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HomeMy WebLinkAboutSWP272057(15) File: 7163.110 u Date: 11/05/97 F A X T R A N S M I T T A L To Fax #: (206) 235-2541 From: Dana Postlewait Attention: Dan Carey 2353 130th Ave NE, Suite 200 Company: City of Renton Bellevue, Washington 98005 FAX: (425) 883-7555 Project: Maplewood Sed Basin (425) 882-2455 dejy ry4 44,�l Charge #: 7163H Page: 1 of 8 ❑ Original to follow Message: Hi Dan. Since my site visit on Monday morning to observe the erosion near the entrance of the pond, I have reviewed the pond's design details, design flows, and discussed several options with Craig Cooper and Kathy Dube of our office. Both Craig and Kathy are geologists with advanced degrees in geomorphology and stream processes, and have been involved in numerous watershed analysis projects. Kathy has also been involved in two major delta formation analyses. The following is a brief summary of our recommendations at this point. Problem Statement: The observed problem is the exposed liner along the edges of the transition from the native stream to the sed basin. We are concerned about the liner integrity through the flood periods, and would like to prevent puncture or tearing of the liner. Repair Purpose: The purpose of any temporary or permanent modifications would be to: 1 . protect the integrity of the basin liner, and 2. reduce the need for annual maintenance and repair of the upstream portion of the basin. Analysis: As can be readily seen, the problem has been caused by the deposition of up to 4% (appx.) round gravel in the transition area. This "delta" represents a normal stream process, whereby heavier mobilized bedload materials are dropped out of suspension as stream velocities decrease. In our case, the new delta is being formed in the center of the channel, and the stream is beginning to meander around the delta and is causing a cutting action in the adjacent banks. This Page 2 Harza Northwest Fax Transmittal deposition is caused by the widening of the stream channel as it transitions into the pond, and the reduced depth and velocity due to this transition. In and of itself, this condition would not necessarily be detrimental, and could be maintained during planned dredging of the sediment basin. Unfortunately, the exposed liner creates a liability, such that damage to the liner will create the need for costly repairs. Our original intent with this transition section was to allow dissipation of energy into the pond water, and to provide a wider channel section to meet the WDFW request to create a wider plane near the pond entrance. During construction, based on your input and our observation of the final product, we provided field assistance to re-work this area once. Given the current status of the liner, and the forecasted flows and velocities anticipated now and in the future for this project, we recommend the following. Short Term Repairs: The idea of a short term repair based on sandbag protection of the exposed liner areas has the advantages of: - quick implementation, - low initial cost, and - avoidance of opening up the permit conditions to draw down the pond and perform in-water work to construct permanent repairs. Our recommendations for a sandbag repair approach include placement of at least 3 or 4 layers of sandbags as shown in Sketch #1 . The multiple layers are intended to create a self-sealing protective layer over the liner, such that any sandbag movement during extreme high flow events will have a backup layer. This approach may also require periodic maintenance throughout the winter. Long Term Repairs: A more permanent solution can be achieved, but this approach will require pond drawdown, and three to five days of grading work with a large tracked backhoe. This approach has the disadvantages of: - mobilization and funding time, - higher initial cost - permit implications, - need for 1 week period of continued low creek flows, to allow pond drawdown. Briefly, our recommendations for a long term solution to the delta formation phenomenon include (see sketch #2): 1. decreasing the width of the entrance channel throughout the transition to retain Page 3 Harza Northwest Fax Transmittal transport velocities to the pond entrance. 2. armoring the bank side slopes with heavy loose rip rap to set hard points that the natural delta formation will stop their erosion and protect the liner 3. place vortex rock weirs per Rosgen's literature to concentrate energy to the center of the channel and help direct energy away from the side slopes, thus assisting in adding liner protection. Immediate Recommendations: Given the uncertainty of the weather, and the logistics involved with mobilizing a large piece of equipment, we recommend that temporary sandbag protection be implemented for the Winter of 1997/1998. This approach will also provide one winter's worth of "data" to see how the pond and entrance perform. A permanent fix could be implemented during construction of the fish channel, and perhaps during the 1st cleaning of the pond. Weir Plate Issue: Dan, following our discussion, I took the time to prove to myself that the lack of a weir plate in the low flow blockout will not really affect the pond water level, as you stated. See attached calcs as a reference. Please call if you would like to discuss these recommendations further. 1�Z,04 NG MAPLEWOOD CREEK, t '', {', yMC STA 4+55 'PROX. BASED ON ' 'i �' li !�� '' �n�' END OF BULDER CLUSTERS O 20' O.C. ORIGIN O MC STA. 2+00) 40 -- REMOVE EXISTING 9*0 WOOD P"I QERS UPSTREAM OF M ID MC STA 5+37, MATCH EXISTING GRADE EL 114 MC STA. 4+80 ANCHOR BASIN ;TIC BYPASS PIPE, t2 ► j OF STA. 4+80 PER SECTION A— '1' BASIN LINER LIMITS PLACE 2 ETOF P CLUSTERSSATSPOND I P 14 P 11 AREA AS SHOWN P1 �, ^ CUT. PLUG UPST' 2 V --- ",' G REMOVE EXISTING 24 24 HEMLO� . . 941 CUT, PLUG r" REMOVE EX BASIN END 0 ao B3 I I ON ACCE RAMP BYPASS PIPE, ( Pl : (2) 14" HEMLOCK .$ �� it i ( 60 :M PLC ' i ► , ���I ;\ P 21 ,; ;, ','�,`,, I .. 14" HEMI( TATED ONND 2d'j ���� �K ( — 20 ► ! ' ............ .lut' eke _e AVNI� • : 1 • ARM 10 OFf Oki 0 '4F ��� 1 • • �••! • t / VORTEX ROCK WEIR DESIGN The objective of this structure is to: 1. Provide instream cover in the rifle reach. ' 2. Deepen the feeding areas in the rifle reach of the channel. 3. Provide a wider range of velocities for holding water at high flow without creating backwater and sediment deposition. 4. Act as a grade control structure without upstream lateral migration, bank erosion and aggradation which is characteristic of rock and log dams. 5. Maintain the low/width depth ratio which will reduce the liklihood of bar deposition and maintain the sediment transport capacity of the stream. These structures were designed by Wildland Hydrology and have been installed primarily-'for high bedload streams to maintain sediment transport capacity and low width/d"epth ratios. It has worked well on the East Fork San Juan River, Weminuche River, and Blanco Rivers in Colorado; on Wolf Creek, San Lorenzo, Bull Creek and Big Sur Rivers in California; and Quail'Creek in Maryland (Rosgen, 1991): The details of the design are shown in Figure 11. If flat or angular rocks, and/or very large a rocks are used,.the footer rocks are generally not required. • Rosgen, D.L. 1991. Personal Communication. From implementation of the Vortex Rock Weir Design in Colorado, California, and Maryland streams. Wildland Hydrology • consultants, Pagosa Springs, Colorado. E23 t&)to r, PLAN VIEW "s pI�CF D toWffr !N LEV n � w �tef v Zo �o OF 3,(WIXL 17E �> Too L, (ADovr 10 4, Y3 DIRECTION OF FLOW 906K VIVO lye- CIA ` ER ROCK \ �! �crc lip rock r X � o $RHK4I( %q 7 � Up To Goy +H�tx�Muw� 6 J VORTEX ROCK WEIR 1w ow ow ow IP pw p' off OR OR w M M IM ow on Mi M- M- e WWI . u, ,.,� t� Ai. nT;7 r?^;. tltiiifr tiM� 24 3 a .i.. a. •.7,�....$•,..t>;.. ?4.,....t 4^`1'xs`4'��t�'��"?���s��. -��M '� t, i# �..t.3'y r.�4.'��.f .��Al �,`.,.�,+ ; � ''�` : .' .r. .'�rt .,.•i"�'� '4 ,t k �,T,?� „^,f . 1 I. t-��ks r v 6ti 1M�6�• CROSS-SECT ION_VIEW , �, �� �/,�� F,,r-IGa� �ps-tte� rotk- I •^,��.t� i it Jo- X.In£ i BAN ( }c OCK lo K WEIR . •VORTEX ROC . i 1 SANKFULL STAGE FLOW DIR�CTION --/)1 -�. I J II) ,)I jaw LOW FLOW STAGE N r i 1 j ' �// �1 ' ► EXCAVATION.,', E] _. 1/� � !�•^• •<� lam:rta _- J��:.;�,•...� ,�... I', e(t;�y-, ••*tt.rti !, FOOTER ROCK �r ;<:- !11 ""• 1 . ,: ./// 11/to- `' VORTEX ROCK WEIR PROFILE VIEW ' NORTHWEST, INC. Engineers and Scientists PROJECT: ,�o� BY: � DATE: CLIENT: tC61��k lel JOB #: 7/�i3 f/700 CHKD. BY: DATE: SUBJECT: � �/ Lev�I �Ne/a �;m� PAGE: / OF �sti sir ver Per S1i 8, /✓o r,-j�.�. �oo/ = FL //2 , l 7 my l l ¢, / 7 //z, / 7 Q= 7, 7/c�5 r �! � 3�e3 . N a 4, 8 3, 2 s) !, 7 5 NORTHWEST, INC. Engineers and Sa, As PROJECT: ,F — BY:�L_ DATE:Yj:�/q3 CLIENT: JOB f: CHKD. BY: DATE: SUBJECT: SOT �S Frs�, Ld jers NA a Jk_A PAGE: I OF ffS-l�c� H ° Z/ ' ///./ 7' -f-u n 60.2 - - 4 375-H---- -- -- ----- -- —. --- Qj 111, 67 0, s -- - -t 18 - -__�s. 7 - - ---t -g s - - -- ad�k5W 62,due-tom S�broCr t+�G 3.33 — 4.38 7,71 CACt lAdd�� 0 8 - - - - -- --- --- -- -- - ----- 00 11_ . 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BY: DATE: SUBJECT: PAGE: OF ,E- a,�,i� � s ✓�f cI ��s /�,7 inl foorcee ®,l eleek �T �ie �•�oI �viT/Gr-rrC�, OAS/fin ��wS 71"0r fh/S cxErciaee .S✓f„�.,�.���2 c� ®.:'► �2�U67 �� L-o-i �c J �?S o 4,ceednn e �3 Apr Mew, A,10,1 1 _ - h,, ,%,Xt,e </aV7 !�zcC'e °mac e 't FK<,t 173 fd 2 00 � 5 300 Table Rating Table for Irregular Channel Project Description ,f Project File p:\7163h\calcs\pondentl.fm2 Worksheet Maplewood STA MC 4+64 i Flow Element Irregular Channel Method Manning's Formula Solve For Discharge mc, L} +(0 4- �iJ�7r�vn o� �S;n Constant Data Channel Slope 0.033100 ft/ft Input Data Minimum Maximum Increment Water Surface Elevation 114.60 117.50 0.10 ft Rating Table Water Surface Elevation Wtd. Mannings Discharge H V ft Coefficient cfs (40 C 1 s 114.60 0.035 0.09 1 14.70 0.035 0.60 7L I•�oCr 114.80 0.035 1.76 15 2, 1 7 114.90 0.035 3.79 , 4 2, v 3 115.00 0.035 6.87 15 3,oS 115.10 0.035 11.75 115.20 0.035 17.70 .7 4,29 115.30 0.035 24.69 , g 4, 71-1 115.40 0.035 32.68 115.50 0.035 41.67 115.60 0.035 51.66 115.70 0.035 62.65 /, 2 4 115.80 0.035 74.64 115.90 0.035 87.64 116.00 0.035 101.67 116.10 0.035 115.24 (, V -7,-7 S 116.20 0.036 129.67 i,-j 7, ,9 s 116.30 0.036 144.97 116.40 0.036 161.17 116.50 0.037 178.27 116.60 0.037 196.30 2.1 ,72- 116.70 0.037 215.27 116.80 0.037 235.20 116.90 0.038 256.10 117.00 0.038 277.99 117.10 0.038 302.54 2,4P q,(04 117.20 0.038 328.03 n� 11/05/97 Harza Northwest, Inc. FlowMaster v5.07 08:29:27 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 2 Table Rating Table for Irregular Channel Rating Table Water Surface Elevation Wtd. Mannings Discharge (ft) Coefficient (cfs) 117.30 0.038 354.48 117.40 0.038 381.88 117.50 0.039 410.24 3.o i o, 4 7 11/05/97 Harza Northwest, Inc. FlowMaster v5.07 08:29:27 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 2 of 2 Curve Plotted Curves for Irregular Channel Project Description Project File p:\7163h\calcs\pondentl.fm2 Worksheet Maplewood STA MC 4+64 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Channel Slope 0.033100 ft/ft Input Data Minimum Maximum Increment Water Surface Elevation 114.60 117.50 0.10 ft Discharge vs Water Surface Elevation 450.0 - - - - . . . - - - - • - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . . . . . . . . . . . . 400.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 350.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . . . . 300.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N v250.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - � 200.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 150.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . . - • - - - - - - - - - - - - . . . - - - - - - - - . 100.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 50.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.0 114.5 115.0 115.5 116.0 116.5 117.0 117.5 Water Surface Elevation (ft) 11/05/97 Harza Northwest, Inc. FlowMaster v5.07 08:30:02 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Project File p:\7163h\calcs\pondentl.fm2 Worksheet Maplewood STA MC 4+64 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.039 Channel Slope 0.033100 ft/ft Water Surface Elevation 117.50 ft Discharge 410.24 cfs 126.0 . . . . . ... . . . • . - - - - • •. . . . . . • • . . . . . . . . ... . . . . . . . . . . . .. 124.0 - • - - - - - • - - - - - - -- - - - - • - - - - - - - - - - --- - - • - - - - - - - - - - - - - - - ; 122.0 . . . . . . . . - - • . . . . . - . . . . . . . . . . . . . . . . . . . . . . . . . - - 0120.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - • - - - - --- - - . . . . • . ... . . . . . • • • . . . m w 118.0 - - - - - - - - - ,- - • • - - . 116.0 - - - - • - - • - - - - - - - - . . . . - --- - - - • - -, - • - - - --- . . - - • - - - ... - - • - - - - - - - - - 114.0 -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 11/05/97 Harza Northwest, Inc. FlowMaster v5.07 08:57:35 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Project File untitled.fm2 Worksheet MC 5+28 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge L J I 3 3 Constant Data Mannings Coefficient 0.030 QQ Channel Slope 0.052600 ft/ft Left Side Slope 3.000000 H : V Right Side Slope 3.000000 H : V Bottom Width 26.00 ft Input Data Minimum Maximum Increment Depth 0.10 1 .00 0.10 ft Rating Table Depth Discharge V (ft) (cfs) (ps 0.10 6.38 2.4-3 0.20 20.33 3, $Z 0.30 40.10 ¢,6-17 0.40 65.00 5,97 0.50 94.62 0.60 128.71 0.70 167.06 0.80 209.53 0.90 256.02 1.00 306.44 11/04/97 Harza Northwest, Inc. FlowMaster v5.07 10:21:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 l i/4 M -7 PI STA 4+65.26 �. I 50 CEDAR I NW �AL BOULDER CLUSTER. SET 3 TO 3' BOULDERS AT LEAST 1/2 I 12 �t 4'' lR \ .DER DIAMETER INTO FINISH GRADE,ISH GR I �� RNATING SIDES OF CREEK AS I 1` . \ zb HEMLOCK "TED BY CITY PER SPECIFICATIONS 0 40" .�EDAP 1 i v \ MC STA 3+30 END GEOGRID, WRAP LIFTS 0 9( TO C AND ARMOR 20' DOWNSTF )VE EXISTING CULVERT AND ,�'�� �� ,� : `•. ' ` ' ' WITH VEGETATED HEAVY LOOSE ACE WITH NEW 24*0 GALV. � AND DOWNSTREAM RIPRAP PER ERT RIPRAP OUTFALL DETAIL I I ' MC STA 3+50 I.E. 118.29 T 9 END GRADE BOULDERS SEE MAPLEWOOD CREEK PROFILE. SHEET 3 E 10'W X 51 X 2' THICK' 'Y LOOSE RIPRAP BLANKET MC STA 3+75 PSTREAM END , I ', , '. , ` BEGIN BOULDER ! ' CLUSTERS O 20' O.C. APPROXIMATE (L EXISTING MAPLEWOOD CREEK, MC STATION EXTEND 1.5 THICK HEAVY LOOSI `o 6' UPSTREAM AND DOWNSTREAM (A 3+52.82 STRUCTURE ALONG BANK SLOPE OUT TO CL CHANNEL ,SS PIPE INLET CTURE, SEE PLAN ` SECTIONS, SHEET 9 , B 16.5, 18" rPE 1, LOCKING SOLID LID L. 120.8 ' 16.00, 18" E I , 16.00, 18" SW I B2 —17' L.F. 18" PLASTIC BYPASS PIP- S = 0.0294 NQ MAPLEWOOD CREEK. 1 ) `11 Al J --- ! , 1' I VMC STA 4+55 'PROX. BASED ON ORIGIN 0 MC STA. 2+00) i t !� ��i ► _I-� _�_ �- ! ----(f'lti �� END OF BULDER CLUSTERS 0 20' O.C. P DERS UPSTREAM OF �I_ _, .- t , r ��•a, 40" E_-______— REMOVE EXISTING 9"o WOOD PI � � �� ` •.:.`�2 � 1 ,f ,,- ;'�. ,, M�I. ID MC STA 5+371 MATCH EXISTING GRADE EL 11, MC STA. 4+80 ANCHOR BASIN �11C BYPASS PIPE, 12 I �` OF STA. 4+80 PER SECTION A- II t I BASIN LINER LIMITS �.1 PLACE 2 SETS OF E P1 q\ CLUSTERS AT POND 2 I �� P 11 AREA AS SHOWN i, f ' j I ' 2 - •� - P `% CUT. PLUG UPS1 24 24 HEMLOC [j \\� '•-i I I ! � �1, % t' . � G REMOVE EXISTIN( " IzI,F CUT, PL REMOVEUE> i L BASIN B3 i � r '7 `. ,� END G AD ��� J , � Q C T � •\ ! 5"•COUS ED .SURFAC \ I !BYPASS PIPE, ON ACCE RAMP r •• . ,\ ', , , (2) 14" HEMLOCK 60. 1iM p�� � 1 � 1,fi� • III ' I ; I � � ' I \`, , •• 14" HEMIl � 1$ N 1 .TATED ON 2 Etvll, CK i , 111 20 1 ND I � � � 1 ► I ' i I I I � — _ o i 3N' 1 V 108.67 /A lel -7 50 CEDAR PI STA 4+65,26 -IAL BOULDER CLUSTER, SET 3 TO 3 BOULDERS AT LEAST 1/2 I 12 , E 44 tR,' ER DIAMETER �( �. _p INTO FINISH GRADE, RNATING SIDES OF CREEK A5 ' 1 ` ; L'` � 20" HEMLOCK -'TED BY CITY PER SPECIFICATIONS ` I .)CEC)AIR MC STA 3+30 I END GEOGRID, WRAP LIFTS O 9C 1 TO AND ARMOR 20' pOWNSTf WITH VEGETATED HEAVY LOOSE )VE EXISIINQ CULVERT AND '� � :; .� � ; ;�; , ACE WITH NEW 24"0 GALV. AND DOWNSTREAM RIPRAP PER ERT RIPRAP OUTFALL DETAIL, 118.29 T9 ' END GRADE BOULDERS it !.'}� j`i SEE MAPLEWOOD CREEK PROFILE SHEET 3 T E 10'W X 5'L X 2' THICK' 'Y LOOSE RIPRAP BLANKET MC STA 3+75 PSTREAM END BEGIN BOULDER CLUSTERS O 20' O.C. APPROXIMATE EXISTING MAPLEWOOD CREEK, MC STATION 1 EXTEND 1.5' THICK HEAVY LOOSI 6' UPSTREAM AND DOWNSTREAM rA 3+52.82 STRUCTURE ALONG .�, ,, •,, � � G BANK. SLOPE OUT TO CL CHANNEL ,SS PIPE INLET CTURE, SEE PLAN ` B 1 SECTIONS, SHEET 9 16.5, 18" ME 1, LOCKING SOLID LID L 120.8 ' 16,00, 18" E 16.00, 18" SW I I, 82 , 17' L.F. 18" PLASTIC BYPASS PIP-- ,1 S 0.0294 NG MAPLEWOOD CREEK. -- iV MND STA 4+55 O R GI BASED ON ) I �fl BULDER CLUSTERS O 20 O.C. ORIGIN A MC STA. 2+00 I � � � � ', ; ';�', " i' "�� y� 40" M REMOVE EXISTING 9"0 WOOD PI DERS UPSTREAM OF p A i i r? ► �, ': ' ID MC STA 5+37, I ' I 1 `• MATCH EXISTING GRADE EL 11 ' MC STA. 4+90 ANCHOR BASIN ;TIC BYPASS PIPE, �2 4 OF STA. 4+80 PER SECTION A- • r ,r � BASIN LINER LIMITS PLACE 2 SETS OF I `. P1 \ CLUSTERS AT POND 2 4 .fir, P 11 AREA AS SHOWN P1 CUT PLUG UPS1 2 ' I ` , , ', G REMOVE EXISTINr 24 24�� HEMLOQ I t ' .. �, 2 9'• "`! CUT, PLUG f REMOVE E) BASIN , END C kD 11 i \ •� ` r' Y BYPASS PIPE ON ACCE RAP 7 (2) 14" HEMLOCK 14" HEMIJ� :TATED ON i ► - \ 1 ND rr ( Ij t ' i y I lj • � � j � 108.67 . 50"' CEDAR PI STA 4+65.26 �IAL BOULDER CLUSTER, SET 3 TO 3' BOULDERS AT LEAST 1/2 I ►2 p E I .DER DIAMETER INTO FINISH GRADE, I it • RNATING SIDES OF CREEK AS ' IL'` 20 HEMLOCK TED BY CITY PER SPECIFICATIONS .,••.40 �FD.AR,..• •. MC STA 3+30 END GEOGRID, WRAP LIFTS O 9C TO �y, AND ARMOR 20' DOWNSTI WITH'VEGETATED HEAVY LOOSE )VE EXISTING CULVERT AND ACE WITH NEW 24"0 GALV. AND DOWNSTREAM RIPRAP PER ► �, ► MC STA 3+50. I.E. 118.29 ERT RIPRAP OUTFALL DETAIL, i i ; (. ► ti T 9 ' i 4`, END GRADE BOULDERS _. --- SEE MAPLEWOOD CREEK CL PROFILE, SHEET 3 E 10'W X 51 X 2' THICK' I I I ► ' ,i ;`i ' 'Y LOOSE RIPRAP BLANKET I, ;1 a !I i ','. ,�,1't , MC STA 3+75 PSTREAM END BEGIN BOULDER '' i , ; ,= i� ''► !+�`�, '11'�`,1 CLUSTERS O 20' O.C. I ` APPROXIMATE (L EXISTING MAPLEWOOD CREEK, MC STATION �► ::'� ! I C) EXTEND 1.5' THICK HEAVY LOOSI a ► 6 UPSTREAM AND DOWNSTREAM FA 3+52.62 is �,L'; '',,+�.. �` 'I ` ' STRUCTURE ALONG BANK SLOPE OUT TO CHANNEL ,SS PIPE INLET CTURE, SEE PLAN SECTIONS, SHEET 9 16.5, 18" YPE 1, LOCKING SOLID LID L 120.8 16.00, 18" E ('' '• , 16.00, 18" SW I � —17' L.F. 18" PLASTIC BYPASS PIP— B2 S 0.0294 It NG MAPLEWOOD CREEK. It, VMC STA 4+55 ,PROX. BASED ON ! I 1i END OF BUILDER CLUSTERS O 20' O.C. ORIGIN O MC STA. 2+00) I 'I t 1 1-f(_ 1.k I --. - ' `' i 40" M — REMOVE EXISTING 9"0 WOOD PI DERS UPSTREAM OF $' ii? !!I . f,. ', ►.�►': ID MC STA 5+37, ,' f I ►''. MATCH EXISTING GRADE EL 11- ►. •. MC STA. 4+80 ANCHOR BASIN 'TIC BYPASS PIPE, 12 ' r OF STA. 4+80 PER SECTION A- I' �� BASIN LINER LIMIT'S ' PLACE 2 SETS OF f I I CLUSTERS AT POND 1 P 14 P 11 AREA AS SHOWN 2 ! -- CUT. PLUG UPS1 2 REMOVE EXISTINi 24" HEMLO(� 24 CUT PLUG REMOVE E7 r l BASIN END C 133 ,r r ' 4D 3Q C T q ► r r tfiS� SURJkAC : BYPASS PIPE. 1 t �- (2) 14" HEMLOCK ( r I Q • avv/ 14 HEMIJI 'TATED ' I �' i r I ... '1 ON 24 M �� i iE r , 'SH! 1 V 108.67 : , N Q + ao _ Z U u S H C�9WU t! = � (n = (n Zm vs F- a a CL cn W U Z� p � � � � � w M m :3 I i 130 _. ....... i ' GROUND, CREEK 1 EX SUNG i I _ ._._._.._....__.,.__....__....._ _................ _ . . - fi- : i i 120 SEE SITE PLAN, SHEET 2 iAND BASIN PLAN+ .______ - FOR WORK THIS AREA ET _5 __ ..... _. _ - N 9PtLLW Y CREST EL.fi12.67 z - ---- - - - - ...... _ MI N SHWA WEIR EL 1 1. � 110 BASIN LINER EXISTING CONCRETE \_ _ EC.. — t ' AVA SEDI ENTATION BASIN } EX I 100 MC STA. 4+00 SIC STA. 5+00 MC STA. 6+00 TO DRAIN, 5H: 1 V HYDROSEED AND PLANT EXISTING VTING SOIL MAPLEWOOD CREEK ROOTED STOCK ABOVE RIPRAP GROUND—\ k'3ntt i') L ^ivv ;j) SCALE 0 5 10 20 FEET 1" = 10'-0" VEGETATE WITH LOW GROWING SHRUB AND HYDROSEED FROM EL. 114.0 TO EL 115.0 MIN. NORMAL W5 EL. 111.5 MATCH EXISTING SLOPE 12' VEGETATE WITH GRASSES AND FORBS 22 FROM EL. 111.5 TO EL. 114.0 1.5' IMPORTED BACKFILL 30 MIL PVC BASIN 5" CRUSHED SURFACING BASIN BOTTOM EL 108.67 LINER, TYR. 2p TOP COURSE 2.5 T.O. ACCESS ROAD, EL 115.17 EXISTING GROUND O� 1� EL 113.17 3 3 Li ry RE N 2' MPORTED BACKFILL 8" SUBDRAIN N 6" CLEAN SAND PIPE LIMIT OF EXCAVATION B - B (SHEETS 2 AND 5) SCALE 0 5 10 20 FEET 1" = 10'-0" VEGETATE WITH LOW GROWING SHRUBS AND HYDROSEED FROM EL 114.0 TO EL. 115.0 VEGETATE DISTURBED VEGETATE WITH GRASSES AND FORBS SLOPES ABOVE MIN. NORMAL WS EL 111.5 FROM EL 111.5 TO EL. 114.0 EL 115.0 WITH DEEP EXISTING GROUND BASIN BOTTOM EL 108.67 1.5' IMPORTED 30 MIL PVC BASIN TALLER GROWING SHRUBS AND LINER, TYP. HYDROSEED 5" CRUSHED SURFACING TOP BACKFILL 2, 2, COURSE, MATCH EXISTING GRADE __ _ -- OVEREXCAVATE AS REO'D TO ANCHOR EL113.17 - -- 3--------------------- -- --- ------ ------ --- 3 LINER N 1 2 IMPORTED �,.i, 2' N BACKFILL 8" SUBDRAIN PIPE N LIMIT OF EXCAVATION 6" CLEAN SAND C - C (SHEETS 2 AND 5) SCALE 0 5 10 20 FEET I , I . i I 10 = 10r-0" to c6 W to toQ W a 8 'KFILJ' SET TOP OF GRADE 30 MIL PVC BASIN LINER, TYP. �n ~ + BOULDERS TO MATCH EXISTING GROUND X ¢ m w ¢ N o o o EXISTING EL 114 2 m 0 a m cn f' � = TOP OF LINER CLu00z v�',, � EL 11ZO EL 11ZO _L. 108.67 ¢ 2 EL M -------------- ------ ---------- -----4-- v' °° Y . , g=-0. 2 FT FT 2 I CV r r N STANDARD LINER ANCHOR TRENCH, A ' A LIMIT OF EXCAVATION TYPICAL ON ALL EDGES (SHEETS 2 AND 5) SCALE 0 5 10 20 FEET ,. 1 1" = 10'-o" 00 , VEGETATE WITH LOW GROWING SHRUB AND HYDROSEED FROM EL. 114.0 TO EL 115.0 ' VEGETATE DISTURBED MATCH EXISTING SLOPE SLOPES ABOVE MIN. NORMAL WS EL 111.5 EL. 115.0 WITH TALLER VEGETATE WITH GRASSES AND FORBS GROWING SHRUBS FROM EL. 111.5 TO EL. 114.0 AND HYDROSEED LL r / 30 MIL PVC BASIN _ I EL 108.67 LINER, TYP. 2' EXISTING GROUND EXISTING GROUND OVEREXCAVATE AS ri REO'D TO ANCHOR 3 LINER ✓` :�.. // f 2 DRAIN N :' LIMIT OF EXCAVATION ----- >> B B - SHEETS 2 AND 5) 8" PERF TED 5 10 r 20 FEET SUBDRAIN PIKE., 1 = 10 -0 �• VEGETATE WITH LOW GROWING SHRUBS AND { S2 HYDROSEED FROM EL 114.0 TO EL. 115.0 .- `_. VEGETATE DISTURBED VEGETATE WITH GRASSES AND FORBS SLOPES ABOVE r" 111.5 FROM EL 111.5 TO 'EL 114.0 EL 115.0 WITH DEEP �- .... TALLER GROWING ; . 1.5' IMPORTED 30 MIL PVC BASIN SHRUBS AND ;• '" �` / >P BACKFILL LINER, TYP. HYDROSEED GRADE 2' M M H 130 1 1 L 125 I L .00 I wl 120 110 MC 4 + 64 II � 130 � I lil c• z8 rt L_ 4 Date: July 10, 1995 TO: David Jennings, Renton Surface Water FROM: David 64aajfe-�,VIV RE: Maplewood Basin Flow Durations Dave, The attached graphs should provide all the hydrologic information you need when combined with the frequency information contained in my April 13, 1995 memo. If you need any further information, do not hesitate to contact me. MAPLEWOOD CREEK FLOW DURATIONS 1.00E+04 yo o o ----- --i— — -- _ I I Z Iovo 1.00E+03 �l N a 5o I w I N I C Z I o od i ( 1 CURRENT 1.00E+02 I —IE—FUTURE x w i w p ---- m � w j l i I I m Z 10 --1----1.00E+01 =_�. _ i I I i I 1 I II I ! i j 1.00E+00 1, 10 100 1000 $DD �DII8(; FLOWLEVEL(CFS) IOwD 510 ZC% / 2 = 6, I q 0 C u rrtnl C:\BASINS\CEDAR\MWOOD\DUR.XLS MAPLEWOOD CREEK FLOW DURATIONS 1.00E+04 i Z ►ovo 1.00E+03 Iui - — — cc a — - N V -- Z _ oDo --f CURRENT ¢ 1.00E+02 -- —M FUTURE U - X o --- -- 1—---I � �. W ------�---� -�- cc 1 --- - Z 0 1.00E+01 1.00E+00 1 10 100 1000 FLOW LEVEL(CFS) C:\BASINS\CEDAR\MWOOD\DUR.XLS t MAPLEWOOD CREEK FLOW DURATIONS 1.00E+00 - -- -- - --- --- --- - - - -- -- 1.00E-01 - - ------r --- --- - - - - 1.00E-02 w m a 1.00E-03 — w -- _ CURRENT LL LL -- -N FUTURE U - z p 1.00E-04 0 ---- U Q m - i LL - 1.00E-05 --- 1.00E-06 ----- -_--- -- � �- I------ - - Lit- - - —� - -- - -1 - - - j f - --- i---- - — 1.00E-07 1 10 100 1000 FLOW LEVEL(CFS) C:\BASINS\CEDAR\MWOOD\DUR.XLS e MAPLEWOOD CREEK FLOW DURATIONS 100 cn — 0 z _ - --- - rr ZD - -- - - _� w —+—CURRENT --- -- _ t — --.- — FUTURE O - - - --+ — — —f-- — f=- Q Q -- — 0.0, 1 10 100 1000 FLOW LEVEL (CFS) CABASINS\CEDAR\MWOOD\DUR.XLS ■ 12' MIN. EDAM CREST Z, [�Gj :i / // /— BYPASS PIPE INLET J lD� ,"` /\ SEE OMG 2 CENTER NOTCH SECTION OF JPPFR� j EL 111"5 ( �!� `♦ , CONCRETE DAM TO 9E Ft£LAUvED AT 1M LC SEDIMENTATION ZONE --jr i REMOVE ACC A )ATED SEDIMENT ELEVATION u LEAST TO EL 122-5 OR ONE FOOT DOWNSTREAM t,u / Z•1 =, "� / /, i 'j BELOW DOWNSTREAM GRADE OF CREDc \•.. �� TO DAM REMOVAL / UPSTREAM / SCOUR ZONE, BOTTOM�ACCESS ROAD AND 12'. � /, / "F' 'E; - F; 1 (WIN. PPE SLOPE 1� // 130 /�� L�♦ 40E ADS N-12 BYPASS PPE r/ 1� ' --------_� _ ------ - - - _<<,1� - -"_ a /ALL FILL ca�ACTm ro 9dS --; //% --------, - 120 MAXLIJM DRY DENS AN FROM OPTIMUM MOISTURE O - T- COMPACTED �PACTED EAS*G ACCESS ROAD TO — / 7 /// A _ A CONTENT TO PLUS 2x VARIES FU CFTSITE j EE NPROWD SEE NOTE 1 /' /_ / / // �/ LCNGTUONAL PROFILE AT MAPIEW000 MATERIALS j , /, /' I 'M ACROSS UPPER CONCRETE DAM 1 n Fi lOfJ417 DERIVED SCALE t 20' N 110 'P1CAL DADA SECTION lY FILL i /// �/ / r / 1' 10' V Tl /7 SCALE: 1' 10' (HORIZ AND VERT.) / ♦ MAN ROCX 14'-30' pA. � t r Bg 2 MAN ROOK i2'-Iar' DIA. ( ..., STRE/M LENGTH OF REPAIR CHANNEL � p� 1 I SECTION - 70 FEET / / / / ,/\ /' ' ! / /� ,/ __ • LENGTH OF REPAIR SE::n7N - 60 FEET `y \I �, / TOE OF sL1DE M!1/ Q EI'• X 75' LG ADS WAVY a ti i y i / ,/ ♦c �:; 'f V DUTY PERFORATED ORAIN ^. / / / / A • TOE OF SLOUGH WILL FEDUIRE s0 / REQUIRE -� 60 4 (k 40' `AA%'LE BEDDING GRAVEL— 'I , MAIL ROCK. 30 PPE SSE DET/Ul 2 DWG 3 i j ' /// 1 ' B — B 2 MAN ROCK. 10 CUBE: YARDS OF ARDS A� 1 / CUBIC YARDS OF / 2 MAN ROCK, 20 j /• E)MING 9*0 WOOD SCALE I• _ 10• CRUS R00K (2-MCI). 1 / asC YAR05 OF la' HEMLOCK (2) - / / WIDTH / ' rn` !..'r/" ♦ 6 %jam//�//l /�' .r ;1 // I PIPE TO 8E REMOVED • MINOR RESH UPPER • (CAll9'm ROOK [.`✓N7Z t7tG� «.v SLOPE TO BE REVEGETATED 0 . EY, it: AND DMPCSAL �// / I I EXISTING aro VEGETATION MIND SURF.,CZ Rf91APED SLR£ CO N A MIX AS EROSION ♦ % w SOIL _ HILL��CONTROL GRASSES AND 6 / METAL PIPE 70 NATIVE SHRUBS (TYP.) /. spy / EIE REMOVED - --Hr EXCAVATION AND IS' HEML // / _ DISPOSAL OF 25 CUBIC YARDS OF DaSTItNG eo PVC PIPE END OF EXISTING ACCESS C r G/ TO IMPROVED. ✓T"3 10'' VEGETATION AND TO BE E RE]W ROAD BE SEE NOTE 1 \ -A;,'._ SURFACE SOPS y :A)- 4 MAN ROCK 24'-70' DU, EL 108 SILT TO BE REMOVED BEFORE \\� ��-"i-. -r'1 C)_ MAN2RE34APE SLOPE -16'pA. J _ E FISHWAY OUTLET `� /� / / j 1 / v�- ICI' / �- =Ta, �0 REMOVING �E DAM REM JM REMOVE ACGLRATED SEE DWG. 3 /� • / $' ! - _. SEDIMENTS DMCENTER I NOTCH NG CNC SECTION OF \ -+ +}�--/ ♦ /l ♦S� E 12'.ADS N-12 20' HEMLOCK'- �y .t / 1,1I�T�� BYPASS PPE `o / // 1 EL 05 ' /I t ,I! REMOVED RETE SECTION \- 16 �J NOT . MAPIL ` ��` / CBQTTOSS EL 1G3,Q /1 I y I REMOVE E]0.— UK 10' 90rIT"M WIDTH AT 1; �> OUANTITES STATED ARE '� d �/ N(ifOMf��ROOI f6va"TION PA.ET 43'CUT BOTH SLES \J� I 1',5 FOR E34GNEFRP4 EzIriATE AND PPE UPSTREAM 1 1 / ONLY AND NOT TO.�USED / 000¢¢¢333 ///• FOR BOOM PlRfk25ES 1(T MAPLE / 1 OF NEW INLET t CONTRACTORS I SCI LDERS OF 2' TO 3' 1 /. PREPARE I MUSTDEPE NDENT DAM CREST fl 1113 SCE TO BE PLACED ON TYM�I OUMTIITY ESTIMATES. SEE PL DAM SECTION +18 I / o CREEIC BOTTOM AT ET 30. roe / / 1 _ - TO 10' SPACING(TYP.) // _ � ,- cx A OF EXISTING / i \ - FROM SMUENTAr TK�BA.SIN _ F CHANNEL. i I JO PAVEI/ENT 1 ` TO 100' UPSTREAM ar THE ♦ / // \�0. � / HEMLOCK UPPER DAL SPILLWAY CREST E10 DCE OF E)7STtNG /' \ "�% ,.•C 50' MAPLE ACCESS ROAD (TYP) I+` } / ♦6 // ♦ — / / // �< EDAR —EXISTING CONCRETE VAOR TO BE'REIAOVED // J -. / / IT MAPLE EXISTING PoPRAP TO BE REMOVED N' CED q REMO COSTING PAVEWEXT. / / % /�. NESINNLET TO/ // `♦e, i // // �� .P, OAML r0 WATIEPoAL BASH MIN. PIPE AND HO / A'// oa/ IRRIGATION/ CUT AND CAP PPE �/` 1. ACCESS ROAD SURFACE TO BE 4"DEEP 7/r CRUSHED ROC( ROVED ON A \� /SEDGE OF EXtsTw4c PA (TYP• / / / �'/ / / CROWNED EARTH SURFACE FOR A SUM ROAD WDTN I2'. 01 -o / • / �� /�� // / D I I I �'s " � A8 Z THE D(CAVATIE Ero RESHAPE SLOSLOPE TIO BE OVIER_ HEMLOCK ♦mi l REPLACE WITH RCOGRY AND i WITH GRAVEL DRAK �• / TLzr / CITY OF RENTON / / %/ APPR[aMATE LOCATION 47l / / 0 10 20 40 f)EPA RT%(ENT OF PUBLIC MORNS Or EYING IRRIGATKON / NORTHWEST, INC. PPE �Caf SCALE IN FEET ►AAPLEM1000 CREEK SEDIMENTATION BASIN Eny.n•s• ma Soren ear• 8 ?/ / 1• ' 8�11•w�, waMlnpton RECONSTRUCTION AND IMPROVEMENT PROJECT c b t` a aAaL MA.tE / _ SITE PLAN AND SECTIONS EDGE CF EXISTING BUILDING (TYP) �I 1 •'��� �•� ' `I ra[ -t �• 'J a[mAp T 1 ww [ .vagpK7• }(L7. X 1 e s UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions rf Itr Description Major Divisions grf ltr Description 'up Well-graded gravel or gravel-sand Inorganic silt and very fine sand, w:GW mixtures,little or no fines ML rock flour,silty or clayey fine sand Silty or clayey silt with slight plasticity Gravel ar Poorly-graded gravel or gravel And Inorganic clay of low to medium GP sand rruxtures,little or no fines CL plasticity,gravelly clay,sandy And Clays clay,silty clay,lean clay Gravely LL < 50 Silty gravel,gravel-sand-silt Organic silt and organic silt-clay of Soils C'M mixtures Fine OL low plasticity Grained Clayey gravel,gravel-sand-clay Soils Inorganic silt,micaceous or Coarse GC mixtures MH diatomaceous fine or silty soil, Silts elastic silt Grained y Soils Sir Fell-graded sand or gravelly sand, And CH Inorganic clay of high plasticity, r: little or no tines Clays fat clay LL > 50 Sand SP Poorly-graded sand or gravelly OH Organic clay of medium to high And sand, little or no fines plasticity Sandy Soils SM Silty sands,sand-silt mixtures Highly Organic Pt peat and other highly organic Soils soils SC Clayey sand,sand-clay mixtures SYMBOLS Standard penetration split-spoon sample Blank casing ® Modified California(Porter)sample ® Screened casing Grab(Cuttings)sample a Cement grout Water level observed in boring ® Bentonite Stable water level in monitoring well Filter pack Sands and Gravels Blows per Foot Silts and Clays Blows per Foot Very Loose 0-4 Very Soft 0-2 Soft 2-4 Loose 4- 10 Firm 4-8 Medium Dense 10-30 Stiff 8- 16 Dense 30-50 Very Stiff 16-32 Very Dense Over 50 Hard Over 32 Note(l): Penetration resistance values are recorded as the number of blows of a 140-pound hammer falling 30-inches required to drive a sampler through the last 12 inches of an 18-inch drive.Blow count for samples obtained using a Modified California sampler(indicated by an asterisk)should be multiplied by a factor of 0.8 to obtain equivalent standard penetration resistance values. Note(2): The lines separating strata on the logs represent approximate boundaries only. No warranty is provided as to the continuity of soil strata between borings. Logs represent the soil section observed at the boring location on the date of drilling only. BORING LOG LEGEND Maplewood Creek Sedimentation Basin Renton, Washington Northwest, Inc. PROJECT NO. DATE FIGURE Consulting Engineers & Scientists A-1 7163-H December 1, 1995 NO DRILLING METHOD Hollow Stem Auger SURFACE ELEVATION 108.0 feet LOGGED BY NM/RAW DEPTH TO GROUNDWATER 7.0 feet BORING DIAMETER 4-inch DATE DRILLED 11/21/95 ZW ow DESCRIPTION AND CLASSIFICATION H�~' �-+ W DEPTH -j ¢¢� w z z U- H�� OTHER �c~it 3 ¢w o 0- z� SOIL (FEET) ¢ ztn-j a z `� UQ-P TESTS DESCRIPTION AND REMARKS CONSIST TYPE N wW m o w zocn a. O U Brown SAND with silt and gravel, moist loose 7 8.0 5 1 pumped 15 gpm of water for 15 minutes, 9 12.7 could not fill hole. 10 Grey, rounded, coarse SAND with fine to medium gravel very loose 12 cobbles/coarse gravel at 15 feet 15 11 21.0 20 medium dense 412 19.8 Bottom of boring at 25 feet below existing grade. EXPLORATORY BORING LOG B-1 AMaplewood Creek Sedimentation Basin Renton, Washington Northwest, Inc. PROJECT NO. DATE BORING Consulting Engineers & Scientists B_1 7163-H December 1, 1995 No. DRILLING METHOD Hollow Stem Auger SURFACE ELEVATION 108.0 feet LOGGED BY NTD/RAW DEPTH TO GROUNDWATER 7.0 feet BORING DIAMETER 4-inch DATE DRILLED 11/21/95 DESCRIPTION AND CLASSIFICATION X HU~ x H UjH= DEPTH J <r—\ w z LL HN OTHER Q- wu)3 f-w WU ZWW(n DESCRIPTION AND REMARKS CONSIST SOIL (FEET) U) zW 3 co 0 00- Zz TESTS TYPE �W" U o MO Dark grey GRAVELLY SAND. Sand is fine to medium. Some silt. loose 8.6 Grey SILTY fine SAND with scattered fine gravel 5 loose 8 19.8 1 increased silt content 10 7 20.6 Grey coarse SAND and fine to medium GRAVEL dense 15 37 Grey SILTY fine SAND, with scattered dense gravel Grey medium to coarse SAND with fine to medium GRAVEL 20 dense 45 13.9 Bottom of boring at 23 feet below existing grade. EXPLORATORY BORING LOG B-2 Maplewood Creek Sedimentation Basin In Renton, Washington Northwest, Inc. PROJECT NO. DATE BORING Consulting Engineers & Scientists 7163-H December 1, 1995 No. B-2 DRILLING METHOD Hollow Stem Auger SURFACE ELEVATION 108.0 feet LOGGED BY NTD/RAW DEPTH TO GROUNDWATER 8.0 feet BORING DIAMETER flinch DATE DRILLED 11/21/95 DESCRIPTION AND CLASSIFICATION DEPTH w �z cn Zu�i�r. <1 W� z u- Hcnzu_ OTHER d WU)3 F-W W U zWWtn SOIL (FEET) ¢ Uj 3 z > o� TESTS DESCRIPTION AND REMARKS CONSIST TYPEI WW00 o0 W z U) a. O U Dark grey SILTY GRAVELLY SAND with some roots loose Dark grey medium to coarse SAND and medium GRAVEL with some silt 5 medium 14 14.9 dense wood chips, roots in a silty sandy matrix 1 Grey SILTY fine to medium SAND with loose = organics 10 4 27.1 Fine to coarse GRAVEL with coarse SAND dense "'*� I 15 50 7.4 Grey medium to coarse SAND with fine to coarse GRAVEL, little fines medium 20 dense 25 13.1 25 very 62 8.9 dense Bottom of boring at 26.5 feet below existing grade. EXPLORATORY BORING LOG B-3 VIARZAMaplewood Creek Sedimentation Basin Renton, Washington Northwest, Inc. PROJECT NO. DATE BORING Consulting Engineers & Scientists B-3 7163-H December 1, 1995 No. U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 13/4 112 318 3 4 6 810 1416 20 30 40 50 70 100140 200 100 90 80 P E R 70 C E N T 60 F I N E 50 R B Y 40 w E I G 30 H T 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL 777 SAND SILT OR CLAY coarse fine icoarse I mediumT fine Specimen Identification Classification WC% I %Gravel %Sand %Silt %Clay B-1 7.5 ft SP-SM 12.7 18.6 76.8 4.6 GRADATION CURVES, ASTM D-422 Maplewood Creek Sedimentation Basin Northwest, Inc. Renton, Washington Consulting Engineers & Scientists PROJECT No. DATE FIGURE 7163-H December 1, 1995 No A-1 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 3/4 1/2 3/8 3 4 6 810 1416 20 30 40 50 70 1001410 200 100 90 80 P E R 70 C E N T 60 F I N E 50 R B Y 40 E I G 30 H T 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse I fin 1coarse I medium fine Specimen Identification Classification WC% %Gravel %Sand %Silt %Clay B-1 17.5 ft SP 21.0 23.4 74.5 2.1 GRADATION CURVES, ASTM D-422 VIARZ—A Maplewood Creek Sedimentation Basin Northwest, Inc. Renton, Washington Consulting Engineers & Scientists PROJECT No. DATE FIGURE A-2 7163-H December 1, 1995 NO U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 3/4 112 3/8 3 4 6 810 1416 20 30 40 50 70 100140 200 100 90 80 P E R 70 C E N T 60 F I N E 50 R B Y 40 w E I G 30 H T 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse I fine 1coarse I medium I fine Specimen Identification Classification WC`Yo I %Gravel %Sand %Silt %Clay B-2 10.0 ft SM 20.6 2.9 70.9 26.2 GRADATION CURVES, ASTM D-422 Maplewood Creek Sedimentation Basin Renton, Washington Northwest, Inc. Consulting Engineers & Scientists PROJECT No. DATE FIGURE A-3 7163-H December 1, 1995 N° U.S. SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 3/4 "'2 3/8 3 4 6 810 1416 20 30 40 50 70 100140 200 100 90 80 P E R 70 C E N T 60 F I N E 50 R B Y 40 E I H 30 T 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse I fine icoarse I medium I fine Specimen Identification Classification WC% I %Gravel %Sand %Silt %Clay B-2 20.0 ft SP 13.9 23.7 72.7 3.6 IN I GRADATION CURVES, ASTM D-422 Maplewood Creek Sedimentation Basin Northwest, Inc. Renton, Washington Consulting Engineers & Scientists PROJECT No. DATE FIGURE L�-4 7163-H December 1, 1995 NO U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 3/4 112 3/8 3 4 6 810 1416 20 30 40 50 70 100140 200 100 90 80 P E R 70 c E N T 60 F I N E 50 R B Y 40 E I G 30 H T 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse I fine Icoarse I medium I fine Specimen Identification Classification WC% %Gravel %Sand %Silt %Clay B-3 5.0 ft SP-SM 15.0 33.7 60.9 5.4 GRADATION CURVES, ASTM D-422 Maplewood Creek Sedimentation Basin Northwest, Inc. Renton, Washington Consulting Engineers & Scientists PROJECT No. DATE FIGURE 7163-H December 1, 1995 No A-5 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 3/4 1/2 3/8 3 4 6 810 1416 20 30 40 50 70 100140 200 100 90 80 P E R 70 C E N T 60 F I N E 50 R B Y 40 w E I G 30 H T 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification WC% %Gravel %Sand %Silt %Clay B-3 10.0 ft SM 27.0 4.4 78.9 16.7 GRADATION CURVES, ASTM D-422 Maplewood Creek Sedimentation Basin Northwest, Inc. Renton, Washington Consulting Engineers & Scientists PROJECT No. DATE I FIGURE 7163-H December 1, 1995 No A-6 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 3/4 112 3/8 3 4 6 810 1416 20 30 40 50 70 100140 200 100 90 80 P E R 70 C E N T 60 F I N E 50 R B Y 40 w E I G 30 H T 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse I fine Icoarse I medium fine Specimen Identification Classification WC% %Gravel %Sand %Silt %Clay B-3 20.0 ft SP 13.1 38.1 60.2 1.7 GRADATION CURVES, ASTM D-422 Maplewood Creek Sedimentation Basin Northwest, Inc. Renton, Washington Consulting Engineers & Scientists PROJECT No. DATE FIGURE 7163-H December 1, 1995 No A-7 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 3/4 1/2 3/8 3 4 6 810 1416 20 30 40 50 70 100140 200 100 90 80 P E R 70 C E N T 60 F I N E 50 R B Y 40 W E I G 30 H T 20 III J 10 0 1 1: ITT, 1111 1 E� I I I 100 to 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse I fine icoarse 1 medium I fine Specimen Identification Classification wC o %Gravel %Sand %Silt %Clay B-3 25.0 ft SP 8.9 44.6 51.8 3.6 GRADATION CURVES, ASTM D-422 Maplewood Creek Sedimentation Basin Northwest, Inc. Renton, Washington Consulting Engineers & Scientists PROJECT No. DATE FIGURE Q 7163-H December 1, 1995 No A-o N BYPASS PIPE INLET / SEE DWG. 2 CENTER NOTCH SECTION OF UPPER 120' LG SEDIMENTATION ZONE ® 12 MIN. DAM CREST / /N CONCRETE DAM TO BE REMOVED AT REMOVE ACCUMULATED SEDIMENT ELEVATION EL. 111.5 LEAST TO EL. 122.5 OR ONE FOOT PRIOR TO DAM REMOVAL BELOW DOWNSTREAM GRADE OF CREEK 130 SCOUR ZONE BOTTOM z ti — — — DOWNSTREAM / 2 � UPSTREAM CL ACCESS ROAD AND 12"� / / / — — — — — SIDE11 > > M SIDE ADS N-12 BYPASS PIPE // F // 0 �\ O (MIN. PIPE SLOPE 17) 113 / - - - - - - - - - - - - - - - - - - - / \ 120 \Z- - - - - - - - - - - - - - - - � / % / _T/ / � ALL FILL COMPACTED TO 98% EXISTING ACCESS ROAD TO / / / LONGITUDINAL PROFILE AT MAPLEWOOD MAXIMUM DRY DENSITY AND (t) = COMPACTED BE IMPROVED SEE NOTE 1 // �,�o CREEK ACROSS UPPER CONCRETE DAM FROM OPTIMUM MOISTURE VARIES FILL OFFSITE / 110 CONTENT TO PLUS 2%. MATERIALS / SCALE: 1 = 20 H � 1" = 10' V = LOCALLY DERIVED TYPICAL DAM SECTION FILL ^gyp / " " » � A 4 MAN ROCK 24 -30 DIA. SCALE: 1 = 10 (HOR1Z. AND VERT.) 4" OCK / // � 2 MAN ROCK 12"-18" DIA. C I• LENGTH OF REPAIR STREAM / I SECTION - 70 FEET 6 CHANNEL • LENGTH OF REPAIR SECTION - 60 FEETA I • TOE OF SLIDE WILL REQUIRE - 60 4 / Nam, • TOE OF SLOUGH WILL REQUIRE 40 / MAN ROCK, 30 CL 8-0 X 75 LG ADS HEAVY N ^, >> / / 40 MAPLE BEDDING GRAVEL — B 4 MAN ROCK; 15 CUBIC YARDS OF / DUTY PERFORATED DRAIN / o CUBIC YARDS OF PIPE SEE DETAIL 2 DWG. 3 ^,�� � C/ 2 MAN ROCK; 10 CUBIC YARDS OF / 2 MAN ROCK. 20 CRUSHED ROCK (2-INCH). / CUBIC YARDS OF EXISTING 9"O WOOD SCALE: 1" = 10' HAN / CRUSHED ROCK 14" HEMLOCK 2 / / PIPE TO BE REMOVED • MINOR RESHAPING OF UPPER C WIDTH i/ • (2-INCH). ( � / �°c / SLOPE AND DISPOSAL OF VEGETATION AND SURFACE RESHAPED SLOPE SLOPE TO BE REVEGETATED -�� �`L / � EXISTING 8"0 SOIL. /� � ` — D_ —N WILL REQUIRE � - METAL PIPE TO EXCAVATION AND NTH A MIX OF EROSION 6 / /CONTROL GRASSES AND / 09 BE REMOVED DISPOSAL OF 25 C — C CUBIC YARDS OF NATIVE SHRUBS (TYP.) \� 14" HEMLO / � END OF EXISTING ACCESS - __ VEGETATION AND ROAD TO BE IMPROVED, EXISTING 400 PVC PIPE SCALE: 1" = 10' SURFACE SOILS. TO BE REMOVED \ / / SEE NOTE 1 A - 4 MAN ROCK 24"-30" DIA. 2 MAN ROCK 12"-18" DIA. � ��`ti /�� / EL. 108 /� SILT TO BE REMOVED BEFORE _ P ©= RESHAPE SLOPE � J / / 30" COTTONWOOD SECTION REMOVING CONCRETE DAM / �--- 0�� O SEDIMENTREMOVE SCCUMULATED FISHWAY OUTLET '`�� 1 3 1 a / / -- CENTER NOTCH SECTION OF NOTE SEE DWG. 3 �'` / o EXISTING CONCRETE DAM TO 36 NOTE. „ 20" HEMLOC ,�'�`� / // EL. 105 / / BE REMOVED. NOTCH SECTION o QUANTITIES STATED ARE 12 0 ADS N-12 / h // FOR ENGINEERING ESTIMATE BYPASS PIPE , / �p 7 �BOTTO EL. 1� / REMOVE EXISTING 45'�CUT BOTH SIES A ONLY AND NOT TO BE USED 0' MAPLE '� IRRIGATION INLET NORM A / AND PIPE UPSTREAM FOR BIDDING PURPOSES. / \ EL. 145 OF NEW INLET / CONTRACTORS MUST PREPARE�0 2� / / / / INDEPENDENT BOULDERS OF 2' TO 3' QUANTITY ESTIMATES. 18 MAPLE „ S / SIZE TO BE PLACED ON CREEK BOTTOM AT 8' / / 44" CEDAR DAM CREST EL. 111.5 g / TO 10' SPACING (TYP.) / SEE TYPICAL DAM SECTION ' > 1106, FROM UPSTREAM END OF / p / / THE SEDIMENTATION BASIN / I HEMLOCK 30 / EDGE OF EXISTING L / / TO 100' UPSTREAM OF THE 30 PAVEMENT / 1 UPPER DAM FUTURE FISHWAY CHANNEL _ SPILLWAY CREST M / SWPE <�, / EL. 109.0 70 6 `� `\� 50" MAPLE 0 104 - EL. 111.5 / / EDGE OF EXISTING / 'b / / ACCESS ROAD (TYP.) O 42" CEDAR / " 4u / 706 / EXISTING CONCRETE // 12" MAPLE 4ti$�W sLI�G WEIR TO BE REMOVED / 27 o / EXISTING RIPRAP ' tQ / �� ,� / ^ / / TO BE REMOVED / / ti (•�" -768 \ / / _ o 00 _ h Q� / / / / '��� NEW INLET TO / �N �� EXPIRES — 2 EXISTING / „ ,NOTE _ i „ REMOVE EXISTING PAVEMENT, / 0 LE 4 CED / �i O / � � IRRIGATION/ / �. " SEWER MH, PIPE AND TRENCH � y o PIPE / 1. ACCESS ROAD SURFACE TO BE 4 DEEP �� \ MATERIAL FROM BASIN AND / / ^ >� / 7/8" CRUSHED ROCK ROLLED ON A \�� E�0 NDER DAM. CUT AND CAP PIPE / / ^ co S ��'� / CROWNED EARTH SURFACE FOR A 1 02 / / / F` O ��. MINIMUM ROAD WIDTH 12 . EDGE OF EXISTING PA T (TYP. „ 0" AR 2. EXCAVATE TO RESHAPE / / D 4 4 70 cc) THE SLOPE. ��� SLOPE TO BE OVER EXCAVATED, / HEMLOCK REPLACE WITH ROCKERY AND RIPRAP WITH GRAVEL DRAIN. ° & GUY AN¢HOo U c U SPILLWAY CITY OF RENTON 70 �' LD OUTLET / SEE DWG. 2 / 0 10 20 40 DEPARTMENT OF PUBLIC WORKS s a APPROXIMATE LOCATION �-9/. / NORTH WEST INC. m OF EXISTING IRRIGATION �y — MAPLEWOOD CREEK SEDIMENTATION BASIN o I �, SCALE IN FEET Engineers and Scientists RECONSTRUCTION AND IMPROVEMENT PROJECT PIPE tiF 1" = 20' Bellevue, Washington SITE PLAN AND SECTIONS O ' E 4" MAPLE\12" MAPLE DESIGNED: A.L. HNW DATE: 11-22-94 FILE NAME: o / O / N N DRAWN: C.L.C. HNW EDGE OF EXISTING BUILDING (TYP) W/ 0) / O CHECKED: A.L. HNW SCALE: AS NOTED FIELD BOOK: N0. REVISION BY APPR. DATE APPROVED: DIRECTOR OF PUBLIC WORKS SHEET: 1 OF: 3 a N d W 8" EMERGENCY o DRAIN GATE JOINT TO MATCH QL 72"0 PIPE END (TYP.) \ F 20 D M D — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — t I I o — — _ — _C� SPILLWAY — — i — _ — 72"� OUTLET PIPE — — I o CV 0 \� t \ 0 I 1'-0" SLOT 0 8" SUBDRAIN F I GATE PLAN 26'-0" 5'-0" 12'-0" 8'-0" 8" FLAT BACK LIGHT DUTY SLUICE GATE PROVIDE TEE HANDLE FOR GATE OPERATION 14'-0" i EL. 111.5 100 YR. FLOOD MAX. E DAM CREST EL 111.5 _ _ DAM CREST EL. 111.5 0 POOL EL. 110.5 j / �.5� SECTION CUTTING _ 1 PLANE SPILLWAY CREST EL. 109.0 2 ' EL. 107.0 EL 107.0 1 MATCH EXISTING INV. EL. 106.0 2 CREEK BED BASIN BOTTOM EL. 105.0 1 -- /\�/\ \\,\ .\ — - - - - - - - - - - - - - - - - - - -- — a .s EL. 104.0 EL. 104.0 � EL. 98.5 �\j\ I' g - INV. EL. 102.0 i --� 72"0 X 30 LG CONCRETE PIPE ASTM-C-76 CL II 1 EL. 97.5-� I 00 of Z \ I iv � .}:•�.. f a .• S y If If >, E ,. . . .• .r a '•• L 97.5`- — t L 8"0 PERFORATED DRAIN D _ D t PIPE IN GRAVEL FILLED 1,-0" 12" - 18" DIA. E — E 1 TRENCH ESEE MIN.DET LIFE SLOPE TYP. •- . " " RIPRAP '— L 1 tow 8 -0 5 -0 owl FILTER FABRIC TO BE USED AS A MARKER DURING POND CLEAN OUT AS 3'-0" (MIN ) WELL AS A FILTER. tiBERT LIp BASIN BOTTOM EL. 105.0 0j g -- BACKFILL AROUND 8"0 PIPE USING 19768 1 1 2 INCH NOMINAL DIAMETER WASHED , R y GRAVEL. PERFORATIONS SHOULD BE ON Be LOWER PART OF PIPE. n G EXPIRES d � t Z rn (p — CITY OF RENTON G O DEPARTMENT OF PUBLIC WORKS 2'-0" MIN. 0 2 4 8 - -- - -- - �, NORTHWEST, INC. MAPLEWOOD CREEK SEDIMENTATION BASIN N SCALE IN FEET Engineers and Scientists RECONSTRUCTION AND IMPROVEMENT PROJECT SEDIMENTATION POND SUBDRAIN " _1 4 Bellevue, Washington SPILLWAY AND OUTLET PLAN, SECTIONS & DETAIL d DETAIL 1 i DATE: 1 1-22-94 FILE NAME: DESIGNED: A.L. HNW n N.T.S. DRAWN: C.L.C. HNW --- o - SCALE: AS NOTED FIELD BOOK: PAGE: a CHECKED: A.L. HNW U j NO. REVISION BY �APPR. DATE APPROVED: SHEET: 2 OF: 3 DIRECTOR OF PUBLIC WORKS li f a m U) 120 BYPASS PIPE H o I I .- I I G I G I I I I- - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - t o I - - ---- -- I - -- - - - 42"in CONCRETE PIPE oo � — — — -- — — -- — — — — — — — — — — — — — — — — I q'FUTURE FISHWAY I CHANNEL I a PLAN H of FISHWAY OUTLET STAFF GAUGE TO DAM CREST BE INSTALLED 12"0 BYPASS 6'-0" 4'-0" PIPE 8'-0" 1'-0" 8'-0" �..-3'-6" 6" - 42"0 PIPE—� DAM CREST EL. 111.5 EL. 111.5 6 100 YR. FLOOD MAX t ,:: POOL EL. 110.5 SEE DETAIL 3 ` EL 109.5 EL. 109-5 EL. 108.7 — NORMAL POOL EL. 108.5 INV. EL 107.0 0 I ,.�- 2 EL 107.5 — �1 I � " EL. 106.7 ( ) ._ . : . . _.�.. .... ... . . . 7AAAAA�~ - 2 0 X 32' LG CONCRETE PIPE — I —SEE DETAIL 3 6 FILLET TYP. I EL 104.5 BASIN BOTTOM EL. 105.0 BASIN BOTTOM EL. 105.0 I ,� EL. 104.5 MATCH BOTTOM OF EL 103.7 +' �,. FUTURE FISHWAY CHANNEL 0 R ' w I SECTION CUTTING PLANE G - G I 1'-0" 1'-0" 1'-o" TYP. TYP. H - H J00J 6" COVER MIN. ROADWAY o Z 3" 3■ BACKFILL AROUND 12"0 ADS N-12 PIPE 14 I - USING 1/4-INCH CRUSHED ROCK. = 3" 2" M IN MI A MINIMUM OF 36-INCHES OF COVER 7 I o 3 8" STAINLESS STEEL R I WITH LOCALLY DERIVED FILL, REQUIRED I PLATES W/BEVELS 1,-g" 5'-0" oo a o o f el OVER PIPE WITHIN ROADWAY ALIGNMENT. WHERE COVER IS LESS THAN 36-INCHES, a BACKFlLL WITH LEAN MIX-50 LB " o ?s d► = CEMENT 350 LB FLYASH PER YARD 3'-6- 3'-6-PLAN a o (WITHIN ROADWAY ALIGNMENT ONLY). BYPASS PIPE INLET �� -i a� a � 1•-0" dIf Q. v o v FINISHED GRADE \ TYPICAL FISHWAY TYPICAL TOP OF 0�WA Sy O� WEIR ELEVATION FISHWAY WEIR J 12"0 BYPASS PIPE PROVIDE TEE HANDLE BYPASS PIPE - 6" BED MIN. SCALE: 1" = 1'-0" MIN. SLOPE 1% FOR GATE OPERATION TYPICAL DETAIL 2 19768 Z DETAIL 3SION EL 116.5 ALG' — N.T.S. EXISTING GRADE N o r'" 2 12" FLAT BACK INV. EL 113.5 LIGHT DUTY SLUICE GATE Ej 113.0 CITY OF RENTON •.:: \ ; \ O 2 4 $ DEPARTMENT OF PUBLIC WORKS - - NORTHWEST, INC. MAPLEWOOD CREEK SEDIMENTATION BASIN ° R -— 3" 3'-0" 1'-0" SCALE IN FEET Engineers and Scientists RECONSTRUCTION AND IMPROVEMENT PROJECT 1" = 4' Bellewe, Washtngton FISHWAY OUTLET PLANS, SECTIONS & DETAILS o C41 DESIGNED: A.L. HNW DATE: 1 1-22-94 FILE NAME: M 0 1 -0" DRAWN: C.L.C. HNW 0 — J - CHECKED: A.L. HNW SCALE: AS NOTED FIELD BOOK: PAGE: NO. REVISION BY APPR. DATE APPROVED: SHEEP: 3 0 DIRECTOR OF PUBLIC WORKS