stage Extursion Results "'•»"•»:, Stage Excursions Threshold(ftj:D.500 Avg Number of Stage Excursions Per Year:0.006 WY No.Excursions Max(R) Mau Dur(hrs) Avg Duration(hrs) 201z � � c n 2013 J C 0 2015 7 J C n 2015 0 � 0 0 2016 0 0 G 0 201? 0 0 0 0 zoie o 0 0 0 zois o 0 0 0 zoze e o 0 0 ' zozi o 0 0 0 zoaz c o 0 0 2023 0 0 0 0 2029 0 0 0 0 2025 0 � 0 0 2026 0 C 0 0 2G27 0 C 0 0 2028 0 0 0 0 2Q29 0 0 0 0 ze3o o e o 0 2031 0 G 0 0 2032 0 0 0 0 2Q33 0 0 0 0 20°-9 0 G 0 0 2035 0 0 D 0 2036 0 0 D 0 203' 0 0 D 0 2038 0 0 D 0 �039 0 0 0 � 2040 0 0 0 � =041 0 0 0 � zo�z o 0 o a =043 D 0 0 C :045 D 0 0 C ?J45 0 0 0 C z�ae o o a c z�a� o 0 o c 2�48 0 0 0 0 ��45 0 D 0 C' 2JSC 0 D 0 G 2J51 0 0 0 G 2J52 0 0 0 0 �'�53 0 D 0 0 _059 0 0 0 G _„_, C 0 0 = �CSE 0 0 0 r �CS? 0 0 0 = ac=_s o 0 0 zr.=_s o 0 0 = acEo 0 0 0 � zr,E-_ o 0 0 = zcez o a o 0 �fE3 0 C 0 2n64 0 C 0 2pE5 0 Q 0 2C�E6 0 6 0 5 2067 0 0 0 �OES 0 0 D 2i c9 0 0 0 �070 0 0 0 �C�71 0 0 0 .. _ii72 0 0 0 _ii73 0 6 D _274 0 0 D _075 0 0 D 2070 0 0 D � 2l^7 0 0 D _]^9 D 0 D .IO^9 0 0 0 =030 D 0 D _731 0 0 0 , ADA7,� Projed: Strander Boulevard Cala By: Sthurman Projett#: FAPWT-09-175 ,��C i-`C(All[]tvl Subject: Wetland QR-Hydroperiod Malysis Checked By: Date: 06 January 2011 Date: C:'=cdvaWa 1009'FhPVrT_��1]S�ENGR,C+�I�Drain �M1'�GSFbuC.Y`:HIaNORYr� W'::9aM OR MAc�a�v MaFSis.tlsi """'«»Stage Excursion Results """"""' Stage Excursions Threshold(ft):0.500 Avg Number oi Stage 6ccursions Per Year:O.DO6 WY No.Excursions Mau(ft) Max Dur(hrs) Avg Duration(hrs) 2093 C C - ] ��_� C C - 0 �CBE n C � 0 2CE7 O C � 0 2CE8 G C� D 0 �CE9 0 0 D 0 zo�o o e o 0 �r,al o e o 0 �asz o 0 0 0 2ii93 0 0 0 0 _ii94 0 0 0 0 �pa5 p 0 0 0 �p95 D 0 0 0 �09' J 0 0 C Check Frequency of Average Annual Excursions Tl:e average aanual excirscon= o' O.np� is beiow the six annual excursions allowed. Check Duration of Average Annual Excursions Tk:e loncest dnration of the excurscon H�as 182 hours which is higY_ez tran tre allowed 72 tours. Hewever, thi= c�ration is the only d�.�ration for the 158 year period and it occnrxeri durinq the first year. Therefore, it is �_.=_r_.=_ _hat t':is �s ar. anoTaly and dces ❑ec. rep=esent t��^ act�ial •:retland hydroperio� �_raracteristics. _�,s a _�s��lt, c!:- a_� �� o�,-.,r c�= rta' e _ _ _'F .:.� tosr t1-r,�=t_o_d. ��;`,_`l��M Project: Stronder Boulevard Calcs By: Schurman Project#: PAPWT-09-175 Subject: Wetland QR•Hydroperiod Analysis Checked By: Date: 06 January 2011 Date: O•cM+al'.4a'+2009`=tPrVT.]3��t.ENGfYCiAiL.areoFM�.:;:cMc.].a,xl.Ttl7RHrQc cU.V:e1L�nc CR 1- r. .x%.nal�'-vsx """""'No Water(Dry)Excursion Results """"'•"' Wetland Dry when Stage Drops Below(ft):0.01D Dry Excursion Duration(hrs) WY Predeveloped Postdeveloped Difference 19ac e�aa e-�a o 1941 E?6J b'S7 0 1942 6i6J 675J 0 1553 E76D 8^oJ 0 1549 8784 8'84 0 1945 8760 8750 0 1996 8760 8750 0 1597 8760 6'60 0 1998 8789 8'B9 0 1999 8760 9'6C 0 1950 8760 8'6C 0 1951 8760 9'EC 0 1952 8789 8789 0 1953 8760 87E0 0 � 1954 8760 87E0 0 1955 8760 87E0 0 1956 8789 87E9 0 1957 8760 87E0 0 1956 8760 8?EO 0 1959 87E0 87E0 0 ' 1960 8789 Bib9 D 1961 8760 8760 0 1962 8760 2760 0 1963 8760 E760 0 1969 8784 5789 0 1965 8760 67b0 0 15EE 8760 876J 0 15fi7 8760 876] 0 1968 8784 8784 0 19E9 8760 8^00 0 1970 8760 8700 0 1971 8760 8700 0 1972 8789 8734 G � 1973 8760 875C 0 1974 8760 87'00 0 � 1975 8760 976C 0 1976 8789 8789 J 1977 87E0 9'.EC J 1978 87E0 8760 , 1979 87E0 87E0 :i 1960 8769 8789 .. 1961 8760 87E0 „ 1962 8760 87E0 ,� 1983 B760 87E0 ,� 1984 8784 8789 , 1985 8760 B?60 �� 19BE 8760 2i60 �, � 1987 8760 8760 ', 1988 A784 Q784 � 1°B9 8760 8760 �� 1990 8760 876J �. 1991 8760 876� � 1°92 8784 8784 1993 8760 8'6B 1994 8760 8750 1995 8760 8760 1996 8784 8784 1997 8760 8750 1998 876Q 8'S0 1999 8760 8760 2000 8789 6'94 2001 8760 876C 2002 87E0 976C 2003 8760 876C 2004 87Q9 9789 2005 87E0 9'EO 2006 8760 87E0 0 2007 B7E0 876G 0 2008 8784 8789 0 2005 8?60 876G 0 2010 8760 87EG 0 20ll B?60 8?EO 0 �,��` ,`,`.�M Projec[: Strander Boulevard Calcs By: Schurman Project 8: FAPWT-09-175 Subject: Wetiand QR-Hydroperiod Analysis Checked By: Date: 06 January 2011 Date: o��ra.va,zoos�=nc-,�'n3„s.��vcm:.an-a.�rnc=_=wrnP.�oFHwxH�+..�.«:�,�:�. - ��,��i��a """""'No Water(Dry)Excursion Results """'••'•" Wetland Dry when Stage Drops Below(f1J:D.010 Dry Excursion Duration(hrs) VYY Predeveloped Postdeveloped Difference zoiz e�sa e-sa o z�i3 e�Eo e-�o 0 2J74 e?eo e�n� o 2D15 Bi60 £7oJ 0 2016 8784 6784 0 2017 8760 5760 0 2018 8760 8760 0 2019 8760 8750 0 2020 8784 8794 0 2021 8760 8^60 0 2022 8760 8750 0 2023 8760 876C 0 2024 8789 8784 0 � 2025 8760 d76C 0 2026 8760 876C• 0 2027 8760 87EQ 0 2028 8789 9,'B9 0 2029 8760 8.'EC� C 2030 8760 87EG C � 2031 B7E0 8760 C 2032 0784 8769 C � 2033 8760 87E0 C 2039 8760 8760 C 2035 8760 8760 0 203E 8784 87&4 0 2037 8760 2760 0 2038 A760 8760 G 2039 876D &76J 0 2090 8784 5784 . 2091 8760 &76D �_ 2092 8760 876D C 2093 8760 8^'0� " 2099 8784 8784 . 2095 876C 87'v0 . 2096 8760 8750 .� 2097 8760 8'60 . 2048 8789 8789 _ 2049 8760 876C �� 2050 87E0 87E0 " 2051 87E0 87E0 " 2052 8789 6789 2053 8760 B?EO 2059 8760 87EG � 2055 8760 8?EG 205fi 8784 8?59 2057 8760 8?60 2058 8760 8?60 2059 E760 !?60 2060 8784 E789 2061 8760 8760 20fi2 8760 E760 �_ 2063 8760 b76J 0 2069 8784 b784 0 2065 8760 8760 0 2066 876� 8760 0 2067 8760 8750 0 2068 8789 8^84 0 2069 876C 8700 0 2070 8760 8750 0 2071 8760 8750 0 2072 8789 8789 0 2073 8760 876C 0 2074 8760 876C 0 2075 B7E0 6?EC 0 2076 8784 6789 0 2077 0760 67E0 0 2078 8760 67E6 0 2079 8760 B?EO 0 2DB0 8789 8789 0 2081 8760 87E0 0 2082 8760 8760 0 2003 8760 8760 0 Projed: Strander Boulevard Calcs By: Schurman Project tt: FAPWT-09-ll5 � i i�t��t A�AM Subjec[: Wetland QR•Hydroperiod Analysis Chedced By: Date: 06 January 2011 Date: O-'.FinaJWa�^r 19. :TC�-"SEAGRCn+�Panaanl.'GSFboe��::elav]�3M:vKerc..1:.��- :� - �� a """""'No Water(Dry)Excursion Results """"""' Wetland Dry when Stage Drops Below(fl�:0.016 Dry Excursion Duration(hrs) VYY Predeveloped Postdeveloped Difference �08� 9?E9 A'Ed 0 2085 _?E�; _?e�� 0 2D85 P,Ep g7E�� p 2087 97E0 9?EG p � e088 9709 8?84 0 2089 87E0 8?EG 0 2090 87E0 876G 0 2091 8760 B?EL 0 � 2092 8789 6784 0 2093 87E0 87EC 0 2094 8760 876C u 2G95 8760 876C 0 20�c 6'94 B'84 0 2C5% 6760 8750 0 Check Dry Period Difference Ttes�_ is �c char_ae in tho drr pezicd `�--�-n '.`� �.� : - � � ' - : �- �, � - �. . � �� • i ��:,�_ �,- �;A�M Projed: Strander Boulevard Calu By: Schurman Praject M: FAPW7-D9-175 Subjed: WMland QR•Hydroperiod Analysis Checked By: Date: 06 January 2011 Date: p�FepeaNY '��]S�FqR'fliw.'.`S,ENGR�LmlRair�a.�VGS�uod�:'Jellai]ORN ala'M OF Mdre•enoJ r+na� isMv e0 """'•"•Amphibian Season Analysis`•»•»•••«• Season Begins:02/01 Season Ends :05131 Amphibian Stage Excursions Threshold{fl):0250 WY Max Excursion(k) Max 30-Day Excursion(hrs) l�qr l � 1�9= � ? 1c.]� f f :�93 0 C =344 0 0 =345 0 0 :746 0 0 7557 0 7 1�48 0 7 1599 0 7 i°50 0 0 =551 0 C =352 0 C �353 0 0 1759 0 0 1�55 0 0 iS=6 0 0 1557 0 � 1�58 0 J =959 0 D _37o e =3�i o �3sz o 1:53 0 15E9 0 1�E5 D 1466 0 _�67 0 =358 0 =309 0 0 I 1970 0 0 1571 0 0 15?2 0 0 1573 0 1�74 0 i?�irJ � .a-;6 e :3'7 0 19',B 0 0 1979 0 0 isee o c i=ei a c issz o 0 :483 0 0 :984 0 0 =365 0 D :3�6 G 0 1597 0 0 1588 0 0 1589 0 0 1590 D 0 iG91 0 0 :992 0 G =993 0 U =334 0 � i395 0 7 1596 0 0 1557 0 0 1�58 0 0 1599 0 0 =n00 0 C 2D01 0 0 �ooz o 0 _7J3 0 0 2�04 0 J 2005 0 J 2C06 0 � zce� o 0 = og � �j l�<'t`�c;�M Project: StranderBoukvard GIuBy: Schurman Projed#: FAPWT-09-175 Subject: WeUand QR-Hydroperiod Analysis Checked By: Date: 06 January 2011 Date: 0�=6frfa'Wa 1Q19`G0.PWT.,3�.%S.EN::?C�.iL�a - c�NNOFHr�Y �W'�':dbc CR YM� """•"»Amphibian Season Analysis•"""""" Season Begins:02/01 Season Ends :05131 Amphibian Stage Excursions Threshold(ft):0250 WY Max Excunion(ft) Maz 30-Day Excursion(hrs) zoio 0 2ell C 20i2 : 2013 G C 2014 0 C <O15 0 0 2016 0 0 2�17 0 0 2018 0 0 2019 0 0 2020 0 0 2C21 0 0 zezz o 0 zez3 0 0 ze2a a o zozs o 0 :oze o 0 <oz� o 0 �oze o c 2J29 0 C 2J30 0 C "<J31 0 �: 203Z 0 ZC33 0 �C39 D �f35 0 _n�6 0 � _n37 p d036 0 I _039 0 I -040 0 I �7A1 0 �I �742 0 �J43 0 �J49 0 ��5 0 2C4E 0 �= � 2C47 0 _ �caa o _ �099 0 n 2G50 0 _ _��51 0 _ :G52 0 = _053 0 ��54 0 ! :J55 0 ='J56 0 2�57 0 � �058 0 :..�_ 0 �f,EO 0 2CE1 D �OE2 D I �063 D ]i064 0 _065 0 _066 0 �067 0 �068 0 S7'o9 0 �7'0 0 : 1'1 0 2072 0 2�73 0 2C79 0 2C75 0 2076 D 20;7 0 �,��`�`,l,��M Projec[: Strander Boukvard Caks By: Schurman Projed#: FAPWT-09-175 - Subject: Wetland QR-Hydroperiod Malysis Checked By: Date: 06 January 2011 Date: OF aIK 1}JgF,1PN'TC�--,-iEMGRi_�w�dara�r��C5�4xc�4':.iatl]RYY}eqe�c]'�l':e11adOR1Atr:�nc.f4d'.ssAssl I ��II """""'Amphibian Season Analysis""""""' Season Begins:02l01 � Season Ends :OSl31 � Amphi6ian Stage Excursioru TMeshold(f1):0.250 4VY Max Excursion(ft) Max 30-Day Excursion(hrs) ' �oac � zcei o 2062 C 2G83 C 2084 0 2085 0 2J36 0 2�97 0 2088 0 2C89 0 2090 0 2091 0 _092 0 i093 0 2794 0 r 2095 0 r 209fi 0 C 2C5? 0 Check Magnitude of Excursion for 30-0ay Period -1: _ o--.__- �c ,zrc�i icr.= __ .�r� ___�._ . _r. �".�'_ fr c_ coi<_ rtan �d � ___ '� - __ : F"c3oo. Hydraulic Report Strander Boulevard Extension Project Cities of Renton and Tukwila, Washington Appendix D - Renton's Standard Plans Catch Basin Type 2 Combination Inlet Bidirectional Gate Q Y N �� a / /��5`(ryp)see note 1 � �'DIAMETER SMOOTH 4 hook clamps evenly z BARS EQUALLY SPACED placed see cetail below � ia•o.c.ti��vc.y �I I o il , A t � � p Provide maintenance access by welding 4 crossbars l0 4 vertical bars as shown. �� I Hinge upper ends with flangesl / � � bol[s and provide locking � I �� mechanism(padlock)on lower end. jLocale steps directly below. PLAN V�EW \� � �,'�� NTS \�� Iaa'DIA.SMOOTH ROUND&QRS LOWER STEEL BAND a"x 4"WIDE WELDED E�UALLY SPACE�. FORMED TO FIT ON GROVE BARS SHALL BE WELDED TO OF C.B.RISER UPPER 8 LOWER BANDS (24 BANDS EVENLV SPACED SEE NOTE�1 24" I �� JUPPERSTEEL—. SEE BAND a�a"X 4' NCTE 1 'JVIDE I;�AC�� i�� '�� I li�;',,�\\ ; j 'III ��li;; /ji //' 11 rvPE 2 ce— STANDARD GALVANIZED � STEPS OR LADDER 45° SMOOTH� VERTICAL BARS ,—C.B.RISER SECT�ON A—A i NT8 HOOKCLAMP �I CNCHORED . �. ��.. TO C.B.RISER '� OETA�L HOOK CLAMP NTS NOTES: t. Dimensions are for illustration on 54'diameter CB. For different diameter CB's adjust to maintain 45°angle on "vertical"bars and 7"o.c.maximum spacing of bars around lower steel band. 2.Metal parts must be corrosion resistant;steel bars must be galvanized.The use of steel is prefer. 3.This debris barrier is also recommended for use on the inlet to roadway cross-culverts with high potential for debris collection(except on type 2 streams) 4.This debris barrier is for use outside of road right-of-way only. For debris cages within road right-of-way Y �� .t, STD. PLAN - 234.20 • PUBLIC V�ORKS OVERFLOW STRUCTURE + � DEPARTMENT �'� $ �4:�RCH 2O08 �'�,TO - NOTES � ��t: PIPE ALLOWANCES Y �i�r� � �. � _, 1. As acceptable altematives to the rebar shown in the PRECA3T BASE � �� >f '� � �T � � ��'� MAXIMUM SECTION,fibers(placed according to the Standard Spedflcations),or m \� ? 7-: / PIPE MATERIAL INSIDE wire mesh havin g a minimum area of 0.12 s quare inches per foot shall �./-:/ %" DIAMETER be used with the minimum required rebar shown in the ALTERNATIVE � " � PRECA3T BASE SECTION. Wire mesh shall not be placed in the o �'"I�� / PIAIN CONCRE E �Z" knockouts. FRAME AND VANED GRATE 2. The knockout diameter shall not be greater than 20". Knockouts shall ALL METAL PIPE �s" have a wall thickness of 2"minimum to 2.5"maximum. Provide a 1.5" CPssP* minimum gap between the knockout wall and the outside of the pipe. � � (STD.SPEC.a0520) 12" After the pipe is installed,fill the gap wlth joint mortar in accordance with Standard Speciflcation 9-04.3. ,�; � � �p+ SOLID WALL PVC 15. tiA ao, (STD.SPEC.9-05.12(1)) 3. The maximum depth Trom the flnished grade to the lowest pipe Invert � � � ` �'.., � � PROFILE WALL PVC �S, ShBII b8 5�. � S, (STD.SPEC.8-05.12(2)) 5 � \\ 4. The frame and grate may be installed with the flange up or down. The *CORRUGATED POLYETHYLENE frame may be cast into the adJustment section. 1 STORM SEWER PIPE I e-aR�Z- 5. The Precast Base Section may have a rounded floor,and the walls may / ` be sloped at a rate of 1:24 or steeper. i" ' 6. The opening shall be measured at the top of the precast base section. \ __ ONE#3 BAR HOOP FOR 8"HEIGHT 7. All pickup holes shall be grouted full after the basin has been placed. TWO M3 BAR HOOPS FOR 12"HEIGHT RECTANGULAR ADJUSTMENT SECTION �GN01 . � �� .'� rs�� l`'� / / ��\, e� + ;��I �"'. a� . f \.. ��,N J. k. �� I Q�� / .: ..,\..\ � I �/� I \�� T��oF WAsq��T�n �y� I l` / g t�1��. M =^� � ��"�`'" °�� l�� p /� � I �// I � �nroP�.W"" � ��`� I �I I O� q�, issea y� .�, �� #3 BAR EACH CORNER--" � I I M9 BAR EACH C BRMEN - I I �r'r�0\41. ��` �t�� I � 6�C� � I 'f Z �,� I � // �xrin[;.�u�v i. znnr �$�� N CATCH BA81N TYPE 1 � � - � N3 BAR EACH 51DE � ___ I ,- � "' I .:I ff3 BAR HOOP �� _ e .1 �p • I 8TANDARD PLAN B-5.20.00 �V � �� /�� 9HEET 1 OF 1 SHEET APPROVEO FOR VUBLICATION `v a3 snR encH wnv —� `" Harold J.Pete►leao OB-01-0B SEE NOTE 1 �,,,,��ox�,o,�Em are PRECA3T BASE SECTION ALTERNATIVE PRECAST BASE SECTION �'"�"'^�'°^'"�"°+^^^M^a*�+��^ - � NOTES �I � � � , � �, PIPE ALLOWANCES � i✓,� i � � �; 1. As acceptable altematives to the rebar shown in the PRECA3T BA3E �" 1 i� > � SECTION,fibers(placed according to the Standard Specifications),or I � � � ? f. MAXIMUM W��mesh having a minimum area of 0.12 square inches per foot shall m \ � , PiPE�,TERi�� DIAMETER be used with the minimum required rebar shown in the ALTERNATIVE li PRECAST BASE SECTION. Wire mesh shall not be placed in the i � I. ' REINFORCED OR 18. k�OCkOUtS. � o PLAIN CONCRETE �� FRAME AND VANED GRATE 2. The knockout diameter shall not be greater than 26". Knockouts shall AL�METAL PIPE Z�" have a wall thickness of 2"minimum to 2.5"maximum. Provide a 1.5" CPssP* minimum gap between the knockout wall and the outside of the pipe. ' � (STD.SPEC 9-0520) 18" After the pipe is installed,fill the gap with joint mortar in accordance � � � ,�„ with Standard Specification 9-04.3. va �, SOLID WALL PVC 2�. (STD.SPEC.9-05.12(1)) 3. The maximum depth from the finished grade to the lowest pipe Invert � � � '� � � shall be 5'. PROFILE WALL PVC 5 � � S� (STD.SPEC.9-05.12(2)) 21� 4. The frame and grate may be installed with the flange up or down. The � *CORRUGATED POLYETHYLENE frame may be cast into the adjustment section. � STORM SEWER PIPE C �e^oR�z^ 5. The Precast Base Section may have a rounded floor,and the walls may j � be sloped at a rate of 1:24 or steeper. : ` � 6. The opening shall be measured at the top of the precast base section. _ ONE At3 BAR HOOP FOR 6"HEIf3HT TWO#3 BAR HOOPS FOR 12^HEIGHT 7. All pickup holes shall be grouted full after the basin has been placed. RECTANGULAR ADJUSTMENT SECTION e a ��y � #3 BAR EACH CORNER_ � ` �l F �gry #3 BAR HOOP -..\ 18"MIN. .� �No�� / \\ � (S��Q� �'�\ po � • '�6+ �S� // � ej /�,� � I � I 2A � ?�" � � I � /j \ i � 0 I / \ ♦B i %/ I I I �\ . A// I \ Fi,��,o w SHi�'�,� �� / �, � I Nj � �'�� f ��\ , � I % �T �� ,� �}, �,. , �� `"� � - / � � [�- _ � � i � �� I` � ,. �� ; � i 4 � G� - e� � I=� � , II I �,� F;�Sdd�'�o .�� -�..� F��1S'P8�` �A' �� N #3 BAR i I � ��NA1. �' � T1N0#3 BAR - EACH CORNER I . � p ��.� � �E%PIRES Jt1LY I, 2007� �S��dF HOOPS � � �� := . � � REDUCING SECTION EACH S DE ` {�<_; � .; � � • I 'I �/ CATCH BASIN TYPE 7L ) STANDARD PLAN B-S.40-00 � I� - / ' SHEET 1 OF 1 SHEET �^�� " APPROVED FOR PUBLICATION #3 BAR � Haro/d J.Peterfeso OB-01-06 EACH WAY SEE NOTE 1 --- ,r„�„�„�„�,,,Fq, ,,,,� PRECAST BASE SECTION ALTERNATIVE PRECAST BASE SECTION �WO��q�S��dT�sloNm = NOTES � 1. No steps ere required when height is 4'or less. V O " '-- 2. The bottom of the pracast catch beain mey be aloped to fadlifate deaning. � `-- _ CATCH BASIN FRAME AND VANED GRATE 3. The rectanguler frame and grate may be inatelled with the flange up or down. � --___ ' OR MANHOLE RING AND COVER The frame may be cast Into the adJustrnent section. m � ��--- �/ �WWDHo�D 4. Knockouffi shall have a wall thidcneas of 2"minimum to 2.5"maximum. Provide o � - a 1.5"minimum yap between the knockout wall end the oulside of the pipe. Aker � _" i' tha pipa fs installed,Iill the gap wiM joint mortar in accordance with Standerd RECTANGULAR ADJUSiMENT SECTION I� � z --- Specification 9-04.3. , �� OR CIRCUUR ADJUSTMENT SECTION .� .. ,..e.,...", ' `'v:- " ^ FLAT SLAB TOP • - � CATCH BASIN DIMENSIONS �� - _ _-- - -- -- �'' MINIMUM BASE REINFORCING STEEL zl CATCH MAXIMUM � BASIN WA�� SE lOdOCKOUT DISTANCE Ir�/ft.IN EACH DIRECTION o DIAMETER THICKNE8S THICKNE88 S� BETWEEN � KNOCKOUTS SEPARATE BASE INTEGRAL BASE �B".5�'�90".72'.84'OR 9B' �' ° .P ' • 48" 4" s" 36" 8" 0.23 0.15 b, ,. . __ ° . � MORTAR(TYPJ ....._ — 54" 4.5" 8" 42" B" 0.19 0.19 �i - � 80" 5" 8" 48" 8" 0.25_ 0.25 STEPS OR_\' 72" 8" 8" 80" 12" 0.35 0.24 �'I LADDER ,� gq" 8" 12" 72" 12" 0.39 029 — Q8" 8« 12" 84" 12" 0.39 0.29 �� _ _ PIPE ALLOWANCES �" -_ ^ , � _ '� �' � e BASIN PIPE MATE MAXIMUM ISOLIDDI PROFI E RIAL WITH MORrnR FiuFr -�. � Y � . � ' ,-- REINFORaNci STEEL(TYP.) CONCRETE ALL CPSSP WALL WALL N � N o � ORAVELBACKFI p DIAMETER METAL �O PVCOO PVCO � . � 12" PIPE ZONE BE�D NO R t`c N � N' i k a-.=. r r=, ��.- � � qg., 24„ �„ 24�� 27,� �� T�C RE aF WASp��'f ��e�� i 8, �. Y;:� q w Y,�� ,�� .,a�:� t�,�, x��,�8" ryq. �,� �� ,� 27„ �� ;. ��° �--,��i i �� -3 a .t.��t [ i F��_�v ;�1 �%e, � 80" 36�� 42�� „ yZ,� "—_ '" ��n� SEPARATE BASE INTEGRAL BABE .e , Q. q y CAETaN�LACE PRECAETWRFiRIEER 9F, ,pF �ssae ,�o .�� 72" 42" 54" 42" 38" 48" o � `i \ � �� G P '0`RING �� . �» �� '�'rB/ON�L �� ,� ' .;' ___— p ,r ' se° eo° �2. �,. �„ 48�• �5�� ' ��,. k%PIRfS JIJLY I, 70D7 � ' ORAVEL BACKFILL FOR CU CorruflaMd Polyelhylene Storm Sewer Pipe(Std.Spec.9-0520) g•�3o�4�y",��f��7,��6,6�-,-�"" PIPE 20NE BEDDINO �(Shl.Sp9C.9-05.12(1)) CATCH BA$IN�PE Z �l (3)($td.$peC.9-05.12(2)) SEPARATE BASE PRECAET STANDARD PLAN B-10.20-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Harold J.Peterleso OB-01-OB _ Rf�TE DEAqN BqINE91 MTC �Wmti��.�.o.�.m,.M.�,�. � � NOTES � 1. The pipe auppor�end the flow restridor ahall be wnstructed of the same meterlal and be anchored � �� at a maximum spacing of 38". Attach the pipa supporls M the manhole with 5/8"steinless steel expansion �� bolts or embed the supports into the menhole wall 2". REMOVABLE -LL _ wa�rtncrrr 2. The vertical riser atem of the flow restrictor ahall be the same diameter as fhe horizoMal outlet � f 1 ` couauNo plpe wlth a minimum dlemeter of B". o � 3. The flow restric[w ahell be febnceted from one of the following maEerials: �v�`�.; `,__ 0.080"Cortupated Aluminum Alby Drain Pipe r �� 0.084"Cortugated GaNanized Steal Drain Pipa wRh Treatrnent 1 � �---�;� ;; � � oRi CE�TH 0.084"CorrugaUd Aluminized Steel Drain Pipe � � 0.080"PJuminum allay 11at sheet,in acxoMence with ASTM B 209,5052 H32 or EPS � '1'._' ! � ELBOW DETAIL High Denslry Potyethylene Stortn Sewer Pipe A 4. Tha frame and ladder or steps are to be offset so that: the shear gate is visible from the rop; the dimb-down \ space is dear of the riser and gate; the frame is clear of the curb. \�� y � ^ 5. The multi-0rifice elbowa may be loceted as ahown,or all plaoed on one aide of the naer to easure ladder �`` dearance. The aize of the elbowa and thair placement ehall be apecified in the Contrad � 8. Rastrictor plate with orifioe as speeified in the Contred. The opening is to be cut round and smooth. PLAN VIEW 7. The ehear yate shell be made o}aluminum alloy In accordance with ASTM B 28 and ASTM B 275, 0 dealgnatlon ZG32A; or cast Iron in accordance witli A5TM A 48,Class 308. ADJUSTABLE LOCK HOOK The lift hantlle ahall be metle of e aimilar metel to ttie gete(to prevent yalvanic corroeion),it may be of aolitl �nnTM�ocK scR�w _ rod or hollow tubing,with adjustable hook as requiied. MANHOLE RING AND COVER �"DIAM.ROD DR TUBING A neoprene rubbar gesket is required between the riser moundng flange and the gate flange. �nnrH�ocar+G e0�r3, Install the yate so that the level-line mark is level when the yate is Gosed. MARKED"DRAIN' The mating surfaces of the lid end the body shall be mechined for proper fit. 4^MiN. All ahear gete bolis ahall be stalnlesa ateel. ��M�' HANDHOLD e^MiN.- ; ��o�E 8. The ahear yate maximum opening ahall be ooMrdled by limited hinge movement,a atop tab, -- ATTACHMENT— Of 80l116 OU1Bf dBVICB. SET OVERFLOW ELEVATION � '. 9. Altemative shear gate dealgna are acceptable H matedal speGllcatbns are met and Ilange bolt pattem matches. TO PROVIDE DETENTION AS- -STEPS OR LADDER SHONM IN THE CONTRACT _�� O' .. � _- IIFT HANDIE �� '. _ -' uFrru�Na.e ��F,w J. w�� i�� PIPE SUPPORT- _='"� '' -� � OF wASy/ F b 3"c 0.075'ALUMINUM � - � SHEAR OATE � �� "�T ^'�' � � � OR 3"x 0.079"87EEL � 12" . __ �• F �� i'd P�. '�r � �� (SEE NOTE 1) i M�IN. �- '- _" 8"MIN.DIAM. � - `;j�r9�s��s� � � � :- �� g� __� o _—� A vF�� 4k`W OUTLET � INLET o 90 q �sseo o �`� g�� _ MAXIMUM OPENIN6 .�� F,,�STE�`L \., s MORTM(f`/P.)- � 1IYHOLESONIOSIB' s'r�ONpL E�� % BOLT CIRCLE � � FLOW RESTRICTOR- ,n CxPiRES JULr i, 2007 �5�� . „ _.�__—,� . °,,�-. .. . REBTRICTOR VUTE CATCFI BASIN TYP!2 VNTH ORIFICE-- �BEE r�oTE e> ___� 54"DIAM.MIN. o WITH FLOW RESTRICTOR � . LEVEL LINE ; ° STANDARD PLAN 8-10.40-00 (SEE NOTE� CLOSED SHEET 1 OF 1 SHEET Vf� /_'� FRONT SID! �� APPROVED FOR PUBLICATION Harold J.Pete�/eso OB-01-08 SHEARGATEDETAIL8 � e*.�o�.��a o.+� �Wwhl�qbn Sb1�D�pwlmw�td7�v�wh�lw� , �� -....._... �I � 6�/Z" ',R NOTES � � �� 1. The asymmetry of the Combination Inlet shell be considered when � HooD- � ' _ wlculatlng the otFset tlistance for the catch basin. See SECTION A. 1"MIN. m ��.M�N O e _:__==�"'� 2. The dimenslons of the Frame and Hood may vary sllghtly among dff- ferent manufacturers. The Frame may have cast features Intended � : 1/2 OPENING OPENING HEIGHT to support a grate guard. Hood units shall mount outside of the � HEIOHT a•MiN. Frame. The methods for fastenin the Safe Bar/Debris Guard Rod 0 TO 1'CLR.--� 9 tY :== to the Hood may vary. The Hood may indude casting lugs. The top _' TOP OF bRATE of the Hood may be cest with a pattem. SEE NOrE 3- � _' � - - , — 3. Attach the Hood to the frame with two 3/4'x 2"hex head bolts,nuts, // / � /� \�� - FwuNE and oversize weshers. The washers shall have diameters adequate ' ._-- - , to assure full bearinfl across the slots. ---- - ---- --------- ----- ---- --- - -- �_—___ - - � 4. When bolt-down grates are speclfled in the contrad,provlde two 1��, .�� holes In the irame that are verUcally aligned with the grate slots. - - --- - - - - - Tap each hole to accept a 5/8'x-11 NC x 2"allen head cap screw. --- Locatlon of boR-down holes varles among diifere�t manufacturers. SAFETY BAR/DEBRIS QUARD See BOLT-DOWN DETAIL,Stendard Plan B�0.10. 5/8"MIN.DIAM.STEEL ROD SEE NorE 2 DETAIL SECTION OA 5. Only dudile iron Vaned Grates shall be used. See Standercl Plans 8-30.30 and B-30.40 for grete detalls. Refer to Sfandard Specifl- cetlon 9-05.15(2)for addkional requirements. 8. This plan is Intended to show the Installetlon defails of a menufao- CATCH BASIN tured P►oduct. It is not the intent of this plan to show the specific M�, � details necessary to fabricate the casdngs shown on this drawing. (�o.5e') I I 2�'MIN. FACE OF_ ��' ��0.25� CURB OR CURB AND GUTTER - 1"MIN. 20 1/4" CURB � I i TYP. ; — O�� MATCH TOP OF HOOD �'" i I i� TO TOP OF CURB(TYPJ b Z ..� — ... r+oou _ �� T��Ew N r. �y�r� �� , � �� ,fsH,�� a �!.' ay SEE NOTE 4 I 3AFETY BAR/DEBRIS GUARD ��:, �� ` F �P.) .� ..I '. � A � y�E�5 z 34"(WIDE SID� '• /�% -j 20"■24"VANED ORATE ' g 3EE NOTE 2 _ : �"-�j A �+ a (7yp,) + ? CATCH BASIN TYPE 7 =- j`.. o,�, qF�s5ea0.Qo �v 5��pi � � A i;l<I -.: �<T�% Fs �STQ, ,.� ��,i� N 1 � /!� I "'%' "��"� � � FRAME r�01v'AL ��, � S HOLE OR SlOT FOR � ' I�40"(1MDE SID�I.�. r'" '�2�' < � �;:' ',, �: _ '<f'-� �-`;�..::- �! ATTACHING HOOD(TYP•) CATCH BASIN TYPE 1L -�.�� -� [zriR[s du�Y i, zoor 45�� I \ ��, , , " ,�=" COMBINATION INLlT � -- sTANDARD PLAN B-2S.20-00 SEE NOTE 1 �' BHEET 7 OF 1 SMEET TOP VIEW nvrreoveo Foa vueucnnor� FRAME DETAIL SECTION OA ISOMETRIC VIEW Haro/d J.Petsr/sao 06-OB-06 COMBINATION INLET R•�� a� FRAME,HOOD,AND VANED ORATE �~�"�"�°"""'°ij'""'"'MT""+'"'"°" ze v�' NOTES � � J � 1. Thh freme h denigned to ecoommodaEe 20"■24"gretss or covero as ahown I� � on Stnnderd Plam B�0.20,&30.30,&30.�0�nd 8-30.50. 2. Whsn bolt-0own prates or coveis ais ap�alisd in the Contrad,provids lwo m hobs In the frams that��veNcNly aligned wilh ths praE�or eovx slota. Tep sech hoN to aoospt a 5I8"-11 NC�2"alNn Rsad cap ecrew. Location of I � — boR down holsa wriu�morg dlffeient manufaclunrs. I 0 3. Refer to standard Specifiution 8-Ob.15(2>for additional nquinrtisnfs. RECE89ED ALLEN BOLT-0pVJq HOLE(TVP.) HEAD CAP 9CREW-, -61E'-71 NC,SEE � _,Y ��, N!"-11 NC x 7 �- DETNL 8 NOTE S �..{ !l4' ORA7E- � Y �� N, � � N `= � I o r �� , � F�� _ _..�� j/.: '� � �� L � _ -__ .. I .__ Z�� r aecTwn 1 BOLT-DOWN�ETAIL �- � DETAIL OB SEE NOTE 2 TOP �FUNGE UPWARD p`� FRAME CAST INTO PRECAST :.-... / ��F,W J. (f�'r I Q�t a � ADJUSTMENT SECTIOH-SEE .-'� t �'. � �Q pp WASy�� iC+n ��6� STANDARD PUN&30.Y0 FOR� -� �/� Z' e 1' � � ADJUST}AENT SECTION DETNLB .. �� " .�� -. � `'� ��ti� �' f . -/. '\ '. .. � . � . - i' - _ � � � .. I . �...,`\::\ .. 2�t1M' .�' �� :�`�: \.'�..... 4 �. " �M � �k3�EY __ - --/�'� ;�v> .-' y y C'y' /" O� .pF 15598 �O �V :1{ � :�''�� Fr �rsreP ��: �'�-��. � \�"�. S�ONAL �'� ��g�� „ .E%PIRE�JULY I, 200T YS��Q i/ RlCTANGULAR FRAME �� /%/"%% ��,... (REVCRSIBL!) °'�� "'%''� 3TANDARD PLAN B-30.10-00 :.% ��- -' ` \�� !'/%�� SHEET 1 OF 1 SHEET �''�.� �� j i EECTION OA � �w�eoveo Foa rueuc�nor� .i � ' Haro/d J.PKerRsao 06-OA-06 .�'-.,Ij'�...,'l'i" R�llWOMBIO�IFH1 M1E �B�M�R�i�� YYaµ�n f�yy p�yslin�M d T�v�rll/�n � SH01MN0 TT1E VARIATIONS �� - �4 � � ------ -� I� 3^ _ NOTES . � � 1. When bolt-down covers ere speafied in the Contrad,provide two alota � In the cover ttiat are verticaly allgned with fhe holes In the hame. � � � Locetion of boft-down elots variea emong dlffarent manufacturers. � � _ u� 2. AttemaWe relnfordng desipna ere axeptable In Ileu of the rib design. _ m 1 � � a 3. Refer to Standard Specificatbn 9-05.75(2)for additbnel requiremenb. � BOLT-DOWN SLOT-SEE � 0 oeTN�nNo NorE i i 4. For hama deteils,aee StendercJ Plan B-30.10. �I I � i-z�rz•ouM.H � �� __ _— � � + � � L-' _ -. !� � I �--�- -- _ _,.__-_=--- i - _ � 'I —._ �. . . � �, 'v, =_�__ . � NI � __91/Y � I I. J -_ � � — � -- i I � . _ ; � _ ; -' _-,� �. ':\. T3M' f y,' �I �� _.,; ' ,_�. __ _ ' ` �� i \ � �� I r�• _-_ _--' _- '__ "-_'' --_ ' ' i \�� ._ . 7 7/4' � I 14'DIMI.HOLE .-. .-.. ____ --' . "__= _-_ "__- _-_ '-'" _ _ I I�;17 1Q'DIAM.HANDLE , ___ . -_ ' __I ___. -�_ _ - ___. � \� � I \� \ . � SECTION C , � O \ B \� TOP SECTION OB \ I � \`�`. \ , BOLT-DONM SLOT DETAIL SEE NOTE 1 � ��a•_ ��rz• . '� b W�' �9�� ` W J. � ~� .. �� `/ � '��OF WAS%�/�„ F( e'6 � � . �� ,.� l��'�`j .. . � g� �$Z:iy �/� i � �` ,`��`�f�� :._ < � ��CQ , } ,. -�l>>��>��y l�i y� < . �d J R' g k M �` ` �� I .��`��>��`,�<>iJ�``�> �< y � �� Cy� i 1 /, � l 1 O 1.5(ie O .�V !$� } i _ + � 1^ : l /,. � F F Q� -°� >G�9 !�j<<I != i �l�,:! > /-> ! ,l STF.H - , `��>`�j�r�pi�G�j�>i<<��>j�J�,� ��'r/0.\.41, F�C` �� ' � ara-seeNorez `"v��l��>G��>��J��?.>l? " �5�� SECTION OA `lG'�j'��/j��7�116i":': , f%NIHEs JULY I, 2007] > '!7 _ .. G�;j`1�b��y f�`l<-�y!-�>< :/ �<<��!��,>>`� --� RECTANGULAR SOLID 'I � ��:. ��>_�l>_�t->= -' METAL COVCR '�-...11r1��,�� I L l, . <<� 8TANDARD PLAN B-SO.ZO-01 !� SHEET 1 OF 1 SHFFT I APPROVED FOR PUBLICATION I ISOMETRIC Kevin J.Dayt�on 11-21-06 'I � ei�re oeeiow aoixea -wrz Tw''"".,.""°"°"'�."d'"'°"�." NOTES � � , ,� 1. VVhen bokdown grares are spedlled In the CoMract ProNde Mro slote Y In the orete that are veNcelly eligned wkh the holea In the freme. g �i� LocaUon oi bolt�own abts verles emonp different menufaclurors. 3 � 2. Refer to Stendard Spedlkatlon 9-05.15(2)for eddltlonal requlremente. b � _ � .. SLOT-SEE DETNL h 3. For Fram�detalls,see Stsnderd Plan 8-30.70. .... AND NOTE t u - 4 J y , � .v-_ H ; � _ � _ �_ � H -- --" � �+! � a � �- y� '' � _— 1 1M' I g ' �1 h I I [a FLOW� -_. 'al I \�.,. . 1 ' d I TOP � secnoN e I O BOLT-DONM ELOT DETAIL SEE NOTE 1 ��,w r. ry, �S� � z,• z 7 OR 8 EOUAL SPACES ��qQ��p W��h�Ay,,�Fr� � _- a � . _ ._ ? 5� ��5-� �' � �� 5 � � �DIRECTION OF FLOW � � � �r�k� A � o,r, qp issee Qo � �� i � Fs��sTv,��• �� ' o`�� [[a�iRE>.�u�v i;zno7 �5�� aecnoN O RecrnNauu►R VANlD GRATC STANDARD PLAN B-30.30-00 BHEET 1 OF 1 SHEET MPROVED FOR PUBUCATION isoMETRIC Haro/d J.Peterfsao 06-01-08 -n.h�� a,� �w.��A.�.�.r�w�.�wat�.�r.� vi DRlll AND TAP SIB'-71NC 1 31B' 1 7A6'� �'I = HOIE FOR 1 12"x'SIE' �� i VIMSMFA ��8 �I STNNLE$S$iEEL$OCI�i (SEE NOTE� � � I HEAD CAP SCREW(7YP.) . _ -_� �} � �!- ��I �. T}10 Q88k�811d QIOOVE RICy bE IfI 1�M 8E81 �' ! � � I � � �_ (frame)or in the underelde of the cover. ��. � + The gaeket may be"T"sheped In eecllon. � � I� � t�e^ � � -�� The groove may be cast a machined. w � i � > -- --- 1 -- A - - - �_---- A � } 2. Forbolt�am menhols dnp and eovere m i ��rj-_ �l_�� that aro not desipnated"WetertlphY.1M �` ' � ' �ej R� � N � �1M(MIN.) �rone geekel,9roovs and washer are � � � rsquirsd. �. ; ! vr owera�ortoove 3. Washer shall be neoprene(Delail"B'�. �.. 4� � �-NA7H NEOPRENE OABKET (SEE No�s) 4. In Ibu M bllnd pldc rwtch for atam sewer 12'(TYP.)-' i SEE DETNL'B' � �/r Ryp,� BLA1D PICK NOTCH WLT-0OYMI I WATERTOHT menhole oovere,d1111 tlIfBB 7"d18f119bBf DETAIL^A" DETAIL"8" hdes at 120'epadny. RINO PLAN RIN(3 PLAN 5. Proprietery manhab oovers wlthout bottom rlbs are ac:oepteble. 9 1YfE' e�+�" - �� 1� �� --1 �, � e. Fo��, �„��,�� Seetlon h�s been exagperated,ft b 1.5 ��'� r' � tlmen the horizontal scab(1H:1.5�. a � ;:� '� m� � �. b � � ti �� „ � T �• z+�•, � � � , �I �y4• � � � x_=�, +�M• ^sre•n�icK � z, _ � � �" ' N� m t� � �.� y s�va- si i�a s v�• are^TrncK I � sar on c�ut rne�oavw oewce ��r* � , � RINO SECTION OA RINO BECTION OA I----e�'�_ � ' ;' ' I BECTION OC _---� EIOD f3ROOVE PATTERN ao�r on c�M rrre wcaaHo olwcE DETAIL sao oRoove DETAIL"C" PATTERN-SEE DETNL - SEE DETNL"A• SEE DETAIL'A' ��- (i �o,ee. �i � ...,e, �. .�vo�a �••�� eeesee � " SPEGFY LETTERINO ....�. TOP - � TOP W J. y _ �_' _ B ,... , ' B `___ _ e �� w' i� eorra� � - eorroM �'� ov es �' �A �F W /� ! S��'CQ �j,�h�'�F,'pa�r'� � �!� ��F'� / r � � �� ' r 8EE DETAIL'A' �,SST �A tl�C � � UFT HOIE _T � � � � ��g F� COVER PLAN COVER PLAN COVER PLAN ' r 7 l � �'o�.S q F��sg q70.l�C�`" °°�<� ♦' g� �� eEEDETIuI'B' s�ONAL �'P � � �e SEE DETAIL•A• L° SEE DETAIL'A' �o b SEE DETNL'A' _ p��C ^� N I �� I �+ � E%PIRES JULY I, 2009 YS�a� 1 L T T T CIRCULAR�RAME(RING) v.•��1I�'i°� � 'a� ��'�r 'I }—II-°i'� k1 AND COV[R � N N �E p�� N I 3TANDARD PLAN 8-30.70-07 COVCR EECTION �B COVER EECTION �B COVER SECTION �8 SHEET 1 OF 1 SHEET (SEE Iq7E� (8EE NOTE� (SEE NOTE� MPItOVED FOR PUBUGTION Peaco Bakotich II/ Od-91-07 STANDARD BOLT-DONM/WATERTIOHT CAMLOCK s �"�"�� TYPE 1 TYPE 2 TYPE 3 ISOME7RIC vtew �/w�`""""`�`"~�''�'��`" � TRENCH WIDTH _y_ NOTEa (SEE NOTE 3) 1. See Standard Spedficatlone Section 7-08.3(3)for Pipe Zone Badcflll. k �,�' 7 l) " � # piaE zoNE encKFi�� 4'�x�'��r"��'"( �, I 2. See Standard SpecNlcadona SecHon 9-03.12(3)for Gravel Backflll for Pipe Zone Bedding. I (SEE NOTE 1) �- ��7r��i ��c,_, � �' )C)�� °� ' ' I 3. See Standard Speciflcations Seetlon 2-09.4 for Measuroment of Tiench Width. I X) �'�(y j:f W i � ) ,i ��,�n� �� t i. �rSr_+�,� c.��`� h �; 4. For eanitary sewer installatlon,conaete pipe shall ba bedded to aprinp line. ��PI E ZONE BEDDINO ��i'� �-�r��b �6 E NOTE d) � (SEE NOTE� - � s -16%O.D. FOUNDATION LEVEL Jp'�. —I � � L CONCRETE AND DUCTILE IRON PIPE _ rnE"°"""oT" (SEE NOTE 3) � ��0�� 4''o�J��'v(7);,��C�)�'i°�(kr1��Ji..Y",y`�o� � '4'�l( �� .-�y�or. x�goi�`�`1�1t7`�,��7�Sfy.�r �P�a,y b� C)S 1 C�f')- - n c Ir17� PIPEZONE BACIQILL )n�C��(1��(��1 �)C1�(1�J� 1l)� (SEENOIEI) . ,�o(�C �C�J C'7��5 ()� ( TRENCH 1MDTH �� 'y� '� X� CY%�)��' ��f-�kX�rF�)� � � (BEENOTE3) �� `��> >r nl�11�_ ��h :F� � ` �( �� ,�� r�"� "'� GRAVELBACKFILLFOR )�)C� ��Y-) � �� . �.. � � I G PI EZONEENO N2.. ) �rt�JU��k�. ��k;+��r�,�= �. s, `�`t T �� U��Z�� C� � . PIPE ZONE BEDDING ;( �( �-`��(��(�`n�� p -16%RISE (SEC NOTE� -�� rt n�-i��irt n��,- � FOUNDATION LEVEL� � � �� t�� t. _ � � _ < a° r?�� r �� _ 1 ' '��"; r .. � 1 — 1 � �, . � Z o N `�;_:�;(1 ) �� :li� p'i w �� PIPE ARCHES �)� �117�--�flD�! FOUNDATION LEVEL ,i� ��n�� )n�� r � ` � THERMOPLASTIC PIPE a -- - �\��,N ,1. N�T �t�� C oF WAsp � �� CLEARANCE BE7YVEEN PIPES � �� -. t��r �� FOR MULTIPLE INSTALLATIONS � `'�` ,��,��.�� '�' �� MINIMUM .o � ,� ��W TRENCH WIDTH PIPE $IZE @t � _ DISTANCE D ,PF, I5588 ,�v �4��" e a; (SEENO7E3) � �R�� .A�,s-�'ftiT�`�h�\' ��g{g � �ONAL F' E PIPEZONEBAGKFILL - �� 12"t0 24" �2" (SEE NOTE 1) ..a �,.��, r�k�C� t� '� 1 I i • �r CIRCULAR PIPE „ ExPiRFs.nu v i, too7 �� ` 'Y�r��`�j� c�`�``�c>�� io� � 30 to 98" DIAM.!2 � Cf�n )�°yC�oC��j� �r (DIAMETER) � PIPE ZONE BEDDING- �-�`�'7r 7n Y ^ � � � � 102"10 180" 48° plpL ZONE BEDDING cl,l Y��T GRAVEL BACKFILL FOR �ry_�1' �..�,X-��' � o PIPE ARCH 18��O�" 1z•' AND BACKFILL (SEE NOTE� .f�.. ��o s METAL ONLY a3^ro�az" SPAN/3 STANDARD PLAN B-5S.Z0-00 ,.y� �`+'� 148"to 200" 48" . ri\r .4.—� � -- � __ SHEET 1 OF 1 SHEET FOUNOATION LEVEL J�•Y , � b I APPROVED FOR PUBLICATION � ` -! -'! � _ ��A� � Harold J.Peterfeso 06A1-0B � e..,��,��.E� an METAL PIPE T w��i� � ReFow�eo rire eNos� COUPLING BAND DIMEN310N TABLE vr.e�eo�r�rw.� � yy � % (ALL DIMENSIONS ARE IN INCHES) �.,_„`��_� BAND CORRUGATION PIPE MIN. GASKET �_ `;- ��=d3� TVPE PITCH x DEPTH DWM. W TYPE ��;�', -i1' � ^ �'� o � 2 2/3 x 1/2 s� ��,., OR flJ�„y � i-�� 3"� 12-84 12 SLEEVE � I j' REFORMED TO ��. BAND lAP NOT 9HOWN � 2 2/3 x 1/2 _-_:-..� :_.-..t,.. �. :.� �� FORcwxmm'P.) 3x�— _ TYPE D TYPE D REFORMED TO �'�� 24 SLEEVE ANNULAR CORRUOATED BAND BAND ANOLE CONNECTOR DETAIL W 2 v3 x�2 �u 2213■1/2. . � OR REFORMED PI�ENDB F 3"� 12-84 10 12 O-RINO W j ia-•e-ao�r RrP.) _ REFORMED TO �'�;9 2?!3■1/2 `r � _�_ � 5iv J 2 2/3•12 12-48 2 3/4 BUTYL � � � �_�i -.. � 2?J3 x 1/2 12-48 12 �,-_'`' u = K 54-84 24 SLEEVE ,�\ .�../! ..� //%/" � '�3K1 54-144 24 . , % / // m� � _ 2 Z3•1/2 72-72 12 �/ LC p 3■1 38'60 12 SLEEVE "" "" l� % �� REFORMED TO ��08 24 TYPE F TYPE F TYPE F = 2 y3"�r1 SEMI-CORRUf3ATE0 BAND BAND ANOLE CONNECTOR DETAIL BAR 8 STRAP CONNECTOR DETAIL j F 2 2/3 x 1f2 12-48 10 12 O-RING a 22/3x1/2 12-46 12 REFORMED PIPE ENDS K 54-84 Z4 SLEEVE w�rrf FwacEe «3�1 64-98 24 ` i W / "PIPE ARCH ONLY i � ;t- ---,\ � m°'� �n°.e•eo�T J�d I[� �\_ � � i'�/ ��FW J. Iy�� o� 4��P WASH�,k, F'n S�t 0 � _J_��`\!�i�l ��/ � �� 4'i�1 �i �' ��a � rrPe� � � �r�� TYPE� BAND ANGLE CONNECTOR DETAIL y � F, g G FLANOEBAND o,�,F qf�ISTM0.yo �� °3Y� i rs �C` �� O.ti'AL F EXISTINO PIPE NATH NEW MPE EXTENSION , 1/2"•8'BOLT(fYP.) � �� HEl1GLL END �'�� i W� �� TH REFORMED END ; . _ � p OR HELICAL END f �ExPieE°..iul v i, 7007 ��'�P 1� �.,�,�,�-�,� � ��» \ ��pJ- rr3� -4�"�-�'� - �� '�� COUPLING BANDS FOR ' � ' "� �"�" � �"'� CORRUGATCD METAL PIP! � �- �" �, � \\\ ,_r-.,=� �' � STANDARD PLAN B-60.40-00 � SHEET 1 OF 1 SHEET / APPROVED FOR PUBLICATION -��"��-:� _ _ \. : ....1 . TYPE K TYPE K TYPE K Harold J.Pets►Aeso 06-01-08 � rt�n ocao�a�axEa wa �.. FLAT BAND OR DIMPLE BAND BAND ANOLE CONNECTOR DETAIL DOUBLE BAR 8 STRAP CONNECTOR DETAIL �"�'�"°'°"f'°"'°'°'""""N T� NOTE9 END SECTION LENGTH SHALL BE AT LEAST SIX T1MES THE DIAMETER OF THE PIPE(SEE STD.SPEC.7-02.3(1)) 1. The culvert ends ahall ba beveled to match the embankment or dRch I� � slope and ahall not be beveled flatter than 4H:1V. When ebpee are beNueen 4H:1V and 6H:7V,shape the slape in the viCintiy of the culvert end to enaure thet no pert of the cuNert protrudea more than �J 4"above ffie ground line. ''''''''''''''' 4N 2. Field culting oi alvert ends Is permitted when approved by the Engineer. i I I i i I:',I,;j',; 1V pR S All 11e1d-cut wlvert pipe shell be treffied with heatrnent es ahown in t�a I:I i i i I: TEEPfR Stenderd Specifications or General Special Proviaions. iiiii - � .. ��' 4"MAX. THERMOPLASTIC PIPE --- "�� --- --- ----- -_ ' �- 4H'V oR S�EPER �� _ _ �' -'- �,I � FOR CUWERT3 30" -- -- 4°Mnx. DIAMETER OR LESS CONCRETE PIPE ,��F• w,T ��6� N J. � WAS� �yg ,r R�'oF- �h^F,' �(' � �!� � �e -:�r, rQ ,�'' . s �,�,,;1 �' r �e� � a� , �g END SECTION LENGTH SHALL BE AT LEAST SIX TIMES THE DIAMETER OF THE PIPE(SEE STD.SPEC.7-02.3(1)) � ,�'�,�,a 4r°` ��y _ ___ _ _ _ ._—_ _ _ _ . . � � q I.'�RR O ±V � � i �F�, ��IS?k.PZ�A' ��g � . ti o O O . �5�0\.A1, E' �� ',I��' - _ _ � E%FIRES JULv i. 2007 RS�t�R ', _�K'tV p ��?--R S�EPFR sEVELED!ND 8ECTION8 ,� \�\� �,�� \ � � I STANDARD PLAN B-70.20-00 ��, \ � �� , .. � .. , . . . . �' \ , ` .. �. �,. . ... � � 1 SHEET 1 OF 1 SHEET � ... , . ., . ... � . ' ' ... ..- . . .. '.. .. ...:.. .. ... �..� -. .-. - _ _ . _ . , .. ,.. . �..�..' _ _ - - , I APPR F R WBLICA i . . _ _ .. .. .. _ _ ._. ._ _ . . .. :... . ...:..:.. ..,.. ,.. .. _. OVED O . ._ TION - - - - - - - - _ _ _ . . _ - 4"MAX. I Harold J.Peterf�eso OB-01-OB I R�TEDENOMBIWx[a � MlE i METAL PIPE �w..nwM.�s�.ow..�..rTp..ww.� Hydraulic Report Strander Boulevard Extension Project Cities of Renton and Tukwila, Washington Appendix E - Pump Station Memorandum �� _�.�� /, * �( %QO"�orthea<_t Mu tnomah S ce;,5�itc Q�,: Gortiand.Orf�,lon 9�i32 41�t9 �/ �� 1"11V1 503 Fs7� 91CU • SO '872 41Q` FGx • .v;u obam com Memorandum Date: 2 February 2011 Subject: Strander Storm Pump Station—Preliminary Design Concept From: Matt Huxley, BergerABAM To: Jim Guarre, BergerABAM;Naomi Selove, BergerABAM Project Strander Boule��ard Extension, FAPVVT-09-175 Name & Number Route to: File Executive Summarv This memorandum has been prepared to present preliminary cost estimates for constructing storm water pumping stations for the Strander Boulevard Extension Project. Preliminary cost estimates were prepared for four pump stations, described as follows: 1. Pump Station A-Storm water pump station to serve the phase II area only 2. Pump Station B -Storm water pump station to serve the phase III area only 3. Pump Station C-Storm water pump station to serve the phase II area initially but expandable to serve the Phase III area 4. Pump Station D—Storm��ater pump station to expand pump station C to serve the phase III area. The estimated costs of construction for each pump station are summarized in Table 1 below. Table 1—Estimated Construction Cost Summary Pum Station A-Phase II $820,325 Pum Staiion B-Phase III $1,234,750 Pum Station C-Phase II Initial $920,150 Pum Station D -Phase III Ex ansion $286,000 Pum Station C+D Total for Phase III $1,206,150 �� Ber erAI3AM �00 Northeast Multnomah Street,Suite 900,Portland,Oregon 97232-4189 �� 503/872-4100 • 503/872-4101 Fax • www.abam.com Project Understandin� The Strander Boulevard Extension Project will be constructed in three phases. Phase I will extend and improve existing roadway from Oaksdale Avenue Naches Ave SW. Phase II will construct a two lane underpass from the western end of Oaksdale Ave SW to a new Sound Transit parking lot between the Union Pacific Railroad (UPRR) and Burlington Northern Santa Fe(BNSF)railroad rights-of-way. Phase III will extend the underpass to the West Valley Highway and expand the width of the roadway beiween from the highway to Naches Ave SW by adding two additional vehicle lanes and a multi-use path. The phase II project will be constructed by the City of Renton. The phase III project will be constructed by the City of Tukwila. Storm water from the phase II and III projects will be conveyed to a new water quality wet pond that will be constructed in a wooded area south of the underpass. A storm water pumping station will be required to transfer storm runoff from the underpass to the new ti�ater quality pond. The phase II pump station will also be required to convey appro�cimately 400 gallons per minute (gpm) of groundwater in addition to surface stormwater runoff. Governin�Design Criteria and Standards The Cities of Renton and Tukwila defer to the King County Surface Water Design Manual (2009 edition)for goveming standards and criteria pertaining to the design and construction of new stormwater conveyance facilities,including pump stations. Both Cities have amendments that apply to new stormwater facilities within their jurisdictions. Key design criteria and standards that apply to stormwater pumping facilities for this project are summarized in Table 2 below. Table 2—Governing Pump Station Design Criteria Desi Storm 100-Year' Peak Runoff Estimatin Methodolo Rational Methodz Minimum Number of Pum s 23 , Backu Power Re uired Yes4 Notes i—Reference KCSWDM Section 1.2.4.1. The 25-year storm event is typically used to size new com-eyance facilities unless the 100-year event would cause significant flooding problems. Given that the pump station �vill protect a sag curve of a road�vav�vhere storm��ater can pond,the 100-year event should be used. 2-Reference KCSWDM Table 3.2. 3-Reference KCSWDM Section 4.2.31 � 4—Per Citv of Renton amendments �� . . : �� . i 1'�,:;'r'1• .�1 �a`.,.: ,��-� .. • _ � . - �,. .�,�.� , .��-) �� ,...,_ The Cit�r of Tuk�vila is in the process of developing detailed storm�-vater pump station design standards w�hich will apply to all new pump stations within their jurisdiction including phase III of the Strander project. These standards are based on an existing stormwater pump station at the 180�''Street underpass which was designed by BergerABAM in 2000(pump station no.16), and a new stormwater pump station currently being designed by David Evans and Associates (DEA)for the Southcenter Parkway Extension project(pump station no.11}. BergerABAM staff met with the City of Tukwila Engineer,Superintendant, and maintenance staff at the 180�Street pump station on 3 December 2010 to review the 180�and Southcenter pump station designs, verify appropriate standards for the Strander pump stations, and "lessons leamed" from the 180th pump station design. At this time the City of Renton does not have codified design standards pertaining to stormwater pump stations aside from the basic criteria listed in Table 2 above. However, BergerABAM design team members met with City of Renton Public Works and Engineering staff on 10 January 2011 to review the project stormwater management concept, including the pump station. City of Renton staff stated specified design elements that they will either require or prefer to have incorporated into the new phase II pump station. These requirements and preferences are largely based on the City's experience with their existing stormwater pumping stations. The City also provided BergerABAM with example drawings and specifications for two stormwater pump stations to be used as design guidelines for the phase 2 pump station. T'hese include the Stonegate and Baxter Lift Stations. In general, Renton and Tukwila's design requirements for stormwater pumping stations are the same. Where the guidelines differ,the City of Renton's standards will take precedence for the phase II pump station as this facility will be constructed by, and initially owned and operated by the City of Renton. The only major difference between the two jurisdictions is the choice of pump manufacturer. The City of Tukwila expressed a preference for Cornell units whereas the City of Renton stated that the}'prefer not to have Cornell pumps due to their poor performance record in an existing lift station. Stormwater pump station design standards for each jurisdiction,based on the meetings and subsequent review of the guideline pump station designs, are summarized in Table 3. These standards��ill apply to the new Strander Boulevard Extension storm�vater pump station. �� Ber erAI3AM �00 Northeast Multnomah Street,Suite 900,Portland,Oregon 97232-4189 �/ � 503/872-4100 • 503/872-4101 Fax • www.abam.com Table 3-Stormwater Pump Station Governing Design Standards Pump Station City of Tukwila Standard City of Renton Standard Com onent Wetwell Circular wetwell preferred with Circular wetwell with maintenance "Raven" lining,maintenance platform. No preference stated for platform at high water level, liner or fitting materials. access ladder, and stainless steel i e and fittin s throu hout Minimum Number Two,with single pump capable of Two,with single pump capable of of Pumps meeting design flow. Altemating meeting design flow. Altemating operation. operation. Consideration given to dedicated groundwater dewatering um . Pum T e Submersible Submersible Drive Type Constant Speed Constant speed. Consideration given to variable speed for groundwater dewatering o eration. Pump ITT Flygt or Cornell ITT Flygt or WEMCO-Hidrostal Manufacturers Primary Level Pressure Transducer Ultra-Sonic Control Backup Level Single float switch to cycle pump No preference indicated. Control for 30 secands Standby Power Required for storm pump stations Required for this application. protecting roadway sag vertical Diesel genset housed in a building curves. Diesel genset with sound for noise attenuation. No attenuated weather enclosure and preference for manufacturer. skid mounted fuel tank. Sole sourced from Cummins. Controls Building CMU block controls building Controls to be housed in generator required for motor control center building. (MCC), power feed, instrumentation, telemetry, generator automatic transfer switch(ATS), and breaker panel. Controls building to have double- door access. �� e��z�� A � /( 700 tr'ortheast Multnomah S;reet.S�ite 9�0.Pcrdanc+,Oregc�n 97237 4189 1"11�i1 503!872-4100 � 503i87[ 410 i �ax • w�a��v.abam.rom �� Conduit Routing Provide"fibercrete" utilidor Non preference indicated. between controls building and wetwell for routing conductors. Mount pump disconnect box on outside wall of controls buildin Flow Metering Not required for storm water Required um stations Lessons learned from the 180�h Street pump station include providing sufficient pump operating volume, paving all vehicle access areas,locating all facilities within close proximity, and placing the disconnect boxes above grade. The 180th Street pump station has a 6 foot diameter wetwell, no upstream storage volume, and thus very low operating volume. Pump station records show that the cycling frequency approaches 60 starts per hour during the wet weather season which is well in excess of the typically recommended maximum number of 10 starts per hour for small submersible pumps. The high cycling frequency reduces motor life and increases the probability that the pumps ma}' overheat and shut doH�n during critical periods. Desigrt FlozUs Using the Rational Method per the KCSWDM, the peak runoff volume flow rates �vere estimated and are summarized in Table 4. Table 4-Peak Runoff Volume Flow Rates Pro'ect Total Im ervious Area Peak 100-Year Flow Phase II 2.1 acres 2,870 m Phase III 6.8 acres 9,380 m Additional stormwater pump station design guidelines and standards that pertain to this project include: • Washington Department of Transportation-Hydraulics Manual (2010) • Washington State Department of Ecology-Criteria For Seti�age Works Design Manual (2009) • Federal Highway Administration-Highway Stormwater Pump Station Design Manual (2001) • Hydraulics Institute-Standards for the design of sewage pumping stations Refer to the main body of the project Hydraulic Report for design guidelines, methodology, and calculations used to derive the design flo�vs stated above. '� Ber �ll u.Jl 11r1 �00 Northeast Multnomah Street,Sui[e 900,Portland,Oregon 97232-4189 �� 503/872�100 • 503/872-4101 Fax • www.abam.com Storm Water Pump Station General Design Considerations This section is intended as a general stormwater pump station design reference and describes stormwater pump station components and configurations,in addition to the aforementioned Cities of Renton and Tukwila design standards. The basic components of a stormwater pump station include the pumps, discharge piping, valving, valve vault, wetwell, and controls. Additional components may include standby power, control and standby power housing, inlet and outlet structures, and equalization/operating storage. The main components are described as follows: Stortnwater Pumps II The most common types of pumps typically chosen for small to mid-sized stormwater pumping � stations include vertical turbines and submersible pumps. �' 1. Vertical Turbines-The motor and um are connected ��ia a shaft that extends throu h I' P P g the pump discharge piping. The pumps are immersed in the pumped media and I connected to the motor via an extended shaft. The motors are either installed at-grade �ii or on an intermediate motor level. The advantages of this iype of pump are lower �, installed and operating costs for larger units (>75 horsepower(HP)), ease of access to ' the motors, and slighdy higher efficiency. Disadvantages include the need to provide protective noise attenuated housing for the motors, reduced cycling time, and the requirement to decouple the motor and shaft to access the pump. The installed costs increase substantially as wetwell depth, and hence shaft length between the pump and '� motor increases. 2. Submersible-The motor and pump are usually mounted tugether on a common frame in a close-coupled arrangement with the entire assembly sitting submerged in the pumped media. The main advantages of submersible pumps are that the entire unit can be removed in one piece,motor submergence allows for more frequent pump cycling (and thus lower wetwell operating volume), and they usually have lower installed costs �vith smaller(<75HP) sizes. Submersible pumps range in size from 0.5 HP to 400 HP but are usually the preferred choice in smaller(<75 HP} pump stations. In accordance with the Cities preferences, submersible pumps are considered to be the preferred choice for this application. This is especially true given the expected depth of the ti�etwell (<30 feet) and limited required size of the pumps. Preliminary sizing calculations �� ,�}��.'I.1 1.LJJ: 11l�1 ;CO�crtheast"v1u�nom.,h S, Ee?.5uite�G;,Fertiand.�rec on G�23� i i89 �� ,p,. 5'si8?2 4+00 � ��_�n7�-410' Fax �.i'�s 7bam.c�m s.._ suggest that a 40 horsepo�ver(HP) (nominal) pump �vill be required to meet the phase II design flow. The number of pumps t}�pically varies from two (duplex) to three (triplex), although four or more pumps(multiplex)are not unusual in a stormwater pump station that might experience a wide range of flows during its design life. Multiple pumps (three or more) allow for greater flexibility of operation over the wide range of flows often experienced by stormwater pump stations. In accordance with the City's requirements, the pump station will need to have 100% redundancy meaning that the design flow must still be met ti�ith one pump out of operation. As such, the new facility ti�ill have a minimum of two pumps. Both Renton and Tukwila have expressed preference for the ITT Flygt brand of pump. The manufacturer's recommended pump model to meet the phase II design flow is a Flygt NP 3202 LT with a 314 millimeter(mm)impeller and 45 HP (40HP nominal) motor. The pump curves for single and parallel operation are shown on Figure 1—System-Head-Capacity Curves. Dewatering Pufnp The City of Renton requested that consideration be given to a dewatering pump in addition to the primary stormwater pumps. The dewatering pump would be used to pump groundwater and augment the primary pumps to meet stormwater flows. As groundwater contribution is expected to be constant and vary little throughout the year, the dewatering pump w�ould operate on a mostly continuous basis. The main advantages of a dewatering pump are that the life of the stormwater pumps might be extended as they would not cycle as frequently during dry weather periods, and the size of the stormwater pumps could be reduced as they would not be required to singularly meet combined storm and groundwater flows. The disadvantages are the increased capital cost of the dewatering pump plus piping and controls,space limitations in the wetwell (potentially requiring a larger wetwell which would substantially increase project cost), and the fact that a continuously operating dewatering pump would likely cause the stormwater pumps to lie idle for much of the summer dry weather season. In general,pumping units need to be run fairly frequently to ensure lubrication is distributed around moving parts, coolant gets Elushed, and solids do not settle out in the volute and impeller. Some municipalities, including the City of Portland Bureau of Environmental Services report recurring problems with pumps that sit idle for a substantial length of time. Furthermore, the low anticipated ground water flows suggest that the stormwater pumps would not be reduced in size with the addition of a groundwater pump. For these reasons, a continuous duty dewatering pump is not recommended at this time. However, preliminary sizing suggests that a maximum 5HI'pump could meet the dewatering requirements. A small sump pump of this size could be added at a later date with little modification required of the wetwell. If the City �� „ � =�� %�;[l�'JOr[t�ed�; 4^��i t� �h� rt t _, t � ,,. F r I,r i rF ,.,,.. �� ?lii9 �� n?� L�! ��, n�. � ,f,.�; -o�. e prefers a ground�a�ater pump��ith a quick disconnect and lifting rail assembly, then this should be added during initial construction given the extra space requirements of this arrangement. Wetwell An adequately sized wetwell provides enough physical space for the pumps along ��ith sufficient operating volume so that the pump cycling frequency does not exceed the pump manufacturers recommended limits. An undersized wetwell can significantly reduce the life of the pumps by causing excessive pump cycling and raises the probability of the pumps overheating and shutting down during critical periods. An oversized wetwell can create stagnation problems and adds unnecessary cost The wetwell depth depends on the inlet sewer elevation, pump operating volume, and minimum submergence requirement of the pumps. The�vetwell floor dimensions depend on pump size and spacing, and operating volume if the wet�arell depth is constrained. Wetwells can be supplied in a variety of shapes but most are either circular or rectangular. Circular wetwells typically consist of vertically installed pre-cast sectional pipe and are usually more economic for small to mid-size pumps stations with deeper wetwells. Rectangular wetwells are better suited to larger(>5,000 gpm) pump stations, are more space efficient with multiple pumping arrangements, and are less prone to sediment settling than circular wetwells. Smaller rectangular wetwells are typically pre-cast vaults or box culverts for deeper installations. In areas with high groundwater, counter-buoyancy measures must be provided and may include base lips and anti-floatation collars. Base lips require over-excavating for the larger base footprint which may add considerably to the cost of installing the wetwell. Circular wetwells are often installed��ith a caisson,and combination cutting shoe and tremie base in deep installations or where high groundwater is present. In shallow installations the��etwell may be brought to grade. In deeper installations, the wetwell height can be limited to the high water level plus freeboard,and an access riser installed on top. This arrangement can reduce construction cost and provides counter buoyancy with the weight of earth over the wetwell roof. Circular wetwells are usually preferred for small to medium sized pump stations as the}' tend to have a lower construction and maintenance costs, particularly with deeper wetwell installations. Common practice is to line the interior and exterior of�vetwell to protect the structure from corrosive material in the surrounding soil and pumped media. In certain applications it may be preferable to house the pumping equipment in a separate room adjacent to the wetwell in a dry pit/wet pit arrangement. This arrangement adds substantially to the overall cost and is typically only preferred in large pump stations. �� r �.F�t�/� '� /, * �( 700 Northeast Multnomah Street,Suite 900,Portland,Oreqon 97232-4189 �� ,..�1 �.s.,l"'ll��l 5d3r8'2-4100 • 503�`87�-4101 Fax � wwtiv.abam.com For this application a circular wetti�ell installed �n�ith a caisson and tremie base is recommended given the relatively small size of the pump station, required wet��ell depth, and presence of high groundwater. Piping and Valves Discharge piping will connect the pumps to a pressure sewer forcemain line which in tum will convey the pumped stormwater to the water quality pond. Each discharge line will have a check valve and isolation valve installed in a below grade valve vault to prevent backflow into the wetwell. The pump discharge lines will be manifolded to the forcemain line in the valve vault. The forcemain will discharge to a manhole near the water quality pond, and then flo�v via gravity sewer a short distance to the pond. The forcemain discharge invert elevation will be set at a higher elevation than the maximum water level in the pond to prevent any possibilih� that the pond could drain back through the pump station and flood the roadway. Forcemain lines are typically sized to keep velocities high enough to prevent solids and sediment precipitating out, yet low enough to prevent excessive friction headloss. Typical storm�vater forcemain design flow velocity range is 2 to 10 feet per second (fps). A 24-inch pipe meets this criteria for both phase II and III design flows. Standby Pozver As mentioned previously, a dedicated onsite standby po�n�er unit w-ill be required for the new pump station. Standby power units are most commonly diesel fired although gas units are often preferred where a natural gas or propane supply is available due to quieter and cleaner operation. Onsite standby power units can be housed��ithin a dedicated building or provided with a sound-attenuated outdoor enclosure. An outdoor enclosure is more cost effective than a dedicated building and usually provides sufficient noise reduction for most locations. Noise ordinances for both Renton and Tukwila suggest that an outdoor enclosure should be sufficient for this pump station. However,the City of Renton expressed a desire to house the generator in a building. A building will add substantial cost, and will require extending a water mainline along Strander Boulevard to provide fire protection in accordance with the City of Tukti�ila Building Code. As such, the generator building ti�ill be identified as a bid-altemate item. CofTtrols and Instruments The most common method of stormwater pump station control is based on fluid level in the wetwell and cycles the pumps when the fluid level rises or falls to pre-set control levels. The simplest level control system consists of inercury float switches installed at the pump set point levels in the wetwell. Mercury floats are the most cost-effective form of level control but are susceptible to fouling and have to be physically moved in order to change the level settings. '� 13er erAI3AM ��Northeast Multnomah Street,Suite 900,Portland,Oregon 97232-4189 �� 503/872-4100 • 503/872-4101 Fax • www.abam.com Mercur}�floats are common for backup control in most municipal pump stations. Ultra-sonic and pressure transducers are common for primary control in municipal pump stations. Both types are accurate, reliable, and can be reset by the level controller at the touch of a button. Additional controls and instruments include a motor control center(MCC) that allows both manual and hands-off-automatic(HOA) pump operation with runtime counters and an alarm system that signals alarm conditions to operators via telemetry and may have audible and visible alarms at the pump station. Typical alarm settings include overflow,high water level, low water level,overflo��, pump oil seal failure, and pump overheat. The City of Renton's preferred primary level control instrument is ultra-sonic. Also,per the City of Renton's standards, an in-line flow meter will be installed in the forcemain within the pump station site. A magnetic flow meter is recommended due to its resistance to fouling and suitability for wasteti�ater applications. Controls Building The MCC, telemetry gear, and miscellaneous controls can be housed within a controls building or frame mounted outside in NEMA 4X weather proof enclosures. A controls building is more expensive than an outdoor enclosure but provides better protection and is less visually ; intrusive. Both Tukwila and Renton have expressed preference for a controls building. However, as mentioned previously,a building will require extending the water mainline to pro��ide fire protection. Inlet Protection Inlet protection in the form of a bar screen or trash rack may be provided where clogging and ragging are particularly problematic. However, many municipalities have shied away from providing inlet protection on smaller pump stations such as this given that their maintenance can be substantially greater than that required to unclog pumps from time to time. As such, inlet protection is not recommended for this application. Equalization and Operating Storage Equalization storage helps to reduce peak runoff to the pump station during high storm events and can allow for a reduction in the pump sizes,with a corresponding reduction in construction and operating costs. Upstream equalization storage can also provide pump operating volume and thus allow the wetwell to be reduced in size. These cost savings have to be balanced against the added overall cost of pro��iding equalization storage in the form of vaults or upsized sewer lines. Adding equalization volume to reduce the pump size would not be cost effective in this application. Preliminary sewer sizing shows that the upstream sewer bet�a�een the last .�� . ' : �� yy�� .� t:'Jn•t? �j�t,'v1U r. �,{-�ti t _. + �.-F i� .. � .�.�.. , � iS,,4 �� : � ;��! a :�ti .L: catch basin in the sy�stem and pump station has sufficient capacit�� to provide enough operating storage at the phase III design floti�. Upstream storage volume will need to be added during phase III to provide sufficient operating��olume fur the greatly increased flo�vs. Location and Site Layout The pump station should be located such that the overall depth of the wetwell and distance from the pump station to the discharge point is minimized. Limiting these factors reduces the required pump size and hence cost to construct and operate the facility. The site should be easily accessible to maintenance vehicles, and depending on the owner's preference,placed in a location that minimizes visual impact. Structures within the site should be laid out so that they can be easily accessed with lifting gear and other heavy maintenance equipment. Depending on the owner's preference, security fencing and perimeter landscaping may also be necessary. An initial location for the pump station was chosen at the south�vest corner of the BNSF right- of-way and Strander Boulevard. At the meeting with the City of Renton, they stated their preference to locate the pump station further to the west,between Strander Boulevard and the future phase III loop road. This location improves access and enables continuous operation during the phase III expansion. T'he facility would be located entirely within the City of Tukwila and thus subject to Tukwila's building code and land use requirements, in addition to the City of Renton's pump station standards. Pre-Packaged Pum,p Stations Pump stations can be custom designed and assembled onsite or may be supplied as a prefabricated(or pre-packaged)unit supplied by a single vendor. Pre-packaged units are available in a wide variety of configurations and sizes and are often more cost-effective for small pump stations where the added design and construction costs would not justify a custom build. Quality assurance and control can be enhanced with a pre-packaged installation as the unit is factory tested after complete assembly. Choice is generally limited to pump stations w�ith small (<30 HP) pumps. The main disadvantages of a pre-packaged unit are the limited range of products and few choices in the larger(10 to 30 HP) size range. Most pre-packaged suppliers will only provide one or two pump brands and associated equipment. It can often be difficult to find a pre-packaged pump station that meets the strict requirements of a large municipality. Pump stations with specific requirements such as unique pumping conditions and site constraints should be custom designed. A custom design usually allows the facility to be better tailored to a client's specific needs and preferences. Furthermore, the cost advantage of a pre- packaged pump station diminishes as the size and complexity of the facility increases. Given the size of the pump station for this application, and client's preferences, it is recommended that this pump station be custom designed and tield assembled. gg A�A�� iG0\Orthe.aSt^.1u'tncrndh S eEt,S.rtE'�u':,�Grtla'�d (�rt^crz 9723i 41P,9 �� L Ia��.}dL 1LJl �lrl SG3/8i2 4:OU • 503'8;2 4101 Fax wv.w.abarr.com lJ Preliminar�� Pump Station Sizing For the purposes of evaluation and comparison, four pump stations were considered for this preliminary analysis and are described below. • Pump Station A-This facility would be constructed by the City of Renton during phase II to serve the phase II area only and would be retired following compleHon of phase III. • Pump Station B-This facility would be constructed by the City of Tukwila during phase III to serve the phase III area and would replace Pump Station A. • Pump Station C-This facility would be constructed during phase II by the City of Renton to serve the phase II area but will be designed so that it could be expanded to serve the phase III area upon completion of that project. This pump station would be identical to Pump Station A except that the controls building, generator, and power feed would be sized to serve the full phase III area. • Pump Station D-This facility would be constructed by the City of Tukwila during phase III to expand Pump Station C so that the combined pump stations would serve the phase III area. This pump station would be identical to Pump Station C except that it would have higher capacity upstream operating volume storage and a separate generator and controls building would not be required. The pump station would be hydraulically connected to Pump Station C and the pumps controlled by the level controller in Pump Station C. Pump station design data are summarized on Table 4 below. Table 5-Pum Station Desi n Data Element Pump Station A B C D Desi Ca aci 3,270 m 9,380 m 3,270 m 6,110 m Nominal Pum Size 40 HP 60 HP 40 HP 40 HP Number of Pum s 2 3 2 2 Wetwell Inside Diameter 10 feet 12 feet 10 feet 10 feet Wetwell De th 32 feet 34 feet 33 feet 35 feet Required Upstream Storage 6,500 gallons Volume 5,000 allons 7,340 allons 5,000 allons StandbV Po�ver Generator 80 KW 175 KW 175 KW Not Required �� Ber �ll ]1J1 ]1 V 1 �00 Northeast Multnomah Street,Suite 900,Portland,Oregon 97232-4189 �� 503I872-4100 • 503l872-4101 Fax • www.abam.com Estimated Cost of Construction The estimated construction costs for pump stations A,B, C, and D are summarized on Table 6 below and detailed on Tables 7 through 10. Table 5- Estimated Construction Cost Summary Pum Station A-Phase II $820,325 Pum Station B -Phase III $1,234,750 Pum Station C-Phase II Initial $920,150 Pum Station D-Phase III Ex ansion $286,000 Pum Station C+D Total for Phase III $1,206,150 Conclusions and Recommendations As the estimated cost to initially build a pump station that can be expanded from phase II to phase III is about the same as a pump station that can serve phase II only, it clearly makes little sense to construct Pump Station A only to decommission it when Pump Station B is brought online. Although it may be possible to salvage some equipment from Pump Station A and keep the wetwell operational to augment the operating volume of Pump Station B, the combined cost �vould greatly exceed the other options. Thus Pump Station A is sho�vn for comparison only. Although this memorandum does not provide a life-cycle cost analysis of each pump station it is expected that Pump Station B may be cheaper to maintain and operate than Pump Stations C+D over the life of the facilities given that there are fewer pumps, equipment, and sub-grade ' structures that need to be maintained. However, pump stations C +D have the lo�•est total capital cost and pump station C has the lowest initial cost to the City of Renton, if pump station A is discounted. Thus it is recommended that pump station C be constructed initially with phase II. Pump station system head-capacity curves along with wetwell control levels and buoyancy calculations for pump station C are included as figure 1 and tables 11 thru 13b. �� t.' .,.�� .'�. . . "Au r �i��ti ��I . , :��.r •�., .. � .��i. �� '-� .ilh'i `� �.�t..,3 �4... � SJ3 572 4i00 • �01.n7L 4i01 Fax • wv.w.abam.co - Table 7-Estimated Cost of Construction-Pump Station A Item Number Units $ Each Total$ 40 HP Submersible Wastewater Pump 2 EA $50,000 $100,000 Discharge Piping,Valves, and Fittings 1 LS $50,000 $50,000 Wetwell (10' diameter, 32 feet deep) 1 EA $150,000 $150,000 Flow Meter 1 EA $15,000 $15,000 Upstream Sewer(185 LF 24"pipe-23 feet deep) 185 LF $300 $55,500 Forcemain (195 LF 12"Pipe) 195 LF $150 $29,250 60"Dia. SDMH (30' deep) 2 EA $15,000 $30,000 54"Dia. Discharge Manhole(5' deep) 1 EA $3,000 $3,000 80 KW Standby Generator(inc. pad, load bank, &ATS) 1 EA $100,000 $100,000 Controls Building 390 SF $200 $78,000 Motor Control Center, Instrumentation, &Misc. Electrical 1 LS $60,000 $60,000 Site Work(inc. radin , access road, and landsca in ) 1 LS $40,000 $40,000 Sub-Total $710,750 Contractor Mobilization/Demobilization $19,000 Permitting $8,000 QA/QC, Testin $8,000 Sub-Total Construction $745,750 Contin en (10%) $74,575 TOTAL PUMP STATION A $820,325 �� Ber �1� ].1)1 ]j�/1 �a0 Northeast Multnomah Street,Suite 900,Portland,Oregon 97232-4189 `� � 503/872-4100 • 503/872-4101 Fax • wwwabam.com Table 8-Estimated Cost of Construction-Pump Station B Item Number Units $ Each Total$ 60 HP Submersible Wastewater Pump 3 EA $75,000 $225,000 Discharge Piping, Valves, and Fittings 1 LS $75,000 $75,000 Wetwell (12' diameter, 34 feet deep) 1 EA $200,000 $2�0,000 Flow Meter 1 EA $20,000 $20,000 Upstream Sewer(185 LF 48"pipe-23 feet deep) 185 LF $500 $92,500 Forcemain (195 LF 24"Pipe) 195 LF $200 $39,000 60"Dia. SDMH(30' deep) 2 EA $15,000 $30,000 54" Dia. Discharge Manhole(5' deep) 1 EA $3,000 $3,000 175 KW Standby Generator(inc. pad,load bank, &ATS) 1 EA $175,000 $175,000 Controls Building 390 SF $200 $78,000 Motor Control Center, Instrumentation, &Misc. Electrical 1 LS $90,000 $90,000 Site Work(inc. radin , access road, and landsca in ) 1 LS $40,000 $40,000 Sub-Total $1,067,500 Contractor Mobilization/Demobilization $31,000 Permitting $12,000 QA/QC, Testin $12,000 Sub-Total Construction $1,122,500 ' Contin en (10%) $112,250 TOTAL PUMP STATION B $1,234,750 '� Ber erABAM �00 Northeast Mu�momah Street,Suite 900,Portland,Oregon 97232-4189 �� 503/872-4100 • 503/872-4101 Fax • www.abam.com Table 9-Estimated Cost of Construction-Pump Station C Item Number Units $Each Total$ 40 HP Submersible Wastewater Pump 2 EA $50,000 $100,000 Discharge Piping, Valves, and Fittings 1 LS $50,000 $50,000 Wetwell (10' diameter, 32 feet deep) 1 EA $150,000 $150,000 Flow Meter 1 EA $20,000 $20,000 Upstream Sewer(185 LF 24"pipe-23 feet deep) 185 LF $300 $55,500 Forcemain (195 LF 24"Pipe) 195 LF $200 $39,000 60"Dia. SDMH(30' deep) 2 EA $15,000 $30,000 54" Dia. Discharge Manhole(5' deep) 1 EA $3,000 $3,000 175 KW Standby Generator(inc.pad,load bank, & ATS) 1 EA $175,000 $175,OQ0 Controls Building 390 SF $200 $78,000 Motor Control Center, Instrumentation, &Misc. Electrical 1 LS $60,000 $60,000 Site Work (inc. radin , access road, and landsca in ) 1 LS $40,000 $40,000 Sub-Total $800,500 Contractor Mobilization/Demobilization $20,000 Permitting $8,000 QA/QC, Testin $8,000 Sub-Total Construction $836,500 Contin en (10%) $83,650 � TOTAL PUMP STATION C-PHASE II INITTAL $920,150 '� Ber erAI3AM �00 Northeast Muitnomah Street,Suite 900,Portland,Oregon 97232-4189 `� � 503/872-4100 � 503/872-4101 Fax • www.abam.com Table 10-Pump Station D Item Number Units $ Each Total$ 40 HP Submersible Wastewater Pump 2 EA $50,000 $100,000 Discharge Piping, Valves, and Fittings 1 LS $10,000 $10,000 Wetwell (8' diameter, 34 feet deep) 1 EA $72,000 $72,000 Storage Vault(50 LF 60"pipe-23 feet deep) 50 LF $400 $20,000 Expand Motor Control Center&Re-Program PLC 1 LS $40,000 $40,000 Site Work (inc. radin and landsca in ) 1 LS $10,000 $10,000 Sub-Total $242,000 Contractor Mobilization/Demobilization $10,000 Permitting $4,000 QA/QC, Testin $4,000 Sub-Total Construction $260,000 Contin en (10%) $26,000 TOTAL PUMP STATTON D -PHASE III EXPANSION �286,000 �� j��t��/� � /( 700 Northeast Multnomah Street,Suite 900,Portland,Oregon 97232-4189 �/ 1 � I11��1 503%872-4100 • 503/872-4101 Fax • www.abam.com a - - _ - - — _ _-- - __ _- -- ---- ---- _ __ _ i Figure 1. I Strander Boulevard Extension Phase II Stormwater Pump Station I System-Head-Capacity Curves � �o.o -- — _� � i � i I ` ', � � - -' -- � , � -i-- -- — -a-_ ,_ ___ - - - - - - , - � -F-- :- � rt _ ,, � , , � � , , 60.0 � ! + i -- ; - � ' ; � , � -- -- - - � � � ; � � , � , , , , , -- - - _ ___ - �-- t - - I � , I j 50.0 � ; � � � _ + { � ' ' --f - - , --�- - � - - - - -t ' I , _� i _ ! i i ' ; - ; ; i ---fi 40.0 ; � � « � ' � i � 1 ,� -T ! i , I -t- + ' i = '' ` ' ; � i i I i i � -- -• � -t- - -- - _ {- - --- 30.0 ,- i � - - - - � � �, - I -t - - - - , - - - -, ; � ; , ; � :_ � , - _ T_ i : �- � ' �_ , _+_ . - --r �- > +- � - - -- - � I 1 i ( i � � -- ; { � I ; ?�.Q � ' 1 I i i � I - -*- - � - - - � � � - -�- �— t �'� i i I � I I - ' � : i i ; ' � � 10.0 � E � i � � � � I � i j j , . _�_ _T f - - ' � � i I : - , , � : . < < : , � � ; � , :_ : __ ____ . __ _� _�_ ___ _ _ _,__ __ . __- _._ ' '_ - -= � : o.o . , � h� O� h� O� h�� h� � h� � h� � h� � h� O� h� O� h�0 �O 'y� 'y� 'L� 'L� ei� '�� p,� p�� c�� h� ro� to. 1� 1� �, �� o�� 0� .y0� Volume Flow Rate,Q(gpm) � �� t� � .� ��l 1LJ� '�:��orlF�c�dit^�1U n� �f,5 t� . S..i l ;,F r i r . � rt � =� 2� �llf;9 a"" i �� _ � 3 a?i 4�,,,0 • ,O. n7� �-� ,t�..t�3.� CO•� i_�~ Table 11-Wetwell Operating Volume t=60/n Where: T=Time Between Pump Cycles (minutes) V=tQi(Qo- Q�)/Qo n=Pump Cycles Per Hour at Q V=Required Wet Well Operating Volume (gals) d' _(3.142*D2/4)*7.48 Qo=Target Pump Discharge(gpm) d�=V/d' Q�=ADWWF at Build-Out(gpm) �, D =Wet Well Inside Diameter(feet) '' d' =Wet Well Storage Volume (gallons/foot) do=Pump Operating Range (feet) Inputs: D= 10.0 feet n= 10 cycles per hour Q�= 1,640 gpm Qo= 3,280 gpm Outputs: T= 6 minutes V= 4,920 gallons d' = 587.55 gals/foot d�= 8.37 feet �� I�er��rAI3AM �00 Northeast Multnomah Street,Suite 900,Portland.Oregon 97232-4189 �/ 503!872-4?00 • 503/872-4101 Fax • www.abam.com 4.. ' Table 12-Wetwell Control Levels Finished Grade Elevation at Wet Well= 27.50 Datum Clearance to Rim= 1 inches Wet Well Rim Elevation= 27.58 Datum Influent Sewer Invert/I'umps Off Elevation= -1.00 Datum Pump Submergence = 3.50 feet Wetwell Bottom Elevation= -4.50 Datum Total Wetwell Depth = 32.08 Feet Invert Sewer Diameter= 24.00 inches Lead Pump On Elevation/Invert Crown= 1.00 Datum Freeboard = 1.00 feet Lag Pump On Elevation/High Level Alarm= 2.00 Freeboard = 1.00 feet Overflow Alarm = 3.00 feet �� I3er erl �■ �l 11r1 �40 Northeast Multnomah Street,Suite 900,Portland,Oregon 97232-4189 �� 503/872-4100 • 503/872-4101 Fax • www.abam.com Table 13a-Wetwell Buoyancy-Standard Base Assumed Water Level Elevation= 27.00 Datum Wetwell Inside Diameter= 10.0 feet Wet Well Wall Thickness= 11.0 inches Wet Well Wall OD = 11.83 feet Bottom Slab Width= 14.0 feet Bottom Slab Breadth= 14.0 feet Bottom Slab Thickness= 12.00 inches Volume of Water Displaced= 3,716 cubic feet Total Uplift Force = 231,862 lbf Volume of Concrete = 1,205 cubic feet Weight of Concrete= 180,714 lbf Volume of Soil above Slab = 2,752 cubic feet Weight of Soil above Slab = 302,749 lbs Total Resistive Force= 483,463 lbs Safety Factor= 2.09 �� 3�. , l Q�Q�� 7��0 lort'.e��.;"Au' ncm<,h S Ei..S�iIE�i .rcrtla^d � r �r ��7�1 ��1$9 � �,,�� tl liJl llrl �C�3 8?2 i�0 . 5p, �7[ 4',Ci =z� ,.v�•.:ab3r�.cc3m �� - Table 13b—Wetwell Buoyancy—Standard Base Assumed Water Level Elevation= 27.00 Datum Wetwell Inside Diameter= 10.0 feet Wet Well Wall Thickness= 11.0 inches Wet Well Wall OD = 11.83 feet Tremie Depth= 7.0 feet cubic Volume of Water Displaced= 4,290 feet Total Uplift Force= 267,676 lbf cubic Volume of Concrete= 1,779 feet Weight of Concrete= 266,805 lbf Total Resistive Force= 266,805 lbs Safety Factor= 1.00 Hydraulic Report Strander Boulevard Extension Project Cities of Renton and Tukwila, Washington Appendix F - Geotechnical Report Geotechnicai Report Strander Boulevard Underpass Phasa 11 RentonlTukwila,Washington November 22, 201 Q Submitted To: Mr.James S. Guarre, P.E., S.E. BergerABAM! 33301 Ninth Avenue South, Suite 300 Federal Way,Washington 9800�2fi� By: � Shannon 8 Wiison, Inc. 404 N 34"'Strest, Suite 100 Seattle,Washington 98103 21-1-21 292-001 SHANNON F�WILSON.INC. TABLE OF CONTENTS Page 1.0 INTRODUCTION .................................................................................................................1 2.0 DESIGN GROLJNDWATER LEVEL AND DEWATERING ESTIMATI�N ....................2 2.1 Results of Groundwater Monitoring.........--•..............................................................Z 2.2 Dewatering Goa1 ........................................................................................................2 2.3 Potential ProblemslConcems.....................................................................................3 2.4 Fuhue Investigations................................•--...............................................................4 3.0 SEISMIC DESIGN C(3NSIDERATI�NS.............................................................................4 4.0 LTIDERPASS DESIGN AND CONSTRUCTION CONCEPT............................................5 4.l Alternative 1: Temporary Sheet Pile Shoring and Pile Foundations........................5 4.2 Alternative 2: Secant Pile Wall and Base Ground Improvement..............................6 S.Q AXIAL PILE CAPACII'Y AND PARAMTERS FOR PILE DESIGN................................7 6.0 LATERAL PRESSURES FOR TEMPOR.ARY WALLS DURING EXCAVATION .........8 7.0 LATERAL PRESSURES FOR PERMANENT WALLS DISIGN.......................................9 8.0 SHOO-FLY �R FILL EMBANICIvIENT............................................................................10 9.0 REFERENCES.....................................................................................................................11 TABLES � 1 Recommended Parameters for Lateral Resistance Analysis Using LPILE Cansidering Liquefadion 2 Recommended Parameters for Lateral Resistance Analysis Using LPILEP�Us Without Cansidering Liquefaction 21-I-21292-0O1-Rl f-rev.dncx'wP,�� 21-1-21292-OQ 1 i TABLE OF CUNTENTS (cont.) SMANNON F�V1IIl.SdN.INC. FIGiJRES 1 Variation of Groundwater Levels Based on Field�ionitoring 2 Results of Liquefaction Analyses—Boring B-145 VWP (M= 6.63, PGA=0.65) 3 Results of Liquefaction Analyses, Boring B-107 (M=6.b3, PGA=Q.65) 4 Ulrimate Axial Capacity vf 24" Dia. Steel Pipe Pile Driven with Conical Tip— Static Condition,West of BNSF Section Near B-105 VWP 5 Ultimate�ial Capacity of 24"Dia. Steel Pipe Pile Driven with Conical Tip— Seismic Candition,West Side of BNSF—Near B-105 VWP 6 tiltimate Axial Capacity of 24" Dia. Steel Pipe Pile Driven with Conical Tip—No Liquefaction—Near B-105 VWP 7 CJltimate Aacial Capacity of 24" Dia. Steel Pipe Pile Driven with Conical Tip— Static Condition, East Side of BNSF Near B-107 8 L'ltimate Axial Capacity of 24" Dia. Steel Pipe Pile Driven with Conical Tip— Seismic Condition, East Side of BNSF Near B-1Q7 9 Ultimate Aacial Capacity of 24" Dia. Steel Pipe Pile Driven with Conical Tip—Na Liquefaction—Near B-107 10 Lateral Pressures During Canstruciion 11 Live Load Pressure Due to Cooper E80 i 2 Lateral Pressures— Static Post Constructian with Top Strut 13 Lateral Pressures—Static Post Construction without Top Strut 14 Lateral Pressures—Post Construction, Seismic 15 Lateral Pressures—Post Constzuction, Post Seismic zi-i-��Z�x-oo�-R�r-�.a�xr,�nka 21-i-21292-001 ii SHANNON�WILSON,INC. GEOTECHNICAL REPORT STRANDER BOULEVARD UNDERPASS PAASE II RENTON/TUKWILA,WASHINGTON 1.0 INTRODUCTION This report presents the results of our geotechnical studies for the conceptual design of the proposed Strander Boulevazd Underpass Phase 1 project. We understand that Phase 1 of the Strancier Baulevard Underpass project involves the design and construction of BNSF Railway (BNSF) bridges within the BNSF right-of-way to accommodate the final Strander Boulevard configuration and the design and construction of a shoofly for temporary track diversion, as required. This project is expected to be managed by BNSF. The project also involves a companion project,to be managed by city of Renton, for building a two-lane vehicular underpass and pedestrian/bicycle tie-ins under the existing BNSF tracks in the northern half of the proposed Strander Boulevard Undetpass. The underpass section is estimated arvund 500 feet long and 26 feet wide, excluding the pedestrian walk. The bottom of the base slab is estimated at elevation-1.5 feet 6ased on the originaI conceptual plan. The bottom elevation may vary depending on the selected design alternatives. We reviewed the project information provided by BergerABAM and discussions during a meeting on February 25,2Q10. We also reviewed a previous geotechnical report for conceptual design of the Strander Boulevard(Shannon& Wilson, 2004). We took two additional sets of ', groundwater data, on March 19 and aaother one on April 12, 201Q. In addidon, we analyzed the �' monitored groundwater data co�lected since July 2003. We reviewed the subsurface conditions and selected reports from previous studies for the Strander Boulevard Project site located in Renton/Tukwila,Washington. We performed the geotechnical services based on a subcansultant agreement between BergerABAM and Shannon&Wilson, Inc. dated February 22, 2010. We made our evaluation of selected tasks based on your Notice to Proceed of March 9, 2010. These tasks include: I. Recommend goundwater design level 2. Review seismic design criteria 3. Evaluate underpass canstruction by means of sheet piling and dry excavation 4. Evaluate underpass construction by means of secant pile wall and bottom seal 5. Develop design recommendadons for permanent walls and base slab 6. Develop design recommendations for BNSF bridge foundations 7. Evaluate shoo-fly embankment for temporary relocation of railroads 21-t-21242�Ot-Rl f-cev.docx'urp,'fcn 21-L-2 I 292-001 1 SHANNON�,VViLSON,INC. This report presents the results of our studies for the specific task geotechnical services for Phase I of the Strander Boulevarci Underpass Project. 2.0 DESIGN GROUNDWATER LEVEL AND DEWATERING ESTIIVIATION 2.1 Resu�ts of Groundwater Monitori.ng We performed the latest groundwater monitoring an March 19 and April 12, 2010, and analyzed the monitoring results that wete collected since Ju1y 2003. An earlier memorandum (Shannon & Wilson, 2009}documented the locations of manitoring wells and porewater pressure measwing points, as well as data callected between July 2003 and May 2009. The monitoring results showing the seasonal variation of groundwater levels since July 2Q(}3 are presented in Figure 1. We identified two distinct groundwater le��els, one for the upper strata dominated by the fine- grained sandy to clayey silt layers above around zero elevation,named as the perched water table, and the other for the fine to medium sand layer and the lower strata, namely deep-seated groundwater table. Based on the data,the perched water tabie fluctuates with seasons between elevations 16 and 19 feet in the last three years and is presently at around 19 feet. The deep- seated groundwater table in the area fluctuates between ele�-ations 12.5 and 14.5 feet in the last three years and is presently around 13 feet. For the purpose of this project for which the underpass is to be built in the upper strata,the recommended groundwater levei for design is at elevation 19 feet for bath temporary and pennanent works. 2.2 Dewatering Goal We assume that the bottom of the base slab is at elevation-1.5 feet. The recommended design groundwater elevation is 19 feet. Assuming temporary watertight sheet piles will be installed around the excavation area, dewatering goal in this area is tv drawdown the water table to about 7 feet at the well points belaw the bottom of excavarion in order to maintain a practical working condition in the excavation pit. To achieve this goal,well points inside the shored excavation would need to be installed at below elevation -13.5 feet. With such an installatian and operation,the maximum drawdown in the area is expected to be about 32.5 feet based on our initial assessment, depending on whether a relatively impervious cut-aff layer is available at the toe level of sheet z i-�-<1292-001-R 1 f-rev.docx wprlkn 21-1-21292-00 l 2 SF�ANN�N�WILS�N.INC. pile within a practical depth. The drawdown outside the shored area would be much reduced if an impervious cut-offis present. 2.3 Potential Problems/Concerns Based on Figure 3 in the Geotechnical Report for Conceptual Design of Strander Boulevard (Shannon&Wilson,2004},which shows the subsurface profiles along the aligntnent of the proposed undercrossing, the essendally fined grained sandy to clayey silt(He D) near the top is underlain by a fine to medium sand (Ha D}that extends from a depth of about 30 to 7Q feet. On the west end of the BNSF track,boring B-105 VWP encountered an 18-faot low pernieability clayey silt(He D)immediately beneath the fine to medium sand layer. This low permeability layer,however, was not present in boring B-107 on the east side of the BNSF tract. There is uncertainty on how far the estuarine formation(He) extends eastward from boring B-105 VWP and bvring B-103 fiu�ther west of B-105. The following two scenarios are outlined and further investigations are needed to better understand the geology and hydrogeotogy of the azea: 1. If the He D layer(clayey silt)was absent between borings B-105 and B-i(}6 in Figure 3 {Sheets 2 and 3),then the Alluvium formation(Ha C and Ha D)would be in direct contact with Cedaz River Alluvium-Gravel formation{Hag). The Hag formation consists mainly of sandy gravel and gravelly sand with high hydraulic conductivity. This scenario would present greater challenge in reaching dewatering goal, as large amount of water would enter the dewatering zone from Hag formation. In this case,a large drawdown would be expected outside of the construction area,due to connection of Hag aquifer undemeath the piles. The railway may be affected due to settlement caused by large groundwater drawdown in an extended area. 2. If the He layer was continuous eastward and comgetent,groundwater would be more confined by shoring piles and underlying the He formation. In this case,the drawdown goal can be reached by well points inside the shored area. A drawdown depth much smaller than that in scenario 1 can be expected outside of the construction area. T'he resulting settlement on the adjacent ground would be contrallable in this case. Quantitative analyses are needed to estimate drawdown impacts outside construdion. The Green River is apgroximately slightly over 1,000 feet away from the proposed underpass. The Green River is under tidal influence and is connected to the de.ep-seated groundwater table and the aquifer in the project area. Water level change due to tide, and associated pressure change beneath the project,would need to be considered in the design of dewatering approaches. 21-I-2 1 292-001-R I f-rcv.docuwp.Ncn 21-1-21292-00 l 3 SHANNON�WILSON,INC. ' 2.4 Future Iuvestigations We recommend the following: 1. Geological exploration consisting of one boring of around I 10 feet deep in between BNSF track and existing boring 8-106 to verify the continuity of the less pervious clayey silt He layer. 2. A pumping test to evaluate aquifer hydraulic conductivity, storativity, and connecrions between different geological units and Green River. Shannon &Wilson, Inc. would be pleaserl to grepare a proposal for these further explorations if required. 3.0 SEISMIC DESIGN CONSIDERATIONS We understand that the railroad bridges will be designed in accordance with the 2007 Manual for Railway Engineering as outlined in the American Railway engineering and Maintenance-of-Way ' Association(AREMA). We reviewed the code-based seismic ground motion in the project area for three different levels of earthquakes that correspond to AREMA's grouping based on U.S. Geological Survey 2(?02 Probabilistic Seismic Hazard Degradation. The results are as fallows: Perfornaance Average' USGS Mean Pe�k R�ick Ground Motion Criterii Limit Retur�o Period Retnrn Time Acccler�t�on I:evel 5tate ears egra Coefficient 1 Serviceabili 50- 100 145 O.15S 2 Ultimate 200—500 475 0.326 3 Survivabilit 1,400—2 400 2,475 0.62b USGS=U.S.Geological Survey We understand that the bzidge designs will likely to be based on the maximum 500-year average ' return period that corresponds to Ground Motion Level 2. Based on the subsurface conditions ' encout�tered in the nearby borings,the site would be conservatively classified as AREMA Sail type 4 with a conesgonding site factor of 2.0. The corresponding amplified peak ground acceleration appropriate for design consideration is 0.65g. We performed liquefaction analyses using liquefacdon evaluation soflware developed by Shannon&Wilson, Ine. and subsurface borings near the BNSF tracks. Results of the analyses at borings B-105 VWP and B-1071ocations are presented in Figures 2 and 3 for an earthquake with magnitude 6.63 and an amplified peak ground acceleration of 0.65g. z i-i-z i z9�-0o i-R�r-��.ao�,wa�u�� 2 2-1-21292-{?O 1 4 SHANN(�IV�+VI/fL�.SON,INC. Liquefactions are generally considered limited to soft cohesive soils and loose to meditun dense sand strata. The estimated depths of liquefaction are 70 and 80 feet,respectively, west and east of the BNSF tracks. A substantial reduction of the shear strength will occur in the liquefied layers and a reduction may also occur in other mazginally stable layers. These results are used as a basis for the subsequent evaluation of the axial capacity and L-Pile pazameters recommended for pile design. For an approximately 10(}-ycar retum earthquake, the depth of liquefaction is similar to that for a 500-year retum earthquake. A greater depth of liquefaction is expected if an approximately 2,500-year return eatthquake is considered for survivability situations. 4.0 UNDERPASS DESIGN AND CONSTRUCTI�N CUNCEPT Two alternatives we.re cansidered for the design and cvnstruction of the Strander Boulevard Underpass. 4.1 Alternative 1: Temporary Sheet Pile Shoring and Pile Foundations The first alternative consists af using temporary excavationlshoring techniques, a tremie seal with tialowns to complete the required excavation,driven steel pipe piles to support bridge structures, and then constructing peimanent sidewalls. A tremie seal either by itself(gravity- based}or tied down with tension piles will be necessary to resist uplift pressures. The vertical loads fram the proposed bridge structures and substructure may be supported by both skin friction and end bearing on the pipe piles. Driven piles should bear within the underlying non- liquefiable, dense to very dense,alluvial soil layers encountered from about 1 I S to 14Q feet below ground surface{bgs). Steel sheet piles are being considered for this project because of their cost-effectiveness and because they are commonly used in the Puget Sound area. Shee#piles are cost-effective primarily because of the feasibility to recover the pile after construction;however, this would require the construction of a permanent, concrete wall within the excavation. In addition, we anticipate that either heavy-gauge steel sheet piles or mul6ple level bracing,deadman, or tiebacks would be necessary to resist the large lateral pressures associated with the saturated loose and soft soils encountered in the borings. To obtain the necessary toe support,the sheet piles would likely need to penetrate through the soft/loose soils into the underlying fine to medium-gained alluvium(HaD}. After sheet pile installation,the underpass could be excavated in the wet; however, excavarion in the wet is more difficuit. If possible,the underpass area should be dewatered and excavated in the dry. However, as discussed eazlier, dewatering at the z i-i-2 i zsz-ooi-R�r-�,.a�,uwPnk„ 21-1-2 i 292-001 5 SHANNQN F�WILSON,INC. project site could present a problem unless the essentially fine-grained clayey silt (He D)is verified to be continuous for providing an effective cut-off of flow. Driven steel pipe piles would be a suitable alternative for bridge and permanent sidewall foundation support and tremie seal tiedowns at this site. The final foundation and tiedown decision shauld be based on site conditions, economics and capacity needs. Based on the results of our liquefaction analysis described previously, we recommend that the steel pipe piles be driven into the underlying non-liquefiable soil. For steel pipe piles used as foundation support, we recommend that they be driven closed-end to reduce the need for removal of the sails inside the pipe pile and disposal of the spoils. However, for pipe piles being used as friction-only members(tremie seal tiedowns)open-end piles can be considered. Conventional cast-in-place concrete walls generally provide a high tevel of performance with fow lateral wa11 movements. However, these walls are nat very flexible and cannot tolerate large differential settlements. Consequently,this type of wall needs to be constructed on competent foundation soils. A concrete tremie seal would be installed aftex the temporary excavation shoring walls are in place and the soil within the excavation is removed. The excavation could be completed in the wet or dewatered and excavated in the dry. The area would be overexcavated beyond the design pavement grade to allow the tremied concrete seal to cover the excavation bottom. If the excavation is completed in the wet, the seal could be constructed by tremied concrete on the excavation bottom. When the seal is in place and has gained sufficient strength,the inside of the excavativn would be dewaterezi. The thickness of the concrete tremie seal should be deternuned based on the uplift resistance needed. We recommend that a groundwater level at elevation 19 feet be considered in the design of the tremie seal. A tremie seal alone would probably be too thick to be practical; therefore, it would likely be combined with riedowns (tension pile.$). Pipe pile or other pile type riedowns could be driven to non-liquefiable soil to counteract the uplift pressures under static or liquefiable s�il conditions. 4.2 Alternative 2: Secant Pite Wall and Base Ground Improvement The second alternative consists of a ground impmved bottom seal in oonjuncrion with a secant pile wall excavation support to form a"boat." The ground improvement zone could consist of cement deep soil mixing(CDSM)or a jet grout bott�m seal. 1fie secant pile wall should be founded within the gound improvement zone such that the underpass walls and bottom seal would act as one underground structure. When the bottom seal is used in conjunction with a 21-t-21292-001-R1f-m.docxlwpNcn 21-1-21292-001 6 SF�1fVNON�Wli_SON.INC. secant pile wall installed prior to excavation, the excavation can be carried out in the dry and no dewatering in the construction area would be necessary. The wall should have the ability to support the vertical loads from the praposed bridge struchues, as well as the lateral loads from the soil and groundwater outside the excavation. The ground improvement bottom seal would likely be about 30 to 35 feet thick in the deepest section of the underpass and would, therefore, be"sitting"on top of potentially liquefiable soil. The required thickness of the seal is dependent upon the cement- soil mix or soilcrete unit weight,permeability, and the hydrostatic pressure at the battom of the soilcrete layer. After a design-leve� ground motion, the"boaY'would experience liquefaction-induced ground settlement as discassed previously. If the bridge structures cannot be designed to sustain the liquefaction-induced settlement, the bridges foundations would need to be sepazate from the ground improvement bottom seal and the sidewalls and would bear in the underlying non-liquefiable soi1. The bridge structure foundation supports could be achieved separately on driven pipe piles. In this case,it would be possible to use reinforced CDSM as the sidewalls and unreinforced CDSM as the bottom seal. 5.0 AXIAL PILE CAPACITY AND PARAMTERS FOR PILE DESIGN We evaluated the axial pile capacity for a steel pipe pile of 24-inch-diameter driven closed-end that may be used for supporting the B�ISF bridges under both static and seismic loading conditions. Capacity of pipe piles will vary with their type, penetration, size, and the subsurface conditions. In addirion to static soil conditions,the underpass would likely be exposed to a temporary loss of skin friction during liquefaction and downdrag{negative skin friction)of liquefiable soils immediately following a design seismic event. We evaluate the axial pile capecity based on subsurface condirions encauntered in boring B-105 VWP west of the BNSF tracks and boring B-107 west of the tracks. We assumed a liquefaction depth of about 70 feet at boring B-105 VWP and about 80 feet at boring B-107 3ocation. Results of our evaluation are presented in Figures 4 through 9 for static and seismic conditions. Factors of safety should be applied to these ultimate pile forces in accordance with AREMA. The estimated downdrag force is on the order of 76 to 114 tons. This downdrag force would present I as an additional axial load that will add to the applied load from the bridge after the soil liquefy during a design seismic event. Downdrag forces due to soil liquefaction are post-earthquake secondary forces. Seismic forces due to ground shaking are secondary forces that occur during an earthquake. Seismic forces due to ground shaking are not additive to seismically induced downdrag forces due to soil liyuefaction, Z 1-1-21292-00 I-R 1 f-rev.doc�iwp,7kn 2�-1-2�292-��1 7 SHANNON�WILSON,INC. Based on ow review of the 60 percent design plan prepared by Hanson, we understand that the BNSF railroad bridge would consist of two abutments and one intermediate pier. Each of the abutments would be supported by 78 piles ari�anged in 13 rows by 6 columns. The intermediate pier would consist of 34 piles arranged in 13 rows by 3 columns. The pile spacings would be on the order of 3 to 3.2 pile diameters. In our opinion,the driving of the piles at this spacing would result in densification of the medium dense to dense sand layer encountered from 30 to 70 feet in boring B-105 VWP, and from 23 to 103 feet in boring B-107, especially within the inner I 1 rows of piles at the two abutments. Due to the densification of tl2is sand layer, we anticipate no liquefaction would occur. Figures 6 and 9 are recommended for use to estimate the axial capaeity of the piles within the inner 11 rows at each abutment. I3owndrag force along these piles would be small and could be neglected. The exterior row and column piles wauld still be subjected to liquefaction and downdrag, Figures S and 8. We understand that GROUP or LPILEPLus programs would be used for the analysis of lateral resistance of piles subjected to lateral loads. Tables 1 and 2 summarize the recommended L-Pile parameters required in LPILE analysis that we developed based on the results of borings on both the west side and the east side of the railroad tracks. These parameters include both static conditions and seisrnic conditions considering potential jiquefaction and strength reduction during the design earthquake of 500-year return period. Table 1 is recommended for the lateral analysis of intermediate pier and Table 2 far the two ahutments. 6.0 LATERAL PRESSURES FOR TEMPORARY WALLS DURING EXCAVATION We understand that sheet pile walls with two levels of tieback anchors are being considered for dewatering control and support of excavation during the construction of the underpass. We evaluated the lateral pressures for staric condition using the subsurface conditions represented primarily by borings B-1 O5 VWP and B-1 Q6 MW and a design groundwater level at elevation 19 fe�et. The earth pressures were developed by assuming an active condition behind the sheet pile wall and partial mobiliaation of passive resistance of soils for the embedded part behind the wall and for the wall beneath the bottom of excavaiion. Results of our evaluation on lateral pressures are summarized in Figure 10. Our recommendations for accounting the surcharge load due to Cooper E80 aze shown in Figure 11. Tieback anchors could be installed 20 to 40 degrees fram horizantal. Steeper tieback anchors could be installed if right-of-way concerns are present. Na-load zvne should be considered from ground surface to about elevation zero{about 30 feet below ground surface}. We anticipate that 21-I-21292C101-Rlf-rov.doc�c-Wpru� 21-I-21292-401 8 SHANNON�WlLS4N,INC. the anchors will be installed within the medium dense to dense sand layer below elevation zero, which is about 45 feet thick. Within this layer,we recommend an ultimate bond capacity of 3.5 I kips per square foot(ksfl for gravity�outing, and S.5 ksf for pressure grouting. For a 2Q-foot embedment(about elevation-1 6 feet) of the sheet pile wa11,the estimated ultimate vertical resistatice is about 24 kigs/ft of wall length. For a 30-foot embedment(about etevation -26 feet},the estimated ultimate vertical resistance wauld be on the order of 34 kips/ft af wall length. 7A LATERAL PRESSURES F(?R PERMANENT WALLS DISIGN ', Convenrional cast-in-place concrete walls can be used as cut walls where temgorary cuts are stable{by the nature of the soil and by nsing temporary shoring support)during wall construction. This type of wall generally provides a high level of performance with small lateral wall movements. However,thcse walls are not very flexible and they cannot tolerate large differential settlements. Consequently, this type of wall needs to be constructed on competent foundation soils. For this project, it would be necessary to faund the cast-in-place concrete walls on deep foundations embedded in the strata below the potentially liquefiable zone. Alternatively,the permanent wall could rest on a stnictural bottom slab,with the wali foundation integrated with the bottom slab. We evaluateci the lateral pressures for permanent walls under the static loading condition using the subsurface conditions represented primarily by bori.ngs B-105 VWP and B-106 MW and a design groundwater level at elevation 19 fcet. The earth pressures were developed by assuming at rest condirion or active condition in the soils behind the permanent wall,depending on whether there is a top strut or not. A paziial mobilizarion of passive resistance of soils was generally assumed for the embedded part behind the wall and for the wa11 beneath the botkom of excavation. Figures 12 and l3 present the lateral pressares for the conditions with top strut and without top strut,respectively. The passive resistance can be mobilized at the base of the excavation depends on whether the soil is improved or not. As the permanent wall is likely to experisnce an earthquake, analyses were performed to evaluate tbe pressures under two different post construction situations: (a)during seismic and (b) post-seismic conditions. Based on the liquefaction analyses,the subsoils above the depths of between 70 and 80 bgs may potenrially liquefy. In the seismic condition, in addition to the static active earth pressure and the hydrostatic water pressure, there is an earth pressure increment with its magnitude degending on the horizontal 2 t-1-21242-001-R I f-rev.doc z/wp/Ikn 21-1-21292-00 I 9 SHA�iNON�,WILSQN,INC. seismic coefficient. For the post-seismic conditions, we assumed that the subsoils behind the retaining wall will liquefy,with its friction angle reduced to generally below 10 degrees. In addition to the hydrostatic water pressure, an active earth pressure corresponding to the reduced resistance and an excess porewater pressure would act to ihe retaining wall. Figures 14 and 15 present the fateral earth pressures for these two seismic conditions. 8.0 SHOO-FLY OR FILL EMBANKMENT In order to temporarily relocate the BNSF railroads for the construction of the bridge-underpass structure, new railroad fill embankments af approximately 2,OQ0 feet long will need to be built. We understand that the embankments will be constructed to accommodate two railroad tracks at the crest,range between 8 and 16 feet high, and have 2 Horizontal by 1 Vertical side slopes. Using soil groperties estimated from the Standard Penetration Test N-values and published correlations and laboratory consolidation test results, settlement and stability of the proposed embankment were evaluated earlier(2004) and results were documented in Shannon&Wilson (2004). That study indicate�that st$ged construction might be required to overcome stability problem in areas underlain by soft and compressible foundation soils. The same study atso recommende� a field monitoring program for evaluating the magnitude and rate of settlement, as well as for stability control of embankment during canstruction, SHANNON & WILSON, INC. 1 .s" �" � � `.4�' �W��;, �� '� c�,',.� ., . ,� �f � x' s� !�'�v.22, �,�oto �SSlU�,qL�G Ghada Ellithy, Ph.D.,P.E. Seniar Principal Engineer � GSE:MFC:JW/gse . I 21-1-2t292�-001-R1 f-rev.docxrwpNcn 21-t-21292-001 l� SHANNON£�WILS�N.lNC. 9A REFERENCES Shannon&Wilsan, Inc.,2004,Geotechnical report for conceptual design, Strander Boulevard/SW 27`� Street irnprovements, Renton and Tukwila, Washington, Eebruary. Shannon&Wilson, Inc.,2009,Memorandum on groundwater monitoring, Strander Boulevard extension and UPRR relocation project, Renton and Tukwila, Washington, May. 21-!-2 1 292-001-R t f-re�.doc�c�wp;tlu, 2 I-I-21292-001 11 stt,atv�uoN a wi�soN,iNc. r�s�ei RE('OMMR.NbIL7)PAftAMBTF.RS FOR L.A7ERA1.Ri'SISTAIVCE AIVALYSIS U81NC LPILE��-CONSIDERING LIQIJ�ACTiON ,, ....._� � . .. � 9or�oahl I Bebw� CAnfoe Frfctle�AaQk Uait Wcl�lt' Modnh�s of Sub�ndt FkW Gro��d LPQ.E r[a Rnedo� 1 UNfm�te Side Frktba Ultl�au Esd Bei E:ploratlo� SMrfaa 500 Cydki Sntlel ket i 9atic C eL Statle L uef. St�tic L ueL Sntk Aotinga 8-103 a�k1 0•7 Snft C S00 250 - - 100 38 - 0.02 -105VWP 7-10 SoRC S00 400 - - 100 38 - - �•� �sp �73 0 0 I [0-16 Sad 36 3 1Q0 38 20 2 t6-30 SoR CM 2S0 150 ]00 3S 0.02 30-37 Ssnd 36 l6 120 58 60 21 770 300 GB000 Q 37-60 Send J6 36 120 S8 60 60 770 770 68,000 0 60-70 Smd - - J6 20 120 58 60 30 - '110 �00 69.000 0 70-l08 Stiff C w/o flee water 1.000 800 110 48 I SO l00 0.01 S00 600 10,000 fl 000 108-123 Ssnd 39 39 130 68 130 �30 3,000 3.000 240,000 240000 Boring B-107 0-7 Soft C 600 300 - - 110 48 - 0.01 7.t5 Sud 28 4 110 48 20 3 200 !00 U 0 IS-23 Soft C 250 200 100 38 0.02 43-65 Sud 35 35 l20 38 60 60 930 950 60 000 0 65-78 Saod 33 I2 120 38 60 IS 9S0 300� 60 000 0 78•t03 S�ad 33 33 120 58 60 60 930 950 60 000 60 OOQ , I03-I l7 Sand 38 38 130 68 l23 125 2.800 2,l00 200 000 200.000 117-133 Sliff Cl� w!o tSc wrter 4000 4 000 !30 b8 ! 00 1 S00 OAl I S00 1,300 33 000 33 000 133-152 Send 40 40 I3D 68 130 I70 3 S00 3 00 240 000 2�0 000 !vots: 'Groundwria kveb lwve bem me�swed moathly Gom Auq�ut 2003 f o Mnch 2010, Groundwua levek we�e merwed a�ekvotiom 16 ro I9 fM duroC 4te wemnet and f�Necy wota.repcchvely.for the uppc�treta cd I?.5 and 14.5 fat.respeet�vely Cor the lowa aq�ufQ. As tM wet teawn contioues.grovndw�ta kvek w0l Gkety wmmue to ri�e.wit�p�nundw�ner bveh reufiing nnr�rou�d wrfnte. AatDmio�tti�t a tfvae�di��c(miomim)cmtv-tosamar p�le spoene would be uxd a luenl efliciacy hctor o(ab�.ru10.7�s rceovuirnded due m pik group eQects. If appbc�bk.enodificxio�u to the py curvv for abpmg puu�rond'Rion�.�hvuld be deterndnal in socord�nte wIM Ihe LPILE�'11997)manual. GrowA wr6ce's ar q�proxinney davatioo 26 6ect. cw'Sa1tf a One-dilf th!Oluinmm yrmc�al�am d�amce pcf'ppwdt pet cu0ie foot pri'poimd�per cubic iach P�f'Dow�PQ aqa��foot Staic-ftatic care.l.iquef'liquefied we.Cyetic'cyeNc badm�{coe �i-i�no7nuixis�n+M'-l�n 21-I-71292-0OI SHANNON 8 WILSOH,INC. 7�Bi.[2 RFCOMMBl�tD�PARAMS'CURS ROiI IJ►TQYAL tE81STANC6 ANALYSIS USQVG LPIL6�'��-W[iHOVE COM4IDPRING I.fQU6FACT10N DeptY Horfz�W Bdsw� CoieNoa FrWN�Aaek U�it Wei=N' Mod�Au ot Sr6�nde Fldd Gro��d IpQ.E can iteacdou UMfm�lt$Mle FrieWa Ultlrb 6�d HnrY E:plontioa S��La SsY Cye�d Spqd 1br 9ntle C �N. 9htle ad Shtic �L S4tit rings B-]03 md 0-7 Soft CL S00 250 100 38 0.02 -I03 vWP 7-!0 Gift S00 400 — — 100 3R — — �•� 330 175 0 0 10-16 Saad 26 3 100 18 20 2 t6-]0 Soft C 250 l30 l OQ 38 0.02 30-70 Sud 38 J8 I25 63 120 110 l 00 8S0 66 000 68 000 70-108 Saff C w/a hee w�ttt 1 000 800 110 48 150 t00 0.01 800 b00 10 000 S 000 I08-123 S�od � 39 39 13D 68 I]0 130 3 000 3000 24(I.DO� 2+OOOD rtng 8-107 D-7 SoR C1� 600 )00 — 110 <8 — — O.Ot 7-15 S�nd — — 28 4 110 48 20 3 — 200 100 0 0 F IS-T) SoR C 230 200 100 38 0.02 23-103 Sud 38 38 125 6) 120 t!0 1 t,000 60000 60000 103-t 17 Saod �8 38 1l0 68 IZS 125 2 B00 2.600 200,000 200,000 117-133 Soff C w/o 6to water 4 000 4 000 130 68 1 500 !S00 0.01 1 S00 1 l 5,000 33 000 f 33-152 Smd 40 �0 130 68 130 130 3 S00 3 S00 240 000 240 000 Nocn: 'Ctro�mdw�er kvds 6rvc bec ronuaed mom6iy!mm Auµw 2063 to Mamh 2010.Croundwem ie�eb wae mamu�ed a ekvetimu 16�019(en du'iej le�a o�mQ�od hR�erly wmta.rapa.aivdy.for Me uppa arx�nM 11.3 rod 14.5 6eai.�pectivaty. for�he bws pude. Aa�hr Wa uuoe��,;��Qeoimdw�ta Ieva4 w�L Ukdy comtnue ta ri�a with poimdwuer kveb rod�in�nnr�oued wrfaee. wsaome�tLx��Fnardimurer(minm�um)temaaotenta p8e�would be wed.�Wenl eMkxncy 6�acr of�6un 0.7 i eecomnknded due to D�L�W�� , if pptiabk,mo�6e�riom to the p-y nwa Ibr ilopi�jrowd mnditiors fAould be detmnoieA m Kco�ncY wiN the LMLE u'{t99'n mmu�L '. Gawd wrSce it�t rPOrowmtdY dNNioa 181Eu. c�—atrm at ox-half d�a owc'tnwa princial�vus dltF�'eace D�—D��Pa�vbit foot pp�KOW1�pQ NbIC OCA �-jlC�d{�lq1��Ot �pIC�7��Ctll.(JQItl(��ll[60d Cilf.��CYC�IC�O/l�tllj CYC . :�-ta�Klaoi�utr.a..� 21-t.71292�401 Filename:J:�271�21292-001�21-1-21292-001 Groundwater Levels.dwg Date:11-22-2010 Login:Ir 25 20 -_.__� ____..-- _ _ ._._.____ ._._ ..._._ _ ...._.._._ . _....._.__. __.____ _, „`� ._,____. 15 — _...__.__._� _. _.____ . .__ _ ... , �. � y , ...._�___._..._. � ( � __�._ �. � � ��,, .,,�._ � I •. 10 I _ _ _..._....._ _. __._.__ d fr0 "'�'` __ �_�. _._._...__..._..._..�-- -- _____._. _ .. ___ ___._ __.._ _..____.____..._..---- - � _.__.__.._._.._. __.________._... _.____._ C 7 ; � � � �� 5 -+-B-101 MW(EL-9.55') t8-304 MW(E1-13.66') -,k-B-104 VWP(EL+6.37') p t8-105 MW(EL-124.56') -�-B-106 MW(EL�9.71') -�-B-106 VWP(EL-25.18') T+ � -�8-108 MW(E1-17.01') -----B-108 VWP(ELi1.19') B-110 MW(EL-16.5') � _. -... � + � ' � W , � I i I � i � � � 0 0 10 20 30 40 50 60 70 80 90 Strander Boulevard Underpass Time Lapsed from July 2003(Months) Phase II Renton/Tukwila, Washington VARIATION OF GROUNDWATER LEVELS � BASED ON FIELD MONITORING � November 2010 21-1-21292-001 � SHANNON& WILSON, �Nc. FIG. 1 Geoledxdcal and Environmsntal Conwllants SBU_APGA Liquetaction_105 VWP.xtsm 11/21I2010 se APPAQXIMATE Factor of Safety against liquefaction SUBSURFACE 0.0 0.7 0.2 0.3 0.4 0.5 0.6 0.7 Q8 0.9 t.Q 7.1 1.2 1.3 1.4 >15 P�OFILE ��___ � .V'!�y�a#i it�S�7fF � �' � i I ' i � Sastdy tt�Cda3�ey � i � � � ( � SiLT � �. i ��;. ~f � I ; � �� s� � � i � -� �- �- - --I- __-� -- , -__ __ -- 20 � � g � I ' : � 30` i � I� � � ' ; , � � , ! - - � � i , ; � ♦ ; , ; � , , , , � � i , , ; �- ` _ :.-- - '. , __ ' ao , , • �_ _ ( � ; , : , . I ' � 1 } � d � � ' , ; � � � � � _ � � � m . � ; . U � f � � - -- t ,----�--_- -- --� - _}-- ;__ i _ — '-- 60 �j i ; ; a _ _.,. ' � � i � c j . , �� i i � 70� ` � � ' � � � ( � � j ; 3 i � o � � , - � i ; i m • f . � f . w ' i I ' L '-� , �� ,- __ � __ -.__ �____ �-__, � 80 y ---- �-fi--- � — _- : F � � �� . j � �;:� ; � �• � � � _ � _ . � � , i � f � � � ♦ I � I ; _ i � � _ ,00 � � ' � -- — ._ . _ _ .— +----� �, � � s r sa, i ' �r 1 � I ;c� i - i ` i ` . , � i � , .__ _ _---- ' ----}- �__ �_ .. _ 120 I � � Bottom ot Boring at 123A teet _ __ -- __ _ _ _ ____ ._-- -_ _. ; ■Youd et ai(20ot) •Idriss 8 Boulanger(2006} �Seed et aL(2003} � NOTES Strander Boulevard Underpass �. See main text tor references. Phase I I I Renton/Tukwila, WA � 2. The iiquefaction resistance of a soil is based on its densiry and fines � content. We used the results of the standard penetration testing to estimate RESULTS OF LIGIUEFACTION ANALYSES the density,and the results of selected laboratory tests to estimate the fines BORING B-105 VWP content. 3. The esfimated liquefaction induced settlement ranges from 4 to 1d inches at M = 6.63, PGA=0.65 the ground surface. The ground settlement is likely to be less than ihe November 2010 21-121292-Q01 estimated vatues and o�the orcier of 2 to 4 inches when liquefaction occu�s. SNANNON & WILSON, INC. FIG. 2 C�e�;echnlca�and Envir�nrien�a'�Consu�tanis SUB APGA Liquefaction B107 xlsm 11+21;201U se APPROXIMATE Factor of Safety against Liquefaction SUBSURFACE 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1 1 i 2 1.3 1.4 >1 5 PROFILE 0' i , 0 , $ry q ' ! I �r ; . � I � ; Med.Dense to � � Dense Fine to ; � ,� � � ; 14 ; � �j � � : I ;. � , ' � � ' i I � ._ - � ' _ _+___ ' . _ ; ; 20 22 I � , j . � � - - i ', � i I . _ 1 � � j -- _ : ao ; _ I ; � ; � � � ! ! � i � �: . ; , I � �, � c� '- I r -- - - --- i 60 y � �-- v � : * �, � . � , o ' � � � � � �° I o , � �' : 80 m --- -- — - _ _ ._ . __ _ a 0 . _ { t __ ■ i � ♦ � -- _._ � , ! � � � � � 1�,. I � 100- +- - �_ --+ _ j � � 1. __ _ i ; I F 1 i � _ � 720 --- -- — • -- . _—,_ , _ . � i • , k Bori�g Eztends to ----------.— - _ —-- _— _I 133A feet ■Youd et al.(2001) •idnss 8 Boulanger(2006) ♦Seed et ai(2003} NOTES Strander Boulevard Underpass t. 5ee main text for references. Phase II 2.The liquefaction resistance of a soil is based on its density and fines RentOn/Tukwila, WA content. We used me results of the standard penetration testing to estimate RESULTS OF LIGIUEFACTION ANALYSES the density,and the results of selected laboratory tests to estimate the fines BORING 8-107 content. 3. The estlmated liquefaction induced setUement ranges from 4 to t0 inches at M =6.63, PGA = 0.65 the ground surface. The ground settlement is likely to be less than the November 2010 21-121292-001 estimated values and on the order ot 2 to 4 inches when liquefaction occurs. SHANNON & WILSON, 1NC. FIG. 3 Ge�'echr�,alard E�'nro�meotal�;,nsuCant� 11l2V2010-Cbse-EndPrpe B-?OSVWP SIaUc-xts PROFILE Based on Boring ULTIMATE RESISTANCE(tons) B-105 VWP 0 50 700 150 200 250 300 350 400 450 500 550 600 650 700 750 800 0' r; � � 4 � I ! , ' I � , Side-Static Condition Very Soft to SoR Clayey i Tip-Static Condition SILT � I ��•Total Ultimate Capacity I i � 30' � i � � I ao _ ___.1_ -- --- ---- --�_ 1 � , � ; Med.Dense to Dense °i � � ' 1 w f � i Silty SAND "' , � � 2 , I Q � r I � � a � / ' I � � :� � �o� � i � , a i i, � Very Soft to Medium ! Stiff Clayey SILT gp - ;-� _ _ ! I t i �� Medium Dense to Oense ` � f � SAND ! �� I i 94' , i i ` Very loose to Medium ; ; ' � i � Oe�se Sandy SILT i � � ; ! � � i � i I ! i ,f� i 108' ' `�� Very Dense Sandy ��'�� .�� ' GRAVEL � ! � � � ' � Boring Extends to 152A �pp feet NOTES: t. The analyses were perfortned in accordance with the WSDOT Geotechnical Design Manual(GDM)and local expertence. The analyses are based on a single pile and do not consider group action of closely spaced piles(2.5 diameters or less,center to center). Once final pile group sizes and spacings are detertnined,the a�dal capacity of the pile group should be reevaluated. 2. Total pile capacity is a summation of its side and t�p resistance Total ultimate capacity shown on plots above should be d�vided by the appropriate factor of safety. 3. Steel pipe piles driven closed-end w�th a flat bottom plate may not achieve significant penetration into the glacial soil. If penetration is needed for load Strander Bloulevard Underpass capacity requirements,a conical point is recommended to facilitate pile PhaSe II penetration. Rentonlfukwila,Washington Ultimate Axial Capacity of 24" Dia.Steel Pipe Pile Drive�with Conical Tip-Static Condition West of BNSF Section Near B-105 VWP SHANNON &WILSON, INC. Geoteci�n�cal ancl Frrvhonmental Consuitants FIG . 4 i 1�� •��-�i�.� e- � i� -V'�� ' S�.isn:. ASSUMED SUBSURFACE PROFILE Based on 8orrng ULTIMATE RESISTANCE(tons) B-105 VWP 0 50 100 150 200 250 300 350 400 450 500 550 600 0' ,� � � . side-seismic conation ��. , T�p-Seismlc Cond�6on Very Soft to Sot Clayey - �Total UNimate Capacrty SILT C � � � � � 1 30' "' N 3 � � . � 40 - ---' '– – + J . ._—rt_ ____ '.____ i i � � 0 I � Med.Dense to Dense � Si1tySAND � N � i a ' � ' w C a � _ �o• w ; � J i a Very SoR to sak Clayeyy j ' SIIT ' t i 80 — - – – –� ' t � I I � I �� Medium Dense to Dense � i � { i i SAND � : � I I � 94� � ( j : Very Soft to Soh Clayey � ! � to Sand SILT � , 108' � Very Dense Sandy �� GRAVEL Boring Extends to 152.0 120 feet NOTES: 1 The analyses were performed in accordance with the WSDOT Geotechnical Design Manuai(GDM}and local expenence. The analyses are based on a single pile and do not consider group action ot closely spaced piles(2.5 diameters or iess,center to center). Once final ple group sizes and spacings are determined,the a�aal capacity of the pile group shouid be reevaluated. 2. Total pile capacity is a summation of its side and tip resistance. Total ultimate capacity shown on plots above shouid be divided by the appropriate factor of satety. 3 Steel pipe piles driven closed-end with a flat botlom plate may not achieve s�gnificant pe�etration into the glaciai sdt. If penetration is needed for load Strander Bloulevard Underpass capacity requiraments,a conical point is recommended to facilitate pile Phase I I penetration. RentonlTukwila,Washington 4 The estimated downdrag load in the zone ot liquefaction is 76 tons.This Ultimate Axial Capacity of 24" Die.Steel Pipe Pile I downdrag load should be applied under post-seismic loading conditions. Driven with Conical Tip-Seismic Condition West Side of BNSF-Nea�B-105 VWP I November 2010 21-1-21292-001 SHANNON &WILSON, INC. FIG . 5 Geetec:tuucai and Enwronmernai Consultants 77;21r2010-Close-Erx7Plpe 8�105VWP Nohouefaction.xlS PROFILE 8ased on Boring ULTIMATE RESISTANCE(tons) 8-105 VWP 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 75Q 800 0' � � 1 i I i Side-Static Condition � Very Soft to Soft Clayey Tip-Static Condition ' SILT i ' _ � �Total Ultimate Capacity � i ` � } � 30' i � i f � i 40 - + I I - --�--- -__ . _ I t i I � , Med.Dense to Dense � ', ( �I Silty SAND " ' I 1 ! � F , �� ' I a � �, � � W O ;' a i � � � ( �o� � ' ' ' t� ! a I �I � I I Very Soft to Medium � Stiff Ciayey SILT 80 ---= _; ;' _ -- ---- � - - ' ' ; ` , i �� Medium Dense to Dense � ; SAND �; I 94' ' � � � i �i i j Very Loose to Medium � �Tt � i � Dense Sandy SILT ' (� i i ` I � I 108' ��+ *�� ' � Very Dense Sandy : , "r�r�j�� GRAVEI � ' I ! ' � , � Boring Extends to 152.0 120 feet NOTES: t. The analyses were pertormed m accordance with the WSDOT Geotechnical Design Manual(GDM)and local expenence. The analyses are based on a single pile and do not consider group actlon of closely spaced piles(2.5 diameters or less,center to cerner). Once final pile group sizes and spacings are determined,the a�dal capacity ot the pile group should be reevaluated. 2. Total pile capacity is a summation of its s�de and tip resistance. Total ult�mate capacity shown on plots above shoutd be divided by the appropriate factor of safety. 3. Steel pipe piles driven Gosed-end with a flat bottom plate may not ach�eve s�gnificant penetration into the glacial saf. If penetration is needed for load Strander BlOulevard Underpass capacity requirements,a conical point is recommended to facilitate pile PhaSe I) penetration. Renion/Tukwila.Washington Ultimate Axial Capacity of 24" Dia.Steel Pipe Pile Driven with Conical Tip-No Liquefaction West of BNSF Section Near B-105 VWP SHANNON & WILSON, INC. Geolechrvcal and Enwrwrnental Cons�itarns FIG . s t�;7t2�tG-Ciuse-Fr•tlr,pe g."_;,' � . ASSUMED SUBSURFACE PROFILE Based on Bonng UITIMATE FlESISTANCE(tons) 8-107 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 860 0' � � Soft to Medium Stiff �, , , CiayeySlLT � � 7� � { Side-Static Conditlon Very toose to loose ' Silty SAND j Tip-Stauc Condition 15` ; I ��Tota�Uibmate Capacity ' very Soft to Medium ; � Siiff Clayey SILT i , , , 23 i � � � 1 '•. � ; � i ` ' { ` � i � il �� ; � j � � � i � i � Medium Oense ta Dense 40 __--; --�--r----+ � --�� ----+— SAND j � ; ' � ! i J � i f { m ' � ! � 1 � 1 I � , � w � � f I ! i i S � � I � ? � � W � �* I . � � i� � � � � I 58' O � ' ` ' ` � I i I i I i a i � I I ~ � � � � ' � � � � I Medium DenSe SAND J ' � � t � � j a # f � i I � � ! I ; � ; I � � i � i�— i � _ 1 � �s• ' , i � ! I 80 . _ _ -�—_� �-– - ---}_ _ j ` � , , f � I � , � � I ; � �' ' I Medium Dense to Dense i , I i ; SAND , � � € I I � 1 ;` ( t ! : 1 � � ' i l03 ' ,�'"'�+•..{..�„ ; I , ' i �� Dense to Very Dense i ; i � > � I Sandy GRAVEL � j � i � '� ; � i I i , , �` ' Boring continues below �2q 117A feet NOTES: 1. The analyses were performed in accordance with the WSDOT Geotechnical Design Manual(GDM)and local ezperience. The analyses are based on a single pile and do not consider group actron oi ciosely spaced pifes(2.5 diameters or less,center to center). Once f�nal piie group sizes and spacings are detefmined,the axial capacity of tfie pile group should be reevaluated. 2. Total pile capacity is a summation of its side and tip resistance. Total ultimate capacity shown ort plots above should be divided by the appropriate factor of safery. 3. Steel pipe piles driven closed-e�d with a flat bottom plate may not achieve significant penetration into the glacial soil. If penetratian is needed for load Strander Boulevard Underpass capacity requirements,a conical point is recommended to facililate pile Phase II penetration. Renton/Tukwita,Washington Ultimate Axial Capacity of 24" Dia.Steet Pipe Pile Driven with Co�ical Tip-5tatic Conditio� East Side of BNSF Near B-107 November 2010 21-1-21292-0a1 SHANNON &WILSON, lNC. FIG . 7 ('�eotechrnu�and Enwronmental Consullants 11/22120'(i-CIoSE-F��i?ipe H-t0I Se�sm�r zlc ASSUMED SUBSURFACE PROFILE Based on Bonng 8-10T ULTIMATE RESISTANCE(tons) 0 50 100 150 200 250 300 350 400 450 500 550 600 0' p Soft to Medium Stiff `,,;' Clayey SILT � ' Side-Seism�c Condition Very Loose to Loose , "` Silty SAN D � �. Tlp-Seismic Condit�on 15' I Very Soft tD Medium ----Tolal Ullimate Capacih� Stiff Clayey SILT 23' c o � I i j w� � � ! � ' Medium Dense to Dense 40 • � � + — --- i---__+- . __ SANO � i I � � F O i � i S � I � � : C � a N ; i o � { � 58' F I W � j J i � Medium Dense SANO a ; I ! � j I � �8' 60 - ' ; ; --- ___- -- --- --- . -�-- f i ' � � i �, i � Medium Dense to Dense � SAND , , � , � ; . � � � � ,� , io3' � ' ��; Dense to Very Dense � ' Sandy GRAVEI � ', � � �` 1 Boring continues below 120 117.0 feet NOTES: i. The analyses were pertormed in accordance with the WSOOT Geotechnlcal Qesign Manuai(GDM)and local experience. The analyses are based on a single pile and do rwt consider group action of closely spaced pilas(2.5 diameters or less,center to center). Once final pile group sizes and spacings are determined,the a�dal capacity of the pile group should be reevaluated. 2. Tota)pile capacity is a summation of its sfde and tip resistance Total ultimate capacity shown on plots above should be divided by the appropriate factor of safery. 3 Steel ppe piles driven closed•end with a tlat bottom plate may not achieve significant penetration into the glacial soil. If penetration is needed ior load Strander Boulevard Underpass capacity requirements,a conical point is recommended to tacilitate pile Phase II penetration. Renton/Tukwila,Washington 4 The estimated downdrag load in the zone of liquetaction is 114 tons.This Ultimate Axial Cepacity of 24" Dia.Steel Pipe Pile downdrag load shoutd be applied under post-seismic loading conditions. Driven with Conical Tip-Seismic Condition East Side oi BNSF Near B-107 November 2010 21-1-21292-001 '�i SHANNON & WILSON, INC. F�G 8 I Geetechn�cal and En�nronmental Consultants i tl21!2010�CIose-Fnd Pipe_8-t07 no Ilque!aclion.xls ASSUMED SUBSURFACE PROFILE Based on Boring ULTIMATE RESISTANCE(tons) 8-107 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 0' � Soh to Medium Stiff Clayey SILT , i ' ' T .,.,. Very loase to Loose j ---�—Side-Static Condibon Siity SAND i Tip-Static Condd�on 15' � � � ��Total Ul6mate Capacdy Very Soh to Medium ( � Stiff Ciayey SILT � + ` 23' I � i � 1 i , i I �I � � i , � � � � , � � � Medium Dense to Dense 40 — ` � SAND ' , , ! — ----� , ___ � I ; m � ! � i � i � i � 2 ' , i f i � W � = f j sa' a � �� ! � I � � � ' � � � ( W i , ' � � , Medium Dense SAND a � � ` � �� , � � ( i ! � � ,, , i �a� : ; l�_ ao T— —- t- , — i i ♦ ' ! i � � i ♦� j ' i Medium Dense to Oense { � I SAND i � t I i ' � ♦ � ` , ,, ios' �� I��F.� � � ' � i i� ' Denseto Very Dense ; I I � � : �� ' Sandy GRAVEI I ` ' � i �' Boring continues below 120 117.Ofeet NOTES: t. The analyses were performed in accordance with the WSDOT Geotechnica!Design Manual(GDMj and local euperience. The analyses are based on a smgle pile and do not consider group action ot closely spaced piles(2.5 diameters or Iess,center to center). Once final pile group sizes and spacings are determined,the a�tiel capacity of the pile group should be reevaluated. 2. Totaf pile capacity is a summation of its side and tip resistance. Total ultimate capacity shown on plots above should be d�vided by the apprapriate factor of safety 3. Steel pipe piles driven closed-erxi with a flat bottom plate may not achieve significant penetration into the glacial sal. If penetration is needed tor load Strander Boulevard Underpass capacity requirements,a conical point is recommended to facilitate pile Phase II penetration. Renton/Tukwila,Washington Ultimate Axial Capacity of 24" Dia.Steel Pipe Pile Driven with Conical Tip-No Liquefaction East Side of BNSF Near B-107 November 2010 21-1-21292-001 SHANNON & WILSON, INC. FIG . 9 Geo�echrncal and EnhrormierAal Consultants Ground Surface Elevation Varies Temporary Wall �Ground Surface Elevation Varies i/i �� 1 1 i// i�� 43 or a a 175 He -28H 20, EI.+19 EI. +19 � �- EI. +19 1 � EI. +19 - 1 �- 1 - � - 14H - h 1 ' ' 1 I i � 22 v W H I � 53 10' He b b Qr - See Note 12 Bottom of Excavation ; Excavation 43a+22b -� --- + � + See Note 9 - �(Varies) + �(Varies) - 100 psf 1 1 1 ' Bottom of hw i � � .\�i\� hW Bottom of He Layer �240 psf y ' � 79(d-c) = 1 � He Layer Bottom � � 1.5 � - 175a+53b of He ; Layer (105a+42.6b)0.31 � � 42.6(d-c�.62 � (105a+42.6b)4.62 Bottom � 1.5 _ - 1.5 of He ' 12H- I Layer � 18 ' d + he 142 Ha c c - - 1 1_ _I 1 �I _ �_ � � � � � h '42.6(d-c)4.62+243c �,� � "�w h B � �Y�y hyr � (105a+42.6b)4.62+243c Q � - 105a+42.6b 0.31+18c w w � �' 1.5 � - ' 1.5 o Earth Pressure Earth Pressure Construction Water Pressure Earth Pressure for Water Water Pressure Passive Resistance of � (Multiple Brace) (Cantilever or Single Brace) Surcharge Pressure Unimproved Soil Pressure Unimproved Soil N - -- - Active Pressures - -- - - � - - - --Passive Pressures - - - � � 0 NOTES LEGEND � 1. The lateral pressures shown are applicable dunng construction on walls with two or more levels of 10. Based on groundwater conditions(saturated soil)observed in the soil borings, Y W = Unit Weight of Water.pounds per cubic foot(pc�=62.4 pcf o bracing or cantileverlsingle braced walls. Both conditions should be checked for wall design. groundwater outside the excavation is assumed to be at elevation 19 feet. Groundwater � measurements are on�oing. The groundwater levels may change due to seasonal hw = Height of Water Outside Excavation,Feet �, 2. These pressures are applicable where no top strut is installed resulting in active earth pressures. fluctuations. � Active earth pressures shown are applicable when the wall moves more than 0.001 x h. h6 = Height of Water Below Inside of Excavation, Feet o, 11. Both the muRiple brace and the cantilever/single brace active eaRh pressure should be ; 3. The lateral pressure values above assume a horizontal ground surface. analyzed. The active pressure should be the sum of the appropriate earth pressure, h = Depth of Excavation � water pressure,surcharge pressure,and applicable train traffic impact loading pressures. ° 4. The weighted average of the actual earth pressures(above the bottom of He layer)is presented on H _ Distance from the Top of the Wall to Bottom of He Layer or � this figure. 12. The passive resistance down to 2 feet below bottom of excavation should be ignored to Point of Zero Deflection whichever is Deeper,Feet a (typical). The unimproved soil passive pressure beneath the excavation should be used. �0 5. Pressure expressions are in pounds per square foot(ps�. The passive pressures outside the excavation are for unimproved soil. � = Groundwater Level a� — R J 6. A factor of safety of 1.5 is inGuded in the passive eaRh 13. The recommended pressure diagrams are based on a continuous wall system.If soldier Strander Boulevard Underpass o pressures presented above. piles with lagging are used.apply active pressures over the width of the soldier piles Phase II N below the bottom of the excavation and apply passive resistance over twice the width of N 7. The required depth of wall embedment should also satisfy vertical loading considerations. the piles or the spacing of the piles.whichever is smaller. Wall embedment should Renton/Tukwila, Washington consider kickout resistance. Embedment should be determined by satisiying horizontal � 8. The construction surcharge pressure shown is based on a 600 psf surcharge acting over a static equilibrium about the bottom of the pilelshaft. Use 80 percent of the above LATERAL PRESSURES o semi-infinite area adjacent to the excavation. Other surcharge pressures should be added as pressures for computing moment in piles/shaft. For temporary lagging design.use 70 N required; see Figure 9 for additional details. Lateral pressures due to impact loads from train traffic percent of the above design pressures. DURING CONSTRUCTION N should also be considered. `% 14. In addition to the lateral pressures shown above,uplift pressures due to groundwater November 2010 21-1-21292-001 N 9. Groundwater levels inside the excavation should be maintained at least 2 feet and 5 feet below should be taken into account for bottom seal/tremie seal design. � bottom of excavation for light and heavy weight construction equipment,respectively. SHANNON& WILSON, INC. � Gededmical and Erni►arnental Consultarns F I G. 7 0 u. Ground Surface Elevation Varies Wall Ground Surface Elevation Varies i/i i\� � i�i i�� , StfUt Hf ' 60 0� a a 175 "e I � —33H i � EI. +19 � I � EI.+19 1 � EI.+19 EI.+19 - — � � � — — ', ' ' ' � ' h I ' � � i 16H —. H I �'—^' �W 53 27 I �I He b Bottom of ' I' b ' Excavation ' ,� - See Note 11 (Varies) + �Excavation �r 60a+27b � + See Note 9 — � , i r (Varies) ' 1 Bottom of hW � — � 1 \�i\� — hw � Bottom of ' Bottom of Bottom He Layer� ', I , -�- 79 5c � ' He Layer �� _ �75a+53b�He Layer of He � � i Layer (105a+42.6b)0.47 I ' , 42.6{d-c�4.62 � I (105a+42.6b)4.62 ` Bottom�of �� 1.5 � 1.5 �i He Layer � I � 14H— i ha 142 d + c 25 �I Ha c j � t r t � f 3 -- , a (105a+42.6b)0.47 _ ' � 42.6(d-c)4.62+243c ' _ ' � (105a+42.6b�.62+243c _ ��— f ywhW-- 1.5 I` �I 'fyv h a,f y YWh6 f �y,„hW — 1.5 � +27C ' N Earth Pressure Earth Pressure Water Pressure Earth Pressure for Water Water Water Pressure Passive Resistance of N (Multiple Brace) (Cantilever or Single Brace) Unimproved Soil Pressure Pressure Unimproved Soil o I� - - - At-Rest Pressures - - � �li - — Passive Pressures 3 NOTES � ° 1. The lateral pressures shown are applicable to static conditions for post-construction walls 10. Based on groundwater conditions(saturated soil)observed in the soil borings, i with two or more levels of bracing or cantilver/single braced walls.Both conditions should groundwater levels outside the excavation are assumed to be at elevation 19 � be checked for wall design. feet. Groundvuater measurements are on-going. The groundwater levels LEGEND c°� may change due to seasonal fluctuations. � 2. These pressures are applicable where is a top strut is installed resulting in at-rest earth Cement Deep Soil Mixing „ pressures. At-rest earth pressures shown are applicable when the wall moves less than 11. The passive resistance down to 2 feet below bottom of excavation should be CDSM = (assumed ground improvement method N 0.�01 x h. ignored(typical). Either the unimproved soil or improved soil(CDSM for this figure) � assumed)passive pressure beneath the excavation should be used. The � 3. The lateral values above assume a horizontal ground surface. passive pressures outside the exca�ation are for unimproved soil. v W _ Unit Weight of Water,pounds per cubic � foot(pc�=62.4 pcf � "' 4. The weighted average of the actual earth pressures(above the bottom of the He layer)is 12. Both the multiple brace and the cantilevedsingle brace at-rest earth pressure apresented on this figure. should be analyzed. The at-rest pressure should be the sum of the hw = Height of Water Outside Excavation,Feet � appropriate earth pressure,water pressure, and applicable surcharge and Strander Boulevard Underpass o5. Pressure expressions are in pounds per square foot(psfl. train impact loading pressures. he _ Height of Water Below Inside of PhaS2 II N Excavation,Feet Renton/Tukwila, Washington N 6. The required depth of wall embedment should also satisfy�ertical loading considerations. 13. The recommended pressure diagrams are based on a continuous wall i � system. Wall embedment should consider kickout resistance.Embedment h = Depth of Excavation LATE�I�►L PRESSURES 7. Surcharge pressures should be added as required:see Figure 9 for additional details. should be detertnined by satisfying horizontal static equilibrium about the � Lateral pressures due to impact loads from train traffic should also be considered. bottom of the pilelshafts. Use 80 percent of the above pressures for Distance from the Top of the Wall to STATIC POST CONSTRUCTION !, o computing moment in piles/shafts. H = Bottom of He Layer or to Point of Zero WITH TOP STRUT ' N 8. A factor or safety of 1.5 is included in the passive earth pressures presented abo�e. Deflection whichever is Deeper,Feet !i N 14. In addition to the lateral pressures shown above, uplift pressures due to � 9. Groundwater levels inside excavation should be maintained at the bottom of the groundwater should be taken into account for bottom seaUtremie seal design. � = Groundwater Level November 2010 21-1-21292-001 i ' proposed underpass final grade. SHANNON& WILSON, INC. .1�l �, �; Geotechnical and Environmenlal Conwttants F I G. 1 L � i� � Ground Surface Elevation Varies Wall Ground Surface Elevation Varies i/� �\� 1 � i/i i\� Hf , 43 or a a 175 He i ' I � EI.+19 ; , � E1.+19 � � EI.+19 E1.+19- - � - h H 22 "N '' 'H!I 53 - � — He b Bottom of i b Excavation , ' �See Note 11 (Varies) , �I ' Excavation 60a+22b - "� See Note 9 -- �, , + �(Varies) i Bottom of ' Bottom of hW Bottom of � - � �\��\ _ I� hW He Layer ' Bottom of He layer He Layer � - 79 d-c `, He Layer � � 1 1.5 � � i __ 175a+53b (105a+42.6b)0.47 - '�— - � 42.6(d-c)4.62 - — 1.5 �, � (105a+42.6b?4.62 i 1.5 'i I d + hB '' � 142 18 , Ha c I c , ' �, i � , � ' � I � _1_ _�_ _I 1 1 � a (105a++28.6b)0.47 � r ,�whW yll � 42.6(d-c?4.62+243c � , �W h6� -� yWhB f f ywhW y{ --- � (105a+42.6b)4.62+243c y 0 1.5 1.5 o Earth Pressure Water Pressure Earth Pressure for Water Water Water Pressure Passive Resistance of � (Cantilever or Single Brace) Unimproved Soil Pressure Pressure Unimproved Soil N � �-- - - - Active Pressures ' -- -- Passive Pressures ---- - - -- � o NOTES �, 1. The lateral pressures shown are applicable to static conditions 10. Based on groundwater conditions(saturated soil)observed in -o for post-construction to cantileverlsingle braced walls. the soil borings,groundwater levels outside the excavation are o assumed to be at elevation 19 feet. Groundwater measurements ; 2. These pressures are applicable where no top strut is installed are on-going. The groundwater levels may change due to � resulting in acti�e earth pressures. Acti�e earth pressures seasonal fluctuations. � shown are applicable when the wall moves more than O.OQ1 x h. LEGEND �, 11. The passive resistance down to 2 feet below bottom of a 3. The lateral values above assume a horizontal ground surface. excavation should be ignored(typicalj. Either the unimproved Cement Deep Soil Mixing ; soil or improved soil(CDSM assumed)passive pressure beneath CDSM = (assumed ground improvement method � 4. The weighted average of the actual earth pressures(above the the excavation should be used. The passive pressures outside for this figure) a bottom of the He layer)is presented on this figure. the excavation are for unimproved soil. r � _ Unit Weight of Water,pounds per cubic w 5. Pressure expressions are in pounds per square foot(ps�. 12. The active pressure should be the sum of the earth pressure, w foot(pc�=62.4 pcf �° water pressure,and applicable surcharge and train impact J 6. The required depth of wall embedment should also satisiy loading pressures. hw = Height of Water Outside Excavation,Feet Strander Boulevard Underpass vertical loading considerations. PhaS2 II N13. The recommended pressure diagrams are based on a hB _ Height of Water Below Inside of Renton/Tukwila, Washin tOfi N 7. Surcharge pressures should be added as required;see Figure 9 continuous wall system. Wall embedment should consider Excavation,Feet g N for additional details. Lateral pressures due to impact loads from kickout resistance.Embedment should be determined by train traffic should also be considered. satisfying horizontal static equilibrium about the bottom of the h = Depth of Excavation LATERAL PRESSURES � pile/shafts. Use 80 percent of the above pressures for STATIC POST CONSTRUCTION g 8. A factor or safety of 1.5 is inGuded in the passive earth computing moment in piles/shafts. Distance from the Top of the Wall to m pressures presented above. H = Bottom of He Layer or to Point of Zero WITHOUT TOP STRUT � 14. In addition to the lateral pressures shown above, uplift pressures Deflection whichever is Deeper,Feet N 9. Groundwater levels inside excavation should be maintained at due to groundwater should be taken into account for bottom November 2010 21-1-21292-001 N the bottom of the proposed underpass final grade. seal/tremie seal design. � = Groundwater Level SHANNON& WILSON, INC. = GeotechnicalandEnvironmenlalConsuttants FIG. �3 i� 0.8 F(H) Ground Surface Elevation Varies Wall Ground Surface Elevation Varies i/i i\` iii i\` 1 He , 43 �� a ' d Ha ' ' EI.+19 � EI. +19 � � E1.+19 — j j — } Xd, — j He h or b ' Ha ' i H � 22 �w 1 - I �w 1 —I Bottom of �, + Excavation 100 yr F=14 —See Note 10 (Varies) ;I 100 yr X=132 Y=58 475 yr F=39 60a+22b -- He c See Note 8 — 'I + 475 yr X=121 Y=53 2475 yr F=110 ry� � � d2 2475 yr X=110 Y=48 Bottom of ——� •\�i\� — He Layer � � , I, � _ 1 � (105a+42.6b)0.47 --- � �1 Bottom of ' ' He Layer ' + h6 18 e Ha d ; o 1' lI 3 � � 1 I 1 � ¢ — — ---! (105a+42.6b)0.47 � _ � �Whw _ ' ; h ' ' � +18c � Sg(e+2) .� � ;w e i— -- �/.�he — ,�-•fWhW� ,f Xd�+Yd2 � 0 0.2F(H) N Earth Pressure Earth Pressure for Water Water Water Pressure Passive Resistance of N (Cantilever or Single Brace) Unimproved Soil Pressure Pressure Unimproved Soil � Seismic Increment Hydrostatic � Water Pressure � 0 (A) (B) (C) 3 � o NOTES U � 1. The lateral pressures shown are applicable to seismic conditions for 9. Based on groundwater conditions�saturated soil)observed in the soil borings, LEGEND o post-construction walls. groundwater levels outside the excavation are assumed to be at elevation 19 feet. � Groundwater measurements are on�oing. The groundwater levels may change due Cement Deep Soil Mixing a 2. The lateral values above assume a horizontal ground surface. to seasonal fluctuations. CDSM = (assumed ground improvement method � for this figure) N 3. The weighted average of the actual earth pressures(above the 14. The passive resistance down to 2 feet below bottom of excavation should be ignored � bottom of the He layer)is presented on this figure. (typicaq. Either the unimproved soil or improved soil(CDSM assumed)passive Layers b and c are liquefied soil L pressure beneath the excavation should be used. The passive pressures outside the w4. Pressure expressions are in pounds per square foot(ps�. excavation are for unimproved soil. y W _ Unit Weight of Water,pounds per cubic � foot(pc�=62.4 pcf � 5. The required depth of wall embedment should also satisiy vertical 11. The recommended pressure diagrams are based on a continuous wall system. Wali Strander Boulevard Under 8SS � loading considerations. embedment should consider kickout resistance.Embedment should be determined by hw = Height of Water Outside Excavation,Feet P g satisfying horizontal static equilibrium about the bottom of the pilelshafts. Use 80 Phase II rn 6. Surcharge pressures considering dynamic effects should be added percent of the above pressures for computing moment in pileslshafts. h6 _ Height of Water Below Inside of Renton/Tukwila, Washington � as required:see Figure 9 for additional details. Lateral pressures due Excavation, Feet � to impact loads from train traffic should also be considered. 12. In addition to the lateral pressures shown above,uplift pressures due to groundwater LATERAL PRESSURES � should be taken into account for bottom sealltremie seal design. h - Depth of Excavation � 7. Passive earth pressures provided are ultimate values. An POST CONSTRUCTION � appropriate factor of safety is recommended to be applied to these 13. For 105-year EQ(Servicability) K H=0.16 Distance from the Top of the Wall to SEISMIC °' values if used for design. For 475-year EQ(Ultimate) K H=0.33. H = Bottom of He Layer or to Point of Zero N For 2475-year EQ(Survivability) K H=0.50(max). Deflection whichever is Deeper,Feet 8. Groundwater levels inside excavation should be maintained at the November 2010 21-1-21292-001 � bottom of the proposed underpass final grade. 14. Passive rexixtance is based on 1-inch of wall movement. � = Groundwater Level SHANNON 8� WILSON, INC. � Geotedmical and Environrt�enlal Consultants F I G. 14 ii Ground Surface Elevation Varies Wall Ground Surface Elevation Varies i/i i\� � i/i i�� He , � 43 ' °f a I � d� a Ha � � ' I I I, i - 99a - EI. +19 � � � 99a � E1.+19 � � ! � EI+1g _1 1 8a - 1 � ' } � 132d, 4 He I h I�, , or b Ha H � 8a+4b - � 99a+43b ';w 1 I � 99a+43b 33a+14b 47a+20b - 1 ' , 33a+14b i b �Bottom of Bottom of �� Bottom of Excavation ' - See Note 10 Excavation , � (Varies) + He c See Note 8 � (Varies) + ' Excavation 1_ i (Varies) \�i\� h'^� _ � �\�� _ hW dz //�//, 1 � 47a+20b+20c — __ � 1 ' 1 . 1 �----� (105a+42.6b)0.47 - � � i ',I . 1 I y 33a+14b+14c(h-a-b) � Bottom of � i ' 33a+14b+14c(h-a-b) He Layer I + hB 18 e ; - Ha d c 0 ¢ � � � � � �— (105a+42.6b)0.47 I y 58 e+2 �� he t � � ,- � +18c ,- � �YWh++y � ) 'i- - w � y«I� ',�- �132di+ 58dz - 0 N Net Excess Modified Earth Pressure Hydrostatic Earth Pressure for Water Water Passive Resistance of Net Excess N N Porewater (Partial Liquefaction in Water Unimproved Soil Pressure Pressure Unimproved Soil Porewater � Pressure Soil Layers b and c) Pressure Pressure a� � � (A1 (g1 (�) 3 � o NOTES U � 1. The lateral pressures shown are applicable to seismic conditions for 9. Based on groundwater conditions(saturated soil)observed in the soil LEGEND o post-construction walls. borings,groundwater levels outside the excavation are assumed to be at " elevation 19 feet. Groundwater measurements are on-going. The Cement Deep Soil Mixing � 2. The lateral values above assume a horizontal ground surface. groundwater le�els may change due to seasonal fluctuations. CDSM = (assumed ground improvement method �, for this figure) �, 3. The weighted average of the actual eaRh pressures(above the 10. The passive resistance down to 2 feet below bottom of excavation should be ° bottom of the He layer)is presented on this figure. ignored(typical). Either the unimproved soil or impro�ed soil(CDSM Layers b and c are liquefied soil r assumed)passive pressure beneath the excavation should be used. The W4. Pressure expressions are in pounds per square foot(ps�. passive pressures outside the excavation are for unimproved soil. v W _ Unit Weight of Water,pounds per cubic � foot(pc�=62.4 pcf � 5. The required depth of wall embedment should also satisfy vertical 11. The recommended pressure diagrams are based on a continuous wall � loading considerations. system. Wall embedment should consider kickout resistance.Embedment hw = Height of Water Outside Excavation,Feet Strander Boulevard Underpass g should be determined by satisfying horizontal static equilibrium about the Phase II N 6. Surcharge pressures considering dynamic effects should be added bottom of the pile/shafts. Use 80 percent of the above pressures for h _ Height of Water Below Inside of Renton/Tukwila, Washington � as required;see Figure 9 for additional details. Lateral pressures due computing moment in piles/shafts. B Excavation,Feet � to impact loads from train traffic should also be considered. � 12. In addition to the lateral pressures shown above.upiift pressures due to h = Depth of Excavation LATERAL PRESSURES 0 7. Passive earth pressures provided are ultimate values. An groundwater should be taken into account for bottom seal/tremie seal design. POST CONSTRUCTION � appropriate factor of safety is recommended to be applied to these Distance from the Top of the Wall to POST-SEISMIC N values if used for design. 13. Post-seismic earth pressures assume a horizontal acceleration coefficient, H = Bottom of He Layer or to Point of Zero N K,,,equal to 0. Deflection whichever is Deeper.Feet `� 8. Groundwater levels inside excavation should be maintained at the Novembe�2010 21-1-21292-001 � bottom of the proposed underpass final grade. 14. Passive resistance is based on1-inch of wall movement. � = Groundwater Level SHANNON 8� WILSON, INC. °' Geoledttncal and Envi�menlal ConwltaMs F I G. 15 � Strander Boulevard Underpass Phase II Revised Dewatering Evaluation May 6, 2011 Submitted To: Mr. Jim Guarre, Senior Vice President BergerABAM Engineers, Inc. 33301 9th Avenue South, Suite 300 Federal Way, Washington 98003-2600 BY: Shannon &Wilson, Inc. 400 N 34`h Street, Suite 100 Seattle, Washington 98103 21-1-21292-003 �= �� SHANNON �WILSON, iNC. �� _ May 6, 2011 Mr. Jim Guarre, Senior Vice President BergerABAM Engineers, Inc. � 33301 9`h Avenue South, Suite 300 Federal Way, WA 98003-2600 RE: STRANDER BOULEVARD UNDERPASS, PHASE II, REVISED DEWATERING EVALUATION Dear Mr. Guarre: ! This letter presents our results from T'ask 2 and Task 3b (Prepare Dewatering Memorandum and Refine Dewatering Analysis Based on Pumping Test) of the "Proposal for Dewatering Evaluation, Underpass Section, and Engineering Support During Bid, City of Renton Strander Boulevard/SW 27`�' Street Improvements, Renton and Tukwila, Washington," (the project) dated December 15, 2010. Excavation of Strander Boulevard, Phase II project, will require that work be performed belo«� the groundwater table to install a roadway, storm drain catch basins, and an underdrain system. Our proposed scope of serviccs for the dewatering evaluation (Task 2 and 3b) includes: 1. Describe project dewatering requirements. ?. Develop conceptual dewatering model. 3. Evaluate different deulatering systems configurations. 4. Identify dewatering issues. 5. Identify appropriate dewatering technologies for dewatering system configurations. 6. Refine de«�atering parameters. 7. Refine estimate of dewatering and recharge flows. 8. Develop de«�atering specifications. ��ork��-as authorized by you on February 24, 2011. This letter updates our previously submitted '�Draft Strander Boulevard Underpass, Phase Il. Preliminary De��atering Evaluation,"dated March 9, 2011, with dewatering recommendations based on the later-performed pumping test (Shannon & �'�'ilson, 201 la, b). ._. .. :�- ., ��n�� - _ . � ,�,�:� "O CiOX 3003G3 SFATTLE WA 98103 :06-632-8020 FAX 206-695-6777 ' Tf3D: 1-800-II33-6388 ��v✓��shannom.vilson corri 21-1-21292-003 Mr. Jim Guarre, Seniar Vice President S��ANNONFy�Ii(ILSON.INC. BergerABAM Engineers, Inc. May 6, 2011 Page 2 of 17 This letter presents our preliminary evaluations for items 1 through 7, above. Dewatering specifications (item 8, above)has been submitted separately. SITE AND PROJECT DESCRIPTION The project is located near the City of Tukwila and City of Renton boundary, at Strander Boulevard. The site map is shown in Figures 1 and 2. Our dewatering evaluation is based on the '`Strander Boulevard Extension Phase II, 100% Design" prepared by BergerABAM on March 11, 2011. Figure 2 shows a 36-foot-wide roadway and side��alk, sloping at up to a 10 percent grade to an underpass below the BNSF Railway Company(BNSF) railway. The roadway for the Phase II work ranges between Stations 14+71 and 25+19. The project is divided into two stages, Stage 1 is between approximately Stations 18+20 and 20+35, while Stage 2 is between Stations 16+02 and 18+20. The roadway has 3 Horizontal to 1 Vertical cut slopes on the sidewalls, which will have gravel drains to collect��eeping groundwater and direct it to an underdrain system below the roadway. The roadway design plans show a storm catch basin which��Iill extend below the ', underdrain system along the south side of the road«ray. At its lowest point, the storm catch basin will be at elevation -1 foot at approximately Station 17+32, as shown in Figure 3. Between approximately Stations 17+80 and 18+65, a foundation slab will be placed to an elevation -1 foot. The dewatering system will be designed to lower groundwater below the excavation depths of the roadway slab,underdrain, and catch basins, down to a maximum depth of elevation -4 feet, 3 feet below subgrade. The focus of this dewatering report is dewatering the bridge , underpass under the BNSF railway and ramping down the excavation to the bridge underpass. The��ork will be performed in nvo stages; the eastern side of the bridge is Stage 1, the western , side of the bridge is Stage 2. SITE GEOLOGY AND H�'DROGEOLOGY Site Geolog�� The Strander Boulevard alignment is located in a relatively flat alluvial valley. The site geology is characterized by the follov�ring stratigraphy(Shannon & Wilson, 2004): ■ Holocene Fill (fill)—The site has discontinuous human-placed till soils of varying thickness at ground surface; the fill soils encompass a range of soil types and hydraulic properties. �i-i-�i�m_oo�_u.d�,�r��i� _'1-1-�129?-003 Mr. Jim Guarre, Senior Vice President SI'{ANNON F�WILSON,INC. BergerABAM Engineers, Inc. May 6, 2011 Page 3 of 17 ■ Holocene Estuarine/Overbank Deposits(estuary/overbank)—The Green/Duwamish and Cedar Rivers deposited this fine-grained floodplain and deltaic unit. This unit has not been ovemdden by glacial ice. It consists of very soft to medium stiff, slightly fine sandy, clayey silt to silty clay with scattered organics and discrete peat lenses and layers. This unit has relatively low permeability and is found throughout the alignment. Duwamish estuarine/overbank deposits are generally located between ground surface and -5 feet in elevation and are interbedded with peat and sands, with deeper estuary,�overbank soils found in the�vest side of the alignment between approximately elevations -50 and -75 feet. ■ Holocene Peat (peat)—Peaty layers of organic, fine-grained soils located between approximately elevations 10 and 0 feet. Peat layers are generally between 1 and 3 feet thick and interbedded in estuary/overbank fine-grained deposits. ■ Holocene Alluvium—Duwamish/Green River—This fine- to medium-grained alluvial unit was deposited in the channels of the Green/Duwamish River and is not glacially overridden. The unit consists of inedium dense to very dense, clean to silty, fine and fine to medium sand, with scattered organic materials. Its range of hydraulic conductivity is low to high, depending on the fines content of the soil. Fine-grained (silty fine sand to fine sandy silt) alluvium soils are generally found interbedded with estuary/overbank soils between ground surface and elevation -5 feet. Between elevations 0 and -50 to -90 feet, thickening to the east, the sandy alluvium soils generally become clean to slightly silty, fine to medium sands. This lower soil unit (clean to slightly silty, fine to medium sand) is referred to in this report as sandy alluvium and is the aquifer material addressed in the following analyses. Additional deep soil units are found on site; however, they have little impact on our de��atering evaluation and will not be discussed. See Shannon & Wilson, 2004, for more information about deep soil units. Soil data above was confirmed by 2011 borings, discussed in Shannon & Wilson, 2011b. Site Hydrogeology The water table in the shallow estuary%overbank soils has a seasonal high groundwater of up to elevation 19 feet (measured in May 2009). The deeper, sandy alluvium has groundwater readings up to elevation 1� feet. Seasonal ground��ater fluctuations�;�ere observed up to about 6 feet, with the highest ground��ater levels generally recorded in March through May. Groundwater in the shallow overbank and sandy alluvium is in hydraulic contact with the Green River, so elevations ��ary depending on the river stage of the nearby Green River. Groundwater elevations may rise higher than observed during high water or flood stages of the Green River. Soils are considered saturated below elevation 19 feet. '_I-I-_'I'_�>'_llli;-L I.docx�t p rlp ; �1-1-�1_ _- . Mr. Jim Guarre, Senior Vice President SNi4NNUN F�WII+SON,INC. BergerABAM Engineers, Inc. May 6, 2011 Page 4 of 17 In March 2011, Shannon &Wilson performed aquifer testing at the site using well PW-1 as the pumped well and five monitoring wells(MW-1, MW-3, MW-4, B-104, and B-106) (Shannon & Wilson, 2011b). The constant rate test im�olved pumping well PW-1 for 24 hours at a rate of 208 gallons per minute(gpm), followed by a recovery period of 24 hours. The analysis of the test data indicated that the alluvium unit has a transinissivity between 2,540 and 6,000 ft`/d, an average hydraulic conductivity of 50 to 110 feet per day(fUd) and a storativity betvveen 6.9x I 0-� and 7.7x 10-`�. The analysis also indicated that the nearby Green River acts as a recharge source to the alluvium aquifer. Discontinuous fill is located above the water table and not included in our dewatering evaluation. CONCEPTUAL DEWATERING MODEL Excavation below the water table will likely result in unstable side slopes and basal instability of the road«�ay, drainage layer, and stormwater catch basins. Therefore, we believe that groundwater control is necessary to complete the associated excavations. Construction dewatering will be needed between approximately Stations 16+00 and 20+50 (4501inear feet), «-here the stormwater basins, piping and foundation slabs extend below the groundwater table, see Figures 2 and 3. Between approximately Stations 16+25 and 20+10, dewatering will also include the cut slopes and road��ay subgrade which will extend below the groundwater table. The width of the roadway dewatered varies from 36 feet (roadway and sidewalks only—no cut slope or cut slope above the water table) to 130 feet (roadway, plus BNSF bridge construction excavation). Dewatering��ells should not be placed on the upper edge of the cut slope, but should be located on the slope where the grade will reach elevation 20 feet so the wells are placed as close to the roadway(deepest part of the excavation) as possible. Depending on seasonal groundwater highs, groundwater may be encountered during the construction of two stormwater catch basins located outside of the recommended dewatering area, at Station 21+50 (catch basin to an elevation of 17 feet) and Station 23+50 (catch basin to an elevation of 18 feet). These t��o stormwater catch basins are not included in the dewatering analysis below and any localized construction dewatering could likely be controlled��ith sumps and pumps. We estimated soil hydraulic parameters based on the 2011 pumping test, our review of the I exploration logs and reports near the project, and our experience in similar soil and groundwater conditions, listed above. We recommend that construction de��atering lower the ground�vater �i-i-�i�e�-o�i�_i_i_d��."�..i� '1-1-�'1�9?-00� Mr. Jim Guarre, Senior Vice President �'��N�C�. BergerABAM Engineers, Inc. May 6, 2011 Page 5 of 17 table 3 feet below excavation of the stormwater catch basins and roadway slab. The amount of drawdown required far dewatering varies across the alignment and ranges from approximately 0 to 23 feet of drawdown. For our hydrogeologic evaluation, we also assumed a starting groundwater elevation of 15 feet for the sandy alluvial aquifer and a saturated thickness of 94 feet. Parameters include: ■ A storage value of 0.0005 �vas used for the sandy alluvium based on pumping test results, ■ A hydraulic conductivity value of 0.22 ft/day(7x10-5 centimeters per second [cm/sec]) for estuary/overbank and peat soils, and 95 ft/day(0.033 cm/sec) far the sandy alluvium at the site. ' Khorizontal t0 K�.ert;�a�—ratio of 10:1 for both units. Construction dewatering is needed to drain the shallow estuary/overbank soils bedded with fine- grained alluvium soils and depressurize the underlying alluvium sands. We performed a dewatering evaluation to determine potential groundwater discharge rates and well configurations for the project. The dewatering evaluation includes updating the hypothetical groundwater flow model we developed in 2010 (see Shannon& Wilson, 2010) to incorporate the pumping test analysis results and the revised current construction plans. DEWATERING ANALYSIS Analysis Approach We performed the dewatering analysis using a numerical, three-dimensional groundwater flow model of the Strander Boulevard area. The model uses the U.S. Geological Survey(USGS) computer program MODFLOW-2000(USGS, 2000) to simulate groundwater flow conditions in the upper 105 feet of the hydrogeologic system. We used the graphical user interface program Groundwater Vistas (version 5; Rumbaugh and Rumbaugh, 2007)to construct, calibrate, and operate the MODFLOW model. I The model domain occupied an area 2,000 by 1,000 feet in plan view. The model represented the hydrostratigraphy defined by the exploration program using five discrete layers as follo«�s: ■ Layer 1 Overbank (HeD) 30 feet thick 27 to -3 feet elevation ■ Layers 2 through 5 Allu��ium (HaD) 72 fe�et thick total -3 to -75 feet ele��ation �t-i-,i,��-c�o?a_i a«<�.�i>��i� ?1-1-21?9?-00� Mr. Jim Guarre, Senior Vice President SFIAMNON�WILSON.INC, BergerABAM Engineers, Inc. May 6, 2011 Page 6 of 17 The static ground«�ater level was benveen 15 and 16 feet elevation. Therefore, layer 1 was defined as unconfined and layers 2 through 5 were defined as confined. VVe assigned initial hydraulic properties for the alluvium unit (model layers 2 through 5) based on the results of the constant rate pumping test analysis (Shannon & Wilson, 2011 b). These were 95 ft/day(horizontal conductivity) and 5 x 10-� (storativity). As the pumping test did not provide estimates far the overbank unit, we assigned initial horizontal conductivity and specific yield values of 0.22 ft/day and 0.05 (5 percent), respectively. The model's boundaries consisted of the following: ■ East—an up-gradient constant head (elevation 15.5 feet in all layers); ■ West—a do��n-gradient constant head (elevation 15.0 feet in layers 1 through 3) to represent the Green River; and ■ North and South—no flow conditions in all layers. l��iodel Calibration We calibrated the model using the 24-hour constant rate pumping test (dra«Jdown and recovery data). This consisted of assigning a pumping flux of 210 gpm to PW-1 for a period of 24 hours, and calculating the change in ground��ater levels(drawdown) in the monitoring wells MW-1, MW-3 and MW-4. The observed and simulated drawdowns were compared, and a sum of squares residual for each well calculated. To improve the match between the observed and �nodeled drawdowns, we iterati��ely varied several key parameters within the conceptual range (see above). Figure 5 shows the final match for wells MW-3 and MW-4, and Table 1 suminarizes the final pai•ameter values. TABLE 1 FINAL GROL;ND��1'ATER FLO�'� 1��ODEL PARAI�IETER5 Khorizontal Krertical Unit(La��ers) (ft/d) (ft/d) T (sf/d) S�(-) S (-) Overbank(1) 0.22 0.022 4''' 0.0� -"' Alluvium(2-5) 95 9.5 6,840 0.05'" 5 x 10-`' �v�,r�s: `'�` Property not im-oked in modeling. ''' Based on a static water table elevation of I S feet. ti d=feet per day �f�1=�quare feet rer day >i-i-�i,�>,_u��_i.i d��.�,�.q� �l-I-�1?92-00� Mr. Jim Guarre. Senior Vice President SHANNON F�V`/IIaS�N,INC. BergerABAM Engineers, Inc. May 6, 2011 Page 7 of 17 Dewatering Simulations Following completion of calibration, we used the model to simulate dewatering. We divided the de��atering approach to correlate with Stage 1 and Stage 2 construction goals. Stage 1 is between approximately Stations 18+20 and 20+35, which encompass the eastern side of the BNSF underpass, and Stage 2 is between Stations 16+02 and 18+20, which encompass the western side of the BNSF underpass. The potential groundwater discharge rates will be used in support of discharge permits, to design w�ater treatment systems, if needed, and achieve a dry to near-dry subgrade during construction. The modeled dewatering facilities consisted of the following: ■ A sheet pile wall, for Stage 1 on three sides(north, west, and south), for Stage 2 on two sides (north and south), from ground surface(elevation 27 feet) to an elevation of -20 feet (or the base of model layer 2). The model used MODFLOW's Baf•i�ier� boundary condition to simulate this feature; and ■ Six dewatering��ells, located inside the sheet pile area and east (Stage 1), and six dewatering��rells located within the sheet pile area and west (Stage 2), each well completed to a nominal depth of 60 feet (screened in the upper part of the alluvium unit, model layers 2 and 3). The wells were simulated using MODFLOW's Gerrer-al Heud boundary condition with an assigned head of-22 feet elevation. Target modeled drawdown is up to -4 feet in elevation in Stages 1 and 2; the target dra��•do�vn's are achieved after 14 days, see Figures 6 and 7. Each stage model was run for 368 days. The model-predicted Stage 1 total discharge rates (for the six wells) to achieve the necessary piezometric levels in the alluvium range betu-een 700 and 1,000 gpm. Howe��er, the Stage 1 rate could initially be as high as 1,200 gpm if the entire Stage 1 dewatering system starts at the same time. The model predicted Stage 2 total discharge rate (six ��ells) ranges between 800 and 1,100 gpm after 14 days, but could initially be as high as 1,400 gpm if the entire Stage 2 dewatering system starts at the same time. Stage 2 model results assume: (1) full groundwater recovery after Stage 1, and (2) use of three de��atering wells installed as part of Stage 1 construction. Discharge rates will decrease w�ith time as the saturated thickness of the aquifer is progressively reduced by the de��atering effort. Ho��-ever, the pumping test showed that the aquifer would receive recharge by the nearby Green River under pumped conditions, thereby limiting the amount that pumping��ill decrease over time. �i-i-�i��,,_�,��;_�_i.��,.�„i,�q� "']-1-'1_'9�'-00� Mr. Jim Guai7-e, Senior Vice President ��-`��°�' �- BergerABAM Engineers, Inc. May 6, 2011 Page 8 of 17 The model estimated that the radius of influence of the dewatering may extend greater than 2,Q00 feet from the dewatered roadway excavation at 100 days. An increased length of pumping may result in a greater radius of influence. De�;-atering System Configurations For Stage 1 construction, cutoff walls are on the north, west, and south sides of the BNSF bridge excavation. For Stage 2 construction, cutoff walls will be on the north and south sides of the BNSF bridge excavation but will be removed for slab construction on the east side under the railroad tracks. Sheet piles were modeled down to a depth of elevation -20 feet. Increasing the depth of the sheet piles can result in reduction of drav��down outside the sheet piles and reduce the groundwater discharge rates. Additional cutoff walls along the north side of the excavation grading ramps, outside of the BNSF bridge excavation, were examined in the preliminary dewatering analysis, however, those walls did not seem to justify the expense of installation «-hen compared to the small reduction in settlement the walls were designed to assist��ith (Shannon& Wilson, 2011 a}. The additional sheet piles outside of the BNSF bridge excavation were omitted from this analysis, in accordance with discussion with BergerABAM April 11, 201 1. The ground��ater model assigned large-diameter pumping��ells inside the BNSF Bridge excavation. The pumping test demonstrated that the area of influence for a well is extcnsive in the site soils, so that all dewatering well installations can be placed in the BNSF bridge excavation and the soils ramping down to the BNSF bridge will be dewatered in conjunction. Depending on the Contractor's means and methods, additional dev�ratering wells outside of the BNSF bridge excavation may or may not be needed. Dewatering wells were placed on 50-foot spacing inside the BNSF bridge excavation. If the Contractor places the dewatering wells outside of the BNSF bridge excavationlsheetpiles, it is likely that deeper andlor additional dewatering wells��ill be needed to reach the dewatering goal. Typical dewatering well design is sho«-n in Figure 4 and our groundwater model well design and drawdown contours are shown in Figures 6 and 7. Additional dewatering wells may be needed by Stations 17+32 and 19+00 to achieve adequate drawdown for the lowest stormw�ater catch basins. Dewatering wells may extend as much as approximately 25 feet below the drawdown goal, depending on the location and well efficiency. The groundwater model also assumes trenches/sumps will be used in the fine-grained estuaryioverbank soils between approximately elevations 19 and 0 feet. The groundwater model achieved dewatering goals at Stage 1 with six wells and Stage 2 with six ��ells (using three «-ells from Stagc 1). The exact number of��ells will depend on the =I-1-=1'_9?_pDi-Ll.dnc.��u�p�clp �1-1-�1�9�-�0-� Mr. Jim Guarre, Senior Vice President ��QH��N•t� BergerABAM Engineers, Inc. May 6, 2011 Page 9 of 17 Contractar's means, methods, sequencing, and scheduling; the number of dewatering wells could increase or decrease. DEVVATERING ISSUES UNlities/Settlement Dewatering can cause settlement by increasing the effective stress in a soil profile. Several utilities cross beneath the BNSF embankment about 100 feet north of the proposed Strander Underpass and BNSF bridge. We evaluated the dewatering settlement at the utility crossing and beneath the BNSF railroad embankment. The dewatering analyses for this project estimated about 13 feet of groundwater drawdown at the utilities locarion. To analyze the settlement, we: ■ Developed a representative soil profile based on nearby borings, ■ Estimated elastic or consolidation parameters for each soil layer based on published correlations and laboratory consolidation test data, and ■ Estimated settlement based on elastic and consolidation theory. We estimated: ■ Bet��een 1 and 3 inches of settlement at the utility pipe inverts at the embankment crossing, and ■ Betvveen 1 and 2 inches of settlement for the railroad embankment. We anticipate that the settlement would be relatively uniform; differential settlement per 100 feet of utility pipe/embankment��ould be on the order of'/2 inch. Settlement would occur as dewatering operations progress and would be substantially complete when dewatering achieves a steady-state condition. Potential Groundwater Contaminants Shannon & Wilson previously preformed a review� of em-ironmental hazards near the proposed Sound Transit station adjacent to the north of the proposed project. In-house environmental files were reviewed(Shannon&Wilson, 1999); however, a complete environmental assessment of I, the Strander Boulevard site was not performed and environmental concerns that may have arisen I after the report date of 1999 were not considered. Furthermore, the sites reviewed may have 21-I-?I?�)'--pOi-L I does��tip�clp �1-1-�1�9�-��3 Mr. Jim Guarre, Senior Vice President �'��• BergerABAM Engineers, Inc. May 6, 201 I Page 10 of 17 been remediated and no longer pose a hazard. The previously identified sites that potentially pose a threat to groundv��ater quality within approximately 0.25 mile of the site include: ■ LUST—Leaking Underground Storage Tank sites ■ TOXICS—Washington State Registered Sites for cleanup of hazardous waste under the Model Toxic Control Act (MTCA) ■ UST—Registered Underground Storage Tank sites A Phase II environmental assessment was performed by Shannon &Wilson(1999) on the northwestern property adjacent to Strander Boulevard; the findings indicated one shallo��v groundwater sample had naturally occumng arsenic above MTCA cleanup levels. A Union 76 gas station exists on West Valley Highway, observed approximately 500 feet north«rest of the site. The gas station appears to have been built after the 1999 report of environmental concerns in the area; information about potential USTs at the gas station is unknown. The proposed Strander Boulevard is adjacent to the Union Pacific and BNSF railways. No environmental assessments of these railways were performed specifically for this project. Ho�vever, in general, railroads are associated with potential surficial contamination of hydrocarbons, metals, creosote, pesticides, and herbicides. Construction dewatering at the Strander site has the potential to mobilize contaminants from nearby properties. The upper 30 feet of soil at the Strander Boulevard site is generally fine- grained and has a relatively low hydraulic conductivity, which slo��s.�retards the migration of contaminants in the soil unit. Therefore, the identified sites pose a low risk of contaminant mobilization. The contaminant migration rate in the lower alluvium sands is potentially higher due to the higher hydraulic conductivity. However, the alluvial sands are partially protected from contaminant migration by the lower hydraulic conductivity soils above them. Identified and potential sources of contamination in the Strander Boulevard area are likely near surface, which have lower potential for infiltration into, or migration in, the groundwater. During the pumping test, groundwater samples were taken to test for volatile organic compounds, hydrocarbons,phosphate,total, and dissolved priority pollutant metals. The analytical results indicate that the goundwater discharge during the pumping test was clear of contaminants (Shannon& Wilson, 2011b). Contaminants have a low probability of being mobilized by construction de��atering at this site. Construction dewatering should include periodic analytical testing of monitoring wells and/or �i-i-?i�m-oo�-u.do�X�tip,�tp 21-1-21?92-003 Mr. Jim Guai7-e, Senior Vice President ��''`��`�-_-��`��'`.�'�`� � BergerABAM Engineers, Inc. May 6, 2011 Page 1 I of 17 dewatering effluent to ensure that mobilization of contaminants does not occur. If contaminant mobilization is detected, cutoff barriers(cutoff walls, recharge wells, etc.) between the contaminant plume and the de��atering system or effluent treatment systems will mitigate the impact of mobilized contaminants. Based on groundwater samples taken at the adjacent northern property, naturally occurring arsenic in the shallow groundwater may be an issue for dewatering effluent disposal. Discharge Options Discharge of dewatering effluent will depend on water quality, permitting, and the final disposal location of the discharge. If the Contractor employs extensive sump pumping, sand filters and settlement tanks should be used. Based on our understanding of the project, the preferred dewatering effluent discharge location is the City of Renton wetlands, located south of the project. Due to the relatively low permeability of the near-surface soils, we believe that infiltration at the City of Renton wetlands will have a minimal effect on de��atering efforts at the site. Additional dewatering effluent discharge options include storm or sanitary sewers. Groundwater quality testing will be needed to obtain permits for dewatering effluent disposal in sewers. If encountered,contaminated groundwater may require additional treatment specific to the contaminants. Some of the dewatering effluent could also be disposed of as sprinkler water for landscaping on nearby City of Renton or City of Tuk��ila property. Dewatering of Strander Boulevard may involve routing dewatering effluent to an east or west discharge point over or under the BNSF railroad tracks. Dewatering effluent piping can be elevated above the BNSF tracks with proper pump sizing and lift capacity. If the Contractor chooses piping the dewatering discharge over obstructions, either higher head dewatering pumps or booster pumps will be required to accommodate the necessary lift. Coordination with BNSF «-ill be needed to obtain consent to construct the temporary piping over their tracks. Another option to route effluent from east to west including using a culvert located under the BNSF railroad track to the south of the project location. The Contractor should route discharge piping to match construction activities. When pipe routing encounters path obstructions, the Contractor should bury or raiup over the pipe. ?I-I-?12�)2-p113-IJ.doez�tn�p cIp �1-1--��9�-�� Mr. Jim Guarre, Senior Vice President SNANNON�W1t�S�N,INC. BergerABAM Engineers, Inc. May 6, 2011 Page 12 of 17 FINISHED ROAD DRAINAGE ROCK ANALYSIS We evaluated the proposed side slope drainage layer and did not recognize any fatal flaws in the design. Incorrect installation of materials for the groundwater collection pipes or filter fabrics could lead to future clogging or other maintenance issues. We were requested to estimate the potential volume of groundwater collected by the finished construction drainage rock side slopes and base layer. The drainage layer may convey approximately 10 to 30 gpm during high groundwater periods. These estimated discharge rates do not account for additional runoff flow due to rainfall. APPROPRIATE DEWATERING TECHNOLOGIES FOR DE�'�'ATERING SYSTEM CONFIGURATIONS Numerous factors influence the type of dewatering approach employed, including soils, aquifer thickness, the relationship of subgrade to the base of the aquifer, drawdown requirements, shoring and excavation approaches, the amount of dewatering flow anticipated, and, most importantly, the Contractor's experience working in dewatered and wet soils. Regardless of the �I approach employed for short-term dewatering anticipated for the project, soil heterogeneity and ! stratification will likely result in perched pockets of undrained water and the Contractar should anticipate sump pumping and working��ith«-et soils. Sumps and/or Trenches i Sump and/ar trenches generally provide the least costly ground��ater control and are the most common de�;�atering method. Sumps consist of excavations immediately adjacent to or in an excavation with the purpose of collecting groundwater. Sump pumping should be limited to no �� more than 2 or 3 feet of drawdown. Sumps work well in either fine- or coarse-grained soils, which typically provide low or high(respectively) volumes of dewatering flow. Sumps and trenches generally pump finer formation material which can undermine excavations. Sump pumping requires considerable treatment or settlement of fines in the dewatering discharge prior to disposal. Pumped Wells Pumped wells typically consist of large-diameter holes(24- to 36-inch diameter) and large- diameter casings/screens (i.e., 8-to 16-inch diameter). Pumped wells, often called deep wells, are relatively deep compared to sumps and vacuum �;�ellpoints. Each pumped well employs an �i-i-'i�e�-on�_i_i.do:t"�i,��i� '_1-1-21'_'92-003 Mr. Jim Guarre, Senior Vice President SHANNON F��VILSON.INC. BergerABAM Engineers, Inc. May 6, 2011 Page 13 of 17 individual pump, which typically discharges to a common manifold. Pumped wells work best (most efficiently) in relatively coarse-grained(high permeability} formations(silty sand, sand, and gravel) that allow wide spacing of«�ells (typically 25 to 250 feet) due to a large radius of influence. Pumped wells typically yield volumes of water in the range of 25 to 250+gpm per well. Vacuum Wellpoints Vacuum ��rellpoints connect to a common vacuum header and typically operate using a single pump for the whole system. Vacuum wellpoints are suitable for both fine- and coarse-grained soils. They are generally 15 to 25 feet deep and constrained by the limits of the vacuum to lift water out of the ground (lift capacity is typically 15 to 20 feet at sea level). The wellpoints typically have a 3-foot length of slotted well screen at the bottom and are spaced 2 to 10 feet apart with the closer spacing for finer-grained soils (i.e., silt and clay). For coarser soils and wider spacings, pumped��ells typically prove more efficient and less costly than vacuum wellpoints. Eductors/Ejectors Typically, closely spaced educators are rarely used except in fine-grained soils, due to their cost. Eductors employ pressurized flow not limited by vacuum constraints, ��hich allows them to achieve greater drawdowns than vacuum wellpoints. Educators require little maintenance compared to pumped wells or vacuum wellpoints and are particularly suited for excavations needing great drawdowns over a long period of time (months or years). Cutoff Walls Cutoff�;�alls can include sheet piles, slurry walls,�trenches, soiligrout walls, secant piles, and an assortment of other low permeability barriers to hinder the flow of groundwater. Cutoffs do not necessarily eliminate the need for dewatering pumping. However, they can significantly reduce the volume of water that needs to be extracted and mitigatelreduce/eliminate drawdown impacts related to potential settlement or contaminant mobilization. ,i-i-�i��>,_n��;-i i�«��,�i,.i�, '1-1-�I?9?-00? Mr. Jim Guarre, Senior L'ice Pi•esident ��'�'`'��'��-��'��r BergerABAM En`ineers, Inc. May 6, 2011 Page 14 of 17 DE«'ATERING RECOnin1E1�DATIONS A:VD CONCLUSIONS Dewatering System For the soil types encountered and the depth of excavation, large-diameter pumped wells in conjunction with trenches/sumps appear the most efficient approach to dewatering the Str•ander excavation. The large-diameter dewatering wells will be used to relieve the pressures and basal instabilities that may be encountered at depths. Because the near-surface soils are fine-grained, unless an extended period of dewatering(at least one month) occurs before construction starts, the fine-grained soils will drain slo��ly and the Contractor should be prepared to encounter residual groundwater and•'or��et soils, «�hich should be drained ��ith sumps, trenches, and pumps. T�pical �'�'ell Design Pumped wells can be placed on a�0-foot spacing in the BNSF bridge excavation and generally extend 20 feet below the elevation dewatering goal, a minimum of approximately 70 feet belo�� ground surface (bgs). The dewatering��ells are placed «�ithin the BNSF bridge construction (within the sheet piles)to achieve adeyuate depressurization of the alluvial sands. If dewatering wells are placed outside the sheetpiles,the Contractor will likely need wells to be deeper in depth and capable of pumping higher volumes of water, and additional wells may be needed. Figure 4 shows a typical dewatering well schematic. Figures 6 and 7 shows a schematic hypothetical well layout used in our groundwater model for Stages 1 and 2, respectively. Dewatering wells will likely be 12-inch-diameter casings and screens placed in a 24- to 36-inch-diameter borehole. Our analyses assumed highly efficient wells(approximately 80 percent efficient). Lower efficiency wells will require increased depths andlor additional wells. Preliminarv Filter Pack and W'ell Screen The Contractor should design the dewatering�-e11 filter pack material to industry standards in order to prevent the pumping of fines from the formation while maximizing the well yield. The Contractar should desib the well screens to retain the filter pack material. Failure to design a filter pack which is appropriate to the formation grain size and the well screen based on the filter pack grain size increases the risk of pumping sediment-laden water to the discharge point and undermine structures by creating voids due to formation piping processes. Our preliminary desian indicates that a 20- or 30-slot ��ell screen may be appropriate; ho��ever, «�ell slot size �i-i-'>>��_-�u,;.i i d;��.,,i,;i� '1-1-_'1�9?-003 Mr. Jim Guarre, Senior Vice President ��-��.��`� ��_�'��_��,1�� BergerABAM Engineers, Inc. May 6, 2011 Page 15 of 17 needs to be tailored to the Contractor's means, methods, and dewaterin, desi�n, particularlv the filter pack the Contractor decides to use. Friction Loss and Pump Sizing Evaluation Friction loss refers to that portion of pressure lost by fluids while moving through a pipe, hose, or other limited space. Estimating that the dewatering effluent discharge piping is made of 12-inch-diameter pol}n-�inyl chloride, friction losses account for a small percentage of total dynamic head losses. Dewatering wells need to be capable of pumping a minimum of 200 gpm per well with a lift capacity of 70 feet. Based on the groundwater model results, the dewatering pumps should have a minimum of 15 to 20 horsepower to overcome friction losses and adequately power the dewatering system. If fewer large-diameter pumped wells are installed on site or the wells are deeper that 70 feet bgs, the pumps may need increased horsepower and capacity. Pump Operation Pumps should consist of typical submersible dewatering pumps capable of running dry without burning up. Dewatering specifications should require oil cooled pump systems, or pump systems that cycle off when the groundwater is lowered below pump elevation, so that the pumps do not overheat and burn up. The Contractor should be responsible for the maintenance of the pumps and dewatering system. Power Supply The Contractor should have backup generators on hand in the event that power is lost at the site. Dewatering System Maintenance The Contractor should be responsible for the maintenance of the dewatering system for the duration of the project. Pumping test water quality testing results indicate a high probability of slime-forming and iron-related bacteria growth, a moderate probability of sulfate-reducing bacteria growth, and a low probability of nitrifying bacteria growth in the groundwater (Shannon&Wilson, 2011b). Contractors should be aware that the presence of iron-reducing bacteria and slime bacteria could i•equire periodic well rehabilitation to maintain dewatering system performance, and that water in settling tanks may become turbid and colored from bacteria growth in the water and require treatment. �i-i-�i��-o�:��-u.d��K�w�p��i� 21-1-2129�-003 Mr. Jim Guarre, Senior Vice President �iF�1NNON€�WILS{�N.(NC. BergerABAM Engineers, Inc. May 6, 2011 Page 16 of 17 Dewatering Specifications A tailored dewatering specification should reflect the project schedule, excavation approach, and identified issues (i.e., settlement, etc.). The project team should determine the specification approach prior to completion of the contract documents. We have provided specifications that include performance criteria(i.e., minimum drawdown below excavation and numerical values that limit drawdown outside the excavations). Dewatering specification assistance has been submitted separately to BergerABAM. Existing groundwater observation/monitoring wells in the project vicinity should be maintained and used to monitor performance of the Contractor's dewatering system. Depending on the Contractor's dewatering approach and design, additional observation �vells may be��-arranted. Groundwater levels should be monitored prior to and during excavation and dewatering activities, to evaluate natural groundwater level fluctuations and the performance of the dewatering system. We recommend that the Contractor retain a Washington State-licensed hydrogeologist or engineer experienced in construction dewatering to design a system consistent with the selected roadway excavation system and the Contractor's means and methods. LIMITATIONS This letter was prepared for BergerABAM and the Cities of Renton and Tukwila for specific application to the site defined in this letter. This study has been prepared in accordance with generally accepted hydrogeologic methods. No other warranty, express or implied, is made. Shannon & V1�ilson, Inc. has prepared the enclosure, "Important Information About Your Geotechnical/Environmental Report."to assist }ou and others in understandina the use and limitations of our reports. The geologic and hydrogeologic data obtained indicate subsurface conditions only at the specific locations and times when the observations were made and only to the depths penetrated. They do not necessarily reflect strata variations that may exist between such locations. The validity of j the dewatering estimates is based in part on assumptions about the stratigraphy and hydraulic conductivities made by our staff. If subsurface conditions different from those described ar•e encountered during future explorations or excavations, findings in this letter may require re-evaluation. Actual permeabilities or hydraulic conductivities significantly lower or hi�her than those assumed in our e�,�aluations��ill result in significantly lo��er or higher flows 21-I-_'1242-Uf,�;-L Ldocx�ti�p clp �1-1-�1�9�-UQ i Mr. Jim Guarre, Senior Vice President ��Q�� BergerABAM Engineers, Inc. May 4, 20] 1 Page 17 of 17 and drawdown impacts. More refined or accurate estimates of flow would require additional subsurface explorations, and pumping tests. Sincerely, SH,ANNON & WILSON, INC. � Kate E. Stalker, L.G. �-Iydrogeologist -bot aah! ` h �+ �1 �I �l .. ��,�-.1'►�"°°'�'°�!� t ,,� �, , r . � �. ,� t � LAWRrtdCE M. V��::7 Larry West, L.H.G., C.E.G. Vice President KES:STD:JNB:LMW/kes Enc: References Figure 1 —Vicinity Map Figure 2—Site Plan(2 sheets) Figure 3 —Generalized Suhsurface Profile A-A' (4 sheets) Figure 4—Typical Pumped Well �, Figure 5 —Groundwater Model vs Pumping Test Data Calibration Curves ' Figure 6—Dewatering Groundwater Elevation Contours, Stage l, 14 Days of Pumping I Figure 7 —Dewatering Groundwater Elevation Contours, Stage 2, 14 Days of Pumping Important Information About Your Geotechnical/Environmental Report 21-1-2 t 292-OOJ-L].docw'wp/clp 21-1-21292-003 SHANNON F�WILSON.INC. REFERENCES Rumbaugh, J.O., and Rumbaugh, D.B., 2007, Groundwater vistas, version 5.0: Herndon,Va., Environmental Simulations, Inc. Shannon&Wilson, Inc., 1999, Phase I Environmental Site Assessment, Boeing/Longacres property, Tukwila Station,Tukwila,Washington, June, project number T-6003-21: Prepared for Sound Transit, Seattle,Wash.,by Shannon&Wilson, Inc., Seattle,Wash., 16 p. Shannon&Wilson, Inc., 2004, Geotechnical report for conceptual design, Strander Boulevard/SW 27`f' Street improvements, Renton and Tukwila, Washington, February. Shannon &Wilson, Inc., 2010, Groundwater de�vatering memorandum, Strander Boulevard Underpass Phase I, Renton,Washington—BergerABAM project no. fapwt-09-175, Job number 21-1-21292-001: Prepared for BergerABAM, Federal Way,Wash., by Shannon & Wilson, Seattle,Wash., May. Shannon& Wilson, Inc., 2011a, Updated Draft Strander Boulevard Underpass, Phase II, Preliminary Dewatering Evaluation, Job number 21-1-21292-002: Prepared for BergerABAM, Federal Way,Wash., by Shannon &Wilson, Seattle,Wash., March 9. Shannon &Wilson, Inc., 2011b, Draft pumping Test Analysis Report, Strander Boulevard Phase II, Renton and Tukwila,Washington, Job number 21-1-21292-003: Prepared for BergerABAM, Federal Way,Wash., by Shannon &Wilson, Seattle, Wash.,Apri129. U.S. Geological Survey, 200Q, MODFLOW-2000 v. 1.19.01: Available: http://water.usgs.go�-�/nrp/gwsoft��are/modflow2000/modflow2000.html. '_I-I-'_l39_'-(iiJ3-I.I_docs H�p�clp �1-1-�1�9�-OOJ �'��` , f=F-�'` �<<_� � e r - Washington �,. '� '��;.- ,�� ` ��: i D � i � � I � I ; , � � i ' ► � ' � i � � � � I I � Sheet Piles � � I � i I � i � Stagel1 I N � � � `� . � I ...... � � � j �� i .... ... .. .......... ........ ► � 1 � Sheet Piles I . , I Stage 2 � �� I � � I I : � 1 '� ( i ( I I �� • i i I � . � 1 "' ' � ............................... , ' � �� I j � . � � � � - � � ` i : . . 1 � � � � . . I � � �� , o � � , �� ; �� o I , . . � � .�R �' , � , . � � • i . � , � , � µ � . � , . � . � � ,, ,,, ,, .�, � � � . � � ,� / ; , ,,,, � � ; � , � I � Sheet Piles, Stage 1, . � � � 1 - \ � ' � . Removed for Stage 2 � �' �' �� ' \ I i : ,, �,� '�1 / , .� \ , I i i : I ; , , , �� % � �,, ' �,�-_�_ ( . I � . � �� % � i ; � ' � i, /,l, � , : ' ' �`�' � J : 1''�� ,��1'1�1 '1 �1� \ % � � : � \ ` �`,\ �\\ ,, i�� / ;� \----- � I '■ ; � �.,�� ;' ; __=- / - , /�� s+oo ; ; �,S,� LINE � ,��, ' --�� , =�-� � � �� , � �, _ __ - �- - � +sa � ----- — ---- --- � •',� ''\�`. � ' — ---- ---- — --) -- ----------- � -----�-r-- N �� , � : , � \ / � � � A • ( I � � k\ `?� � \ \ � / �` �17f� 1 � I ; � i� . . T IN I ONSTRUC ION "S"L E i � rt \ � � \�Y- � � �� \ \ \\ / , . i � .., ... .' I � I N o \ � � \� `�\ � �' � � �' i j � 1 7+80 ; , i � J ' \ \ \ \ � � � � � ■ . : \\ I I , � � � �� i I : � � � \\ j I i ; I � �� I E ---- o � �—�--1"'-- — — �, --- — ------- � . � \ �\\� I i � I .................. ........... � "..,.........�..C. •" \\ o �''�., � � . . . �.......... . .y o \\ � ' Sheet Piles �. � Sheet Piles � Sta e 2 , 3 Stormwater 9 Stage 1 .� --- LEGEND Catch Basins � I I � I � � i i i I � I I � � � � I I a Approximate Roadway .i and Pipes � ' I ' I � � I I I � � I I I I � I " Roadway/Slopes to be Dewatered � I � I a (an y thin g below contour 19 feet) . � i � � � � I I i � � I o � N !i' Stormwater Catch Basin �� Strander Boulevard Underpass N � � Phase II � _. N /�► Generalized Subsurface Profile �; Renton and Tukwila, Washington � t (See Figure 3) ! � o � o ■; N N SITE PLAN � NOTE i I I � � I N Figured adapted from BergerABAM file, 0 20 40 � 'ACAD2090�Profiles.dwg" received 02-11-11 May 2011 21-1-21292-003 � � and an updated version dated 2-18-2011. Scale in Feet SHANNON&WILSON, INC. FIG. 2 C � ceocechnica�ana ernimrmental cor�su�mms Sheet 1 of 2 LL N � � � ^ � n � ' � i , I I � I I \, ,................ ..,..,, . ...., ' ........\...,\ i , I � � � .; i � � �V A z�. � , �\ , � `�, \ �, .,�. � � � � �_,\� \\�\�,\ \\_,�\� ��_ __\ +� , .�S., LI N E 21+0 2+0 , ,, ,_,, ,, , , , �6� � � 2 � ,, , — —+— -- — ------ -- — — -- —�-- --- -------------------------------------------------------------- -- --j-- �--j— � i' I'I I I I ; , I � � � I I � I � i � � ' I � I � • ----------- _ — I-- — � — — � � � ; � �x � �t� u ' � m � Stormwater Catch Basins and Pipes M o � � J � '�^ L V, O � � N '— c� C t � — U o V (d y � � o � 3 a y `o a` � c c � 2� 40 a LEGEND � N --- Approximate Roadway Scale in Feet N Strander Boulevard Underpass � Roadway/Slopes to be Dewatered Phase II , � (anything below contour 19 ft.) Renton and Tukwila, Washington 0 rn '�i Stormwater Catch Basin NOTE ry Figured adapted from BergerABAM file, SITE PLAN N /4 Generalized Subsurface Profile 'ACAD20JO�Profiles.dwg" received 02-11-11 � t (See Figure 3) and an updated version dated 2-18-2011. May 2011 21-1-21292-003 � � SHANNON 8�WILSON, INC. FIG. 2 °i ��^+��^+^��^��^� Sheet 2 of 2 LL A Northwest Southeast 50 50 N N N L 40 � 40 c L U N � BEGIN DEWATERING Existing Ground Surface 30 _ _ 30 � � � � � � � �� I � �� 1 / \ �� PROPOSED FINISHED GRADE �, � AT CENTERLINE "AR" L1NE " C .S �20 ---�--- ---- - --------�----------------s-----------�------ 20.0 --------- ------ ----------- - - - - m w ,Stromwater Catch Basin w Stormwater Pipe 10 �`' ;-:� 10 � � U N N � f� Elev.-1 Ft. a � ......,. .. ° Bottom of Stage 2'� o Slab N Foundation 0 � 0 � -10 -10 0 115+50 116+00 117+00 END AR Line 117+80 18+40 � Stationing Along Centerline"AR"Line BEGIN S_Line 17+8o 3 � � 0 a` � 0 20 40 0 10 20 � a o Horizontal Scale in Feet Vertical Scale in Feet � CONCEPTUAL GROUNDWATER MODEL LEGEND Strander Boulevard Underpass N Vertical Exaggeration=2X Phase II � —4_ Water Table at 19 Feet Renton and Tukwila,Washington N (h � Saturated Estuary/Overbank/Peat Soils N (Elev. 19 to-3 Feet) NOTE GENERALIZED SUBSURFACE � PROFILE A-A' � Saturated Sandy Alluvium Figured adapted from BergerABAM file, m (Elev. -3 to-75 Feet) 'ACAD2010�Profiles.dwg" received May 2011 21-1-21292-003 � 02-11-11. SHANNON 8�WILSON, INC. F�Ca. 3 °' ��^^+��^��^� Sheet 1 of 4 i� West East 50 50 � M � � N � L � � 40 � _ -- ----- ------ — ---- —. � 40 c L � U V � END DEWATERING � / � 30 � Existing Ground Surface PROPOSED FINISHED GRADE 30 \ AT CENTERLINE "S" LINE � \ � � � � — � � ii �— �� — tL � � � c 020 ------ _ - -- - ------�- - - - ---------�------ --5------------ 20� - - --- ----------- ---- _� _ �w__ _ _ - - -- -- --- ------------ `� � � Stromwater Catch Basin Stormwater Pipe �, w w 10 — 10 `.a ,'; m " O O _ .............. �........................ ............� Elev.-1 Ft. ° Bottom of Bottom of Stage 2 Stage 1 o Slab Slab N Foundation Foundation 0 � 0 � -10 -10 0 18+00 19+00 20+00 21+00 � Stationing Along Centerline"S"Line 3 a ai `o a a 0 20 40 0 10 20 � � � a o Horizontal Scale in Feet Ve�tical Scale in Feet 0 � CONCEPTUAL GROUNDWATER MODEL LEGEND Strander Boulevard Underpass N Vertical Exaggeration=2X Phase II � —s_ Water Table at 19 Feet Renton and Tukwila, Washington N M � Saturated Estuary/overbank/Peat Soils ° (Elev. 19 to-3 Feet) GENERALIZED SUBSURFACE � NOTE PROFILE A-A' � Saturated Sandy Alluvium Figured adapted from BergerABAM file, ;; (Elev. -3 to-75 Feet) "ACA02010�Profrles.dwg" received May 2011 21-1-21292-003 � 02-11-11. SHANNON& WILSON, �Nc. FIG. 3 � Georeamica�ana Envirorcnentsl consunants Sheet 2 of 4 � West East , 50 50 II 40 40 PROPOSED FINISHED GRADE AT CENTERLINE "S" LINE Stromwate�Catch Basin 30 30 Existing Ground Surface Stormwater Pipe � °' � — — — — — — — — — — — —� — — — — — — — °' � � c . �20 ------- ------- --- ---s-------------- -------------------�---------------------- - --------�-------------- 20c 0 � ia > > N � W w 10 10 N � � L U L '^ � � HJ O N � 0 � _ C � C O — — J L L U V (6 @ N � � N O N O N _�� O 0 21+00 22+00 23+�0 W Stationing Along Centerline"S"Line 3 v ai 0 a` � 0 20 40 0 10 20 � � W a o Horizontal Scale in Feet Vertical Scale in Feet 0 m CONCEPTUAL GROUNDWATER MODEL LEGEND Strander Boulevard Underpass � Vertical Exaggeration=2X Phase II � —�— Water Table at 19 Feet Renton and Tukwila, Washington N M � Saturated Estuary/Overbank/Peat Soils N (Elev. 19 to-3 Feet) GENERALIZED SUBSURFACE � NOTE PROFILE A-A' � Saturated Sandy Alluvium Figured adapted from BergerABAM file, ; (Elev. -3 to-75 Feet) 'ACAD2010�Profrles.dwg" received May 2011 21-1-21292-003 � 02-11-11. SHANNON 8�WILSON, �Nc. FIG. 3 m Geotecnnbal ana Enviiorrr�Kal consuttaMe Sheet 3 of 4 ii A' West East 50 50 PROPOSED FINISHED GRADE 40 AT CENTERLINE "S" LINE 40 Existing Ground Surface 30 Stromwater Catch Basin 30 Stormwater Pipe � — — — � ii c c 020 -----------------------s--------------------- 20.0 > > a� a� w w 10 10 M � N U L c � � . . _ . . . _ . . . . O � C o — J � U N o � N N O N O � ��Q ��O 0 24+�� 25+�� Stationing Along Centerline"S"Line 3 v ti 0 a` � 0 20 40 0 10 20 � � R a o Horizontal Scale in Feet Vertical Scale in Feet a � CONCEPTUAL GROUNDWATER MODEL LEGEND Strander Boulevard Underpass N Vertical Exaggeration=2X Phase II � —s— Water Table at 19 Feet Renton and Tukwila, Washington N M � Saturated Estuary/Overbank/Peat Soils N (Elev. 19 to-3 Feet) GENERALIZED SUBSURFACE � NOTE PROFILE A-A' � Saturated Sandy Alluvium Figured adapted from BergerABAM file, ;; (Elev. -3 to-75 Feet) 'ACAD2010�Profiles.dwg" received May 2011 21-1-21292-003 � � 02-11-11. SHANNON 8 WILSON, �Nc. FIG. 3 � Geo6edinlwl and EnvirorrnerMel Oonsuttents Sheet 4 of 4 ii Check Valve Gate Valve � �Header/Discharge Pipe i Ground Surface --� 24-to 36-inch Well Seal •<•�'� • 5 FL Diameter Borehole •� - '. •.*: 12-inch Diameter Blank PVC Casing •.;_ '•'_'' - - �>- 4,' Riser Pipe - i_; , WaterTable Approx. Elevation=19 Ft. 70+Ft. Gravel/Sand Pack � 12-inch Diameter - Well Screen V �.1 W N C � O J O N o Dewatering Pump � - 0 d R � 3 v � .. .. - .. - - . - v . . ` ' � � . . . .. ._ ,��s : rn � - . . . . � . �- . . _ . . . ii t+� o Not to Scale � Strander Boulevard Underpass N Phase II � Renton and Tukwila, Washington 0 0 � � TYPICAL PUMPED WELL � � � May 2011 21-1-21292-003 d E � SHANNON 8� WILSON, �Nc. FIG. 4 Geotechnicel and Ervirom�eMal Ca�sultarrls ii 5 -, � , -- _ r--- -- .__, i i i _{ _._....._.....,.._ j___;-.. . }..._.._ i � _'_ _ j � _ . _:--- -..r... _.__......,_ ,_ _ _� _: , _ _...._.. ..._......._.. __ ___-�- _.._....... .._ ' _. , __+ __ _._. _ . ......._ �.... _ ...- ._ _. - - - _; . � ' ,_ .._._. .- -- -- _...__- � _._ ,_.._ ..�. - --._ _ .._. . ,_ _ , 4.5 ' ' ' ' - -� _ _ - - . _.. __. _ .._. .._. _ T__ r.......- -' -----— - - . _... _ ; � ._ : - - .__. . _.__._�_ r- � �- - - _..- -----._._. ... _ _.._........._._. . - . - _:_ ... .__ .._ _.. ._:::-1-- - _... _-- _ __.... ,....__ ' _..._ __t_ _..:._ ! � 4 __ ___ f . __ , 1 ' � � , , , , � , , . _ _ . � _.... a_ � , : , ' __ l._...�_.__ _.. , } _.... , I , _ , I � ' 3.5 -, - _ - �- � _ � t ..� _____-- r �. .-- -�- _._.. _. a �_. ,_ _ _ _ __ ___ _ d �---{-- _ _ . __ , . � __ a — —� --- — — — � , � , _.._ ._ _� _ _. --— ---_ _ �. � . -- 3 � �� . __ c � ._ � _ � __ _ _.._� � 3 . . • t ' -- - .. , -r-t , o � �- I_._...� I __.i_ i , , ___ � _ : � ;:.: i_ . . , '� ..._ � -.1'. '��T�f- �.. t __t_- .I i 1 _...... f .__ ...._ ` �.._ _ � ...___. � ....'.._ I ...F.. j .'_t_ �- ..... .. � + t 3 2.5 I : } , �v ,.: . ; _, � . � � _ � _ _..... _. .._ ..- - -- - - - ;_ ____._.__.. .. ._..._.... ._.... _ c _ ..._.__..,. _ _�._ _ � � __ : _ __. _.___i.. ._.. _. Legend 2 _ _......... _ __ _, _ , ........ , ..... _ ......._ ...... _ .__. ..._......-- - - _ _ _- --- _ .. _._ w.-- - - - �- - _ . .._ __ ._. - — '- - .._...._ ;.. _ - - - -- ❑MW-3 0bserved _ _ _ - - _..., . _....... �.5 �� -- ...__...... ..._�_ :.._...._. . -- ♦MW-3 Model Curve � _........._.__.. - n MW�Observed ` _ _..._...-- .... ... . _.._._ . ._._ . __..�..... _..____ = - - --- _ _... - - �.... _......- - --....... . _.......... , -- -.. ..- •MW-4 Model Curve _... - -- - - - - _ _...._..._ ... _.._.._..__�.- �_ r_ _ � __ ____... .._...- - --- - .. _ _.._... ; i ....._.__.. � � .. -- -. ..-'- -- � -- - - � _ ` �.. _ _.._._ ,_ . �, _ _... _ ; � ; _ ; , , ; �_ ,_ , , _ , _ __ __ __ - - _._ , 0.5 , , �_. - - � ;.- - _ . _ ' _ _ _ �_ � _-� , � ' ___ _. �_ , ,__ � i , , _... , � i - � _... t... . , O i � , +-+ _....�... _ ; �.�� _}..._ , �_... ,_ i � i � { i ._.... �_ _}_.... � � � � 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Time(Days) Strander Boulevard Phase II Renton and Tukwila, Washington GROUNDWATER MODEL VS PUMPING TEST DATA �+ CALIBRATION CURVES � c May 2011 21-1-21292-003 � m SHANNON &WILSON, INC. �+ FIG.5 Geotechnical and Environmental Consultants �� Hypothetical � �� __.,__,� Dewatering welis �' , � f � � . � _ _ �I� i' ' Sheet Pile Walls — - --- p - - � I T ' -'] _ ,� -1 ' L. .. _- , �'.� _ � ., _-\ O � - _ � , - ___ --- � �:o ,� � ! �5 — � , - , ; '�:- 1-�� P � �� "` , `�-� � I f��ti � , .. � �, '� t ` r � I }' � / I i -. .�� '� ��..� �J : _ �. _._ :-- �v , _-;_� -� . � ,�_ � .. �� . { '"j _ � . . � � �� _ __ - o , _ � _ ___ -.'-`.�`�+----�-� r _=_. . __-f-� - _ �� - . . ��. �� ti ,; � � _ � - `� ' ' I r" i � A � � 0-- '`� 1 / � � - i"� --.�.` � J u �c �� -II-?��,, � I�' �, � �4 �r`' � I� ~ � f� — t � ' ,'' ,. '\ � _._ . • � • �.�,� `� ti� � I ' '� � � I �� 1 0 fe t �, — __ � ` I '' - , �� - ,_ _. , �� - \_ ' J - ,� .-�-'' W � �a r Notes: Strander Boulevard Extension Plan View Phase II Renton,Washington Contours show groundwater elevation after 14 days of dewatering. Typical dewatering well distribution, actual well placement depends on contractor means, methods DEWATERING GROUNDWWATER schedule and dewatering design. ELEVATION CONTOURS STAG E 1 14 DAYS OF PUMPING May 2011 21-1-21292-003 SHANNON S WILSON, INC FIG. G Geotechnical and Environmental Consultants i 1' Hypothetical �Z~ �� \, Dewatering wells `` `�' , � �" � �r �} I f � p � � ' � 5 I I - �^ I `\ J ,'�� -�--- -- � �- � � � .. ` - _ ~ — O ; ��. ,` ��' � !� • �`a"~ - _�-. f . �/ - � � ' � ��'�Y'� ��, � D ` 1 + _ � 7 �t '� �` ti t I \ f / - � �� 1 � 1 i - �(/ - ---.- - ,J ' t �� — � � �� 'r ' J �'' _ =�-�- Sheet Pile walls � ..,.. � ^ 't r� `�� '•�� It- � .. -�� C)~J4'-- bV . �-- ~ � � � � i�' f � ,d 'V 1 ,'��,_ , i � �,x � \�� ' r i � � � �� f� � � � \` 1�-__ � 1 1 � - �� -� � i ,� � I � ' `� `� '�100 feet � -.f-.,.` y-� '-�'� -��:=,,,,___Z -, _ _... � `,�. �` � � � � � �r I 11 � lI ( �--�--- `'`�- o l--- �,'I �1 1 � �... � ` o � �-�.�f�f ,, � Notes: Strander Boulevard Extension Plan View Phase II Renton,Washington Contours show groundwater elevation after 14 days of dewatering. Typical dewatering well distribution, actual well placement depends on contractor means, methods DEWATERING GROUNDWATER schedule and dewatering design. ELEVATION CONTOURS STAGE 2 14 DAYS OF PUMPiNG May 2011 21-1-21292-003 SHANNON S WILSON, INC F�G. � Geotechnical and Environmental Consullants _ SHANNON 8�WILSON, INC. .Attachment to and part of Report 21-1-21292-003 - Geotechnical and Environmental Consultants Date: A1av 6,201 I - To: A1r.Jim Guarre BergerABAM Engineers,lnc. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated othenvise,your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose �i�ithout first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated��ithout first conferring��ith the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT-SPECIFIC FACTORS. A geotechnical�'environmental repon is based on a subsurface exploration plan designed to consider a unique set of project-specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope-of-service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate ho�a�any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates othenyise, your report should not be used: (1) when the nature of the proposed project is changed (for example. if an office building will be erected instead of a parking garage, or if a refrigerated warehouse�vill be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2)��hen the size, elevation, or configuration of the proposed project is altered; (3)when the location or orientation of the proposed project is modified; (4) when there is a change of o��mership; or(5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factars�vhich were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/em�ironmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for ezample,groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods,earthquakes,or groundwater fluctuations may also aftect subsurface conditions and,thus,the continuing adequacy of a geotechnical!environmental report. The consultant shoul d be kept apprised of an�-such events,and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points�vhere samples are taken. The data ��ere ehtrapolated by your consultant,who then applied judgment to render an opinion about overall subsurface conditions. The actual interface bet��een materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. ��hile nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining }rour consultant to observe subsurface construction operations can be particularly beneficial in this re�pect. Pagc 1 uf 2 I 201 I A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are pr�liminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and w�hether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liabilit�- f'or the adequacv of the report's recommendations if another party is retained to observe construction. THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals de�elop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems,the consultant should be retained to work with other project desi��n professionals to explain relevant geotechnical,geolovical. hydrogeolo�ical,and environmental findin�s.and to re�ie�� the adequac� of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field te�t results,and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not,under any circumstances, be redra��n for inclusion in architect�n•al or other design dra�vings,because drafters may commit errors or omissions in the transfer proce;�. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be gi�en read� acce,;to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should ad��ise contractors of the report's limitations, assuming that a contractor was not one of the specific persons fur whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it ��a� prepared. While a contractor may gain important kno��ledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or altemative �vork believed necessary to obtain the data specifically' appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion. it is far less exact than other design disciplines. This situation has resulted in«�holly unwarranted claims being lodged against consultants. To help prevent this problem. consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties im�olved recognize their individua] responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and yrou are encouraeed to read them closel�. Your consultant�vill be pleased to gi��e full and frank ans«ers to your question;. The preceding paragraphs are based on infonnation provided by the ASFEr'Association of Engineering Firms Practicin��in the Geosciences. Sil��er Spring. 1��laryland Pa«��?�d�� I 2111 I ----� ��s� � - SHANNON F�WILSON, INC. , �-F::: � . � , ck:,��: ` rLCR�.D.: I�NESOTA 115SC_=1 ..,�_r-.,. .. 1.y•..(�I:.'. June 22, ?Ol 1 Mr. Jim Guan-e, Senior Vice President BergerABAM Engineers, Inc. 33301 9tn Avenue South, Suite 300 ��., Federal Way, WA 98003-2600 �� ; ``� r, ,\ ` . RE: STRANDER BOULEVARD UNDERPA�SS, I��E II, I�EWATERING EVALUATION ADDENDUM � ''�;,�,�,, �'��, �. <; � � .,��,� , Dear Mr. Guarre: --_ � �- •� - � \ � .� ,, This letter is an addendum to our Shannon R �Wilsbn�VlayY� 20�11,r�ort. "Strander Boulevard Underpass, Phase II, Revised Dewaterin�v�a}�u�bq�" �e based'�our�current analyses on updated plans for the exc�vatio�..�ro�dec�by,-Berge(,rA�AIC�I on J�ne 13, 2011. The June plans , show a slightly differe�t grading pla�,,ga�ng ir�,and o�t of the�xcavation, and have changed the southern sheet pile vvalls to �fru�al retairl�ng��*�lls, e�ding to an elevation of 2.5 feet (see Figures 1 and 2). `� �� `�� `�, ., , .. . �, ,, �., ,: Based on the ne�� proposed co�figurat�dn, de1��atering discharge rate estimates increase from the previous May 2011 analysis becac�,se the pre�ious model featured deeper sheet piles to the south, which have been replaced with shal�b�ver etaining walls. Shallower walls allow more groundwater to flow underneath, increasing discharge rates. It is our understanding that the excavation staging and depths below the BNSF Railway Company(BNSF) railroad will remain similar to the previous design plans; however, we will not consider the stormwater catch basin conveyance system dewatering at this time, since it is not longer included in the construction plans of Phase II construction. Between approximately Stations 17+80 and 18+65, a foundation slab will be placed to an elevation -1 foot. Under our conceptual dewatering approach,the dewatering system will lower groundwater below the excavation depths of the roadway slab down to a maximum depth of elevation -4 feet, 3 feet below subgrade. The focus of this dewatering report is dewatering the bridge underpass under the BNSF railroad and ramping down the excavation to the bridge underpass. The work will be performed in two stages; the eastern side of the bridge is Stage 1, the western side of the bridge is Stage 2. 100 NORI H 34TH Sl REE7. SUII E 100 G O. BOX 300303 �FATTLE,WASHINGTON 98103 �06-632-8020 FAX 206-695-6777 'LiD 1-800-833-6388 �.v.�w shannor.wi!son ccm 21-1-?1?92-003 Mr. Jim Guarre, Senior Vice President �� '��- u��°-�`��°°�� BergerABAM Engineers, Inc. June 23. 201 1 Page 2 of 6 DE��'ATERING 190DEL Exca�-�ation below the water table will likely result in unstable side slopes and basal instability of the roadway. Therefore, we believe that groundwater control is necessary to complete the associated excavations. Construction dewatering will be needed between approximately Stations 15+50 and19+80 (4301inear feet), where the grading and�oundation slabs extend below the groundwater table, see Figure 2. The width of the��c�w�y de�at�ed varies from 36 feet (roadway and sidewalks only—no cut slope or cut��op�abeve the�6ater table) to 130 feet (roadway,plus BNSF bridge construction excavatio�. `� �'`� � 1 <'y .�`� �`-r`�� We estimated soil hydraulic parameters based o�U��-,,pump�ng f�t, our r�view of the exploration logs and reports near the project, and ou.t'expexie�e im�imi ar�oil and groundwater � �. conditions, listed above. We recommen�t�.con�r ction d�w�ring;.lower the goundwater table 3 feet below excavation of the ro,� ' ay`�1� �e/ariAountbf di-awdown required for �' �; dewatering varies acros�-�the ahg�n��and r�nges �rom��rc�xi3Yiately 0 to 23 feet of drawdo«n. For our hydrogeolog�ic�evaluat�e.n groi.tr�d�;�terparameters,pxease refer to Shannon R Wilson, 2011.� `'� ` ._`� .,\�1 �\`. Dewatering Simulations \ �� .,� Following completion of calibrati�p of the g,�ound��ater model, we used the model to simulate � � dewatering. We divided the de��ateii�;ajiproach to correlate with Stage 1 and Stage 2 construction goals. Stage 1 is between approximately Stations 18+20 and 19+80, which encompass the eastern side of the BNSF underpass, and Stage 2 is between Stations 15+�0 and 18+20, which encompass the western side of the BNSF underpass. The potential groundwater discharge rates will be used in support of discharge permits, to design water treatment systems, if needed, and achieve a dry to near-dry subgrade during construction. The modeled de��ater•ing facilities consisted of the follo��-ing: � Shannon&Wilson, Ine.,2011,Strander Boule�ard underpass. Phase I1. re��ised dewatering e��aluation. project number�1-1-21292-003: Prepared for Bergei:ABA1�4 Engineers. Inc. of Federal �Vay. Washington. by Shannon R Wilson,Inc.of Seattle,Washington,May 6. 2 i a-z i z9?-ooa-�z.a«x-Wpnkn 21-1-21292-003 Mr. Jim Guarre, Senior Vice President ` ��_ � ` � �� BergerABAM Engineers, Inc. June 23. 201 l Pa�e 3 of 6 ■ St�eet pile ��-alls for Stage 1 on tti��o sides (north and ��est) and a retaining ��all on the south side. For Stage 2, a sheet pile«�all on the north side and a retaining«�all on the south side. ■ Sheet pile walls extend from ground surface (elevation 27 feet) to an elevation of-20 feet (the base of model layer 2). Retaining walls extend from ground surface(elevation 27 feet)to an elevation of 0 foot(the base of model l�ye� 1). ■ Six dewatering wells, located inside the ea�t'e�`se�,of wall�.(Stage 1), and six dewaterin�� wells located within western set of walls (�tage�),_�ach we�i'completed to a nominal depth of 60 feet(screened in the upper part�the a1li�ui,�an u�it, model layers 2 and 3). �� % � �'��. r. Target modeled drawdown is up to-4 feet in eleva�`�lStage� 1 anti 2; the�rget dra�vdo��ns / `- � -�, are achieved after 14 days, see Figures 3 and 4;' Each sYa�e�i�odel��was r�_f�368 days. ; � / '.,� ` �'.. The model-predicted Stage 1 total dischafge�r�te�'fqY the,six�,el�s,�t�'achieve the necessaiy ,•.:, � . � , ,_ � piezometric levels in the�tr��n rar�ge�etv�een 7d0 a�d �,100 gallons per minute (gpm). . .. , , � , 1.�, However, the Stage 1 r�te could initiall'�;be as�,high a,s 1,3�0 �pm if the entire Stage 1 de��atering system starts at the sa�ne tim�.~ ��•� ` -- -�� , ., \� \ � '��''• The model predicted Stag�,� tota�.disc�arge`rate�si�%'vvells) ranges bett��een 800 and 1,200 gpm after 14 days, but could initial�,y be�s,�gh as'��1,400 gpm if the entire Stage 2 dewatering system starts at the same time. Stage 2 i�del resul�assume: (1) full groundwater recovery after Stage 1, and(2) use of three dewate�n�vv�lls installed as part of Stage 1 construction. Dewatering discharge rates have increased from the previous May 2011 analysis because the previous model featured deeper sheet piles to the south, which have been replaced with shallower retaining walls in the updated plans. Shallower«�alls allo«� more ground��ater to flow underneath, increasing discharge rates. Discharge rates will decrease with time as the saturated thickness of the aquifer is progressively reduced by the dewatering effort. However, the pumping test showed that the aquifer would receive recharge from the nearby Green River under pumping conditions; thereby limiting the amount that pumping will decrease over time. The model estimated that the radius of influence of the de«-atering may extend greater than 2,000 feet from the dewatered roadway excavation at 100 days. An increased length of pumpin`� mav result in a «t-eater radius of influence. _i-i-�i-"�_��-�:_i,_d,�:��,�.F,iF.� �1-1-�1�9�-UO? a� �:F�- � p �F �`{' _�l,r-.. Mr. Jiin Guan-e, Senior Vice President `' ��''�`��' ` �""��` �'`��"� BergerABAM Engineers. Inc. June 23. 2011 Page 4 of 6 ' De��atering S��stem Configurations For Stage 1 construction around the BVSF bridge excavation, sheet pile cutoff walls are on the north and west sides; the south side features a shallower retaining wall cutoff wall. For Stage ? construction, cutoff walls in the form of sheet pile walls will be on the north side of the BNSF r, bridge excavation and a shallower retaining wall at the sout�side of the excavation. Stage 2 construction will include removing the sheet pile wail o�t�e ea�t'side under the railroad tracks for slab construction. Sheet piles were modeled to,a de�th.`f eleva�fon -20 feet, retaining walls to a depth of 0 foot. Increasing the depth of the she�-��piles o`x,� in i�g,wall may result in a reduction of dra«�down outside the walls and reduce�e grouf�dwa�diseli�e rates. .--��J,� � �� For the groundwater model, we assigned larga�diam�ter�um�ng v�.�lls in �de the BNSF bridge excavation. The pumping test demonstra�t�at the�(rea of'i�fli�nce�or a well is extensive in � � �r. -. ., . the site soils, so that all dewatering wel��sta`�la�n,� can b�p1a�dY the BNSF bridge excavation and the soils,.�amping dczwn,to th��BNS�bri�lge`w��lL�ie dewatered in conjunction. Depending on the CQritractor;s�eans��a�d�net�iods, a itio�l dewatering wells outside of the BNSF bridge excavati�ma}��r m��not`�ie�'rieede�, Dewatering wells were placed on 50-foot spacing inside the BNSF`b�idge�e�cav�ion�,If�e�ntractor places the dewatering wells outside of the BNSF bridge e�ava�Qn/�heetp;iles,it is likely that deeper and/or additional dewatering wells will be needed`t�reach the�ewatering goal. Our groundwater model �vell � design and drawdown contours are�s`�own�,�fn Figures 3 and 4. Dewatering wells may extend as much as approximately 25 feet below t�ie drawdown goal, depending on the location and well efficiency. The groundwater model also assumes trenches/sumps will be used in the fine-grained estuary/overbank soils between approximately elevations 19 and 0 feet. The groundwater model achieved dewatering goals at Stage 1 ��-ith six wells and Stage 2 with six wells(using three ��ells from Stage 1). The eaact number of wells w�ill depend on the Contractor's means, methc�ds. sequencing, and scheduling; the number of dewatering wells could increase or decrease. DEWATERING RECOMMENDATIONS AND CONCLUSIONS Our dewatering recommendations remain the same as in the May 2011 Shannon & Wilson report. ,i-i-,i��iz-��,�_i�a,��.��i,i�„ 21-1-2129?-003 Mr. Jim Guarre, Senior Vice President Sf1�WNON��IVILSON,INC. BergerABAM Engineers, Inc. June 23, 2011 Page 5 of 6 Dewatering System For the soil types encountered and the depth of excavation, large-diameter pumped wells in conjunction with trenches/sumps appear the most efficient approach to dewaterin�the Strander excavation. The large-diameter dewatering wells will be used to relieve the pressures and basal r, instabilities that may be encountered at depths. Because t e,t�ear-surface soils are fine-grained, unless an extended period of dewatering(at least o�mp h) o�curs before construction starts, the fine-grained soils will drain slowly and the Co`�tract�or s�iould b�prepared to encounter residual groundwater and/or wet soils, which shoula�be draii��ith�s�mps, trenches, and > > � � pumps. < : �.\ �..f�� % � � �� Tv ical Well Desi n /" \\ � �P g . �, � �, �/� �• �, '�. Pumped wells can be placed on a 50-fo9�sp�in�/�the�NSF�j�ri�xcavation and generally extend 20 feet below the�kevatiezi d�atering'goal�.a m.ini�n�m o�approximately 70 feet below ground surface. Our q�odeling placed:d�.�;�ate��g w�11s withi�the BNSF bridge construction (within the sheet pile��;to ac�i e�dequa,te'�c�epr`�suriz�i�n of the alluvial sands. If dewatering wells are placed outside�e sh�tpile�the�oi�t,�-actdc will likely need wells to be deeper in depth and capable of pumping hig�er vo�me�,of vv�ter;`aiid additional wells may be needed. Figures 3 ' and 4 shows a schematic hypoth�ticaT��iell layout used in our groundwater model for Stages 1 and 2, respectively. Dewatering w�ls wil�ely be 12-inch-diameter casings and screens placed in a 24- to 36-inch-diameter borehole`��ixr analyses assumed highly efficient wells , (approximately 80 percent efficient). Lower efficiency wells will require increased depths and,�or additional wells. � LI�iITATIONS This letter was prepared for BergerABAM and the Cities of Renton and Tukwila for specific application to the site defined in this letter. This study has been prepared in accordance with generally accepted hydrogeologic methods. No other warranty, express or implied, is made. Shannon & VVilson, Inc. has prepared the enclosure, "Important Information About Your GeotechnicaUEnvironmental Report,"to assist ��ou and others in understanding the use and limitations of our reports. The geologic and hydrogeologic data obtained indicate subsurface conditions only at the specific locations and times when the observations were made and only to the depths penetrated. They �i-i-z i�e�-oo�_i.�.d��ti��ik� �1-1-21?92-003 Mr. Jim Guarre, Senior Vice President SF{ANNC�N F�WiL.SON,iNC. BergerABAM Engineers, Inc. June 23, 2011 Page 6 of 6 do not necessarily reflect strata variations that may exist between such locations. The validity of the dewatering estimates is based in part on assumptions about the stratigraphy and hydraulic conductivities made by our staff. If subsurface conditions different from those described are encountered during future explorations or excavations, findings in this letter may require re-evaluation. Actual permeabilities or hydraulic conductjyities significantly lower or higher than those assumed in our evaluations will result in s�nif�cai�tly,.lower or higher flows and � � = �, drawdown impacts. More refined or accurate estir�'iatespflQow woi�d require additional subsurface explorations, and pumping tests. `�,/•�� ,� Sincerely, � \�`� � �/ SHANNON & WILSON, INC. � /^``� _,� � � \ � �` Kate E. Stalker, L.G�, \ � �' _ . � Hydrogeologist \ � ,,. . J J=� . � , Larry West, L.H.G., C.E.G. �� ;' �I Vice President ��' KES:JNB:LMW/kes Enc: Figure l —Vicinity Map Figure 2 —Site Plan Figure 3 —Dewatering Groundwater Elevation Contours, Stage 1, 14 Days of Pumping Figure 4—Dewatering Groundwater Elevation Contours, Stage 2, 14 Days of Pumping Important Infonnation About Your Geotechnical!Em-ironmental Report �I-I-_'I_"P-G(I}-11doc��+�p Ikn �1-1-��9�-Q�� I L ii ' P l: '. � � f� _ � Y A. �f� �y �� y Washington �r �*�" F�== r :�: � .�. s� . , .� , . - . � , t - � � •. 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June 2011 21-1-21292-003 m 5��.w�W�i N'c«m� FIG. 1 � � , � `�I � +I ! � � � I I� II \. � � _ , � ; i I' �,� � N �, � �, I �, ( - ,, , � I i i ;, _ �;' ;'� �!i j � i , r �,� � � � + I ; � � � , �; , `� i ; ;' ,�� `�.:,��,� ;�, �� I I � i �_ , , ; . , , , ,� �, ,,� ; , , , ,,�,� ;li� �I � , �� ,�;`� ��:`�` � �� '� +� + �!i � '; � � `\ � -_ I I � . I � \ 1 �: � ,\� , `��` � � � � i � i � 9 � i Sta e 1 Sheet Pile Wall_ `�.,1 � �, ',,�,, i i . I ' i � ,, ii � i � � ;'� \�, � Stage 2 Sheet Pile Wall , i� ', \` �4 . � ji � � ��1 � \` � f � � � . �1 �, . �, . I I 1' `� \� /� (//��` ry/� I' �� /�_. 8 ' 1`1\` / � -_ _ __ 1 _ � II I 4 ,1 , ��' \ �,�, — ti� � � � , l �l i � !�1 � ;' i i -- � � �� . - � ' _ -� Ir , , , � , 1 r � -- ----- 1 :. � � . � , , __ � ,A � � � ;'� i i � , � � ;I� , \\ \ _ � � -- i Sta e 1 Sheet Pite Wall � , �,, 1 ; � ' � ' ��" ; '�, ', �� , ., �'�,, -- - to be removed for Stage 2 �,/ 1 � . � ' � - ---- , , � ,��. . — —---- --- �� ; - _ _ -- __ _ �_ � _-=--- , `,,, ,, ; �� -- � � \ � � � � —_ �--__ � 11'�, � � ' --- - ' , , _ i � ; , ` , — ----- � \� \ ` �J _ —��_ � \� , - �; � ; / � :I - - ---- --- -- i — - - / % ` \ . , I . , , � i . �,�� - � -- ---- ��--- --- - - -- ------ _` _ � �f � � - - -- - --_ — � --- � .. �� ; ; , ��:�� , —— ; j I ,,,m = —— __ — _ ; �� ,� ,�.� — � — — —. — — _ -- --—- --—-——---- —— -- ——- -—- --- — -- — — — _ , — ., , , -- — -- ------ — — � �� — --__— —— — . , � =— � � � ��, I � �� , — - - - - - -II —_ ,_ � - - - - - - - - — -- — — � � � ' � ---- -------- ---_ :_ _-- - _ , , — --- --- --- � � ` � ------- -------------- -- -- -- — ---------- ---- -- , ; , ---------- --r �� -- - : __ - _ - - - _ -- � `�_---�/ ,� � , ---- . . �. -- �\� ��, ;:. _ `.___-- -�-- ` - ` - i �-�-� ��`` � ----- ; __ . "� �;- �� ; � �\�, � �_ -/ �� \ � � � _. \ �_ '\ ` �� __ ,\ ,_ __ _ - .. ;�_ , I ��r' � � �� ' �., - - —. ---- - - � U . `\ \�'_'_-"_�-._-__. _-_ __- - ��` � C \ � �� I I / O� � ,1�I i i'�� \ \ ,� / � _�' ---- ----- __ - ----- i I N _ _ __ ;, ( i i iii. - f �!� Stage 1 Retaining Wall ,' I N o Stage 2 Retaining Wall ; ' i�'��I I �j,I ��( j " ' � ��!Il � ��jil � , � � � ,'►,, � ��I; ; - ,, ' � „ i ;!j ' � III ; � � � ✓ � �° \`�'G �1 � � il�'1 I � � 3 ' " � 'I�a ,�I � � �, �, � --— 0 0 � Strander Boulevard Underpass � Phase II � LEGEND NOTE Renton and Tukwila,Washington �, 0 40 80 o Areas to be Dewatered Figure adapted from electronic files � provided by BergerABAM via FTP, � Scale in Feet received Cr13-2011. SITE PLAN � d June 2011 21-1-21292-003 E a SGeotecnnicel�andEnvironlmentelCons�taMs FIG. 2 ii - ~ . . �. � . ` �i -_. ___._ ;� �� ' i I �I' i---�--. HYPothetical -----______ _ i , _ I J Dewatering welis ��' Sheet Pile Walls � �� ; � i _ ';', ,',,, ,,, :J , ,. � � �• - �� - ,, � —--- ?I r �t�1,51� %i I O q ; 61 �. ' '• r! I ` - .� � ��..• �' Yi� __ __.___.�_ � '�. �� ._. r ,"" .. ' � �-. �_� ..,' , - ��,,��t a -_— - ,.� �;�, _ S� � � , �. �_ _ r , �\ �,� - -- ..--�- _-- - _ 1 ,; i _ ,``\�\�``` - - - --_ -_.._ - _- - � ~�� --- - - � , ., . ; �,;� *:� _ � -_. — '�'�--�_- - -- c' .� . ..,.� .. __ _�. ----`__ �_ - --- �---�� -_ <v _;-�-.. -- — —- - - -- --- _.___ - , v � _ �` �' a� _ _ � - .1�f-�-- - - '-/ �� ' .t � 1 L. ' _ ' � _ r��. - � ��'ii � � , " � I-:' � `-:�y�-"'.�.�]vi - ' ' '--�='" �` _ti � 1 ,. �� __�.�� i�, � ,� _ �� i' - , , � , -, .__ _--- i� �' I � � \ .� --_ . .-- i; I z-"� 1 0 feet �, — -- i ti Retaining Wall ! � � a \ `� — i \ •,,� _: ,, .- - �� i ��. � �i� �L �'. �z �, '' % � _ __ - `" Notes: Plan View Contours show groundwater elevation after 14 days of dewatering. Strander Boulevard Extension Typical dewatering well distribution, actual well placement depends on contractor means, methods Phase II schedule and dewatering design. Renton and Tukwila,Washington DEWATERING GROUNDWWATER ELEVATION CONTOURS STAGE 1 14 DAYS OF PUMPING June 2011 21-1-21292-003 SHANNON 8 WILSON, INC FIG. 3 Geotechnical and Environmental Consultants � ,- ,.� i� �, ,' , ` \, ___ � , i;�i ; � �,� � � 1 ,�Y__----�-,.. __ _ Hypothetical � -� , Dewatering wells • � � ��._--_., N I �,� ,,, �� , ��..,�, , . - ��, a ,.. ,,�,;,� � � ` _ ��, � �,� � - ,;:-- ��-�-- --_- �ti i�� ----= 1 �,4� _ -��.� I �' D _ ; - . . � _.,.__. �'� `,,�� ` - — - _ _ -- I __ . ; �`�' \� ,� -- -— _ -------__ __--- � _ .`:;•. —- —..__. - -- ``�l �.=� � Sheet Pile Wall _—��-�- ` y ___. � -. � , `�-- _ �.. �� — - -��- - ... -._ -__ • --� —- �_ _ _ ---- N --_._ — —- —��, �_ - ., _ ` �,� � \ �1 � - " - -_.. .._. _. .....,.. � -J _ ' /: I __ -' L f �"� -_ . � i+ '�� ' -- ' '�i I � ----- __ � r�� ' �, � � ,� _ (�-f�� , _—_�� ' ii� _ � /� I i ., ,x : �y � t,, ``` Retaining Wall � , , � -- --- --- �� , ---- .. -__ �, __- � I � 100 feet �� I�� " �' / I �''''� _ -- z � f '��, `��, �..__ 1 Notes: Plan View Strander Boulevard Extension � Contours show groundwater elevation after 14 days of dewatering. Phase II �� Typical dewatering well distribution,actual well placement depends on contractor means, methods Renton and Tukwila,Washington I schedule and dewatering design. DEWATERING GROUNDWATER I ELEVATION CONTOURS I STAGE 2 ' 14 DAYS OF PUMPING June 2011 21-1-21292-003 SHANNON 8�WILSON, INC FIG. 4 Geotechnical and Environmental Consultants _ SHANNON 8�WILSON, INC. ,attachment to and part ofReport 21-1-21292-003 _ Geotechnical and Environmental Consultants Date: June 22,201 1 � To: Mr.Jim Guarre BergerABA'�1 Eneine�rs,]nc. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICALIENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a ci��il engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise,your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring ��ith the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring�vith the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT-SPECIFIC FACTORS. .a geotechnicalienvironmental report is based on a subsurface exploration plan designed to consider a unique set of project-specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope-of-service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) �vhen the nature of the proposed project is changed (for example, if an of�'ice building will be erected instead of a parking garage, or if a refrigerated �rarehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site);(2)when the size, elevation. or configuration of the proposed project is altered; (3)when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or(5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnicaUenvironmental report i, based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report��hose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for e�ample,groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods,earthquakes,or groundwater fluctuations may also affect subsurface conditions and,thus,the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events,and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points«�here samples are taken. The data «ere extrapolated by your consultant,who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in thi,respect. Pa��c I ��f? I ?�11 1 A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratorv sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is full}� familiar �rith the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnicaUenvironmental report. To help avoid these problems,the consultant should be retained to work��-ith other project design professionals to explain relevant geotechnical,geological, hydrogeological,and environmental findings,and to revie�v the adeyuacy of their plans and specifications relative to these issues. BORING LOGS ANDIOR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not,under any circumstances,be redrawn for inclusion in architectural or other design dra��ings,because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation,contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's ]imitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates�vas not one of the specific purposes for which it ��•as prepared. R�hile a contractor may gain important knowledge from a report prepared for another party, the contractor should di scuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical,�environmental engineering is based extensiveh�on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wfiolly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties invoh-ed recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant�1 ill be pleased to�ive full and frank ans��ers to your questions. The preceding paragraphs are based oi� infonnatio��provided by the ASFEi�Association of Enaineering Firms Practicing in the Geosciences, Silcer Spring. Maryland Page?of 2 I�201 1