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HomeMy WebLinkAboutSWP272264(10) 1 1 ® � DDDDS ENGINEERS, INC. CIVIL ENGINEERING S U R V E Y I N G R L A N N I N G 1 i 1 1 1 MAPLEWOOD GOLF COURSE ■ IMPROVEMENTS ■ LEVEL 1 DOWNSTREAM STORM DRAINAGE ANALYSIS i 1 1 i 1 Date: 5/9/94 Project No.: 94073 F� .... Prepared by: Robert H. Stevens E.I.T. •��° 1 Approved by: Edgar T. Jones P.E. . to iSSA AL t �/ '• `"' " s ic, 14- 4205 14BTH AVE. N.E., SUITE 200-BELLEVUE, WA 98007 [206] 885-7877 OR 454-3743 FAX:[206]885-7963 ' MAPLEWOOD GOLF COURSE IMPROVEMENTS ' LEVEL 1 DOWNSTREAM STORM DRAINAGE ANALYSIS ' TABLE OF CONTENTS Section Page I. Project Overview 1 ' II. Preliminary Conditions Summary 3 III. Off-site Analysis 6 IV. Appendix 13 1 MAPLEWOOD GOLF COURSE IMPROVEMENTS LEVEL 1 DOWNSTREAM STORM DRAINAGE ANALYSIS I. Project Overview A new Maplewood Golf Course clubhouse, associated parking, and driving range are proposed to be built in the area of the current golf course hole#8 (see Exhibit 1). This area is currently well maintained grass. The proposed site is approximately 4 acres which ' slopes gradually to the west towards Maplewood Creek. The roof area for the clubhouse is approximately 18,440 SF. The roof area of the driving range is approximately 8,000 1 SF. The road surface and parking area is approximately 94,000 SF. Currently there is very little upstream area that drains to the proposed site improvements. Highway 169, which is currently under construction, is higher than the site but is designed with drainage systems that will intercept stormwater. An upstream area of approximately 1 1.5 acres of the golf course lies to the east of the proposed parking area. This area currently slopes to the west at a slope of approximately 0.5 to 1 percent. 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Sw +x$ MAPLEWOOD GOLF COURSE ST (', S m } L I SE I75TH M. 'i I sw �tsr H J�N 5T ! �s SE 176j sr ST :`r DEI#94073 �.M ..� > ST cry oar,` $ e MAY 9,1994 a n BY:ROB STEVENS SEE 6 36 mP II. Preliminary Conditions Summary A field analysis of the site drainage was conducted on May 4, 1994. The area had received heavy rains the previous evening and intermittent showers and thunderstorms during the analysis. There were no signs of any existing drainage problems associated with the area set aside for the proposed new development. However, Maplewood Creek was laden with silt from areas upstream of the golf course. Upstream problems with Maplewood Creek are currently being addressed by the City of Renton Stormwater Utility. The draft "Comprehensive Stormwater Plan, Maplewood Creek Basin" reports two problems in the Maplewood Golf Course area. First is a capacity problem with the culvert draining the golf course. This problem should be alleviated soon with the construction of an enlarged box culvert beneath Highway 169. Second, the creek has been reported to have overtopped its banks inundating the western portion of the golf ' course. The city is currently working on plans to redirect the creek channel. Stormwater flows currently sheet flow approximately 300 feet over well established grass (see photo # 2) towards the west to the current entrance road to Maplewood Golf Course 1 (see Exhibit 2 Drainage Subbasin Map). King Count Soils Survey indicates onsite soils to be "Type B" Puyallup Series soils (see Exhibit 3 Site Soils Map). The elevation of the 1 current entrance road is higher than the low point of the drainage from the site. There was no culvert entrance visible on the east side of the entrance road to drain this low point. However, an existing culvert is shown on the site topographic map and the outlet of the culvert is visible into Maplewood Creek. N � n s � W t 7 e,839.s2 W photo # and d,Y'e J;6kA Q i,a'tl,iei.43 N W E 1, ' EXHIBIT 2 DRAINAGE SUBBASIN MAP '' - O MAPLEWOOD GOLF COURSE Zoo ,�....` DEI#94073 ?� MAY 9,1994 O BY: ROB STEVENS \ X 63 I \���� 12AS � r0 MAPLEWOOD GOLF COURSE 72 t C_ulv�Y �' t�� leWaoc� 7 2'1' M A P L E W 0 0 0 / x62 \ lti / `\ t I \\\\ 69 X 69 X xS �"� C O U N T R Y NN X7e 1R�E5 t 72 2 l O�- � C L Ufoo x e 8 00, r �v / . . P � 10 Ar /V 0 ' • i.i � 0 1 ,�"WI � 1 t -�17wm a� — ' .:. f. err' ,: (n CIO C'l yA i i w "; i �j`. v - I ,i„ •'�•• ,i-"!,`' i .r1 • to ic A It I SJ- -_ C_�� /\9d\''may. ,r;�='� Lt/;(�•.,��\}. �•• ,j ? + �� `4 ,ate i,`�: ,I !�., I-1 •4' O / `ten ,� � p �n� 3" e f Y`�''1' •+ �y1�',1`+Y"' � �.. `',,t,C��t7�''Y �}• h �, - - ------- �� ���jjJ�'� D � .•yy :., .' .r� .r C°°, • � � i t ?�,}N ! Ib�1 'l+•i` s�C �^""i�,•p • °�i 1 sy co �„ ' ," h;'•1I.0.�D�;� � *���:°�4 ° �/i 'T���?i` � �' I .�� ��. {i Iq '.ityafa'Pf J {•. 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' 8 .�*i � 1-` O • '76+. 1!f t o tri MAPLE VALLEY 6.6 Mt. m 14 rz > ° •� 1� o 1 ' > > z 1� e o m z z III Off-site Analysis Maplewood Creek drains a tributary area of approximately 1000 acres from the north (see photo #1). Drainage from the proposed site flows into Maplewood Creek near the current entrance road to Maplewood Golf Course. The culvert is currently a 42-inch concrete culvert with approximately 5 to 6 feet of potential backwater head (see photo #3). Under ' inlet control conditions, the culvert would have a capacity of approximately 80 cfs (see Appendix for calculations). The existing culvert drains 160 feet into an existing manhole ' on the south side of the highway. A replacement 8 foot by 4 foot box culvert is scheduled to be installed in place of the existing culvert by June 1994 (see Exhibit 4, SR169 Design IPlans). This culvert will direct flows under Highway 169 at a slope of 0.56% to a new transition structure (see photo #4). The capacity of the new system will be approximately ' 253 cfs under inlet control conditions (see Appendix for calculations). This new structure will be able to convey the 25 year storm as calculated in the, draft "Comprehensive ' Stormwater Plan, Maplewood Creek Basin" (see Table 3.4 from the Plan). Stormwater flows from the highway system will combine in the transition structure and be directed into the existing manhole. Flows are directed into an existing 72 inch concrete culvert at a slope of 0.837%. This culvert currently has a capacity of 420 cfs (see Appendix for calculations). The culvert flows to the west under the Highway 169 right of way for 970 feet where it ultimately flows into the Cedar River (see photo #5). The Maplewood Creek channel is currently being redesigned by the City of Renton to have 50 cfs diverted from the current channel to a new fish habitat enhancement channel. This flow will be diverted at an area approximately 800 feet upstream of the highway culvert. The water will be channeled through a fish habitat area and ultimately through a new fish ladder/culvert under the highway (see photo #6). This construction will reduce the expected flows through the current culvert and provide for even more capacity. Due to proposed and under construction highway and creek improvements, we anticipate ino downstream flooding problems. QQ; T. 2 3 N. R. 5 E. W M, 0 s R/w 436 4 r c R �' a � rxwv C R 3 XPP_ cxwF_y. ExFIM. R/W 431+39. W W Eg W ,-.�. EXANCH- - .� rxa•� x<.FE•. " � £t•: / -ryaurw cx^❑ ,EXPP EXPP EXANCH W -- ,4 -rF>c EXSTMH ---- --- Ex725R--- - -� - ------ ---EXANCH----Ex ----^----- EX T2�ST � X P O P � �— T �•� ExSTMH -;.E i EX STMM �.r_� c EXSTMH 3 BEGIN SILT FENCE = J. .. .ExABMT ry ExTORd io 2 0 1 FiLL. -- - -- - - -- - -- _ x _ cui CUT .. CUT - - CUT -- - - - et =:x 2"CP 1460 Ex PIPE 1465 —— S: EX4 143b H. _ --Ex42"S ----- ExSMH _ r------ - - _ __ - ---------------- -- ----- I -------- EX4-S-- EX42'S EXSMN �� X42,5—w- x ` • ----- - `� _ _ YK--�.----- -- C - `L`,� /� / A c p n o', N 61 O � 43.0'W EX"14 VALVE CHAMBER EXBCM O Ex Concrete Rood - iZ4MH / - Ex9CM lXBT EX + p EX K -X- -ANCN ---- - E - - ---- - -- Ex 10 CFEN I EXPOLE EXPO LE xANC H RRT1(5- EXPP . -----Z -------- ---- ------------------5------- -- -----------L66+?6.51 EXAM /a ExR wEXGP —EXwv SILT FEI10E ►0- P.C. N 00c cl E O - C 80 100 �s SCALE IN FEET EXHIBIT 4 SR 169 DESIGN PLAN SHEET MAPLEWOOD GOLF COURSE DEI#94073 MAY 9,1994 BY:ROB STEVENS � r tee ' STATE FEO.Alb PROJ.NO. M CT Tol4 HIGHWAY DIVISION R°3ON 10 WASH Washington State SR 169dommmom - - ----�� wpl� ie� w� . .� .� Table 3.4 — HEC-1 Model: Runoff Hydrograph Summary HYDROGRAPH CHARACTERISTICS AT MAPLEWOOD GOLF COUSE Total Existing Land Use Conditions Future Land Use Conditions Precipitation Peak Flow Time of Peak Runoff Volume Peak Flow Time of Peak Runoff Volume Storm (inches) (cfs) (hours) (acre-feet) (cfs) (hours) (acre-feet) 2-Year 2.0 118 8.58 119 173 8.75 157 10-Year 2.9 202 8.58 199 275 8.92 247 25-Year 3.4 251 8.67 247 333 8.92 298 100-Year 3.9 300 8.67 297 392 8.92 351 Table 3.4 from draft "Comprehensive Stormwater Plan, Maplewood Creek Basin" MAPLEWOOD GOLF COURSE DEI# 94073 MAY 9,1994 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 -Basin Cedar River Subbasin Name: Maplewood Creek Subbasin Number: ...S...............y................-...:.........:.`.................X...........-.........'...........:............­......................................................%.............'........'.................. ...:.:..A... ..........a....j.. ..:.........................,... .................................................................. .............................­......_......... ...........n... ...e......n ................... ............................... .........­..X-. :.X..­. ­'­......��................ ".........,..­..................:....:.....:.. '..%..............................................%.... .'...'...........' ..........,.................. .......... ...... ............... .....,.......''.: .;..: ..�....: .:.......:..: :..:......... j............ ....................... ......................... .... ............................................................................................. .......................................A.................i................. ... ...s .........m. ..................... ....c................t.... ........b.. ....*...... .........r . . . _ . . on . k .ter:� . ... . . -..... ..... .. .. . .. A*........... ...... . .. .. . . T .......................... .................... . ... .. .. . ..... .... -1 :::::::: -:::*:.. see rite stream, 1 . :P flw .. i 4M.. fiwlili6w roof .. ..in .... . ............... ............ .... ...........I................. ."' - ........ . :*: .... . q........ . ................ .........0 . .. ..;...... ... .:: ...-- -:--.X ':...... ................ .tyKD �ew . VAVF�,§.. .. 00 .�P .%... ...Q050.. W. - *.JMP. ......a ..... .,......................... .. .. . ................. ..... .U area:. mbIerofi .. .......... .... . .. . .. .... :. ]......�..i..-.... ��.. ..... I upstream channel Maplewood Creek 0! none apparent stream overtopping overflows would flood the lower upstream of culvert bank areas of the golf course 2 sheet flow proposed site location 0.50% 0'-300' none ponding of water permeable soils infiltrate water gradual slope towards creek flooding of road quickly,pond during major storms 3 42"concrete culvert Maplewood Creek 0.561 300'-460' none apparent reports of culvert under capacity problems should I culvert under Highway 169 capacity problems be alleviated with new culvert 4 transition box under construction,will join new - 460' none none new culvert system will expand box culvert with ex.72"culvert capacity 5 72"concrete culvert Maplewood Creek 0.84% 460'-1430' none outlet control during No erosion exists culvert under Highway 169 ROW I Cedar R.flooding 61 stream bypass fish bypass currently under construcion,will bypass approximately 50 efs from existing culvert system ladder • R r +r i4r • ,j ..r r .. ;. � �.�,,, r _ fie �.."tom.✓, ,. .� ,y „"' ,�' 44 1 F , 2 i »' S' r + ► 1 T r \ ;w i w r r Q W � � � � i � � � � � � � � � � � S a � ' Documents reviewed for this study include: • City of Renton, Comprehensive Stormwater Plan, Maplewood Creek Basin Plan, ' Draft Report," October 1989. • King County, "West Cedar River Valley Ridge Critical Drainage Area Designation," May 24, 1989 • Federal Emergency Management Agency, " Flood Insurance Study," September 1989. ' • Washington State Department of Transportation, "Contract Plans, SR169, MP 19.22 to MP 23.88. Maps reviewed for this study include: • Federal Emergency Management Agency, Flood Insurance Rate Map, King County, ' Panel # 329, 1" = 1000'. • City of Renton, Topographic Map, 1" = 200' • U. S. Geological Survey, Renton Quadrangle, 7.5 Minute Series, V = 2000'. 1 • Kroll Map Company, Sections 815 and 371, 1 = 200. ' • Site Topographic Map, Inca Engineers, April 22, 1994, 1" =20'. 1 ®I- OOOOS ENGINEERS, INC. JOB NO. _14 3 1 - CIVIL ENGINEERING SURVEYING PLANNING DATE SAS 4205 '46TH AVE. N.E.. SUITE 200 - BELLEVUE. WA 96007 1 (206J 685-7677 OR 454-3743 B Y �">"5 ' /h QpI° UIOoc� &01! - Cul v�r t C 1 I 1 � 9 C.O�I,oG�� ��l - 1 = lKn C_� Ca�a�l�� of Ise w . boX Gu��/�,�f �' � �/�( ' (orc�2�Q t�C�►J f� � z , _ © D J 1 � � z�;_3 J 1 1 L = q7o 5 = D. �3`� l)/o 1 ' SHEET OF ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL t180 10,000 168 8,000 EXAMPLE (I ) (2) (3) ENTRANCE TYPE 6. ' 156 6,000 D•a2 inches (3.5 feet) -- - 6_ 144 5,000 °•12o cfs 5 SQUARE EDGE WITH 4,000 Hw• nw 6 5 HEADWALL 132 0 feet 3,000 4• I n) 2.5 e.e 5. 4. ' 120 2,000 (2) 2.1 7.4 I 108 3. ' e0 in feel 3. 96 1,000 3. PLAN 800 GROOVE END WITH ' 84 -- -• — HEADWALL 2.-- - 600 - 500 72 400 2• FIVt = I i 1 N = 300 156 1.5 U / Z cn = 60 U. 200 1.5 PLAN ' 54 Z / / GROOVEEND v_ a PROJECTING w 48 w 10 J75 60 a 1.0 1.0 2 w i wo 0 50 HW SCALE ENTRANCE 1.0 ' ¢ 4o p TYPE w w .9 w36 30 (1) Square edge .ith 3 .9 .9 ' 33 heod.all 0 w a � 20 (2) Groove end with w 30 head.all = .8 .8 (3) Groove end •8 27 projecting ' 10 24 8 T T .7 6 To use scale (2) or (3) project 21 5 horizontally to scale (1),then 4 use stralght inclined line through 0 and 0 scales,or reverse as 6 18 3 illustrated. 6 .6 ' 2 15 ' — 5 5 1.0 .5 ' 12 4.3.5-11 1/90