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Home My WebLink AboutSWP272973(2) TRLAD ASSOCIATES 11814 115th Avenue NE Kirkland,WA 98034-6923 425.821.8448 425.821.3481 fax 800.488.0756 toll free www.triadassoc.com Sienna -Ile_ k - 2D73 TECHNICAL INFORMATION REPORT City of Renton, Washington LO kq P16A � L Prepared For: Conner Homes Issued August 31 , 2001 Revised October 12, 2001 Revised November 13, 2001 Revised February 13, 2002 Revised March 2, 2002 Job #01-108 Land Development Storm Water Drainage Analysis • Prepared For: Conner Homes Company Issued August 31 , 2001 Revised October 24, 2001 Revised November 13, 2001 Revised February 13, 2002 Revised March 2, 2002 Prepared By: Rebecca Cushman, PE .� A. L O V 4F W Z Reviewed By: O � li"Q O Clay A. Loomis, PE �aisLEft 'i'E4� Es/or"z " March 2,2002 Page 1 Job#01-108 /TFJAD Storm Water Drainage Analysis Table of Contents Tableof Contents.....................................................................................................ii 1 PROJECT OVERVIEW.......................................................................................1 VicinityMap...................................................................................................................................... 1 2 CONDITIONS AND REQUIREMENTS SUMMARY............................................3 2.1 CORE REQUIREMENTS..................................................................................................... 3 3 OFFSITE ANALYSIS..........................................................................................8 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN .....................................................................................................................9 4.1 DRAINAGE CONCEPT........................................................................................................ 9 4.2 KCRTS METHODOLOGY.................................................................................................... 9 4.3 POND DESIGN................................................................................................................... 10 4.4 Water Quality Design........................................................................................................ 18 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN.......................................22 5.1 Onsite Conveyance.......................................................................................................... 22 • 5.2 Pond Outflow Conveyance.............................................................................................. 24 5.3 Conveyance for Upstream Flows.................................................................................... 24 6 SPECIAL REPORTS AND STUDIES...............................................................27 7 OTHER PERMITS.............................................................................................28 8 ESC ANALYSIS AND DESIGN ........................................................................29 8.1 Sedimentation Pond......................................................................................................... 29 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT.............................................................................................................31 10 OPERATIONS AND MAINTENANCE MANUAL ..........................................32 Appendix..................................................................................................................A Existing Conditions Exhibit Developed Conditions Exhibit Water Quality Exhibit KCRTS OUTPUT Storm Sewers Output CB Tributary Area Exhibit In pockets at end of appendix: Preliminary Plat Drawing • Upstream Tributary Map March 2,2002 Page ii Job#01-108 /TRLAD j SECTION I PROJECT OVERVIEW 0 0 • Storm Water Drainage Analysis 1 PROJECT OVERVIEW The project proposes to create 63 single-family lots on a 15.92-acre property. 15.7 acres will be included in the development site, and the remainder left as protected wetlands and associated buffers. The site is located north of NE 2"a St. and east of Jericho Ave. In general, the site lies within Section 15, Township 23 North, Range 5 East, W.M., King County, Washington. Please see the Vicinity Map below. i WI a9 �I sr ,;st,h st i w 1 r26r; St i W Park I � i Sc "lnd St i SITE ^M Park Renton Vicinity Map Not to Scale A site visit was performed on July 2, 2001, a warm, sunny day. The existing site contains five existing residences, four of which will be demolished, and miscellaneous outbuildings. A new subdivision called Morgan Place is being constructed to the northeast and east of the proposed site. Single-family residences border the site to the southwest and north. (See Existing Conditions Exhibit, in Appendix). March 2,2002 Page 1 Job#01-108 TRIAD Storm Water Drainage Analysis With the exception of the existing houses and associated driveways, the site is covered • predominately with second growth forest of alder, fir, cedar, maple, scrub trees and bramble under story. The site contains mild slopes ranging from 1% to 3% sloping from the north to the south. A drainage swale meanders through the middle of the site, flowing north to south. A 0.19-acre wetland lies at the northeast corner of the site. The wetland will remain in a sensitive area tract. • March 2,2002 Page 2 Job#01-108 T,RIAD SECTION II CONDITIONS & REQUIREMENTS SUMMARY • • • Storm Water Drainage Analysis • 2 CONDITIONS AND REQUIREMENTS SUMMARY RECOMMENDATIONS: The City Council should approve the proposed plat subject to the following conditions: 1. Compliance with ERC Mitigation Measures: The applicant is required to comply with the Mitigation Measures, which were required by the Environmental Review Committee Threshold Determination. a. Existing unsuitable fill materials shall be removed from areas of future road and building construction. All existing unsuitable fill materials will be removed front future road and building construction areas. b. Following removal of unsuitable fill material, exposed surfaces shall be proof rolled to identify excessively yielding areas. If such areas are present, • affected soils shall be removed to firm bearing soil and grade restored with structural fill. If depth of excavation is excessive, the use of geotextile fabric with eighteen inches (18") of gravel over the geotextile fabric shall be placed to establish a stable bearing surface. The areas will be proof rolled and treated for stability as stated above. c. The project shall comply with the 1998 King County Surface Water Design Manual. The project shall provide King County Runoff Time Series (KCRTS) Level 2 detention and "Basic"water quality. The pond was designed using KCRTS at a level 2 detention standard. A combination wet/detention pond was chosen out of the "Basic" water quality menu. Please refer to Section 4Flow Control and Water Quality Facility Analysis and Design located in the Technical Information Report. d. The applicant shall provide compensatory storage, either on site or off site, for upstream runoff normally detained on the property. Calculations shall be March 2,2002 Page 3 Job#01-108 TRIAD Storm Water Drainage Analysis provided that demonstrate that the volume of pass through runoff will not be • increased at it discharge point. Compensatory storage has been provided in the detention pond for the areas on the plat that may have normally been detained on the property. Please refer to the calculations located in Section 4.4.4 Compensatory Volumes for Wetland Fill areas located in the Technical Information Report. e. Roof and foundation drains should be separate to a point 10 feet from proposed foundation walls. At the point, the roof and foundation drain may join and be tight lined to the storm drainage system. Roof and foundation drains are shown on Road and Storm Plan Sheets 10 and H. f. The applicant shall pay the applicable Transportation Mitigation Fee at the rate of$75.00 per each new average weekday trip attributable to the project, . estimated to be 9.57 average weekday trips per new residence. The Transportation Mitigation Fee is due prior to the recording of the plat. The Transportation Mitigation Fee shall be paid prior to the recording of the plat. g. The applicant shall pat the appropriate Fire Mitigation Fee at a rate of$488.00 per each new single family residential lot created by the proposed plat. The fee is due prior to the recording of the plat. The Fire Mitigation Fee shall be paid prior to the recording of the plat. h. The applicant shall pay the appropriate Parks Mitigation Fee at the rate of $530.75 per each new single-family residential lot. The fee is due prior to the recording of the plat. The Parks Mitigation Fee shall be paid prior to the recording of the plat. March 2,2002 Page 4 Job#01-108 TRIAD Storm Water Drainage Analysis 2. A "will serve" letter must be obtained from Water District 90 prior to obtaining building permits. The will serve letter must be provided to the Development Services Division prior to recording the plat. The "will serve"letter from Water District 90 will be provided to the Development Services Division prior to the recording of the plat. 3. A certification of a field test-verifying minimum required water pressure must be provided by the applicant prior to recording the plat. The certification verification for minimum required water pressure will be provided prior to the recording of the plat. 4. The applicant shall draft and record a Homeowners' Association to take responsibility for the maintenance of all common improvements, including private stormwater facilities, utility and other easements, and other common areas, including all non- residential tracts. A draft of the document shall be submitted to the City of Renton Development Services Division for review and approval by the City Attorney prior to the recording of the final plat. A Homeowners'Association will be drafted and recorded for the maintenance of all common improvements, including private storm water facilities, utility and other common areas and submitted to the City of Renton Development Services Division prior to the recording of the final plat. 5. In order to meet fire safety needs, Road B must be extended to the west to connect with Jericho Avenue NE. This will necessitate realigning property boundaries to ensure all lots meet the minimum development standards for size, width, and depth. The plat may be reduced by one lot if necessary to accommodate this condition. Road B (NE 2nd Court) has been extended to the west and connected with Jericho Ave NE. Please see Road and Storm Plan Sheets 10 and 11. March 2,2002 Page 5 Job#01-108 �Tn T A D Storm Water Drainage Analysis 6. The applicant and City shall work together to make sure that even the temporary • system does not exacerbate the flooding and the City in its sole discretion may require additional interim measures to reduce or eliminate flooding potential. The applicant and the City have worked together to reduce or eliminate flooding potential. Please see the Road and Storm Plans. T All lots shall meet setback, dimension and access standards. All lots meet setback, dimension and access standards. This item to be reviewed and approved prior to the recording of the final plat. 8. If the Lyons Avenue NE vacation proposal is not approved, the plat shall be null and void. Condition noted. • 2.1 CORE REQUIREMENTS 2.1.1 Core Requirement #1 : Discharge at the Natural Location In the pre-developed condition, the storm water discharges into a ditch approximately mid block between Jericho Ave and Lyons Ave. Flows from here split between the 18-inch culvert to the south and the ditch flow to the east. Both flows re-connect approximately 650 feet to the south. In the developed condition, the discharge for storm water is planned to be conveyed from 2"d Street to Jericho then south to where the flows re-connect. 2.1.2 Core Requirement #2: Offsite Analysis Please see the Level 1 downstream analysis provided in Section 3. • March 2,2002 Page 6 Job#01-108 TWAD Storm Water Drainage Analysis 2.1.3 Core Requirement #3: Flow Control The proposed flow control is to provide a Level 2 Flow Control KCRTS modeled detention pond. This level of control will match the 2-yr and 10-year peaks and the durations for 50% of the 2-year though the 50-year peaks. 2.1.4 Core Requirement #4: Conveyance System The new pipe system will be designed with sufficient capacity to convey and contain the 25- year peak flow. 2.1.5 Core Requirement #5: Erosion and Sediment Control Both temporary and permanent erosion and sediment controls shall be implemented. BMP's provided shall consist of cover measures, perimeter control, traffic area stabilization, sediment ponds/traps and dust control. 2.1.6 Special Requirement #1: Other Adopted Area-Specific Requirements The site is located in the Cedar River Basin Plan. The following amended Standards shall be met. Level 2 Flow control; Downspout infiltration in granular soils and in allowable soil conditions; Basic water quality standards with a basic wet pond. 2.1.7 Special Requirement #2: Floodplain/Floodway Delineation The 100-year floodplain boundary for the onsite wetland shall be delineated per Section 4.4.2 in the KCSWDM. 2.1.8 Special Requirement #3: Flood Protection Facilities This special requirement is required for projects with a Class 1 or 2 streams with an existing flood protection facility. The site does not contain the above-mentioned items. • March 2,2002 Page 7 Job#01-108 /TRJAD loomm SECTION III OFFSITE ANALYSIS Storm Water Drainage Analysis • 3 OFFSITE ANALYSIS Refer to the Level One Downstream Analysis enclosed. • March 2,2002 /'j'D Page 8 Job#01-108 WAD TRIAD A S S O C I A T E S • SIENNA LEVEL 1 DOWNSTREAM ANALYSIS City of Renton, Washington 0 Prepared For: Conner Homes Company Issued August 15, 2001 Revised November 13, 2001 Revised February 13, 2002 • Job#01-108 . . . . . . Sienna Level 1 Downstream Analysis Prepared For: Sienna Issued August 15, 2001 Revised November 13, 2001 Revised February 13, 2002 Prepared By: Rebecca S. Cushman, PE L was r Reviewed By: z Clay A. Loomis, PE FCt 4�C w rwi.�'� 2-13-b� �r s 0 0 1 February 13, 2002 Page 1 Job#01-108 7�� Ti\_lt�l_J Sienna Level 1 Downstream Analysis Table of Contents 1 Introduction .......................................................................................................1 VicinityMap...................................................................................................................................... 1 2 UPSTREAM DRAINAGE ANALYSIS.................................................................2 2.1 Upstream Basin.................................................................................................................. 2 3 DOWNSTREAM DRAINAGE ANALYSIS...........................................................2 3.1 Site Runoff........................................................................................................................... 2 3.2 Downstream Runoff............................................................................................................ 3 3.3 Downstream Drainage Problems...................................................................................... 3 4 RESOURCES USED FOR ANALYSIS...............................................................5 4.1 Sensitive Areas Folio......................................................................................................... 5 4.2 King County Basin Reconnaissance Program................................................................ 5 4.3 Soils Survey for the King County Area............................................................................ 5 4.4 King County Community Planning Area.......................................................................... 5 5 DRAINAGE CONCEPT.......................................................................................6 5.1 Site....................................................................................................................................... 6 Upstream Tributary Map Downstream Drainage Map Off-Site Analysis Drainage System Table Sensitive Areas Maps Offsite Basin Exhibit Soils Map Soils Legend Hydrologic Soils Group Table Drainage Basins Map King County Community Planning Areas King County Water and Land Resources Division Complaint Search • February 13,2002 Page 11 Job#01-108 /�RLAD Sienna Level 1 Downstream Analysis • 1 Introduction The project proposes to create 62 single-family lots on a 15.92-acre property. 15.7 acres will be included in the development site, and the remainder left as protected wetlands and associated buffers. The site is located north of NE 2nd St. and east of Jericho Ave. In general, the site lies within Section 15, Township 23 North, Range 5 East, W.M., King County, Washington. Please seethe Vicinity Map below. Qi SE 116th St C I I� w i • � � Sc 725th St i i Park I L 132nd St j s ' S1TE Park Renton Vicinity Map Not to Scale A site visit was performed on July 2, 2001, a warm, sunny day. The existing site contains five existing residences with miscellaneous outbuildings. Four of the residences with associated outbuildings will be demolished. A new subdivision called Morgan Place is being constructed to the northeast and east of the proposed site. Single-family residences border the site to the southwest and north. (See Existing Conditions Exhibit in the Appendix). February 13,2002 Page 1 Job#01-108 TRIAD Sienna Level 1 Downstream Analysis With the exception of the existing houses and associated driveways, the site is covered predominately with second growth forest of alder, fir, cedar, maple, scrub trees and bramble under story. The site contains mild slopes ranging from 1% to 3% sloping from the north to the south. A drainage swale meanders through the middle of the site, flowing north to south. A 0.19 —acre wetland lies at the northeast corner of the site. The wetland will remain in a sensitive area tract. 2 UPSTREAM DRAINAGE ANALYSIS A site visit was performed on July 2, 2991 to observe the upstream, site and downstream drainage conditions. The following analysis is based on that site visit and related research of available records. 2.1 Upstream Basin There are approximately 160 acres of upstream area tributary to the site as delineated on the Upstream Tributary Map. This area consists mainly of existing nursery, single-family rs residences, roadway and miscellaneous wetlands. Storm water tends to sheet flow over the yard and roadway areas where it is picked up by ditches and pipes. A 42-inch storm line carries the flow south under SE 1281h St. where it discharges into a ditch behind a residence at 14415 SE 1281h St. The ditch ranges from 2 to 3 feet deep and then travels under a driveway via an 18-inch culvert. The storm water enters the north property line of the site via the ditch and meanders through an existing swale in a southerly direction. 3 DOWNSTREAM DRAINAGE ANALYSIS Refer to the Downstream Drainage Map to aid in the following summary of the downstream drainage system. 3.1 Site Runoff In the existing condition, the storm water sheet flows to the onsite swale. The storm water then flows in a southerly direction where it leaves the site approximately 400 feet east of the February 13,2002 Page 2 Job#01-108 /�RTAD Sienna Level 1 Downstream Analysis intersection of SE 132rid St. and 140 Ave SE. At this point the storm water flows for a few feet in a ditch and then under SE 132rid St. in an 18-inch concrete culvert. 3.2 Downstream Runoff The site runoff flows through the 18-inch culvert to a catch basin located on the south side of SE 132°d St. The storm water is then piped south approximately 350 feet where it outfalls into a gravel/hard packed ditch/swale. The water continues to flow in a southerly direction for approximately 100 feet where it splits west and east. The easterly channel conveys flow from a 12-inch culvert where it picks up storm water on the east side of the unopened right- of-way of 164th Ave. SE. The westerly channel flows through a heavily vegetated area into a property at 13224 140 Ave SE. The water is transported through a manmade rocked channel, under a footbridge and then into a 24-inch concrete culvert where it crosses under 1441h Ave SE. The water discharges on the west side of 144`h Ave SE into a seasonal stream called Maplewood Creek. The creek bed was dry at the time of the site visit. It is well vegetated with grass and meanders through a pasture. The stream flows in a west- southwesterly direction to 142nd Ave SE where it then flows south. There were no apparent • signs of flooding outside of the ditch/swale streambed. 3.3 Downstream Drainage Problems According to complaints compiled by the King County Water and Land Resources Division, flooding has occurred between the project site and the one-quarter mile point. Specifically, complaints #86-0739 and #90-0556 reported of flooding of private property at 13323 146`h Ave SE. (See the Drainage Complaints exhibit located in the appendix). The first enclosed complaint was received on July 23, 1986. The complaint was of water flowing from Maplewood Heights Elementary School onto the property. The investigation narrated that the school property is 3-6 feet lower than the complainants' property. Therefore the complaint was closed. The second complaint was received on February 6, 1990. It appears that a neighbor filled a low area in their yard that forced drainage to pond in an adjacent yard. The action taken by King County Department of Public Works was not included in the report. At the time of the site visit performed on July 2, 2001, the drainage February 13,2002 Page 3 Job#01-108 /�FJAD Sienna Level 1 Downstream Analysis Swale at this location was ill defined for approximately 100 feet. At this point, the drainage • converges with the outflow of the 18-inch pipe from the north. The channel is well defined at the convergence point. The ditches along NE 2°a St and 146`h appear to have not been maintained in several years. There are numerous alder saplings along with heavy growth of vegetation. The resident at the corner of NE 2na St. and 146`h Ave SE stated that he has not seen a maintenance crew in over 5 years. He also stated that the ditches have not overflowed but have come close to the top. No flow was observed on the day of the site visit. • February 13,2002 Page 4 Job#01-108 /TRLAD Sienna Level 1 Downstream Analysis 4 RESOURCES USED FOR ANALYSIS Refer to the appendix for a copy of the following maps and figures. 4.1 Sensitive Areas Folio Maps from the King County Sensitive Areas Folio, dated December 1990, show that the site is not in a sensitive area with regards to seismic hazards, coal mines, landslide hazard, erosion hazard, streams or wetlands. 4.2 King County Basin Reconnaissance Program According to the King County Basin Reconnaissance Program, the site is located within the Lower Cedar River sub-basin of the Cedar River Drainage Basin. 4.3 Soils Survey for the King County Area The site is underlain with Alderwood gravelly sandy loam according to the Soils Survey for • the King County Area. 4.4 King County Community Planning Area The site is located within the Newcastle Community Planning Area. • February 13,2002 /�RLAD Page 5 Job#01-108 Sienna Level 1 Downstream Analysis (91 5 DRAINAGE CONCEPT 5.1 Site The proposed drainage system will consist of curb, gutter and sidewalk roadway section with catch basins for the interception of runoff associated with onsite areas. Roof and footing drains from each building will be tied into the conveyance system which in turn will discharge into the combined detention / water quality facility located near the southwest corner of the site. All conveyance, detention, and water quality systems will be sized per the 1998 King County Surface Water Drainage Manual. i • February 13,2002 /�FJAD Page 6 Job#01-108 , Sienna Level 1 Downstream Analysis • Appendix February 13,2002 Page 7 Job#01-108 \ TRIAD `1 it 6 x x 9"tT w X mn x l � L9'LTt x 9r'LTS LaSaT X D"TtX x X x x aa{ Tr \ t x x weal x x cr'caT x ac• at or►at r9'rat r►atx Mai x tL'EaT X — x rr'ra oru 9" X ♦ z x C9'Eat x 11 9C tt te'eat x met x oacaT ►a'rat x eo'►at X tc'Eat X Xo T ab'cttx Weal X x x rT sat x ► cs tTt sL•Ea► 0' x x 0►'aat CD x crcat � r� x x u1cm n ai beaac eaBST tce 60Wx 'cz x x aet o 91IT21 x Weal U) x x x ccw bs'ea{ IF 4M x Ir'aaS x x � er Tt x {x rat x j� �'� e4oseaS Well x s•r / M ra{x C oxr N 6YEaix X _ t OE ti p 991r81 x 9r11'at n 09'Ca�\T� aC►aT x O° 9E5aS X 89 Bat al X "n0 � 99'Sal x Lin _ x L9 X C x w OUT rrsa► arcat x x x 99'LaS x x W48 Ce'6at x Lai X x x Ca9ac OLTO x rC'Cal 9r'racX tc cat x x n Et:'sat x ya�tQ x bs'ca{x x X O sx'eac 99'9at aL'saT z n aawat Sl N 9s'4 t' A I\_ x > x T 6 TX LC6ai X n a!'Lat x Coa E►'6ai � 61'OCI ICI X O sew4110 X Cl rrlE AZT � u'I E6OEt �~ 7 co ►'TEt x lca'Lat x yaflis WOCT x \ \ 19Ka1 x \ ! x or {x WWI _ act x Lr \ aaet Me x 6 tx ~� LMI x uTx x I ac'aX T ' Tract � L'r6T n 0 • 0 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: Cedar River Subbasin Name: Lower Cedar River Subbasin Number: Symbol prainage Drainage Component Slope Distance Existing; Potential Observations of field inspector Component Type, Description from site Problems problems resource reviewer, or resident' Name and Size discharge Type;sheet low,Swale, constrictions,under calyacny,ponding, see map stream,channel,pipe, drainage basin vegetation,cover, % 1/4 mi 1,320 ft overtopping,flooding,haMat or organism tr butatyafea,gkellttood.. problem, pond; Size:diameter:: depth,type of senWive area,volume destruction,scouring,bank stoughing, overflow pathways................. p Impacts. surface area sedimentation incision other erosion If intake is plugged, ctrairagle A 1 8" Cone Uner NE 2nd 0 ' None None waild flow in ditch Neig1-t:>ors stated no over B Ditch Very d e n s e Vegetation 2% O-S25 Cmst ri ction Over C Swale Herd pad<ed earth 2% 625-1005 None Scarring No erosion see D 2411 Cony Urder 144th Ave SE 1005-1055 None Viper capacity Pipe is c]e� E Seasorel Stream Grass 4% 1055-1455 None Scasing No erosion seen L1Table.doc 1112/92 47°28' 0. 0" 1 1AIJ47°29 0.0 47°29'30. 0" k pp Go 4, w f tam �� ',�. `� ' �`� � �,,' ■ra i i • • ri/ • �' ear a . a • �. a ,.' rwriw .rwr Ina rcy— �k • �t. .� ,a a • s o CO w f r v . f -. ;�•^ ; •.. • r .•.'°`Ps M+ IY �_ r •4• w�c w W Mk p a.� n •'� '�� r�.�x,see. ,e r.: li w ;a •, a w �• w ,�w K '�Y,�iyS'. �1 ��, '� x"r � e • d ! y+ • •, • �''+a,e"+�.a.,•..'.."+'s,�w.w.�.-.�w.'^r--^ • r * ■ a• � f hi '.F#P �; ,p-^` y w.I 1Y4.-s'�€� Yq•.°'P .�� i � � + it � f� .....e'v""� -... .o. x °,t �. i➢71 i A i N or 4 lI o o r O i •+ ° �!• 1 tea. . •woo* a4y64 * .•.,4r: O '. 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Yp `.tt:.WaEe"ft YellE rvti .�' N'.,� e .RNIMN• F ° 1�tt �, ,tom ext.?+t. �" .Y��' 'f•�'pSRF'w•, +• %:� ,,.�.'x.:rl',.4Q..�8;„.tlS- �'t,:a+ H�rl `��,u��, W,� ' ✓ � � '""p,�� rnnYm�tr "" °^w(1 'P 4� nsaio""`w• � kz�� Rair x �arw:.:. �' s d@CUIIi � P "gS a!>:, �efcanw arxst a rSxEtaf/ 49aYx'Pl � �O�':f.� r -.,�'i.,Pra "� :.W+..S'..•r/Jw .Y^ ..�,� ( eJ� '� iF'talt y e„ a.x��.:.e'Y �Y®, y t F "kitlYliMCe! r �A" •''my1 �� "�' G'k�`k '�. � � �'��, y2�� 'ir �3llr�°°' .� ' Pfr$;��.�at'� �t.�Ng5A1r'.r,°�� + `��'cR�6 •��csa�. �Mlldi "aatt�rt. ,,a a3wwwa. .a. ..mm. �g A-�1� .4a ....`, r �I ,ft +, iv.'J s�" � �° �.,,. .,�'Rx. !6p^ '°"• +° k.w•"3�"+�'9Ya/ �.: Y�Y!Gi��.«; `;`. .` �j°• fat j6� �'Ih r, �•a„ s � � _'owlD .� °+�",. .,;�i, ..tll�i 'fR '� ... T•M b� '�:aYr It ,.rs'f..a �/��`, yy' nwLN, m`f f� �1 Na:.;f5✓- 'er9yyy.. . SHEET NO. 11 KING COUNTY AREA, WASHINGTON • (RENTON QUADRANGLE) 1 680 000 FEET 122°07.30" 10' 47'30' !2 MI. _ AgD .. . AMC •. i 7 AgC _— •413 AgC •9j5 1 9 —1 AgB i Trailer n. n:EvB II • ' ;'H ■ ark.• i ! .B "IBM B •j• :--- n •3 3 424 .. S216 -- -, SITE GreenwoodCe "" 180000 FEET i I • � c== __�\\ o •.• AgC •406 1 n An it AgC n �� I :;• •15'' �.� �� 1 ...ter•~P'••C• � l•• � i�� kF al A• .'. i AkF/ rr 1 -il .•n• 1 BM 37 ---- — Ir ' •��• --�pj`�j,1 --- ---- •ram --- --f--- •`�._. �— •RI� Py C - Ma gp I • n EvB co E'R or I / •l a AkF / �> o o Py ma / Rh I `fir, AkF •�• PC ry 4.1 ar Fit lot Py C• Rh Ur �r f C . r • t �1 AkF Park N g PY AgC AgC 1 '1;- EvC AkF " M ( AgD B —------ __ 24V ----- --o- -_ --- -- �� i ___ -•_ _ __ -�- --- =___-_ sMo----. BM 27'30„ 1 AgC 1 AgD 1 1 O AkF AgC AgD 1 BMp 428 O AgB, PmO ; AgB AILS SURVEY rr 1 • 27 4921 DEPARTMENT OF AGRICULTURE CONSERVATION SERVICE KING COUNTY AREA, WASHINGTC SOIL LEGEND The first capitol letter is the initial one of the soil name. A second capital letter, A, B,C, D, E,or F, indicates the class of slope. Symbols without a slope letter are those of nearly level soils. SYMBOL NAME Boundor y,national AgB Alde—ood gravelly sandy loom,0 to 6 percent slopes Sebte............... AgC Alderwood gravelly sandy loom,6 to 15 percent slopes County, Parish, AgD Alderwood gravelly sandy loom,15 to 30 percent slopes AkF Alderwood and Kitsop soils,very steep Civil township, I AmB Arents,Alderwood material,0 to 6 percent slopes AmC Arents,Alderwood rrwteriol, 6 to 15 percent slopes• Incorporated city An Arents,Everett material• Reservotion,noti BeC Beousite gravelly sandy loom,6 to 15 percent slopes Small pork,ceme BeD Beausite gravelly sandy loom, 15 to 30 percent slopes BeF Beausite gravelly sandy loom,40 to 75 percent slopes L—J'- ....... Bh Bellinyt.om it, t m Br BNscot silt loom Township,r ronge B. Buckley silt loom Cb Coostal Beaches Section line, Unitec Eo Eorlmont silt loom Section line,approx Ed Edgewick fine sandy loom Township line,not EvB Everett grovel ly sandy loam, 0 to 5 percent slopes E< Everett gravelly sandy loom, 5 to 15 percent slopes Section line,not Un EvD Everett gravelly sandy loom, 15 to 30 percent slopes Section corner,faun EwC Everett-Alderwood gravelly sandy looms,6 to 15 percent slopes tnA Indianola too my fine Bond,0 to 4 percent slopes Boundary monument InC Indianola loamy fine sond,4 to 15 percent slopes United States miner( InD Indianola loomy fine sond, 15 to 30 percent slopes KpB Kitsap silt loom,2 to 8 percent slopes• Bvildin dwellin 9 ( KpC Kitsap silt loom,8 to 15 percent slopes s KpD Kilsop silt loom, IS to 30 percent slopes School,church,an, K,C Klaus gravelly loamy sand,6 to 15 percent slopes Buildings (born,war Mo Mixed alluvial land Power transmission NeC Neilton very gravelly loamy sond,2 to 15 percent slopes Telephone line,pipe Ng Newberg silt loom Nk Nooksock silt loom Wells other than war. No Norma sandy loom Tanks;oil,water,et Or Orcos peat Os Oridio silt loom Located or londmork OvC Ovall gravelly loom,'0 to 15 percent slopes OvD Ovoll gravelly loom, 15 to 25 percent slopes OvF Ovoll ravel) loom,40 to 75 Horizontal and vertic gravelly percent slopes Pc Pilchvck loamy fine Bond Tablet, spirit leve Pk Pilchuck fine sandy loom Other recoverable i Pu Puget silty clay loom Py Puyallup fine sandy loom Horizontal control st( RoC Rognor fine sandy loam,6 to 15 percent slopes Any recoverable m( RoD Rognor fine sandy loom, 15 to 25 percent slopes Vertical control stoti RdC Rognor-Indianolo association,sloping• RdE Rognor-lndionolo assoc iotion,moderately steep* Other recoverable r Re Renton silt loom Rh Rivet-wash Checked spot elevoti. Sa Sala[silt loom Unchecked spot elevc Sh Sommamish silt loom Sk Seattle muck Sm Sholcor muck Sn Si silt loom So Snohomish silt loom Sr Snohomish silt loam,thick surface variant Su Sultan silt loom Tu Tukwilo muck Ur Urbon land Wo Woodinville silt loom The composition of these units is more variable than that of the others in the orea,but it has been controlled well enough to interpret for the expected use of the soils. - 3.2.2 KCRTS/RUNOFF FILES METHOD—GENERATING TIME SERIES TABLE 3 B L�UXV LENC--E�1�'TWEEN SCS SD�L TXPES KCR S;SfJIL:TYPE5'_ 2', T €- SCS Soil Type SCS KCRTS Soil Notes Hydrologic Group . Soil Group --� Alderwood (AgB,AgC,AgD) C Till Arents, Alderwood Material (AmB, AmC) C Till Arents, Everett Material (An) B Outwash 1 Beausite (BeC, BeD, BeF) C Till 2 Bellingham (Bh) D Till 3 Briscot (Br) D Till 3 Buckley (Bu) D Till 4 Earlmont (Ea) D Till 3 Edgewick (Ed) C Till 3 Everett (EvB, EvC, EvD, EwC) A/B Outwash 1 Indianola (InC, InA, InD) A Outwash 1 Kitsap (KpB, KpC, KpD) C Till Klaus (KsC) C Outwash 1 Neilton (NeC) A Outwash 1 Newberg (Ng) B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wetland Oridia (Os) D Till 3 Ovall(OvC, OvD, OvF) C Till 2 Pilchuck (Pc) C Till 3 Puget (Pu) D Till 3 • Puyallup (Py) B Till 3 Ragnar(RaC, RaD, RaC, RaE) B Outwash 1 Renton (Re) D Till 3 Salal (Sa) C Till 3 Sammamish (Sh) D Till 3 Seattle (Sk) D Wetland Shalcar (Sim) D Till 3 Si (Sn) C Till 3 Snohomish (So, Sr) D Till 3 Sultan (Su) C - Till 3 Tukwila (Tu) D Till 3 Woodinville (Wo) D Till 3 Notes.- 1. Where outwash soils are saturated or underlain at shallow depth (<5 feet) by glacial till,they should be treated as till soils. 2. These are bedrock soils, but calibration of HSPF by King County DNR shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvial soils, some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study,these soils should be treated as till soils. 4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is assumed to be similar to that of till soils. 1998 Surface Water Design Manual 9/1/98 3-25 ` x1g, �t _ Will IL W IL RRNMER is Rik. m `i6li �,• wm Ind r^��► W.0 �rr►vo � mw MON MOO fig t" ' e r_• Imo: ►to-top y4 n■�t VI ;�< ° a,.'0 � Laos% r/`��'�11r't � �'JE `i1i+►' ,_ I a+t ,w„tea r� `"�'Iv.O ►,al.K•.s o 'i" + ..� ~ %�.d:�!`.r� - 8r `� � � .a�. `\ ;ems �"r%��►. .�r��!��!of'�i/1�� ,� • RUG.2B.2001 9:10RM KC WLKD 11U. R King County Water and land Resources Dlvlslon-Drainage Services section C0 nt Search Printed: 8/27101 4:24:42 PM Camplalnt iYpe Type of Problem Address of Problem Comments throe Page Nwnber Code 1975-0135 C FLDG 13921 SE 136TH PL SWAMP/SE 136TH PUHIDEWAY HTS 656J2 1981-0197 C DRNG 13832 SE 131ST ST BLKED 656J2 1982-0341 C FLDG 14005 SE 133RD ST 656,12 1982-0386 C DRNG 12808 138TH AVE SE &FLDG 658J2 1982-0491 C FLDG 14009 SE 128TH ST MAPLEWOOD HTS 656J2 1982-0525 C DVR 16935 116TH AVE SE @ SE 132ND/144TH AVE SE 656J2 1983-0353 C FLDG 13224 144TH AVE SE 656J2 1984-0221 C DVR 140XX SE 132ND ST Z FLDG 656J2 1985-1010 C DRNG 14100 SE 132ND ST SEE 84-10051T0 ROADS 656J2 1986-01 D9 C DRNG 14011 SE 132ND ST SURFACE WATER 656,12 1986-0256 C 656J2 1986-0256 F 656J2 1986-0256 S1 COMMITTED DATE:IST QTR 1989- 656J2 1986-03A4 C DRNG 138TH AVE 9,E SYSTEM SILTED 656J2 1986-03A4 E I PROB CRTD. 656J2 1986-0739 C FLDG 13323 146TH AVE SA WATER FROM SCHOOL 656J2 1987-0255 C FLDG 14639 SE 132ND ST STANDING WATER&MUD 656,12 1 328 C DRNG 13323 146TH AVE SE CO DIVERTED DRNG ONTO PROPERTY 656J2 E-- 198'T_0405 C FLDG 13025 138TH AVE SE SEE 87-0463 OVER STREET 656J2 1987-0445 C FLDG 13837 SE 128TH ST FILLING OF LOT 656J2 1987-0445 ER FLDG 13837 SE 128TH ST SEE 86-03A4 PENTON, 87-0707 656J2 1987-0463 X FLDG 13025 138TH AVE SE ON 138TH AVE SE 656J2 19BB-0280 C DRNG 14106 SE 135TH ST STRORM DRAIN FAILURE 656J2 1989-0036 C DEBRIS 14003 SE 132ND ST DEBRI ON RD TO DET POND 656J2 1989-0113 C DRNG 13852 SE 128TH AVE DRAINAGE OF NEIGHBORS FILL/ROAD CO 656J2 1989-0200 C SETTLING 13120 138TH AVE 8E SINK HOLE IN YARD 656J2 1989-0461 S2 FLDG/DVR 14011 SE 132ND ST SEE-86-0256 YAHN PH I 656J2 1989-0472 X INQUIRY 14105 SE 133RD ST STATUS OF STUDY(YAHN STUDY) 656J2 1989-0636 X DRNG 14103 SE 132ND ST YAHN STUDY COMPLAINTS 656J2 1990-0209 C FLDG 14639 SE 132ND ST DITCH OVERFLOW/STORM EVENT 656J2 1990-0388 C DRNG 14105 SE 133RD ST FLOODING IN NBRHD 656J2 1990-0512 C DRNG 13600 138TH AVE SSE CROSS PIPE ERODING RAVINE 656J2 1990-0555 C DRNG 13323 146TH AVE SE DITCH ENDS/DIVERTED WATER 656J2 1990-0556 ER DRNG 13323 146TH AVE SE XPIPE AND POND/DITCH ENDS 656,12 1990-0804 X FLDG 14105 SE 133RD ST COMPLETION OF STUDY 656J2 1990-1511 X FLDG 14105 SE 133RD ST CAPACITY OF PLAT DRNG 656J2 1991-0081 SR DRNG 14105 S 133RD ST PUGET COLONY HOMES 656J2 • Page 1 of 3 AUG.26.2001 9: 11RM KC WLRD NU.ziyU r.zj'4 UO'n*int 1YPe Type of Problem Address of Problem Comments Toros Pepe Number Code 1 081 X DRNG 14105 S 133RD ST CCF#191-32/YAHN STUDYIFLOODED YAR 656,12 1991-0098 SR DRNG 14105 SE 133RD ST CCF#SWM0124 PUGET COLONY HOMES 656J2 1991-0098 X DRNG 14105 SE 133RD ST CCF#SWM0124/DEVELOPEMENT 656J2 1991-0248 C DRNG 14013 SE 133RD ST PLUGGED 656,12 1991-0246 SR DRNG 14013 SE 133RD ST PLUGGED PUGET COLONY HOMES 656,12 1991-0315 C FLDG 14011 SE 132ND DIVERSION/CULVERT OVERFLOW 656J2 1991-0619 NDA DRAINAGE 10403 147TH AVE SE STORM EVENT-DAN FLOODING 656,12 1991-0636 NDA FLDG 14105 SE 133RD ST CCF#491-32 NOT NDA PUGET COLONY H 656J2 1991-0636 X FLDG 14105 SE 133RD ST CCF#491-32/PLAT DRAINAGE 656J2 1991-0650 NDA DRNG 14105 SE 133RD ST t CCF#591-2 NOT NDA PUGET COLONY HO 656J2 1991-0650 X DRNG 14105 SE 133RD ST t CCF#591-2 SAME OLD PROB 656,12 1991-0682 CL FLDG 14105 SE 133RD ST i CCF#591-2 DUE JULY 656,12 1991-0712 NDA DRNG 14103 SE 132ND ST CCF#SWM 0520 NOT NDA PUGET COLON 656,12 1991-0712 X DRNG 14103 SE 132ND ST CCF#SWM 0520 MANY COMP 656J2 1991-0715 C DRAINAGE 14105 SE 133RD ST NEIGHBORHOOD FLOODING 656,12 1991-0715 SR DRAINAGE 14105 SE 133RD ST PUGET COLONY HOMES 656.12 1991-0723 SR DRAINAGE 14105 SE 133RD ST CCF#591-37 PUGET COLONY HOMES 656J2 1991-0723 X DRAINAGE 14105 SE 133RD ST CCF#591.37 656J2 1991-0732 C DRAINAGE 14024 SE 133RD ST /LAMB (CLAIM) 656J2 1991-0732 SR DRAINAGE 14024 SE 133RD ST /LAMB(CLAIM) NOT NDAP 656J2 1 0739 SR DRNG/FLD 14103 SE 132ND ST CCF#SWM-0810 NOT NDAP 656J2 1W777 NDA FLOODING 14103 SE 132ND ST CCF#591-39 NOT NDA PUGET COLONY 656.12 1991-0777 X FLOODING 14103 SE 132ND ST CCF#591-39 656J2 1991-0812 C DRAINAGE 14639 SE 132ND ST 656,12 1991-0868 SR DRAINAGE 14010 SE 134TH ST CCF#SWM0279 NOT NDAP 656J2 1991-0868 X DRAINAGE 14010 SE 134TH ST CCF#SWM0279/PUGET COLONY 656J2 1991-0885 X FLOODING 13405 142ND AVE $E CCF#SWM-0854/DRAINAGE IMPROVEME 656J2 1991-0888 SR FLOODING 13800 SE 128TH ST CCF#SWM-0852-NOT NDA-PUGET COLON 656J2 1991-0888 X FLOODING 13800 SE 128TH ST CCF#SWM-0852WETLAND PROBLEMS 656J2 1991-0946 X DRAINAGE 14105 SE 133RD ST CCF#. 91-0822/GRANTING EASEMENTS 656J2 1991-1214 X DRAINAGE 14105 SE 133RD CCF#SWM 1217/PROJECT SCHEDULE 656J2 1993-0179 C DIVERSON 137XX 144TH AVE SE POSS CLEARING VIOLATION 656J2 1993-1064 C FLDG 14400 SE 136TH ST GROUND WATER UNDER ROADWAY 656,12 1993-1085 E DRNG 14600 SE 132ND ST CHKSTATBYCMDT 656J2 1993-1085 ER DRNG 14600 SE 132ND ST 656J2 11997-0055 C FLDG 14105 SE 133RD ST F PUGET COLONY HOMES 656,12 1997-0055 NDA FLDG 14105 SE 133RD ST PUGET COLONY HOMES 656J2 1997-0055 R FLDG 14105 SE 133RD ST PUGET COLONY HOMES 656,12 1998-0360 C DRAINAGE 14454 SE 132ND ST APPEARS PRE GRADING ACTIVITY NO PE 656.12 1998-0534 WOC WASHWAT 13224 144TH AVE SE APPARENT GREY WATER DISCHARGE 656.12 • Page 2 of 3 d AUG.2B.2001 9:11 RM KC WLKD nu.zj,-Co r.4/4 t 6 Complaint Typo Type of Problem Address of Problem comments Tbiros page Humber Code 1 534 WQR WASHWAT 13224 144TH AVE SL APPARENT GREY WATER DISCHARGE 656,12 1999-0609 C CONSTRUC 14606 SE 136TH ST i CONCERNS RE NEW DEVELP CITY OF RE 656J2 1999-0625 C STND H2O 13741 148TH PL SE SOGGY BACKYARD SOURCE OF WATER 656J2 r i i i r f r h f k • Page 3 of 3 f I NOV. E.2001 5:2EPM KC WLRD NU.4b,7j zi u►:trrir'1 I I'v,mv 1 'fir r UDL.I<r Vv%j"KQ SURFACE WATER MANAGEMENT DIVISION 3 COMPLAINT INVESTIGATION R x EPO�T RE OF COMPLAINT: FC_aoi/ Dat@Rec'd: L S(p LOCATION:. /3 3 Z3 I zl&rl-A 'SEC J5TWP 7�RGS KROLL PG. 3 5 COMPLAINANT: !L(_ ljo I COUNCILDIST. _ PMONE No. 'Address �3 Z 3 /ATM A✓C— 5•& Cif, State Zi HOME. Z55—�55D P DETAILS OF COMPLAINT': WORK: AJA-rEK f rwri RAP66-wo-Ob *-I&# TS 10L sC o� #As c,IA T&,2. -A 1,,1 /r- �410S?5> G �� s�T� 6b , fH 7 c�� ri Y,EFF [C0C--A/J0L.,,)&P S6C d -7 0 3 2 9 COMPLAINT RECEIVED BY: ILS OF INVESTIGATION: Sketch on reverse side Yes O No Photos:Yea D No❑ ; �a 4-4 /3 3 Z 3 �OMFUNT-INVESTIGATED fly: L1A7'E: D*v-- Ci'ION TAKEN: LaS� �. Cam• S Coe-: ell— xoeo-4� �ompialnent ativlsel9 of aitlon poeslbte of �E t-+after Q, Personal contact ompl Aoil6n li T, - L�nt 111idled lay dosed: OK'd: NOV. S.2001 5:29PM KC WLHD NU.4b. r•�� .-t� Sketch ,' l j 8cs+te.r!� I /33t3 Ma'PILE• N r5. S ts4•a t3 t � S. . . b i . .r, �;, —• ti _ Q/■/A _ . .. ;tits^ ; T* . SEP. 7.2001 4:57PM KC WLRD NO.753 P.J/J DEPARTMENT OF PUBLIC WORKS 15-zi-S DIVISION f COMPLAINT INVESTIGATION REPORT 35 241790 t GD'F DATE! Complaint Rec d r P,jMkjRE OF CCMPLAINZ-�Z 22:61 -'2�Lz . Radio ❑ Citizen Q LOCATION: Phone 2-10n•vlew 13 COMPLAINANT '17 ADDRESS Y Details of Complaint: (� ��e 3/ c;� G� Complaint Received By:,,-, ram/ /�.c, , [REF: 5G-0-j39 W4�FOe�� Complaint Referred To: � Date: ACTION TAKEN:Sea = aco Complainant advised of Action possible or token by: Phone ❑ Letter Personol Contact ❑ Comploint Action Handled By I NAME DATE RETAIN PINK CARBON; SEND YELLOW AND WHITE FORWARD, � )r SEP. 7.2001 4:56PM • KC WLRD -- NU. rSj F.e1j. _ / Is-4 3-s 0Ar .�-- DEPARTMEO OF PUBLIC WORKS ��o DIVISION NO- 0 0152 COMPLAINT INVESTIGATION REPORT DATE: 1/ r E OF COMPLAINT: F1 o o C/ i.h Complaint Rec d Now Radio ❑ . Citizen :OCATION: Q ,s 3 ,Z Phone Q On-view ❑ COMPLAINANT: }Q Q US ADDRESS PHONE:,?72- B,9410 Details of Complaint: LL ) // 0 "1'), vc all' l e s b✓ti t e v- S 0h 041 /14 < c /� 5 �01- a{ q 2 Complaint Received By: a e } t Complainr Referred To: Dote: ACTION TAKEN: S£ • C,N D$E�G tern p l�zb/g 1 • m A2`'� �Al+ly s (16yn P' ComplainanT advised of Action possible r •n Phone ❑ Letter ❑ Personal ContacT ❑ Comploint Action Hondled By E DATE RETAIN PINK CARBON:SEND YELLOW AND WHITE FORWARD. RUG.L3.LUU1 1:1bHM KU WLKD I`IU.4JG �jKING COUNTY RTMENT OF PUBLIC WORKS� SURFACE WATER MANAGEMENT DIVISION. r § N COMPLAINT INVESTIGATION REPORT � � _ Date Rec 0: NATURE OF COMPLAINT: r ?(-VA t{4►q-f—I 6 - 7 L SEC LLTWP�3 RGE LOCATION: KROLL PG. COMPLAINANT: ��rry-d�`-� 'COUNCIL DIST. __(0 � PHONH NO. �t HOME: ._l 7JJ �'•1l�=� Address 3 3 ?-3 `� �f- 5 city State zip 1 WORK: 222— DETAILS OF COMPLAINT: , )'.t J,cz •-s ,�� rw� r l'Z 8 �. .. �1 y r �✓ be r� vWY► `�-v `�'��a"—'�-fi 7�a,QC �-. ,y,Jl G[ C� �t K `� F • � I M1.►—? p,- U �-w.-fir"�,.,►_ —t Tr 1 7 CC11 C71 S �,�E� 71� f T COMPLAINT RECEIVED f3Y: LS OF 1NVESYIGATION: ; Sketch on reverse side:Yes !�'No O Photos:Yes E�'_ —No❑ Ouantlty n site 3-8-90. - --It had been raining earlier in the day and there was considerable run off at the time. Topo- graphic maps for this area indicates run off should floor towards the Wofford property, and ditches direct the flow in this direction. Woffo� d has approx 30 loads of fill in the north east corner of his lot. The lot to the north, has! a ponded area adjacent to the fill . Part of that pond drains to the west and part over tops the drive to Woffords house and drains to the east into the newly cleared area (photo 4). 1 was told by Wofford ' that fill had been brought into the back portion of the cleared lot. and the owner ditched run off to the south (photo 5 & 6), diverting it from the original drainage direction, southeasterly. This im- pacts Wofford' s 5 acre parcel to the south of the newly cleared area, and to other parcels in that area. Photo 1) Looks south on 146th from SE 132nd. 2) Shows fill at the northeast corner of Wofforts lot. 3) Shows culvert outlet on east side of 146th at cleared lot. 4) Cleared lot. Area beyond gravel is saidito have been a 3 'pond before fill with out- let in swaled background. 5 Said to be diverted drainage flow. 6� Diverted flow into Wofford's acreage. I~OMPLAINT INVESTIGATED BY; - DATE: ACT10N TAKEN: Co Complainant advised of action possible or taker.by: Phone 0 Letter E Personal Contact / . _._._....v.-----•----- . -•- ----' Closed: l �D � OK'd: ComplaintActfon Handled By Nntne Dale AUG.29.2001 1:166pm KC WLRO NU. r.ZW r v�r�vtvl I - i ' Scate ' s� 1r8r sE St i I� 1 11 �y ' 9 � HU6. ✓`J.�tJ�ll 1 1(1-In Kt- WLKU KING COUNTY SURFACE WATER MANAGEMENT DIVIt COPYDRAINAGE INVESTIGATION REP ; PROBLEM Pagel: INVESTIGATION REDUEST TAPE L�2 FAMOved by. � Date: OK'd by: File No. Race;veil from; (P►&&" Prim plainly for scannino)• idyl (Ewe) NAME-.— /G� Q CdNi+/02 PHONE ADDRESS: �Qjq-tl /i% / T� Crty - Sate Zip Location of problem, If different: -CHARGE r Details of Problem. Cz�33 9� ,o'T /Ile. UTA �� G�ic��o S c�J Lo 7 7 l I Otha= agencies involved: (Give details) ReporedImpacts: # Properties: Dates/,reauency of occurrences: _ Home Access road _ Septic system Outbuildings, garage i Yard/landscaping_ Other property _ Stream, lake, wetland Comments: S :..........:.�i1►�►tii�ii►ii��i%Fi�►.+rrii.� T C'" - '�V: si+i:�:G+n:v�:a:..... ...:..--. ::7.::"ww:r. Location/Track;ng Info: fv 1/4 S_L!E T?� R15— Parcel No. 014 7/G' —D L c Type (A1_'0,j&) PErc�s�v Basin Council Dist 12, Dln Ref/Chg No: C Field investication needed? Plat game: aL►1Cr 1--DA,r►1 Fiv'c: Block No: Lot No: i Ale taken: Assigned to: Turned to on / Initials: KROLL THOMAS SROS HEW. t; ' j7 I Z DAT= CLOSED; / / OK'd: OLD: s �S 3 AUG.29.2001 1: 17PM KC WLRD NU.45G r.��r '--RrSyG COUNTY WATER AND-L—AND RESOURCES DMSION DRAINAGE INVESTIGATION REPORT Page 1: INVESTIGA-nON REQUEST Type PROBLEN4:� �REGEIVED BY. Date 2.2 ' OK'd byf - �FII.£NO. Received from: (Day) (Eve) NAME: PHONE ZC3c —t�ICO � ADDRESS: CityCj 1 State Zipq&)C- Location of problem, if different: Reported Problem. CALL FIRST ❑ (Would Like To Be PAesent) �m1�e Y tti� �11 tiz�L h r (o+ iyt.S P1 t( t n6 , W h t a-1 IS MvJ 0- 1:17V`I CCI- Cr r VZ�il G?/^ 4'J 17'/ yVC ir' �h hr�{'LC +/. c7�k' J` WC�r ✓?F�� Gt�?7LyL� �V" ��. �-2 4RIat name: Lot No; '7 Block No: Other agencies involved: g No 'field investigation required (initials) TO BE COMPLETED BY COMPLAINT PROGRAM STAFF , tJ 1 2.G t�4 S T R Parcel No. CZ` --1 10 —00 Kroll ?Joe Th-Bros; New �� 'Y.• Old 35D 5 Basin-Ze- Council District Charge No. RESPONSE: Citizen notified on _ '- by: phone letter in person `men fa D D S — 67Ye, '� r �r acl; � 5C.Y, clq d Works PosS : fall' ,��,a �� DISPOSITION; Turned to on / / by OR: No further action recommended because: Lead agency has been notified:_ 5 Problern has been corrected. No problem has been identified. Prior investigation addresses problem: SEE FI1,E Of Private problem -NDAP will not consider because: Water originates onsite and/or on neighboring parcel. Location is outside WLRD Servi ea Other (Specify): DATE CLOSED: � �I�� By: AUG.29.2001 1: 17PM KC WLRD irv.v�c r.o� r Complaint 98-0360 Meyer Investigated by Robert Manns on 5-27-98 f I found that a large area had been cleared,approximawAy 1/2 acre.An existing depression with water is located at the south Aide of Tax parcel 084710-0045, next to Meyer's property. Some dirt and debris has been pushed into the water from the grading work being done on parcel--0045.I checked Sierra and found no permits for the grading work. Clarence Weyer is the property owner of this parcel.His house is on the adjoining parcel;house# 14602. Meyer's property is not impacted by the work,becai se-of the higher elevation above the grading. Graded area '��f1111,�vxL;1;'"'< •+ry'C<�f�i' l''YT'x' <' 'h'j'�d�n?.,+,f:>.:. ........::'�:,'G,'s{��fQ%iK�ai?.Jf'�Wh<'4: �;,f„'t•i��Y!: 'v: 4" n. Rf. fJ„ �f fin' "�•�9ra RL:•'•?fciS{e� .>.�,.e:+s.L:<:X'��s k..{.��iR;'��x� .�: '4�,1 Barn %k' .. .u.r'.•snCi ,� w b •%��# � � �� '�s�''"��'; �.. ,Y•� Garage E' i.v;:. f::� � Tax Lot S Depression 084110-0045 Weyer p-Lines 14602 Me'ycr 14454 NTS 12"conc. 12"conc. 19" conc. SE. 132nd ST. 1-1 12"conc. t 146th AVE. SE. ' z AUG.29.2001 1: 16PM KC WLRD N0.452 r. r/r OUNTY WATER AXD LAIN"D KESOURCES DMSION AGE INVESTIGATION REPORT Pagel: INVESTIGATION REQUEST Type . EI�'ED BY: ` Date: S' s'b OK'd b : FILE No. / J cicJ eceived from: (Day) (Eve) NAME: c�-PH ONE ADDRESS: ��a,(�C• ��{ �1J�c3vCity / Stateax Zip Location of problem, if different: —' Reported Problent: CALL FIRST ❑ (Would Luce To Be Present) tgOXe !O . Z4a6(A L�y -5 �114 tin 6� - �� Z 7h�DelAoe- 54- 1140_d 1166 'e _ 9�.360 l.yc�003 � -/. L�� P name: ,f�,��o C 0 n �4 Lot No: !l Block No: Other agencies involved:f iL E + No field investi ado required" �'/(c�' g n q d (initials) TO BE COMYLETEp BY COMPLAINT PAOGR4M STAFF = .• . . t/4 S T R Parcel No. 09Y71660 7,3 KrolI Th.Bros: New t�� Old Basin L Gf Council District Charge No. REsPonvsB: Citizen notified on by: phone letter in'person DISPOSITION: Turned to on ! / by OR: No further action recommended because: Lead agency has been notified: Problem has been•corrected. No problem has been identified. Prior investigation addresses problem: - SEE FILE N Private problem -NDAP will not consider because: V Water originates onsite and/or on neighboring parcel. Location is outside WLRD Service Area, Other (Specify): )ATE CLOSED: / / By: IF SECTION IV immm FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS & DESIGN i • • Storm Water Drainage Analysis 4p 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Refer to the appendix for a copy of the following maps and figures. 4.1 DRAINAGE CONCEPT The detention pond was sized with King County's computer program KCRTS. The site will release water at the stream protection standard (KCRTS Level 2) with a 20% factor of safety applied to the calculated live storage volume. The 1998 KCSWDM does not require the use of a factory of safety. A 20% factor of safety was chosen to account for inaccuracies during pond construction. The KCRTS Level 2 detention standard requires maintaining the durations of high flows at their pre-development levels for all flows greater than on-half of the 2-year peak flow up to the 50-year peak flow. The pre-development peak flow rates for the 2-year and 10-year runoff events are also intended to be maintained. A combined detention/wet pond will be used for water quality treatment. The facility will be designed • using sizing criteria from the 1998 version of the King County Surface Water Design Manual (KCSWDM). We are assuming all future flows within the delineated basin will be routed to the regional detention and water quality facility. 4.2 KCRTS METHODOLOGY The King County Runoff Time Series (KCRTS) program was developed as a hydrologic modeling tool for western King County. The runoff files have been pre-simulated for a range of land cover conditions and soil types for different regions of King County using the U.S. Environmental Protection Agency's HSPF10 model. The HSPF10 model was calibrated with regional parameters developed by the U.S. Geologic Survey and King County Basin Planning. The KCRTS program simulates the project hydrology through the scaling, summing, lagging, and level-pool routing of runoff files. The KCRTS program includes a group of analytical tools to provide statistical data on the generated time series files. The KCRTS Level 2 standard requires the project to maintain the developed peak release rates at their pre-developed peak runoff rates for the 2-year and 10-year storm events. In March 2,2002 Page 9 Job#01-108 TRIAD Storm Water Drainage Analysis addition to matching peak runoff rates, durations to pre-developed durations for the range of • pre-developed discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flows will be matched. The KCRTS modeling is summarized in the following sections. 4.3 POND DESIGN The proposed pond will be located in a drainage tract near the south central border of the site. The pond is designed per Section 5.3.1 Detention Ponds of the KCSWDM. The onsite tight line conveyances will be tributary to the pond. The pond has been reduced by safety factors to account for various non-ideal conditions. A point of compliance was created at the existing 18-inch culvert due to the topography constraints precluding NE 2na Ave. improvements, a portion of Jericho Ave, portions of Lots #19, 20, 59-62, of and approximately 160 feet of the new entrance road from reaching the pond. The release rates and durations were adjusted down to accommodate the bypass area flows. The proposed pond will also contain basic water quality treatment with the use of a wetpond. The wetpond is designed per Sections 6.4.1 and 6.4.4 Wetponds-Basic and Combined • Detention and Wetpool Facilities. 4.3.1 Pre-developed Basin Modeling The areas used in the modeling of the pre-developed basin consist of the parcels to be developed, the existing conditions of Morgan Place, the undeveloped right-of-way for 144�h Ave SE (Jericho Ave.) tributary to the site and the undeveloped right-of-way for NE 2°a St. adjacent to the site. Total Tributary Area: AT=25.12 acres The estimated (modeled) tributary impervious area is: Ai =Ai-row+Ai-eff imp Where: Ai-row= 0.24 acres, undeveloped frontage on 144`h Ave. SE (Jericho Ave.) Ai-eff imp= 0.5 acre, existing buildings and driveways *.5 Therefore, Ai= 0.74 acres • March 2,2002 Page 10 Job#01-108 /TRLAD Storm Water Drainage Analysis The estimated(modeled) pervious area was modeled as till forest and till grass. Where: Af= 19.80 acres, undeveloped site as till forest with 4 acres from Morgan Place A,,,= 0.21 acres, wetland AP=4.00 acres,pasture from Morgan Place Ag=0.41 acres, undeveloped parts of Right-of-Way for 144th Ave SE and NE 2nd St. The scale factor for the site is Sea-Tac 1.0 (See KCSWDM Figure 2.2.2.A Rainfall Regions and Regional Scale Factors, included at the end of this section). Below is the peak analysis for the pre-developed tributary area. Flow Frequency Analysis Time Series File:targetl.tsf Project Location: Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.78 2 2/09/01 18:00 2.61 1 100.00 0.990 • 0.681 7 1/05/02 16:00 1.78 2 25.00 0.960 1.54 3 2/28/03 3:00 1.54 3 10.00 0.900 0.281 8 8/26/04 2:00 1.45 4 5.00 0.800 0.892 6 1/05/05 8:00 1.34 5 3 .00 0.667 1.45 4 1/18/06 16:00 0.892 6 2.00 0.500 1.34 5 11/24/06 4:00 0.681 7 1.30 0.231 2.61 1 1/09/08 9:00 0.281 8 1.10 0.091 Computed Peaks 2.33 50.00 0.980 4.3.2 Developed Basin Modeling Time series files were created for both the developed basin and the flow-control bypass area for the developed condition. A Point of Compliance analysis was used to size the detention facility while accounting for the bypass area not being detained. As a part of this iterative design process within the KCRTS program, the post-developed runoff time series file for site was routed through the proposed detention pond, and a new time series file was created for the facility's discharge. The time series file for the bypass area was summed with the pond's discharge time series to create a new time series that represented the total storm water to be • discharged from the site at the downstream point. Flow duration curves were created for the March 2,2002 Page I I Job#01-108 /tRLAD Storm Water Drainage Analysis target pre-developed runoff time series, the pond outlet time series, and the point of • compliance time series and then compared to determine whether the detention facility would detain the post-developed flows to satisfy the detention criteria discussed previously. The pond dimensions and restrictor orifice specifications were adjusted during this iterative process until the detention pond configuration was established. The detention facility meets the design criteria by restricting the flow durations for the storm water discharged from the project site to be strictly below the target flow durations. In addition, the peaks calculated at the point of compliance (POC) for the 2- and 10-year reoccurrence are less than the existing peaks. The areas used in the modeling of the developed basin consist of the parcels to be developed, and the developed half street for 144th Ave SE (Jericho Ave.) tributary to the site. The time series for the modeled pond of Morgan Place was added into the time series generated for the site to simulate the flow through characteristics provided. Total Tributary Area: AT = 15.94 acres The estimated (modeled) tributary impervious area is: Ai =Ai-row+Ai-new road + Ai-lots Where: Ai-row=0.23 acres, developed frontage on 144th Ave. SE Ai-new road =2.10 acre, Right-of-Way for new development Ai-lots=6.32 acres, 61 lots @ 7,500 sq ft with 61% impervious Ai-pond= 0.93 acres, 2/3 of the storm water tract Therefore, Ai= 9.58 acres The estimated (modeled) tributary pervious area(landscaped) is: AP=Ap-row+Ap-lots Where: Ap-row= 0.07 acres, right-of-way beyond back of curb on 144th Ave. SE Ap-lots = 5.67 acres, AT - Ai - Ap-row Ap-wet= 0.21 acre wetland Ap_forest= 0.41 acre forest from the wetland buffer • Therefore, AP= 6.36 acres modeled as till grass March 2,2002 /TRLA,,D Page 1Job#01-108 Storm Water Drainage Analysis 0 Flow Frequency Analysis Time Series File:site.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3.01 6 2/09/01 2:00 5.98 1 100. 00 0.990 2.43 8 1/05/02 16:00 3.73 2 25.00 0.960 3 .57 3 2/27/03 7:00 3.57 3 10.00 0.900 2.59 7 8/26/04 2:00 3.15 4 5.00 0.800 3 .09 5 10/28/04 16:00 3 .09 5 3.00 0.667 3 .15 4 1/18/06 16:00 3.01 6 2.00 0.500 3 .73 2 10/26/06 0:00 2.59 7 1.30 0.231 5.98 1 1/09/08 6:00 2.43 8 1.10 0.091 Computed Peaks 5.23 50.00 0.980 4.3.3 Bypass Area Modeling The areas used in the modeling of the bypass areas consist of the developed extension of NE 2nd St. right-of-way, a portion of SE 144th Ave. (Jericho) right-of- way, portions of Lots #19, 20, 59-62, and approximately 160 feet of the new entrance road. • Total Tributary Area: AT = 1.18 acres The estimated (modeled) tributary impervious area is: Ai =Ai-row+Ai-new road + Ai-lots Where: Arrow=0.2 acres, developed frontage on NE 2nd St and SE 144th Ave. Ai-new road = 0.17 acre, 160 ft of Right-of-Way for new development Ai-lots=0.24 acres, 2 lots @ 7,500 sq ft with 61%impervious Therefore, A;=0.61 acres The estimated (modeled) tributary pervious area (landscaped) is: Ap=Ap-lots +Ap-row Where: AP-lots= 0.46 acres, AT - Ai - Ap-row Ap-row = 0.11 acres, right-of-way beyond back of curb on NE 2nd St. and SE 144" Ave. Therefore, Ap;= 0.57 acres modeled as till grass March 2,2002 Page 13 Job#01-108 T,RIAD Storm Water Drainage Analysis Flow Frequency Analysis Time Series File:bypass.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.199 5 2/09/01 2:00 0.409 1 100 .00 0.990 0.156 8 1/05/02 16:00 0.240 2 25.00 0.960 0.240 2 2/27/03 7:00 0.236 3 10 .00 0.900 0.163 7 8/26/04 2:00 0.210 4 5.00 0.800 0.197 6 10/28/04 16:00 0.199 5 3 .00 0.667 0.210 4 1/18/06 16:00 0.197 6 2.00 0.500 0.236 3 10/26/06 0:00 0.163 7 1.30 0.231 0.409 1 1/09/08 6:00 0.156 8 1.10 0.091 Computed Peaks 0.353 50.00 0.980 4.3.4 Pond Modeling The pond was modeled with a design depth of 6 feet, and the resulting theoretical pond is summarized below: • Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 2.50 H:1V Pond Bottom Length: 202.48 ft Pond Bottom Width: 101.24 ft Pond Bottom Area: 20500. sq. ft Top Area at 1 ft. FB: 32355. sq. ft 0.743 acres Effective Storage Depth: 6.00 ft Stage 0 Elevation: 416.00 ft Storage Volume: 152135. cu. ft 3.493 ac-ft Riser Head: 6.00 ft Riser Diameter: 18.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2 .69 0.480 2 3 .10 3 .94 0 .716 6.0 3 4 .50 2 .06 0 . 141 6.0 Top Notch Weir: Rectangular Length: 2 .75 in • Weir Height: 5.35 ft Outflow Rating Curve: None March 2,2002 Page 14 Job#01-108 TRIAD Storm Water Drainage Analysis Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 5.98 3.54 6.25 422.25 159976. 3 .673 2 3.01 1.78 6.04 422.04 153421. 3 .522 3 3.73 1. 13 5.13 421.13 126194. 2.897 4 3.57 1.08 4.93 420.93 120543 . 2.767 5 3.15 0.97 4.62 420.62 111805. 2.567 6 3.09 0.68 3 .63 419.63 84844. 1.948 7 2.59 0.30 2 .43 418.43 54367. 1.248 8 2.43 0.36 3 .17 419.17 72781. 1.671 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 3.54 0.41 ******** 2.59 3 . 68 2 1.78 0.20 ******** 1.77 1. 85 3 1.13 0.24 ******** 1.53 1.23 4 1.08 0.24 ******** ******* 1.14 5 0.97 0.21 ******** ******* 1.04 6 0.68 0.20 ******** 0.88 0.73 7 0.30 0.16 ******** ******* 0.43 8 0.36 0.16 ******** ******* 0.41 The theoretical required storage volume is therefore 153,421 cf. A safety factor of 20% is applied to this volume, so that the required detention volume is 184,105 cf. The Pond is designed for 217,338 cubic feet. 33,233 cf of additional storage capacity is provided if needed. The first of the two tables shown below represents the outflow from the proposed detention facility. The second of the two tables represents the combined outflow of the proposed detention facility and the bypass area, which is the peak rate of runoff that would be discharged from the site in the post-developed condition. Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 5.98 3 .54 6.25 422 .25 159976. 3 .673 2 3 .01 1.78 6.04 422.04 153421. 3 .522 3 3.73 1.13 5.13 421.13 126194. 2.897 4 3 .57 1.08 4.93 420.93 120543 . 2.767 5 3 .15 0. 97 4 .62 420.62 111805. 2.567 6 3.09 0. 68 3 .63 419.63 84844. 1.948 7 2.59 0.30 2 .43 418.43 54367. 1.248 8 2.43 0.36 3 . 17 419.17 72781. 1.671 March 2,2002 A Page 15 Job#01-108 ,o�,?D :.-- Storm Water Drainage Analysis • Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 3.54 0.41 ******** 2 .59 3 .68 2 1.78 0.20 ******** 1.77 1.85 3 1.13 0.24 ******** 1.53 1.23 4 1.08 0.24 ******** ******* 1.14 5 0.97 0.21 ******** ******* 1.04 6 0.68 0.20 ******** 0.88 0.73 7 0.30 0.16 ******** ******* 0.43 8 0.36 0.16 ******** ******* 0.41 The following graph shows the relationships between the peaks for the various Time Series Files. Return Period C3 2 5 10 20 50 100 r n ') p ry R G O N v 000 m U UJ Y \ l• Q1 L QO O rys U rn r C� 1 2 5 10 20 3U 40 50 60 70 80 R0 45 48 99 Yumuldtive Probability Note that the post-developed peak rates of runoff(0.56CFS for the 2-year and 0.95CFS for the 10-year) are less than the pre-developed peak rates of runoff for flows between the 2- and 10-year return periods (0.565CFS and 0.952CFS). The proposed facility therefore also satisfies the KCRTS Level 1 peak flow requirements. • March 2, 2002 Page 16 Job#01-108 T RIAD Storm Water Drainage Analysis Due to limitations of running the KCRTS program with reduced runoff record files, information for the 50-year duration curves is not available. Because of this, the upper limit of the target duration curve is based on the 25-year existing design storm event. Based on discussions with King County personnel responsible for creating the KCRTS program, the difference in volume of a detention facility sized using the 25-year duration curve versus a facility sized using the 50-year duration curve is negligible. Through several iterations, both the detention facility size and flow restrictor configuration were adjusted until the required flow duration and peak outflow criteria were met for both the facility and the downstream point of compliance. Following is a graph of the downstream point of compliance outflow duration curve and the target duration curve. .,dU FF 19 �. A CD w 'f T; oCo `ti Vim '�. U G OD C) .i'✓.?�.. X Probabilit/ Ex:ceedence Note that the project site's downstream point of compliance discharge duration curve is . strictly below the target duration curve at the low end (at Q=0.446 cfs, '/2 of existing 2-yr March 2,2002 Page 17 Job#01-108 TRtAD Storm Water Drainage Analysis peak rate of 0.892 cfs), and does not significantly exceed (7.9% maximum) the target curve • at any point (see the following duration comparison). The proposed facility therefore satisfies the KCRTS Level 2 duration requirements. Duration Comparison Analysis Base File: target.tsf New File: poc.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- CutoffBase New %Change Probability Base New %Change 0.443 0.76E-02 0.71E-02 -5 .8 I 0.76E-02 0.443 0.427 -3 .5 0.544 0.56E-02 0.56E-02 0.9 0.56E-02 0.544 0.567 4.1 0.646 0.43E-02 0.47E-02 10.3 0.43E-02 0.646 0.666 3.1 0.748 0.31E-02 0.32E-02 1.6 0.31E-02 0.748 0.755 0.9 0.850 ( 0.24E-02 0.24E-02 2 .0 0.24E-02 0.850 0. 852 0.3 0.952 0.18E-02 0.16E-02 -11.0 0.18E-02 0.952 0.915 -3.9 1.05 I 0.12E-02 0.11E-02 -10.8 I 0.12E-02 1.05 1.03 -2.3 1.•16 I 0.83E-03 0.67E-03 -19.6 0.83E-03 1.16 1.13 -2.6 1.26 I 0.62E-03 0.31E-03 -50.0 I 0.62E-03 1.26 1.17 -6.6 1.36 I 0.39E-03 0.23E-03 -41.7 0.39E-03 1.36 1.23 -9.8 1.46 0.18E-03 0.16E-03 -9.1 0.18E-03 1.46 1.45 -0.7 1.56 0.11E-03 0.98E-04 -14 .3 0.11E-03 1.56 1.54 -1.4 1.67 0.65E-04 0.49E-04 -25.0 0.65E-04 1.67 1.64 -1.3 Maximum positive excursion = 0.134 cfs ( 7.9%) • occurring at 1.70 cfs on the Base Data:target.tsf and at 1.83 cfs on the New Data:poc.tsf Maximum negative excursion = 0.146 cfs (-10.7%) occurring at 1.37 cfs on the Base Data:target.tsf and at 1.23 cfs on the New Data:poc.tsf 4.4 Water Quality Design The proposed water quality facilities were designed to comply with the KCSWDM's Basic Water Quality Menu requirements. This menu provides several options for water quality facilities, which are designed to remove 80% total suspended solids for flows or volumes up to and including the WQ design flow or volume. The "combined detention and wetpool facilities" option was selected for the project's facility, and was designed per sections 1.2.8, 6.4.1, and 6.4.4 of the 1998 KCSWDM, as applicable to the combination detention and wetpond facility. A portion of the entrance road and a portion of NE 2°a Street consisting of 10,156 square feet of pollution generating impervious area bypass the pond due to topographic constraints. The 1998 KCSWDM states that Runoff from areas subject to water March 2, 2002 Page 18 Job#01-108 TRIAD Storm Water Drainage Analysis quality requirements may be excused from the onsite treatment requirement if a pre-existing • area of impervious surface of equivalent size and pollutant characteristics lying within the same watershed is treated on the project site. To compensate for the bypassed area, a half street portion of Jericho Avenue consisting of 7,832 square feet is proposed to be piped into the water quality pond. A deficit of 2,324 square feet of impervious area does not reach the pond through the treatment trade. Due to Jericho being a higher pollution generating area, and additional volume being provided in the dead storage, the City has agreed to accept this area as is. Please see the Water Quality Exhibit located in the appendix. 4.4.1 Water Quality Facilities Sizing Calculations A summary of the water quality facility sizing calculations is provided below. Section 6.4.1.1 of the KCSWDM specifies that the following equation be used when sizing wetpond facilities. Vb =fV, where: f = Volume Factor(3.0 for"basic"wetponds) V, = Volume of runoff from mean annual storm (cf), is solved as follows V,=(0.9Ai+ 0.25A1g+ 0.10Af+ 0.01A,)xR112 where: Ai = Area of impervious surface (sf) • Atg = Area of till soil covered with grass (sf) A f = Area of till soil covered with forest (sO Ao = Area of outwash soil covered with grass or forest (sf) R = Rainfall from mean annual storm, (inches) (0.52" for all facilities, see Figure 6.4.].A in the Appendix) The design calculations for the facility follow. Combined Detention/Wetpond" Total Area= 17.12Ac (site plus bypass) Ai = 10.19 Ac Atg = 6.93 Ac Vr= 18,523 cf Vb= 55,569 cf The actual volume of the wetpool is designed at 72,950 cubic feet, Providing and additional 17,381 cubic feet of treatment volume. 4.4.2 Overflow Riser The 24"overflow riser is designed to pass the developed 100-year peak flows of 5.81 CFS. D = Q,./(9.739 *H31) D = 5.98/(9.739 *(.5)3i2 ) D = 1.737 feet or 20.84 inches March 2,2002 Page 19 Job#01-108 /TRLAD Storm Water Drainage Analysis A 24-inch riser has been selected. • 4.4.3 Overflow Spillway/Birdcage The overflow spillway/birdcage is sized to pass the 100-year peak developed flows. Qloo= 9.739*D*H312 Qioo= 5.98 cfs; D = 6-foot catch basin; H3/2= 5.98/6*9.739 H =0.2599 feet or 3.12 inches Maximum water surface is at 422.5; set rim of birdcage at 422.5-0.2599 feet or 422.24 feet elevation. 4.4.4 Compensatory Volumes for Wetland Fill areas In the existing conditions of the site, there are three wetlands, A, B, and C. Wetlands B and C are proposed to be filled; only a small portion of wetland A is proposed to be filled. The areas of fill are as follows: Wetland A, 774 square feet, Wetland B, 3099 sf, Wetland C, 2687 sf or a total area of 0.15 acres. A time series file was created to determine the amount • of flow and volume produced by these areas. See the time series and volume file provided below. Flow Frequency Analysis Time Series File:wetabc.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.023 3 2/09/01 3 :00 0.027 1 100.00 0. 990 0.003 5 1/05/02 16:00 0.023 2 25.00 0.960 0.023 2 2/27/03 8 :00 0.023 3 10.00 0.900 0.001 8 3/24/04 19:00 0.010 4 5.00 0.800 0.002 6 1/27/05 9:00 0.003 5 3 .00 0.667 0.001 7 2/23/06 22 :00 0.002 6 2 .00 0.500 0.010 4 1/31/07 23 :00 0.001 7 1.30 0.231 0.027 1 1/09/08 9:00 0.001 8 1.10 0.091 Computed Peaks 0.026 50.00 0.980 Discharge Volume from Time Series wetabc.tsf between 10/01/00 00 :00 and 10/30/00 23 :59 38. Cu-Ft or 0.001 Ac-Ft in 30.0 days • March 2,2002 Page 20 Job#01-108 � T „R Storm Water Drainage Analysis The required live and water quality volumes are 184,105 cubic feet and 55,569 cubic feet respectively. The provided volumes for detention and water quality are 217,421 cubic feet and 72,950 cubic feet respectively. Therefore the required 38 cubic feet of compensatory volume has been met • March 2,2002 Page 21 Job#01-108 TRLt,D SECnON 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.0/ ST 1.1 ST 1.0 LA 0.8 LA 0.9 LA 1.0 LA 1.2 t �U1Kl , SNON OYIZN COUNTY KING COUNTY t ,�r�, �� dj• � i kltw _ yar \ E d ELLEIIiIE° .• a"?.;. r � �f•.; b , SITE •jw,�' f' NQIffiT10T ,' 1� J \ IZw1610. LANDSBURG �s. S.Nd p 6 i i i_ ST 1.1 a 1^ IKING CC UHTY 1 PIERCE COUNTY ! ST 1.0 ST 1.0/ — Rainfall Regions and LA 0.8 Regional Scale Factors LA 0.9 F=� LA 1.0 LA1.2 Incorporated Area --c= River/Lake Major Road 9/1/98 1998 Surface Water Design Manual 3-22 SEMON V \ CONVEYANCE SYSTEM ANALYSIS & DESIGN Storm Water Drainage Analysis • 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5.1 Onsite Conveyance The tight line portion of the proposed conveyance system for tributary to the onsite pond is designed in accordance with section 4.2.1.2 of the 1998 King County Surface Water Design Manual (KCSWDM) to convey the 25-year recurrence flows without overtopping. The 100- year flows are allowed to overtop portions of the system, but these overflows have safe paths. The tight line conveyance designs and hydraulic grade line calculations for this project were completed using Eagle Point's Storm Sewers software. The Storm Sewers program sums the flows tributary to each reach (pipe) and then performs a standard step backwater analysis on the network. The steady state energy equation (Bernoulli equation) is used along each reach (pipe) in the network. The friction slope is calculated by averaging Manning's equation at the upstream and downstream ends of the pipe. Storm Sewers performs three iterations to determine the hydraulic grade line along each reach. The hydraulic grade line is calculated • from downstream to upstream (as typical for backwater calculations). The complete annotated Storm Sewers output for is included in the Appendix. 5.1.1 Onsite 15-Minute KCRTS Flows The conveyance flows were modeled for the 15-minute KCRTS flows, as identified in Table 3.2 Acceptable Uses of Runoff Computation. Below is the peak analysis for the pipes.TSF (areas match the developed basin tributary to the proposed pond, with a total area of 15.7 acres). • March 2, 2002 /TRLAD Page 22 Job#01-108 Storm Water Drainage Analysis Flow Frequency Analysis Time Series File:pipes.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - -Peaks - - Rank Return Prob (CFS) (CFS) Period 4.62 6 8/27/01 18:00 14.38 1 100.00 0.990 3.29 8 1/05/0215:00 10.01 2 25.00 0.960 10.01 2 12/08/0217:15 6.46 3 10.00 0.900 3.72 7 8/23/0414:30 5.77 4 5.00 0.800 5.77 4 11/17/04 5:00 5.54 5 3.00 0.667 5.54 5 10/27/0510:45 4.62 6 2.00 0.500 6.46 3 10/25/06 22:45 3.72 7 1.30 0.231 14.38 1 1/09/08 6:30 3.29 8 1.10 0.091 Computed Peaks 12.92 50.00 0.980 Tributary flows for each catch basin were calculated by the proportional tributary areas for the 100-year return period. Please see Pipe Tributary Areas Exhibit (included in the pockets at the end of the report). For the 100-year check, the design maximum water surface in the detention pond was used, at 422.5 feet elevation. 5.1.2 Onsite Conveyance Results The annotated modeling results are included in the Appendix. By inspection, the system conveys the 25-year flows without overtopping. The system safely conveys the 100-year storm without overtopping. For details of the proposed tightline conveyance system, please see the submitted road and storm plans. • March 2,2002 Page 23 Job#01-108 TRIAD Storm Water Drainage Analysis Freeboard Tables from Storm Sewer Output • Catch Basin Rim Elev. HGL Elev. Freeboard Pond-18 422 .50 422.50 0. 00 19 422 .55 422.53 0. 02 21 424 .29 422 .53 1.76 22 424 . 99 422 .57 2 .42 23 425 .64 422 .67 2 .97 25 429.25 422 .76 6.49 EX5D 432 .50 422 .70 9. 80 EX5C 432 .06 422 .99 9. 07 EX5B 427 .58 423.93 3 .65 27 428 .85 424.70 4 .15 28 429.96 425.32 4 .64 29 424 .32 422 .50 1.82 30 425.79 422 .39 3 .40 31 425.79 422.64 3 .15 32 428 .03 424.68 3 .35 34 431. 01 426.85 4 .16 40 429.95 427.58 2 .37 42 432 .01 428.87 3 .14 43 432 .28 429.70 2 .58 44 432 .28 429.80 2 .48 45 1 434 .44 1 431.15 1 3 .29 47 1 436 .49 433 .13 3 .36 5.2 Pond Outflow Conveyance The pond outflow conveyance system is designed to carry the controlled flow from the pond and the emergency overflow in the event of a 100-year storm. Due to the capacity of the existing 18-inch pipe at the natural outfall condition, the storm water will be piped down NE 2°d Street and Jericho Ave. to the confluence point of the ditch flow, the 18-inch pipe outfall and the headwaters of Maplewood Creek. 5.3 Conveyance for Upstream Flows Due to the upstream off-site runoff s 100-year, 24-hour storm event being greater than 50 percent of the proposed project site developed conditions peak runoff rates for the 100-year, 24-hour duration design storm event, the off-site runoff must bypass the proposed project on- site runoff control facilities in a separate conveyance system. The KCRTS 15-minute time step was used to determine the overall flows tributary to the pipe system conveyance. 67.2 w March 2, 2002 /TPJAD Page 24 Job#01-108 , . Storm Water Drainage Analysis acres upstream area has been recently developed. Those areas pertaining to new • development were modeled using the information obtained from previous Technical Information Reports. The remaining areas were modeled using approved Technical Information Reports, Aerial maps and actual survey. All of NE 4th Street right-of-way was assumed impervious. Please see the upstream tributary map. The following is the ground cover breakdown of the 159.43-acre tributary area upstream and the KCRTS 15-minute time step printout. Till Forest: 74.94 acre Wetland: 4.81 acre Till Pasture: 9.76 acre Impervious: 36.06 acre Till Grass: 33.86 acre Flow Frequency Analysis Time Series File:jan28.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak --Peaks-- Rank Return Prob (CFS) (CFS) Period • 20.50 6 2/09/0112:30 67.60 1 100.00 0.990 14.40 7 1/05/0215:00 44.13 2 25.00 0.960 44.13 2 12/08/0217:15 25.62 3 10.00 0.900 13.82 8 8/23/0414:30 24.49 4 5.00 0.800 25.62 3 11/17/04 5:00 21.65 5 3.00 0.667 21.65 5 10/27/0510:45 20.50 6 2.00 0.500 24.49 4 10/25/06 22:45 14.40 7 1.30 0.231 67.60 1 1/09/08 6:30 13.82 8 1.10 0.091 Computed Peaks 59.78 50.00 0.980 The inlet of the upstream basin flow consists of a 96" catch basin with a birdcage overflow structure. This inlet was modeled with a weir calculation with the assumptions of the above stated flow, 1 foot of head and the 96" structure. With the one foot of head, the diameter of the structure is required to be 83.29 inches. The 96" structure was chosen due to the restriction of the birdcage bars. (See the weir equation spreadsheet in the appendix). In the event the 96" inlet structure is clogged, an emergency overflow pathway has been provided. • The pad elevations for Lots #52 and #53 provide 0.73 feet of freeboard above the surface March 2,2002 Page 25 Job#01-108 T.RIAD Storm Water Drainage Analysis water elevation. The finished floors will be at elevation 436.5 feet to provide 2.23 feet of freeboard therefore the homes are not subject to flooding. (See the ditch equation spreadsheet in the appendix). The new upstream tributary conveyances have been designed to convey flows for up to the 100-year storm without overtopping. (See Storm Sewer print out at the end of this section). Freeboard Tables from Storm Sewer Output Upstream Tributary Pipe System Catch Basin Rim Elev. HGL Elev. Freeboard SDMH 1 410.00 405.92 4.08 CB 2 415.80 411.01 4.79 CB 3 420. 10 411.96 8.14 CB 4 421. 84 419.37 2.46 CB 5 428.50 422.39 6.11 CB 6 430.65 424.72 5.92 CB 7 431.32 425.43 5.88 CB 8 432.52 429.49 3.02 CB 9 433 . 00 429.44 3.56 CB 10 431.25 430.88 0.37 Pond Outflow Pipe System Catch Basin Rim Elev. HGL Elev. Freeboard 11 419.57 414.71 4.86 12 423.00 416.74 6.26 13 427.28 417.14 10.14 March 2,2002 Page 26 Job#01-108 T s�lAD 03/31/02 STORM SEWER DETAILED REPORT Data File SIENNA.STM Sienna 100-year Return Period: 100 Yrs Rainfall file: I = 0.000/ ( Tc + 0.000) 0.000 LINE 1 STORM SEWER HYDRAULIC REPORT outfall-1 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32 .94 Length (ft) = 55 Kj (JLC) = 0.5 Downstream Line # = OUTFALL INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 404.52 16.83 405.92 414.33 407.52 410.00 3.24 23.27 DNSTREAM 401.50 16.83 402.90 411.31 404.50 410.00 3.24 23.27 SLOPE(%) 5.491 5.491 5.491 0.000 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 2.88 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 75.41 75.41 75.41 169.30 Note: Supercritical flow detected - Normal depth assumed LINE 2 STORM SEWER HYDRAULIC REPORT 1-2 • Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32.94 Length (ft) = 290 Kj (JLC) = 0.5 Downstream Line # = 1 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 406.76 36.00 410.12 411.89 409.76 415.80 7.07 10.67 DNSTREAM 404.52 36.00 410.12 411.89 407.52 410.00 7.07 10.67 SLOPE(°%) 0.772 0.000 0.000 2 .000 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 2.43 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 75.41 75.41 75.41 63 .50 Note: Upstream surcharge (ft) = 0.36 LINE 3 STORM SEWER HYDRAULIC REPORT • 2-3 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32.94 Length (ft) = 299 Kj (JLC) = 0.5 Downstream Line # = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 408.25 32 .94 411.00 412.92 411.25 420.10 6.78 11.12 DNSTREAM 406.76 36.00 411.01 412.78 409.76 415.80 7.07 10.67 SLOPE(%) 0.498 -0.004 0.047 1.438 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 1.96 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 75.41 75.41 75.41 51.00 Note: Transitional flow exists in this line LINE 4 STORM SEWER HYDRAULIC REPORT 3-4 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32.94 Length (ft) = 192 Kj (JLC) = 0.5 Downstream Line # = 3 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL • (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 410.47 32 .94 413.22 415. 14 413.47 421.84 6.78 11.12 DNSTREAM 408.25 36.00 411.96 413.72 411.25 420.10 7.07 10.67 SLOPE(%) 1.156 0.656 0.736 0.906 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 1.71 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 75.41 75.41 75.41 77.69 Note: Transitional flow exists in this line LINE 5 STORM SEWER HYDRAULIC REPORT • 4-5 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 363 Kj (JLC) = 0.5 Downstream Line # = 4 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 419.86 30.41 422 .39 424.14 422.86 428.50 6.37 10.61 DNSTREAM 416.84 30.41 419.37 421.12 419.84 421.84 6.37 10.61 SLOPE(%) 0.832 0.832 0.832 1.835 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 1.07 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 65.90 Note: Supercritical flow detected - Normal depth assumed LINE 6 STORM SEWER HYDRAULIC REPORT 5-6 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 168 Kj (JLC) = 0.5 Downstream Line # = 5 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL • (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 421.25 31.86 423 .91 425.53 424.25 430.65 6.62 10.21 DNSTREAM 419.86 36.00 423 .27 424.69 422.86 428.50 7.07 9.56 SLOPE(%) 0.827 0.379 0.498 1.280 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.78 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 65.72 Note: Transitional flow exists in this line LINE 7 STORM SEWER HYDRAULIC REPORT • 6-7 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 51 Kj (JLC) = 0.5 Downstream Line # = 6 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 421.67 36.00 424.72 426.14 424 .67 431.32 7.07 9.56 DNSTREAM 421.25 36.00 424.72 426.14 424.25 430.65 7.07 9.56 SLOPE(%) 0.824 0.000 0.000 1.314 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.69 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 65.57 Note: Upstream surcharge (ft) = 0.05 LINE 8 STORM SEWER HYDRAULIC REPORT 7-8 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 258 Kj (JLC) = 0.5 Downstream Line # = 7 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL • (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 426.02 31.86 428.68 430.30 429.02 432.52 6.62 10.21 DNSTREAM 421.67 36.00 425.43 426.85 424 .67 431.32 7. 07 9.56 SLOPE(°%) 1.686 1.260 1.337 0.465 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.36 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 93 .82 Note: Transitional flow exists in this line • LINE 9 STORM SEWER HYDRAULIC REPORT • 8-9 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31 . 86 Length (ft) = ill Kj (JLC) = 0.5 Downstream Line # = 8 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 426.58 34.27 429.44 430.91 429.58 433.00 6.94 9.73 DNSTREAM 426.02 36.00 429.49 430.91 429.02 432.52 7.07 9.56 SLOPE(%) 0.5Q5 -0.044 0.002 0.432 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.16 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 51.32 Note: Transitional flow exists in this line LINE 10 STORM SEWER HYDRAULIC REPORT 9-10 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 93 Kj (JLC) = 0.5 Downstream Line # = 9 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL • (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 427.05 36.00 430.88 432.30 430.05 431.25 7.07 9.56 DNSTREAM 426.58 36.00 430.17 431.59 429.58 433.00 7.07 9.56 SLOPE(%) 0.505 0.764 0.764 -1.882 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.00 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 51.36 Note: Upstream surcharge (ft) = 0.83 • 03/31/02 STORM SEWER SUMMARY REPORT Sienna 100-year FILE: SIENNA.STM RAINFALL FILE: 100 YEAR DESIGN STORM I = 0.000/ ( Tc 0.000) ^ 0.000 - LINE ID FLOW RATE INFO I PIPE INFO I HYDRAULIC INFO 141119INE#1 DESCRIPTION ZINC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMISIZE/IINVERT (PIPE I NVAL IHGLSLOPEIHYD GRD I VEL I DOWNLINE# ITOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN IINVSLOPI JLC IUP/DOWN IUP/DOWN I I (ac) I C I (min) I (in/h) I (cfs) I (cfs) I (cfs) l(in) I (ft) l(ft) I (ft/ft) I (ft/ft)I (ft) I (ft/s) I I I I I I I i I I I I I I I 1 I outfall-1 I 0.01 0.001 0.001 0.001 0.001 75.411 I 36DI 404.52I 551 0.012I 0.055I 405.92I 23.27 I DNLN = 0 I 0.01 0.001 2.881 0.00I 0.001 75.411 169.31 36DI 401.50I I 0.055I 0.50 I 402.90I 23.27 I I I I I I I I I I I I 1 I I 2 I 1-2 I 0.01 0.001 0.001 0.001 0.001 75.411 I 36DI 406.76I 290I 0.012I 0.0001 410.12I 10.67 1 DNLN = 1 I 0.01 0.001 2.431 0.001 0.001 75.411 63.51 36DI 404.52I I 0.008I 0.50 I 410.12I 10.67 I I I I I I I I I I I I I I I 3 12-3 I 0.01 0.001 0.001 0.001 0.001 75.411 1 36DI 408.25I 2991 0.012I 0.0001 411.00I 11.12 I DNLN = 2 I 0.01 0.001 1.96I 0.001 0.001 75.411 51.OI 36DI 406.76I I 0.005I 0.50 I 411.011 10.67 I I I I I I I I I 1 I I I I I 4 13-4 I 0.01 0.001 0.001 0.001 0.001 75.411 I 36DI 410.47I 1921 0.012I 0.007I 413.221 11.12 I DNLN = 3 1 0.01 0.001 1.711 0.001 0.001 75.411 77.71 36DI 408.25I I 0.012I 0.50 I 411.961 10.67 I I I I I 1 I I I I 1 I I I I 5 14-5 1 0.01 0.001 0.001 0.001 0.001 67.60I I 36DI 419.861 3631 0.012I 0.008I 422.391 10.61 I DNLN = 4 I 0.01 0.00I 1.07I 0.001 0.001 67.60I 65.9I 36DI 416.841 I 0.008I 0.50 I 419.371 10.61 I I I I I I 1 I I 1 I I I 1 I 6 1 5-6 I 0.01 0.001 0.001 0.001 0.001 67.60I I 36DI 421.251 1681 0.012I 0.004I 423.911 10.21 I DNLN = 5 I 0.01 0.00I 0.781 0.001 0.001 67.60I 65.71 36DI 419.861 I 0.008I 0.50 I 423.271 9.56 I I 1 I I I I I I I I I I I I 7 16-7 I 0.01 0.001 0.001 0.001 0.001 67.60I I 36DI 421.671 511 0.012I 0.0001 424.721 9.56 I DNLN = 6 I 0.01 0.001 0.691 0.001 0.001 67.60I 65.61 36DI 421.251 I 0.008I 0.50 I 424.721 9.56 I I I I I I I I I I I 1 I 1 I 8 17-8 I 0.01 0.001 0.001 0.001 0.001 67.60I I 36DI 426.02I 2581 0.012I 0.013I 428.681 10.21 I DNLN = 7 I 0.01 0.001 0.361 0.001 0.001 67.60I 93.81 36DI 421.671 I 0.017I 0.50 I 425.431 9.56 I I I I I 1 I I I I 1 1 I I I 9 18-9 1 0.01 0.001 0.001 0.001 0.001 67.60I I 36DI 426.581 1111 0.012I 0.0001 429.441 9.73 I DNLN = 8 I 0.01 0.001 0.161 0.001 0.001 67.60I 51.31 36DI 426.02I I 0.005I 0.50 I 429.491 9.56 I I I I I I I I 1 1 I I I I I 10 19-10 I 0.01 0.001 0.001 0.001 0.001 67.60I I 36DI 427.05I 931 0.012I 0.008I 430.88I 9.56 I DNLN = 9 I 0.01 0.001 0.001 0.001 0.001 67.60I 51.41 36DI 426.581 I 0.005I 0.50 I 430.17I 9.56 • • / SECTION VI SPECIAL REPORTS & STUDIES Storm Water Drainage Analysis 6 SPECIAL REPORTS AND STUDIES Provided under separate cover. March 2, 2002 Page 27 Job#01-108 /TRIAD OWN" SECTION VII OTHER PERMITS Storm Water Drainage Analysis 7 OTHER PERMITS No special permits will be required for this project. • i March 2,2002 Page 28 Job#01-108 T sRIAD SECTION VIII ESC ANALYSIS & DESIGN Storm Water Drainage Analysis . 8 ESC ANALYSIS AND DESIGN The onsite soils have minimal runoff and erosion potential during construction. However, a Temporary Erosion and Sediment Control (TESC) Plan will be designed and implemented for the onsite construction per the 1998 KCSWDM (Appendix D: Erosion and Sediment Control Standards) to meet Core Requirement#5: Erosion and Sediment Control, as adopted by the City of Renton. The TESC plan is intended to prevent the transport of sediment from the site to significant drainage features and adjacent properties. The plan will include recommended Best Management Practices (BMPs) for all seven measures recognized by the KCSWDM: Clearing Limits, Cover Measures, Perimeter Protection, Traffic Area Stabilization, Sediment Retention, Surface Water Controls, and Dust Control. The clearing limits will be clearly flagged. The downhill perimeters of clearing will be protected with filter fabric fencing, and other perimeter protection methods as required. Cleared areas will be stabilized with various cover measures as required (e.g. temporary/permanent seeding, mulching, and placement of road subgrade). A stabilized • construction entrances will be provided at the construction access to the site. Interceptor dikes/swales will be installed to collect and route runoff from the disturbed areas to sediment retention facilities. The temporary sediment retention facilities (sedimentation ponds and traps) will not be located near any sensitive areas. Dust control measures will be implemented if there is a need onsite (i.e., if there is a particularly dry period during construction). 8.1 Sedimentation Pond The Sedimentation Pond will collect the sediment-laden water from the cleared site. The pond will be sized for an inflow for the 2-year peak KCRTS runoff rate for the developed basin of 2.87 CFS. 8.1.1 Required Surface Area Required Surface Area (Pond) = 2 x (%yO.00096) • March 2,2002 Page 29 Job#01-108 4RLAD Storm Water Drainage Analysis Required Surface Area (Pond) =2080 x Q2yr • Required Surface Area Pond =2080 x 2.87 = q (Pond) 5,980 sf Req. Surface Area The designed surface area of the pond is greater than 55,000 sf. 8.1.2 Overflow Riser The 24"overflow riser is designed to pass the developed 100-year peak flows of 5.81 CFS. D=Ql./(9.739 *H3i2) D= 5.81/(9.739 *(.5)3/2 ) D = 1.687 feet or 20.25 inches 8.1.3 Overflow Spillway/Birdcage The overflow spillway will be constructed to match the permanent design and is sized to pass ithe 100-year peak developed flows. March 2,2002 Page 30 Job#01-108 \ T „ IF SECTION IX vftwm�wm' BOND QUANTITIES, FACILITY SUMMARIES, & DECLARATION OF COVENANT Storm Water Drainage Analysis • 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT A bond quantities worksheet will be prepared after approval of the engineering plans, and submitted with the final version of this report. Details of the proposed facilities will also be added to the final version of this report. i • March 2,2002 Page 31 Job#01-108 /TFJAD KING COUNTY. WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET Development Sienna Date 1 1 /0 6/01 Location NE 15 — 2 3 N — 5 E ENGINEER DEVELOPER Name William Goggin, . PE Name Paul 011es ad Firm. Triad Associates Firm Conner Homes Address 11614 115th Ave . NE Address846 108th Ave . NE Kirkland WA 9BO34 Bellevue WA 98004 Phone 425-821 —8448 Phone 425-455-9280 Developed Site: Acres 15 . 7 Number of lots 62 Number of detention facilities on site: Number of infiltration facilities on site: X ponds ponds vaults vaults tanks tanks Flow control provided in regional facility (give location) 1 e v e 1 2 No flow control required Exemption number Downstream Draina e Basins Immediate Ma or Basin Basin L o w e r L e ar aver Ledar Hiver Basin B Basin C • Basin D Number & type of water quality facilities on site: biofiltration swale(regular/wet/or sand filter(basic or large?) continuous inflow?) sand filter, linear (basic or large?) X combined detention/WQ pond sand filter vault (basic or large?) (WQ portion basic or large?) combined detention/wetvault stormwater wetland compost filter wetpond(basic or large?) filter strip wetvault flow dispersion farm management plan landscape management plan oil/water separator(baffle or coalescing plate?) catch basin inserts: Manufacturer pre-settling pond pre-settling structure: Manufacturer flow-splitter catchbasin DESIGN INFORMATION INDMDUAL BASIN A B C D Water Quality design flow Water Quality treated volume or wet and Vr 72 , 950 cf 1998 Surface Water Design Manual 9/1/99 I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL DESIGN TOTAL INDIVIDUAL BASIN INFORMATION, cont'd Drainage basin(s) A B C D Onsite area 1 5 . 7 A Offsite area 1 34 A TyTeofStorage Facilit Combined de ention & wet pond Live Storage Volume 217 , 400 Predevelo ed Runoff Rate 2-year c f S 0 . 884 Target 10- ear 1 . 53 100- ear 2 . 59 Developed runoff rate I 2-year 3 . 01 10- ear 3 . 57 100- ear 5 . 98 Type of restrictor 2411 Size of orifice/restriction No. l No. 2 No. 3 2 . 06 11 Notched Weir No.4 P . 75x . 65 FLOW CONTROL&WATER QUALITY FACILITY SUMMARY SHEET SKETCH All detention, infiltration and water quality facilities must include a sketch per the following criteria: 1. Heading for the drawings should be located at the top of the sketch(top right-hand corner). The heading should contain: • North arrow(point up or to left) • D9# • Plat name or short plat number •Address(nearest) • Date drawn (or updated) •Thomas Brothers page,grid number •2. Label CBs and MHs with the plan and profile designation. Label the control structure in writing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes-- indicate: Pipe size Pipe length Flow direction Use s single heavyweight line 4. Tanks—use a double, heavyweight line and indicate size (diameter) 5. Access roads • Outline the limits of the road • Fill the outline with dots if the road is gravel. Label in writing if another surface. 6. Other Standard Symbols: • Bollards: • • • • MEMO • Rip rap 000000 000000 Fences --x---x---x---x---x---x--- • Ditches —D---D--i D---�D 7. Label trash racks in writing. 8. Label all streets with the actual street sign designation. If you don't know the actual street name,consult the plat map. 9. Include easements and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to top with reference to a properly oriented heading. 11. Indicate driveways or features that may impact access, maintenance or replacement. is 9/1/98 1998 Surface Water Desien Manual 2 mF SECTION X \ OPERATIONS & MAINTENANCE MANUAL Storm Water Drainage Analysis 10 OPERATIONS AND MAINTENANCE MANUAL An operations and maintenance manual for the proposed onsite facilities has been provided in the following pages. March 2,2002 Page 32 Job#01-108 TRIAD Storm Water Drainage Analysis 10 OPERATIONS AND MAINTENANCE MANUAL An operations and maintenance manual for the proposed onsite facilities has been provided p p p in the following pages. February 13,2002 Page 32 Job#01-108 /I RIAD KING COUNTY. WASHINGTON, SURFACE WATER DESIGN MANUAL APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 -DETENTION PONDS Maintenance Defect Conditions When Maintenance Results Expected When Component Is Needed Maintenance Is Performed General Trash& Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Poisonous Vegetation Any poisonous or nuisance vegetation which No danger of poisonous vegetation may constitute a hazard to County personnel or where County personnel or the the public. public might normally be. (Coordination with Seattle-King County Health Department) Pollution Oil,gasoline,or other contaminants of one No contaminants present other than gallon or more or any amount found that could: a surface film. (Coordination with 1)cause damage to plant,animal,or marine life; Seattle/King County Health 2)constitute a fire hazard;or 3)be flushed Department) downstream during rain storms. Unmowed Grass/ If facility is located in private residential area, When mowing is needed, Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be inches in height. In other areas,the general mowed to 2 inches in height. policy is to make the pond site match adjacent Mowing of selected higher use ground cover and terrain as long as there is no areas rather than the entire slope interference with the function of the facility. may be acceptable for some situations. Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or as a dam or berm,or any evidence of water berm repaired. (Coordination with piping through dam or berm via rodent holes. Seattle/King County Health Department) Insects When insects such as wasps and hornets Insects destroyed or removed from interfere with maintenance activities. site. Tree Growth Tree growth does not allow maintenance access Trees do not hinder maintenance or interferes with maintenance activity(i.e.,slope activities. Selectively cultivate trees mowing,silt removal,vactoring,or equipment such as alders for firewood. movements). If trees are not interfering with access,leave trees alone. Side Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabilized by cause of damage is still present or where there using appropriate erosion control is potential for continued erosion. measure(s);e.g.,rock reinforcement,planting of grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed designed pond depth. pond shape and depth;pond reseeded if necessary to control erosion. Pond Dikes Settlements Any part of dike which has settled 4 inches lower Dike should be built back to the than the design elevation. design elevation. Emergency Rock Missing Only one layer of rock exists above native soil in Replace rocks to design standards. Overflow/Spillway area five square feet or larger,or any exposure of native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. 1998 Surface Water Design Manual 9/1/98 A-1 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.4- CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed • General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1-1/2 feet. Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outlet pipe. 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tight;structure repaired or replaced and works as designed. Any holes—other than designed holes--in the Structure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed_ Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions blocking the plate. and works as designed. Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions potential of blocking)the overflow pipe. and works as designed. Manhole See"Closed Detention Systems"Standards No.3 See"Closed Detention Systems' Standards No.3 Catch Basin See"Catch Basins"Standards No.5 See'Catch Basins"Standards No.5 9/l/98 1998 Surface Water DesiLn Manual A-4 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 5 - CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height. trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 112 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks,or maintenance person judges that structure is unsound. Cracks wider than 112 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inlet/outlet pipe or any evidence wide at the joint of inlet/outlet of soil particles entering catch basin through pipe. cracks. Sediment/ Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment. design standards. 1998 Surface Water Design Manual 9/I/98 A-5 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5- CATCH BASINS(CONTlNUED� Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed • Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10%of the basin opening. to basin. Vegetation growing in inlet/outlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place.Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools. than 112 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 lbs.of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust, cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (It Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris. • grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing.- design standards. NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20%of Barrier clear to receive capacity the openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50%deierioration Repair or replace barrier to to any part of barrier. design standards. 9/1/98 1998 Surface Water Design Manual A-6 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 8- FENCING Maintenance Defect Conditions When Maintenance is Needed Results Expected When Components Maintenance is Performed General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate Parts to a facility. security. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a exceeds 4 inches in height. fence. Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1-1/2 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence(including post,top rails,and Fence is aligned and meets design fabric)more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging Barbed wire in place with less than more than 2-1/2 inches between posts. 3/4 inch sag between post. Extension arm missing,broken,or bent out of Extension arm in place with no shape more than 1 1/2 inches. bends larger than 3/4 inch. Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posts or Protective Coating condition that has affected structural adequacy. parts with a uniform protective coating. Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric. diameter ball could fit through. • NO. 9- GATES Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in Members place. Broken or missing hinges such that gate cannot Hinges intact and tubed. Gate is be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands and ties in place. Openings in Fabric See"Fencing"Standard No.8 See"Fencing"Standard No.8 • 9/1/98 1998 Surface Water Design Manual A-8 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10- CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed iPipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%. Open Ditches Trash& Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through through ditches. ditches. Erosion Damage to See"Ponds"Standard No. 1 See"Ponds"Standard No. 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design Place or Missing (If the rock lining. standards. Applicable). Catch Basins See"Catch Basins:Standard No.5 See"Catch Basins"Standard No.S Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers"Standard . (e.g.,Trash Rack) No. 6 NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5'/ (Nonpoisonous) area(trees and shrubs only). of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area clear of litter. within a landscaped area(trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which affect more than 25%of the total 5%of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. • 1999 Surface Water Desien Manual 9/1/98 A-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 12-ACCESS ROADS/EASEMENTS Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which square feet i.e.,trash and debris would fill up could damage tires. one standards size garbage can. Blocked Roadway Debris which could damage vehicle tires(glass Roadway free of debris which or metal). could damage tires. Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Road Surface Settlement, Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots,Ruts depth and 6 square feet in area. In general,any with no evidence of settlement, surface defect which hinders or prevents potholes, mush spots,or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tall and less than 6 inches than 2 inches. tall and less than 6 inches apart within a 400- square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and • Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches hinder maintenance access. in height or cleared in such a way as to allow maintenance access. • 9/1/98 1998 Surface Water Design Manual A-10 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES C.) Wetponds Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed • Wetpond Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to mowed when it starts to impede aesthetics of pond. 4 to 5 inches in height. Trees Mowing is generally required when height exceeds and bushes should be removed 18-inches.Mowed vegetation should be removed where they are interfering with from areas where it could enter the pond, either pond maintenance activities. when the pond level rises,or by rainfall runoff. Trash and Debris Accumulation that exceeds 1 CF per 1000-SF of Trash and debris removed from pond area. pond. Inlet/Outlet Pipe Inlet/Outlet pipe clogged with sediment and/or No clogging or blockage in the debris material. inlet and outlet piping. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in Pond exceeds the depth of sediment zone plus 6-inches, bottom. Bottom usually the first cell. Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond bottom. Erosion Erosion of the pond's side slopes and/or scouring of Slopes should be stabilized by the pond bottom,that exceeds 6-inches,or where using proper erosion control continued erosion is prevalent. measures,and repair methods. Settlement of Pond Any part of these components that has settled 4- Dike/berm is repaired to Dike/Berm inches or lower than the design elevation,or specifications. inspector determines dike/berm is unsound. Rock Window Rock window is clogged with sediment. Window is free of sediment and debris. Overflow Spillway Rock is missing and soil is exposed at top of Replace rocks to specifications. • spillway or outside slope. 9/1/98 1998 Surface Water Desien Manua] A-12 Storm Water Drainage Analysis Appendix March 2, 2002 Page A /TMD Job#01-108 Feb 72, 2002 3:00pm E: \PROJECTS\ \dwgfi1es\Fina1\1108TA1.dwg M ................ M --------- .................. 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D01 WSW BY CK DEVELOPED CONDITIONS 14 CONNER HOMES COMPANY SIENNA CITY OF RENTON, WASHINGTON , • , s ICI �i I r � •"��-..lam_ �:. i I i 1 _ • * HENN I F 1 WARnx scow T1 V1 1LJ 1zozJ l.zxn4rc sc AS SOC LATHS x6xrax xA veasa ze.Js.ao 11810 11581 ANE 56 T: D AC B KFMar4 WA 9803CSM 53 _ 52 sE mr RfA 52 Ali 425.821.844E A I oas 51 425.e213981 by rvt�P7xH 6 A-R O 800AND758 m0 f- rrxro 'K CB9 WWW.Atleewcmm CB47 ""JiS0.% sR C844 50 O 2 RD STREET CB 8 W i C7 O Z W 2 CB46 A-a43 oat CB43 al��CE Z v=i S OWI r2'cMc r-r.0 A-t.t? I j Q 1 2 3 4 /. )LAND''A A-a 7 ocee CB42 J 0 j v1 i m '�' p fiY.AtX J.C14A6, x ACRF. YRACi.+o > VOA.J 2 nc.J01 E,�yP y E E e.•��. 8 L� W ..n. S=.W. A-a4a 44 H p0 Ir"f1P C-rJr.S -- - O A-a3f cc C840 MULAND a EX 6 5 �l. Q- 40 A-a654@" 45 CB2 cc Z CB39 CB36 CB A-0.42 EX C 37 CB3 46 C °fYf A-R21 olao X5D ? O 2- 37 A-0.73 ooe 47 48 49 30 5 42 CB Q W W x 2 2 ca 2 CB38 47 to > > V W 8 A-aH 32 29 RIM-4J1.44 9 CB32 40 A-a42 J Dore W IE 72"CONC N.a 5:42850 a61 oae 10 W A-a40 oerq. 2 y W CB6 NF `+ O -A 39 C826 .Jl. A-R96 38 U CB2 F- W S O 12 71 s ,9T 33 28 U 37 y W t CB33 2 _ A-O80 ca 1 30' 30 RIM 429.96 13 ' IE 12"CONC N.-4c"'0.it 6 CB.3J J IE Iz'CONC S-.2XN1 ' .34 U 14 27 A-0:09�oc7e A-a 42 ocre Iy CBS I MAx-NAx A-0A2 Doe .m n rov ze' rr 15 - CB30 Rr4 A-0.6J A 30 oc» aPcaowN4lc�ouna+ 'Je 16 OPEN��0 - 35 CB2 26 or w476R ux6 eac�co y�D i0 66/.e4N0QWD N CB2 = CB2 C82 Q 02 oae I 01 RIM-426.67 1RRACT C � ' �S IE 12"CONC N.-422.20 �� z ' IE 72"CONC S.-422.16 'r a CB2 1 A-a23 acre 25 M__sock PE Lu _ B18 PROJECT MANAGER A-aJ7 oae N.END 12"CONC IE={22.8' ROJECT brie �� NE 2ND COURT C.B22A •. N 'DR CIDs 1 16 s"CNO rs .CB21 PROJECT ENGINEER 6 18 2/ 22 PROJECE LANDSCAPE ARCHITECT A-R 16 oat A-a a" 5.END 12"CONC IE-421.9' 23 24 SCALE: SUBMITTAL DATE: SCALE: BORR:N TS YEIR.: w € A-a 17 oae IRN=423.19 CB1 W( bl IE 12"CONC N-420.71 ® 2 kIE 12 CONC 5.-420.64 CB1 19 W ^ iA-Q49 ovs2 i coo 12 c-- wo 1-41.X.vs W: CD E.END 12'CMP IE=417.5 57 5B 59 60 .- =618.5' RIM-419.]8 W.ENO 12"CONC IE-420.3 Q 1' \ IE I LONL N.=41).44 /`• J IE 12"CMP E.-417.46 E.END 12 CONC IE=119.9' 20 y ` ..�f7AJisL'FC)b JAJ3X fY1/,J N 3 E 18 CONC 5.-41 7.36 W.END 12" 41 CB 17 •+r 1 59 H W.END 12"D.I.E-419.4' RIM=427.49 N.END 12"CONIC IE-.1 W.END 12'CONC IE-4i9.0' d- N.END 12"CONC IE=41).6' 9 29[wt E.END 12-CONC IE=41 7.9 E.END 12"CONC IE-416.]' E.END 12"CONC IE-419.1' lE e"N.r1/9.65 .END 12-CONC I le if 8'S.-.19.64 W.END 12"CONC IE-419.2 W.ENO 12'CONC IE=419.9' E.ENO 12"LONG IE-41].4' IE 8•E. NIA a E.END 12'CONC IE-419.2' E.END 12"CONC IE=420.t' O JO W.END 12-LDNC IE-417.5' E.END 12"CONC IE=42I. - I .END 12"CONC IE-417.8' W.END 12"CONC IE=420.' E.END 12"CONC IE-.20.5' W END 12_CONC E=423.1' 0 s ' I -. _ - E.ENO ti'CONC IE=423.3' 11 L uG, N88717J"W rJ W.EN 12'CONC IE-422.5' rs 1 N 5.END 5"FRENCH DRAIN =1 4 E.END 12'CMP IE=4l).1' - -_ __ � I STAMP NOT VALID e W.END 12'cc IE-42D9' _ --'--- -- - UNLESS SIGNED AND DATED Q) � f E 2ND TREET � RM=419A2 w V RIM-419.51 E.END 12"CONC IE=422.8' ,. -1,_ Q IE 12 CONC N.-417.51 IE 18'CONC N.-416.85 W.END 12 CONC IE=119.}' E.END 18"CONC E=al].5' E.END 12 CON IE 12"CMP E-416.99 W.ENO te"LONL IE-a17.7' E. N N[IE- 22.8' JOB N0. E 12-GONG 5.=dt 7,52 E.END 12'CONC IE-419.1' W END 12"CONC IE=4i8.5' - IE 12"CMP S-416.55 5.END 12-CONE IE=41J.5' _ W.ENp 12-CONC IE=417.6' _ E.ENO 12"CONC IE=418.5' W.END 12"coNc IE=a2z SHEET N0. 01108 1OE 1 ©2001 TRIAD ASSOCIATES I Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 2.50 H:1V Pond Bottom Length: 202. 48 ft Pond Bottom Width: 101.24 ft Pond Bottom Area: 20500. sq. ft Top Area at 1 ft. FB: 32355. sq. ft 0.743 acres Effective Storage Depth: 6.00 ft Stage 0 Elevation: 416.00 ft Storage Volume: 152135. cu. ft 3. 493 ac-ft Riser Head: 6.00 ft Riser Diameter: 18.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.69 0.480 2 3.10 3.94 0.716 6.0 3 4.50 2.06 0.141 6.0 Top Notch Weir: Rectangular Length: 2. 75 in Weir Height : 5. 35 ft Outflow Rating Curve: None • Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 416.00 0. 0.000 0. 000 0.00 20500. 0.03 416.03 616. 0.014 0.033 0.00 20546. 0.06 416.06 1233. 0.028 0.046 0.00 20591 . 0.08 416.08 1645. 0.038 0. 057 0.00 20622. 0. 11 416.11 2264 . 0.052 0.066 0.00 20667. 0. 14 416.14 2885. 0.066 0.073 0.00 20713. 0. 17 416. 17 3507. 0.081 0.080 0. 00 20759. 0.20 416.20 4130. 0.095 0.087 0.00 20805. 0.22 416.22 4547. 0.104 0.093 0.00 20835. 0.36 416. 36 7479. 0.172 0. 118 0. 00 21050. 0. 50 416.50 10441. 0.240 0. 139 0.00 21266. 0. 64 416. 64 13433. 0.308 0.157 0.00 21482. 0.78 416.78 16456. 0.378 0. 173 0.00 21700. 0. 92 416. 92 19509. 0.448 0. 188 0. 00 21918. 1. 06 417. 06 22593. 0.519 0.202 0.00 22138. 1.20 417 .20 25708. 0.590 0.215 0.00 22358. 1.34 417.34 28853. 0.662 0.227 0.00 22580. 1.48 417 .48 32030. 0.735 0.238 0. 00 22802. 1. 62 417. 62 35238. 0.809 0.249 0. 00 23026. 1 .76 417.76 38477. 0.883 0.260 0. 00 23250. 1 . 90 417. 90 41748. 0. 958 0.270 0.00 23476. 2. 04 418.04 45051 . 1 .034 0.280 0.00 23702. 2. 18 418. 18 48385. 1.111 0.289 0. 00 23929. 2.32 418. 32 51751 . 1 . 188 0.298 0. 00 24158. • 2. 46 418. 46 55149, 1 .266 0. 307 0. 00 24387. 2.60 418 .60 58579. 1.345 0.316 0. 00 24617. 2.74 418.74 62042. 1.424 0.324 0.00 24849. . 2 .88 418.88 65537. 1.505 0.332 0.00 25081. 3.01 419.01 68812. 1.580 0.340 0. 00 25298 . 3. 10 419.10 71095. 1.632 0.345 0.00 25448. 3.14 419. 14 72115. 1. 656 0.351 0.00 25515. 3.18 419.18 73136. 1.679 0.365 0.00 25582. 3.22 419.22 74161 . 1.703 0.387 0.00 25649. 3.26 419.26 75188. 1.726 0.415 0. 00 25716. 3.31 419.31 76476. 1.756 0.450 0.00 25801. 3.35 419.35 77510. 1.779 0.490 0.00 25868. 3.39 419.39 78546. 1.803 0.586 0.00 25935. 3.43 419.43 79585. 1.827 0. 604 0.00 26003. 3.57 419.57 83242. 1. 911 0.658 0.00 26240. 3.71 419.71 86932. 1. 996 0.705 0.00 26478. 3.85 419.85 90656. 2.081 0.748 0.00 26717. 3.99 419. 99 94413. 2.167 0.787 0.00 26957. 4 .13 420.13 98204 . 2.254 0.824 0.00 27198. 4 .27 420.27 102028. 2.342 0.859 0.00 27440. 4 .40 420.40 105610. 2.424 0.892 0.00 27666. 4 .50 420.50 108386. 2. 488 0.913 0.00 27840. 4 .52 420.52 108943. 2.501 0. 919 0.00 27875. 4 .54 420.54 109501 . 2.514 0.927 0.00 27910. 4 .56 420.56 110059. 2.527 0.938 0.00 27945. 4 .59 420.59 110898. 2.546 0. 950 0.00 27997. 4 . 61 420. 61 121459. 2.559 0. 964 0.00 28032. 4 . 63 420. 63 112020. 2.572 0.980 0.00 28067. 4 . 65 420. 65 112581 . 2.585 0.991 0.00 28102. 4 . 67 420. 67 113144 . 2.597 0.999 0.00 28137 . • 4 . 81 420.81 117100. 2: 688 1 .040 0.00 28383. 4 . 95 420. 95 121091 . 2.780 1 .090 0.00 28630. 5.09 421 .09 125116. 2.872 1 .120 0.00 28878. 5.23 421 .23 129177. 2.965 1 . 160 0.00 29126. 5.35 421 .35 132685. 3.046 1 .190 0.00 29340. 5. 43 421 .43 135038. 3.100 1 .230 0.00 29483. 5.51 421 .51 137402. 3.154 1.270 0.00 29627 . 5.59 421.59 139778. 3.209 1 .320 0.00 29770. 5. 68 421. 68 142464. 3.271 1.370 0.00 29932. 5.76 421 .76 144865. 3.326 1 .410 0.00 30077 . 5. 84 421.84 147277. 3.381 1 .460 0.00 30221. 5. 92 421 . 92 149700. 3.437 1 .520 0.00 30366. 6.00 422.00 152135. 3.493 1 .580 0.00 30512. 6. 10 422. 10 155196. 3.563 2.060 0.00 30694 . 6.20 422.20 158274 . 3. 633 2. 920 0.00 30877 . 6. 30 422. 30 161371. 3.705 4 .040 0.00 31060. 6. 40 422.40 164486. 3.776 5.350 0.00 31243. 6. 50 422.50 167620. 3.648 6.840 0.00 31427. 6. 60 422. 60 170772. 3. 920 8. 290 0.00 31612. 6. 70 422.70 173942. 3. 993 8. 840 0.00 31797. 6. 80 422.80 177131 . 4 .066 9.350 0.00 31983. 6. 90 422. 90 180339. 4 . 140 9.830 0.00 32169. 7. 00 423.00 283565. 4 .214 10.280 0.00 32355. 7. 10 423. 10 186810. 4 .289 10.710 0. 00 32543. 7. 20 423.20 190073. 4 .363 11 . 130 0.00 32730. 7. 30 423.30 293356. 4 .439 11 . 530 0.00 32918. 7. 40 423.40 196657. 4 .515 11 . 910 0.00 33107. 7. 50 423.50 199977. 4 .591 12. 280 0.00 33296. 7. 60 423. 60 203316. 4.667 12.640 0.00 33486. 7.70 423.70 206674 . 4.745 12. 990 0.00 33676. 7. 80 423.80 210051. 4.822 13.320 0.00 33866. 7. 90 423.90 213448. 4.900 13. 650 0.00 34057. 8.00 424 .00 216863. 4.978 13.970 0.00 34249. Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 5. 98 3.54 6.25 422.25 159976. 3.673 2 3.01 1.78 6.04 422.04 153421. 3.522 3 3.73 1.13 5.13 421.13 126194 . 2.897 4 3.57 1.08 4 .93 420.93 120543. 2.767 5 3.15 0.97 4. 62 420.62 111805. 2.567 6 3.09 0.68 3.63 419.63 84844 . 1.948 7 2.59 0.30 2.43 418.43 54367. 1 .248 8 2.43 0.36 3.17 419.17 72781. 1.671 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 3.54 0. 41 ******** 2.59 3.68 2 1 .78 0.20 ******** 1.77 1.85 3 1 .13 0.24 ******** 1.53 1 .23 4 1 .08 0.29 ******** ******* 1.14 5 0.97 0.21 ******** ******* 1.04 6 0.68 0.20 ******** 0.88 0.73 7 0.30 0. 16 ******** ******* 0.43 8 0.36 0. 16 ******** ******* 0.41 ---------------------------------- Route Time Series through Facility Inflow Time Series File:site.tsf Outflow Time Series File:loken POC Time Series File:poc Inflow/Outflow Analysis Peak Inflow Discharge: 5.98 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 3.54 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 6.25 Ft Peak Reservoir Elev: 422.25 Ft Peak Reservoir Storage: 159976. Cu-Ft 3. 673 Ac-Ft Add Time Series:bypass.tsf Peak Summed Discharge: 3.68 CFS at 10:00 on Jan 9 in Year 8 Point of Compliance File:poc.tsf Flow Frequency Analysis Time Series File:loken.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 1 .78 2 2/09/01 20:00 3.53 6.25 1 100.00 0.990 0.360 7 12/28/01 18:00 1.78 6.04 2 25.00 0. 960 1.08 4 3/06/03 22:00 1.13 5.12 3 10.00 0.900 0.305 8 8/26/04 7:00 1.08 4 .94 4 5.00 0.800 0.678 6 1/05/05 15:00 0.974 4 . 62 5 3.00 0.667 0.974 5 1/18/06 22:00 0.678 3. 63 6 2.00 0.500 1 .13 3 11/24/06 7:00 0.360 3. 17 7 1.30 0.231 3.53 1 1/09/08 10:00 0.305 2. 43 8 1 .10 0.091 Computed Peaks 2. 95 6.20 50.00 0.980 Flow Frequency Analysis Time Series File:poc.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1 .85 2 2/09/01 20:00 3. 68 1 100.00 0. 990 0.414 8 1/05/02 16:00 1 .85 2 25.00 0. 960 1 .14 4 3/06/03 19:00 1 .23 3 10.00 0.900 • b.430 7 8/26/04 2:00 1 . 14 4 5.00 0.800 0.726 6 1/05/05 14:00 1 .04 5 3.00 0. 667 1 .04 5 1/18/06 21:00 0. 726 6 2.00 0.500 1.23 3 11/24/06 6:00 0. 430 7 1 .30 0.231 3.68 1 1/09/08 10:00 0. 414 8 1 . 10 0.091 Computed Peaks 3.07 50.00 0. 980 Flow Duration from Time Series File:loken.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.025 32346 52.750 52.750 47.250 0.473E+00 0.075 9454 15.417 68. 167 31.833 0.318E+00 0.125 6590 10.747 78.914 21.086 0.211E+00 0.175 4946 8.066 86. 980 13.020 0.130E+00 0.225 3593 5.859 92.839 7.161 0.716E-01 0.275 1983 3.234 96.073 3.927 0.393E-01 0.325 1374 2.241 98.314 1.686 0.169E-01 0.375 535 0.872 99.186 0.814 0.814E-02 0.425 80 0.130 99.317 0.683 0.683E-02 0.475 56 0.091 99.408 0.592 0.592E-02 0.524 24 0.039 99.447 0.553 0.553E-02 0.574 10 0.016 99. 463 0.537 0.537E-02 0.624 59 0.096 99.560 0.440 0.440E-02 0.674 56 0.091 99. 651 0.349 0.349E-02 0.724 24 0.039 99.690 0.310 0.310E-02 0.774 22 0.036 99.726 0.274 0.274E-02 0.824 31 0.051 99.777 0.223 0.223E-02 0.874 32 0.052 99.829 0.171 0. 171E-02 0. 924 23 0.038 99. 866 0.134 0.134E-02 0. 974 10 0.016 99. 883 0.117 0.117E-02 1 .02 9 0.015 99. 897 0.103 0.103E-02 1.07 13 0.021 99. 918 0.082 0.815E-03 1.12 15 0.024 99. 943 0.057 0.571E-03 1.17 14 0.023 99. 966 0.034 0.342E-03 1.22 4 0.007 99. 972 0.028 0.277E-03 1.27 2 0.003 99. 976 0.024 0.245E-03 1.32 2 0.003 99. 979 0.021 0.212E-03 1.37 2 0.003 99. 982 0.018 0.179E-03 1.42 2 0.003 99. 985 0.015 0.147E-03 1.47 2 0.003 99. 989 0.011 0.114E-03 1.52 2 0.003 99. 992 0.008 0.815E-04 1.57 2 0.003 99. 995 0.005 0.489E-04 1. 62 1 0.002 99. 997 0.003 0.326E-04 1. 67 0 0.000 99. 997 0.003 0.326E-04 1.72 0 0.000 99. 997 0.003 0.326E-04 1.77 1 0.002 99. 998 0.002 0.163E-04 Flow Duration from Time Series File:poc.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.026 33009 53.831 53. 831 46. 169 0.462E+00 0.078 9089 14 .822 68. 653 31 .347 0.313E+00 0.130 6273 10.230 78. 883 21 .117 0.211E+00 0.182 4930 8.040 86. 923 13.077 0.131E+00 0.234 3450 5. 626 92.549 7.451 0.745E-01 0.285 2074 3.382 95. 931 4 .069 0.407E-01 0.337 1304 2 .127 98.058 1 .942 0.194E-01 • 0.389 609 0.993 99. 051 0.949 0. 949E-02 0.441 136 0.222 99. 273 0.727 0.727E-02 0.493 70 0. 114 99. 387 0.613 0.613E-02 0.544 31 0.051 99. 437 0.563 0.563E-02 0.596 15 0.024 99. 462 0.538 0.538E-02 0. 648 47 0.077 99. 538 0.462 0.462E-02 0.700 59 0.096 99. 635 0.365 0.365E-02 0.752 31 0.051 99. 685 0.315 0.315E-02 0.803 18 0.029 99. 715 0.285 0.285E-02 0.855 29 0.047 99.762 0.238 0.238E-02 0. 907 34 0.055 99. 817 0.183 0.183E-02 0. 959 21 0.034 99. 852 0.148 0.148E-02 1.01 12 0.020 99. 871 0.129 0. 129E-02 1 .06 16 0.026 99. 897 0.103 0.103E-02 1 .11 10 0.016 99. 914 0.086 0.864E-03 1. 17 14 0.023 99. 936 0.064 0. 636E-03 1.22 11 0.028 99. 954 0.046 0.457E-03 1.27 10 0.016 99. 971 0.029 0.294E-03 1 .32 3 0.005 99. 976 0.024 0.245E-03 1.37 1 0.002 99. 977 0.023 0.228E-03 1 .43 3 0.005 99. 982 0.018 0. 179E-03 1 .48 1 0.002 99. 984 0.016 0. 163E-03 1.53 2 0.003 99. 987 0.013 0.130E-03 1 .58 2 0.003 99. 990 0.010 0. 978E-04 1 . 63 2 0.003 99. 993 0.007 0. 652E-04 1 .68 2 0.003 99. 997 0.003 0. 326E-04 1 .74 0 0.000 99. 997 0.003 0.326E-04 1 .79 0 0.000 99. 997 0.003 0.326E-04 1.84 1 0.002 99. 998 0.002 0. 163E-04 Duration Comparison Anaylsis • Base File: target .tsf New File: poc.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- CutoffBase New %Change Probability Base New %Change 0.443 I 0.76E-02 0.71E-02 -5.8 1 0.76E-02 0.443 0.427 -3.5 0.544 1 0.56E-02 0.56E-02 0.9 1 0.56E-02 0.544 0.567 4 .1 0.646 I 0.43E-02 0.47E-02 10.3 1 0.43E-02 0.646 0.666 3. 1 0.748 1 0.31E-02 0.32E-02 1 .6 1 0.31E-02 0.748 0.755 0. 9 0.850 1 0.24E-02 0.24E-02 2.0 1 0.24E-02 0.850 0.852 0.3 0.952 I 0.18E-02 0.16E-02 -11 .0 1 0.18E-02 0.952 0.915 -3. 9 1.05 1 0.12E-02 0.11E-02 -10.8 1 0.12E-02 1.05 1.03 -2.3 1.16 i 0.83E-03 0. 67E-03 -19.6 1 0.83E-03 1. 16 1.13 -2. 6 1.26 1 0.62E-03 0.31E-03 -50.0 1 0.62E-03 1.26 1.17 -6. 6 1.36 1 0.39E-03 0.23E-03 -41 .7 1 0.39E-03 1 .36 1.23 -9.8 1 .46 1 0.18E-03 0.16E-03 -9.1 1 0.18E-03 1 .46 1.45 -0.7 1.56 1 0.11E-03 0. 98E-04 -14 .3 1 0.11E-03 1 .56 1.54 -1 . 4 1.67 1 0. 65E-04 0.49E-04 -25.0 ( 0. 65E-04 1 . 67 1 . 64 -1 . 3 Maximum positive excursion = 0.134 cfs ( 7.9%) occurring at 1.70 cfs on the Base Data:target.tsf and at 1.83 cfs on the New Data:poc.tsf Maximum negative excursion = 0. 146 cfs (-10.7%) occurring at 1 .37 cfs on the Base Data:target.tsf and at 1.23 cfs on the New Data :poc.tsf • 03/01/02 STORM SEWER DETAILED REPORT • Data File LYONPL.STM ROADD Return Period: 100 Yrs Rainfall file: I = 0.000/ ( Tc + 0 .000) 0.000 LINE 1 STORM SEWER HYDRAULIC REPORT POND-18 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 13 .86 Length (ft) = 178 Kj (JLC) = 0.5 Downstream Line # = OUTFALL INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 415.99 36.00 422 .50 422.55 418.99 422 .50 7.07 1.86 DNSTREAM 413.00 36.00 422.50 422.55 416.00 0.00 7.07 1.86 SLOPE(%) 1.680 0.000 0.000 237.360 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 6.27 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 13 .14 13.14 13 .14 93 .64 Note: Upstream surcharge (ft) = 3.51 STORM SEWER INLET REPORT • FLOW RESULTS (cfs) - PONDING WIDTH (ft) 0 .00 Flow from Catchment 0.00 DEPTH AT CURB (ft) 0 .00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 0 Gutter depression (in) = 0.00 AAAIIZIAAAA.AA.AAAAAAAAAAA.A.AAAAAAA.AAA,AAAAAAAAAAAAA.AAIIZIAA��nn��➢D➢➢�DD�� LINE 2 STORM SEWER HYDRAULIC REPORT 18-19 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 10.25 Length (ft) = 77 Kj (JLC) = 0.5 Downstream Line # = 1 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 416.95 36.00 422.53 422.54 419.95 422 .55 7.07 1.02 DNSTREAM 415.99 36.00 422.53 422 .54 418 .99 422 .50 7.07 1.02 • SLOPE(%) 1.247 0.000 0.000 0.065 CATCHMENT CUMULATIVE • Area (ac) = 0. 0 0.0 Drainage Time (min) = 0.00 5.93 Intensity (in/h) = 0 .00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 7.18 7.18 7.18 80.68 Note: Upstream surcharge (ft) = 2 .58 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = I Gutter depression (in) = 0.00 • LINE 3 STORM SEWER HYDRAULIC REPORT 19-21 Diameter (in) = 24 N = 0.012 Critical Depth (in) = 10.87 Length (ft) = 104 Kj (JLC) = 0.5 Downstream Line # = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 419.33 24.00 422 .53 422.60 421.33 424.29 3 .14 2.08 DNSTREAM 417.95 24 .00 422.53 422.60 419.95 422.55 3 .14 2.08 SLOPE(%) 1.327 0.000 0.000 1.673 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 5.39 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 0.00 (cfs) (cfs) Known Flow (cfs) = 6.54 6.54 6.54 28 .22 Note: Upstream surcharge (ft) = 1.20 .. .. .... .. .... STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 Flow from Catchment = 0. 00 DEPTH AT CURB (ft) = 0 . 00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = • Intercepted by current inlet = 0. 00 Grate = Total = 0 . 00 Bypassed by current inlet 0 . 00 Slot = . INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 2 Gutter depression (in) = 0.00 LINE 4 STORM SEWER HYDRAULIC REPORT 21-22 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 11.57 Length (ft) = 42 Kj (JLC) = 0.5 Downstream Line # = 3 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 420.04 18.00 422 .57 422.77 421.54 424. 99 1.77 3 .62 DNSTREAM 419.33 18. 00 422 .57 422.77 420.83 424.29 1.77 3 .62 SLOPE(%) 1.691 0.000 0.000 1.667 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 5.20 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) 0.00 0.00 (cfs) (cfs) Known Flow (cfs) 6.39 6.39 6.39 14.79 Note: Upstream surcharge (ft) = 1.03 AAA.AAAA,A,AAAAAAA.A.A,AAAAAAAAAAAAAAAIIAAAAAAAAAAAAAAAAAAAA,AATIAAAAAA.AAAAAAAAAA,AAAA.AA STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 .00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0 .00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0. 00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0. 000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 3 Gutter depression (in) = 0.00 LINE 5 STORM SEWER HYDRAULIC REPORT 22-23 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 11.26 Length (ft) = 40 Kj (JLC) = 0.5 Downstream Line # = 4 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 420.24 18.00 422 .67 422 .85 421.74 425.64 1.77 3 .42 DNSTREAM 420.04 18. 00 422 .67 422.85 421.54 424.99 1.77 3 .42 SLOPE(%) 0.500 0.000 0.000 1.625 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 5.00 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 6.05 6.05 6.05 8.04 Note: Upstream surcharge (ft) = 0.93 AAAAA.A.AAAAAAA.A.P,AATIAAAAAAZ\A,AA,IIAA��A��n�nnnnn�nnnnnnnnnriiirinnaanrianaariariaariaa$a STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 .00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0. 00 Carryover from previous inlet = 0.00 EFFICIENCY (W) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0 . 00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 • Downstream Inlet number = 4 Gutter depression (in) = 0 .00 LINE 6 STORM SEWER HYDRAULIC REPORT 23-25 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 10.53 Length (ft) = 176 Kj (JLC) = 0.5 Downstream Line # = 5 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 421.12 18.00 422 .76 422 .90 422 .62 429.25 1.77 2 . 99 DNSTREAM 420.24 18.00 422 .76 422.90 421.74 425.64 1.77 2 .99 SLOPE(%) 0.500 0.000 0.000 2 .051 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 4 .02 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 5.29 5.29 5.29 8 .04 Note: Upstream surcharge (ft) = 0.14 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 • Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0 . 00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0. 000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 5 Gutter depression (in) = 0.00 LINE 7 STORM SEWER HYDRAULIC REPORT 25-EXSD Diameter (in) = 18 N = 0.012 Critical Depth (in) = 9.77 Length (ft) = 153 Kj (JLC) = 0.5 Downstream Line # = 6 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 421.89 9.77 422 .70 423 .04 423.39 432.50 0.98 4 .65 DNSTREAM 421.12 18.00 422.83 422.93 422.62 429.25 1.77 2 .57 SLOPE(%) 0.503 -0.083 0.069 2.124 • CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 3.03 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 4.55 4.55. 4.55 8.07 Note: Transitional flow exists in this line AA.A,AP,P,AAZIAAAAAAAAAA�n��nannnn�nnnnnrinnnnaaaarinanririririiirriirirTTrrTTrTTTTTTTTTTrTT STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0. 00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0 . 00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0 . 00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0. 000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0. 016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 6 Gutter depression (in) = 0. 00 • LINE 8 STORM SEWER HYDRAULIC REPORT • EX5D-EX5C Diameter (in) = 18 N = 0.012 Critical Depth (in) = 9.54 Length (ft) = 61 Kj (JLC) = 0.5 Downstream Line # = 7 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 422 .20 9.54 422.99 423 .32 423.70 432 .06 0.95 4.56 DNSTREAM 421.89 11.78 422 .87 423 .07 423.39 432 .50 1.23 3 .54 SLOPE(%) 0.508 0.202 0.413 -0.721 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 2.62 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 4.34 4.34 4.34 8.11 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0 .00 • Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 7 Gutter depression (in) = 0.00 AAAAAAZiAAAAAAAAAAIiz1AAAAAIIAAAAAAAAAA,ZiA.A,A.AAAAAAZIAAAAAAAAAAIlnnnnannnZlnnnZinnnnnrinri LINE 9 STORM SEWER HYDRAULIC REPORT EX5C-EXSB Diameter (in) = 18 N = 0.012 Critical Depth (in) = 9.33 Length (ft) = 189 Kj (JLC) = 0.5 Downstream Line # = 8 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 423 .15 9.33 423 .93 424.24 424.65 427.58 0.92 4 .49 DNSTREAM 422 .20 11.48 423 . 16 423.35 423 .70 432 .06 1.19 3 .49 SLOPE(%) 0.503 0.408 0.473 -2 .370 CATCHMENT CUMULATIVE Area (ac) = 0. 0 0.0 Drainage Time (min) = 0.00 1.28 • Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 4 .15 4.15 4 .15 8 .07 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 .00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0 . 00 Carryover from previous inlet = 0.00 EFFICIENCY Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = Total = 0 .00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 8 Gutter depression (in) = 0.00 LINE 10 STORM SEWER HYDRAULIC REPORT EX5B-27 Diameter (in) = 12 N = 0.012 Critical Depth (in) = 5.98 Length (ft) = 92 Kj (JLC) = 0.5 Downstream Line # = 9 • INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 424.20 5.98 424 .70 424 .89 425.20 428.85 0.39 3 .53 DNSTREAM 423 .15 11.20 424.08 424 .13 424.15 427.58 0.76 1. 81 SLOPE(%) 1.141 0.668 0.823 1.380 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.41 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 1.38 1.38 1.38 4 . 12 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = Total = 0. 00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 9 Gutter depression (in) = 0.00 • LINE 11 STORM SEWER HYDRAULIC REPORT 27-28 Diameter (in) = 12 N = 0.012 Critical Depth (in) = 5.09 Length (ft) = 31 Kj (JLC) = 0.5 Downstream Line # = 10 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 424.82 5.09 425.32 425.48 425.82 429.96 0.32 3.15 DNSTREAM 424.20 7.14 424 .79 424.86 425.20 428.85 0.49 2.05 SLOPE(%) 2.000 1.698 1.985 3.581 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.00 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 1.00 1.00 1.00 5.46 STORM SEWER INLET REPORT • FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0. 00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0. 00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0. 00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 10 Gutter depression (in) = 0.00 • 03/02/02 STORM SEWER DETAILED REPORT kitsap Data File KITSAP.STM Return Period: 100 Yrs Rainfall file: I = 0.000/ ( Tc + 0.000) 0.000 LINE 1 STORM SEWER HYDRAULIC REPORT 18-29 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 11.10 Length (ft) = 70 Kj (JLC) = 0.5 Downstream Line # = OUTFALL INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 420.53 18.00 422.50 422.67 422.03 424.32 1.77 3.33 DNSTREAM 417.68 18.00 422.50 422.67 419.18 0.00 1.77 3.33 SLOPE(%) 4.071 0.000 0.000 606.171 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 14.00 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 5.88 5. 88 5. 88 22 .95 Note: Upstream surcharge (ft) = 0.47 STORM SEWER INLET REPORT • FLOW RESULTS (cfs) - PONDING WIDTH (ft) 0.00 Flow from Catchment 0.00 DEPTH AT CURB (ft) 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (s) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 0 Gutter depression (in) = 0.00 LINE 2 STORM SEWER HYDRAULIC REPORT 29-30 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 10.89 Length (ft) = 94 Kj (JLC) = 0.5 Downstream Line # = 1 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 421.47 10.98 422.39 422.78 422.97 425.79 1.13 5.01 DNSTREAM 420.53 18.00 422 .59 422.75 422.03 424 .32 1.77 3 .20 • SLOPE(%) 1.000 -0.214 0.032 1.564 CATCHMENT CUMULATIVE . Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 13 .51 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 5.66 5.66 5.66 11.38 Note: Transitional flow exists in this line STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (�) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 1 Gutter depression (in) = 0.00 • LINE 3 STORM SEWER HYDRAULIC REPORT 30-31 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 10.34 Length (ft) = 31 Kj (JLC) = 0.5 Downstream Line # = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 421.78 10.34 422.64 423 .01 423 .28 425.79 1.05 4.85 DNSTREAM 421.47 13 .32 422 .58 422 .79 422.97 425.79 1.40 3 .64 SLOPE(%) 1.000 0.198 0.716 0.000 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 13.33 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 5.10 5.10 5.10 11.38 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = . Intercepted by current inlet 0.00 Grate = * Total = 0.00 Bypassed by current inlet 0.00 Slot INPUT PARAMETERS:Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) - 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 2 Gutter depression (in) = 0.00 LINE 4 STORM SEWER HYDRAULIC REPORT 31-32 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 9.42 Length (ft) = 200 Kj (JLC) = 0.5 Downstream Line # = 3 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 423.90 9.42 424.68 425.00 425.40 428.03 0.94 4.52 DNSTREAM 421.78 12 .54 422.82 422 .99 423.28 425.79 1.31 3 .22 SLOPE(%) 1.060 0.930 1.008 1.120 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 11.94 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) 0.00 0.00 (cfs) (cfs) Known Flow (cfs) 4 .23 4.23 4.23 11.71 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0. 00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 3 Gutter depression (in) = 0.00 LINE 5 STORM SEWER HYDRAULIC REPORT 32-34 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 8.32 Length (ft) = 214 Kj (JLC) = 0.5 Downstream Line # = 4 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 426.16 8.32 426.85 427.12 427.66 431.01 0.80 4.13 DNSTREAM 423 .90 11.32 424.84 424.97 425.40 428.03 1.17 2 .82 SLOPE(°%) 1.056 0.939 1.005 1.393 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 10.18 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 3 .30 3.30 3.30 11.69 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 .00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0 . 00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 • Downstream Inlet number = 4 Gutter depression (in) = 0.00 LINE 6 STORM SEWER HYDRAULIC REPORT 34-40 Diameter (in) = 12 N = 0.012 Critical Depth (in) = 7.61 Length (ft) = 59 Kj (JLC) = 0.5 Downstream Line # = 5 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 426.96 7.61 427.59 427.88 427.96 429.95 0.53 4 .26 DNSTREAM 426.66 7.61 427.29 427.58 427.66 431.01 0.53 4.26 SLOPE(%) 0.508 0.508 0.508 -1.797 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 9.84 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 2 .24 2 .24 2.24 2.75 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (�) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 5 Gutter depression (in) = 0.00 LINE 7 STORM SEWER HYDRAULIC REPORT 40-42 Diameter (in) = 12 N = 0.012 Critical Depth (in) = 7.01 Length (ft) = 155 Kj (JLC) = 0.5 Downstream Line # = 6 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 428.29 7.01 428.87 429.12 429.29 432.01 0.48 3.99 DNSTREAM 426.96 9.31 427.74 427.87 427 .96 429.95 0 .65 2 .91 SLOPE(%) 0.858 0.735 0.809 1.329 • CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 8.77 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 1.90 1.90 1.90 3 .57 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 .00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0 .00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 6 Gutter depression (in) = 0.00 LINE 8 STORM SEWER HYDRAULIC REPORT • 42-43 Diameter (in) = 12 N = 0.012 Critical Depth (in) = 7.01 Length (ft) = 66 Kj (JLC) = 0.5 Downstream Line # = 7 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 429.12 7.01 429.70 429.95 430.12 432.28 0.48 3 .99 DNSTREAM 428.29 8.49 429.00 429.16 429.29 432.01 0.59 3 .20 SLOPE(%) 1.258 1.071 1.204 0.409 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 8.32 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 1.90 1.90 1.90 4 .33 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 .00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 • Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 7 Gutter depression (in) = 0.00 LINE 9 STORM SEWER HYDRAULIC REPORT 43-44 Diameter (in) = 12 N = 0.012 Critical Depth (in) = 6.27 Length (ft) = 31 Kj (JLC) = 0.5 Downstream Line # = 8 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 429.28 6.27 429. 80 430.01 430.28 432 .28 0.42 3 .66 DNSTREAM 429.12 8.49 429. 83 429.93 430. 12 432 .28 0.59 2 .56 SLOPE(%) 0.516 -0.081 0.262 0.000 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 8.05 • Intensity (in/h) 0.00 0.00 TOTAL UNIFORM Runoff Coefficient 0. 00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 1.52 1.52 1.52 2.77 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (�) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 8 Gutter depression (in) = 0.00 LINE 10 STORM SEWER HYDRAULIC REPORT 44-45 Diameter (in) = 12 N = 0.012 Critical Depth (in) = 3 .56 Length (ft) = 160 Kj (JLC) = 0.5 Downstream Line ## = 9 . INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 430.85 3.56 431.15 431.24 431.85 434 .44 0.20 2.51 DNSTREAM 429.28 7.52 429. 91 429.92 430.28 432.28 0.52 0.95 SLOPE(%) 0. 981 0.775 0.828 1.350 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 4 .08 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 0.49 0.49 0.49 3 .82 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0 . 00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 • Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0. 000 Downstream Inlet number = 9 Gutter depression (in) = 0.00 • LINE 11 STORM SEWER HYDRAULIC REPORT 45-47 Diameter (in) = 12 N = 0.012 Critical Depth (in) = 1.44 Length (ft) = 82 Kj (JLC) = 0.5 Downstream Line # = 10 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 432.99 1.44 433 .13 433.16 433.99 436.49 0.05 1.50 DNSTREAM 430.85 4.15 431.20 431.20 431.85 434 .44 0.24 0.33 SLOPE(%) 2.610 2.356 2 .396 2.500 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.00 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 0.08 0.08 0.08 6.23 STORM SEWER INLET REPORT • FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 .00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0 .00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 10 Gutter depression (in) = 0.00 • OFFSITE2 03/01/02 STORM SEWER DETAILED REPORT offsite2 Data File SIENNA.STM Return Period: 100 Yrs Rainfall file: I = 0.000/ ( Tc + 0.000) A 0.000 ................................................................................................................................................................ AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA LINE 1 STORM SEWER HYDRAULIC REPORT outfall-1 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32.94 Length (ft) = 55 Kj (7LC) = 0. 5 Downstream Line # = OUTFALL INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 404.52 16.83 405.92 414.33 407. 52 410.00 3.24 23.27 DNSTREAM 401.50 16.83 402.90 411.31 404. 50 401.50 3.24 23.27 SLOPE(%) 5.491 5.491 5.491 15.455 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 2.85 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 75.41 75.41 75.41 169.30 Note: supercritical flow detected - Normal depth assumed AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA STORM SEWER INLET REPORT FLOW RESULTS (Cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet 0.00 Curb = :; Intercepted by current inlet 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number 0 Gutter depression (in) = 0.00 AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA LINE 2 STORM SEWER HYDRAULIC REPORT 1-2 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32.94 Length (ft) = 290 Kj (.7LC) = 0. 5 Downstream Line # = 1 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 408.00 32.94 410.75 412.67 411.00 415.80 6.78 11.12 DNSTREAM 404. 52 36.00 410.12 411.89 407. 52 410.00 7.07 10.67 SLOPE(%) 1.200 0.214 0.267 2.000 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 2.47 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Page 1 OFFSITE2 • Known Flow (cfs) = 75.41 75.41 75.41 79.15 Note: Transitional flow exists in this line ...... ..................................................................................................................................................... AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA STORM SEWER INLET REPORT FLOW RESULTS (Cf5) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter width (ft) = 0.000 Pavement Cross slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter xslope (ft/ft) = 0.000 Downstream Inlet number = 1 Gutter..depression (in) = 0.00 . . . . ........................................................ .... .......................................................... AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA LINE 3 STORM SEWER HYDRAULIC REPORT 2-3 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32.94 Length (ft) = 299 Kj (7LC) = 0. 5 Downstream Line # = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 409. 50 32.94 412.25 414.17 412.50 420.10 6.78 11.12 0 DNSTREAM 408.00 36.00 411.71 413.47 411.00 415.80 7.07 10.67 SLOPE(%) 0. 502 0.180 0.232 1.438 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 2.01 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 75.41 75.41 75.41 51.17 Note: Transitional flow exists in this line ............................................................................................................................................................ AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA STORM SEWER INLET REPORT FLOW RESULTS (Cf5) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter width (ft) = 0.000 Pavement cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter xslope (ft/ft) = 0.000 Downstream Inlet number = 2 Gutter depression (in) = 0.00 AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA LINE 4 STORM SEWER HYDRAULIC REPORT Page 2 OFFSITE2 3-4 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32.94 Length (ft) = 192 Kj (JLC) = 0. 5 Downstream Line # = 3 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 410.47 32.94 413.22 415.14 413.47 421.84 6.78 11.12 DNSTREAM 409. 50 36.00 413 .21 414.97 412. 50 420.10 7.07 10.67 SLOPE(%) 0. 505 0.005 0.085 0.906 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 1.71 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (CfS) = 75.41 75.41 75.41 51.36 Note: Transitional flow exists in this line . .............................................................................................................. AAAAAAAA,4,4,4AAA,4AAAAA,4,4,4AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA STORM SEWER INLET REPORT FLOW RESULTS (CfS) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 • Gutter width (ft) = 0.000 Pavement Cross slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter xSlope (ft/ft) = 0.000 Downstream Inlet number = 3 Gutter depression (in) = 0.00 AAAAAAAAAAAAAAAAAAA,4,4,4AAAAAAAAAAAAAAA,4AA,4AA,4AAAAAAAAAAAAA,4,4,4,4,4,4AAAAAAA,4AAAAAAA LINE 5 STORM SEWER HYDRAULIC REPORT 4-5 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 363 Kj (7LC) = 0. 5 Downstream Line # = 4 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 419.86 30.41 422 . 39 424.14 422.86 428. 50 6.37 10.61 DNSTREAM 416.84 30.41 419. 37 421.12 419.84 421.84 6. 37 10.61 SLOPE(%) 0.832 0.832 0.832 1.835 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 1.07 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 65.90 Note: Supercritical flow detected - Normal depth assumed AAA,4AAA,4,4AAAAAAAAA,4,4,4,4P„4,4A,4AAAAAAP,AAAAAAA,4,4AA,4AAAAAAAAAAAA,4,4,4,4AAAAAAA,4,4AAAA,4A,4 STORM SEWER INLET REPORT FLOW RESULTS (CfS) PONDING WIDTH (ft) = 0.00 Page 3 OFFSITE2 • Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb -- Intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal slope (ft/ft) = 0.000 Gutter width (ft) = 0.000 Pavement Cross slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter xSlope (ft/ft) = 0.000 Downstream Inlet number = 4 Gutter..depression (in) = 0.00 . . . . . . . . . .................................................................... .... .......................................................... AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA LINE 6 STORM SEWER HYDRAULIC REPORT 5-6 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 168 Kj (7LC) = 0. 5 Downstream Line # = 5 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 421.25 31.86 423.91 425. 53 424.25 430.65 6.62 10.21 DNSTREAM 419.86 36.00 423.27 424.69 422.86 428. 50 7.07 9. 56 SLOPE(%) 0.827 0. 379 0.498 1.280 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.78 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 65.72 Note: Transitional flow exists in this line .. ......................................................................................................................................................... AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA STORM SEWER INLET REPORT FLOW RESULTS (Cf5) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 curb = Intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter width (ft) = 0.000 Pavement Cross slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter xSlope (ft/ft) = 0.000 Downstream Inlet number 5 Gutter depression (in) = 0.00 AA,4,4,4,4,4,4AAAAAAA,4,4AALIAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA,4AAAAAAA,4,4 LINE 7 STORM SEWER HYDRAULIC REPORT 6-7 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 51 Kj (JLC) = 0. 5 Downstream Line # = 6 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL Page 4 OFFSITE2 (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 421.67 36.00 424.72 426.14 424.67 431.32 7.07 9. 56 DNSTREAM 421.25 36.00 424.72 426.14 424.25 430.65 7.07 9. 56 SLOPE(%) 0.824 0.000 0.000 1.314 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.69 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (Cfs) = 67.60 67.60 67.60 65. 57 Note: upstream surcharge (ft) = 0.05 AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA STORM SEWER INLET REPORT FLOW RESULTS (Cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter width (ft) = 0.000 Pavement Cross slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter xslope (ft/ft) = 0.000 Downstream Inlet number = 6 Gutter depression (in) = 0.00 AAAAAA,4AA,4AAAAAAAAAA,4,4,4AAAAAAAAAAAAA,4AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA • LINE 8 STORM SEWER HYDRAULIC REPORT 7-8 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 258 Kj (7LC) = 0. 5 Downstream Line # = 7 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 426.02 31.86 428.68 430.30 429.02 432.52 6.62 10.21 DNSTREAM 421.67 36.00 425.43 426.85 424.67 431.32 7.07 9. 56 SLOPE(%) 1.686 1.260 1.337 0.465 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0. 36 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 93.82 Note: Transitional flow exists in this line . . . . . . . . .......................................................................................................................................... AA,4,4A,4A,4,4AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA STORM SEWER INLET REPORT FLOW RESULTS (CfS) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 slot = • Page 5 OFFSITE2 INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter xSlope (ft/ft) = 0.000 Downstream Inlet number = 7 Gutter depression (in) = 0.00 ............................................................................................................................................................ AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA LINE 9 STORM SEWER HYDRAULIC REPORT 8-9 Diameter (in) = 36 N = 0.012 critical Depth (in) = 31.86 Length (ft) = 111 Kj (7LC) = 0. 5 Downstream Line # = 8 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 426. 58 34.27 429.44 430.91 429. 58 433.00 6.94 9.73 DNSTREAM 426.02 36.00 429.49 430.91 429.02 432.52 7.07 9. 56 SLOPE(%) 0. 505 -0.044 0.002 0.432 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.16 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 67.60 67.60 67.60 51.32 Note: Transitional flow exists in this line ............................................................................................................................................................ AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA STORM SEWER INLET REPORT FLOW RESULTS (CfS) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter width (ft) = 0.000 Pavement Cross slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter xSlope (ft/ft) = 0.000 Downstream Inlet number = 8 Gutter depression (in) = 0.00 AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA LINE 10 STORM SEWER HYDRAULIC REPORT 9-10 Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86 Length (ft) = 93 Kj (7LC) = 0. 5 Downstream Line # = 9 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 427.05 36.00 430.88 432.30 430.05 431.25 7.07 9. 56 DNSTREAM 426. 58 36.00 430.17 431. 59 429. 58 433.00 7.07 9. 56 SLOPE(%) 0. 505 0.764 0.764 -1.882 CATCHMENT CUMULATIVE Page 6 OFFSITE2 • Area (ae) = 0.0 0.0 Drainage Time (min) = 0.00 0.00 Intensity (in/h) 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (Cfs) = 67.60 67.60 67.60 51. 36 Note: upstream surcharge (ft) = 0.83 AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA STORM SEWER INLET REPORT FLOW RESULTS (Cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = Total = 0.00 Bypassed by current inlet = 0.00 slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter width (ft) = 0.000 Pavement Cross slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter xSlope (ft/ft) = 0.000 Downstream Inlet number 9 Gutter depression (in) = 0.00 AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA • • Page 7 03/01/02 STORM SEWER DETAILED REPORT PONDOUT 0 Data File SPOND.STM Return Period: 100 Yrs Rainfall file: I = 0.000/ ( Tc + 0.000) ' 0.000 LINE 1 STORM SEWER HYDRAULIC REPORT 4-11 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 12.80 Length (ft) = 334 Kj (JLC) = 0.5 Downstream Line # = OUTFALL INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 413 .64 12 .80 414 .71 415.23 415.14 419.57 1.34 5 .81 DNSTREAM 411.97 15.00 413 .22 413.60 413 .47 419.57 1.57 4.96 SLOPE(%) 0.500 0.445 0.488 0.000 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.83 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 7.81 7.81 7.81 8.04 STORM SEWER INLET REPORT • FLOW RESULTS (cfs) - PONDING WIDTH (ft) _ 0. 00 Flow from Catchment 0.00 DEPTH AT CURB (ft) 0 . 00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0 . 00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 0 Gutter depression (in) = 0.00 LINE 2 STORM SEWER HYDRAULIC REPORT 11-12 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 11.20 Length (ft) = 134 Kj (JLC) = 0.5 Downstream Line # = 1 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 415.81 11.20 416.74 417.16 417.31 423 .00 1. 16 5.18 DNSTREAM 413 .64 15.94 414. 97 415.17 415.14 419.57 1.66 3 .61 • SLOPE(%) 1.619 1.324 1.483 2.560 CATCHMENT CUMULATIVE • Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.17 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 5. 98 5.98 5.98 14 .48 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (�) Total flow to current inlet = 0.00 Curb = Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet = 0.00 Slot = INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 1 Gutter depression (in) = 0.00 • LINE 3 STORM SEWER HYDRAULIC REPORT 12-13 Diameter (in) = 18 N = 0.012 Critical Depth (in) = 11.20 Length (ft) = 35 Kj (JLC) = 0.5 Downstream Line # = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s) UPSTREAM 416.00 11.20 417.14 417.56 417.50 427.28 1.16 5.18 DNSTREAM 415. 81 13 .69 416.95 417.22 417.31 423 .00 1.44 4 .15 SLOPE(%) 0.543 0.543 0.969 12.229 CATCHMENT CUMULATIVE Area (ac) = 0.0 0.0 Drainage Time (min) = 0.00 0.00 Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM Runoff Coefficient = 0.00 0.00 FLOW CAPACITY Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs) Known Flow (cfs) = 5.98 5.98 5.98 8 .38 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0.00 Flow from Catchment = 0.00 DEPTH AT CURB (ft) = 0.00 Carryover from previous inlet = 0.00 EFFICIENCY (%) Total flow to current inlet = 0.00 Curb = • Intercepted by current inlet = 0.00 Grate = * Total = 0.00 Bypassed by current inlet 0.00 Slot • INPUT PARAMETERS: Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 0.000 Pavement Cross Slope (ft/ft) = 0.000 Inlet n-value = 0.016 Normal Gutter XSlope (ft/ft) = 0.000 Downstream Inlet number = 2 Gutter depression (in) = 0.00 I C444.0 444.2 �- - 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PE E. 438.9 14 B :::::.. x 44:: _ ._ :::. a.l - PROJECT MANAGER 52 4 ,a ,:...:.. . 0.9 t5X36 �' BUD CANDREQY,G PLS 3. 74 AC Tl L PAS pc I J 443.2 6 ''« !_\ 15:' T PROJECT SURVEYOR 59 1 .............. 158.N __. a38.8 440.0, , . 23 A W TL A ND :. xMARK REEV= PE 438.9 1153.67 PROJECT ENGINEER y a 38" 159.47 i i %, i Ox 165 �b 440,6 441.3 0. 09 A V L.. l ii - 158.06 ARCHITECT 5911 PROJECT LANDSCAPE 440.2 X 439.2 p 159.45 DATE 0.9 8.3 / FIRST SUBMITTAL . 439.4 \ 9.84 58.15 SCALE 14C ....................... .. ....,.::::. . ..........::::.. >. 144 30 X 444.9 •.::.:..447.6 � :� 15160. III 44A.9 i 44r.. aa0a 438.0 .. i x16621 i - - x 58.41 :..... t sa.a 445.1 159.45 159.79 .,' 7.32 \ x158 66 13 8 i:15 X � 1 .�i 447.6 __ _ \\� .� X - 5 ................... .... : - P 441.3 "' I 441 8 .... ...444.7 _ �. x 52.68 •\ 1 \ 159.35 159.69 448.3 X X 166.4 437..E 4 1 \ 44- 3 41_B 445.9 x aa7.1 � \. x 159.55 _ ::::.:. U AE 11fFET 6 ,... 156.67 \ 157.69, i 1 _ x 3 X / 1XCIO .......:......... ...... 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Joo.jill ok- 720;yr� 2 :In 0 ------ STRUCTURES To BE REMOVED EXCEPT THOSE NOTED TO REMAIN. RES: 10/19/01 T71NG 1. ALL ST - SEE N��J (TYP.)J 58 1 cs NOTES ,1�� Y.� ['1 59 J. t,-- EVS' 8400 SF EXPI 7200 ISF% IN TO BE ROCKERY 72.67#F T N 2. OFF S1 TE CONTOURS A (Typ. I TED RE APPROXIMATE ONLY N llr'4; J. FUTURE R.O.W. VA CA 77ON AREA INCLUDED. 00 00 C�o TO BE DEDICA TM TO 774E CITY OF REN TON FOR R.0.W SCALE: 1" 50' 7838 SF* i 0 25 50 100 L L L SEE PEDESTRIAN _j STAMP NOT VALID I z z �,t_j (Typ)j ACCESS EA J UNLESS SIGNED AND DATE 60' 0 , EASEMENT L D i ... �(C� 70' 61 .0. L 4 ... .. ..... ...... �X. ........ . 422 60' ."20' 42 ......... .......... 21 11 1-40o N88 02.. JOB NUMBER 0_1 01- 108 �41 8 418 .. .. .. ... FFX -TO 5 ,F I T 2ND--STWEET............. .................. 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SHED ... ..... 1200 Sr _.1?` (11 SF I�EQQIRED X X ITRA A V & I SASIS' L-L-� 8.4' SPA Cr>>��OKI 45' 69 24' cp RE TIO I —'s • r. :� - s o \ RIGHT OF WA Y TO \J� VACATED BY ,--"'BE V Hover TRIAD ASSOCIA TES 4 S % It?. r-) '\, At 458 SF 2 7,302 S.F\q F W-14 29' c 92,74 17216 SF #Z O A �7245 co Ti C�u L_tj CL POR779N OF WETLAND A" 1�fj et To BE It � ; Z FIL 70# 69, LED 774 JP q Cw of (70 BE RUED) .... ... cc WETLAND "Bo A� .............. NON-REIGULA-REGULATEDry X ......... *2159-7-5F 1-430 NE 3RD �ST n N 1 0 F v UJI 2' RIGHT OF WAY -N,882 ... ....... ...... . 1 300. CA 77ON 6 1 5 jr� 67' 1___/ 77p 46 7,1� SF 8563 SP X . ... . I 7J' 1 91 1 7342 ^A.XII X W J.6 SF X (�3M SF --------- cc r-------- ...... 47 T), CL IN .3 1 4Z L 13' 381 �ry 48 (-�7wo SF 7 79.7 C 7J27 7244 SF 50 . . . . . . 2�104521 Z %SF. 10 SpNlt� IL Q) Z 43 4.7 5T 'j. _j 428 __w ui Ir 142 I O ��wv�✓✓/ Z zotp C4 ./I -- N) c1c 10' U77U V\� 42 tk -210 SF + .. ........ 2II 0 Z 29 SF ()2I; SF 1 05 9-, 1" 04 CRO f: V S 9i 41 VA p (2?41 �'�/A L_ —tolA.- 725J SF 2 S� IZ PC f38 TIES Aq_ W oal. 9��SF 8 SF 10 EVE51 L — — — _J L -l% — j, ACCESS EA EXI FEN to 6' �// 39 1 �u d711Z 33 Q) Z� _j 1 czd S#� I Z/; 72 ...72 /:/66' 0-%b 7215 SF _/Z D N Q IN Jo 7200 SF 32 f7 Cc �_g o. 4 X. SHED N- I -i I \ 37 F F__ 1'_77 �e PED6 J41 SF 'MIAN:" -�K e�l I N ACGEZ'.V EASEMENt.' �o L F 4& 40' U77UTY IN !X450AWT L -40, .1 � 7 Q HOUSE t I --%:*,:----::::....:,%,:....:::: .\ " - — Q A'v)62 SF� 27 x EX. AK 0), `% . N` z 0 EASIEWENT 27 �x ...... k: 721 15959 K 14 7200SF 5i x X X L PLO ) 06*. Nor 150. 9258 SF IN c; EWSTING HOUSE EX. PUMP HOUSE + HOUSE to NI 42 TO REMAIN 35 )-4j �44 .42ql:: j 26 8' PEDESTRIAN 1K 3• SF MICHAa L MA YHESON, PE PROJECT )WAGER __j .1 .. I-'- ` __ (3 : 11 7210 SF 896 SF ACCESS EASEMENT RAGE 6! jlp BUD WNEIREY, PLS ... ..... 01 1 ... ::... 2 4 24# PROJECT SURVEYOR 10, Z C2 WLUAM J. G=N, PE TRACT C < 8356 SF 426,q, 20' ACCESS PROJECT ENGINEER EA 17 -DETENTION • ENT 1 LEGEND a WCIVA4 ASLA n�Of19 SF KEWN 01 4 5 0. PROJECT LANDSCAPE ARCHITECT 00 5 EX. TRAILER 4 N — DATE: 9105101 36 61' 9 X LN , 4_1�_ EVS77NO 4y 11 783 EXIS77NG TREES TO BE REMOVED FZQE� SF 428 SCALE: HORIL;1`50' vKgr.: IV, --------- --------K_ elk vr, X WTO 1 1 2 21 2 E TED 6�1( .4 10 j Iry An. 01 q : .2 .,::� . fF 7 1. 10' WX -r7 TX 1 761 EYJS 77NG TREES TO BE SAVED EX. HORSE SSOCIA STABLE 71 EASEMENT V L-114 422 280 BE L 4z- ��_APPROXIMATE DRIP LINE 6 10 88'21'13'*W 75.00' JS52 _j rr- 7-- J30 0.J 1 4 N720,8F* 22335 N� I SEr N� J (�W-)j NOTES N�: 58 1 o 8400 ———————— i. ALL sTRucn)REs To BE REMOVED EXCEPT THOSE NOTED TO REMAIN. EXPIRES: 10/19/01 EXISTING ' 72 0 59 ----------- ROCKE 772' LQ TO BE 4 ROCKERY ' N 2. OFF SITE CONTOURS ARE APPROXIMATE ONLY J. FUTURE R.O.W VACA77ON AREA INCLUDED. f t TED sip" (�?o go rjo To BE D4vlcA To ro wE CITY OF RENTvN roR R.aw 25 50 100 r SF* CO. .SCALE: 1" 50' "1 v- f 7838 F� 0 L ACCESS EASEMENT IV 8' PEDESMIAN L SEEti STAR NOT YAW L--j. • UNLESS SIGNED AND DATED '420 :'- 60' 60' X T. ....... .. .......... ............ .......... ........ nr ...... .... ..... ... 8812F JOB NUMBER 01. 1.... 422- ?V41 OR-'- 0 ..... .... .... � _ _—x T 420..... ST ...... .. ... . SHEET NUMBER 20F5 420--... .. I F20........ 00 422.... . 422.--_--'- C)2001 TRIAD ASSOCIATES • Site Plan Approval Vicinity Map m Approval of these plans Is for construction of road and drainage / T improvements, site drainage &grading and temporary erosion control In unincorporated King County only. these plans do not authorize any other utility approval or improvements proposed 6 NNAo'` In any State right of way. z �•. �sso Site plan approval Is void if the commercial building permit has a0—i .' s`# 9uo not been obtained or renewed within two years of approval. r; g ■ fl 2 SE 176th St Subdivision plan approval is void If the final plat is not recorded o. Kin County Road way Improvements a when the preliminary plat approval expires. 9 � w `f PRO RATA SHARE ASSESSMENT ANALYSIS o A _ LEGAL DESCRIPTION z (County Use Only) PARCEL A: w, SIENNA Z- IMACY A EXCEPT THE EAST MGM FEET THEREOF,BUCK LOAM 5 ACRE TRACTS Section Township Range Tax Parcel Number 1 Y"'"---E^ �PAGE {—••�-� I � �— � I I I ACCL140/NC i0 7NE PLAT 7HERf0i,RfCQ?DED fN YtX.UNE 12 OF PLATS PAGE 101,IN SITE I II I BL.4 K LO MACRE Tf1t.ACTS LONG COUNTY, WASHINGTON 1115 l2 13 I I O 151 101814 171 1 I OI I OI 01510 I* V LUE-0E 12 101 _ _ PARCEL Ba NE 4TH Sir 8•Bo IF��",,/' .-� I I/- -� I'-, I I THE NORTH 2O1.10 FEET OF THE WEST 300.J2 FEET OF TRACT 8,BLACK LOAM 5 ACRE ' drainage shad(.) t E _-- TRACTS ACCORDING TO THE PLAT INEREOF,RECORDED/N NOLUME 12 OF PLATS,PAGE r•� Site Location Is within the 9 $ Vv Bg_y1y•lY 60082• i� --•� I••---•--{ I f0/,IN KING COUNTY, WASHINGTON. Pro Rota Share Aaeeesment(e)are: ❑ Required ❑ Not Required g y9 p TRACT J,BUCK LOAM 5 ACRE M4075 ACCORDING TO THE PLAT THEREOF.RECORDED IN t '� from the site due to development for Increased stem water runoff. 6�� ; < r- J VOLUME 12 OF PLAM PACE lot,IN KING COUNTY,WASHINGTON. t •4i per af.s.Ncrease%(10 year,2 hour storm) op b �. I /� I I I I • i J 2 NE 2ND ST Peak Runoff Assessment Rate(: ) r .f I,._ TRACT E BLACK LOAM 5 ACRE TRACT$ACCORDING TO THE PLAT TIiFREO�RECORDED 1N �, .n;�" Ac.FL Increasex(2 year.2 hour storm) `rrj _ _ -3N0-STR6 ,t I II / PRl'YO LA1 VF I —� VOLUME 12 LSE PUTS PAGE 101,IN KING COUNTY,WASHINGTON. ` e Peak Volume Assessment ftoto(S )par m a v r 7'•'-1-�-'- • ` bar, c�72�B. ORG'N PIPI..4CE L I TRACT 7,BLACK LOAM FIVE ACRE TRACT$ACCORDING TO THE PLAT THEREOF RECORDED R e _ $ *SEE PLAN V1EW,LEFT,FOR ADD/ftONAL TAX NUMBERS I _ ��—� --IE I /N VMUM£12 OF PLATS PAGE 10t,!N KING COUNTY, WASHINGTCN; EXCEPT THE 14£Sf y �: O u�j I I I I I I y g B . I L 21.9t ,L r �✓ I I 150 FEET THEREOF, AND EXCEPT THE EAST 200 FEET THEREOF e,•ta Z NQrX AGREEMENTS, PLAN REFERENCES, PERMITS ETC. O Date T � 7H£EASE 200 FEET OF TRACT 7 OF BLACK LOAM FIVE ACRE TRACTS ACCORDING TD THE = " P TS P : R1 "K ktJ,m-e. ,-J I PLAT RECORDED IN VOLUME f2 OF PLATS,PAGE 101,IN KING COUNTY, WASHINGTON,' ? v.i.� A R VEMENT !!. m+ ` u EXCEPT THE WEST 75 FEEr OF THE SOUTH 120 FEET MEREO': AREA la4rE I I Preliminary Plat Approval sua.ECT TO: EASEMENT FOR THE USEOF AND INGRESS AND EGRESS TO A CERTAIN WELL a w : LOCATED ON THE LINE BETWEEN TRACTS 6 AND 7 OF BLACK LOAM FIVE ACRE TRACTS AS 78M-A ,a e „ •� i n I I I CREA71D BY INSTRUMENTS RECORDED MARCH 22, 1949 UNDER KING COUNTY RECORDING Ordinance III ` NUMBERS 3B86216 AND 3866217.a r O 1'T 042 1111 I Soils Map Preliminary Map Approval N �O t,(, y d9 I NOTES = Z ' ° ------� Scale 1 rr 300 Construction Permits Received < 15Od0' W 1.INSTRUMENTATION FOR THIS SURVEY WAS A ONE MINUTE T HEOOOITE AND ELECTRONIC _-- '' eB71 lJ W"'� '•- --� I DISTANCE MEASURING UNIT.PROCEDURES USED IN THIS SURVEY WERE FIELD IRAVFRSE Sanitary Sewer II•-� MEE71NO OR EXCEEDING STANDARDS SET BY WAG JJ2-13G-C90. F~ T rrT N r z6 $ Y-- I —~ 2. THE INFORMATION DEPLCTED ON THIS MAP REPRESENTS THE RESULTS OF A SURVEY MADE (*---� Water District < i ------- t w A x I I I ON DATE INDICATED AND CAN ONLY BE CONSIDERED AS INDICATING ME GENERAL CONDIAGN OS4 1O-DDSU 1 � „ r E)OSTING AT THAT TIME 1 A9B j I Gas Company 00 + N s i° 2 O ;;%9U OO:i5 I I J NO EASEMENM RESTRICTIONS,OR RESERVATIONS OF RECORD WHICH WOULD BE DISCLOSED �� / Power Company w za s _ I BY 777LE REPORT ARE SHOWN. NBB l7 J51•' '1'•`� I 4•SANITARY SEWER AND STORM DRAINAGE FACID77ES HAVE BEEN ASBOLT THROUGH FIELD Telephone Z I ,---•r t••-•~ °B a' 60 IA GR01 E PA K DI . 1 I MEASUREMENTS OF THE LOCATION OF THE ACCESS SyRUCIU1, THE TOP ELEVATION OF THE p `� t -„I' Lam ____ �•r• VOI.)ME o P.GE 5 I I STRUCTURES,AND 7H£INVERT E!E✓ARLWS C1c ANY PIPES EN IER/NG pt LEAVING THE -��`"t"""'-- ,�^J• _.L _�-• —� STRUC7URES.IT IS STANDARD PRACTICE TO SHOW THE PIPES CONNECDNG THESE Other --'--,�'JT•t� HETV' �' -'ti-"••=^.-a L-- STRUCTURES AS STRAIGHT LINES THIS/S ONLY AN ASSUMPTION AND THE ACTUAL LOCH 77ON SIENNA SITE w �—.M.. `"'��"" '� ''• z""'-�"-� OF THE PIPING MUST BE VERIFIED/N THE FIELD BY THE CONSTRUCTION CONTRACTOR PRIOR TO 1 ICING OUNTY i a q SE 132N STR T ANY CONSTRUCTION. t o 1 I 6-917000' I I t 5,UTILITY LOCA77ONS SHOWN STRUCTURES FIELD LOC47YON Or UALR£S BASED O L A7OR PAI BASED UPON ASBUILT NT MARKWOS AND LOCA71ON OF EX/S77N0 A9C 1 Emergency a I MY- IOU R- 00 I I I LATIONS BASED ON UTILITY MAPS FROM CITY AND UTILITY DRAIWIA;l A 911 O r 1AI M1;I i I-- _ L-J9.63' i 6. THE CONTRACTOR SNAIL VERIFY TIHE EXACT CATION,ELEVATION AND SIZE OF fA1STING ____w I tI I Y�--i I l i UTILITIES PRIOR To CONSMUC7TOK 1 (7 BI.ACI•. LO?.hl I5 ACHE: TR ALT.i 7. THIS SURVEY WAS PERFORi Wq MOUT THE BENEFIT LF A TIME REPORT. P o I i c e—Fire—Rescue Z VOLUME 11, PAGE 1011 F 12 I N y CITY OF RENTON sr TJ2Nti s7RE£r RECOMMENDED FOR APPROVAL Q 3 BENCHMARK AND DATUM KING CG/NTY� TS VERTICAL DATUM-NA1 9 8B/HORIZ.NAD BJ/91B.ACh LOAM 5 ACNE TRAC tZ, VOLUME 12, PAGE 101 g I Dote d r f- BASIS Or BEARING Hai NAD 83/9I { CITY OF,RENTON Gus CONTROL NETWORK i to •. --'-i TECHNIQUES U51NG MOLDING CITY OF RENTON MONUMENTS GO.R/1LT51(BASE P_'::T)AND GO.R.p852 I I I W O M -7 a LlO i0(a r P E. Z THE FlfLD MEASUREMENTS FOR MIS TOPOGRAPHIC SURVEY WERE OBTAINEDOBTAINED �ll I AREA IMPROVEMENT U77U➢NG GLOBAL P0S1TI0hvNG SYSTEM(CPS)SURVEY TECHNIQUES Plan Revkewer LC1J r G COCA SR 9500 EOUIPNENT. �I I (� �_G_0 2 GrrR7ys R FosTslt, P.E. W COORDINATES A550GAIFD WITH TIi15 DRAWING ARE PRO.ECT �I I I� Engineer Supervisor SCALE:1"= ZOO' ,2.I I 1 g I I COORDINATES INICH MAY BE CONVERTED TO STATE PLANE GRID COORDINATES BY SUBIR4C7TNG 100,000 METERS(328,09IM33 FEET), THEN ^I I AgC I 0 f MULTIPLYING BY(0.99995365). THE INITIAL COORDINATE CONVERSION WAS Traffic &Planning Engineer �- a 100 200 ACa • 1 I -LACK, LOAM 5 ACRE TRACTS i i I PERFORMED USING THE WSPCIPD COMPUTER PROGRAM PROVIDED BY THE I I I V()Ll1h1EE 1:?, PAGE 101 I WASHINGTON STATE DEPARTMENT OF TRANSPORTATION. (� PRIMARY CONTROL PONTS AND ACCESSIBLE MONUMENT POSIT,JtiS WERE King County Conservation District I I FIELD MEASURED UTIUDNG GLOBAL P057TICW/NG SYSTEM(G'S).it7.RWY TECHNIQUES USING L ICA SR 8500 eQ IPMENT. MO NMENr POS'TIONS THAT N Notice I C e R e(.�U I r e d } WERE NOT DIRECTLY OBSERVED USING CPS SURVEY TECHNIQUES WERE TIED a Materials Engineer INTO THE CONTROL POINTS UTILIZING LEICA ELECTRONIC TOTAL STATIONS !"1 FOR THE MEASUREMENT OF 807H ANGLES AND DISTANCES. THIS SURVEY Contractors shall notify operators who maintain underground utility lines In MEETS OR EXCEEDS THE STANDARDS SET BY WAG 332-IJO-090. the area of proposed exeavatlon or blasting at least two business days,but ? not more than ton working days prior to commencement of excawtlon or IO >- ORIGINAL BENCHAHARK demolition in accordance with RCW Title 19.Names and telephone numbers Other a I.- CITY OF RENTON--1651--A J-1/2-DCMEO BRASS DISC 07M A PUNCH of the operators of underground utility Ilnea in thle protect apPear below. MARK ON CONCRETE STREET SURFACE AT THE CONSTRUCTED These number.shall ale.be used to serve In an emergency conditiono as O O _ INTERSECTION OF NE 47H STREET(SE 1287H STREET)&140TH AVENUE Sr. required. U ELEV.-39B549 Phan, SECONDARY BENCHMARKS: C aF RENTON/SAMTARY 6EM£Rl (126/4J472r3 DAY1D C,HMB7FN6EN O TRM-A-TOP OF A RAILROAD SPIKE 1.20'ABOVE GROUND IN THE WEST wA Sanitary Sewer HID.ao(WATFRI (426F'�•0e0O JA1�6 APPROVED FOR CONSTRUCTION z FACE OF A POWER POLE W/TRANSFORMER ALONG THE EAST SIDE Sanitary Sewer k Water j( LEGEND OF 1447H AVENUE SE;9.0'NORTH OF NORTH EDGE OF GRAVEL POE SUPPORTS POWER TO HOUSE I IJ016. aW£BT (26J)9n•ssea BOOT TA Dept. Development & Env)ronmentol Services __--BOUNDARY FENCE ELEV-4J1.56 Telephone King County, Washington LOT LINE •••--• SWALE OR DITCH 7BM-8-TOP OF A RAILROAD SPIKE 1.00'ABOVE GROUND IN 7Hf NORM- RIGHT-OF--WAY --•—•--WERAND EAST FACE OF A POWER POLE,LA Pt/CBT 9dlD EIERGY u7S29e U8A ERICKBPAL TED/N THE SOUTH WEST n CUTTER.FLOW,h CURB LINE----••-•-••-•••-•• W£7LAND BUFFER QIADRANT OF THE INTERSECTION OF SE IJ2N0 STREET d' l200/ - CENTER LINE ROCKERY 146TH AVENUE SE POLE l X7969 167$63. Gas Company O `7y� O EASEMENT PROPOSED GRAVEL fLEV-420.55 - .r AWANA OU_T;a. — -------BUILDING SETBACK LINE(BSBL) T 801a0 FJERar "' --220-----10'EXISTING CONTOURS EXISTING ORAVEL pPower Company Da e Q ature N O 0 ----218-------2'EXISTING CONTOURS SHEET INDEX 0 OWE71AND a EXISTING ASPHALT Coll Before You Dlg DIAL-A-DIG 1-800-424-5555 E EM WE7LAND TO BE FILLED PROPOSED ASPHALT PAVEMENT 2 COVER SHEET 7 2 STORM DRAINAGE AND ROADWAY Notes z PROPOSED SIDEWALK IMPROVEMENT PLAN 3 TRAFFIC CONTROL PLAN t.The Developer Is required to notify the Land Use sa vcoe Division, o CONNOR HOMER COMPANY (425)455-9280 E N PROPOSED STORM DRAINAGE Land use Inspection Section,three days prior to the beginning of construction o o o Name Phone Z Z jy 4 DETAILS AND NOTES Tor a preconstructlon conference and specifically request Inspection m _ -----SEWER MAIN SINGLE WATER METER W/J14-SERVICE before beginning: m o d 849 fOBTH AVE.NE, Sulfa 202,BELLEVIFE, WA 98004 .5 9 A installing of elltotion and erosion control measures o U o' - 0 C o —SEWER SERVICE DOUBLE WATER METER W/1-SERVICE 9.Clearing and grubbing ❑®❑ Address end Zip Code NOTE: YOU MUST CALL 1-800-424-5555 C.Earthwork O -WATER MAIN FIRE HYDRANT NOT LESS THAN 48 HOURS BEFORE BEGINNING D.Installation of any underground utility ❑A Corporation C) d- STORM DRAIN PIPE AIRNnc RELEASE✓AL✓E - EXCAVATION WHERE ANY UNDERGROUND UTILITIES • E.Before placing subbase,base or paring surface ❑A Partnership b STAMP NOT VAUD -----------------ROOF k FOOTING DRAIN - BLOW OFF F.Installation of any forms or placing any connate ❑An Indlviduaf S SEWER MANHOLE V4 GATE VALVE MAY BE LOCATED. FAILURE TO DO SO COULD n UNLESS SIGNED AND DATED 04 MEAN BEARING SUBSTANTIAL REPAIR COSTS 2.A permit must b,obtained tram the office i. the Resident Engineer, o O YARD DRAIN Tr•t TEE to started State Department of Transportation,before any construction ` • CLEANDUT �,,.( SEND (UP TO THREE TIMES THE COST OF REPAIRS le etartee on any existing stole route. �a.0°3 Name Phone .( A, L0O N ■ CATCH BASIN, TYPE 1 8 REDUCER TO THE SERVICE.) 3.A Hydraulic Project Approval(HPA)Permit must be obtained from the ;C 2 VVP oR WA- 'P E Washington State Department of Fisheries prior to any work when required. O O I- '$ ® CATCH BASIN, TYPE 9 w CONCRETE BLOCKING El❑ Address and Zip Code d;H fXIS71NG FEATURES CAUTION ®A Corporation 11 a: Bonding Information ❑A Partnership -SD---EXISTING STORM DRAIN PIPE 4 EXISTING POWER POLE LOCA77ON OF EXISTING U77LI77ES SHOWN IS P o IST a -SS---EXISTING SERER MAIN ®-- EXISTING WATER METER APPROXIMATE AND MAY NOT BE ACCURATE g TRIAD ASSOCIATES ❑(4251 821.8448 A9`S10 AL --W---EXISTING WATER MAIN A EXISTING FIRE HYDRANT OR ALL INCLUSIVE. IT IS THE CONTRACTOR a Restoration Bond Amount �, Phone N ❑ EXISDNG CATCH BAsw,, TYPE I rP E IS71NG AIR/VAC RELEASE VALVE RESPONSIBILITY TO FIELD VERIFY LOCATION Y Z Name cxvwes:,ai:zio� o OO EXISTING CATCH BASIA; TYPE 11 �1' EXISTING BLOW OFF OF UTILITIES PRIOR TO PROCEEDING W77H c 11814- 1167H AVE HE,KIRKLAND, WA 98034 s Performance Bond Amount $ a Ln`o w A� O EXISTING SEWER MANHOLE CIA EXISTING GATE VALVE CONSTRUCTION. ® ® Address and Zip Code Sheet Of4 ua 02002 TRIAD ASSOCIATE °u' PORTIONS SEC. 15, TWP. 23N., RGE. 5E., W.M. T�:IAD AS SOCIAT HS 084710-0105 f f� ! 11814115N Ave.NE 084710-0115 084710-0107 084710-0106 pA 1 &SANDRA TRAMMEL _,�;�..,,;- 10rklentl,WA 980344i923 HONGEN YAO&HONGUNG CHENG ALAIN SMITH KLAUS&MA RCARETE DITIMAN 14241 SE 132ND ST 13415 7447N AVE SE 24419 RGAR Te IT 13209 1447H AVE$E RENTON, WA 98055 I R/ 419.51 'h. 425.821-8448 RENTON, WA 98055 ; 11`\ 1 /E 416.99(CMP-E) 425.821.34611e. RENTON, WA 98055 I KENT WA 98042 1 I X NOTE EX/S11NC FENCE SHALL r "IE 416.95(CMP-s) 800.488,0756 ton free NOT BE DISTURBED AND SHALL 12"I£417-53(CONC-N) i I; i I 1 "lE 476.51(GONG-N) iSAWCUT AND REMOVE EXIS71NG 12'IE 417.52(CONC-S) I I'_ I�'� wvnv.Viatlessoc.mm I 1 1 9 t81.18 1447H AVENUE NE BE REPLACED IN KIND IF REMOVED I ASPHALT AS N CESSDR I O 12'IE 415.3 EX.GRAVEL I��r ::I� = t 9.36 132ND ST EX OUTFALL OR DAMAGED. I SDMH TYPE 11-54' (INSTALL 36'STORM DRAINAGE II I• [ a SCALE:1��= 40' 24 (f 40L5 _ W SOLD LOCKING LID SYSTEM. SEE TRENCH DETAI4. t - EX.GRAVEL 88+85.00, 7.00'LT SHEET 4.REPLACE IN KIND t't: :' W SOLD LOCKING LID 0 20 40 60 W SOLD LOCKING L/0 EX, WOOD/HOC WIRE INCI I ORIVf EX MB 1 RIM 406.83 PER KCRS SPfG/FlCAnONS £X WM I EXr 1 .9J 6$7.00'LT Z 12'/E 40J.79(ADS-N)) '� 85+DETA Z00'LT (TYP) EX.GP 7 I PROVIDE 2"PAVEMENT SIN 0 18"/£40.3.28(ADS-S) EX SEE DETA/4 SHEET 4 / EX.SIGN 2"l£4776 o N v __ X I OVERLAY 6 ON EITHER > 4, 144TH VENUE SE _1sroEOFP/PF. �_---� - L_•�r ��--- ' A _ --_EX. •-- --- - .-�`Fl� ,� �--a., .:.�7'==� - Fxr �.=a,. M'. _- .rxr - .tLLTi� �.F Z �T: ¢`. :" N07E.• CATCH BASINS HAVE BEEN y z. s::; ; ;: _ y SIZED TO MEET CURRENT COUNTY Q .. A A: _ -.WA'. W;A._'�A NEDT-�wA:'- - , 99.- �iL3DJc '"--WA. R +- 'WA �-tl.- m AND HOSTPIPEKNOCKOUT REQUIREMENTS ' E! ;;.•. :860..S WCfJT LINE : _ 87 7 :2£ �89: 9 --§3- .£K W✓: ._ 1.. �V 3/J'=Ji' _NCEX 12'.WA - - EX..DPP -_ MB-�- FX 2'WA�� £X.�dfB_ _ L '� �'_ - w@F'l'•- SIGN-__'�-• - �+ - T=: _ GT=ESD`-- T-e- _-P=�--UC �"�ri s .u-r �_- - -_ -".�.,, •••--- -"- Z - } +---�----- -- ---•�---------�--�-^ ip IJ NDTE.• VEHICULAR ACCESS AI ADJACENT Ex %� 12"lE�4 . '^ b - ` J P I PROPERTY SHALL BE MAINTAINED AT 1_ .. y I' RIM 419.78 Q 2-EX WV8 EX 7R EX RO EX S/NI -EX. GRAVEL ^ fX.MB £X.SIGN EX,CRAVE! I -. EX GRAVEL fX.FH 1� Il l2'lE 4I7.44(GONG ) ALL TIMES. ANY DISTURBED ASPHALT O 12"IE aos.a " ,' OR GRAVEL IN THE EXISTING DRIVEWAYS EX PPU DRIVE EX.GRAVE EX WJA DRIVE EX PP U/T DRIVE £X SIGN I ¢S ,r� ll' J2'"/£417.46(CMP- 24 I 18"lE 417,-(CONC S)RIM SEE SECnON X-X FX SIGN EX TR I I i" 1z"IE p09.40(cx1 N) I I I SHAH BE REPLACED IN KIND. Lt OB4710-0076 12"IE 09.39 C 5) I RIM 414.81 R2-f 414. EX PPU J 12"IE 417.5 I?"/E 414.57(CMP-S) 12"IE 417.1 fX. ,• I r !I♦a�/� - 0 Z O LARRY&710 NOYOLA 12"IE 412.92(CUP-N) I 13226 1WAN AVE VL I 084710-0078 I2"lE 4/1.73(CUP-S) PROVIDE INTERIM CAMN I I v/v+ Q RENTON, WA 98055 I I ROGER BRENDEN I 4"/E 413.59(PVC-EJ ' BASIN PROTECnON PER . m NOTE.• ALL STORM DRAINAGE PIPE M�&ERIA 13222 144TH AVE SE I 084710-0066 I DETAIL,SHEET 4(7)P) OB47f0-0065 I I I Iy I SHALL BE PER KCRS SPECIF7CA7IONRENTON, WA 98053 EDMUND SHAW N07E PROVIDE INTERIM PROTECTION L-_- MAVIJ21&NORMA OUESNEL O I � r N07F 9 OF STORM DRAINAGE NOTE4.TO ALLEX1S7)NG CATCI BASINS - 321B/447H AV£SE 13206 144TH AVF SE � j w PER DETAIL, SHEET 4 I I RENTON, WA 98055 RENTON, WA98065 � 084 710-0073 ROGER BRENDEN 4770-007 /3224 T44TH AVE S£ Z 4 0 NOTE-.• ALL STORM DRAIN MANHOLES SHALLZO WLUAM WOFFORO RENTON, WA 98055 13323 1467H AVE SE BE PER KCRS DWG N0. 2-009 SEE DETAIL, O SHEET 4ku RENTON. WA 98055 �.,.r � ; � Q CAUTION '' co LOCATION OF EXIS77NG U77LITIES SHOWN IS 3 APPROXIMATE AND MAY NOT BE ACCURATE Q , OR ALL INCLUSIVE. IT IS THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY LOCA77ON f- OF U77LI77ES PRIOR TO PROCEEDING WITH O ---- --- -- C,..ON�STRUCRON. CC �^ NO7Er YOU MUST CALL 1-800-424-5555 CITY OF RfA1TON NOT LESS 7HAN 48 HOURS BEFORE BEGINNING KI G COUNTY 430 -- EXCAVA77ON WHERE ANY UNDERGROUND U71LITIES ---- -- --,430 MAY BE LOCATED. FAILURE TO DO SO COULD 'w MEAN BEARING SUBSTANTIAL REPAIR COSTS J o (UP TO THREE 77MES THE COST OF REPAIRSv TO THE SERVICE.) 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INSTAIl CU RAMP 41 ;' 1 . RE74TON STD. 0+38.00, --- CLEAN OUT /p£TAIL F--03.1 o+54'RT(S7CRr•�. i ♦ `�, / 40 --_ - --928 i' ry0 I _ T>P 1 z - ul I (BOTH SIDS) 15.39,RT(GRATE) `�. f \ ,{8'-'-� ? �I I�}-29 . N o' $ `- •� 6'PVC ROOf AND / I MIDYAO.L.MAMESLW.PE 7 I+B9JJ, ti` 428 _--__-` 13-UNITCBU PRWEC7 MANAGES ^t YB8'-JB' 1,001G M;N TYP �¢ I� 15.25'RT ( ) t ---_ x R OS I\ INT 2+10.90 E 2ND T • / ` ? CB 3 r-L I /r I `i i J-25 N1�� %PLS i 9 1+00.00 ITSAP,4 E / 39 t I J PROJECT SURVEYOR 6 E`•l / k04.0/, 75.25 LT ' I 5'PRIVATE DRAINAGE t i \ / `•. EASEMENT 7YP I _•` ` CIAY A.LOOMIA PE TO BED C' 'PUBLIC`5YORM / o `.- }.r G£AN OUT I �r `1 i / i 1 TO 8E FILLED A/AGE EASEMENT /� � �' \ ,a1�� _. •! �� I � \� i ^� E� 'C'B�5p n•E mz48' / 1 PROJECT HNGBiBRR INLET 3 2Gq, L „'{ 35 RT /_. a ...._...,._._� (:, F, - -�.. ..•'n r t t y �t 3 5+0a.00, T J,', 'r• 14. SICK) 2$ -i a I _____ ___-a _ __ ___ r \ �,.•--- J ,�` `� I t; � ��>i�'`'¢ i ;r'"""`�•. 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NAD 8J/91 OF RENTON STANDARD DETAIL B-26. s 4'RBC13'CC44'�p♦� i GTY OF RENTON OPS CONTROL NETKIORK `rTONAL BN e HOLDING CITY OF RENTON MONUMENTS COR1185/(BASE PONT)AND COR.Il852 rc, 7E' ALL STORM DRAINAGE PIPEz . TERIAL SHALL BE PER PIPE TCH BASIN SP£C/FTCAPONSORlWNAL BENCHMARK:CITY OF RENTON-'1851'm A J-1/2�DOMED BRASS OlSC HiTN A PUNCH SHEET 20. 4�oI�01 /?r MARK ON CONCRETE STREET SURFACE AT THE CONSTRUCTED INTERSECIFON OF NE 47H STREET(SE 1287H STREET)&1407H AVE.SE. Chec!ed for CompflOnce to Clty Standards StAV HOT VALID ELEV.-J98.549 UNLESS SIGNED AND DATED o SECONDARY BENCHMARKS TOM-A-TOP OF A RAILROAD SPIKE 1.20'ABOVE GROUND IN THE REST 0 0 OF'447H AVE OF A NUE SE 9.0 NORTH OF'NORTH POLE TRANSFORMER LONG THE CAST EDGE OF GRAVEL ,....- JOB N0. 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I T L, '.� W IHRU CURB INLET n I i x S .I 9+44.46, t _ � I I•„ ,� ( �__,i' 1"�- ^�' 10'PUBLIC U71U71' I\\\\ .11 9+44.46, !S �i 111 "�' 15,54'LT S7CR I - 1554'RT(STCR)I I 1`« SEWN IMP. I t,� � � I ^_ :'� F I 75.39'LT(GRA7)E •. •• D 3 B s^r`^� ---`' :k24 N v \ I �`v /5.39'RT(GRATE) t � ,,.5;'y'+;;. "I. ( ) S SHEE 78 SEE SNfET 17 ` + ` 20 '`•. Bs I t,.:L, •• • A mw g g - ` a 'I.... ` 5'PR VATS DRA/NA ET I \ . i.V.Ttti: :CL Ii'r.,.,. . ... 3 INT.J+39.36 Nf 2ND STREET t /•'. I i EA ENT TYP I 1 i �\ _ 1 JERICHO,AVENUE NE ` _ I _- \ 1j 1 yL'E SHEET 77 /• SAWCUT LINE TYP I ��i-• ,"`- 'I •, ...,.I.,I. l ` �___-__ _- \.�. SEE S11fEi 77 •A �.I I 1 1.,� S£E SHEET)7 FPR �-I «.� . _ � ` MPROVEMENTS -ly-20_-�iL-•Sp - , Aay •_'_ -._.------ - MP/fJ1AEL L MAlHESCW PE 2� _ 24 SH fr 17 .�"��..�.�,�.._..- --...� - ROJECf 61ANAGER .w • �_� �k••'�'��_ `LSD MLUAN COIDREY,PLS _...- 1?. I _ - _ ' �- -J- \•V20-- "` - --_- o PROJECTS069BCOR T2 -- --- -- - rs' Isar A.LooM,s PE 1=ax.+�: 7 ='y2?�n-so n- -- -- `F#£. ?tea-= .{� -ucT-- !To.:. �--".+ +- r 1. _ < - �J PROJECT RNGUM a �'•-1 I I �...-........_.-._.__._... ..�.,..........._...�..._9..�_. �1`•424�� '- I.�•� .-57D 7B. _Sp UCT� _.•�q� m-- $� � �..._ ---------,...._-. -.L- PROJECT •,•i-.-. ._..1��.�...,, �- ,\ •.. SD--c SDv.--m-sue - - LANDSCAP8dBC81TECT SEE SfEET 18 T - OU ALL 58 NOTE ALL CURB RADII ARE FIRS�B101TdL DATE:11/21/Ol `�! "�`,, �, ,-; V M V vO._ T,�;S T' - SEE SHEET 7 SHOWN ON SHEETS 25 AND 26 SCAB: aoMa'=40' V®4:N/A Q i INT10+08.39 LYONS AVf NE ., p AIt%I" • = 10+00.00 NE 2ND S7 '•).•�i t», "Z- NOTE., SEE SHEETS 25 AND 26 FOR LOCATIONS OF MONUMENTS AND m NOTE.• CATCH BASINS HAVE BEEN SIZED TO I CATCH BASIN RIMS ARE a10'DEPRESSED IN FLOW DRIVEWAYS TO BE INSTALLED. MEET CURRENT CITY AND WSDOT MINIMUM WALL UN£AS REQUIRED BY THE CITY OF RENTON. THICKNESS REQUIREMENTS USING ADS N-12 PIPE. O1E SEE SHEET�19 FOR X. - OADWAY SECTION. t3 GyP D IVAsk�4f�m NOTE SEE SHEET 17 FOR FRONTAGE NOTE SEE SHEET 2 FOR TIES TO ALL CATCH BASINS SHALL BE IMPROVEMENTS ON NE 2ND STREET lHORIZONIAL AND VERTICAL CONTROL ; TIFF l UNLESS 07HERWTSf NOTED. I VERTICAL DATUM-NA VD 88/HORIZ.NAD 83/9/ ALL INLETS SHALL BE PER CITY z OF RENTON STANDARD DETAIL B-26. BASIS OF BEARING:NORIZ. NAD BJ/9I S,9 eDISTBRF'O` e CITY OF RENTON UPS CONTROL NETKURK OTE• ALL STORM DRAINAGE PIZ sARAL Z HOLD7NC CIrY OF"RENTAV MONUMENTS GOR.11857(BASE PRINT)AND GO.R/1852 ATERIAL SHALL BE PER PIPE AN W O a n „> CATCH BASIN SPEGFICA7TONS EXPtliES:10/22/1x xx • try.. ORIGINAL 8ENLHMARK: 67TY OF RENTON-'1851'-A J-1/2'DOMED BRASS DISC W A PUNCH ON SHEET 20. - 41,A11a ;k MARK ON CONCRETE STREET SURFACE AT THE C!Nl5 UCIED INWMECIION OF NE 47H STREET(SE 1287H SIREE7)&1407H AVE SE Chef ad for Compllo a to City Standards STAMP NOT VALID N Ern ELEV.-39d549 .UNLESS 9GNED AND DATEDSECQVDARY BENCHMARKS - a TBA1-A-TOP OF A RAILROAD SPIKE 1.20'ABOVE GROUND IN THE WEST JOB NO. ./ o FACE OF A POKER POLE Wl TRANSFORMER ALONG 7H£EAST SIDE t� p-..' O 1_108 11 SCALE:V= 40' OF 144TH AVENUE S£9.0 NORTH aF NOR7H EDGE OF GRAVEL. 8-O Z o POLE SUPPORTS POKER TO HOUSE 113016. o� 0 20 40 8U FEV,=431.56 SHEET NO. ' w 5 � 7B,M-8 TOP OF A RAILROAD SPIKE 1.00'ABOVEGROUND IN ME NORTH-EAST FACE OF A - 1�OF aq�6 - ¢ QUADRAT OF THE POKER Of SE 1J2ND S TED IN THE TREET NEST n. O 145TH AVENUE W. POLE 1317969 167561 C W Z ELEV.a 420.55 - 2001 AD A _ ..._.. --- _--'---- _--- --'---- _--__---- ® TRISSOCIATES PORTIONS SEC. 15, TWP. 23 N., RGE. 5 E., W.M. 440 -- - __--- N LOT 5 ASSOCIATES 11814 ilM AV8,NE 8 r) �) LOT 10 KrW.d,WA$80346923 r) �I - o y 425.821.8448 InK k ' 425.82,.,A tax 800.488.0756 Poll free PROPOSED RNI GRADE �I K vrvnaMetlessoamm 100 YR EME E CY OLERfLO�W EL 43J-50� D. S. \ EL 432.25= - 430 \ - 430 0 \ c7 HSOX 25 L36. N d to S. O ___ _ m J y I£424.87�- To) I1P O V LWH f 1 98' B'S5 1—36'O 0,55 tiJ 0 OW STRUCTUR L TIP 11-5' IC 424.44 168=36"O 0, X Ch W DEBRIS BARRIER TOP.4325.E 8 TYPE II 60" Z Q P R OETAIL,SHEET 2 (,VACH OVERFLOW W/SOUQ LOCKNG LID SWA42O J lE 42Z05 36 £429 6 !£426.03 - -- --`- 4ZO .. Z ° Z V W/ DUD,LOCKING 10 S 6 11-84' TOP 431.32 W/50UD,GOC ING LID Q 36'£421.53 7GP 4342 m _ O 36'IE 42fy25 410 —}— - -- -- 410 U4oc EXIS71NG GROLIVOFIEVA77ON OFFSITE SjTORM C:( NVEYAN E SYSTEM OVER PIPE � ~ U A® ACT C LOT 57 a o - o ` 430 o - 430 c Mif1lAEG L AlA7HESQV,PE \ o PROJECT MAHAGSR NIIUAN CONDREY P(S p ROPos£D NISH GR DE \ 2I PROJECT SnVEYOR T$l' R l E-1�I ClAr A.LOWLS,PE PRODS ENGINEER EL O - 1 1 / PROJECT LANDSCAPE ARCHITECT 11! FIRST SUBMITTAL DATE:11121101 420 - 4= e3X 42O 4 SCALE: EOM I'-4o' VW.:I'-4' o � ' Y- TYPE 11-54' m W SOL,LOCKING LID 1` (ADJUST TO FINAL GRADE) IC+S A J6'lE 4 9.86 VV�OF14 sR��l� 0 P 410 - -- 410 CALE: 1"= 40' HORIZ ��s oHAti¢EN°� hQ C,B TYPE 11-54' 1"_ R . O RDUD ELEVA RON 42.84 E%4PG/iESO:�l0//2oN fOX�SRPCP OFFSITE STORM ONVEYA CE SYSTEM TOPIE „•97 2/02 a (OUT) Chec ed for Compliance to C/ty Standards STAMP NOT VALID 36'lE 10. y�Z UNLESS SIGNED AND DATED -o Z ®1-108 JOB N0. O O NV _ SHEET NO. 150F 36 __.�.2071 71AD,.'S."CIATFS ..__... i. Si erg a D o wry s tre am 4 1 I 4,67 p l 39 Q 42i.5 { f i I4I4.5 f > 4 f 39 t � 4t9.e i2 FYI t 449.1 « 21.2 406.3 i2.7 454.f I ❑4f9.0 7.t I f ?01 LC .415 ( 413.6 # 412 3922 •Ltt.S 41 i. i I 7 369.3 415.1 415.0 4tt.3 � a 4 yaT. 3 "409.012 4f t O d 9 I 404.4 40 3 , 39 6 L 390 3mm 0 f} A 3 9.2 405.4 t3 4tl,t.S 306.0 '7.9 A 4C3.2 yl 406.3 111 •3t17,6 \ 406.0• y ......__- ❑ t { 40& 407.6 j 407.1 •J86.9 3L52 409.6 wl 399.0 406.0 6 y \ 4MI 4052 "404.7 40t 5 Q f t.fl f , 1 38.5.2 200 0 200 Scale in Feet TRLAD ASSOCIATES s 11814 115th Ave. NE s } � Kirkland,WA 98034-6923 425.821.8448 425.821.3481fax 800.488.0756 toll free 24" IE 402.4 www.triadassoc.com Land Development Consultants ....................... . ..w.............»...._........................_.x..,..... . - w....»..... ............. . _...... UGC ----- �— �/ __ '4K . �� . . . . . . . . . . . . . . . - --- --- WA —o ---- WA .�BANDONE�.L-- WA — -- y 8b` N 85 303'-J-6 Q100=75.4 CFS JERICHO A VENUE NE M -- -- — -- -- FM —.---- rM — —_-- SCALE: -- UGT -- — ! -_— ----- ----------- 0 10 20 40 SDMH 1 TYPE 11-72" $ - ».......... v - ..............-= _ ..- ............_..._-=--=- 00 0 24" lE 401.5 M� Z 4 Z_ J � J L CL L O ~ co O WEST _ ..................................................................................... ...............---------...------..........................................••.... # �w O } 2 W EXIS77NG GROUND s Q: V ' C 410 ,-0 - _ -- - 409.10 H�� 409.08 \\ 409.08 1 t f \ \ ' \ ' ET71NG GROUND z 403.50 \ I 403.50 \ \ — \ 403.50 — — — — \\ 403.50 a A HGL' — — HGL z \ \ w \ \ MICHAEL L MATHESON, PE - - - - - - - _ \ PROJECT WAGER W YEX - - - _ — UJAM CONDREY, PLS CT VEYOR 24" CONCRETE EX. 24" CONCRETE CLAY A. LOOMIS, PE CULVERT 24" lE 402.4 CULVERT PROJECT ENGINEER 24" lE 40t.5 24" lE 401.5 400 .....••••.............................................. - _...;... .............................-----..... ..-----.................. SC E HITECT 400' _ __._._.n_,.__ . FIRST SUBMITTAL DATE: 5/10/02 I SCALE: HORPL.:1"=20' YM.:1 r=2' SDMH L TYPE 11-72" W/ SOLID LOCKING L/D MH f TYPE 11-72" TOP 410.0E l W/ SOLID LOCKING LID N TOP 4 10.01 (ADJUST TO FINAL GRADE) 0 24" 1E 401.98 24 /E 401(ADJUST gg FINAL GRADE) oa 36" lE 400.98 36" IE 400.98 3 PROFILE NORTH-SOUTH PROFILE EAST- WEST N x ALONG JERICHO AVENUE ACROSS JERICHO AVENUE O Ln i O n w O O N4 t sn I N 3 PROFILE SCALE STAMP NOT VALID � 1"= 20' HORIZONTALUNLESS SIGNED AND DATED N,-0 1"= 2' VERTICAL JOB N0. 01- 10 S X SB�ET N0. oc CL 1OF 1 �W —©2002 TRIAD ASSOCIATES