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Home My WebLink AboutSWP272264(7) FILV swp- 1-3 2,1 3_ 8-01 HARZA ENGINEERING COMPANY,INC. March 7, 2001 Mr. Ron Straka RECEIVED Planning/Building/Public Works City of Renton MAR 0 8 2001 Renton City Hall-5`h Floor CITY OF RENTON 1055 South Grady Way File: Maplewood UTILITY SYSTEMS Renton, WA 98055 Ser: 01-083 Subject: Structural Inspection and Evaluation of the Maplewood Fish Ladder, Splitter Structure and Cedar River Flood Walls as a Result of the February 28, 2001 Earthquake Purchase Order No. 1140071 Dear Mr. Straka: Thank you for the opportunity for Harza to inspect for any possible damage to the Maplewood Fishway and the Cedar River floodwalls. The concrete fish ladder and the splitter structure were inspected for any structural damage caused by the earthquake of February 28. Both structures seem to be in very good condition. Two cracks were noticed near the 18" pipe that penetrates the northeast 12"concrete wall (See attached Sketch). The two cracks originate at the pipe outlet and extend to the top of the wall in an almost 45-degree angle. The crack's widths range from 1/16"to 1/4". As per the typical pipe thimble detail on sheet 13 of 22 of the construction drawings, there should be #4 diagonal steel reinforcement perpendicular to the cracks, in addition to the vertical and horizontal reinforcement of the wall. One of the pictures taken during construction shows that a square opening was made in the wall and the pipe was then grouted in place. Sharp corners in concrete walls tend to invite stress concentration and diagonal cracking; however, the cracks do not threaten the stability or the structural integrity of the fishway, at this point. It is recommended that the cracks be sealed with epoxy sealer to protect the steel reinforcement. Estimated cost of repair $300. The Splitter Structure was also inspected and appears to be in good condition. There is no damage or cracking to be noted. A portion of the floodwall along the Cedar River was also inspected. A vertical crack, 1/8" wide, was noticed at the bottom portion of a wall near a construction joint. The damage is minor and does not threaten the integrity of the wall. It is also recommended that the crack be sealed with grout or epoxy to protect the steel reinforcement from future corrosion. Estimated cost of repair is $200. 2353—130"Avenue,N.E.,Suite 200 Bellevue,Washington 98005 Tel:425.602.4000 Fax:425.602.4020 Web:www.harza.com i • Mr. Ronald J. Straka March 7,2001 Page 2 Should you have any questions or require additional information, please do not hesitate to contact me at (425) 602 4000. Very truly yours, Harza Engi eering Company, Inc. f r Mark H. Htjazi, .E. Project Manager Attachment CC: Daniel Carey, P.E. Dana Postlewait 4 1 Au RN: j/ • BLf.NI NOTED. 2 CCNCRE j ORAWIN o I i I o I I � I z j I a. DINIDNS v 5. REWFOI CLEAR ARS TO BE SAME SIZE ING AS O.F. HORIL BARS 6. THE FIF OISTAN, 7. STIMf TVML CORNER CHAY�FCl OISTAN( SuPoo� (FOR USE AT ALL EXPOSED CORNERS UNLESS OTHERWISE INDICATED ON THE DRAWINGS) g- uECHAI 9. ALL RE I'-0• EO._EC., 10. WHERE SHO^ i OUTSIDE FACE 1 ! OF CONC. WALL PIPE { �ti . PIPE PER - � PLANS �-J14 �-REINFORCEMENT j '� MECHANICAL O = CONTINUOUS \/ I COUPLING A.B. _ THROUGH JOINT A-C.P. _ __ ♦ �a-#14 (TYP-) \ B.F. WATERSTOP TYP. VERTICAL k / /- 1 --� -- -, B.O. _ HORIZONTAL CONSTRUCTION , \ � x\\1i j -- B.:_ _ JOINTS WHERE SPECIFIED \/ \/ = I 80 T- ON DETAILS /\I 1 �/\ ! I C.3- _ / \ nC j \ I PIPE cl.;. CLR. SEEP RING 6• GREATER _ /\ \ DIAMETER THAN PIPE DE OET. O.D.. SAME MATERIAL j �. D.F.I AND THICKNESS AS PIPE (FUSE HOPE PIPE) DIA- (0) owc. I _ SEEP RING Ow" y EA- E-F. _ EL = ELEVATION SECTION ED. _ E-L = �— TYPICAL PIPE THIMBLE DETAIL XP_ NOT TO SCALE F.C. _ CONNECTIONS TO CONCRETE STRUCTURES) F.F. + I (PROVIDE PIPE THIMBLE AT ALL HOPE PIPE FIN. _ FNDN. _ n CALV. HORi:_ HP H.R. _ SAME SIZE AS EXTRA BARS I.D. BUT NOT LARGER THAN E8 LF. z I,L INV. LB. (LBS.) _ OPENING 6' ! MAX. _ ADO'L CORNER BAR IF SLAB OR _ 3/8• ; MFR_ _ WAU IS OVER 12' THICK J/ ------- - . . . �- 4' (TrP.) �. PLACE CLOSE TO OPENING EOUAL PVC WATU STOP TO AREA OF THE INTERRUPTED BARS PLACE HALF ON EACH SIDE- USE MINIMUM CLEAR SPACING. 4 Crc 1'-0' FOOTING U.N.O. /4 OWL BAR 0•_ j i / /4 TOP TRIMMER - BAR/ 0+ /4 O 12 E.N., OWL INTO \ . II SLAB ANO WALL \ SLAB ,; CJ EL 107.6 I ETAICS 17 I E;o _� REINFORCEM NT IN ' I A WALL AND SLAB NOT / SHOWN FOR CLARITY II WEIR W CJ B - B (REINF. TYP. ALL WEIRS) T.O. FOOTING / EL 100.1 - ' 44V •3//6 v k/4" wi+� SEEEE SHEEEDT17 DETAILS •' I, t8' O.D. PIPE THIMBLE TYP Q \ ' EL VAPIES - . WALL I Ii� I SEE SHEET 13 VARIES-/ I I I I MECHANICAL COUPLING TYP - / I "'J p e I EL 112.0� C I 18- O.D. SHORT RADIUS ELBOW _ - 76,030.22 112.0 --1 -}- I N 1 311.429.1 v Y - .t - TYP E 1,3tt,429.19 \� 18 CANAL LATE T.O. FOOTING / EL'107.3 - I O c F., EW. EL 11 t.8 ; -- -- - 1 y5 DwlS am-, I, ✓ \-T.O. WALL * / E.F. J EL 114.8 A / I I l L (` 6- T.O. WALL I 9�"1 O o 00 7 1148 ";; I ,\- I EL VARIES & omp I ' DISH SLAB LOCALLY TO CONFORM I \� TO BOTTOM OF CANAL CATS I COMPACTED STRUCTUAL ' EL 110.3 T.O. SLAB �� I FILL' 12' MIN EL 107.3 T. SLAB AND V-6' FOR LADDER ae HANDRAIL \ I I I I OTNC EL 100.1 oa E a(�S Tt 11'I Cr-ETAILS SEE SHEET 17 , OL p s PIPE I.E. 107.65 (SHEET 16) \ I n-��D n L_-' �I N 176036.83 f{ I E tt6.2 i �`CA/! C�Rc�'�j E 1,311,437.09 \ a"o PERT PIPE I CONTRACTOR TO VERIFY '. . IN 12- X 12" Q:t °O j1 ENVELOPE OF GRAVEL 8ACKFlLL COMPACTED STRUCTURAL I J .�' NS O 12 E.F. EXISTING 42' PRECAS `-j 1' 0- G FILL; 12' MIN. SEE.NOTE 6 I CONCRETE PIPE �! J4 O 12 EF.J ;SEE NOTE 5 I C - C 8•_0• H 5•-0- I NOTES: Y FOR HANDRAIL DETAILS SEE 1. FOR STANDARD CONCRETE AND REINFORCEMENT DETAILS, NOTES -CANAL GATE q SHEET 17 AND ABBREVIATIONS. SEE SHEET 13. T.O. WALL 6, I EL VARIES 2. FOR FISH LADDER GRADING PLAN, SEE SHEET S. / T.O. WALL EL 114.8 - 3. FOR FISH LADDER MISC. METALS. SEE SHEETS 17 AND 18. REOPEN` 4. ALL HORIZ Cis BETWEEN WALLS AND SLABS AND VERTICAL �I ^I I` CJs BETWEEN EXTERIOR WALLS SHALL HAVE WATERSTOPS. I Vi FAR SIDE o^Sg /-GRAVEL BACKI'LL TYP EXTEND ALL VERTICAL WATERSTOPS 6' INTO SLAB AND TO EL 112.0 I 6• BELOW TOP OF WALL SPLICE ALL WATERSTOP JOINTS PER MANUFACTURER'S RECOMMENDATIONS. I T.O. SLAB EL 107.3 5. REMOVE PLUGS FROM UPSTREAM AND DOWNSTREAM ENDS 0.3 i I i OF EXIST CONCRETE PIPE. SEE SHEET 8. 9.5 y5 O 12 E.F.\ +..Q- 1 6. CLAYEY SOILS AND HIGH GROUNDWATER MAY BE ENCOUNTERED UNDER THIS STRUCTURE. CONTRACTOR TO 810 WORK ASSUMING O 12 E.F. OVEREXCAVATION AND BACKFILL WITH QUARRY SPALLS AND �\ I7#4 '' STRUCTURAL FILL TO OBTAIN A FIRM, SOUD FOUNDATION WILL 1 1'� T.O. SLAB t �� EL 107.3 ! BE NECESSARY. DEWATERING WILL BE INCIDENTAL TO THIS P08711 STRUCTURE. 0 0 0 _o , Q• OF 1rA3hi F�, j 8 0 00 8 $ op a R CITY OF RENTON '-/ SCALE 0 3 6 FEET APPROVED q�5 ,0 �bo DEPARTMENT OF PTJELIC T:FORICS �g�oNAL 51O. MAPLEWOOD CREEK FISH CHANNEL PROJECT CTURAL FILL: 3/8. - BY DATE -4- A. FISH LADDER E 6 EXCEPT AS NOTED c..cz 2 2t 9v PLAN AND SECTIONS /OEP OESIGIED:RSP GATE: 7/1/sE flit NAPE:9<ET13 ORAwN: wp �___ E19:-s ona S-I-tests - SCALE: AS SNOB+ BOOt P+t[ ---- -- _ Ballow e. waehington �ECKEO: OPT TEL 425)602-4000 APPR0vE0: SHEET: 5 OF:22 _______ - FAX: (•25)602-1020 N0. R ASION BT APPR. DATE W 1, �. � \t'; s ice" -�.>a....-_ .... � - -_ From: Ronald Straka To: Daniel Carey; Gary Schimek Date: 3/6/01 5:15PM Subject: Earthquake Response-Consultant P.O#'s The following are the Purchase orders for the consultant assistance that we have requested in response to earthquake from Mickey F. PO#: 1140067 Work Order#: 10001 Function#: 600F Northwest Hydraulic Consultants- Floodplain impacts assistance in response to the Cedar River Landslide caused by the Earthquake at the Ron Regis Park Site (1501 Orcas Ave. SE) river mile 5.0. P.O. #:1140071 Work Order# 10001 Function#602F Harza Northwest-Structural inspection of cracks to the Maplewood Fish Channel/Sedimentation Pond fish ladder and overflow structures. Structural inspection of Cedar River 205 Project Floodwalls also, if needed. Please pass this information onto the consultants to include the PO#with their invoices. Also, I this information will need to be included in a separate Damage Survey Report under the emergency response category, I think. Need to confirm with John Thompson. Also, get a pretty good idea of what the cost for their services will be so that the DSR will be accurate, otherwise we will have to make of the difference if the actual invoice is more than what we submit to FEMA in the DSR. CC: Lys Hornsby; Michelle Flanagan CITY OF RENTON FAX TRANSMITTAL Dept. of Planning / Building / Public Works 1055 S Grady Way Date: 5 / 31 101 Renton, WA 98055 Number of Pages (incl. cover) TO: Dawn Smith — Harza Engr. Co. From: Daniel Carey - Surface Water Utility FAX # (425) 602-4020 FAX# (425) 430-7241 Phone # (425) 602-4000 Phone # (425) 430-7293 Email: Email: dcarey@ci.renton.wa.us Subject: Copy of Acord Insurance Certificate Hi Dawn, Attached is a copy of the Acord Insurance certificate we recently received. As we discussed the certificate is for the structural inspection work that occurred in March 2001 after the earthquake. The inspection work is finished. The certificate may remain active for the remainder of the year. It does not need to be renewed at the end of the year. Please call me at (425) 430-7293 if you have any questions. Thanks, Daniel FAX0531 Harza Insur Cert.doc Page 1 of 1 DATE(M WDD/YY) ACORDTM CERTIFICATE OF LIABILITY INSURANCE 05/02/01 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Aon Risk Services,Inc.of Illinois ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 123 North Wacker Drive HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR Chicago IL 60606 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. COMPANIES AFFORDING COVERAGE COMPANY A Hartford Fire Insurance Co. INSURED COMPANY Twin City Fire Insurance Company Harza Engineering Company B Attn:Bobbie Hodgkinson COMPANY 2353 130th Avenue,N.E. C Bellevue,WA 98005 USA COMPANY D COVERAGES THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONSAND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO POLICI EFFECTIVE POLICI EXPIRATION LTR TYPE OF INSURANCE POLICI NUMBER DATE(MAUDDA 1) DATE(AIII/DDA 1) LIMITS A GENERAL LIABILITY 83UUNLM9752 05/01/00 06/01/01 GENERAL AGGREGATE $3,000,000 X COMMERCIAL GENERAL LIABILITY PRODUCTS-COMP/OP AGG $3,000,000 CLAIMS MADE FX]OCCUR PERSONAL&ADV INJURY $1,000,000 OWNER'S&CONTRACTOR'S PROT EACH OCCURRENCE $1,000,000 FIRE DAMAGE(Anv one fire) $300,000 MED EXP(Anv one person) $10,000 A AUTOMOBILE LIABILITY 83UENNZ5830 05/01/00 06/01/01 COMBINED SINGLE LIMIT $1,000,000 X ANY AUTO ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Per person) X HIRED AUTOS RECElV ® BODILY INJURY X NON-OWNED AUTOS (Per accident) MAY 15 2 1 PROPERTY DAMAGE GARAGE LIABILITY CITY OF RE ON AUTO ONLY-EA ACCIDENT ANY AUTO UTILITY SYST MS OTHER THAN AUTO ONLY EACH ACCIDENT AGGREGATE EXCESS LIABILITY EACH OCCURRENCE UMBRELLA FORM AGGREGATE OTHER THAN UMBRELLA FORM X WC STATU- I OTH- B WORKER'S COMPENSATION AND 83WBJJ4005 T RY LIMITS FIR EMPLOYERS'LIABILITY 05/01/00 06/01/01 EL EACH ACCIDENT $1,000,000 THE PROPRIETOR/ X INCL EL DISEASE-POLICY LIMIT $1,000,000 PARTNERS/EXEC UT NE OFFICERSARE EXCL EL DISEASE-EA EMPLOYEE $1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONSIVEHICLESISPECIAL ITEMS CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE CITY OF RENTON EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVORTO MAIL DEPT. OF PLANNING/BUILDING/PUBLIC 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT. WORKS BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY 200 MILL AVENUE SOUTH OF ANY KIND UPON THE COMPANY. ITS AGENTS OR REPRESENTATIVES. RENTON WA 98055 USA AUTHORIZED REPRESENTATIVE ACORD 26-S 1195 c ACORD CORPORATION 1988 ' Certificate No: 210000316062 Holder Identifier: DATE(MM/DD/YY) ACORDTM CERTIFICATE OF LIABILITY INSURANCE 05/02/01 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Aon Risk Services,Inc.of Illinois ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 123 North Wacker Drive HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR Chicago IL 60606 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. COMPANIES AFFORDING COVERAGE COMPANY A Hartford Fire Insurance Co. INSURED COMPANY Twin City Fire Insurance Company Harza Engineering Company B Attn:Bobbie Hodgkinson COMPANY 2353 130th Avenue,N.E. C Bellevue,WA 98005 USA COMPANY D COVERAGES THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONSAND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO POLICY NUMBER POLICY EFFECTII'E POLICI ESPIRAT10] LIMITS LTR TYPE OF INSURANCE DATE(AI\I/DDA)) DATE(PI11/DDA 1) A GENERAL LIABILITY 83UUNLM9752 05/01/00 06/01/01 GENERAL AGGREGATE $3,000,000 X COMMERCIAL GENERAL LIABILITY PRODUCTS-COMP/OP AGG $3,000,000 CLAIMS MADE Ex]OCCUR PERSONAL&ADV INJURY $1,000,000 OWNER'S&CONTRACTOR'S PROT EACH OCCURRENCE $1,000,000 FIRE DAMAGE(Any one fire) $300,000 MED EXP(Any one Derson) $10,000 A AUTOMOBILE LIABILITY 83UENNZ5830 05/01/00 06/01/01 COMBINED SINGLE LIMIT $1,000,000 X ANY AUTO ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Per person) X HIRED AUTOS BODILY INJURY X NON-OWNED AUTOS (Peraccident) PROPERTY DAMAGE GARAGE LIABILITY AUTO ONLY-EA ACCIDENT ANY AUTO OTHER THAN AUTO ONLY. EACH ACCIDENT AGGREGATE EXCESS LIABILITY EACH OCCURRENCE UMBRELLA FORM AGGREGATE OTHER THAN UMBRELLA FORM B WORKER'S COMPENSATION AND 83WBJJ4005 X TORY WC LIMIT FIR . EMPLOYERS'LIABILITY 05/01/00 06/01/01 EL EACH ACCIDENT $1,000,000 THE PROPRIETOR/ X INCL EL DISEASE-POLICY LIMIT $1,000,000 PART NERS/EXECUTIVE OFFICERS ARE EXCL EL DISEASE-EA EMPLOYEE $1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/SPECIAL ITEMS CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE CITY OF RENTON EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVORTO MAIL DEPT. OF PLANNING, BUILDING, PUBLIC 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT. WORKS BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY 200 MILL AVENUE, SOUTH OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. RENTON WA 98055 USA AUTHORIZED REPRESENTATIVE ACORD 25-S 1/95 C ACORD CORPORATION 1988 Certificate No: 210000316061 Holder Identifier: 2 r� =l �Ile Modified Fish Channel Design Plan 20 4/29/98 9:32:34 AM -u Geom: Modified Fish Channel - Trial#8 Flow: Composite D/S, D-norm (s=.017) U/S _ � � � `'�_ :.�Q Legend _ .. . .. . .. . .. _ .. _ .. _ . .. . .. . .. . _ _ _ _ .. .. .. .. .. _ _ . .. . . .. . .. . _ .. .. _ .. _ _ .. .. -. WS 80 cfs I , • WS 70 cfs . _ . . . . . . . . . . _ . _ .. . .. WS �-\ I 60 cfs 85 --......_ ............._._. .__ .......... .. — ......_... — -...---.. _._... . __ .......__... ...-- ........ .---_.,..._. .- . - ....... . . _ WS 20 cfs _ i s WS 5 cfs ■ .. .. _ .. .. .. _ .. .. .. _ _ .. _ .. _ .. .. .. _ . _ . _ . _ . . . .. . _ . _ . _ _ . _ . _ . _ . .. . .. . __ _ . Ground . .. . .. . .. . .. . . . _ _ . _ . _ . _ . .. _ . .. . _ I 80 _. . .............................. --- - - ----.._._..--- :----- -- -- -— — - - ... . .. . - _ . .. . - . . . _ _ . .. _ . .. _ _ . _ . _ . _ . _ _ .. . _ . .. .. . .. . .. _ I I . - . . . i c o cz I - - s fj 75 _......__...__............._ _._ ..-- --.._..--------- -- t3 --- ... _......_.._.. ......- ——....--- - —--- _ ' _._._..._..---....__._........ " - --...---- -...._ - - - ....._.._ .. � . 65 10000 10200 10400 10600 10800 11000 11200 11400 Main Channel Di,-tance (ft) 1 in Horiz.=120 ft 1 in Vert. =3 ff A:2 Modified Fish Channel Design Plan 20 4/29/98 2:39:14 PM Geom: Modified Fish Channel -Trial #8 Flow: Composite D/S, D-norm (s=.017) U/S Leg end WS 80 cfs WS 70 cfs . _ i _ _ - . _ . _ . - i WS 60 cfs j WS 50 cfs ---._..._....__.........................._._.........._....................._............._......................._.._.-- --...._......._....._........_.._._.__.........._._.__.._.. --- ......-.....---...._.............................. .............._._.__............................-- ---............_.-......._...--- ... ......_........_.._...._.._.. ... ............-. .... ---- -........- ------........ - - ...... ............. .......... _ _ WS 20 cfs _ . .. . _ . _ . .. . _ .. . . . _ _ .. .. .. _ ' WS 5 cfs ? ■ - - - - - . . . . . . . . . . . . .. . .. .. . _ . .. _ . _ . _ . _ �x I Ground I F . . . . . . . . . . . . . . . . .. .. . .. . .. . _ I . . . . . . . . .. . .. . _ _ . .. . . - - - - - - . .. . _ . .. . . . _ . . . . . . . . . . . . .. . .. . . . _ . _ . _ . . . _ . .. . . . . .. . . . I i i - - - - . .. . .. . . . . _ _ .. . .. . . . .. . . . .. . . . .. . .. .� o > a� w .55 75 / ......_._ ........ ._.... _ ............. 0 Eli 7T x : X i _ O _ . _ . _ . . 4 .. . .. . I _ 70 _ -� -._ ... ------ - - -- -- - - -- - ... _.. _..._..._ ............... ...... ......... --....... ...._...... . ._ A A Lj r iE 65 _. _. -. _ .. - 10000 10200 10400 10600 10800 11000 11200 11400 Main Channel Distance (ft) 1 in Horiz.=120 ft 1 in Vert. =3 ft Modified Fish Channel Design Plan 21 4/30/98 9:21:38 AM Geom: Modified Fish Channel -Trial #9 Flow: Composite D/S, D-norm (s=.017) U/S Legend WS 80 cfs . .. . _ . . . . - - . _ . .. _ _ WS 70 cfs WS 60 cfs __..... __.'.......... ........_..._...._._......_._...__._...__....__.........................._.............. ......_.............. ._........ .... ......._...... _..._....__...... .............. _.._...._.. -.............._......... .... .- _. ..... _ _ _ WS 5 cfs WS 20 cfs = _ WS 5 cfs . . _ . Ground I . .. . .. : j . O . . - - - - W 75 --- —=--..._.............. ...... ... ...._...__....- —_ —._..._........._.............. . . - -........—.......... _ .. _ ._...__. . .. . _ . _ . _ . _ . i j . . . .. .. . . . .. . . . 70 _........._..................._.... _ _...... _ -- ................ .................... ... _ _._....__.. 65 10000 10200 10400 10600 10800 11000 11200 11400 Main Channel Distance (ft) 1 in Horiz.=120 ft 1 in Vert.=3 ft 1 1- Modified Fish Channel Design Flan 22 4/30/98 10:24:58 AM Geom: Modified Fish Channel - Trial #10 Flow: Composite D/S, D-norm (s=.017) U/S .. . . . .. . .. . . . .. . . Legend . .. . .. . ._ WS 60 cfs Ground 85 ...... ............. _.._.._ ._ ... .... ..._..._ _ ......... ..... .. ......... ..... ._ .......__..._. _. ........._ _........_.... ._.__ 80 __;.._...--- - _....... --- -----...-- _ _ _. - - ----- - _........................_......... ...... c ' 0 a� W75 _.._... ..... _...... _ ..--- .._...... ... ..._........._ ..................................... ... .............. ........ ......... ......... 70 ........_.... ... -- ......... _..__ .... _ ........ ....... ....._................ ......... 65 10000 10200 10400 10600 10800 11000 11200 11400 Main Channel Distance (ft) 1 in Horiz.=120 ft 1 in Vert.=3 ft y Client: Job# Date r �� Hf—�l�Lf� IJ Consulting Engineers and Scientists Project: By: Date Bellevue,WA (425)602-14000 Subject: Chkd. By: Page of W J C 96. 5 : .7 5 G J �1Mafn n O c� --------------- C,. — S llufM TUB ne 83.5 �� = o .�'� (H L-7--P-A-5) D, = 0. 7�7 O— LI-Irri 4-J-ZlJ-J 'All � Q laC,,� ��3 1 1 A Client: ram±^- Job# 371463a Date Consulting Engineers and Scientists Project By: Date Mlevue,WA (425)602-4000 Subject: Chkd. By: Page c2- of ✓y� 0 r a Ica s*�� YY�► (.�/t�t G�, .s 4 6. _ , = 0-3y d 834 0,9 '� a.� r J S�O - I lL j 0 1� I. I - o , = o,3 CIS o. S 0. ak 0,$ ar8 ezGAS = o.�� 33 ; = SYS � � � o Client:- Job# J16 Date Consulting Engineers and Scientists Project: By: Date Bellevue,WA (425)602-4000 Subject; c_r.".AJV Chkd. By: Page of / 00 6y,c/ 0,ol)°.s 6-0 83. t46 = - S Wf 60 ram, bi . _ . D, ~ 3.`I Client: Job# Date Consulting Engineers and Scientists Project: By: Date Bellevue,WA (425)602-4000 Subject: Chkd. By: Page —!!L of 8 �. 3 , Q : = If) LI `f3 3S t to 13q - S � I I� r Q� TGJ�Z ~ cgS. 0 � � ,�= � •� _ 3.2 ' 1 I Ang R7 Client: Job# Date Consulting Engineers and anndScientists Project: By: Date Bellevue,WA (425)602-4000 Subject; Chkd. By: Page of I, o.s _ �v z'5 �s L �,D 4, t 4 Y2 `� � _ 210 ISO = 0-24t) Modified Fish Channel Design Plan 31 5/28/98 11 :57:00 AM Geom: Trial #14- n=0.06 Flow: Composite D/S, D-norm (s=.0008) U/S U/s end of Fish Channel/toe of V-slot Fish Ladder IRS = 11400 86.0 ..... -._ ...........r._.......... ............._......_ .........r......._.-._.........- -................................-_—....---...............................---.. ............................. _.....__.._. ........_. __........--- _ ---.._._ _ . . . _ . . _ . _ . . _ . . _ . _ . _ . . _ . _ L egend . . . . . . . . . . . . . . . . . - - - - - - - - - e W.S. Elev .. . . . . . _ . _ . .. . . ; . _ . _ . . _ . . . . . _ _ . . . . . . . . . . . . . . _ . .. . 1 . . _ . . . _ . _ .: 85.0 - — : 84.5 _ -_—_._._.__.,_._.........,..._.____.._.._.—_�._.�___.__.. _--� __--. -- .-_....._ —,_-._-• -- ; -------- ---..__ —....._.. _ _ —. ui - - i - - - - - _ f :. : : : ' : : : : : : : : : - - - - - - - - : . . . a . _ .. _ . .. . _ . _ . _ . . .. _ 83.0 --- --- ---- - --,— --.- :—. -.--, —- ---- :-- - 82.5 0 10 20 30 40 50 0 Total (cfs) ' Sohter' FINAL Chart 8 ^_ , Flow Splitter Rating Curve 89.5 8Q 88.5 88 87.5 86.5 Cn HWEL 0-fish 0-main Q-191 86 05.5 GS 84.5 84 83.5 O 50 100 150 200 250 300 360 400 D;scharge, Q (cfs) Pagel HARZA NORTHWEST, INC. CALCULATION COVER SHEET PROJECT / -&,4 I2u1ac4 Cc ,�, F 4 L Cla—tJOB NO. 37/, -1 CALCULATION DESCRIPTION ORIGINAL❑ CHECK❑ CRITERIA RESULT REVISION DATE BY CHECKED NOTES F"l:CAL.CCNR DDCAE069I t Client: Job# Date � e Consulting Engineers and Scientists Project: ��t a tw-7r+ By: m 61 Date Bellevue.WA (425)602-4000 Subject: r" 2JL Chkd. By: Page 9 ,o �, f �..`. e of 13 ® Q = 1 -73 �Qa-�r � �. K�� 1) -� - 1_ v ® et tl� Z, /— //7 Goa l I_.IAR�A Client: /- Job# d Date S I Consulting Engineers and Scientists Project: / ,�J . �s By: 1i G Date Bellevue,WA (425)602-4000 Subject: Ste' �1 +_� Chkd. By: Page Of .23 i {f J s s a.--�-� �a �e co• � a 4 S 11 v-4- 4A- lI y t G'O T, ""j 4.,- C'-�-'t� 4,- -,J;"7 cs 1., /0 wl C �, 31 L /, oLi.ss) Client: - -�- Job# �l Date Consulting Engineers and Scientists Project: By: Date Bellevue,WA (425)602-4000 �� - 9 Subject: o �,Tt 2.� n�c c.��.rt�2__ Chkd. By: Page of �3 Ws�c 8GS z �G e)LEI 8S.:7 -r es 99 iE 83•7 IE 8.?, 4 s - V) V) o+ - 7L- -�� c � -h-�t vsl-cam- - oV-5 l f 1 Client: ��A=�^ � Job# T Date H /V�a e u Consulting Engineers and Scientists Project: " r4U By: �' Date Bellevue,WA (425)602-4000 f q �^ Subject: t_ .�w� !.,rr.. Chkd. By: Page _4 of 23 J,on C�5 cfst-Z = 8 9 ® Q, _ 35-0G ® S -Ax- z 83. = 88.A) fn.T•�.. �'�Z.-�S n�a�q c,�.�t_� l.�a = •�-� , CGI�� 8S-S, �, 0 (i 15) 6y y Client: � � Job# A, Date -5 J-7' `� Consulting Engineers and Scientists Project: By: C/ I Date Bellevue,WA (425)602-4000 Subject: S )t�) �" '1--Z- Chkd• By: Page 6-of 3 89 � 8S S 8S 8y 83 iE 83.4 I b � L( 10 7ZJ t� > s l l 4 tQa H O e O p ,v '//� j 's � .� C-5 O A/hT Tic Client: R� '- Job# �-3�`— Date S Consulting Engineers and Scientists Project: �t��? Y t- c C G. By: Date Bellevue,WA (425)602-4000 � t Subject: p �.� _L ��i"'"2.t,� t,+ — Chkd. By: Page of f f -2A-S 86,9 - - -- S,y , 83. .7 (!g Q = 0C5j IAZ S.y Client: Ze Job# " Date Consulting Engineers and Scientists Project: /0-.Xat lir7771 By: � /(T] Date Bellevue,WA (425)602-4000 Subject: 'l �t� 1 v� :.c;.v�. Chkd. By: Page of 641. /�I D ^ 3, 9 r &ZE2 - � 3. 7 = 0, 6 (6..2 (18 l - 8a.s� l Client: -( �^� Job# / Date r' Consulting Engineers and Scientists Project: a-��,.r(1Z?�t c K- By: C+ Date Bellevue.WA (425)602-4000 Subject: a .�.,� Chkd. By: Page of a3 i „ 0 s � ► (4t- LC'-O- 7163g Flow Splitter Structure 60' Overflow Sill 90.0 - 89.5 -- - - - - - - - - - --- - - - - - - - - - -- - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 89.0 -- - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - -- - - - - - - 88.5 -- - - - - - - - - - --- - - - - - - - - - -- - - - - - - - - - - -- - - - - - - - - - --- - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - oo 88.0 -- - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - 10 0 •87.5 .0 - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - --- - - --, - --- - - - - - - - - - -I - - - - - - - - - - 00 MU 87.0 -- - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - Q—d/s control - - - - - - - - - - - 0000 IF .000*10 0000 86.5 ---- - - - - - - - - --- - - - - - - - - - -- - - - - - - - - - - -- - - - - - - - - - --- - - - - - - - - - - - - --- - - -Qunsub - - - - - - - - - 86:0 -- - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - -- - - - - - - - - - - - Qsub 85.5 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - 85.0 - 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 Discharge (cfs) Splitter- V-slot Chart 1 5/22/98 1:17 PM Modified Fish Channel Design Plan 29 5/26/98 3:31:28 PM Geom:Trial #14-TW control structure Flow: Composite D/S, D-norm (s=.0139) U/S U/s end of Fish Channel/toe of V-slot Fish Ladder RS = 11400 88.0 --— --—-._.�.__ ...._...._._................................._..............._.... . ........._ ........_......................-. --._. ,__........ ............................_._......_........._................... ............ _ Legend - - - - - - - - . . . . . . . . . . . - - , . .I W.S.EIev 85.5 -- — . . . y - : 85.0 — - -' : : I - .. . ..._........ 83.5 { - ; --- � .. .: _ _ . _ . _ . _ _ _ .. I _ _ _ .. _ _ _ ., _ . _ . _ . _ .. _ 83.0 . . . . . . . . . . .. . . . . . . .. . . 82.5 0 10 20 30 40 50 Q Total (cfs) W Chinook and steelhead made significantly faster ,o++. m�� +L +c. ascents when the depth a - 'o ++. •e� over the weirs was increased from 0.95 to +�ze 1.20 foot with the '° '` orifice open. The opposite was true when crest the orifice was closed The 1.20 feet of depth was reported by Weaver et 5 r+. al as head differential ; • but I believe they wing Baffle actually tested water Or�I�ce depth. 15• x +s Weir Elevation View Weir Section View 3' V'ERTICAL SLOT FISHWAY Figure 5-2 . Half Ice Harbor Fishway. A vertical slot fishways also has distinct steps; the hydraulic control is a narrow, full height vertical slot open at the top. Its greatest advantage is that it is entirely self regulating. A vertical slot fishway is shown in Figure 5-2 . \ It operates without mechanical adjustment. through a range of tailwater or forebay water surface elevations, except for minimum a depth requirement, equal to the depth of the vertical slots. The difference . in elevation between the tailwater (or entrance pool) and forebay is nearly equally divided among all of the fishway steps. Any change in forebay and/or tailwater water surfaces is automatically compensated for by distributing the change throughout the fishway. Energy is dissipated in each pool by the jet cushioning and mixing with water in the portion of the ;W pool between the larger baffles. As additional flow passes through the fishway, the pool depths increase creating additional pool volume and maintaining the appropriate energy dissipation. Figure 5-3. Single Vertical Slot Fishway. The vertical slot fishway was first developed for application at Hell 's Gate on the Fraser River. Model studies by Milo Bell and C.W. Harris were used to develop the 5-8 concept of the twin vertical slot fishway for Hell's Gate. For application in smaller systems and less fish capacity, it was later modified by splitting it down the centerline creating the standard single vertical slot fishway as shown in Figure 5-2. Flow Flow through a vertical slot is a function of the slot width, water depth in the slot, and head differential across the slot as defined by Equation (5-3) . Qv-slat — CWLVT 5 (5-3) This is an orifice equation with Qv-•,,t being the fishway flow, C is an orifice coefficient, w is the slot width (ft) , D is the depth of water u stream of the slot (ft) , g is the gravitational constant (ft/sec ) and h is the head across the slot (ft) . The orifice coefficient is normally taken as 0.75. Early model studies by Andrew and Pretious found coefficients of 0.82 to 0. 62 for 12-inch slots with and without sills respectively (Andrew, n.d. ) . Flow measurements by the Bureau of Reclamation in the Sunnyside fishway on the Yakima River reveal coefficients of 0.91 to 1. 04 for a 15- inch slots without sills (Onni Perala, pers. comm. ) . Figure 5-4 and Figure 5-5 show the vertical slot flow graphically for a coefficient of 0.75. The drop is not always equal through all of the slots. The flow through each slot of course has to be identical. The depth of water in each slot may vary however if the forebay and tailwater depths do not change equally as the river flow changes. This will create either an Mi backwater curve in the lower pools when the tailwater rises faster than the forebay and the rating curves converge at higher flows. An M2 drawdown curve occurs in the upper pools when the forebay rises faster than the tailwater; the rating curves diverge. so 12 Inch slot fishway flow 10015 inch slot fishway flow 1.2 1.2 .......:........ .......:... eo 1.0 ... so . " 1.0 0.8 0.8 ad 0.6 ♦c 40 ... = 5 _ Q2 � 025 20 20 ........ ...:................................... O I 0 ♦ V 6 E ) ! G 10 - ♦ • • 7 • • 1D 1 Slot Depth (ft.) Slot Depth (ft.) Figure 5-4 . Vertical slot rating Figure 5-5. Vertical slot rating for various head differentials. for various head differentials. Different design processes are required for the backwater or drawdown situations. The floor elevations are based on minimum depth requirements at low flow for either case. The number of slots is determined by the maximum forebay to tailwater head 5-9 G/a3 differential whether it is at low or high flow. The low flow water surface profile or the high flow profile are analyzed for the backwater (converging ratings) and drawdown (diverging ratings) cases respectively to verify that the minimum head differential through the slots maintains the minimum transportation velocity. A slot velocity of 3 . 0 fps which is equivalent to about 0.25 feet of head is recommended as a minimum. A normal minimum recommended depth at the upstream side of a slot is five feet; some are commonly operated to as low as three feet of depth. Dimensions The dimensions of the vertical slot and pool are critical to the stability of flow. The dimensions shown in Figure 5-6 should be adhered to unless specific experience or studies indicate that other configurations work. Katopodis (1991) has tested a number of vertical. slot fishway designs and suggests several minor variations in the geometry of the slot that also work well. I learned this the hard way. Because of site constraints, the dimensions of the vertical slot ladder built at Tumwater Dam on the Wenatchee River in 1986 were modified. A 15 inch slot was used with pools that were 8 feet long by 12 feet wide. The additional pool width was intended to compensate for the reduced length. The result was very unstable flow with surge amplitudes greater than three feet. To stabilize the flow, the slot width was reduced to 12 inches and 12 inch sills were installed in the slots. Sills across the bottom of the slots tend to stabilize the flow. Without them, especially at low depths, the flow tends to bypass the pool and move directly towards the next slot. The jet enters less of the cushioning pool and its energy may not be dissipated. The change of direction is caused by the fact that without a sill, the flow is forced to spread; it passes through the slot with a certain depth and is forced to occupy a foot less depth in the downstream pool assuming one foot of differential. The sill allows the jet to occupy the same depths above and below the slot and therefore stay more intact. Sills should be placed across the slot at the floor if the vertical slot is operated with upstream depths less than about five feet or where the head differential may exceed the standard 1. 0 feet. They offer some benefit to the pool hydraulics at any depth but also incrementally diminish the fishway flow. Standard widths of vertical slots are 12 and 15 inches. Slots as narrow as 6 inches are suggested by Clay (1961) for smaller fish. Other dimensions of the vertical slot, in this case, would be reduced proportionately. Hell 's Gate main double vertical slot fishways have 30 inch slots and pools that are 18 feet long by 20 feet wide. The slots are up to 30 feet high. The maximum head differential through those slots is 0. 6 ft. Remember that these fishways were designed for fish 5-10 capacity rather than hydraulic capacity. r Cy G,c j Passage The full depth Ir o - vertical slots allow fish passage sr .• 73- s $ at any depth. The path of fish passage is assumed to not be 1 . '. :• - '•• . � tortuous; fish are able to move directly from slot to slot in • • nearly a straight path. This 1 � concept has not been verified. L,00„ Hydraulic studies by Katopodis e c e t2 r-3�•' I -r (1991) verified that the velocity through the slot is constant throughout the vertical profile. Figure 5-6. Vertical Slot Dimensions. The vertical slot is not usually suited for species that require overflow weirs for passage or that must orient to walls. Pink salmon passage through Seton Creek vertical slot ladder has been timed at an average of 48 seconds per pool (Andrew, 1990) . ROUGHENED CHANNELS Roughened channels are chutes or flumes with roughness designed to control the velocity to a point adequate for fish passage. A natural stream channel is a roughened channel as are Denil style fishways and culverts with or without baffles. Fish are expected to swim the length of a roughened channel in a single swimming effort whether it is in burst, prolonged or sustained swimming mode. Roughened channels naturally have a velocity that is more attractive than a plunging overflow weir for a given flow due to the velocity of the jet exiting the fishway and possibly its aeration. Roughened channels are typically used in smaller streams. The exit (flow inlet) to any roughened channel should be carefully designed to minimize the water inlet head loss due to flow contraction and a sudden drawdown. The depth of water in the fishway and therefore its capacity is reduced by the extent of the drawdown. Denil The Denil is an artificial roughened channel. It is used extensively throughout the world though is usually not the first choice of fishway style in the Northwest due to its limited operating range and vulnerability to debris blockages. Several sticks crosswise in a Denil and it can effectively be a blockage. Primary use of Denils in this region is for temporary fish passage either until permanent facilities are constructed or during 5-11 ,r i t $-1$ HANDBOOK OF HYDRAULICS The time ratio is obtained b replacing V with G 1 then �y Y P g / '; (f V, _ _ �/g,G, (3-45) h r and ' ; - rr SECTION 4 i Other conversion ratios can be determined in the sarnc manner. 1 * ORIFICES, GATES, AND TUBES +` An orifice is an opening with closed perimeter and of regular form through which water flows. If the perimeter is not closed or if the opening flows only partially full, the orifice becomes a weir (Sec. 5). An orifice with prolonged sides, such as a !r pipe 2 or 3 diameters in length or an opening in a thick wall, is culled a lute. A pale is an opening in u hydraulic structure, I{ usually including appurtenances for i I regulating the outflow. The same j!{ fundamental principles apply to each type of opening, i P — The stream of water which issues 1 �w=h 2. from an orifice is termed the jet, and -- —y-- the depth of water producing discharge Vi is the head. An orifice with a sharp upstream edge is called a sharp-edged orifice. The channel of approach is the channel leading up to an orifice, tube, Fia.! 4-1. Sharp-edged `__or gate, and the mean velocity in th orifice. is i j l h canne is the velocity� •� y of approach. If I the jet discharges into the air, the orifice is said to have free discharge. If the discharge is under water, it is culled asub- merged orifice. An orifice is spoken of as vertical or horizontal depending on whether it lies in a vertical or horizontal plane. When the inner edge of the orifice consists of a sharp corner, ! the jet springs free,as illustrated in Fig.4-1,and the orifice is a sharp-edged orifice. The jet issuing from a sharp-edged orifice contracts until it reaches the vena conlracla. At the vena contracts the paths of all elements of the jet are parallel and the pressure in the jet can be assumed to be equal to that in the ' surrounding fluid. The versa contracta of a circular orifice is 4-2 HANDBOOK OF HYDRAULICS ORIFICES, GATES, AND TUBES 4A 1 ' the atmosphere,p=is therefore zero on the gage scale. For large approximately l/J diameter downstream from the inner face of the orifice plate. The area at the vena contracta, as in Fig. tanks, v, is so small that it may be neglected. Replacing p,/w 4-1, is related to the area of tice orifice a as follows: with h and dropping the subscript of v:, Eq. (4-3)may now be written i as = Ca (4-1) v 1V29(h — hc) (4-4) where C.is called the coefficient of contraction. Neglecting energy losses, the equation for the theoretical The contraction is caused by the fact tlu,t those elements of velocity becomes the fluid with approach from the side of the orifice have trues- verse velocity components directed v, a -09h (4-5) I j toward the center of the orifice. or \ sd 'Therefore the nearness of bounda- h v,' i a (4-8) rics, as, for example, for orifices in t p uce theap.4-14),wouldtendton and The expression v,'/2g is termed the velocity head. Table the amount of contraction and 9 increase C,. If one edge of an 4-1 gives values of v,for heads from 0 to 50 ft, and Table 4-2 orifice is(lush with u well, the con- gives h for velocities from 0 to 50 ft per sec. traction on Lhat side will be entirely It is convenient to take care of the energy loss by introducing eliminated. However, the con- energy a coefficient as q.( -4),the expression for the velocity of velocity C.. Thus, instead of subtracting the l in E4 traction from the other side willP y at the i = ' be increased by approximately vena contracta may be written the same amount. Increasing the v a 0. N/2gh (4-7) roughness of Lice inner face of the orifice plate would also reduce the The discharge is the product of the velocity and area at the I Flo. 4-2. Bell-mouthed transverse velocity components vena contracta as follows: orifice with rounded up- stream edge. slightly. Rounding the inner edge of the orifice reduces contraction, Q = a,vs (4-8) and the contraction can be eliminated completely by shaping the Insertin orifice to conform with the form of the contracting jet as shown from Eq (4 the of a: from Eq. (4-1) and the value of v= in Fig.4-2. Fundamental Equations. The Bernoulli equation (Sec. 3), Q — C,aC, V2gh (4-9) written from any point is the liquid,such its I in Fig.4-1, Lo thr. vena contracta (point ''), taking Lbc duLuw phuu: through the The product of the coefficient of velocity C,,,and the coefficient of coutrnetioa C, is culled the coefficient of discharge C. Equa- center of Lbe orifice, is Lion (4-0)may then be written + p, = vx' + ps +h, (4-2) Q = Ca 2gh (4-10) 2g w 2p w and The energy loss may be expressed in terms of C. by equating 4 ,I the expressions for v given in Eqs. (4-4) and (4-7) as follows: Point 2 being located where the jet has ceased to contract, its Then �— pressure is that of the surrounding fluid. For discharge into he = (1 — Q)h f .^I !i W 4-4 HANDBOOK OF HYDRAULICS ORIFICES, GATES, AND TUBES 4-5 or introducing the value of h from Eq. (4-4), discharging under a head y,is Water surface ( 1 \ 2g v' dQ, = L �dy hi t n'ht h+ _ Q.-I — 1) (4-12) which, integrated between nz y } ' \ the limits h,and h,, gives path of jet. Figure 4-3 illustrates a jet discharging from a I d M vertical orifice under it head h. Q+ _ ��L �2f1(hx35 — h,1t) Y x and y are, respectively, ab- (4-I(i) —� �- I acissu and ordinate of a When h, is zero FIG.,a. 9-4. Rectangular orifice. h point na in the path of the jet. Qr — %L 2g hdi (4-17) If v is the velocity in the vena x which is the theoretical formula, without velocity of-approact► contracta,at the end of time t, correction, for discharge over a weir. x — vt (4-13) Equation (4-16)gives the theoretical discharge for rectangu- y lar orifices. A similar but more complicated formula could be From the law of falling bodies, derived for circular orifices. For hi = M, Eq. (4-10) gives results about 1 per cent greater than Eq. (4-16), and for iI =y (4-14) h, — 211f,about 0.3 per cent greater. m = ��yl Equation (4-10)is generally employed for all orifices, includ- d eliminating 1 from Erya. ing those discharging under low heads, deviation from the and and(4-ng theoretical form of the formula being corrected for in the coefficient. x' = 20 y (4-15a) Discharge under Falling Head. Figure 4-5 shows a vessel 9 filled with water to a depth h,. The time required to lower the Fig.4-3. Path of jet. water surface to a depth by is required. a is the area of orifice, which is the equation of a parabola with its vertex at the and A is the area of water surface for a depth y. C is the orifice. Since coefficient of discharge. The increment of time dt required to v = C„ (4'7) lower the water the infinitesimal distance dy is Eq. (4-15a)can also be written t (4-15L) di A dy_ (4-18) x' = 4C.'hY Ca V2yy dy i r -- ` A can he expre.mcd I orifices under Low Heads. In deriving Eq.(4-10), the hmul From (I-18), if timed to be tl+e head on the center in terms of y, by integrating be- producing discharge was ass of the orifice. Where the head on a vertical orifice is small in hi r tween limits h, and h" the time comparison with the height of the orifice,there is an appreciable needed to lower the water surface difference between the true theoretical discharge and the h the distance h, — h,can be gotten. 2 Placing h2 = 0 gives the time of discharge given by Eq. (4-10). Figure 4-4 allows a rectangular orifice of width L and height emptying the vessel. Equation M. h, and hs are the respective heads on the upper and lower (4-18) applies to horizontal or in- edges of the orifice. Neglecting velocity of approach, the FIG. 4-5. Discharge under clined orifices provided the water \ t theoretical discharge through any elementary strip of area I,dy, falling head. surface does not fall below the top Q\ •I N I'� ! w 4-6 HANDBOOK OF IIYDRAULICS ( ORIFICES, GATES, AND TUBES 4-7 yyy of the orifice. For a cylinder or prism with vertical axis, A is Smith and Walkers found values of C.to vary from 0.954 to constant, and Eq. (4-18), after integration, becomes 0.991 for orifices varying in diameter from 0.75 to 2.5 in., respectively. They also found a small variation with head, f a 2A ( ft� _ �) (4-19) I the above values being averages for heads varying from I to Ca -,/2g I 60 ft. i Orifice Coefficients. One of the earliest experimenters on ; Values of C, for circular sharp-edged orifices were found to sharp-edged orifices was Ilamilton Smith, Jr.' Ilis values of vary from approximately 0.67 for 34-in. orifices to 0.614 for the coefficient of discharge for round and square orifices arc 2.5-in. orifices when the head is 2 ft or more. Values are given in Table 4-3. nacre have been many subsequent investi- slightly larger for lower heads. gations of circular orifices, not all of which are in agreement. If there is suppression of contraction on one side and oppor- tunity for complete contraction on the other sides, more water li 8 will approach with velocity components parallel to the face of } 0.63 Smith and Walker the orifice on these sides and cause increased contraction. This 5 to a large extent will compensate for loss of contraction on the Q62 other side. Williams: found, for rectangular orifices 30 in. wide and 2 to 4 in. high with full contraction at the top and 1 Jadd and King completely suppressed contraction on the two sides and bottom, a Q61 that the average coefficient of discharge was 0.607_ This value Bi/fon corresponds closely to the coefficient for orifices with complete 0.60 -'�'�`irni/fon Smifh StricF/and contraction. For orifices having full contraction at the top, a Megwugh and Johns— + one side a sharp edge 6 in. from the side of the channel, and contraction suppressed at one side and the bottom, Williams "� Q59 PP 0 0 10 20 30 40 50 60 70 secured an average coefficient of 0.611. With the above ori- He.ad, feet fices, except that the top was beveled to an angle of 45*, he obtained values of C of 0.776 and 0.755, respectively. Table Fla.4-6. Orifice coefficients. 4-4, from results compiled by Smith,$ indicates the effect of j Investigations by Medaugh and Johnson'check Smith's coeffi- suppression of contraction for small orifices. In this table, cients for orifices larger than ;j in. in diameter within is of "suppressed contraction" means that the edge of the orifice j1 per cent. Values of the coefficient of discharge for it 1-ill- coincides with the side of the channel, and "partly suppressed" orifice as determined by various investigators and plotted by means that the distance of the edge of the orifice from the side Medaugh and Johnson are shown in Fig. 4-6. The differences of the channel was 0.066 ft. A special case of suppressed hctwemt the values are undoubtedly not entirely duo to experi- contraction is the pipe orifice, which will be discussed hater. mental errors. Many other factors nuty contribute, us, for When tile inner edge of the orifice is rounded, as in Fig. 4-2, instance, the rittiu of the orifice diameter to the dimensions of contraction is suppressed, C, Approaches 1, and C approaches the tank wall,the sharpness of the edge of the orifice,the rough- the value of e'. Values of C.for such orifices are approximately ness of the inner surface, the orifice plate,and the temperature the same as for sharp-edged orifices. of the water. The effect of having the tank wall approach the Roughening the inner surface of the orifice plate retards the orifice is to suppress coctractiort and therefore to hake C I D. Smith and W. J. Walker, Orifice Flow, Proe. Jnsi. Mech. Rngrs. approach the value of L,,. (London), 1923,pp.23-36. I"Hydraulics," 1880. r Unpublished experiments performed at the University of Michigan In Modaugh and Johnson, Investigation of the Discharge and Coefficient 1928. it of Small Circular Orifices,Civil Isnp.MY.),July, 1940,pp.422-424. 'Op.cif.,pp.65-67. I+ 1 1 4-8 HANDBOOK OF HYDRAULICS ORIFICES, GATES, AND TUBES 4A :a g I Investigations by Bilton'showed the coefficient of discharge s velocity components along the wall which cause contraction and thus tends to increase the values of both Co and C. Simi- of a circular orifice under any given head to be the same whether lar effects would result from having the orifice plate differ from the jet is horizontal, vertical,or at any intermediate angle. ' a perfectly plane surface. If it were slightly warped outward, The extracts from tables by Fanning+and Bovcy,3 in Table I C,would be increased,whereas an inward curvature of the plate 4-5,give coefficients of discharge for various shapes and arrange- would have the opposite effect (see Standard Short Tubes, ments of orifices with complete con- p. 4-19). traction. Funning's table, c0in- I piled from experiments from sevcrul '1 he effect of tile water temperature is to change the viscosityp a and density. Taken in conjunction with the variation of C I sources, contains coefficients for ori- = _— 1 fices 1 ft wide, of various heights, All U 10 and under a wide range of heads. pi _ _ _ Bovey's table,prepared from his own " vZ CS 06 A B experiments on orifices of different fll w 04 shapes,each with the area of a circle - 0.3 in.in diameter,indicates the effect 121 0 02 of shape of opening on the coefficient. I Submerged Orifices. Shown in 1 Fig. 4-8 is an orifice in a tank with I o 005V liquid on both sides. Application 1 1°' 4-f1. Submerged u orifice. 1 10 100 1000 14000 100.000 1,000,000 of the Bernoulli equation, taking d -/gh a the datum through the center of the orifice, yields Eq. (4-3) µ exactly in the same form as for free discharge(p.4-2). Fig.4-7. Orifice coefficients. p+ _ �2g (P� — Ps +p,t — ht\ with the velocity and orifice diameter shown in Table 4-3, it becomes clear that here again the Reynolds number is likely Noting that in this case ti to be the coordinating factor. This was shown to be the case — — — Ah by Lea,' who plotted more than one hundred experimental w UP (4-20) ( values of C against R. The author's curve,derived from Lea's v�s/2 p s plotted points, is shown in Fig. 4-7. The fluids used in the neglecting , and introducing C to take care of the con- tests were water,various mixtures of water and glycerin,and a traction and energy loss, the equation for discharge is number of oils. Flow is laminar for Reynolds number less than (1 _ Cis 1/2i0 pjt I 4-:. 12 and fully turbulent for le greater than 10,000, intervening ( ) values corresponding to a transition region. Except in the The few experiments for determining C for submerged orifices p; transition range, all points plotted by Lea show a spread of that are available indicate that the value of the coefficient is j Ij about 3 per cent. A spread of approximately n per cent occurs a If.J.I.Milton,Coefficients of Discharge through Circular Orifices.paper } in the vicinity R equal to 1,000. 1'hc range of Reynolds read hofure Victorian InntituW of liuginecrn, April, IUUtl, Bap. News,July U. numbers covered by the tests of Medaugh and Johnson is show" 1008. in Fig. 4-7 by the dashed line AB. rJ. T. Fanning, "Water-supply Engineering," pp. 205-206, D. Vast Nostrand Company,Inc.,Princeton, N.J., 1000. +F. C. I ea, "hydraulics," lith ed., Longman, Green do Co., Inc., New +If.T. Movey, "hydraulics,"p.40,John Wiley&Sons,Inc.,New York, York, 1942. 1909. .I I I i e ,, r, Z 4-32 HANDBOOK OF HYDRAULICS Table 4-6. Miscellaneous Coefficients of Discharge for Various Table Sharp-edged Submerged Orifices The two orifices experimented on by Ellie were horizontal. All other orifices were vertical. I Head in feet Figure Dimensions of Author- orifice in feet ity 0.3 10.5 � 1.0 1 2.0 14.0 6.0 1 10.0 18.0 A Circle, d - .05......I H. Smith . . . . .599 .597 .595 .595 Circle, d = .10...... H. Smith .600 .600 .600 .599 .598 Square, .05 by .05. . H. Smith . . . . .609 .607 .605 .604 Square, .10 by .10. . H. Smith .607 .605 .604 .603 .604 B Rectangle, 1 = 3.0, H. Smith . . . . .621 . . . . . . . . .620 .620 .618 d = .05. Circle, d = 1.0..... Ellis . . .. . . .608 .60 .603 .600 .601 Square, 1.0 by 1.0. . Ellis . . . . . . . .60 1 603 .605 .600 C Square, 4.0 by 4.0. . Stewart .614 ed Vertical Table 4-7. Coefficients of Discharge for Submerged� D Square Orifice with Rounded Corners From experiments by Ellis E Head in feet Dimensions of orifice in feet 3 I 4 I 5 I 6 I 8 110 ( 12 14 18 F f Square, 1•.0 by 1.0. . . . . . . I.952 .948 .946 .945 .944 .943 .943 .944 .944 I i II i 4-10 HANDBOOK OF HYDRAULICS ORIFICES, GATES, AND TUBES 4-11 a not greatly affected by submergence. Table 9-6 gives values of Ann Arbor, Mich., discharging without submergence under a C for sharp-edged submerged orifices, and Table 4-7 contains head of about 8 fl, was found by Ward' to be 0.545. The values of C for a submerged orifice 1 ft square with rounded E1.538 opening, 4 ft wide by 5 ft corners. high, was between beveled Gates are openings in hydraulic structures to permit the piers. The base of the gate passage of water, usually including means of regulating the was 1 ft above the concrete 9 floor, the bottom of the iron r _ gate forming the top edge of Pion of _ _ _h Depth �_ Depth Depth A,BCand �_ —Y _ Lite orifice. t — 3.6 head gates and diversion A Jul B I'4" C 2'O' E1.526 a _ N _ gates usually have the gen- {� T -1 12'p" eral features illustrated in e" II° Fig. 4-1 Ia. The bottom of the opening is nearly flush FIG.4-9. Gates discharging freely into air. with the floor of the struc- ture, the aides are(lush with outflow. Though gates have the hydraulic: properties of 4.5' 6' orifices, there are no standards of design, and they therefore �3,0a� have varying degrees of contraction. The discharge may be Pond I8 Canal either free or submerged. The formula for discharge, h being ;•.: :o the head on the center of the orifice for orifices with free dis- i Ig' v..Q..•: O�Pth —Depth Depth —tti-- —i Fro. 4-1 Ia. Maxwell canal bead FIG. 4-11b. Pier details, Boise io a a gate. canal head gate. Slope I in 20 10' the piers, and the noses of the piers are beveled. There is full —►I j e contraction at the top. FIG.4-10. Gates with prolonged bottoms and sides. Values of C by Newell' for the head gates of the Maxwell canal, Umatilla project, Oregon (Fig. 4-11a), are: charge, and the difference in elevation of water surfaces for 1, 0.11 0 111 Los 1.08 !' I submerged orifices, is u......... 2.21 2.ti5 5.71 8.07 Q = Ca V2gh (4-10) C......... 0.83 0.83 0.685 0.715 One gate only was open for values in the lust column. For the ' The results of experiments on wooden models of gates shown remaining values two gates were open. i in Figs. 4-9 and 4-10 were given by Unwin' and Bellasis.' The following values of C by Steward'are for the main heart Table 4-8 gives C for each of these models for various depths gates of the Boise canal,Idaho. There are 8 gates,3 ft wide by II of water above the top of the orifice. 1) ft high. Except for pier details, shown in Fig. 4-11b, the The mean value of C for a sluice gate in the Argo dam at structure is similar to that shown in Fig. 4-1 Ia. �! it I W.C.Unwin,hydraulics,"Encyclopaedia Britannic&,"I Ith ed.,vol.14. I C. N. Ward,An unpublished thesis.University of Michigan, 1915. W I II p. 41, 1912. Also, E. L. Bellasis, "hydraulics," 2d ed., p. 98. Spoa h r H. D. Newell, U.S.Bur.Reclamation,Experimental Data 9, 1919. d Chamberlain, Now York,1911. I W. G.Steward, U.S.But.Reclamation, Experimental Data 35, 1023. � i 1 4-12 HANDBOOK OF HYDRAULICS ORIFICES, GATES, AND TUBES 4--13 p........... 0.67 0.72 0.70 0.80 1.10 1.40 1.45 1.57 Lions have very little effect on C. If the gate sill is raised h........... 7.6 8.1 7.3 7.6 5.0 7.0 0.1 12.2 above the floor of the structure, a bottom contraction is pro- w .. 18 to 17 17 16 to 19 21 duced which will have some effect in restricting discharge. 0........... 0.81 0.70 0.77 0.78 0.91 0.86 0.77 0.75 Discrepancies in experimental results (as indicated by the r a.................. 1.85 2.13 2.22 2.85 3.41 3.75 4.46 formulas of Chatterton and Benton)may result from differences h.................. 7.1 7.4 9.0 0.0 7.0 5.3 6.1 in: �................... 17 18 19 19 la 15 14 1. Structural details which affect contraction; �.................. 0.81 0.81 0.78 0.78 0.74 0.81 0.08 2. Channel dimensions which affect velocity of approach;and Q is the gate opening in felt. One gate only was open for particularly ` values in the seventh column. For the remaining values eight 3. The distance downstream from the gate at which the gates were open. elevation of water surface is measured. This may affect mate- Parkert discusses experiments on head gates by Bornelnann,> riall Y the value of h. Chatterton,r and Benton, and publishes formulas by each. When a sluice gale discharges _= �- Chatterton's formula for C for values of h below 5 ft is with the jet submerged there is -�- h a characteristic dip down at the 1 C = 0.615 -I-0.007 X 26-4 (4-22) downstream aide of the gate as ishown in Fig.4-12. In order to ;ps �2 V Benton gives the following formula for heads below 5 ft and evaluate the head h on the gate, VI 0 widths of gate opening W up to 10 ft: the magnitude of the depth just �`� 1 4 downstream from the gate D, (Q (2) C = 0.7201 -I-0.0074W ( 23) must be determined. An ex- pression for D,may be obtained Flo.4-12.Flow through sluice Formulas(4-22)and(4-23)are based upon independent sets of gate• d's s to Ne in l appyg Newton's second i observations. In formula (4-2`L) C varies only with h, and in by ' (4-23) it varies only with IV. Results by the two formulas law of motion to the water in the region from 1 to 2 in Fig.4-12. For the case of a rectangular channel having a gate extending agree quite closely for heads of I ft or less but differ by 10 to 25 across the entire width of the channel, the force applied to the per cent for the higher heads. Table 4-0 gives values of C quantity of water between I and 2 may be taken as the differ- computed by formulas(4-22)and(4-23). ence between the hydrostatic forces at the two ends as follows: The coefficient C for gates as given by the above formulas and tables includes the effect of velocity of approach and is to wD,= wD,i be applied directly in formula (4-21). The knowledge of the F = 2 - 2 (4-24) i coefficient is not sufficient to justify the use of a formula which j contains a separate term to correct for velocity of approach. The rate of change of momentum is The experiments by Newell show C to vary inversely with h at low heads and thus,in a general way,confirm Chatterton's q1°(V. - Vr) results. Steward's results do not indicate any tendency for g C to vary with h at heads above 5 ft. It appears that for where V,is the average velocity in the jet and V:is the average gates of this type (Fig. 4-11) conditions affecting side contras- velocity at point 2. By equating the above expressions and 1 Philip>1 Morley Parker,"The Control of Water,"pp.164-168,Routledge making use of the continuity equations, Lite following value of h Kegan Paul,Ltd.,London, 1925. D.may be obtained: a 1 Civainuenieur,vol.20,p.297, 1880. r t H w r llydraulic experiment.in the lijawa delta. D, De I 1 f gpt 1 D, (4-25) Punjab Irrigation Branch Paper S. LLL l L. , I I ¢14 HANDBOOK OF HYDRAULICS ORIFICES, GATES, AND TUBES 4-15 ' Similar expressions may he obtained for channels other than rectangular or for cases where the gate width is less than the channel width. The principles involved in determining the A nature of the water surface vl = above and below the gate are oo E C V presented in Sec. 8. Pipe Orifices. A circular d sharp-edged pipe orifice is 1 0�o 0 FIG.4-13. P oipe orifice. shown in Fig.4-13. The veloc- , i S ity at the vena contracts, 2 is o P t9y i3? 4-3 Replacing the energy-loss loss term h(with Co 1 00 given by Eq. ( )� P g gy" 1 as was done for orifices in tanks, Eq. (4-3)becomes o 8 o F� l ° = C� 2g \w w + 2g 1 o c a: a: m: 1F In pipe orifices the velocity-of-approach factor V,'/2g cannot I I jf I- A. a be omitted. Again letting a: = C,a and C = C�C.,the expres- jl 3be sion for the discharge becomes f1 0 ap7 Q = Ca 'J2g C — P= + (4-27) o / f S a 0 w w lgl ° J o a i In this form the equation requires a cut-and-try solution. o v a n However, by replacing W with its value obtained from the 14 .6 :9 u N equation of continuity(Q/aO',a,being the area of the pipe,the o i t following expression for Q is derived: o as w w f � 0(p(/w — P:lw) (4-28) o = Ca Q 1 — C'(a/a.) 0 11rl4{4{ 1 I � I The value of C varies not only with the factors which affected orifices in tanks,but also with the ratio of the orifice diameter d to the pipe diameter d, and with the location of the pressure o c I taps. Tests indicate that the vena contracta is approximately d v o o $ax O half a pipe diameter downstream from the orifice.( When the orifice is at the end of the pipe,Pr in Eq.(4-28)is zero and only a single pressure tap is required. Curves showing the relation i jl,ctween C and Reynolds number are plotted in Fig.4-14. Por- tions of the curves arc shown as broken lines hecauac vuluca of 1 (ASME,"Flow Meters:Their Theory and Application."3d ed.,1931. \` I 1 � File: 7163.110 uARZA Date: 04/21/98 :F A XA�� S• •.I.''yl .,I 1. {! "1�"l y rl"'Y 1 P. .l 4'/i• li To Fax #: From: Craig Garric Attention: Dan Cary 2353 130th Ave NE, Suite 200 Company: City of Renton Bellevue, Washington 98005 FAX: (425) 602-4020 Project: Maplewood Creek Fish Channel (425) 602-4000 Charge #: 7163g107 Page: 1 of 56 ® Original to follow Message: Hi Dan, Here's the packet I've faxed to Bruce Heiner at WDFW. Please give me a call if you have any questions or comments. Hope your day is going well, Craig cc: Bruce Heiner /-C� la�- i -, aF' T00[ 'UNVD NFQ Fff AIN VDIFH OZOt Z09 szr ZF3 LC:ZT S6/TZ/t0 CLIENT: JOB #: (;HKD. BY: UA I L: SUBJECT: PAGE: OF Iles arf� . S io 13 .2y 4,)-52-)a/— ems,{, zo-wv4,- ,: ry s _ �+.... aA Vnz 4C.4.. ;rr^Ox. 3 NORTHWEST, INC. Engineers and Scientists PROJECT: BY., DATE: CLIENT: JOB CHKD. BY: DATE SUBJECT: PAGE: OF - � ) .. i L �;S ti.tit Gi C � Z00[z 3HavD Nva ffF MN EZa H OZO$ Z09 SZf YF3 SC:ZT S6/TZ/t0 04/21/98 12:38 FAX 425 602 4020 HaRZA NW DAN CaREY Z 003 �r T- i 1 � t i - - — 4z ------ --- - - ,.� 1 I I r I r !7 . Permit Application". Additional background information regarding the projects is provided in the three enclosed documents which are referenced in the project description: • Maplewood Creek Sedimentation Basin Reconstruction and Improvements Project- Phase � 1 Design Report • Maplewood Creek Fish Passage Channel Project-Riparian and Instream Habitat Report a Lower Maplewood Creek Flooding and Habitat Improvement Projects - Wetland Delineation Report This document, along with the attached "For Permit Only" sets of design drawings for both the "Sedimentation Basin Reconstruction and Improvements" and "Fish Channel Project" provide the most current information on proposed project operations, and detailed descriptions of proposed instream work necessary for development of these projects. The "For Permit Only" drawings supersede all other drawings included with any of the above-mentioned reports. 11. Project Operation and Supplemental Hydrologic Information Project design for high flows A-as based on hydrology and flooding information taken from both the City of Renton Draft I H aplewood Creek Basin Plan (Paratnetrix, 19 and the Lower Cedar River Current and Future Conditions Report (King County, 1993). ydrologic models were used for each of these reports to estimate expected peak discharges from the basin for various storm eveuts. The results presented in these reports are summarized in Table 1 below: Table 1. Expected Maplewood Creek Peak Discharges Based on Modeling Results (cfs) t Storm Event fl Recurrence Maplewood Creek Basin Plan Current and Future Conditions Interval (Yr) (HEC-1) Report (HSPF, 15 min. data) Current Future Current Future 2 118 173 59 132 10 202 275 104 207 1 25 251 333 135 257 100 300 392 197 349 (Source: Project Description for Corps Permir Application dated November IM by Hatza Northwest Inc.) l The design for high flow conditions is described clearly in the other documents. This isection provides additional information on monthly hydrology and proposed project operation during low flow periods. Table 2 provides a summary of the estimated mean daily flows, standard deviation about the mean, the 95% exceedence, and the 5% exceedence flows by month. Maplewood Creek H:\\96-352A.doc Page 2 too[n AN FZH H oZof cog SZf 1F1 SC:ZT fib/TZ/f0 The information in Table 2 was compiled from data provided by King County Surface Water Management Division, developed from 41 years of simulated flows using a calibrated HSPF model. The values reflect current conditions of land use as of approximately 1989. The 95% exceedence flow means that 95% of the time flows will exceed the stated value. Likewise, the 5% execedence flow reflects flows in the creek that will be exceeded only 5% of the time. These flow values were selected as they represent the minimum and maximum respective creek flows commonly used in the State of Washington and other regions for design of fish passage and habitat facilities. As is typical for this type of stream in Western Washington, the annual low flow periods occur primarily in the months of July, August, September, and extend into October. Predicted minimum daily flows for the low flow period during an average water year range from 1.01 to 1.85 cfs, as shown in Table 2. In high runoff years, the minimum flow values vary from 1.47 to 4.21 cfs. Likewise, in low runoff years, low flows of 0.53 to 0.74 cfs can be expected. Maplewood Creek HA 96-3M.doc Page 3 Soo[n 121HYD NEQ AN VZ'd H OZOt Z09 SU IVd 6C=ZT 96/TZ/t0 -� •.mom '..P� �• Yea �� x to 0 0 l� W rx Table 2 - Monthly Flow Data for Maplewood Creek near confluence with Cedar River A Flow Condition OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SCP T 95% Exceedence 0.53 0.75 1.31 1.65 1.62 1.67 1.72 1.02 0.89 0.74 0.62 0.61 Mean 1,85 4.10 5.80 6.69 5.99 4.75 3.10 1.87 1,49 1.10 1 1.01 1.15 Std. Dev. 1.01 1.99 2.34 2.77 2.66 2.18 1.03 0.48 0.39 0.19 0.33 0.48 z 5% Exceedence 4.21 13.70 17.23 19.40 15.60 13.10 8.50 3.76 2.50 1 1.48 1,47 2.81 N rz x , A4can and cxcccdencc values bnscd on 41 years of simulated flows using calibraled I IS IIF model,rcflccls Curren(conditions Iand use as of approximately 1989. (Source; King Co. Surface Water R4gm1 Division,l'ax from David Hartley to Eileen McLanahan at Harm,4/29196), 0 N 0 -r N 0 to to N A; tJ N o� N 1 C. Maplewood Creek H:\\96-352A.doc Page 4 The outlet structures in the improved sediment basin will control the amount of flow t released into the new fish channel and the existing creek channel. The intent of the design is to direct low flow into the new fish channel, and use the existing channel for peak storm flow. The outlet to the new fish channel is 1.5 feet lower than the main spillway. The system is designed to direct the majority of the first 17 cfs of flow in Maplewood Creek into the new fish channel. When the water level exceeds 1.5 feet, the majority of the additional flow will go over the main spillway and into the existing channel. A spillway rating table defining the design flows for each system is provided in Table 3- A small amount of flow (approx. 10 to 20 %) is being directed into the existing channel during the low flow period to help satisfy the requirements of the adjacent property owner. The main spillway outlet structure will be fitted with a block out in the concrete section to allow placement of a specialized weir, valve, or orifice plate to control the low flow distribution. Should flows prove unsatisfactory over time, the special weir structure could be easily modified to accommodate observed conditions. During a majority of the time, there will be sufficient flow in the creek to maintain flow in'both channels. However, during extremely dry years with low flows of approximately 0.5 cfs or less, there is a concern with the possibility of"drying up" the fish channel. Although the fish channel will be lined with clay to maintain surface water at low flows, there is a possibility that flow in the fish channel may go subterranean in the 12-inch gravel layer. The proposed flow split will route approximately 90% of the extreme low flow values to the new fish channel to maintain surface water for fish habitat, and to reduce the potential for stranding coho and other species during low flow events. 4: Maplewood Creek H:1196-352A.doc Pa;e 5 L00[n IHNVD NFQ FFF AN FZH H OZOt Z09 SZ$ ZV3 Ot=ZT 96/TZ/t0 Table 3 - Sedimentation Basin Design Outlet Flows Water Elevation in New Fish Limited Flow to Main Spillway Total Sediment Basin Channel Flow Existing Creek Flow Creek (ft) (cfs) (cfs) (cfs) Flow cfs) J 111.17 0 0 0 0 111.42 0.5 0.1 0 0.6 2.0 0.3 0 2.3 111.67 112.17 7.7 0.8 0 8.5 112.67 17 1.5 0 18.5 113-17- 1 29 2.4 65 96 113.67 42 3.3 185 230 114.17 45 4.3 347 396 The adjacent property owner has a Surface Water Right to use up to 0.03 cfs of water from the creek (approximately 13 gpm)_ A pipeline and inlet in the existing sediment pond will be reconstructed in the new sediment basin to allow the private property owner to satisfy the existing water right at all times. The 0.03 cfs withdrawal is not included in Table 3 since it is a negligible amount and may not occur year-round. ra III. Fisheries Information As described in the documents enclosed with this HPA application, current fish use of the s existing Maplewood Creek channel below the sediment ponds is very low . No site specific data is available regarding fish use of Maplewood Creek; however, King County Surface Water a` Nfauagement staff did survey the creek for habitat quality in 1991 and 1992. The results of this survey is presented in the Cedar River Current and Future Conditions Report (King County 1993). The Current and Future Conditions Report also describes the expected situation with 01 regard to fish use of Maplewood Creek. etc Long before the City purchased the golf course (1985), the lower section of Maplewood Creek was placed in the 72-inch culvert, and the creek was channelized (1940's - 1950's ?). ne Currently, Maplewood Creek is channelized to run in a straight course from the existing sediment rpr ponds (RM 0.4) south through the Maplewood Golf Course to State Route 169. Before the widening of SR 169 in 1995, the creek crossed under the highway via a 165-foot long, 42-inch �- diameter steel culvert, then turned west and traveled through a 1,000-foot long, 72-inch diameter RCP culvert buried next to the railroad bed before reaching the Cedar River. During widening of the highway, the 42-inch diameter culvert was replaced with two 8-foot by 4-foot box culverts, 1 Maplewood Creek 14:1196-352A.doc Page 6 S002 21HYD Nva ... MN EZH H OZOf Z09 SZf ZF3 Of:ZT H/TZ/fO 0 7163g 0 S Flow Splitter Structure AL's Sed. Pond Spillway Rating Curves 90.0 89.5 - - - - - . _ - - .. . . - - - - - - - ' 89.0 r . . . . t . d 88.5 - - - - - - - - - - - - - - - - - - -• - - - - - - - - z .-. 88.o - - - - - - - - - - - - - - - - - - . - - - - - - - - - - - - - x ;0 67.5 - - - - - - - - - - . . . _ . . . . . ; . - - . . _ . . _ . . . - - - - -- --Q_0verflow tW87.0 - - - - - - - - - - - - - - - - - - - - - - - . . . . . _ _ . . . . -Q_total e6.5 : - - : - • - -- -Qunsub - - - - Qsub CD to 86.0 - - - - - - - ,- - - - - - - - - - - - - - - - -, 85.5 . _ _ . . _ _ . . . _ . . . . - - - - - - - - - - - ;- - - _ - - - - - - - - - - - - : - - - - - - - 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 Discharge (cfs) N ^N Flow Splitiler(3)Chart 1 4/15198 3:40 PM CD Flow S litter Structure Weir Flow Rating Curves - A_L,'s Sed. Pond Spillway Rating Curves Flsh Channel Weir Overflow Weir Unsubmerged Unsubmerged HWEL Head, H 0,,.,W,b Q1 Oun.ub H2 (Hz/H)25 QBub Head, H C ()UnvLpb QTOTAL w ft (ft (cfs) cfs) cfs (f1) (ft cfs (cis a 85.0 0.0 0.00 0.00 0.00 0.0 0.00 0.0 0.0 0.0 0.0 85.1 0.1 0.01 0.11 0,12 0.0 0.00 0.1 0.0 0.0 0.0 85.2 0.2 0.08 0.30 0.38 0.0 0.00 0.4 0.0 0.0 0.0 ca 85.3 0.3 0.22 0.55 0.76 0.0 0,00 0.8 0.0 0.0 0.0 T .4 85 0.4 0.44 0.64 1.29 0.0 0.00 1.3 0.0 0.0 0.0 r 85.5 0.5 0.77 1.18 1.95 0.0 0.00 2.0 0.0 0.0 0.0 85.6 0.6 1.22 1.55 2,77 0.0 0.00 2.8 0.0 0.0 0.0 85.7 0.7 1.79 1,95 3.74 0.0 0.00 3.7 0.0 0.0 0.0 85.8 0.6 2.50 2.38 4.69 0.0 0.00 4.9 0.0 0.0 0.0 85.9 0.9 3.36 2.84 6.21 0.1 0.00 6.2 0.0 0.0 0.0 86.0 1.0 4.37 3.33 7.70 0.2 0.02 7.7 0.0 0.0 0.0 86.1 1.1 5.55 3.84 9.39 0.3 0.04 9.3 0.0 0.0 0.0 a 86.2 1.2 6.90 4.38 11.28 0.4 0.06 11.0 0.0 0.0 0.0 x 86.3 1.3 8.43 4.94 13.37 0.5 0.09 12.9 0.0 0.0 0.0 86.4 1.4 10.15 5,52 15.66 0.6 0.12 14.9 0.0 0.0 0.0 86.5 1.5 12.06 6.12 18.17 0.7 0.15 17.1 0.0 0.0 0.0 86.6 1.6 14.17 6.74 20,91 0.8 0.18 19.4 0.1 2.67 5.1 86.7 1.7 16.49 7.38 23.87 0.9 0.20 21.9 0.2 2.69 14.4 86.8 1.8 19.02 8.04 27.06 1.0 0.23 24.5 0.3 2.71 26.7 0 86.9 1.9 21.77 8.72 30.49 1.1 0.26 27.2 0.4 2,72 41.3 0 87.0 2.0 24.75 9.42 34.17 1.2 0.26 30.1 0.5 2,74 58.1 -" 87.1 2.1 27.95 10.13 38.08 1.3 0.30 33.2 0.6 2.75 76.7 co' 87.2 2.2 31.33 10,87 42.20 1.4 0.32 36.3 0.7 2.80 98.4 CD 87.3 2.3 34,88 11.62 46.50 1.5 0.34 39.5 0.8 2.85 122.4 87.4 2.4 38.60 12.38 50.98 1.6 0,36 42.9 0.9 2.93 150.1 -" 87.5 2.5 42.46 13.16 55.62 1.7 0.38 46.2 1.0 3.03 i 81.8 �* 87,6 2.6 46.47 13.96 60.43 1.8 0.40 49.7 1.1 3.08 213.2 87.7 2.7 50.61 14.77 65.39 1.9 0.42 53.2 1.2 3.14 247.7 �+ 87.8 2.8 54.89 15.60 70,49 2.0 0.43 56.7 1.3 3.20 284.6 87.9 2.9 %30 16.45 75.74 2.1 0.45 60.3 1.4 3.24 322.0 1-4 88.0 3.0 63.82 17.30 81.13 2.2 0.46 64.0 1.5 3.28 361.5 88.1 3.1 68.47 18,18 86.65 2.3 0,47 67.7 1.6 3.30 400.7 00 88.2 3.2 73.24 19.06 92.30 2.4 0.49 71.4 1.7 3.31 440.2 - rn Maplewood Creek Fish Channel Splitler.xls 0 7163C Flow Splitter (3) 4121/98 11:41 AM ,4 Fish Channel Weir: 0 19 Welr Crest El= 85.0 It Triangular.Sharp-Crested Welr Formula: (Ref: Brater and King. Handbook of Hyfiautics". 1976) Qr,otch=2.5*tan(812)"H a.s where: Crest Horizontal Dimenslon,x= 3.5 it Crest Vertical Dimension,y= 2 ft Crest Base Length,b- i ft w Weir angle,1)= 120.5 degrees ac V z Rectangular.Sharp-Crested Weir.Formula: (Ref.: Bra far and King, "Handbook of Hydraulics'. 1976) A Q.ect=C'L"H'a r r where: t Weir Coeflicienl, C= 3.33 (Ref,:A Liou's caics, 3113195)) Crest Length, L= 1 ft Submerged Sharp•Crested Weir Formula: (Rol.: Brater and King. 'Handbook of Hydraulics 1976) Qi/0=(1-(H./H)n)e3m z where: N Q= Unsuberged Discharge at H x 02= Suberged Discharge x Nz/H= Ratio of downstream to upstream head n= 2.5 (Exponent in the free discharge equation for V-nolch weir which is dominant) H2 values were determined by subtracting Off(weir step height)from the weir tallwaler depth, dz. Attached is a stage discharge rating curve developed from FlowMaster calculations for the fish channel weir laiiwater. 0 N C. .y, c4 Overflow Weir 0 to v, Weir Crest Elevation Dillerence= 1.5 ft Wefr Crest El= 86.5 It Rectangular.Broad-Crested Weir Formula: (Ref,: Brafer and King. 'Handbook of Hydraulics" 1976) Q=C'L'H V2 (Eq 5-53) where; � Weir Coefficient,C=varies with head,N(see Table 5-3,Brater and King) Crest length,L= 60 It Crest Breadth, 9= 1.5 h 00 rn N Maplewood Creek Fish Channel Splitier xis 7163G Flow Sphner(3) 4/21/98 11:41 AM o Flow Splitter Structure Trapezoidal Fish Weir + 60' Overflow Sill 90.0 . - . - - . . 69.5 - - - - - - - - - - �_ . . - •- - - - G-r- - • - - - - A T89.0 - - - - - - - - - - - - - - - - - - - - - - - - - - ° - - - - T z .-. 88.0 - - - - - - - - - . - - - - - - x087.5 - - - - - - - - - - - - - - - Q_fish channel w ago - - - - - - . . . . . . overflow - - - - - CD -Q_total N es.5 - - - - - - - - - - - - .. . . . . . . . . . . - Q_TWEL N • O rD es.o - - - - - - - - - - - - - - . . . - -- -- • -Qunsub N �i Qs ub w85.5 - - - - - - :- Sir"�'►� - Z. u�!`5.,""- . . - - - - - . / �ra , N 85.0 U 1-10.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 co Discharge (cfs) Flow Splitier Chart 1 4/15/98 3:41 PM l� m 4o m � - a V � o��—pprye�p�vtn cur m'Omo^ Nrncin c©©� nmmo — ryn Q in ^m emy em� < i0pn�� Wm r[pm c W m y r V ; 99g < a Q <¢ ¢ QQQf6¢ ¢ ¢QQ 'd � ctD.. o� � m � 0000 d � zzzz'zzzzz`z'zz 'zzzz -a ¢ ¢ a �zzz 0 0 4 0 0 0 - ! v m m 2 e e 2 m c o 0 0 0 0 o e o `o `o c o c c `o i aaaaaa¢ aaaaaaaaa �� zzzzzzz �Zzzzzz�Zzz � Y 0 0 0 0 0 0 ^ a m 3 j �j a ddddddddddCi u, c a c a c c c a a c c¢ c a c c _ = z3z3z'z3izzzz3zzi = ==3 �_ 3 N A A A A n A A O O - N ?�}(O m N�mp cm� 0 n N n m 4:� m [L a c a a c c a a Q a Q a a a Q Q � 3rz � � �333zzz'zzzz33 0 �D d dddddc dddddd do o ici S v m p (� o Pz p o0 0�y 1 N 4 YS 1� � CI In m C� � �p 8 V L � � O U E n 0� � c o000000000000 000�� nn � n �mmoo�RiNa�i� poi of conm W > U o000000000000000NNNc� ririririci ri�i ti ci c�c-i cnri v L N fC = o00000000000 o oo0 — N n l ug co nma+o - - O — Nc? o O O O O O C O O O O O O O C G O O O O O o 0 0 0 0--—^^--- - — Z N r d - n + - % 'RR atW �4Qt�ic`I �4-�`R •' at 4 44Y? � c000 -- rlrivmr 3 � 1_0 � p p ppp ppppppff�� pp yyyy��yy5� q 00 �ypy _ _ y. � '�, 8 S S S S O S O S S S N 0 0 0 0 H S O C C •� .�.�„�, :o cD<O m s m = o o O O d d c o O C C C G o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n a 0 m m 0 0^ N N t'a Iq tfi m n m m C 0 0 0 0 0 0 00 0 0 0 OC 000 0000000000-- -- ------ -- .- — - N C � � = L O _ _ - - — +—m r m O O O N CJ ri R Yl 0 fD l�m m O � — N tV tV N N N N N N N N N N C 3 a Li m G� a q ^Q q 'R Qi u?C?e r^ne n ? u� xc�a eo v v+l�0 m � - Q U V 0 _ v� o^ a-{v{m—.r mcyco �c— cc �-r� Nm u� —r ? mv±cycnr �n ,yv,�n u7 Q N o, o{ O O 0 0 0^ + E F ur c oo ^ NlmNm !lmme —^Nviomrmmc? q W�ry Oo N my+n ca m o cNi-—o — + r —�m nmrf mg ®4 t� Cl e ? IiJ tG VJ O- }� U Q itsn � cZO - N O c- -rm ---Ncn c,mm � maO O O Q 0 0 0 O� - - -- - N N N N C1 N N N N N A n n n n C7 CY C)C'S A O- N M -- m n m Oi O - [v, n tQ��p2 ttpR t1t�,�� [mp rp�+O - N m �l U!cD n m m O-N c7 ? IA (o r aQ J 4l l!] lt�N lf1 lA N L'1 N Uf�L (D �' e�fD m Ql m KJ KJ m m O m m m O O m m G m� m m m m m m S 4 a c7 c r CTO IHHVD NFQ NN FZN H Ozor Z09 Szt xvi zf zT 86 TZ/fO Fish Channel Weir: o Q„, "- composite of right and left angled weir sections (Above H=2,0',the c►esl becomes roclangular.This is acoounted lot by subtracting Q=2.5 tan(0/2)'(H-2)2a from 01. 1-flat crest section between angled crest sections (Rot:A Lfous ca)ca,9/13195)) Weir Crest El= 85.0 fl Triangular,ShKp-Created Weir Formula: (Ref.: grater and KGng. 'Handbook of Hydraulics'. 1976) Q,,.ta=2.5'len((U)'W" where.- Crest Hodzonlal Dimension,x= 3.5 R <e Crest Vertical Dimension,y= 2 It Crest Base Length,b= 1 It Weir angle,0= 120.5 dogree3 A T T Aectangular.Broad-Cresled.Wplr Formula: (Ref.: Orator and King. Handbook ofHydrsufics'. 1976) O,.q=C'VHrn vrhere: Weir Coellicient,C= 3.087 Crest Length,L= 1 it z Submerged Sherg_Greeted Weir Formula: (Ref.: Grater and King. 'Handbook of Hydraulics'. 1976) N a 1Vt18re: `r Q= Unsuberged Discharge at H x Q2=Subergod Discharge HZ/H= Ratio of dovmstream to,upstream head' n= 2.5 (Exponent in the free dlscharga equation lot V-nolch vreir which Is dominant) H2 values v.ere determined by subtracting 0.6(weir step height)Irom the vreir lardwater depth,d2. Attached is a stage discharge rating curve developed from Flowf taster calculators for o the fish channel weir lailwaler. N C. `^N N O tD UJ N c'J N .-1 co N Maplewood Creek Fish Channel Splitter.xls 0 7163G Flow Splittor 4/21/98 11:36 AM Client: Job E)crte Corsulting rngineefs and scientism Project: BY: -----7— Date WA (425)602-dOCO Subject: F-tr> /7t f Chkd. By: Page of _r_7 1A F,� L AE ,C.46- 0 7- STOO IHHVD Nva fFF AN VZHVH OZOf Z09 SZf YVA Cf:ZT 96/TZ/f0 Client: Job Date J �Z* Project, By'. Date Capsumng Engineers and Sciend5is &.11@,uP.WA (425)602-4000 Subject: Cr)kcl, By. Page Z. of e", -5 0, 6 Z' 7 7t' J 71z- 14 9T0[Z .13EVD NVQ ffF AN VZSVH OZOf Z09 SZt IVI CV:ZT 96/TZ/f0 rdf Client: Job �� Dote Ifa Consulting Engineers and Scientists Project: ✓ccfG1.`l/�.�r�cam( By: ��`' Date a2nawUp,WA (425)602-4000 Subject: Cnkd. By: Page 3 of �•��4��-L:�' � �- I/_ro-�r�<�. ��c..i�.y, CSC^ /� 1 I / � I t i , t a o A.Z i LTO[j IHHVD Nva AN tZU H OZOr Z09 SU TF3 ff:ZT 96/TZ/tO Client: JOID# Date Project, By: Date vs and Scientists E-1suit".9 ElvneL m�kf eellews.WA (425)602-4000 Subject: Chkd, By, Page of, Y �l � d lJ 'J I r 7- "e L—S J e- A- s �- ` STOP IMIVD Nva ... AN VZHVH OZOf Z09 SZf -KVJ ft:ZT 96/TZ/fO 0 Flow Splitter Structure 12" Slot + 60' Overflow Sill 90.0 - - - - - - - - - -- - - - - - - - - 89.5 - - - - - - r 89.0 86.5 : - - - - - - - - - 88.0 . . . . . . . - - - - - - - - , . . - - - . . . . . . . . . . . . . . • . . . . . . x y --- - - - - - - - - 87.5 . ' 10 W - - - Q_d/s control W 67.0 • Qunsub o • C, 86.5 - - - - - - - - T �: Q_total o 86.0 :_ - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - —Qsu b . . . . . _ . . . cA 85.5IXS! ?� _ . G�lbu.rom _ . . _ . . . ; . Qv-slot W/.,O w 85.0 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 m Discharge (cis) CD Flow Sptilter(2) Chart 1 4115/98 3:41 PM 0 7163g N O S Flow Splitter Structure 1 5" Slot + 60' Overflow Sill 90.0 -- x 89.5 - - - - -•- - - - - - - - - - - - - - - - - - - - - - . . . - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - . r 89.0 - - - - - - - - - - - - - - - - - q r r ♦�r 88.5 - - - - - - -:- - - - - - - - - - - - - - - - : - - - - -- - - -- - - - . . - - - - - - - - - - - - - - r x p , � x 87.5 - - - - - -• -'- - - - r r Q d/s control 87.0 - • -Qunsub r 86.5 - - - - - - - - - .- - N -Q_total 86.0 - - - - - - . . —Q S ub : N , " -QV-Slot 85.5 - - - - - - - -- - - - - - - - - . - - - - - - - - - - - - 85.0 1-1 0.0 50.0 100,0 150.0 200.0 250.0 300.0 350.0 400.0 Discharge (cts) N Flow Splitter (2) Chart 1 4/21/98 11:49 AM Flow Splitter Structure r� Weir Flow Rating Curves - Vertical Slot Fish Weir + 60' Overflow Weir IV Fish Ghannel F(qw Control Overflow Weir Vertical 510t F111bwav Unsubmerged Submerged Channel Control HWEL Head,H cig Hz h QY.sm Heed,H C Oun.ub WSEL, fl, �(H.IHI WSEL 'Q 0.0rAL fi (it) ft fi ft (CIS) tt ft cfs ft Cfs cfe 65.0 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 NIA N/A N/A N/A 85.0 65.1 0.1 0.04 0.0 0.1 0.2 0.0 0.0 0.0 NIA N/A N/A N/A 85.1 w 85.2 0.2 0.11 0.0 0.2 0.5 0.0 0.0 0.0 NIA N/A N/A N/A 85.2 a r 85.3 0.3 0.21 0.0 0.3 1.0 0.0 0.0 010 NIA N/A N/A N/A 05.3 V 85.4 0.4 0.26 0.0 0.4 1.5 0.0 0.0 0.0 N/A N/A NIA N/A 85.4 T 85.5 0.5 0.32 0.0 0.5 2.1 0.0 0.0 0.0 N/A WA N/A N/A 85.5 Q 65.6 0.6 0.37 0.0 0.6 2.8 0.0 0.0 0.0 NIA WA NIA NA 85.6 1 853 0.7 0.43 0.0 0.7 3.5 0.0 0.0 0.0 N/A WA N/A WA 65.7 r 85.8 0.8 0.46 0.0 0.8 4.3 0.0 0.0 0.0 NIA WA NIA IVA 85.8 65.9 0.9 0.53 0.0 0.9 5.1 0.0 0.0 0.0 NIA NIA WA N/A 85.9 86.0 1.0 0.58 0.0 1.0 6.0 0.0 0.0 0.0 NIA WA N/A N/A 86.0 86.1 1.1 0.63 0.0 1.1 6.9 0.0 0.0 0.0 NIA WA NIA N/A 66.1 86.2 1.2 0.68 0.0 1.2 7.9 0.0 0.0 0.0 NIA NIA NIA WA 88.2 86.3 1.3 0.73 0.0 1.3 8.9 0.0 0.0 0.0 NIA WA NIA WA 86.3 86.4 1.4 0.77 0.0 1.4 10.1 0.0 0.0 0.0 NIA WA NIA WA 86.4 66.5 1.5 0.61 0.0 1.5 11.0 0.0 0.0 0.0 NIA NIA WA WA 86.5 0.0 86.6 1.6 0.65 0.0 1.6 12.0 0.1 2.67 5.1 115.1 0.0 0.0 5.1 86.6 1.0 a 86.7 1.7 0.89 0.1 1.6 13.0 0.2 2.69 14.4 65.2 0.0 0.0 14.4 86.7 4.0 ` 86.6 1.8 0.93 0.1 1.7 14.0 0.3 2.71 26.7 85.4 0.0 0.0 26.7 66.8 9.0 x 06.0 1.9 0.96 0.2 1.7 15.1 0.4 2.72 41.3 65.6 0.0 0.0 41.3 66.9 16.0 87.0 2.0 1.00 0.2 1.8 16.2 0.5 2.74 58.1 85.9 0.0 0.0 50.1 67.0 23.0 87.1 2.1 1.04 0.2 1.9 17.2 0.6 2.75 76.7 86.2 0.0 0.0 76.7 87.1 31.0 87.2 2.2 1.07 0.3 1.9 18.4 0.7 2.80 gall 66.6 0.1 0.1 96.3 87.2 40.0 87.3 2.3 1,11 0.3 2.0 19.5 0.8 2.85 122.4 86.9 0.4 0.4 103.4 67.3 50.0 87.4 2.4 1.14 0.3 2.1 20.7 0.9 2.93 150.1 87.3 0.8 0.8 104.0 67.4 61.0 0 87.5 2.5 1.18 0.4 2.1 21.9 1.0 3.03 181.8 87.7 >HWEL,therefore 1 104.0 67.5 73.0 CA 87.6 2.6 1.21 0.4 2.2 23.1 1.1 3.08 213.2 86.0 > HWEL,th©refore 1 104.0 87.6 86.0 --r 87.7 2.7 1.24 0.4 2.3 24.4 1.2 3.14 247.7 86,3 > HWEL,therefore 1 104.0 87.7 101.0 C14 87.8 2.8 1.28 0.5 23 25.7 1.3 3.20 264.6 88.5 >HWEL,therefore WA 87.8 117.0 0 87.9 2.9 1.31 0.5 24 27.0 1.4 3.24 322-0 86.7 >HWEL,therefore WA 87.9 132.D to 88.0 3.0 1.35 0.5 2-5 20.3 1.5 3.28 361.5 88.9 >HWEL,lhorolore WA 88.0 147.D CC! 88.1 3.1 1.37 0.6 25 29.7 1.6 3.30 400.7 89.0 >HWEL.therelore WA 88.1 163.0 88.2 3.2 1.41 0.6 2.6 31.0 1.7 3.31 440.2 88.2 100.0 - 88.3 3.3 1.44 0.6 2.7 32.4 1.8 3.31 47%6 68.3 198.0 w 88.4 3.4 1.47 0.7 2.7 33.8 1.9 3.31 520.1 88.4 217.0 00.5 3.5 1.50 0.7 2.8 35.2 2.0 3.31 561.7 86.5 236.0 �^ 88.6 3.6 1.53 0.7 2.9 36.7 2.1 3,31 604.4 88.6 256.0 08.7 3.7 1.56 0.8 2.9 38.2 2.2 3.31 64B.1 88.7 274.0 C14 88.6 3.8 1.59 0.6 3.0 39.7 2.3 3.31 692.7 88.8 292.0 88.9 3.9 1.62 0.6 3.1 11.2 2.4 3.31 738.4 88.9 315.0 89.0 4.0 1.65 0.9 3.1 42.7 2.5 3.31 785.0 89.0 338.0 CO 89.1 4.1 1.68 0.9 3.2 44.2 2.6 3.31 832.6 09.1 363.0 rn N r Maplewood Crock Fish Channol Splittar.kls 0 7163G Flow Spfrtter(2) 4121/98 11:39 AM c, Fish Channel Vertical Slot: N O 19 O_,,a- vertical slot lishway Weir Crest El= 85.0 It Vertical Slot Formula: (Red: K.M.Bates,Fishway Design Guidelines for Pacilk Salmon, WDFW, "2) 0,,ro,=CwD(29h)ms where: Orifice Coefficient,C= 0.75 w Slot Width,w= 1 11 rx Upstream Depth,D= Head,H It z Head DINerential,h'= H-Hz ft A Gravitational Constant,g= 32.2 tt/sec^2 t t t H2 values were determined by subtracting 0.8'(weir step height)from the weir tailwater depth,dz. Attached Is a stage discharge rating curve developed from FlowMasler caloulatlons lot the lish channel weir lailwater. z N OL -r; x 0 CIA 0 N O to N cN w -r N OD N Maplewood Creek Fish Channel Splitter.xls 0 7163G Row Splitter(2) 4121/90 11:40 AM -CHI<L!- NORTHWEST, INC. �gireers and Scientists PROJECT: BY: DATE: E CLIENT: JOB +F: GHKD. BY: DATE: SUBJECT: PAGE:— OF �/ -- /O/-/Zl, i a 7 e~ 61�Z ex C ,, ! ✓z �- 47 J. F i CZO�j aavD NFQ AiN EZH H OZOf Z09 SZf ZVd 9f:ZT 86/TZ/fO 7163g N O ISP Flow Splitter Structure Trapezoidal Weir/Orifice + 60' Overflow Sill 90.0 x� 89.5 - - - - - - - - - - - - - - - - - - - - - - - e - - - - - - - . . - - - - - - - - - z M T 8s.o !''� LQ✓cr �o�w ( e�'� - f -- - - - - - - - T 8 8.5 - - - - - - - - - -_ ; . . . . ; - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - x ;0 87.5 „ !. : . . . . . . . . . . , - - - - - - - - - - - - - - ld r go 86.5 - - - - : . . . . _ . . . . ; . . . . . . . . . - - - - - - - - - - - - - - - - - - - - : N CD N t O \ 86.0 / _ - - - - . 85.5 - - - - - - . . . . . . . . . . , - - - - - - CIJ�i(� ��Sf�P.a-+�K. C�Y1/M/I -� - - - - - - - • - - - - - - - - - - - - - - - - - 85.0 1-1 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 Discharge (cfs) o Flow Splitter (4)Chart 1 4/21/98 11:16 AM Flow Splitter Structure CD Weir Flow Rating Curves -Trapezoidal Weir/Orifice+60' Overflow Weir 151 Trapezoidal Weir Overflow Weir Unoubmerged Submerged Unsubmarged Submerged Channel Capacity HWEL Head,H 0,,01uh 01 0' dr t-h (HyIH)" O.L. Head,H C QL ,6 MEL. H, (Hr!H)1s O.b WSEL (O OronL fl do) (Cfe) (do ft R „ do ft cfe N efs de 85.0 0.0 O.D 0.0 0.0 0.0 0.0 0.00 0.0 0.0 0.0 0.0 WA WA WA WA 85.0 85.1 0.1 0.0 0.1 0.1 0.0 0.0 OAO 0.1 0.0 0.0 0.0 WA WA WA NIA 05.1 85.2 0.2 0.1 0.3 0.4 0.1 0.0 0.00 OA 0.0 0.0 0.0 WA WA WA WA 05.2 WW 85.3 0.3 0.2 0.5 0.7 0.1 0.0 0.00 0.7 0.0 0.0 0.0 WA WA WA WA B5.3 * 85.4 0.4 0.4 0.8 1.2 0.2 0.0 OAO 1.1 0.0 0.0 0.0 WA WA WA WA 06.4 V 85.5 0.5 0.0 1.1 1.9 0.3 0.0 0.00 1.9 0.0 O.D 0.0 WA WA WA WA 85.5 Z 85.6 0.6 1.2 1.4 2.7 0.4 0.0 OAO 2.7 0.0 0.0 0.0 WA WA WA WA 85 6 <r 95.7 0.7 1.8 1.8 3.6 0.4 0.0 0.00 3.6 0.0 0.0 0.0 WA WA WA NIA 853 A 05.0 010 2.5 2.2 4.7 0.5 0.0 0A0 4.7 0.0 0.0 0.0 WA WA WA WA 051 ? 85.9 0.9 3.4 2.6 6.0 0.6 0.0 0.00 6.0 0.0 0.0 0.0 WA WA NIA MIA 859 1 00.0 1.0 4.4 3.1 7.5 0.7 0.0 0.00 7.5 010 0.0 0.0 WA WA WA WA 66.0 1 86.1 1.1 5.6 3.6 9.1 0.7 0.6 022 8.3 0.0 0.0 0.0 WA WA NIA WA e6.1 86.2 1.2 6.9 4.1 11.0 0.8 0.0 0.00 11.0 0,0 0.0 0.0 WA WA WA WA e42 86.3 1.3 8.4 4.6 13.0 0.9 0.0 ODD 13.0 0.0 0.0 0.0 WA WA WA WA 86,3 86.4 1.4 10.1 6.1 15.3 1.0 0.2 0.01 16.2 0.0 0.0 0.0 WA WA WA WA e6.4 $8.5 1.5 12.1 5.7 17.7 1.1 0.3 0.02 17.6 0.0 0.0 0.0 WA WA WA WA 86.5 0.0 86.6 1,6 14.2 62 20.4 1.1 0.3 0.02 20.3 0.1 2.67 5.1 65.1 0,0 0.0 5.1 66.6 1.0 86.7 1.7 16.5 6.8 23.3 12 OA 0.03 23.1 0.2 2.69 14,4 652 0.0 0.0 14A f6.7 4.0 Z 86.6 1.8 19,0 7.5 26.5 1.3 0.5 0.04 16.1 0.3 2.71 26.7 85.4 0.0 0.0 16.7 66.8 9.0 80.9 1.9 21.8 0.1 29.9 1.4 0.6 0.06 29.2 0.4 2.72 41.1 85.6 0.0 O.0 41.3 66.9 16.0 ON4 87.0 2.0 24.7 6.7 33.5 1.5 0.7 OAR 32.5 0.5 2.74 58.1 85S D. G.0 58.1 67.0 23.0 R; x Fish Channel Flow Control Overflow Weir Trertezaldel Orlflos Unaubmerged Submerged Channel Control HWEL Head,H dr Hr h 0111,h Head,H C 0_,b WSEL, Hr 1(Hrf H)'b O.,b WSEL IQ drofAL ft fl it tt 1 fl da fl ft) (cfe) (ft da efs 67.0 2.0 1.71 0.9 1.1 4S.3 0.5 2.74 58.1 85.9 0.0 0.0 58.1 07.0 23.0 67.1 2.1 1.74 0.9 12 46.6 0.6 2.75 76.7 86.2 0.0 0.0 70.7 67.1 31.0 872 2.2 1.76 1.0 12 48.2 0.7 2.00 98A 66.6 0.1 0.1 96.3 87.2 40.0 0 87.3 2.3 1.76 1.0 1.3 49.7 0.6 2.05 122.4 66.9 0.4 0.4 103.4 07.3 50.0 cr 0 67.4 2.4 1.91 1.0 1.4 51.1 0.9 2.93 150.1 67.3 0.6 0.8 104.0 87.4 61.0 -r 67.5 2.5 1.83 1.0 1.5 52.5 1.0 3.03 161.8 B7.7>KWEL,iherelore WA 10ke 67.5 73.0 04 67.6 2.6 1.86 1.1 1.5 53.0 1.1 3.08 213.2 88.0>HWEL,dwrefore Wl 104.0 67.6 ".0 0 67.7 2.7 1.00 1.1 1.6 55.1 1.2 3.14 247.7 66.3>HWEL,tl►_refore Wl 164.0 67.7 101.0 to 87.6 2.8 1.90 1.1 1.7 56.4 1.3 320 284.6 88.5>HWEL,tNwefore WA 874 111.0 In 67.9 2.9 1.92 1.1 1.0 57.7 1.4 3.24 3220 88.7>HWEL,therefore WA 87.9 132.0 N -r 88.0 3.0 1.95 1.1 1.9 59.0 1.5 3.28 361.5 08.9>HWEL,therefore WA 88.0 147.0 I,,, 68.1 3.1 1.97 12 1.9 6D,3 1.6 3.30 "0.7 09.0>HWEL,thwefore WA 88.1 163.0 -r; 88.2 3.2 1.99 12 2.0 61.5 1.7 3.91 440.2 86.2 100.0 88.3 3.3 7.00 12 2.1 62.7 1.0 3.31 470.E 88.3 199.0 68.4 3.4 2.02 12 2.2 64.0 1.9 3.31 520.1 88.4 217.0 r� 98.5 3.5 2.04 12 2.3 65.1 2.0 3.31 561.7 15.5 236.0 88.6 3.6 2.D6 1.3 2.3 66.3 2.1 3.31 604.4 8B.6 256.0 w 88.7 3.7 2.08 1.3 2.4 87A 2.2 3.31 648.1 88.7 271.0 88.0 3.8 2.10 1.3 2.5 60.6 2.3 3.31 69Z7 913.0 292.0 88.9 319 2.11 1.3 2.6 69.6 2.4 3.31 738.4 88.9 315.0 00 69.0 4.0 2.13 1.3 2.7 70.8 2.5 3.91 785.0 89.0 836.0 rn N -r Mapler%nod Creek Rsh Channel Splitler.As 0 7163G FlowSpliiler(4) V21M 11;17 W 11. Fish Channel Trapezoidal orifice (H>2'): N O Wei►Crest El= 85.0 ft O rillce Formula: (Ref.: K.M.Bates, Fishway Design Guidelines for Pacific Salmon, WDFW,"2) 0w,ot=Ce(29h)0.5 where: Orirroe Coefficient,C= 0.6 Orifice Area,a= 9 sl Head Dllf erentlal,h'= H-H2 ft w Gravitational Constant,g= 32.2 Wse&2 rx V H.values were delermined by subtracting 0.8'(welr step height)from the weir lailwater depth,dz. a Attached is a stage discharge rating curve developed from FlowMaster calculations for r the fish channel weir lailwater. T r N x x 0 N O N O t0 N '-M eN w C ` rn N Maplewood Creek Fish Channol Splitterxis 7163G Flow Splitler(4) 4/21198 11:18 AM I- Existing Creek Overflow Weir: CV O Weir Crest Elevation Difference = 1.5 ft Weir Crest Ell= 86.5 It Rectangular. Broad-Crested Weir Formula: (Ref.; Brater and King. "Handbook of Hydraulics 1976) Q =C`VHI (Eq 5-53) where: w Weir Coefficient, C = f (H,B) x = 2.67 to 3.31 (see Table 5-3, Brater and King) Crest Length, L= 60 ft a Crest Breadth, B= 1.5 ft r r r z N rz x 0 N O -t N O t0 to N w N .-1 CO O N Maplewood Creek Fish Channel Splitter.xls 0 7163G Flow Splitter(4) 4/21/98 11:39 AM 04/21/98 12:52 FAX 425 602 4020 HARZA NtV DAN CAREY Z1002 Client: 4zt� Job# Date 9� Project: „ , rr-, "' .� ��.�r r-t� BY: date consulting Engineers and Saentists Bellevue,WA (425)602-4000 subject: ��it.J C `�.: Chkd. By: Page Hof r�A�}f.J.ynJL '7^'— d1J-'��/t�J'i,1 G.."-' �- Cc.1---•� �'�_y,G.:% -;K, ;...J p` v 2Q c—c.� — i r J c �J.a�.�' - - - - - - -- - - -1.5 04/21/98 12:52 FAX 425 602 4020 HARZA NIV DAN CAREY Z003 v Fish Weir Tailwater Rating Curve Rating Table for Trapezoidal Channel Project Description Project File p:17163g1designlfishweir,fm2 Worksheet Fish Weir Tailwater Rating Curve Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Constant Data Mannings Coefficient 0.050 Channel Slope 0,013000 ftift Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : v Bottom Width 4,00 ft Input Data Minimum Maximum Increment Discharge 0.00 200.00 1,00 cfs Rating Table Discharge Depth (cfs) (ft) 0.00 NIA 1.00 0.21 2,00 0.31 3.00 0.39 4.00 0.46 5.00 0.52 0-:P U J1 Sul yx 6.00 0,58 7.00 0.63 8.00 0.68 9.00 0.73 10,00 0.77 d 0.8 11,00 0.81 12.00 0.85 13.00 0.89 14.00 0.93 15-00 0.96 tt_ 16.00 0.99 ��0►IA 17.00 1,03 18.00 1,06 19-00 1.09 20.00 1.12 21.00 1.15 22.00 1.18 04/08198 Harza Northwest. Inc. FlowMaster v5.07 01:33:0B PM Haestad Methods, Inc. 37 Brookside Road Wateftwry,CT 06708 (209)755.1666 Page 1 of 5 04/21/98 12:52 FAX 425 602 4020 HARZA NIV 44-# DAN CAREY Z004 .3 Fish Weir Tailwater Rating Curve Rating Table for Trapezoidal Channel Rating Table Discharge Depth (cf S) ."W? 23.00 1-21 24.00 1.23 25.00 1.26 26.00 1,29 27.00 1.31 28.00 1.34 29.00 1.36 30.00 1.38 31.00 1.41 32.00 1-43 33.00 1.45 34.00 1.48 35.00 1.50 36.00 1.52 37.00 1.54 38.00 1.56 39.00 1.58 40.00 1.60 41.00 1.62 42.00 1.64 43.00 1.66 44.00 1.68 45-00 1.70 1, 46.00 1.72 47.00 1.74 48.00 1.76 49.00 1,77 50-00 1.79 51.00 1.81 52.00 1.83 53.00 1.84 --54-00 1.86 56.00 1.90 57.00 1.91 58.00 1.93 59.00 1.95 60.00 1.96 61.00 1.98 62.00 1.99 63.00 2.01 64.00 2-02 6S.00 2.04 66.00 2.06 6-1,00 2.07 04108/98 Harza Northwest.Inc. FlowMaster v5.07 01:33:013 PM Haestad Methods. Inc, 37 Brookside Road Waterbury,CT 06708 (203)755.1666 Page 2 of 5 04/21/98 12.53 FAX 425 602 4020 HARZA NIV DAN CAREY 16005 Fish Weir Tailwat2r Rating Curve Rating Table for Trapezoidal Channel Rating Table Discharge Depth cfs) (ft) 68.00 2.09 69.00 2.10 70.00 2.11 71.00 2.13 72.00 2.14 73.00 2.16 74.00 2.17 76.00 2.19 76.00 2.20 77.00 2.21 78.00 2.23 79.00 2.24 80.00 2-26 81.00 2-27 82.00 2.28 83.00 2.30 84.00 2.31 85.00 2.32 86.00 2.34 87.00 2.35 88.00 2.38 89.00 2.37 90.00 2.39 91.00 2.40 92.00 2.41 93.00 2.43 94.00 2.44 95.00 2.45 96.00 2,46 97.00 2.47 98.00 2-49 99.00 2.50 100.00 2,51 101.00 2.52 102.00 2.53 103.00 2.55 104.00 2.56 105.00 2-57 106.00 2.58 107-00 2.59 108.00 2.60 109.00 2.62 110-00 2.63 111,00 2.84 112.00 2.65 04/08/98 Marza Northwest.Inc. FlowMaster v6.07 01:33:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 3 of 5 04/21/98 12:53 FAX 425 602 4020 HARZA NIT DAN CAREY 2006 Fish Weir Tailwater Rating Curve Rating Table for Trapezoidal Channel Rating Table Discharge Depth cfs) ft 113.00 2.66 114.00 2.67 115.00 2.66 116.00 2.69 117.00 2.70 118.00 2.72 119.00 2.73 120.00 2.74 121.00 2,75 122.00 2.76 123.00 2.77 124.00 2.78 125.00 2.79 126.00 2.80 127.00 2.81 128.00 2.82 129.00 2.83 130.00 2.84 131.00 2.85 132.00 2.86 133.00 2.87 134.00 2.88 135.00 2.89 136.00 2.90 137.00 2.91 138.00 2.92 139.00 2.93 140.00 2.94 141.00 2.95 142.00 2.96 143.00 2.97 144.00 2.98 145.00 2.99 146.00 3.00 147.00 3.01 148.00 3.02 149.00 3.03 150.00 3.04 151.00 3.05 152.00 3.06 153.00 3.07 154.00 3.07 155.00 3.08 156.00 3.09 157.00 3.10 04/08/98 Harza Northwest. Inc. ffowmaster v5.07 01:33:08 PM Haestad Methods, Inc. 37 Brookside Road waterbury,CT 06708 (203)755-1666 Page 4 of 5 07!21/98 12:53 FAX 125 602 1020 HARZA NVV DAN CAREY e 007 �y Fleh Weir Tailwater Rating Curve Rating Table for Trapezoidal Channel Ratinro Tnhle Discharge Depth (0f-) (ft) 158.00 3.11 159.00 3.12 Ian no 3.13 1ti1.UU 3.14 162.00 3.1 S 163.00 3.1G 164.00 3.17 165.00 3.1 166.00 3.15 1G7.00 3.10 169.00 3.20 169.00 3.21 170.00 3.22 171.00 3,23 172.00 3.24 173.00 3.24 174.00 3.25 170,00 3.26 176.00 3,27 177.00 3,28 178.00 3.29 *1 '7') 179.00 0.30 180.00 3.30 191.00 3.31 182.00 3.32 q ,n k 183.00 0.00 184.00 3.34 1 R5 n0 3.35 1 bb.UU 3.35 187.00 3.36 1 S°.00 3.37 189.00 3.38 190.00 3.J9 191.00 3.39 192.00 3.40 193.00 3.41 194.00 3.42 195.00 3.43 190.00 3.43 197.00 9.4d 198.00 3.45 199.00 3,46 200.00 3.47 04MA/4A Marza Northwest,11"0. FlowMaster .5,07 Ota33;OB PM }Iaeetad Mathoda,Inc. 37 Brookalria Rnad Waterbury.CT 06708 (203)755-1666 Page S of 5 04/21/98 12:54 FAX 425 602 4020 HARZA NW DAN CAREY- Z008 Client: a 11er Job# 3 Date 3 16 9f� Consuming Engineers and Scientists Project: B:,JT _ fs By: Date 9ell@vUe.WA (425)602•4000 Subject: �J.SZ6T r',:,� �u ��„- Chkd. By: Page 2- of oZ3 /"Tra:Lr��+-t.G.. %'�L !`GGrr ,;,.�e�.'f,'.l•• L'-�- ri!` L.'�ieCe. bd �J%+S D. � Tb• cc.(.� �(.E�il:� D a g<ol� aL� 7'ht Geed=C t� S�'23 V Gl ' / 7L-vt p O p�v E G.0 L S Fay- (_M_6f.tJ4 2r"C f/_ r4a; 0, 12y.1) 1 ! 11 ff ) 04/21/98 12:54 FAX 425 602 4020 HARZA NIV -+44 DAN CARET Z009 3 talent: �z►'-`" Job # /bZ Date Project: if/a o%+•l' � „�i� By: Date Consuiting Engineers and Scientists / 3 B2nia�ue,wa (425)e02•do0o Subject;�I C/» �a�� -� G�s�L Chkd. By, Page _of ol i Of 4/ter,^ f%St 3 1..� /t.E(G I. / L:1 �� •+ 1 O-�.i l�./ T"+�� GJ L ,� G rr'E.S4 e cre > 1. ' G �� 7"�7 �G/L �--P C ��.is'r S t v HL L'T? e�.� � �•:. G '.�.i1� e. /J - �3..2-Q, �. �-� ff Jai �/S /7' � r �u 0--��✓�,r�.� �'a'r' .S>�c.�O m ems'=( �-.,�CL� DTi.v= c—,-n evC �i C✓e,r ��- Sw6 �Jam" �•� �f � ��-� LIB - �1'0 •� :s r�r��C-J— a-�ovL LvL r c rCs'� 04/21/98 12:54 FAX 425 602 4020 HARZA NW DAN CARET 16010 Client: --_ Job # Date Project: Jf 1,��t 7 (I- G By: �. Date cOnsuJring EnO,nee s and screnUsrs J / Saelevue,WA (425)602-4000 Subject; /i l 'r .La11aUf lie", Chkd. By: page .4 Of •�� .Z r \e_;,— V4, S/ �.s s �l3/, + S�Sf/ 3/� _ SAS o.3Sjr, 0 Fish Channel - First Entrance Weir Weir Flow Rating Curves Elevation Head, H Ill)__[ Ui O� QT HZ (Hz/H)z s Q•ub ' ft ft cfs cfs cfs cfs It cfs In iy 66.4 0.0 0.0 0.0 0.0 0.0 0.0 0.00 00 66.5 0.1 0.1 0.0 0.0 0.1 0.0 0.00 66.6 0.2 0.3 0.1 0.0 0.4 0.0 0.00 66.7 0.3 0.6 0.3 0.0 0.8 0.0 0.00 1fi 0 66.8 0.4 0.9 0.5 0.0 1.4 0.0 0.00 66.9 0.5 1.3 0.9 0.0 2.2 0.0 0.00 0 67.0 0.6 1.8 1.4 0.0 3,2 0.0 0.00 0 67.1 0.7 2.3 2.1 0.0 4.4 0.0 0.00 67.2 0.8 2.9 2.9 0,0 5.9 0.0 0.00 67.3 0.9 3.6 4.0 0.0 7.6 0.1 0.00 67.4 1.0 4.3 5.1 0.0 9.5 0.2 0.02 67.5 1.1 5.1 6.5 0.0 11.6 0.3 0.04 67.6 1.2 6.0 8.1 0.0 14.1 0.4 0.06 67.7 1.3 6.9 9.9 0.0 16.8 0.5 0.09 N 67.0 1.4 7.9 11.9 0.0 19.8 0.6 0.12 y 67.9 1.5 8.9 14.2 0.0 23,1 0.7 0.15 z 66.0 1.6 10.1 16.7 0.0 26.6 0.8 0.18 68.1 1.7 11.3 19.4 0.0 30.7 0.9 0.20 6B.2 1.6 12.6 22.4 0.0 34.9 1.0 0.23 x 68.3 1.9 13.9 25.6 -0.1 39.4 1.1 0.26 !2 68.4 2.0 15.3 29.1 -0.3 44.2 1.2 0.28 : 0 i 68.5 2.1 16.8 32.9 -0.5 49.2 1.3 0.30 68.6 2.2 18.4 37.0 -0.9 54.5 1.4 0.32 Yz 68.7 2.3 20.1 41.3 -1.4 59.9 1.5 0.34 68.8 2.4 21.8 46.0 -2.1 65.6 1.6 0.36 y x 68.9 2.5 23.6 50.9 -2.9 71.5 1.7 0.38 1 69.0 2.6 25.5 56.1 -4.0 77.7 1.8 0.40 69.1 2.7 27.5 61.7 -5.1 84.0 1.9 0.42 69.2 2.8 29.5 67.6 -6.5 90.5 2.0 0.43 69.3 2.9 31.7 73.8 -8.1 97.3 2.1 0.45 69.4 3.0 33.9 80.3 -9.9 104.2 2.2 0.46 69.5 3.1 36.2 87.1 -11.9 111.4 2.3 0.47 0 r r WSDOT Culvert Entrance Weir. WSDOT Culvert Entrance Weir: WSDOT I INCA trapezoidal weir design for the uppermost weir on the SR169- Maplewood fish ladder. � Analyzed as a composite weir: Qom,,+ Q, (Rot.:A Liou's calcs, 3/13/95)) t to 00 Weir Crest El= 66.4 ft r Rectangular. Sharp-Crested Weir Formula: (Ref,: Braler and King. "Handbook of Hydraulics". 1976) -horizontal weir crest section between sloped weir crest sections Qr =C'L'HY2 (Eq. 5-10) y where: ' Weir Coefficient, C = 3.22 + 0.44(H I P) (Eq 5-40) i P = 0.4 ft(weir crest height above culvert invert) rn Crest Length,L= 1 it N 0 N 0 V-notch, Sharp-Crested Weir Formula: (Ref.: Braler and King. "Handbook of Hydraulics 1976) composite of right and left sloped weir crest sections at H= 1.7', the sloped crest sections meet the cutverrs verticai walls. This is accounted for by subtracting Qa= 2.5 tan(6/2)'(H-1.7)2.5 from 02. 1.7'is the height above the weir crest where the sloped crest sections meet the culvert walls . This adjustment is only made when H a 1.7' x Q2=2.5 tan(9/2)'H25 (Eq. 5-45) N where: y Crest Horizontal Dimension,x= 3.5 fl z Crest Vertical Dimension, y= 1.7 ft tan (0/2)= 2.06 (=x/y) Weir angle, 0= 128.2 degrees 1 1 1 Submerged Sharp-Cresled Weir Formula: (Ref.: Braler and King. "Handbook of Hydraulics". 1976) d Qeub/Q = (1-(H2/H)n)0.785 (Eq. 5-50) z where: 0= Unsuberged Discharge at H M Qsub = Suberged Discharge H21H = Ratio of downstream to upstream head n=. 2.5 (Exponent in the free discharge equation) ` It has been assumed that the weir headwater-tailwaler difference (H - 1-112)will remain constant at 00(the SR169 fish ladder step height). 0 r n� CD Fish Channel - First Entrance Weir r Weir Flow Rating Curves N Elevation Head, H Qv-notch G? ,eat Quasub H27(H2 I H)z.s Qeub ItCA fi cfs cfs cfs ft cts y 66.4 0.0 0.0 0.0 0.0 0.0 0.00 66.5 0.1 0.0 0.1 0.1 0.0 0.00 u 66.6 0.2 0.1 0.3 0.4 0.0 0.00 ul 66.7 0.3 0.3 0.5 0.8 0.0 0.00 CD 66.8 0.4 0.5 0.8 1.4 0.0 0.0010 N 66.9 0.5 0.9 1.2 2.1 0.0 0.00 1 0 67.0 0.6 1.4 1.5 3.0 0.0 0.00 j 67.1 0.7 2.1 2.0 4.1 0.0 0.00 67.2 O.S. 2.9 2.4 5.3 0.0 0.00 67.3 0.9 4.0 2.8 6.0 0.1 0.00 67.4 1.0 5.1 3.3 8.5 0.2 0.02 67.5 1.1 6.5 3.8 1 DA 0.3 0.04 0 x J- 67.6 1.2 8.1 4.4 12.5 0.4 0.06 ' x N 67.7 1.3 9.9 4.9 14.9 0.5 0.09 y 67.8 1.4 11.9 5.5 17.5 0.6 0.12 z 67.9 1.5 14.2 6.1 20.3 0.7 0.15 68.0 1.6 16.7 6.7 23.4 0.6 0.18 68.1 1.7 19.4 7.4 26.8 0.9 0.20 68.2 1.8 22.4 8.0 30.4 1.0 0.23 68.3 1.9 25.5 8.7 34.2 1.1 0.26 68.4 2.0 28.9 9.4 38.3 1.2 0.28 t 68.5 2.1 32.4 10.1 42.5 1.3 0.30 z 68.6 2.2 36.0 10.9 46.9 1.4 0.32 68.7 2.3 39.9 11.6 51.5 1.5 0.34 68.8 2.4 43.8 12.4 56.2 1.6 0.36 a 68.9 2.5 47.9 13.2 61.1 1.7 0.38 �► 69.0 2.6 52.1 14.0 66.1 1.8 0.40 ,? 69.1 2.7 56.5 14.8 71.3 1.9 0.42 a 69.2 2.8 61.0 15.6 76.6 2.0 0.43 y � 69.3 2.9 65.6 16.4 82.0 2.1 0.45 ' 69.4 3.0 70.3 17.3 87.6 2.2 0.46 i 69.5 3.11 75.2 18.2 93.3 2.3 0.47 ._ Cl r c., WSDOT Culvert Entrance Weir: WSDOT/INCA trapezoidal weir design for the uppermost weir on the SR169 - Maplewood fish ladder. CD Analyzed as a composite weir: Qv-nutch+ Qrark (Ref.:A Liou's calcs, 3113195)) r Weir Crest El = 66.4 ft V-notch Sharp-Crested Weir Formula: (Ref.: Braler and King. "Handbook of Hydraulics", 1976) -composite of right and left sloped weir crest sections -at H = 1.7% the sloped crest sections meet the culvert's vertical walls.This is accounted for by y subtracting Qa 2.5 1an(9/2)"(H-1.7)2'5 from Q,,_m h. 1.7' is the height above the weir crest where the sloped crest sections meet the culvert walls . This adjustment is only made when H >1.7' N Q,-noIah=2.5.tan(0/2)*H2-' (Eq. 5-45) o, 0 where: Crest Horizontal Dimension, x= 3.5 It 0 Crest Vertical Dimension,y= 1.7 ft C. Ian (0/2)= 2.06 (= x/y) Weir angle, 0= 128.2 degrees Rectangular. Sharp-Crested Weir Formula: (Rot,: Bralerand King. "Handbook of Hydraulics". 1976) x - horizontal weir crest section between sloped weir crest sections y Q C.E„H3/2 (Eq. 5-10) z reciangulw = where: Weir Coef tic lent, C = 3.33 (Rel.:A Liou's caics, 3/13/95)) Crest Length, L= 1 ft 1 1 Submerged Sharp-Crested Weir Formula: (Rel.: Braler and King. "Handbook of Hydraulics". 1976) y v Q2/Q=(1-(H2/H)n t0,395 (Eq. 5-50) 7 r where; Q = Unsuberged Discharge at H 7° 02 = Suberged Discharge •1�. H2/H= Ratio of downstream to upstream head " n = 2.5 (Exponent in the free discharge equation) ; It has been assumed that the weir headwater-tailwater diflerence (H - Hz) will remain constant at 0.8' (the SR169 fish ladder step height). � 0 r Maplewood Creek Fish Channel C-t----lnlnir Galin„ C'.IIR/P (91 3/30/96 10:36 AM %:.I 04/21/98 12:56 FAX 425 602 4020 HARZA NW DAN CAREY 015 I "ARZA A, Date Project: BY: Date Corsufring engineers and Scientists (I-- BL.Ilevue.WA (d2S)502-4000 Subject; Chkd. By: Page of JL 4-� .0 T7 A 2-11 1 o 2, A 6 0 < 41 < s—x < 41 <1 _?. 0 Fish Channel - First Entrance Weir Weir Flow Rating Curves cc r ro ul M66.16 Head, H' 01 02 O Hx (HZ/ H)Z." n cis cts c1s ft cls y 0.00 0.04 0.0 0.0 0.0 0.0 0.00 n 66.3 0.14 0.0 0.0 0.0 0.0 0.00 " 66.4 0.24 0.1 0.0 0.1 0.0 0.00 C. N 66.5 0.34 0.4 0.0 0.4 0.0 0.00 66.6 0.44 0.7 0.0 0.7 0.0 0.00 C. N 66.7 0.54 1.1 0.0 1.1 0.0 0.00 C:� 66.8 0.64 1.7 0.0 1.7 0.0 0.00 . 66.9 0.74 2.4 0.0 2.4 0.0 0.00 67.0 0.04 3.4 0.0 3.4 0.0 0.00 67.1 0.94 4.4 0.0 4.4 0.1 0.01 67.2 1.04 5.7 0.0 5.7 0.2 0.03 ,.- x 67.3 1.14 7.2 0.0 7.2 0.3 0.05 _ N 67.4 1.24 8.9 0.0 8.9 0.4 0.08 y 67.5 1.34 10.8 0.0 10.8 0.5 0.10 z 67.6 1.44 12.9 0.0 12.9 0.6 0.13 r 67.7 1.54 15.2 0.0 15.2 0.7 0.16 67.8 1.64 17.8 0.0 17.6 0.8 0.19 67.9 1.74 20.7 0.0 20.7 0.9 0.22 -__ 68.0 1.84 23.7 0.0 23.7 1.0 0.24 6B.1 1.94 27.1 0.0 27.1 1.1 0.27 4N. 63.2 2.04 30.7 0.0 30-7 1.2 0.29 z 68.3 2.14 34.6 -0.1 34.5 1.3 0.31 68.4 2.24 38.8 -0.3 38.5 1.4 0.33 Y x 68.5 2.34 43.3 -0.5 42.7 1.5 0.35 68.6 2.44 48.0 -0.9 47.1 1.6 0.37 68.7 2.54 53.1 -1.5 51.6 1.7 0.39 68.8 2.64 58.5 -2.1 56.3 1.8 0.41 b 68.9 2.74 64.2 -3.0 61.2 1.9 0.42 69.0 2.84 70.2 -4.0 66.2 2.0 0.44 69.1 2.94 76.5 -5.2 71.3 2.1 0.45 69.2 3.04 1 83.21 -6.6 76.6 2.2 0.47 : 19 0 69.3 3.14 90.2 -8.2 82.0 2.3 0.4B ~ 69.4 3.24 97.5 -10.0 87.5 2.4 0.49 a4 f-1 a a4 1(1.,_2 -12.0 93.2 2.5 0.50 _ WSDOT Culvert Entrance Weir: WSDOT/ INCA trapezoidal weir design for the uppermost weir on the SR169 - Maplewood fish ladder. r Analyzed as a V-notch,composite weir: 01 -02 Actual Weir Crest El = 66.4 it N Assumed V-notch Weir Crest El = 66.16 It V-nolch Sharp-Crested WeirFormula: (Ref.: Brater and King. "Handbook of Hydraulics". 1976) -trapezoidal weir approximated as V-notch weir Ut -assumes flow contribution between El 66.16 and El 66.4 is negligible M - at H' = 1.94', the sloped crest sections meet the culvert's vertical walls. This is accounted for by subtracting 02 =2.5 tan(6/2)"(H-1.94)2'S from 0Z. 1.94-is the height above the assumed weir crest CD where the sloped crest sections meet the culvert walls . This adjustment is only made when H' >1.94' o 01 =2.5 `tan(9/2)'Fi2-r' (Eq. 5-45) where: Crest Horizontal Dimension, x= 3.511 Crest Vertical Dimension, y= 1.7 1t tan (0!2)= 2.06 (= x/y) x y x Weir angle,0= 128.2 degrees N •z Submerged Sharp-Crested Weir Formula: (Ref.: Brayer and King. 'Handbook of Hydraulics 1976) Osvb/Q ={1-(H2/H)n)D.9B5 (Eq. 5-50) where: 0 = Unsuberged Discharge at H ` 1 sub= Suberged Discharge d H21H = Ratio of downstream to upstream head ' z n = 2.5 (Exponent in the Iree discharge equation) 7G [*7 Fc; 11 has been assumed that the weir headwater-tailwaler difference (H- 1-12)will remain constant at Off (the SR169 fish ladder step height). Maplewood Creek Fish Channel CD D 7163G Splitter.xis -Entrance Weir Rating Curve (2) 3/30198 10:36 AM 04/21/98 12:58 FAX 425 602 4020 HARZA NW DAN CARET Z 018 #f/ Sh WSDOT Culvert Entrance Weir: WSDOT 11NCA trapezoidal weir design for the uppermost weir on the SR169-Maplewood fish ladder. Analyzed as a composite of incremental rectangular weir segments Weir Crest El= 66 a ft Segment Discharge,d0(efs) Flow Segment 1 2 3 4 5 6 7 8 9 10 11 Ave.Crest Height, P(ft) 0.4 0.5 0.6 0-7 0,8 0.9 1 1,1 1.2 1.3 1.4 Segment Width, dW(ft) 0,60 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 24.76 7.11 6.68 6.27 5.97 5.48 5.11 4,75 4,41 4.08 3.77 23.26 6.68 6.27 5.87 5.48 5.11 4,75 4.41 4.08 3.77 3.46 21.82 6.27 5.87 5.48 5.11 4.75 4.41 4.08 3.77 3.46 3.18 20.43 5.87 5.48 5.11 4,75 4.41 4.08 3.77 3.46 3.18 2.90 19.09 5.48 5.11 4,75 4.41 4.08 3.77 3.46 3.18 2.90 2.64 17.80 5.11 4.75 4.41 4.08 3.77 3.46 3.18 2.90 2.64 2.39 16.56 4.75 4.41 4.08 3.77 3.46 3.18 2.90 2.54 2.39 2.15 15-37 4.41 4.08 3.77 3.46 3.18 2.90 2.64 2.39 2.15 1.93 14.23 4,08 3.77 3.46 3.18 2.90 2.64 2.39 2.15 1.93 1.72 13.14 3.77 3.46 3.18 2.90 2.64 2.39 2.15 1.93 1.72 1.52 12.09 3.46 3.16 2.90 2.54 2.39 2.15 1.93 1.72 1.52 1.33 11.10 3.18 2.90 2.64 2.39 2.15 1.93 1,72 1.52 1.33 1.16 10.15 2.90 2.64 2.39 2.15 1.93 1.72 1.52 1.33 1.16 0.99 9.24 2,64 2.39 2.15 1.93 1.72 1.52 1.33 1.16 0.99 0.84 8.38 2.39 2.15 1.93 1.72 1.52 1.33 1.16 0.99 0.84 0.71 7.57 2.15 1.93 1.72 1,52 1,33 1.16 0.99 0.84 0.71 0.58 6.80 1.93 1.72 1.52 1.33 1.16 0.99 0.84 0.71 0.58 0.46 6.08 1,72 1.52 1.33 1,16 0.99 0.84 0.71 0.58 0,46 0.35 5.39 1.52 1.33 1.16 0.99 0.84 0,71 0.58 0.46 0.36 0.27 4.75 1.33 1.16 0.99 0.84 0.71 0.58 0.46 0.36 0.27 0.19 a,16 1.16 0.99 0.84 0.71 0.58 0.46 0.36 0.27 0.19 0.12 3.60 0.99 0,84 0.71 0.58 0.46 0.36 0.27 0.19 0.12 0.06 3.08 0.84 0.71 0.58 0.46 0.36 0.27 0.19 0.12 0.06 0.02 2.60 0.71 0.58 0.46 0.36 0.27 0.19 0.12 0.06 0.02 2.17 0.58 0.46 0.26 0.27 0.19 0.12 0.06 0.02 1.77 0.45 0.36 0,27 0,19 0.12 0.06 0.02 1.41 0.36 0.27 0.19 0.12 0.06 0.02 1.09 027 0.19 0.12 0,06 0.02 0.80 0,19 0.12 0.06 0.02 0.56 0.12 0.06 0.02 0.35 0.06 0.02 0.19 0.02 0.06 0.1 dH Rprtangutar Sh rrrCrested Weir FormuLju (Ref.: Brster end Kfn 0.1 OP dO=C'dW'H= (Eq.5-10) 0.205882353 dW where: 1 8 Weir Coefficient,C= 322+0.44(H/P) (Eq 5-40) 04/21/98 12:58 FAX 425 602 4020 HARZA NW DAN CAREY 16019 3(2) 12 13 14 15 16 17 18 1.5 1.6 1.7 1.8 1,9 2 2.1 Head, H Dunsub Hz (Hz/H)� Qsue Elevation 0.21 0-21 .21 0.21 0.21 0.21 0.10 ft cfs) (cfs) (ft 3.46 3.18 2.90 2.64 2.39 2.15 0.96 3.3 192.0 2.5 0.50 147.1 69.7 3.18 2.90 2.64 2-39 2.15 1.93 0.86 3.2 178.4 2.4 0.49 138.0 69.6 2.90 2.84 2.39 2.15 1.93 1.72 0.76 3.1 165.4 2.3 0.47 129.1 69.5 2.64 2.39 2.15 1.93 1.72 1.52 0.67 3.0 152.9 2.2 0.46 120.6 69A 2.39 2.15 1.93 1.72 1.52 1.33 0.58 2.9 141.0 2.1 0-45 112.3 69.3 2.15 1.93 1.72 1.52 1.33 1.16 0.50 2-8 129.6 2.0 0.43 104.3 69.2 1.93 1.72 1.52 1.33 1.16 0.99 0.42 27 118.7 1.9 0.42 96.5 69.1 1.72 1.52 1.33 1.16 0.99 0.84 0,35 2.6 108.4 1.8 0.40 89.1 69.0 1.52 1.33 1.16 0.99 0.84 0.71 0.29 2.5 98.6 1.7 0.38 81.9 68.9 1.33 1.16 0.99 0.84 0.71 0.58 0.23 2-4 89.3 1.6 0.36 75.0 68.8 1.16 0.99 0.84 0.71 0.58 0.46 0.18 2,3 80.5 1.5 0.34 68.4 68.7 0.99 0.84 0.71 0.58 0.46 0.36 0.13 2.2 72.2 1,4 0.32 62.1 68.6 0.84 01.71 0.58 0.46 0.36 0,27 0.09 2.1 64.4 1.3 0.30 56.1 68.5 0.71 0.58 0.46 0.36 0.27 0,19 0.06 2.0 57.1 1.2 0.28 50.3 88.4 0.58 0.46 0.36 0.27 0.19 0.12 0.03 1.9 50.2 1.1 0.26 44.9 68.3 0.46 0.36 0.27 0.19 0.12 0.06 0.01 1.8 43.9 1.0 0.23 39.7 68.2 0.36 0.27 0.19 0.12 0.06 0.02 1.7 38.1 0.9 0.20 34.9 68.1 0.27 0.19 0.12 0.06 0.02 1.6 32.9 0.8 0.18 30.4 68.0 0.19 0.12 0.06 0.02 1.5 28.0 0.7 0-15 26.3 67.9 0.12 0.06 0.02 1.4 23.7 0.6 0.12 22,5 67.9 0.06 0.02 1.3 19.8 0.5 0.09 19.1 67.7 0.02 1.2 16.4 0.4 0.06 16.0 67.6 1.1 13.4 0.3 0.04 13.2 67.5 1.0 10.7 0.2 0.02 10.7 67.4 0.9 8.4 0.1 0-00 8.4 57.3 08 6.5 0.0 0.00 6.5 67.2 Q7 4.8 0.0 0.00 4.8 67.1 0.6 3.5 0.0 0.00 3.5 67.0 0.5 2.4 0.0 0.00 2.4 66.9 0.4 1.5 0.0 0.00 1.5 66.8 0.3 0.9 0.0 0.00 0.9 66.7 0.2 0.4 0.0 0.00 0.4 66.6 0.1 0.1 0.0 0,00 0.1 66.5 Handbook of Hydraulics"_ 1976) ge 1 04/21/98 12:58 FAX 425 602 4020 HARZA NW DAN CAREY E 020 �25ig8 16:29 FAX 425 233 2541 /i41 o EC K 0 L AT EST 1� o T� .� �v C•4 Gc�j'S R .D eyl l �;,ir ICl f�DuJr1 UT' r3 f ^1 Scn7 wl 00 ? 3 -fib- -3 A 6 G.4 ~ .M. Nti4. W. kr «n 5tArlr*4ee D�rsG o•+ 6y — Gel� a o hslL Q,385 QS 4 y,2 Q Gz. $— H2 = 62.0 - 2.b �zo� '•� 0.� 2 5. 01 f� (3. 33 ) ��.� ) t 2.33) 43. a � 0.12 5.36 2. 15 j.s _ 14 � 0. 12 � POP, t-,W T+R E W E� 2 G. Y v,rar9t EL = 4S- S 04/21/98 12:59 FAX 425 602 4020 HARZA Nil' DAN CAREY z 021 T7/ 4prW7 NORTHWEST, INC. Engineers and Scientist: PROJECT:M,r QG somA Dg G n oo BY:A — DATE -5/0 LENT: JOB t: CHKD. BY: DATE OBJECT: DO S F'S� I Add -Cs F6Arrj ra?, PAGE: r OF �4-�---- R 5 6..1?. l 4. l _ �.o.3D 18 `1 ,, _— o.►s -5-.S— o zn 04/21/93 12:59 FAX 425 602 4020 HARZA NIV DAN CAREY 16022 OG'T RIPRAP v1p oQ ov cpc00�4CpC�a� �e04 o oc°O C�°4 °o 0c, o O^ R R! ff -0 ° a;v �-� �cc°+oQ .n��.?or .,0� �R p Off° CO oo�4 ECG QG00 �0 ^ 1 0O O o Do o�o o o Boa° i� :� ��. o0 0•q0 oa ova o°c°°o, oa o ` ��Oano'COaO �` o ° 0 Ga 0 GapQop p o � C C/9 o Cp as a p c Q G C RIPR.�P 2EGFN � 0+00 ' EXP. JOIN A,P F`N 0�59 f CONC APRCN w 0+4t '= EXP• JOIN. r^N 0+71 1? 22344-68.64= IcRMINATt CHAIN-LINK FENCE AT ply 0+93.16 CuQ$ 0); FISHWAY 9RI0GG HANORAIL GRAIN-LINK FENLF TYPE 1 41TI RAFLFNG TYPE 2 --T f a J I I �iqt 8 [GGE F= n RAILING TYPZ 3 .I RAILING TYPE 3--, C E;KP. JOINT FW' 1+09.14 RAILING TYPE l -=—T•- — _ 'I i I EXIS7-rNG 42'o METRO SS MFi SR 169 1 d67+37= FW 1+31 'rL= -j` FW 1+25 {I' BAN VARIES 1 " 71- `ll �1 11 FW 1+41 II SR 169 II i II H Il II 6' x 4' CULVERT " SM. PLAN B-S II Ir SR 169 1467t:7- (EXCEPT THAT TOP ' II Fw 1+46 �. & SOT. SLAB THICKNESSES ii CURB 1 ARE 8'• NOT 6') r I I r rl sr WALKWAY N II II n it li FW 1+87 I! I 11 INLET. SE� ST?i ENO FW PLAN 3-6a • i PLAN SCALE 1--1c i SR 169. ' FWl Washington State 196 M AVE SEfJMS ROAD Departinent of Transportation To 2 fi0- . _ 1 _ _ I�• •FI9•iWA`f UIYDUT`11ND-SECTIONS 333 �►so.� 04/21/98 13:00 FAX 425 602 4020 HARZA NIV DAN CAREY Z023 a 6" FILLET. T'P- 1 CONSTR. JOINT, TYP- 1 -0" ?i 0 F 55 d5 r 33UT - - - - MAX N W_ 1 C —0" -CONSTR. JOINT 11/2' X 10' CONT. Fifi 9 KEY (TYP.) lo 17�t5 T BE ;RIZ. TO ;RFFICIENT 8'0- 9- ISOMETRIC VIEW (TYP.. WALLS) SECTION A CORNER .BAR PLACEMENT u-0 -� 2 CO. SPA. SYM. ABOUT 4 Ft #s 0 10' O F6 15 0 5- 8#5 a 12- MAX u F044 #4 � 7 po 6- FILLET, TYP. CONSTR. JOINT, TYP.ABOUT2--0' ONSTR. JOINT, TYPI 11/2" X 10' CONT. IKEY (�.) BOND BREAKERSTYROFOAkM IA"( BE HORIZ �Torl E.xISTINC I+E?ROSUFFIC 42' SEA PIPE SEE kiF'W71 ,P. �Jy VARIES FROM 6'-0' TO 8'—O' TRANSITIONS FTtOu 0 F W 1+31 TO ISOMETRIC VIEW g' SECTION 0 FW t+41 CORNER BAR PLACEMENT (T1M_ WALLS) STATE Ar0 PROJ. NO WNCTON �o wAstt YI N. � MAC 93WO40 WSMA PE w• cT m& NDEftSON PEVATEJ. REMSgOM RRIAlop,51 04/21/98 13:00 FAX 425 602 4020 HaRZa NIV DAN CaREI Z024 71.5 --.• .-.. .... 1q.. 1• 1i ` j�.` .t....... j 64.760,4 TOP CF SIDEWALL. 80Tk SIDES 59 - 57. - P, JOIN? EXISTING METRO 42' SS J i EXISTING CONCRETE J EXPANSION JOINT 8-0• : C 9EOOiNG _ Slit. C .... ......... ....�: ..... ... ... ................. .. POl7 TIRENE FOAM :.............................:.........:...............................,. .................0.....•........t. 1 30 70 80 90 1+CO 1+1 +20 + CENTERLINE VERT, _FT SIDEWALL , B: #A O 12• RIGHT SIDEWALL FINISHED GRADE FISNWAY 8AR LIST REFERENCES 1 :@38AR ZONE ZONE ?ONE ZONE ZONE �lel� loll f � EL t 2 3 4 5 p F55 F48 F54 F46 F76 a F57 747 F56 P47 F77 C F62 F65 P60 F61 F59 c6 O 6' F67 F58 F63 2- CLR. C: #4 Q 12' E.F. F64 O 12' E.F. (TYP.) . F69 j4 0 12' TOP d 80T. (FW 0-18 TO Fw 0+02) 3' CL.:R. 6- FILLET (TYP.) �O f4 0 12' TOP &BOT. (FW 0-02 TO FW 0+07) (Typ') F48)4 0 12- TOP 2• CtR F7t 14 0 12- 7OP d DOT. (FYI 0+05 TO FW0+s5G 3' CLR I r r 1t�2• X io' CONT. KEY (TYP.) F49 J6 0 6' BOT. I 1 _0' c� NOiL FTSHWAY.WALL ZONES ARE IOENTIFIED AS FOLLOWS' ZONE 1 - LEFT SIDEWALL FW 0-iS TO FW 0+00 ZONE 2 - LEFT SIDEWALL FW 0+00 TD FW 0+45 iD ZONE 3 - RIGHT SIDEWALL FW 0-05 TO FW 0+16 ZONE 5 - BOTHT I EW LLS FW-0+4S TO FW 0SIDALL FW O+iS TO FW +71 SECTION A SR 169 FW2 WasWon State ►%-rH AVE SZ/JONES ROAD Department of Transportation to MAPLEWOOD • - or FISHWA7 ELEvATIOP[ AND SECTION 3a3 04/21/98 13:00 FAX 425 602 4020 HARZA NW DAN CAREY" Z 025 ... ...... u� a.......................I< ... _ ••----... . O I` }W - EXISTING GRADE DN LEFT SIDE .63.55 i{1 _ .._.... I ....,,... E: 10xP--YEAR•:...... — ..... P w f000D—� o Q EXISTING GRADt ON RIGHT SIDE: fl�...... SLOpE= 107- .f.. .. ; W TOP DF IEFT SIDEWALf� 5t 6 r...... �. S..A.,.. ,n, .•;• L = r7 ......... 47.B SLOPE-. oy C EXPANSION JOINT : TOP OF RIGHT SIDEWALL :... ............... 2DrLE 3 i T�P, : 'ONE 4 RIGHT IOEWALL: ZONE 1 : :ZONE Z ; LEFT SIDEWAL L _ig...... _.. O.............. :�- ............,..Zo....,..........,.30..._.._........ 4o .... SECTION THROUGH FISH) SCALE. 1'. 5' HORIZ. I'm ....... ......... _ ........_........ ---..., �++ 6' X 4, 90X C JLVERT# W x yr SID PLAN $-5 n vi _+ ................................. z Fw 1+4.6 _ - D¢.taIN•d.E 7. :SEE c... SO•Ps�1F 8-6b 7 0 .... _. ... ....... ...... Q vai•�' C= °o% oG o N ....... ....... :C p I #NOTE. f INCREASc THICKNESS:OF S M.:PLAN - = : TOP AND BOTTOM SLAB FROkc 6' _ ..To SEc-SECTION - ......rvm 1+40 .............1+50 ........ ..-1+60......: ......1+70 1+80 ...... 1+90 ... 2+00 SECTION THROUGH FISHWAY CENTERLINE SCALE: 1"- 5' HORIZ. I"= 5' YcRT. SATE FED. NO PROD. NO S. BULJNGipN 10 WAS .(((9 Y• PLANCJQi N. � rwgir L WAD 53WO40 P�rt—PsAti6rw. PE carrier ra ANOETSON PE BY�• WTE 04/21/98 13:01 FAX 425 602 4020 HARZA NW DAN CaREY 16026 � WATER FtOw - 3/a" STAINLESS STEEL PLATES w/ 5EVELS AS SHOGUN X 211/t6" HEADED ANCNCR O t2' SPACING. STAINLESS STEEL NELSON H44- OR APPROVED EQUAL STAGGER PLACEMENT OF ANCHORS IN TTiE TWO ROWS YPICAL TOP OF WEIR HZ 015 Ty?. "1� SR 169 ' F1N3 w8S�1Q1Qt0A S�StA 1W.61 AYE SE/JOWS ROAD 1 0of Tansaa�on O 1wO0O Dpatenm 04/21/98 13:01 FAX 425 602 4020 HARZA NIV 444 DAN CAREY Z 027 SLOPINC FACE w/ 6' TYP., 90' HOOK STAINLESS STEEL w/ 1'-0' EXTENSION NG.SEE PLATES (Nor SHOWN) ---7— t + r 2"CLR. t . ;T Fw5) �1 s t CLR wwF ax-i - D11x011,�\(TYP.) 'F`2 15 0 6' — CENTERED IN WALL 75-#5 0 12. g_(TYp ) SIDEWALK 15 06' 5' FILLET CLR. ; I I F dNSION JOINT !� Il � I�I IiI I IIi I!!!l I1 ! 15' FROM VERTICAL_— CONfxT. F 1 -0 3'-6- �5. CON F?o jT I E: II FACE Sue REINF. TYPICAL WEIR ELEVATION SHOWN FOR DETAIL A RITY. 7EIT F15 #5 1 10- 1 8#5 Flfi 15 OR FT7 #5 TR, F15 p5 rrP. Fl j5 F5 f O F07 15 l' X ='/:' X 3'-0' F20 j7 NOTCH. Ix CULVERT t I I L WALL (T`l?.) F6 FS 3 i t (F7]lu SPECIAL REWOVAeLE H 1 WEIR (SEE SHT. FW4) Ft0 15 0 1Z- Fll O� I L f5 i Fl p5 O F00 #7 I F16 15 OR F17 15 TYP, �, Flt 15 fly #5 F18 p F10 #5 I FZ1 #5 F SECTION AT CENTERLINE Ft9 SECTION AT WALL rc--\ STATEFED. ND PROJ. NO t 0 WASH S. BIILCWGipN � LNELIftC�'KY cos Kam " I. AWAD 93WO40 ENcsL T.C. HAUS(RA'PE cortA.CT rn ream . YDY: RQ. AHot3?SOIt PE . .,T SK)N gY APP'D 04/21/98 13:02 FAX 425 602 4020 HaRZA NW DAN CAREY- 16028 `f, - Ft] /S FT7 {5 -- f18 ja -r • � f l i ; + j I + I I I i + I . t + i' t v DETAIL A DETAIL __ ® T1P, WALL RQNf. TW 3A& TW FAa RSNF. TC (eOT. 9_4 MT. FACE 51u.) (8 t I as soz cam Y 2'Yta• t o ELSZ 30 �—NOTCH (T7P.) t• L 7 Z i JC�3 LONC I t C A?iI�Dn I + t L3t :I t Et62 a0 t %� 1 ( swl t •HE.wD •-• CONCREZE 3,�, mos 0 Ea VA. ELEVATION—REMOVABLE WEIR SECTION mir-tsurr KO PROD. NO 10 H W'A S aNl.tINGTO T- 8A11f :93W;ZO40 PE ra �- t!Q AAIDQLSC>N P! 1VIAPLEWOOD CREEK FISH CHANNEL PROJECT- C o �y CrrY OF RENTON STORM WATER DRAINAGE NOTES* (THE FOLLOWING NOTES ARE REWIRED BY THE CITY OF RENTON TO APPEAR ON THESE PLANS SOME NOTES MAY NOT APPLY TO THIS PROJECT. PROJECT PLANS AND SPECIFICATIONS TAKE PRECEDENCE OVER THESE NOTES.) SHEET NO. DRAWING DESCRIPTION ,,•�„ 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE—CONSTRUCTION MEETING MUST BE HELD WITH THE CITY OF RENTON DEVELOPMENT SERVICES DIVISION, PLAN REVIEW PROJECT MANAGER. . 1 PROJECT LOCATION MAP AND DRAWING INDEX 2. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE "STANDARD 2 PROJECT SITE PLAN SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION" PREPARED BY W.S.D.O.T., 3 SITE PLAN A AND PROFILE AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA), AS AMENDED BY THE CITY OF RENTON. 4 SITE PLAN B AND PROFILE 3. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH 5 SITE PLAN C AND PROFILE ARE ON FILE WITH THE CITY OF RENTON. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE 6 SITE PLAN D AND PROFILE WRITTEN APPROVAL FROM THE CITY OF RENTON DEVELOPMENT SERVICES DIVISION. s 7 SITE DETAILS AND SECTIONS 8 SPLITTER STRUCTURE AND FISH LADDER GRADING PLANS 4. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 9 TYPICAL CHANNEL SECTIONS 5. DATUM SHALL BE U.S.G.S. UNLESS OTHERWISE APPROVED BY CITY OF RENTON. REFERENCE BENCHMARK 10 BOX CULVERT CROSSING DETAILS AND ELEVATION ARE NOTED ON THE PLANS. 11 LOG DROP STRUCTURE PLAN, SECTIONS, AND DETAILS 12 FISH HABITAT STRUCTURE DETAILS - 6. ALL SEDIMENTAIION/EROSIONY,M MUST BE SS MUST.O IN OPERATION PRIOR TO CLEARING AND BUILDING CONSTRUCTION.:AND THEY�I,tUST BE SATSFAC70RILY MAINTAINER`-UNTIL-CONSTRUCTION t5-COMPLETED 13 STANDARD CONCRETE AND REINFORCEMENT DETAILS AND THE POTENTIAL FOR ON-SITE EROSION HAS PASSED. 14 SPUTTER STRUCTURE PLAN AND SECTIONS 15 FISH LADDER PLAN AND SECTIONS 7. ALL RETENTION/DETENTION FACILITIES MUST BE INSTALLED AND IN OPERATION PRIOR TO OR IN 16 FISH LADDER SECTIONS AND DETAILS CONJUNCTION WITH ALL CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE DEVELOPMENT 17 MISC METAL AND RAILING DETAILS SERVICES DIVISION. 18 MISC METAL DETAILS 8. GRASS SEED MAY 9E APPLIED BY HYDROSEEDING. THE GRASS SEED MIXTURE, OTHER THAN CITY OF 19 VEGETATION SITE PLAN A AND SECTIONS RENTON APPROVED STANDARD MIXES. SHALL BE SUBMITTED BY A LANDSCAPE ARCHITECT Ar,D APPROVED 20 VEGETATION SITE PLAN B AND SECTIONS BY THE DEVELOPMENT SERVICES DIVISION. 21 VEGETATION SITE PLAN C AND SECTIONS 9. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE 22 VEGETATION SITE PLAN D AND SECTIONS WITH SECTION 7-02.3(1) OF THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATIOP FOR ROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING ADDITIONAL DRAWINGS MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE JNYIELDING BASE. ALL PIPE BEDDING SHALL BE APWA CLASS "C", WITH THE NEW GREEN PLAN EXCEPTION OF PVC PIPE. ALL TRENCH BACKFILL SHALL BE COMPACTED TO MINIMUM 95%FOR PAVEMENT RELOCATION OF 16-INCH WATER LINE AND STRUCTURAL FILL AND 90%OTHERWISE PER ASTM D-1557-70. PEA GRAVEL BEDDING SHALL BE 6" OVER AND UNDER PVC PIPE. PRIVATE UTILITY RELOCATIONS WSDOT STANDARD PLAN B-5, REINFORCED CONCRETE SINGLE BOX CULVERT (11-26--79) 10. GALVANIZED STEEL PIPE AND ALUMINIZED STEEL PIPE FOR ALL DRAINAGE FACILITIES SHALL HAVE ASPHALT TREATMENT d1 OR BETTER INSIDE AND OUTSIDE. 11. STRUCTURES SHALL.NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY DRAINAGE PIPE. OR 15 FEET FROM THE TOP OF ANY CHANNEL BANK. 12. OPEN CUT ROAD-CROSSINGS.-THROUGH EXISTING PUBLIC-RIGI+T—OF—WAY WILL NOT.BE ALLOWED UNLESS - SPECIFICALLY APPROVED BY'CITY OF RENTONs' ' -- 13. ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE OF SOUND QUARRY ROCK PLACED TO A DEPTH OF i FOOT AND MUST MEET THE FOLLOWING SPECIFICATION: 4"-8"/40%-70% PASSING. 2"-4" RCCK/3OX-40%PASSING: AND G2" ROCK/10%-20S PASSING. I 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARD, SAFETY DEVICES, �Xron�rA.ou PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION MATH THE PERFORMANCE OF WORK COVERED BY THE CONTRACT. ANY WORK WITHIN THE TRAVELED RIGHT—OF—WAY THAT MAY � PROJECT SITE INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AN APPROVED TRAFFIC CONTROL PLAN BY THE Seattle t4 uusX� SEE SHEET 2 TRANSPORTATION DIVISION. ALL SECTIONS OF THE W.S.O.O.T. STANDARD SPECIFICATION 1-07-23. Bellevue KING COUNTY °s TRAFFIC CONTROL, SHALL APPLY. 15. SPECIAL DRAINAGE MEASURES WILL BE REQUIRED IF THE PROJECT LOCATION IS WITHIN THE AQUIFER \ ~ PROTECTION AREA. R nton MAPLEWOOD \ .(PROJECT SITE GOLF COURSE � \ `Ia.A ua� �+., .ram — 4. _ . XIMOM z_ XLStIeYOIX Enumciaw Q H�FRG 0 .25 5 1 of vAs rLyA N SCALE IN MILES y :� I` o s 10 20 CITY OF RENTON o — - rn SCALE IN MILES VICINITY MAP 1 R70 FQ DEPARTMENT OF PTIBLIC WORKS S�aNAL MAPLEWOOD CREEK FISH CHANNEL PROJECT ;o SW 1/4 SECTION 15 TOWNSHIP 23N RANGE XE �— PROJECT LOCATION MAP no SE 1/4 SECTION 16 AND DRAWING INDEX y LOCATION MAP NE 1/4 SECTION 21 SECTION 22 NW 1 4 DESIGNED: CMG OAtE: �h/9! FILE NwF SICERK o Engineers and Scientists C DYM _ Bellevue, Woehington CHECKED: DEP SCALE: AS SNO'AN fE1D mac NC[: L TEL- 425))002-4000 APPROVED. SHEEP: t OF:22 FAX �425)802—b20 NO. REVISION BY APPR. DATE Y - — I 1_ 1 __ _ i �1 I SURVEY LEGEND CONTROL VALVE ° VERTICAL STAND PIPE WATER METER © POWER VAL'LT ❑ CATCH BASIN SIGN r !' O' OUT OF BOUNDS MARKER O POWER POLE SPRINKLER HEAD E— GUY ANCHI;R / •� / - CITY OF RENTON MONUMENT RECOVERED THIS SURVEY AS DESCRIBED IN NOTES CIEXISTING TREE &DRIP LINE �XISTMG rls+ DRAWING LEGEND LADDER INTAKE // �/ 1 / / �� -�--_ END CONSTRUCTION AT '� � - CONSTRUCTON�LIMITS i ,� G -�EX!STING SEDIMENTATbN BASIN FISH LADDER �\ , / / '�I'+r / ------ EXISTING UNDERGROUND UTILITY SEE SHEETS 15 k 16 30-- EXISTING CONTOUR SURVEY MONUMENT / / -.-.-�.- #1888 SURVEY MONUMENT /i I EXISTING FENCE BASIS OF BEARING /1897 N 8929'S4" Wx / o I I� / 106 NEW CONTOUR A EX!ST!N; SPILLWAY i ! I 106.5 SPOT ELEVATION EXISTING EMBANKMENT � (� - i TOE ROCKS OR ROCK WALL .. 00 RIPRAP crM REEN �'�,� II,. '�,. j ROCK DEFLECTOR HABITAT BOULDER STRUCTURE a. ./j XIS iiNC ' _AR \BUILDING ROCK CLUSTER HABITAT BOULDER STRUCTURE (SINGLE ROCK) rgr �~L S,..\�\ \ ... - � bA �: "'� �O ROCK CLUSTER HABITAT BOULDER.STRUCTURE(2ROCK5)- '.' .... QROCK CLUSTER HABITAT BOULDER STRUCTURE (3 ROCKS) I ENT-` B:;"ES 1�.`�' �� / / SEE UPPER FISH CH EETS 6 ANNEL - SINGLE ROOT LOG HABITAT STRUCTURE ,.� FxlkDNG`. REIN-� DOUBLE ROOT LOG HABITAT STRUCTURE NEW OR REPLANTED TREE / � �;.r/'�• � � -� '�'. REMOVED AND DISPOSED OF TREE SURVEY MONUMENT BORE �11520 _ HOLE 10 NA.•.R METER 'TYPI, `�' �r; REMOVED AND REPLANTED TREE T STAND PIPE i Tvp; B-7 • BORE HOLE k NUMBER, SEE BORING LOGS BORE HOLE 9 � ;� r"' s TOP OF HOLE A 71 A:RYvA i -LOWERFISH CHANNEL ��1� � y i 'e t WATER LEVEL IN MONITORING WELL ON 2/13/98 10SEE SHEETS 3, 4 h 5 -RD rA.R.. 1"L- ' y' Ma-LF'O -' GROUNDWATER LEVEL OBSERVED DURING ORILUNG BORE HOLE LEGEND ..BORE`, -Ik BG R .uldF .IN PROFILE. BORE �' \ I 4� / / f k \'" S"A TON 1 PROBABLE-SILT SOIL%'GRANULAR=SOIL BOUNDARY -•. - - _ .� HOLEhL �� \ l � •\,,` i :' �`--.- BOTTOM OF HOLE ('.4f SURVEY CONTROL 3.2.80$3 T ..w HORIZONTAL AND VERTICAL DATUM: HORIZONTAL - NAD1983/91 FEET IRA" HE'7 VERTICAL NAVD 1988 FEET BORE,•' " \ BASIS OF BEARING, COORDINATES AND ELEVATION FROM THE CITY OF RENTON SR EX!;,'NG H 3J/ � QLE SURVEY CONTROL NETWORK. 6 �� !* % l SPLUTTER STRUCTURE s9 CART PATH 4Tu?n _qy • •- /� • / SEE SHEET 14 HORIZONTAL RENTON CONTROL #1897 MONUMENT IN CASE APPROXIMATELY � f 150' FROM INTERSECTION OF SE 5TH ST. AND NEWPORT AVE. SE, ON CURB AND GJTTER /,}\ BORE ^i CENTERLINE OF SE 5TH ST. BORE ;HOLE 8 ' HORIZONTAL RENTON CONTROL /1888 MONUMENT IN CASE ON MAPLE VALLEY ]" '!lQLE 5 J •_ �� I j HIGHWAY ABOUT 1000' EAST OF INTERSECTION OF SOUTHEAST 5TH 5T. —BEGIN CONSTRUCTION - - r} FC STA 0+09.32 / ��qt P'R is l -// "ERTICAL RENTON CONTROL /11520 HUB AND TACK IN MONUMENT CASE APPROX. L— "XIS TIN F SH LADDER TIE INTO EXISTING FISH i �, I' -00' NORTHEAST OF INTERSECTION OF SE 5TH ST. AND MAPLE VALLEY HWY. AL: LADDER STRUCTURE \_: , ;'.�� ABBREVIATIONS Y / I.E. INVERT ELEVATION $ 1897 = NORTH - 176649.20 # 1888 = NORTH - 176661.92 L 11 AP ANGLE POINT EAST - 1309351.19 EAST - 1307901.12 S SLOPE ONU``W,ALL=r �'VAULT v: — UGW = NDERGROUNIT-WATER PIPE 01520 ELEV. b5[S zF C. 5(.' NEW GREEN AREA COND. = UNDERGROUND ELECTRICAL/ APPROVED SEE ADDITIONAL DRAWINGS CHEMICAL/MISC. CONDUITS HC = HORIZONTAL CURVE PC - POINT OF CURVATURE P08DATE ��•�'e r.- PT = POINT OF TANGENCY �N• ?' Q " PI POINT OF INTERSECTION Q.�oF•Asy,�� 00 i'/ VPI VERTICAL POINT OF INTERSECTION EXIS T. = DOWNSTREAM CITY OF REM ON '"—� - - --i U/S UPSTREAM nnz m 00 -t I Fr;,, 9 E,9 � DEPARTMENT OF PUBLIC WORKS fv r it l� = S�DNALG MAPLEWOOD CREEK FISH CHANNEL PROJECT 0 C4' PROJECT SITE PLAN 0 SCALE 0 40 80 160 FEET I- A t-.. DESIGNED_ c4c ATE: >'/t/sa F4E HAMe SHEEtoz _E L ! ! Engineers and Sclent!sts O 1" = 80' Bell , Woahington ew CHECKED: DEP L $GYE AS SHCwM R6D BOaK: n0[: v EXCEPT AS NOTED TEL (425 602-4000 AVPaovEo- SHEET: z oF:z2 FAX: (425)602-4020 I'M REVIS10LI ev APPR. DATE _ CHANNEL HORIZONTAL CURVE DATA \� NOTES: k,;: u• �-BEGIN GRAVEL CART PATH, APPROX FC STA 2+30'CURVE RADIUS (ft) LENGTH (ft) DELTA PI NORTHING PI EASTING / SEE TYPICAL GRAVEL PATH SECTION 1. THESE NOTES APPLY ALSO TO SHEETS 4-6. - I Y l N I + �' 2. FOR LEGEND, ABBREVIATIONS AND OTHER APPLICABLE HC-1 30'-0" 22.34 42'40'20" 175436.69 1310239.33 N NOTES, SEE SHEET 2. HC-2 150'-0" 156.99 59.5T51" 175522.26 1310507.68 HC-3 125'-0' 49.15 22'32'41' 175414.89 1310621.07 raj'/' HC-2 -'ITN FAIRWAY 3. THE CONTRACTOR SHALL WORK SOLEY WITHIN THE CONSTRUCTION LIMITS UNLESS OTHERWISE APPROVED BY THE CITY. THE CONTRACTOR SHALL REPAIR, PROTECT TREE WITH _ �t �� REVEGETATE AND IN ALL WAY RESTORE ALL AREAS RE-ROUTE IRRIGATION PIPE h FENCING, 3' MIN OFFSET - o �� OUTSIDE OF THE CONSTRUCTION LIMITS TO THEIR ELECT CONDUIT TO CROSSING TIO \ /� �� PRE-EXISTING CONDITION. SEE SUPPLEMENTAL SPECIFICATIONS ` �\ D .�\ AND NOTE 9 1 �� - U 6 , � � CIO 4. SEE UTILITY LOCATE INFORMATION TABLE ON SHEET FC ST��19.5 ,/ 'i "�� \ - �� ''DX 7 FOR EXISTING UNDERGROUND UTILITY INFORMATION. 'fE CROSSING yt •n ./ - - '� O �6-/, y 5. ADJUST SEPARATE START AND END STATIONS OF . SEE TYPICAL CROSSING ./ +00 \ - � FC' IMPERVIOUS LAYER DEPENDING ON ACTUAL SITE N CONSTRUCTION LIMITS TYP PLAN, SHEET 10 y SEE NOTE 3 - - o Q~ CONDITIONS. CONTRACTOR TO COORDINATE LIMITS o �- V' ``� WITH CITY FOLLOWING LOWER FISH CHANNEL HC-1 A •ii'� - •. p0 EXCAVATION. START OF NEW CONSTRUCTION �, �/� I a A /� I lx_ � • ry FC STA 0+09.32 a f I�. �•� '�._ `� 00 6. LOWER FISH CHANNEL DEFINED FROM FC STA G+19.32 /� - B-2 ,.w I �� rye' xry TO FC STA 14+00.23. UPPER FISH CHANNEL DEFINED MATCH CHANNEL INVERT TO EXIST. �'� _ / I! �`� �Pa �(J�y FROM MC STA 6+68 TO MC STA 10+00. SEE 6' X 4' BOX CULVERT INVERT �/�B-1 �•' /- \`� ''� I SPECIAL PROVISIONS. N,; 7. HABITAT STRUCTURES LOCATED AT APPROXIMATE 0. / F ,-Y�/ A ££� 9/� \ RELOCATE,IRRIGATION,� 9� y7 .�� j �/N LOCATIONS.OR DETAI SE COONTRACTOR O LOCATE EET 2 FOR LEGEND AND SHEET J / •p• �X� LINE, SEE N0T&�__ / 4v INDIVIDUAL STRUCTURES BY SCALING DRAWING IN FC CROSSING .6 ` \ / �/ ��/ CONJUNCTION WITH DIRECTION FROM THE CITY. SEE 571YPCA02.CROSSING \ i �_``\.i```O \`� PLAN. SHEET 10 CE�'. .�O- \ � 8. FOR VEGETATION PLANTING AND RETORATION, SEE ALIGN GRAVEL PATH + -`�� ' /�^ �� \ i ��\ \ J SHEETS 19-22. TO NEW CROSSING - ,Y - \ \• C' 9. BURIED IRRIGATION SYSTEM PIPING AND ELECTRICAL RELOCATE IRRIGATION LINE'' �. _ _ �+� \� CONDUITS ARE SHOWN IN APPROXIMATE LOCATION. T.O. hEACyroA�� \� '�i� c.Z •'•,v SEE NOTE 9 RELOCATE IRRIGATIOD �`�S \ `:� CONTRACTOR SHALL LOWER ALL PIPES AND CONDUITS EL '6 ^�\ `\ \ LINE, SEE NOIE'4 \ FFr - TO PASS BELOW THE.NEW`CHANNEL WITH 12 MIMINUM" 6 4 - I LEc. \• _ - COVER TO THE NEW CHANNEL INVERT:4RRK)ATION-- \� y,� \�` ° `�'^i �\ ��. \°;NE} 9J SYSTEM TO BE RESTORED TO A WATER TIGHT AND UTILITY CROSSING AND .-ST q��`'�r }�� ✓� � � FUNCTIONAL STATE AS REQUIRED. •\ / - TRANSITION; SEE DETAIL 1. SHT 7 �i \..\ \"•\ AND ADDITIONAL DRAWINGS 4.-/� u CEDAR ghR�B H OIL FEN- 2.0' 8.0' ry�r N � E TOP OF BANK ?/ 'A CONCSBOX CUE T \� Z' _ �I�-� ,I , / �� r SURFACING RUSHED GRAVEL CONSTRUCTION LIMITS UPSTREAM FA SITE PLAN AN A _ / SEE NOTE 3 \; N 175407.53 'HEADWALL FC STA 0+00 TO FC STA 4+75 ; /EXISTING GROUND I j E 1310221.96 \ / IE 65.86 ,.. ..:. �- CONTRACTOR TO VERIFY SCALE, 0' 10 20 40 FEET LOCATION AND INVERT. _I ' '_I I I \-COMPACTED SUBGRADE 20'-0" -/ FOR FISH CHANNEL GEOMETRY EXCEPT_AS NOTED ' SEE SHEET 9 r T.O. HEADWALL EL. 70.96 / EXISTING WS RU CULVERT _ In TYPICAL GRAVEL PATH SECTION NINGWALL STRUCTURE; Ih APPROX GROUND LINE I.E. = -65.86 TYPICAL SECTION A 4' NO SCALE IYPICAI SECTION B a 0 TYPICAL SECTION C ,n / 'n SEE NOTE 5 N N 76 :.......................................+ o ....................................................................................... ............. oI ..... .8-2 TOH 70.0 EXISTING GROUND PROFILE AT CHAN .... : .. ... ....... .. � � z 4 W ..... ....... ... ............ ............................. ... ... ry 72 .. ............. -T. . PIR U Wn .... ... 4 .... ....o �. 7 SITE PLAN LOCAT.ON .E..(.te ..).. ..�L...@6.67................... ....... TOH 6 D..... _ ..... . PIPE TO DE RELOCATED .. .. ...... ... .... ..... ............... ... . - ...... .. BELOW CHANNEL...:..... ....?..... .. .... ....... ... .... ..... ........... .. ... .......... ............. ... .. ... 72 68 B 1 TOH 69.6 ........ ........ ... ..... ._........:...... ... ... .... ... ..... .. VERT .. ,1 I 1 ......... ... I ..�.. .,� .FISH CHANNEL IN i FLOW 64 ....... .... ..... _.._ ....... .......... ........:............ .. . _. ._ - - _ , _. .... ..........: .......... _ a \� - - - - _ Tj - STREAMBED GRAVEL,... J, -....-._....................L........... .....12" THICK IMPERVIWS..........I 64 APPROVED _ -LEXCAVATION 12' MIN. DEPTH LAYER; SEE SUPPLEMENTAL �a - -- _ - 3 a W O - UMITS. TYP. PROVISIONS BY D DATE 7-6-9a n N a ~o UI oOl o0 0 ,n 0 SOILPROBABL GRANULARY $ of wAs rL� a0 O N o o o <.{i0 - SOIL BOUNDARY o o+ ¢fie`` e n x o U 00 X O n o n U a; ± o+i +O m-o0 o SCALE 0 10 20 40 FEET < ' CITY OF RENTON 0 4 c 0 4o rn o e o BOTTOM OF N N m F n I I I I +• + + w BORE HOLE (TYP) a� a N V m y o'�� o I�w o z FA o-O' 1 �O al rn q ""� g �r DEPARTMENT OF PUHL2C WORKS O a Nw <O a m e O Wn rn x �+ v~i� HORIZONTAL: 1" 20'-0" E1:TSTS `26 _ w o• 4I 4I�o 4 wI _ oS�oNAL¢� MAPLEWOOD CREEK FISH CHANNEL PROJECT N W VIm N K h .1 0_,fI W SCALE 0 2 4 8 FEET w a, c+�w uJ�4+ c�poi� w I Oawcs Lz-2L-ee SITE PLAN A AND PROFILE VERTICAL: 1" 4'-0" DESIGNED: CNG DATE 7AI98 HLE MANE srETas ° CHANNEL PROFILE Engineers and Sclentista DRAWN: DMN DPT r TEL'a DAI2S)5)602-4DD0 Wa4Hington CHECKED DEp AS 91OW nFLD eoo+: PASL• TEL• FAX 425)602-4020 NO. REVISION BY APPR. DATE APPROVED, SHEEP: S OF:22 9 CHANNEL HORIZONTAL CURVE DATA - CURVE RADIUS (ft) LENGTH (ft) DELTA PI NORTHING PI EASTING oil -HC-4 75'-0' 28.99 22'08'38" 175398.22 1310668.32 \, HC-5 100'-0" 67.49 38'40'03" 175321.07 1310755.28 / j WC-6 50'-0" 18.31 21'00'09' 175316.80 1310839.16 HC-7 50'-0' 48.92 56'03'17" 175292.75 1310893.4.0 PROTECT TREE WRH FENCING, ^ \J HC-8 100'-0" 10.23 5'51'35" 175351.87 1310987.51 3' MIN OFFSET ro I HC-9 100'-O" 88.78 50'51'53" 175414.88 1311068.15 'AIRWAY- I I� \\ • V \ I U 1 O / ' •, �-HC-9 4 S 70'33'52" E S / HC-4 o y1P E,ND EXISTING PATH O Tq I � \\ ` ` �+ GRAVEL CART PATH TO SOUTH �, ,-AT CONSTRUCTION D N / B-4 � �OF CROSSING #t3; SEE SHEET 3, LIMITS BOUNDARY x I I p Q TYPICAL GRAVEL PATH SECTION 1 ' FIRj r CONSTRUCTION LIMITS TYP �?i 1 S 77'08'07" E CROSSING 2A t �- / FC STA 5+22.001`Y SEE SHEET 10 FOR RELOCATE IRRIGATION LINE; \ry. SEE NOTE 9. SHEET 3 ��y? c' ! CROSSING PLAN, TYP n T9 i lg V 'p B /' O•T Z\ loop 2 RELOCATE 3 FIRS TO SOUTH OF NEW �r �� `�Q ' B-5 �I `� a"?;�" v'�2i. Ap'� � ` RELOCATED '•.. -GREEN AREA, SEE C� 1 F` F.R !� In ��,,• /!v 4/ �� FIRS FROM NEAR I a r /Z ADDITI V� SHEET 2 AND \TS \\ x \ ` `7C%" ` c.11 �y4' /' ?o ti 1 .\FC STA 5+80 ONAL DWGS. 2I CROSSING _ i 4 __ 1 ' FAR S -1 71 �- a ,-'� I FC STA 9+37.42-'-.. + x' -1.4 --�- ,�� / ,.� � SEE SHEET 10 FOR _o 1 '_�y f .0 ` f I CROSSING PLAN, TYP CONSTRUCTION LIMITS TYP �� 4U��8-6� �; �� -`ERIT-MSTING PATH 3!'- / / C1 A� s1 HC-8 ,� a' J% AT CONSTRUCTION # \ S 87V5'1 E HC-6 < _�_ sj S� •0,�� L LIMITS BOUNDARY 4 > RELOCATE 2 FIRS TO 9 0� �' � NEAR FC STA 10+00 ci '' -� �, _ ,Q I ; SFFE PLAN B �^ =I rQ- '�. HCS (SHEET 9) - -- rt CROSSING =l a U Nw ��'--�� FC STA 7+74.00 i -' FC STA 4+75 TO FC STA 10+25 U v~in SEE SHEET 10 FOR �� SCALE 0 10 20 40 FEET ~'1i w RELOCATE IRRIGATION LINE; v -�-�� , Q I +. o CROSSING PLAN, TYP ••"1' SEE NOTE 9. SHEET 3 \ \ -T �•�` _o "i_- ��, \ I V I . . ' 1 PROTECT - �_ PROTECT BERM AND TREESi , I ' 1" 20-0" TREES �� HC-7 �K / ? j I ! ; EXCE?T AS NOTED ' � NOTE TYPICAL SECTION C TYPICAL SECTION C TYPICAL SECTION 8 �--- TYPICAL SECTION A I ` TYPICAL SECTION D _ - � o ( I w I cv I i. FOR NOTES SEE SHEET,3.. o o$10 of o of of � rit B-8 TOH 76.4 ael N� + /r-EXISTING GROUND I 9-7 TOH 73.4 +i +I 2. DIMENSION SHOWN IS TO THE PROFILE G �CHANNEL B-6 TOH 72.5 +I ml I mi APPROX. CENTER OF THE NEW B-4 TOH 71.0 N� N' n ni EXISTING GROUND < a GREEN AREA. SEE SPECIAL I I PROFILE CHANNEL I ADDITIONAL� C N EL� PROVISION AND ADD 0 AL N N v r ...... ....... ....... ..... .. ... .... .. .... .... NI NI ..U�.. U. 76 DRAWINGS. 01 I.. .. io.. .. ... ... B 5 TOH_71.2 .. 4I 4I ..... .. .. ... .. 2.4963 f L SITE PLAN LOCATION 7z ... ..................... ..... ..... .... .. ...... ........ ...... .... .......g. W. � 7z I ... .. I. I -------------- S 0.4111 L08250R .. ....... ..... .. ....... ...... ....... ... . .. i ........ .. ... ... 6868 ...... 64 .. ...... ............ ..... .... .. ... ......... .. .... ............... ..... _..... ............ 64 SZ- _• AMBED GRAVEL: - ........._�_..r ... 2 MIN DEPTH 1 ---- -------�------�'- --- 1 -- I �1 g 12" THICK IMPERVIOUS o APPROVED LAYER; SEE SUPPLEMENTAL ' �� ++ PROVISIONS. PROVIDE I STREAMBED GRAVEL. \ EXCAVATION SEAL TO BOX CULVERT. 12' MIN DEPTH ool \ a LIMITS, TYP, o i BY DATE -6-9e o o o PROBABLE SILTY \-WATER LEVEL "> o n F' PAS7L N C,1 I S oaten / o of Jo o ^ of a a�`n 4'�OF 1GIS�N�.. - 4 o a� o+ SOIL/GRANULAR o� OBSERVED o^ham,,; + °" x 1e BOTTOM OF SOIL BOUNDARY o DURING DRILLING a '� o .0 d r: ,.• w - +Z m W BORE HOLE TYP <; +Z o w o ++' < + + Z o W CITY OF RENTON N N_ Fn o a) ^ ^Umt.-ci �I N W O+ rA Vim~ Ina o (v+- ¢0 I Id w- rn DEPARTMENT OF PVBLIC WORKS w �o c�iie r �-ea�W1 F r- o�Wo N K X W �W N to l0: >W NI W W N In ¢ >^ lSIE 6 _6 �Uo�Q 'E� L) oX o� of o vX ^ S/p1yA�g�o�� MAPLEWOOD CREEK FISH CHANNI L PROJECT �iLi'�v� gI� SCALE 0 10 20 40 FEET LL WIti1'mo1� tl� aL W EY inv�+ � I i SITE PLAN B AND PROFILE EtwRES 12-21-99 O HORIZONTAL: i" = 20'-0' DESIGNani E SCALE 0 2 4 8 FEET DRAWN: 11W MG DATE ME 91EE104 6/i9/98 F8E IMt CHANNEL PROFILE Engineers and Scientists O SCALE: A5 sHovrl rtin eoac AML Bellew e, Washington CHECKED: OEP VERTICAL: 1" = 4'-0" TEL• (425)802-4000 FAX (425)602-4020 REIA5 �• R. �� AppftpvEO: SHEET: 4 OF:22 ZO t CL CHANNEL HORIZONTAL CURVE DATA w \ \,a •'DEC- i J CONCR TE UTI@1TY OVERTOPPING i REMOVE EXIST. METAL.POLES AND NETTING Q ;� ,'AS REO'D DURING CONSTRUCTION; RELOCATE CURVE RADIUS(ft) LENGTH (ft) DELTA PI NORTHING' PI'EASTING - SLAB, SEE DETA*2, SHEET 7 -f-'L_ ;POLES AND NETT)NG TO WITHIN 2' OF. - CPtH' A�..PUMP STA n_N-I \ (ROCK WINGWALL HC-10 60'-0' 97.55 93*09'14" 175380.26 1311219.72 -� LI pump" HC-it 100'-0" 22.61 12*57*21" 175514.44 1311242.68 HC\l HC-12 100'-0" 115.37 66'O6'10' 175616.44 131t285.28 '�\�. HC-13 65'-0' 81.86 72'05'33" 175618.85T.O. SPHALT 9E EL'80.73 ,may 7 0 ASP �STRUCTION LIMITS, TYP �Q`�p��. \ HC-1 / / \CHI\ U7�U4 U�1, �" J C7IR REALIGN AND >r_ . RESTORE ASPHALT �� / \,CART PATH FOR ^ - \ / 4�SRH�ECR ,q NG NOTE: NEW CROSSING ' i J/ .a x ! _ �- � � �}-' �� /," OVERO EXISI1NGj SS PIP y-' 1. SEE SHEET 3 FOR NOTES 00 '� REGRADE EXIS'D�!G MOUND 90 I, IIZA ,.aF�•¢- t L TO MATCH SURROUNDING TOPO TYP. BOTA SIDES RELOCATE IRRIGATION LINE, SEE NOTE 9. SHEET 3, TYP 6 x B s BE \��•. �� L--PROTECT BY OTHERS SAND TRAP i- 10; i. / / PPEUTTER\ S� L)CTURE 1-HG-13 // SEE SHEET'84FOR STR INC,.PLAN,, C eTUFF �'<. bR —12TH GREEN �� /{N�TALL 2QC( Off a,OPORARY FOCE ALO S_ I I C / i��TURBED,ARE �1MIT AT 12TH cOREEN //,• .'TEMPORARY' SHALL BE MIN` 3' HIGH, W11H H�E•SIZE OF 1' OR LE S; `, •\� �• COG DROP FART _H `�I .,PLAN C LOCATE`t„i MIN Ff�Oy EDGE OF 6REE� Rr.�ELOCATE FIR I STRUCTURE, TYP. FC STA. 10+25•TO FC STA. 14+00. 'TREES FROM NEW \ \ . `\ \ \ GREEN AREA SEE D SCALE 0 10 2b 40 FEB,T `l ADDITIONAL S. '-SNE ' I I E -._ ET 9) _.---EDGE ua tiAY 1 _ CONSTRUCTION LIMITS, TYP = 20'=0� ./l.```cC `}5., I o .>; EXCEPT AS NOTED. HC-10 GRADE LOG TYP. 3 � ✓r.4 T� PLCS.; SEE SHEET 11 i ZI - _ -i TYPICAL SECTION D LOG DROP STRUCTURES, SEE SHEET 11 (5%SLOPE ®LOG CREST) TYPICAL SECTION D r U N 7 DROPS 0 i'-0' 7'-0" p ►— o N NEW TOP OF BANK 11 n C/ 1 3 SEE TYP. SECT. D, \ 01 V)^ �<.. " SHEET 9 N SCALE FEET w W N I —� 88 .........._..............:.:................._ .NEW.TOP.OF.BANK_W1TH :...:... .�.:. - .:. ...... .. .........CHEMICAC.CONDU)S: ..-........wATER:.LEVELJhh.:.:..:.... _ .......: b .._.6-?.9..T4H..$8;2....._ .... _ .. ..... _ .. .. ...__....... _ ... _ ...... _ 88 REGRADED MOUND 1 TOP OF CONC MONITORING WELL f .. - _....... - .. ... HORIZONTAL:201" = 20'-0' EC M. --OBSERVED ON� EXISTING GROUND ' B 9 T - FLOWN 0 SCALE 0 2 4 8 FEET \FEB 1. 1 98:. I. .. I. .. ... ...PROFILE.( CHANNEL. ... .. - - OH.�87.4 ... �\ S.= 0.27DOX ..r .. ..L .. i ''''\ ............._....._......... .......... ........_.. ..... ............. .... .... ...... ... .............. .............. .. ...... .............. 84 -..... ._.. .... ..._........ ..._....... ...._.........\�_.. .... ... _ .. - - _ - - - - 84 I VERTICAL: 11" - 4-0' . ...NEW TOP OF BANK .... .i. _ ... ..... SEE TYP. SECT: D, ' LOG DROP STRUCTURES, TYP. -I - �' � I ....SHEET.9 .. ..7 PLCS.; SEE SHEET.It--�...: - ...d..-.. _ : ,.. - "( SPUTTER. i _ j STRUCTURE; .. ... ... _.. .. _. /. 4. I SEE SHEET 1 � SITE PLAN LOCATION �......... _ .. ....... ..... ..... ... _ .. s _................_... .... ..._. - -- - . ao I15*0 DI .. ' .'....i. .. r I S.. .. .. � - —E� .� ... ... ..... _ .... ..... . _SEWER :_ ............. 76 ......... ...... .. _ .... ......_.................._...... ...._....- ........ .._ ...... ._.... ... ..�.... .. _ �...� .... i .... _ .... _ ..... ..... .. ....... _ 76 r T. C=,.t� tel: TER LEVEL .._. _ .. _ ........ 72 ..........._ ..........._ .. � ...... ... ._ .. ._ ..........:... ........_ ........... .. .. .. _ ... .... .RJRlNG.. LING....... _ ..... TlP..4....... .. ... ....... _ .. .... _ ...... _ ............. 72 r ooseRveO: BOTTOM of >- - ..�... ' RRIL BORE HOLE �.� j - M��y1•h. n APPROVED �:�-DETAIL 2:SHEET - a $ BYD DATE 7-4-is �.... 68 I. PROBABLE SILTY : o rww DIY . SOIL/GRANULAR68 / _.�.. p I �STREAMBED GRAVEL ..?- SOIL BOUNDARY J. ? ... .'.. .'.. ..'. I .. ` LL wj ��w .. .. .. CITY OF RENTON 12" MIN DEPTH 64 I_....... . ' ...._.. -.._.... .......i......... .. .... .............. _.... .............. ...... .. ... .... ............ _. ... .. ... _. .. _...... I. ..... .. _.. ......_.._ ... ..... ._ ............_ ............_................_ .............._..............._.. ......... ' 6 n>vz O �r DEPARTMENT OF PUBLIC FORKS ...tom ... A 1 W ( to I ACISTSR6 o c~� >O In 5a,1n m L) 8 Ssr MAPLEWOOD CREEK FISH CHANNEL PROJECT ik p I p N U O O O m Ju'1 O< O,GI' _ 8 e• ONAL '� r-1 0 ¢ N o�� zN ao zo m �,� SITE PLAN C AND PROFILE Q'ow�! + u+ OI M I m rn E.cMEs 12-21-99 _ N �p m O n M O o J U I OU +1/1 O O N =Or T ,-01 y m of 01 at J-= U'- Z Q g i l.j a• J f DESX'NED:CNC DAZE 7/1/% FIE NAME 94EEM N ULL IO�J-' U'i0J Uty JO�- w=U U10I- W a ,< mIOJ Bellevue. osngon DRAW KE O: DEVAFn < < ^ m4 O < < UO O � N SCALE: AS SHDNw(raWw NI O10 N Xes Eine Od Slenl9t9 N Ea U OU(ADO nOA e0orc �A2 a` LL. TEL: (425)802-4000 ( NO. REVISION 9Y ApPR. DATE - FAX: 425)602-4020 APPROVED: SNEE'F: 5 RESTORE ASPHALT ALONG CHANNEL SEE TYPICAL SECTION F-F. SHEET 9 uy U.Q NJ APPROX EDGE; OF EXIST + + t 0: 0 ASPHALT —FISH LADDER, SEE 06* 0 LIQr4T vslo + SHEETS 15 &16 /,POLE T (j -0 7+50 M 1/346.6 9 + 2"1-4- ST TNHOUE + A N E�_'J]1393.4 I ',o 'h E • P` v C13 77_ Gi 7'� \1 ASPi�71t:\7:�7 F + -Do NOT DISTURB PV, cv BURIED PVC LINER Ip ////A\ ASPHALT PAVEMENT, 3- THICK b Gs, ET 9)_-ftE_T( j2 :,5i T, SH BT 9) 6., < APPROX. EXIST CHANNEL- zx PLACE TOE ROCK AS SHOWN L 'LOP A MIN;DISTANCE SET NEW TOE OF S _E PER SECTION G-G, SHT OIN SEE TYPICAL SEC T TO EDGE Ok DIMENSIONS SHOWN ON-PLAN- SEE FISH LADDER 'OF-OL CREEK, SEE'TYPICAL SECTION F-F PIPE 20-0. 26 LF' N,41 EXIST VEMENT TYP DO NOr 5TURB LEFT BANK PLACE D.I. CASING E GRADING PLAN, SHEET 8 �.-------- IE WEST 97.0 "a SEE NOTE 2. IE EAST 97.1 SEE SPUTTER STRUCTURE v GRADING PLAN, SHEET 8 PROTECT EXIST IRRIGATION SFE PLAN D PIPE, LOCATION SHOWN APPROXIMATEN \\--CONSTRUCTION LIMITS. TYP X MC STA 6+50 TO MC STA 10+00 PROPERTY, AND FULLY RESTORE SCALE 0 10 20 40 FEET \ \\\�\- _�l MINIMIZE IMPACTS TO PRIVATE X PROTECT EXIST 6* IRRIG PIPE I" = 20'-0" DURING CONST, EXIST PIPE IS SUSPENDED UNDER BRIDGE EXCEPT AS NOTED a -------------- ..,7..—.EXIST SPILLWAY........ .. ........ .......... .......................... ................................................................ ...TYPICAL''SECTION F: .......... ....................... ............. ........"FISH"LADDER ...... .................................. SPUTTER STRUCTURE..... ........ TYMAL"SEC"TION"E: OUTFALL STRUCTURE NOTES' + PLAN GRADING PLAN,.SEE SHEET 8 co GRADING + SEE SHEET 8 1. FOR NOTES SEE SHEET 3. + + ------ -------------- 2. DUCTILE IRON PIPE IS FOR FUTURE ...108 ................ ........ .......... ................ ....................... ................................. ........................................................... ......................................................w................. ....... CONNECTION OF 10* LINE To EXIST. a V) SS MANHOLE. CONTRACTOR TO- VERIFY MANHOLE INVERT,PIPE-- XISTING CONCRETEr-BRID4 EXISTING TOP OF RIGHT ELANK- ALIGNMENT MTN CITY. BRICK AND :E E� (LOOKING DOWNSTREAM) MORTAR EACH ENDFOR WATER TIGHT SEAL PRIOR TO BACKFILL. ............-z.............. TING .............. a........ ..... ..........................% ............... .......... ................................................. .............................. :..1041 ............................................................................. ........................................ : _-- -MAPLEWOOD'CREEK LLJ ......... ...................:100+ . ........ ..............i ..................................................................... ..................... .................... ............................... ....... SITE PLAN LOCATION ...100..................................................... ................... ................................. ..................... ............. ...... < Na ....... Wo ...96.......................... b....................................................................... -1.......:96............. x......................................... .................. .... .........:;....................................................................... .................................................. w d ow :DO NOT DISTURB ulS��d'�wkA BRI GE :EXISTING PIPES SPANNIN 20"0 DI CA�ING PH :BELOW BRIDGE DECK; EI-ItV & SEE NOTE 2 . . . 6* WATER LINE UNDER LOCATION APPROX. BRIDGE DECK.- ::(TYPE AND CONTENTS UNKNOWN) o -:n 9 <0 D .......... ...92 ............... ............................................................ .................... ........... .................. ............... ...................................................:.gz... 111�........................ ................ ............. .......................... Q w i&7+0 CL APPROVED 0 0- a a w CREST EL. 68.0 Q. ...... .............................. ....... ................. ...... ......... .................... ........ ........... ..........................................................................88 .............. STREAMBED GRAVEL BYj2amt-�DATE 12* MIN:THICKNESS Pos rL r a (o ... ...... ............................................. . ...... ....................... ...... .............. ................ ................ ............................. ....... . ........ ... .... -:84 84— CITY OF RENTON w p + )DEPARTMENT OF- PUBLIC WORKS 00 Y�l ISTS 0) 15*0 DI SEWER "I :. w , � : :: tr AL MAPLEWOOD CREEK FISH CHANNEL PROJECT wp SITE PLAN D AND PROFILE ....... ......................... ... ......... So 12-2i:go ....... ............... ...8D....... ............................. Ll......a;$2........... ZZ SCALE 0 10 20 (o 0 DESIGNED: CMG DIM 11/96 FLE NAmF-SI4EEM6 + + + HORIZONTAL: 1' 20'-0' DRAWW. OM < < SCALE 0 2 4 8 FEET E�giBellevu -woehi d ti.t. CHECK DEP SCALE- AS SHOM TEU �425)602-4000 OF:1' 4'-0' 2; FAX 425)602-4020 .0. REI.�ION 8'/ ARPR. DATE A➢PROJEP E CHANNEL PROFILE 'I I. NEW UTILITY VAULT 4' THICK CONCRETE OVERTOPPING SLAB WITH 6 X 6 / W 1.4 X W 1.4 BY POWER UTILITY LOWER FISH CHANNEL %�- / (EDDWIRSH0 CENTER FAB. SLA SHALL EXTEND 5•-0" CROSSING N7 SEE SHEET 3 SIDE) OUT AND PERPENDICULAROCHANNEL /BOX CULVERT -4, -8. SEE SHEET 10 _-�•�_ _ i EXISTING GROUND UGW1 WATER LINE TO BE RELOCATED -6" Q'.� MODIFY PATH TO CENTER 1-6" 1 N BOX LVERT. P OF CRUUSHED GRAVEL E- A a a- /!A\S,OPk / ` SURFACING > \�\ \ may' CONDa TO BE-REPLACED W/2-4'0 8 / ; 2-6'0 CONDUITS BY POWER UTILITY \ START OF NEW CONSTRUCTION, o . STA 0+09.32 \ ♦ �'• ��•`� I 01 I I COND1, CONTRACTOR TO PROVIDE EXCAVATION AND PIPE BEDDING FOR NEW VAULTS AND CONDUIT �� I EXISTING WSDOT BOX \\\ �� \ PROVIDED BY CABLE UTILITY. SEE ADDITIONAL = g CULVERT WINCWALL `�� a>` DRAWINGS AND COORDINATE CONSTRUCTION - 0In ' i STRUCTURE \ \ / � y WITH CABLE UTILITY AND CITY c=.1'pj wi�0 I 7i'I 3 / ` `•� (�p �yIUO STA 0+00(CL EXISTING `\ EXISTING PATH -CULVERT O HEADWALL) , o_ CL a ( I I a SEE SHT 3 - i' > ROCK WALL FROM BOTTOM OF CHANNEL a o' N & 41 TO GROUND SURFACE. SIMILAR TO N l s aI i TYPICAL SECTION A-A SHEET 9, TYP BOTH SIDES m- a n it To i� EXISTING WSDOT 6'X4' \ EXISTING FENCE; REMOVE FOR CONSTRUCTION y N O OI _ - 1 SOX CULVERT AS NECESSARY AND-RESTORE z^ -z liW (FN F-^ IH W EXISTING NET FENCE POLE TYP EA SIDE Lw9¢ V) W,I� `�IX 3 w a w c7 D EXCAVATE AREA BETWEEN wa wits' \�• WING WALLS. USE CARE TO SR Js \ NOT DAMAGE CONCRETE 9 STRUCTURES \ -REMOVE EXIST. ECOLOGY BLOCKS AND THOROUGHLY THE FULL LENGTH DETAIL 1 - UTILITY CROSSING THEAEXIST. BOX CULVERT°F DETAIL 2-UTILITY OVERTOPPING SLAB AND TRANSMON DETAILS AT SR 169 CAND FISH EDAR RIVER.LADDER TO THE (REF. SHEET R) (REF. SHEET 3) NOTE. SEE SHEET 5 LOCATIONS OFFOR PROXIMATE PIPES. NOTE: SEE UTILITY LOCATE INFORMATION TABLE AND ADDITIONAL DRAWINGS. 0 5 10 0 5 10 20 SCALE IN FEET SCALE IN FEET UTILITY LOCATE INFORMATION POINT UTILITY DESCRIPTION NORTHING. EASTING+ T.O. PIPE EL Cl COND1 T.V. 2"0 WHITE PVC 175417.68 I 1310232.70 68.59 C2 COND2 PHONE, 3"0 WHITE PVC 17E424.68 1310240.58 67.32 C3 COND3 PHONE, 4"0 TAN h 1 1/2"0 BLACK 17`425.02 1310240.86 67.34 C4 COND4 POWER. 4"0 GRAY PVC 175427.59 1310241.90 I 67.13 Ul UGWI 16"0 WATER MAIN 17, 35.48 1310243.89 66.69 U2 I UGW2 12"0 PIPE, SOUTH 175563.66 1311241.38 i 79.89 U3 UGW3 160 PIPE NORTH 175571.33 1311255.83 ' 80.64 U4 UGW4 16.0 PIPE. MIDDLE 175567.30 1311248.72 79.95 CHI CHEM1 CONIC ENCASED CHEM CONDUITS 175552.12 1311240.15 81.36 NOTE: THE COORDINATES FOR THE UTILITY LOCATIONS ARE APPROXIMATE AND ARE ONLY INTENDED TO HELP THE CONTRACTOR LOCATE THE POSITION OF THE CONDUITS. BEARINGS ARE ASSUMED AND MUST BE VERIFIED BY THE CONTRACTOR. CALL 48 HOURS BEFORE YOU DIG: 1-800-424-55U - APPROVED �. POS 8Y DATE -6-9e CL ro y { t CITY OF RENTON DEPARTMENT OF PUBLIC WORKS 00 OtSS70NAL MAPLEWOOD CREEK FISH CHANNEL PROJECT o cwwcs Iz-z1-9s SITE DETAILS AND SECTIONS M (D DHM"V:: CMC DATE 7/1/98 F¢E NAME.SEET07 aNi En neera and Scientists DRAW ° MOH 8.1io-e. Wa ahington CHEC%ED: DEP SCME: A6 SMOMN r19 aoo4: nKG O L FAX (423)602- �. RENSiON gY pPPR. OA7E ��paED: $MEEt: 7 OF:TT A: (423)602-4020 a SHEET 6 FOR CONTINUATION UPONMO COMPLETION OF FISH LADDER CONSTRUCTION, REVE UPSTREAM PLUG AND ENSURE THAT CONCRETE I ' 1 i- HEAGWAL_ !+, T;... y �<. STRUCTURE TO PIPE INTERFACE IS GROUND SMOOTH EXIST 42" PRECAST I ! I ' EXIST PVC LINER AND CONCRETE PIPE I ANCHOR TRENCH; 1 ,l i 8•i '!/ ! P11 APPR07 B T.EL 1 .17ANCHOR(TOP) _ TRENCH) 1i(1 / �� / IPERFORATED DRAIN C ` RESTORE CRUSHED PIPE; SEE SHT 15 F- 1 t;'.1 I jl lh / / �,_..�� \ -\ GRAVEL SURFACING /� I 11 li1Hi�� ,/i//• / /REMOVE DOWNSTREAM PLUG j�/{/\'( END Ot-LONCRETE �+ -------- FROM ��/� PIPE PRIOR TO EACASEINT — il IN CAST-IN-PLACE CONCRETE-!; ✓ i i I i / -�� `"`-; WALL; I.E. 107.65 i �T.O. ROCK WALL 1 �� EL 107.7 I REF-- a i J `` ,I' /i / \/i /•� / j ?]2U - - - — 112 I CI SP TRUC E I I I II / % T`5 / \` // �` B CH EL. 111.3 "t .1�, II ', EL 107.66 EA!, I n '/ �102.0 SIDE RE! ! I 1 -: PLACE TOE ROCK I ;' / �0 f_— 1108 I CONTRACTOR TO BE CONSTRUCTION / /' \'�. / / / ,�� AS SHOWN \ i• = 1 09 1 AWARE OR EXIShNGt LIMITS TYP. ; v. r (/� \/J�y ,{'/ i N _ ! \\' '4" IRRIGATION RIPE; � ul 'IN C4OSE PROXjMIT�' ..PTO SPILLWAY TLET %TRUCTURE APPROX \� i / / I•' '� / ` — — — — — — 7 h I I' EL 107.0;113"TOOE i PIPE IF DAM�ED+ 1 UNDER - S: ONTRAGT �. —-- SEE-SHEET 5 FOR � PROTECT TREE � �`� I ' ! / � �--1 / i R\\ 106.5 �CONTINUATION / 01 /{ i N % \ J6 T.O. ROCK WALL I / ' I FOR F SH LADDER S• � $TRUdTURE SEE / EL 107.0 EFTS 1 &16 SET 3 MAN ROCKS _ f', 1 1 1 TIE INTO EX1.5T/ i TOPE 100.7 ,- ti L RIPRAP % ,1 ;1( � '.,•\ 7 j /' / ` `•.�/ �' PAVE WITH 3" ASPHALT; 100 5 / '1 Y� `— SEE SHEET 6 " �� \ � 3R 4•.'EL r1: / //r r — /� t \ / ` + I ' ��I I `It l I t I, t I i /+r i 1 ✓` r TERMINATE &RELOCATE .� `-� , / / 7 T>' :-\ i ;J✓ \ t' { +jGI '' ,1J ' - , 1 i \� 'i '� �• / y i H.D. GALV HANDRAIL 3•-6;'� RIPRAP TO 1 FENCE PER SPECIAL \ /,' ! j PROVISIONS &SHEET 5 J /� i % 1� i'�'� ABOVE GROUND SURFACE EL 105.0 TYP // SIMILAR TO STD.DEI'AIL SHEET 18;,POSTS TO BE SET m �F u I I - I - IN 6�- 1' DEEP CONC. rn fl �STEEL CASING PIPE tom, Ij I ,I I 20"0 26 LF 1 1 ROCK WALL TRANSITIONS TO I r-T.O. ROCK WALL�/ � / /// �'� �° 2n1 , ++ 1 , `�'` i IE WEST 97.0 \ 1 BE SIMILAR TO BOX CULVERT EL. 91.5 TYP i; �.,,% I ��-� •I i I' 1, l i IE EAST 97.1 1 TYP TRANSITION 3 PLCS; �F 3 PLCS1 � / i ! \ /TOE ROCKS ✓ �, AND GUY WIREPROTECT R POLE 10f I I 3o it\\\ 1 j i \ SEE SECT G-G SHEET 10 ' OF RIPRAP TYP / TYP �' / /'// \\\ /,• TOE ROCKS TIP. O THICK LAYER\ I LIMIT OF CRUSHED 2' THICK YAYER I L GRADE LOG i -GRAVEL.SURFACING TYP OF RIPRAP TYP —I sb � � STREAMBED 0 ! IT j FROM CUT TO(EDGE F III i�,I I,. I Ij`�, I, 1 GRAVEL„ TYP. OF PAVEMENT TYP 915 90 g 't\ %j I EDGE OF ASPHALT TYF.— 1 � °' ,,! STREAMBED GRAVEL. t APPROX EXIST C'`IANNEL rL SCALE UMITS ) SEE SHEET 6 FOR CONTINUATION FISH LADDER GRADING PLAN SEE SHEET 14 l i �i �' FOR SPUTTER NOTES. gO j ./// // / �,� ;�E RUCTURE / 1. CONTRACTOR RESPONSIBLE FOR REMOVING ANY MATERIAL THAT ! �. Co LEV OF i FALLS INTO SEDIMENTATION BASIN. d � % 85.5 i ! - J � gEXIST SdE PROTECT/\ ,� / ,rj FROM DAGE � 2. CONTRACTOR TO RESTORE SEDIMENTATION BASIN TO PRE CONSTRUCTION LEGEND. CONDITION, INCLUDING VEGETATION.- SPATTER STAUC�E \\i 10a NEW CONTOURS OVERFLOW WEIR 40'` G '� �^ SCALE 0 5 10 20 FEET 106.5 SPOT ELEVATIONS I I I I CONSTRUCTION (� 1" 10' c - \,�/ LIMITS TYP. p•{ TOE ROCKS �' �OSTL EXCEPT AS NOTED \ ` / // ",\ 7 J 2' THICK LAYER OF RIPRAP �( 7 �R �/Xiy� 1.1,.E DOWNSTREAM OF OVERFLOW RIPRAP CITY OF RENTON Z CHANNEL DOWNSTREAM X )� WEIR WITHIN LIMITS SHOWN, i O OF SPUTTER STRUCTURE / / t' SCALE LIMITS ^t TO BE PER TYPICAL `� t' \ 4`' 6r DEPARTMENT OF PUBLIC WORKS �IS7£R o SECTION D-D SHEET 9 + i (� � � `� \�'' a _2 ( / i t STREAMBED GRAVEL o� PLACE APPROX (12)6' LC `,. I( I ,� i�, I -'�� ,�� ,� M_ `\^ S/orrAL MAPLEWOSP CREEK FISH CHANNEL PROJECT _� SPUTTER STRUCTURE AND rn PRECAST CONCRETE CURB - STREAMBED6RAVEL TYFJ. /' ,i APPROVED FISH LADDER GRADING PLANS. cxv%ES 12-2t-99 UNITS AS SHOWN; ANCHOR MZZADESIGNED:DEP/MAI DATE: 7/1/9B FILE NAME,9EET0! 0 PER SECT E-E SHEET 10 ' ''/ qj // i r i j' '; •\ -� rA.O DATE 7_t�4t m - ^• En9lneera ana Solentleta SPUTTER STRUCTURE GRADING PLAN Bellevue, Washington CHECKED- pFp SC YE: AS SMOxtt 'm eoac na; ._ FA )602-4000 2-4020 FA%: (425)602-4020 NO. REN610N B+ A7�. WEAVPRGVED: SHEET: E a:21 'I !' AS REQ'D 4.0' 2.0' 2.0 4.0" FOR ROCK WALL PLACEMENT 7YP. 1_ EXISTING GROUND I MINIMIZE DISTURBED SEE PLAN FOR TOP I AREA, RESTORE PER PLAN OF BANK TREATMENT, SEE PROFILE SHEET FOR TOE ROCK \ I UNDISTURBED GROUND HYDROSEED, SOD OR AS REO'D TO MATCH 2.0' 2.0' AS REQ'D TO MATCH CUT OR FILL DEPTH PLACE 3 MAN ROCK GRAVEL TYP - I EXISTING GROUND • • EXISTING GROUND ROUND INTERSECTION EDGE OF SET BOTTOM ON r SEE PLAN FOR TOP \ I BETWEEN SLOPES \ I ` ROCK � EXISTING GRADE OF BANK TREATMENT, -- -- HYDROSEED. SOD OR ---------------------- - ---- -- 5 SLOPE ------ -------------------- --- ---- _ GRAVEL TYP - I.E. -- -�1 I v ------'VARIES: ------------- - Z--- -- ROCK WALL 000 1 1 1 0. i � 2 SEE 3-MAN ROCKS, TYP. I.E. I _ 1 UNDISTURBED GROUND, FILL SECTION VARY DIAMETER OF °O 6 VARIES, 6 �1 PROFILE o l r o 6 COMPACTED GRANULAR -y .� UNDISTURBED GROUND, CUT SECTION ROCK TO MATCH o I SEE II o EXISTING.GROUND O PROFILE BACKFlLL o i �\ COMPACTED GRANULAR r i0 2 2 EXCAVAr.-AS STEEPLY +°BACKFlLL AS POSSIBLE. TYP. _�1 AS Oo 00 ROCKERY BACKFlLL, TYP. LIMIT OF EXCAVATION 2 TYP AS CPOS BLE, A OVE STEEPLY ' GRAVEL BREAK POINT. TYP. \ 4 o�o \ 0'0 4 COWSRUCPaV GN0TL-x77LL 1 1 " 2.2' 2.2' 4.8' 6" (REF 1.0' MIN STREAMBED GRAVEL, LIMIT OF EXCAVATION 12" MIN. DEPTH CHANNEL, CHANNEL CHANNEL. 3.0 SYMMETRICAL SYMMETRICAL PAY LIMITS TYPICAL TOE ROCK DETAIL 12" MIN.DEPTH TYPICAL SECTION D - D SECTION G - G TYPICAL SECTION A - A FC STA 9+46.00 TO FC STA 14+00.23 SEE PLANS FOR LOCATIONS ROUND INTERSECTION SEE PLAN FOR TOP OF BANK TREATMENT, FC STA 0+09.35 TO FC STA 1+96.65 % BETWEEN CUT SLOPE HYDROSEED, SOD OR GRAVEL TYP FC STA 7+80.00 TO FC STA 9+34.00 / ROUND INTERSECTION AT TOP OF CUT SLOPE MATCH EXISTING GROUND / SEE PLAN FOR TOP ! GRANULAR BACKFlLL FOR SLOPES 2H:1V�� j OF BANK TREATMENT, / SEE PLAN FOR TOP !/ AS REQ'D TO 3.0' 2.0' 2.0' 2.0' 2.0' 3.0' AS REO'D TO ' OF BANK TREATMENT, EXISTING GROUND .. - • • •• / GRAVEL ETD. SOD OR VARIES AS REO'D _ _. 2' THICK RIPRAP FOR SLOPES LESS-THAN 2H:iV.� - EXISTING GROUND- -. �� GRAVEL TYP SEE PLAN� TO MATCFI� - EXISTING MOUND_ I EXISTING GROUND GRAVEL TYP I _ HYDRASEEt3,�.SOD.OR �7 I SEE PLAN SEE PLAN ----------------- - ------ ___ _ _______ 2 I.E. 2 UNDISTURBED GROUND i 1 I a�-VARIES I� Cj 1 VARIES, 1 EXCAVATE AS STEEPLY I.E. I UNDISTURBED GROUND1�'� SEE i AS POSSIBLE, ABOVE VARIES, a \ PROFILE 2 i 20 1 A GRAVEL BREAK POINT, TYP. ' SEE YI J \�COMPACTED GRANULAR BACKFlLL I aI¢m Tn i I _� PROFILE c.> '� I cE a 2 i N 1 2 TYP. �- COMPACTED GRANULAR EXCAVATE AS STEEPLY STREAMBED GRAVEL, �1 I BACKFlLL LIMIT OF EXCAVATION- .8 AS SAFELY POSSIBLE, TYP I oIa 12" MIN. DEPTH �o I c'3 q� �- LIMIT OF EXCAVATION o° °o ROCKERY BACKFlLL I V 6 CONSTRUCT/ON CEOrFIfTItE cp. " �� °o a t ... I � 3 MAN ROCKS � � ROCKERY BACKFlLL STREAMBED GRAVEEL. SEE TYPICAL SECTION A-A 1' THICK 2.5' 2.5' 9.5 12" MIN. DEPTH CHANNEL CHANNEL SYMMETRICAL 3 MAN ROCKS CHANNEL, • CGW5TR41fT/ON GFOTExT/s SEE TYPICAL SECTION A-A SYMMETRICAL •• BENCH WIDTH VARIES TO 0' AT TRANSITIONS, SEE PLAN SECTION H - H TYPICAL SECTION B - B TYPICAL SECTION E - E TYPICAL TRANSITION SECTION FC STA 2+08.65 TO FC STA 3+90.00 MC STA 6+68 TO MC STA 7+02 APPLICABLE TO MC STATIONS FC STA 5+60.00 TO FC STA 7+6&00-- - - ROUND INTERSECTION BETWEEN CUT SLOPE MC SEE PLAN FOR TOP SEE PLAN FOR SEE PLAN FOR DIMENSION / OF BANK TREATMENT, BOTTOM DIMENSION TO TOE OF SLOPE AS REO'D TO 3.0' 2.0' 2.0' 2.0' 2.0' 3.0' AS REO'D TO i HYDROSEED, SOD OR I 5' MAX PAY LIMITS RESTORE 3' ASPHALT EXISTING GROUND EXISTING GROUND / ! GRAVEL TYP ROUND INTERSECTION 2' � TO SAWCUT EDGE EXISTING GROUND i I *==: UNDISTURBED GROUND BETWEEN CUT SLOPE EXISTING ASPHALT ----------- ------------ ------- ---- ------- __ __ ------ DO NOT DISTURB EXISTING '--'-" ,_ \ GROUND OF LEFT BANKVARIES, 1� EXCAVATE AS STEEPLY UNDISTURBED GROUNDSEE MATCH EXISTING20 TYP. PROFILE I AS POSSIBLE. ABOVE CHANNELINVERTGRAVEL BREAK POINT, TIP. \VARIES2 N � 2 - - COMPACTED GRANULAR 1 N I 11 - - - COMPACTED GRANULAR BACKFlLL BACKFlLL '� d �1 \ � of _ EXCAVATE AS STEEPLY - - - - - � 2 Tom• � �'� i AS POSSIBLE, ABOVE �- LIMIT OF EXCAVATION 1 - - - - - - - - - - - - __, GRAVEL BREAK POINT, TYP. rn S2REM NB D GRAVEL - - - - - 1 N N$ OMIT OF EXCAVATION APPROVED V-0" IMPERVIOUS LAYER, I STREAMBED GRAVEL, ##SLOPE VARIES AT TRANSITIONS SEE SPECIAL PROVISIONS I I 12"MIN. DEPTH APPROX EXIST SEE DETAILS 3 AND 4, SHEET 6 i O FOR SPECIFICATIONS 2.5' 2.5' 5.5' CHANNEL P05` BY DArE_ -(-4t U CHANNEL �' o >t TZ � SYMMETRICAL $Q.�� F Asy�� 3 IF TRVARIES TO CULVERT ANSITIONS, SEE PLAN WIDTH AT TYPICAL SECTION F - F sT M Z MC (LOOKING DOWNSTREAM) DO S$TAMS+50 ( n a CITY OF RENTON TYPICAL SECTION C - C q 2592 p �a DEPARTMENT OF PUBLIC WORKS ` FC STA 3+90.00 TO FC STA 5+60.00 TONAL ' MAPLEWOOD CREEK FISH CHANNEL PROJECT SCALE o 3 6 FEET Lwcs 12-zT-99 TYPICAL CHANNEL SECTIONS y LEI 3/8' V-0' , I L _•�' DESIGNED.CMG/DIE DATE: 7/1/96 FXE NAME:91EETW DRAWN EXCEPT AS NOTED Bell-. CHECX DFF DM11 9 SULE: AS 910MN nnn�: °'OE Y TEL 425 602-4000 CHECKED: DPT FAX: 1125 602-4020 NO. REVISION FN APPPLI DATE APPROVED: SHEEP: 9 OF:22 _ 16'-0' CHANNEL BOTTOM TRANSITION 10' WIDE CULVERT U/S &D S 12'-0' TYP ALL EXCEPT 8'-0" CHANNEL BOTTOM rnANsrnoN CROSSING LOCATION SCHEDULE CROSSING #2A W-O" LG) 6'WIDE, U/S &D/S SLOPE UP OR DOWN AS REO'D (4R MAX) TO MATCH T.O. --4" MIN CRUSHED ROCK; EXTEND OUT (PRECAST CONCRETE BOX CULVERT) CULVERT TYR; SEE NOTE 2 TO LIMITS OF ROCK WALLS TYP 45'TYP U/S &0/S 45'TYP U/S & /S EXISTING GROUND f PAVING LIMITS UNDER THIS CONTRACT CROSSING NO, BOX CULVERT SIZE POINT- NORTHING EASTING CHANNEL SECTION PER VARIES; SEE PLAN/ BACKFILL W/CRUSHED 1'-0" EXTENT OF ASPHALT 1 10' X 5' A 175426.12 1310232.40 SHEETS 3-6. TYR. PROFILE SHEET 3 ROCK AFTER PAVING SURFACING, TYP (12' LENGTH) BOX CULVERT/ B 775429.77 1310234.45 PRECAST CONCRETE \ 4" ACP ASPHALT CHANNEL BEVELED EDGE TYP CURB: STD LENGTH _ . S-4f„MAX. SURFACING 2 10' X 4' A 175489.32 1310400.30 6'; EXTEND PAST o _ �__ MAX -- - (12' LENGTH) ENDS OF ROCK WALLS ( ��''"'�`"•_ -- - - -_ _ B 175491.17 1310406.00 C = r_ -_ __ B5�4 ° - -S-� - a'- 2A /0' X T A 175382.83 1310685.67 •••_ • -•r.. LENGTH) `�" I °a < ° B 175382.83 1310685.67 • . i 00 p° o ° I ..O 3 6' X 4' A 175303.32 1310909.12 M o.o po MAINTAIN CHANNEL o -�o� (12 LENGTH) B 175306.03 1310914.48 ________ DEPTH THRU BOX o -p __-____-_1____-___ o CULVERT/CROSSING o J. TEMPORARY EXCAVATION 4 6' X 4' A 175394.56 1311044.30 _ COMPACTED EXCAVATED o0 ' SLOPE; SEE (12 LENGTH) B 175397.28 1311049.65 --- FLOW --- - -- GRANULAR MATERIAL D ` o o NOTE 1; TYP • PT B IMPORTED GRANULAR o o� _I ALL SIDES 5 6' X 4' A 175484.36 1311237.53 ------" - -------- I BACKFILL, TYP. °-0 00 FOR BOX CULVERT I.E.'S (12' LENGTH B 175496.19 1311239.56 0 SEE SHEET 3 I ' FOR CROSSING LOCATIONS SEE SHEETS 3 THRU 5. L - <I° / I I I •• FOR LOCATION OF POINTS A AND B SEE TYPICAL CROSSING PLAN THIS SHEET. B PTA I 11'-0' MIN DEPTH OF TYP. j I STREAMBED GRAVEL I` 70'-O" COMPACIED / I SUBGRADE B - B LPRECAST CONCRETE BOX PRECAST CONCRETE BOX TYPICAL 10' X (5' OR 4') BOX CULVERT CULVERT; 10-W X 5'H OR 4'H) CULVERT; 6'W X 4'H.X- REQ'SLOPE 4 OR DOWN A X 12'LG SHOWN THIS HALF (8' 12' LG SHOWN THIS HALF CULVERT T TYP:X) TO MATCH F,O. - LG CROSSING ,y2A NOT SHOWN) CULVERT TYP; SEE NOTE 2 EXISTING GROUND VARIES; SEE PLAN/PROFILE TYPICAL CROSSING PLAN SHEETS 4 OR 5 (PRECAST CONCRETE BOX CULVERT) t BOX CULVERT/ CHANNEL REF. SHEETS 3, 4 &5 FOR LOCATIONS S= S=4x MAX 4 4 •1::.,;.,. 5=4X MAX, "I 0. O y 00 I po �( O � Opp J it'-4` MIN ROAD SURFACE WIDTH PRECAST CONCRETE /\ °fl0 I o 4' 10" (7'-4' CROSSING ,y2A ONLY) CURB; INSTALL W/ o °6 I FOR BOX CULVERT I.E.'S 3/4"0 EPDXY ANCHORS SEE SHEETS 4 &5 O ROADWAY& DRILLED INTO CONCRETE I 'Ll 4 T II^ I o_ z BOX CULVERT BOX CULVERT OR W/ �I I a a I Q6 BARS DRIVEN 18" I•. MIN INTO GROUND & Ll j I W/NON-SHRINK GROUT. I 6,-0" _ IN HOLE THRU CURB B - B NOTES: l ° TYPICAL 6' X 4' BOX CULVERT 1. CONTRACTOR IS RESPONSIBLE FOR DESIGN OF STREAMBED GRAVEL NOTE: INFORMATION TO BE SAME AS SECTION F-F ABOVE EXCAVATION CUT SLOPES AND TEMPORARY TONGUE &GROOVE I SUPPORT SYSTEMS IN ACCORDANCE WITH JOINT, GROUT INTO I / FOR 10' BOX CULVERTS UNLESS NOTED OTHERWISE GOVERNING REGULATIONS. PLACE I 2. TOP OF CULVERT ELEVATION RELATIVE TO FLOW A O EXISTING GROUND ELEVATION VARIES O EACH VARIES VARIES FOR ROCKWALL CROSSING. SEE SHEETS 3 THRU 5. CONTRACTOR I PLACEMENT TYP. TO PROVIDE FINISH GRADE O 4%MAX. SLOPE. ROCK WALL MINIMIZE DISTURBED WARP TO FIT AS REQUIRED. 3-MAN ROCKS, TYR. i AREA, RESTORE PER PLAN n - � VARY DIAMETER OF .a n ROCK TO MATCH EXISTING UNDISTURBED z I LI F UNDISTURBED EXISTING GROUND GROUND Its GROUND SCALE 0 3 6 FEET COMPACTED SUBGRADE I I I I I I t 6 0o J6 COMPACTED GRANULAR EXCEPT AS NOTED 4'-0'LENGTH 8'-0" STD. LENGTH BOX CULVERT ° BACKFILL - (NOT REQUIRED O I I 6 1 CROSSING p2A) I.E. VARIES; 2 EXCAVATE AS STEEPLY APPROVED SEE PROFILE- AS POSSIBLE, TYP. DO ROCKERY BACKFILL, TYP. POST BY D-J' DATE -6-78 a STREAMBED GRAVEL, I o° A - A 12" MIN. DEPTH ° 0 4 CONSTRt1CTtONGEOTforIGE ZP OD LIMIT OF ON TYPICAL LONGITUDINAL SECTION EXCAVATI -l1 w a co s• (REF, 11.0' MIN CITY OF RENTON 0) 0 I I 2' 1: CHANNEL 0 SE�/gTEtt601�6 DEPARTMENT OF PUBLIC WORKS 3. ,4OVAL 1/2" = t'-0" PAY LIMITSto 12 21 99 MAP BOX CULVERT CROSSING DETAILS D CREEK FISH CHANNEL PROJECT to TYPICAL TRANSITION UPSTREAM &DOWNSTREAk-OF BOX CULVERTS 0 Ci -C L� DESIGNED: CMG/DEP DATE 7/1/29 FUE NAM[:slEEno a DRAWN: NMD OBellevue,Enginews and Sciamtlsts Washington E ( ) CHECKED: DPT SCALE: AS SHOW nIID BOa1� P.ce FAX. 1425)602- 3Y APPR. DATE p1D, RE�'IS10N APPROVED: SHEET: f0 OF:22 I 14'-0' TOE 'MOTH .. CHANNEL. _ D SYMMETRICAL 0 o ry wl CHANNEL, SYMMETRICAL ------ a l 8_0' 8._0. w w r EXTENT OF GEOTEXTILE COVERED WITH 8" MIN > i 0. F 0II p DEPTH OF QUARRY SPALLS, GRANULAR I T-0" T-0" x ern 1 BACKFILL k STREAMBED GRAVEL UPSTREAM ______ w o w o< 1 OF SEAL LOG - -UNDISTURBED GROUND o -- --- --- EXCAVATE AS STEEPLY AS SEE SHT. 5 FOR `O POSSIBLE ABOVE GRAVEL UPPER LOG CREST ELEV. ____ }, BREAK POINTS w Fop ' 2 TYP. , COMPACTED GRANULAR BACKFILL `a `----=--4 .1 ==r ao ------------ ' ; STREAMBED GRAVEL, 12" MIN DEPTH ---' ao 2' THICK RIPRAP LAYER /'. a~o N TYP EACH LOG C- w w LOG DROP STRUCTURE LOG DROP STRUCTURE W I VEGETATION NOT GG CREST CREST w STREAMBED SHOWN, SEE T UPPER LOG UPPER LOG > I SHEETS 19-22 a GRAVEL TYP 20'-0" - VARIES (EFFECTVE SLOPE = Sx) c°§ _ 4'-0* r 12'-0" 3'-0" 5'-0' �I w w MIND" MIN. STREAMBED GRAVEL RIPRAP RIPRAP GEOTEXTILE •npl iv - 2:1 TYP. _-----_--` 2:1 TYP. (VARIES, SEE SHEET 5) TYP TYl' LIMITS TYP .......... ----;- a W E 2' THICK RIPRAP LAYER TYP o. C I $I. Floo— 2 X 6 PRESSURE TREATED SEAL I I l rn o BOARD. MITER EDGES TO PROVIDE SEALED EDGES AND ATTACH TO ' w LOGS WITH 16d GALV. NAILS. l ! 18"0 MIN. UPPER LOG w .------- -___-_-_ ___ ------ SEAL LOG BELOWSTREAMBED' MIN. GRAVEL � I ----- ---- ----�- SEAL GAPS WITH 2 X 4 TYP � SEE PROFILE, SHEET 5 �- v -------`------ - _ - ---, 1 12" MIN. DEPTH TYP FOR CREST ELEV TYP -------- ---------------'� ATTACH GEOTEXTILE (NICOLON 570 � � I �GRADE LOGS ARE SIMILAR ------- ---- -� �` OR EQUAL) TO UPPER LOG WITH STREAMBED GRAVEL TO LOG DROPS 2 X 4 PRESSURE TREATED WOOD 12 , ORIENTED VERTICALLY T UPPER LOG CLEAT, FULL LOG LENGTH TYP I " MIN. DEPTH TYP `SEE NOTE 2 E I I FLOW 61 FILL OVER GEOTEXTILE WITH I PRECAST CONCRETE ,:1 �I ;a �-8" DEPTH OF QUARRY SPALLS BALLAST BLOCK DRILL 1 3/8"0 HOLE 0 30', DRIVE (2) #10 REBAR THROUGH /; I AND GRANULAR BACKFlLL TYP ) LOGS AND EMBED INTO CREEK / I I FLOW BED AT LEAST 4' TYP SEE LOW FLOW NOTCH DETAIL; 4'-0' TOE WIDTH IMMEDIATELY DOWNSTREAM OF LOG STRUCTURE, SEE SECT D-0 ON SHEET 9 SUBGRADE PLANr L I -r pAN I � � 18"0 SEAL LOG w ow wCHANNEL, SYMMETRICAL w w - COMPACTED GRANULAR BACKFILL p- D GRADE LOG STRUCTURE DETAIL 7'-0. ----- 2 TYP. UNDISTURBED GROUND 1 I STREAMBEO GRAVEL, 12' MIN DEPTH .I CHAIN TO HOLD EXCAVATE AS STEEPLY AS- - --'' - - POSSIBLE ABOVE GRAVEL AND UPPER LOG TO 2 WIDE FOR CHAIN NOTES RIPRAP BREAK POINTS CONCRETE BLOCK BY 1:1 TYP NOTCH LOG 2" DEEP `---- - --- - .c_ - ---' /— 1. UPPER LOGS FOR LOG DROPS k 2' THICK RIPRAP, SEE --"' - ____ 9` -"-"- PLAN FOR EXTENTS 18"0 UPPER LOGA REST ELEVATION PER GRADE LOGS SHALL BE RELATIVELY 8" MIN. QUARRY SPACES ROFILE ON SHEET 5 18"0 UPPER LOG STRAIGHT AND SET LEVEL TO WITHIN il OVER GEOTEXTILE UPSTREAM a ft/4" OVER THE WIDTH OF OF SEAL LOG q_A :/4"0 BOLTS OR FLOW EXPOSED PORTION OF LOG. THREADED RODSRESSURE TREATED OR EDAR WOOD SHIMS FOR2. GRADE LOG STRUCTURES ARE SIMILAR CHANNEL, SYMMETRICAL EVELING 70• TO LOG DROP STRUCTURES EXCEPT UPPER LOG ATTACHED TOJ WITHOUT NOTCH, GEOTEXTiLE, 2X4 8'-0" ECOLOGY BLOCK WITH CHAIN (TYP.) . 5'H X 3' X 3' PRECAST 2• CLEAT h SEAL SECTS A-A, B-B LOW FLOW NOTCH DETAIL ONCRETE BALLAST BLOCK AND C-C APPLY TO GRADE LOGS E� 7 O 5 0" a EXCEPT AS INDICATED ABOVE. 18"0 MIN. UPPER LOG 2'_0" �EXISTING GROUND I M SEE SHEET 5 FOR CREST ELEV. TOE OF SLOPE 10 1 - y n ON D/S I I j M SIDE OF LOG _ �- 1-6. ELEVATION SECTION 2 TYP' I ! 2* THICK RIPRAP, SEE PLAN E'E LOW FLOW NOTCH DETAIL DO FOR EXTENTS 0 4' 8' \ SCALE 0 2 FEET SCALE 0 2 FEET i l l i l l lto l 0 UNDISTURBED GROUND I , ; , l I L l l 1/4„ = 1 -O" - --- --- ---- ----"---- - COMPACTED GRANULAR FILL 1/2' = 1'-O" 1/2" 1-D` EXCEPT AS NOTED c LEVELING SHIMS, SEE SECTION E-E ` 3 `----j - LOCALIZED EXCAVATION FOR APPROVED 1 Z 78"0 MIN. SEAL LOG LOG/BLOCK INSTALLATION CITY OF RENTON DEPARTMENT OF PLTHIdC WORKS C /10 REBAR (2 REQ'0) `�- 1.5'H X 3' X 3' PRECAST CONCRETE F FPAssri 6Y 17«� DATE � 6- 9 E = BALLAST BLOCK, PLACE AS NEAR TO LOG��° y��r �- — MAPLEWOOD CREEK FISH CHANNEL PROJECT 2' THICK RIPRAP ON END OF SEAL LOG AS POSSIBLE DOWNSTREAM SIDE OF LOGS. / PLAN, SECTIONS, AND DETAILS SEE PLAN FOR EXTENTS %q i5�91 7 30 B�B � � �� DESIGNED- DEP DATE: 7/1/9E FlLE iM11E:9EEi11 �s'T/ONAL En°, Engineers and Scientists Bellevue. Washington, SCALE: AS SHOW nl1D BOOK: ari: - Y TEL (425 602-4.0DO CHECKED: OPT E;wnES 12--2t-99 ( ) 40. REVISON 9r APPR. DATE FAN: 425)602-4020 APPROVED: SHEEP- it OF:22 4'-5' 3'-0" MIN I FISH CHANNEL/ r—8" LAYER OF QUARRY SPALLS DOWNSTREAM OF SPUTTER STRUCTURE; _ /�8" LAYER OF QUARRY SPALLS DOWNSTREAM OF SPUTTER STRUCTURE; CREEK 18" LAYER OF RIPRAP UPSTREAM OF SPUTTER STRUCTURE / 18" LAYER OF RIPRAP UPSTREAM OF SPUTTER.STRUCTURE. 3LL 1 �I O 30' 1� � o ��oG o Ell ROCK DEFLECTOR I 3 \ LL '��4"cccul 0 HABITAT BOULDERS ® ,� I o D pp� 0 25 - 30' n D SEE SHE6T,;¢._ I ' Q I 40 - 50' G \ Oq 18" THICK LAYER 0 OF RIPRAP �\ A ® q ' A O \I�- T \25i- 30 o LL�� • ll� Q I[ CHANNEL O I /Q/ •>,�p OI ^ CHANNEL V o a��o(Jo )01 CONCRETE ECOLOGY BLOCK i 3' X 3' X 1.5' IN LOWER CHANNEL ROOTWAD ROOTWAD TYP /� 4' X 3' X 3' IN UPPER CHANNEL PLAN PLAN B B f SINGLE ROOT LOG DOUBLE ROOT LOG I i ROCK CLUSTER 1 ry O A HABITAT BOULDERS; q'-6" � -RIPRAP OR � QUARRY SPALLS USE 1, 2 OR 3 _ i QUARRY SPALLS FISH CHANNEL/CREEK % FISH CHANNEL/CREEK O&O MAN ROCKS o SEE LEGEND, SHT 2, & I of ROOT LOG LOCATE PER SHTS 3 `9+ 1' - 2' LOWER CHANNEL /�ROOT LOG i - 2 12 - 15"0 FIR OR CEDAR THRU 6, COORDINATE (/\/�/\J + 3' - 4' UPPER CHANNEL I�12 - 15"0 FIR G CEDAR LOCATION WITH CITY I1 X 12 - 16' LONG X/2 - i6' LONG W/ ROOTWAD � / / I W ROOTWAD TYP 10 15' ill IF�lF7� I I-r PLAN TYPICAL HABITAT BOULDER STRUCTURES COMPACTED GRANULAR / BACKFILL NOTCH LOGS TOGETHER FOR CHANNEL GEOMETRY �2! CONCRETE ECOLOGY BLOCK ! / ,!�h✓,. 3' X 3' X 1.5' IN LOWER CHANNEL \! �FOR CHANNEL GEOMETRY SEE SHEET 9 I! 4' X 3' X 3' IN UPPER CHANNEL—` \ SEE SHEET 9 EXCAVATED Z2 WRAPS OF 5/8 GALVANIZED 2 WRAPS OF 5/8" TRENCH GALVANIZED I \� IMPROVED PLOW STEEL 6X19 IMPROVED PLOW STEEL 6X19 STREAMBED GRAVEL, FIBRE CORE WIRE ROPE. SECURE STREAMBED GRAVEL, FIBRE CORE WIRE ROPE. SECURE I 12" MIN. DEPTH W/ 2 WIRE ROPE CLAMPS I 12" MIN. DEPTH O4 W/ 2 WIRE ROPE CLAMPS SEE SHEET 9 SEE SHEET 9 �-t 4 O -- 4- ® ® 4 3 O ' 3 3 ® O \ >_--' QUARRY ROADS WITH ROCK C - C D - D GRANULAR BACKFILL & SINGLE RCOT LOG DETAIL DOUBLE ROOT LOG DETAIL STREAMBED GRAVEL I 4' - 5 3' MIN �I STREAMBED GRAVEL, 12" MIN. DEPTH SEE SHEET 9 A - A NOTES; SCALE: NONE ROCK DEFLECTOR DETAIL 1. FOR LOCATIONS OF HABITAT STRUCTURES SEE SHEETS 3.THRU 6. iol �COORDINATE FINAL ROCK 2. THE CITY SHALL DIRECT THE EXACT STRUCTURE PLACEMENT APPROVED I I SIZE AND PLACEMENT WITH AND LOCATIONS IN THE FIELD DURING CONSTRUCTION. N THE CITY, EMBED ROCK MIN BY e=Z DATE 6-9 1'-0" IN STREAMBED GRAVEL 3. g&04 INDICATE 3 & 4 MAN ROCKS AS DEFINED BY THE POS N II SUPPLEMENTAL SPECIFICATIONS. of nt�yTL� M 4. THE CITY MAY DIRECT THE CUTTING OF THE LENGTH OF �RR� ROOT LOGS TO FIT THE ACTUAL LOCATIONS INSTALLED. ti CITY OF RENTON o rn FOR CHANNEL GEOMETRY C Pmo`2�� DEPARTMENT OF PUBLIC WORKS SEE SHEET B �y /SAL ge1< MAPLEWOOD CREEK FISH CHANNEL PROJECT FISH HABITAT STRUCTURE DETAILS o z STREAMBED GRAVEL, wacr 1z-zt-se O 12' MIN. DEPTH DEDWD:CIAG/DPT o�rE: ��, FIE HOME:SHEM2 N SEE SHEET 9 B - B En ineera onC Sclentlata CHECK MN 9 SCNE: AS 4WMN n¢n eoac rrZ O TEL Belle(a23)602a a4 gton CHECKED: DEP ROCK CLUSTER DETAIL FA)L (421)BD2-402D �_ R «. D�E ^� ,2 DF 22 x GENERAL NOTES FOR REINFORCEMENT GENERAL CONCRETE NOTES 1. ALL REINFORCEMENT PLACEMENT AND DETAILING SHALL CONFORM TO ACI 318-95, 1. BEFORE PLACING CONCRETE.SEE ALL DRAWINGS,INCLUDING MANUFACTURERS BUILDING CODE REINFORCEMENTS FOR RENFORCED CONCRETE UNLESS OTHERWISE DRAWINGS, FOR ALL EMBEDDED ITEMS WHICH RE REWIRED IN THE PLACEMENT. NOTED. 2. CONCRETE PROTECTION FOR REINFORCEMENT,UNLESS OTHERWISE NOTED ON THE 2. THICKNESSES SHOWN FOR WALLS AND SLABS ADJACENT TO UNDISTURBED SOIL OR DRAWINGS, SHALL HAVE A MINIMUM CONCRETE COVER AS FOLLOWS: ROCK ARE MINIMUM DIMENSIONS. WALL - o BOTTOM OF FOUNDATION AND FOOTINGS = 3' Id _ BACKFILLED SURFACES - 2' 3. BEFORE PLACING CONCRETE, CARE SHALL BE TAKEN THAT ALL EMBEDDED ITEMS o SURFACES SUBJECT TO SUBMERGENCE 3' ARE IN POSITION AND SECURELY FASTENED IN PLACE. EXTERIOR WALLS, SLABS, BEAMS AND COLUMNS = 2- INTERIOR WALLS,SLABS,BEAMS AND COLUMNS 1-1/2- 4- THE MINIMUM CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 3. O— INDICATES A BR WITH A BEND TURNED TOWARDS THE OBSERVER. fc=4,000 PSI,UNLESS OTHERWISE NOTED ON THE DRAWINGS OR IN THE SPECS INDICATES A BAR WITH A BEND TURNED AWAY FROM THE OBSERVER. � =1 INDICATES A LAPPED SPLICE IN THE SAME PLANE, NOT A BEND IN THE BAR, T)Mp� 1� 0 0 RENFORCBVENT DEVELOPMENT 4. DIMENSIONS ARE TO THE CENTERLINES OF BARS UNLESS OTHERWISE SHOWN. AND LAP SPLICE �LENGTHS (UNLESS OTHERWISE INDICATED ON THE DRAWINGS) 5. REINFORCEMENT PARALLEL TO EMBEDDED ITEMS SHALL MAINTAIN A MINIMUM Pc- 4,000 PSI fy= 60,000 PS 1.7 Id CORNER BARS TO BE SAME SIZE CLEAR DISTANCE EQUAL TO 1-1/2 TIMES THE MAXIMUM SIZE AGGREGATE. DEVELOPMENT LENGTH LAP SPLICE LENGTH AND SPACING AS O.F. HORIZ. BARS 6. THE FIRST AND LAST BARS IN THE WALLS AND SLABS SHALL BEGIN AND END A BAR DISTANCE EQUAL TO THE CLEAR COVER FROM EACH END OF THE MEMBER. SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS STIUPSA14D END AT A WALL CORNER DETAIL TYPICAL CORNER CHAMFER 7 D STTRCE BEAMSIOF ONE-HALF OFETHE ADJACENT BAR SPACINGIN COLUMNS ARE TOTFROM THE FACESMAXIMUM OF THE 3 14 12 18 16 (FOR USE AT ALL EXPOSED CORNERS UNLESS SUPPORTING MEMBERS UNLESS OTHERWISE NOTED. 4 19 15 24 19 OTHERWISE INDICATED ON THE DRAWINGS) 8. MECHANICAL SPLICES MAY BE USED UPON APPROVAL OF THE CSR. 5 23 18 30 23 9. ALL REINFORCING STEEL SHALL BE AASHTO M31,GRADE 60.UNLESS OTHERWISE NOTED. 6 28 22 36 28 1'-0' EQ. EQ. 10. WHERE APPLICABLE SUBSTITUTE Idt OR Idh FOR Id IN ALL REINFORCEMENT DETAILS —II SHOWN ON THIS DRAWING. 7 33 25 42 33 8 37 29 48 37 OUTSIDE FACE ' ( I OF CONC. WALL STANDARD ABBREVIATIONS --� PIPE P If TES: C.J. PLANS ER � Y4 REINFORCEMENT (1.) TABLE VALUES ARE IN INCHES. o CONTINUOUS MECHANICAL O SPACING CENTER M CENTER MIN. - MINIMUM .ip THROUGH JOINT \� COUPLING \�. I2.) TENSIONOTHERWISE INDICATED ON THE DRAWINGS,ALL BARS RE A.B.B ANCHOR BOLT M.L. = MIDDLE LAYER 1 1/Y MIN / \ �`,�' i A.C.P. ASPHALT CONCRETE PAVEMENT N.F. NEAR FACE (3J TENSION BARS GIVEN IN TABLE RE FOR BARS SPACED AT LEAST 4-#4 (TYP.) \ B.F. = BOTTOM FACE N.LC. NOT IN CONTRACT WATERSTOP TYP. VERTICAL & /// N0. NUMBER 6 Id O.C. AND CONCRETE COVER IS GREATER THAN db. HORIZONTAL CONSTRUCTION ----- --- ---,----,- B.O. BLOCKOUT JOINTS WHERE SPECIFIED \ / \\\ ELL - BOTTOM LAYER NOS. NUMBERS (4,) FOR OTHER CONDITIONS NOT INDICATED IN TABLE REFER TO ACI 318-95. \/ I \/ BOT. BOTTOM N.T.S. = NOT TO SCALE ON DETAILS /\ /\ O.C. = ON CENTER C.B. = CATCH BASIN O.D. - OUTSIDE DIAMETER __�_�___�_ C.C. = CENTER TO CENTER \\� / O.F. = OUTSIDE FACE REINFORCING BAR ABBRE\/IATIONS C.J. = CONSTRUCTION JOINT PIPE _ CLEAR O.L. = OUTSIDE LAYER ��+T-pI I� I� C M.P. CORRUGATED METAL PIPE 0-0 OUT TO OUT Id - DEVELOPMENT LENGTH V VI�N7 1 RlJCMN JOINT %\� DIAMETER EGTHANC PIPER C.S. = COUNTERSINK OPNG' OPENING Idh = DEVELOPMENT LENGTH FOR HOOKED BARS Opp. OPPOSITE Idt - DEVELOPMENT LENGTH FOR TOP BARS O.D., SAME MATERIAL DET. - DETAIL P.C. = POINT OF CURVATURE db = BAR DIAMETER AND THICKNESS AS PIPE D.F. - DOUGLAS FIR P.C.C. - POINT OF COMPOUND CURVATURE (FUSE HOPE PIPE) DIA. (0)= DIAMETER P.J. = POINT OF INTERSECTION SEEP RING Low- DWG. = DRAWING PL - PLATE REINFORCING BAR BILLING Se IDENTIFYING y y OWL DOWEL P.T. = POINT OF TANGENCY EA, EACH OR PRESSURE TREATED A. TYPICAL BAR BILLING IN PLANS, SECTIONS AND ELEVATIONS: E.F. EACH FACE R - RADIUS p6 O 6 N.F.,I.I.L. ELEVATION SECTION EL s ELEVATION(OR ELEV.} REF- -_` REFER ORREFERENCE- -'._.:-- - .. WHERE BAR LENGTH AND NUMBER REQUIRED'IS NOT:GVEK THE - EQ. = EQUAL E.L. = EACH LAYER REINF. - REINFORCEMENT OR REINFORCING CONTRACTOR SHALL DETERMINE SAME FROM BAR'SPACING. OPENING TYPICAL PIPE THIMBLE DETAIL R.O.D = ROUGH OPENING REQUIRED LOCATION AND DIMENSIONS OF STRUCTURE. E.W. = EACH WAY EXP. EXPANSION SIM. = SIMILAR B. TYPICAL BAR IDENTIFICATION: /6 O 12 NOT TO SCALE SPA = SPACE CONNECTIONS TO CONCRETE ALL HOPIPF.D. - FLOOR DRAIN SPECS = CONTRACT SPECIFICATIONS 1.3 Id+ d2 + F.F. FAR FACE (PROVIDE PIPE THIMBLE AT ALL HOPE PIPE _ - FND = FINISHED &S. n = STAINLESS STEEL y8(TYP) FNDN. D FOUNDATION _ Mi GALV. - GALVANIZED STL - STEEL A� ,C. TYPICAL DETAILED BAR BILLING: 8 y6 0 8 X 4'-6'E.F. GRTG. - GRATING SYM. = SYMMETRY OR SYMMETRICAL Iz HORIZ. = HORIZONTAL T - TANGENT LENGTH / H.P. HIGH POINT T&B = TOP AND BOTTOM d1 SAME SIZE AS EXTRA BARS H.R. = HANDRAIL T = SAMPLE BILLING: T.O.C. TOP OF CGNCRETE Tom• I.D. = INSIDE DIAMETER = TYPICAL LOCATION OF EXTRA BARS �-BUT NOT LARGER THAN rf78 I.F. - INSIDE FACE U.O.N. UNLESS OTHERWISE NOTED END BR IN /6 O 10 /6 O 10 INV. = INVERT I I INSIDE LAYER VERT. = VERTICAL BILLING S OPENING L8. (LBS.)= POUND(S) W/O = WITHOUT 6. _ L.P. LOW POINTyyp = WORK POINT DIMENSION 'S'(IN INCHES)SHALL ALWAYS BE EQUAL MAX = MAXIMUM TO THE SPACING OF ADJACENT REINFORCEMENT. OMIT ADD'L CORNER BAR IF SLAB OR 3 8' MFR. MANUFACTURER = WATERSTOP WALL IS OVER 12" THICK j / INCH MARKS ON DIMENSION OF SPACING OR BR LENGTHS. 4'(TYP)o4d _ APPROVED qf/r PLACE CLOSE TO OPENING EQUAL PVC WATERSTOP 1.3 Id __// / TO AREA OF THE INTERRUPTED ` a-•✓� DAT 7-c.-9e IL BARS. PLACE HALF ON EACH L 10 SIDE. USE MINIMUM CLEAR cV SPACING. v T CITY OF RENTON p. NO CID ♦9 OF�ASq�rd DEPARTMENT OF PUBLIC WORKS ~ MAPLEWOOD CREEK FISH PROJECT \ O�� oo Z NOTE: THIS STANDARD IS TO BE USED FOR OPENINGS LESS THAN 20% OF THE STANDARD CONCRETE AND 0 REINFORCEMENT'DETAILS CLEAR SPAN BUT NOT MORE THAN 6`-0' E.W. OTHERWISE SEE DRAWINGS. 0 qc�.,�, IS'fER`'G � r=,Lf--'11�i•—� jMr�JE— E /98 FXE NAMe 9¢n3 1n REMFORCEMENT ARRANGEMENT AROUND OPENINGS roml L O E---C 3-30-99 Bellow . Washingto SHOWN RID sWc wG4 TEL (425 W2-4020 2-400 FAIL (425)80 No. REVISKIN BY AGPR. DATE APPROVED: SFEEf: 13 OF:23 o NOTE: SEE GRADING PLAN SHEET 8 FOR o PLACEMENT OF PRECAST CONCRETE CURBS EACH SIDE OF SPUTTER STRUCTURE a • 12'-6 5 8" 1'-4' T.O. WALL RAILING, GRATING PLANKS 8 10.-0" &SUPPORTS: SEE SHEET 18 EL 92.0 0 SAFETY - '� m EL 92.0- c��l'� 5�6+ WEIRSS °UIDES 0 ONLY; SEE 5T • �y VV� T.O. WALL B v� SHEET 18 FOR DETAIL #4 ^I CHAIN �. EL. 91.5 �c F�0* (CONCRETE WALLS m� �� i \ WITHOUT GUIDES O HANDRAIL iv OVERFLOW WEIR �- E WEST WEIR) POST - • r T.O. CREST -- -- - - - -- EL. 88.0 - T.O. WEIR • EMBEDDED �� SEE SLOT EL 85.2 EAST RUNGS EC 84.4 lI I I I 85. DETAIL EL 84.4 �WESI'� • a 7 KEYED T.O. FOOTING A II I I I I I A, CJ F EL 83.5 Za E .I , I I I I II � 135.�t' E, • nt -- -- -- -- -- -- ` D CREsj APPROX LOCATION ZZ D.I. PIPE (VERIFY) L T.O. B B - - SLOT DUAL EL- 1 SLOT REQ'D W/GUIDES AS SHOWN (EAST WEIR) GUARD OPEN I SLOT REO'D W/O GUIDES AS NOTED (WEST WEIR) AREAS ON SIDES OF GRATING N 175,fi15.30 ` C 0 PLANKS W/ I E 1,311,380.07 \1�I- HANDRAIL EL 91.5 3 q-0 D '0 D II 4' 0' 40'-0' 4'-0" r - cov EL. 92.0 J I I CREST EL. 88.0 I �; -- -------------------------------------------------- 1'-2 5 8' 1'-4" ---_--- EL 85.5 y 1 F- 1 EL 83.5 SPLffTER STRUCTURE PLAN EL 6z.st �lLOCATE &AVOID 15"m D� - DOWNSTREAM ELEVATION OVERFLOW WEIR SS PIPE UNDER FTG I.. RAIUNG,.GRATING PLANKS - RAILING, GRATING PLANKS #4 TYP &SUPPORTS; SEE SHEET 18 - &SUPPORTS; SEE SHEET 18 EL 91.5 ---_---_-- EL. 91.5 I NOTES i _- _- -_ ` -J r;v � i1. FOR STANDARD CONCRETE AND REINFORCEMENT DETAILS !(= - STD HOOK NOTES AND ABBREVIATIONS, SEE SHEET 13. �!! ( GRANULAR TYP ,� . BACKFlLL 2" CL Typ2. FOR SPUTTER STRUCTURE GRADING PLAN, SEE SHEET 8. o I pp44 O 12 EW ••�� !- ' 3. FOR SPUTTER STRUCTURE MISC.METALS, SEE SHEET 18. EA WALL GRAVEL STREAMBED I _ �U BACKFlLL /GRAVEL EL 91.5 SECT D-D 4. ALL HORIZ CJs BETWEEN WALLS AND SLABS AND VERTICAL t N4 TYP EA WALL I 4 O 12 EL 92.0 SECT E-E CJs BETWEEN EXTERIOR WALLS SHALL HAVE WF ERSTOPS. o oI EXTEND ALL VERTICAL WATERSTOPS fi" INTO SLAB AND TO - -- EMBEDDED RUNGS _FLOW_ t I 6" BELOW TOP OF WALL. SPLICE ALL WATERSTOP JOINTS BEYOND C/C ( RIPRAP VARIES 86.5f O C-C EQ( I EQ GYP- PER MANUFACTURER'S RECOMMENDATIONS. EL REINF W/ k4 O 12 '-°•j �:•"�a 0•••''� •b^.r,. - ==iJ I i i EW O EAST & I i '••� :«°8 '=b•• • - - EL. 85.2 EL. 85.2 WEST END WALLS 1 '�• '•••b' �ti•^••' ' EL. VARIES 85.St O C-C WATERTOP CORNER DETAIL n TYP ALL WALLS I ! 1;y4 O t2 p4 O 18 --r' EL. 84.4 _ _ #4 EW TYP -I S°. --I- :o,r• .. _ ---`' f% EW, EF .jo r 1-1 EW. EF ' I-'1!E ''j-GRANULAR 0 2' 0 4' 8 0� I 0.0,,,p 'I ✓ BACKFlLL LiJ.-iL-J 1 I I I I EL 83.5 a11= �1'r ''b EL. 83.5 EL 83.5 SECTS C-C1@Zi-D 1/2" = 1'-0" 1/4" - T'-0" ( III =I` o 4- ll�)EL ARIES SECT E-E EXCEPTAS NOTED APPROVED 00000 0o Q000000 0 00 0 \ \ \ p T$2 ? pOp d oo0 0 00 0 o 00 0 �/�\'�q�Q. Qo c0 o b1000ro y%%\/`\i%i// /\ \/ \/` i \ \\��\y\i\y\i\:�\ OF M�yi � BY DATE G e N \��\\/�INST /`/'/\/ //•, COMPACTED '��\//�///i\\//\//✓/�//�\/// I •-COMPACTED qQ p< 0� O .0RUCTUAL O' STRUCTUAL OMIT KEY A7 / 7'_q" g• PLACE AGAINST (,= OF RENTON I SECT E-E UNDISTURBED SOIL O PLACE AGAINST '�I FILL FILL 0) OrsTER UNDISTURBED SOIL RF 19p°' wq c DEPARTMENT OF PVHI:.IC WORKS Q C-C,D-D,E-E S�oNAL v, MAPLEWOOD CREEK FISH CHANNEL PROJECT � '-0� - A-A v I B-B 0 2' SPUTTER STRUCTURE 0 0 2 (� I + 0 2 I " ' ' ;,wRcs 3-30-99 PLAN AND SECTIONS Sur 4'1 1 1/2" = 1�-0' L1.�� - DrrE1/2" 1'-0 T/2" = 1'-0 nd _ wu0DATE >/+/sa FLENAME:9En4 Engineers ists O Bellevu e,OWOahingeton OPT TEI_ (425)602-4000FAX: (425)602-4020 N0. REVISION BY ARPR. PATE1�7:* VED: SHEET: 14 DF:22 'T 8_ V-0' FOOTING U.N.O. �#4 OWL BAR -- -8-9•- - / r y(f4 TOP TRIMMER BAR 0i /4 O 12 E.W., OWL INTO I' SLAB AND WALL gym-- �DAYLICHT 4'0 PERF DRAIN �T.O. WALL / T.O. SLAB , CJ EL 107.6 EL. 100.1 EL. 107.E 2"0 PVC PIPE, FEMALE i i / I 6" 8'-3" 8'-0' ADAPTER h PLUG `FOR LADDER k TYR 12 PLACES HANDRAIL DETAILS o - E ! SEE SHEET 17 I E e REINFORCEMENT IN a NOTE: SEE SHEET 8 1 E4 10t.5 I f WALL AND SLAB NOT FOR CHANNEL ■ EL 107.5 EL. 103.1 ' WEIR L W SHOWN FOR CLARITY GRADING IN f }I THIS AREA b I I CJ / B - B T.O WALL r (REINF. TYP. ALL WEIRS) C I I ET.0 WALL L'VARIES I EL. t 08.4 �I EL.110.8 I T.O. FOOTING - ' EL 100,1 __-2 o FOR HANDRAIL DETAILS SEE SHEET 17 � r______________________�H: __ _______-______ ____ -------- _--______ ------________ -.___-_ ---------- i ------------------- -- ----------------- --------- ------------ ' -------- --------- -__: I 18' O.D. PIPE THIMBLE TYP L. VARIES G T.O. WALL _� I SEE SHEET 13 E EL 110.8 T.O. SLAB ' ----EL. 110.8 I ( ) I EL. VARIES ----- EL. 103.3 SHEET 16 �----- 6'TYP MECHANICAL COUPLING TYP ' `` I EL. 112.0 D I I 18" O.D. SHORT RADIUS ELBOW D'� Z''r -_ EL. 106.3 EL. 105.5 EL 104.7 EL. 103.9 r EL. 112.0 --� -}- v N 176 030.22 T.O. WALL TYP E 1,311,429.19 vv) Y- 1 EL. VARIES I ' , I FOOTING I 18" CANAL GATE __.. E - . d _1_ T.O. NG L tOZ3 M5 O t2 E.F., E.W: EL. 111.6 T.O. WALL B II , El 114.8 �` % EL. VARIES fi T.O. SLAB 1'N \, _ .I oEL. 100.1 I f , `- ------------- ----------' ------------------ ----- -------------- - ---WA RST P TYR-- ----- --- '--- E.OWLS ------- - --'- ------- I- '__-_--______ � �T.O. WALL TE 0 -------- ------------ ------------------------- ------------- --------I A -F- ------ - '--- - --- ---♦ �---------------------- ---SEE NOTE 4'- ---------' EL. 114.8 � A I /� S-6^ T.O. WALL 1 4'0 PERF PIPE DRAIN TYP EL 114.8 C'i E4 VARIES DISH SLAB LOCALLY TO CONFORM 8:o O I TO BOTTOM OF CANAL GATE I I -COMPACTED STRUCTUAL •I I EL. 107.1 EL. 107.9 EL. tOBJ EL. 109.5 E4. 110.3 T.O. SLAB •1 FILL: 12" MIN EL 107.3 FOR LADDER k HANDRAIL T.O. SLAB 1 i EL 116.2 i i I ( DETAILS SEE SHEET 17 i ,(1 FOOLING EL 100.1 --� o. tj PIPE LE. 707.65 (SHEET 16) •o. T.O. WAIL N 176 036.83 T.O. SLAB I I I I H \ E 116.2 t' ' EL 103.3 I EL tt6.2 E NTRA437.09 ' 4"o PERF PIPE CONTRACTOR TO VERIFY ) IN 12' X 12- ryo _I �--------- «> ----------- ---- ----- oo• -------- -------- ' ' --1� I o6_:.om cIr GRAVEL BACKFILL 5:1ENVELOPE OF I COMPACTED STRUCTURAL N5 O 12 E.F. _ _ -- --�--'- t- _ -- - --_ ----_--------- _- --- EXISTING 42' PRECAST �- ' 7' 0- FILL, 12' MIN-, SEE-NOTE-6 z �0.-yVALt- -- ----.`- I - o \, EL 116.2 CONCRETE PIPE. ._ -F------ ------- #4 O 12 E.F. SEE NOTE 5 C - C PERF PIPE, TYP AROUND B 8'-0" 8'-0' 5'-0- io 3 N 776,020 PERIMETER F PERIMETER AS SHOWN H -I rn E 1,311,482.94 (SHEET 16) 53'-9' NOTES' FILM DFORETAILS HANDRAIL LJ�u`1 f DETAILS SEE i. FOR STANDARD CONCRETE AND REINFORCEMENT DETAILS, NOTES CANAL GATE p SHEET 17 AND ABBREVIATIONS, SEE SHEET 13. O" T.O. WALL 2. FOR FISH LADDER GRADING PLAN, SEE SHEET 8. T.O. WALL FOR HANDRAIL EL. VARIES EL VARIES DETAILS SEE T.O. WALL EL 114.8 SHEET 17 } 3. FOR FISH LADDER MISC. METALS, SEE SHEETS 17 AND 18. t'- I I 4. ALL HORIZ CJs BETWEEN WALLS AND SLABS AND VERTICAL OF CJs BETWEEN EXTERIOR WALLS SHALL HAVE WATERSTOPS. i T.O. WALL � o: FAR SIDE o^ GRAVEL BACKFILL TIP EXTEND ALL VERTICAL WATERSTOPS 6" INTO SLAB AND TO as T.O. WALL _ EL. 112.0 6" BELOW TOP OF WALL. SPLICE ALL WATERSTOP JOINTS EL 111.E Q°o B'-0"TYP. I I PER MANUFACTURER'S RECOMMENDATIONS. T.O. SLAB EL. 107.3 5. REMOVE PLUGS FROM UPSTREAM AND DOWNSTREAM ENDS 1`1j CREST EL. 110.3 i j OF EXIST CONCRETE PIPE. SEE SHEET 8.-. CREST EL. 109_5 /15 O 12 E.F. ,y,_ 6. CLAYEY SOILS AND HIGH GROUNDWATER MAY BE ENCOUNTERED /5 O 12 E.F., E.W. 04 O 12.E.W., 71P. CRESTEL 108.7 \ UNDER THIS STRUCTURE- CONTRACTOR TO BID WORK ASSUMING ci M5 O 12 E.F. 4 O 12 E.F. "s OVEREXCAVATION AND BACKFILL WITH QUARRY SPALLS AND CREST EL. 107.9 T.O. SLAB STRUCTURAL FILL TO OBTAIN A FIRM, SOLID FOUNDATION WILL #4 O 12 E.F. .�� EL. 107.3 BE NECESSARY. DEWATERING WALL BE INCIDENTAL TO THIS CREST EL. 107.1 \ to ---- STRUCTURE. Vu N4 O 12 E.F. 0 o."a o O.CL a ._:o o P of eyrL��c• 4"0 PERF °D 70 Sao e,0oo 80000 000 t� c 5 O 12 E.F. 7, M DRAIN TYP 1_o /4 O 12 E.F. rn o ;moo°g--,.o o--� /� �.'. " CITY OF RENTON T.O. SLAB 8 0 WATERSTOP, TYP. APPROVED �>9: e• #5 O 12 E.F. a I' SCALE 0 3 6 FEET � R o A. DEPARTMENT OF PUHLtC WORKS Do EL. 103.3 ' �rsT¢�`' d� rn O o,.a.a- , , tNAPLEW00D C L PROJECT COMPACTED--- --_._ 2' MIN, SEE 6RAL FILL,' - _ _LL,� 3/a' 1' o' BY D DATE L a AL E`' \ R FISH LADDERANN o`o e O ee ------____ ' EXCEPT A NOTED - 8-_0_o. 8_..p_eo ----------------- ---_---- � i � SDNtz 2C sa PLAN AND SECTIONS � omQm ' y ---_--' I ' DESIGNED:RSP/DEP 7/T/% F4£NAME:SIEEITs ------------------ DATE or FISH LADDER BEYOND; --------------- '. __i �__� En Ineera and Sclenttata DRAWN: nM0 E SEE SECT D-D. SHEET 16 ------- ----------_---- 9 O Bellew e, Washington CHECKED: OPT SCALE: AS$HOwM nDD eoDlc ' A -A TEL- (42S))602-4000 ______-._____-._________________.._________-• FAX: (425)602-4020 NO. REVISION 8T APPR. DATE APPROVED: SHEET: 15 OF:22 'i 3/8" STAINLESS STEEL PLATE BENT, MITERED h WELDED 1' 41-6' " — — _ -----.. _ _.- �. PEiI'DETAIL ON SHEET 18 v -0" ' o BEND T.O. WALL FOR HANDRAIL EL VARIES DETAILS SEE FOR REINF. DETAILS, 3 5/16" 2 11/16" - SHEET 17 FOR HANDRAIL ;JCREB /8" STAINLESS STEEL PLATE DETAILS SEE SEE T- B iENT, MITERED k WELDED SHEET 12 I SHEET 17 o MI ER DETAIL ON SHEET 18 #5 O 12 E.F., E.W. t 4 1'-0" T ELEVATION O EACH WEIR T.O. WALL 90 I EL. VARIES o FLOW- T.O. WALL EL. 110.8 g'-p" TYP. GRAVEL BACKFILL 3'-6" CREST EL. 108.4 dam. TYP OUTSIDE OF EACH BACKFILLED WALL 1•-0" CREST EL. 106.3 CREST EL. 105.5 TYPICAL FISHWAY TYPICAL TOP OF 1-0" #4 O 12 E.W., TYP. c1 CREST EL 104.7 FOR HANDRAIL . 6" rn, WEIR UPSTREAM ELEVATION FISHWAY WEIR q DETAILS SEE .a+ j CREST EL 103.9 �I/ SHEET 17 T.O. SLAB - _ DETAIL 1 EL 103.3 t0 T.D. WALL b EL 116.2 RESTORE ORIGINAL EMBANKMENT TO .g �. I. EMBANKMENT 4"0 PERF EL 115.17 g� a d'a s.`b Oe i ';A DRAIN TYP . o' EL 100.1 "oo. I \ i \ #5 O 12, E.F. I - � � WATERSTOP J --------� `---------- O• ' ee�go $ oL e�`� o T.O. WALL #4 O 12. E.F. � �- ------------ _ ----------------- gee. o e. \ ----C - - #5 0.12 E.F..E_W. - _ 1•_O• TYP EL VARIES COMPACTED-STRUCTURAL t--FISH LADDER BEYOND; SEE SECT E-E • '• ` ti T.O. WALL FILL TYP, 12" MIN, SEE ----- EL. VARIES NOTE 6, SHEET 15 D - D 16'-9" FOR HANDRAIL h FOR WEIR SEE -- LADDER DETAILS DETAIL 1. TYP. - _ SEE SHEET 17 -----------III ---------- T.O. WALL . O 12 E EL VARIES E.F., E.W. 1-0 _ 8'_0" TYP i T.O. WALL EL. 107.6 I _ SEE SHEET 7rr_ e' r - \CHANNEL GRADING . ._. 1'-6 -------------------------'-------------------------�--------------------- rr 'ao 4'-p" T.O. SLAB 0°o'C \� / WA RSTOP ° _ EL VARIES I 1 _ T.O. SLAB o 6" TYP. I " #5 O 12 E.F., E.W. , EL VARIES .¢ % - �I CHANNEL I.E. 100.7 CREST EL. 103.1 i i c #5 O 12 E.F. I SEE GRADING PLAN I ///��T.O. SLAB EL 100.1 j1•_p• �o „�o SHEET 8 j CREST El. 102.3 / (I eoae "�o. / #5 O 12 E.F. 4"0 PERF 4"0 PERF DRAIN CREST EL. 101.5 #4 O 12 E.W., TYP. ii DRAIN. TYP 12" X 12" ENVELOPE OF GRAVEL BACKFILL - #5 O 12 E.F. / ,r-#4 O 12 E.F. ' T.O. SLAB #4 O 12.E.F. #4 O 12 E.F. 1 0 EL. 100.1. •O Ip 1 10 ---- --------- q o F - F ----- �o� .eg. 0 y% 8.01 WALL EL 95.5 FOR HANDRAIL &LADDER ✓1 Y `i' � r- . NOTE:DETAILS SEE SHEET 17 B.O. WALL ��'. 1. EXISTING 42"0 CLASS IV CONCRETE PIPE (BELL MOUTHED) TO i7 #4 O 12 E.F., E.W. '� FOR HANDRAIL do LADDER BE CAST INTO WALL. SEE MAPLEWOOD CREEK SEDIMENTATION ,,_/'� COMPACTED STRUCTURAL E _ E - DETAILS SEE SHEET 17 3•_p• BASIN RECONSTRUCTION PROJECT DRAWINGS. 1'-0" ' 8'-0' � 1'- FILL TYP, 12" MIN, SEE ' �' 1 T.O. W9lL NOTE 6, SHEET 15 2. FOR GRADING AROUND FISH LADDER STRUCTURE SEE SHEET 8. _LL-I RIES Y-.�� T.O. WALL EL. 116.2 RESTORE ORIGINAL T.O. WALL I _ EMBANKMENT TO EL. 107.6 - i EL. 115.17 }I�� #5 O 12 E.F., E.W. 1 1 #5 O 12 E.F., E.W. i #4 O 12 ENTIRE PERIMETER FOR WEIR SEE I _ (2) #4 - J DETAIL 1, TYP. 1-p EXISTING 42'0 -� PRECAST CONCRETE SCALE 0 I 3 6 FEET #5 O 12 E.F., E.W. I PIPE; SEE NOTE 1 POST 3/8" - V'O" , 2"0 PIPE 2"0 PVC PIPE 8 ' =Q. OP"asy�N cy, EXCEPT AS NOTED a_ _ FEMALE ADAPTER o d I e ca 6" LONG W/THR'D z PLUG, TYP. AT _______ COMPACTED STRUCTURAL z w —- APPROVED CITY OF RENTON ALL WEIR WALLS FILL TYP, 12" MIN, SEE 0. T.O. SLAB NOTE 6, SHEET 15 T.O. SLAB O o. �gR�TS,I,E ��,`� DEPARTMENT OF PUBLIC WORKS m EL. VARIES BY D= DATE -6-9J �s ONAL 0G` MAPLEW000 CREEK FISH CHANNEL PROJECT \ �. c�xas tz-2l-ss FISH LADDER o•. - - ---------------- -- -- - EXISTING PIPE LE. 107.65; o a CONTRACTOR TO VERIFY SECTIONS AND DETAILS 10 _I d. #4 O 12 E.F. RUBBER O-RING GASKET TYP. `� �� .i et . #:x O 12 E.F. ENTIRE PERIMETER ��^ DEsx,NED: roEa DATE 7/1/96 Fn.E NA4E SHEE116 G - G H-H Bw110e—, W° hi gLto DRAWN: WNO 9 SCALE: AS SHOWN RiD soak: °� O TEL- (425 602-4000 CHEC1tED: DPT/DEP .c FAX: (425)602-4020 Ip, REVISION �. ��. �� AGPROVED: SHEET: 18 OF:21 'I 6" 17'-6" _ 9'-O" 6'-6 1 2' _6'-6 1/2- 4'-6" _ 6' 1� T.O. WALL � I EL 114.8 6- a 24'-0" REF ! , 3� T.O. WALL 6" 8'-0' TYP REMOVABLE 2 1/2' 7'-1"REMOVABLE 1 14. I EL 112.0 EL 116.2 HANDRAIL 2 PLCS 2 PLCS HANDRAIL AT LADDER ' DOUBLE POST SOCKET " T.O. `HALL _ '_ EL 115.17t W/(2) BOLT TABS; 7" ' '-------- EL. 114.8 - 1 SEE DETAIL THIS SHEET SINGLE POST SOCKET •� - '�PL 1/4 X 3" % 2'-5' I W/(1) BOLT TAB a �I W/ANCHORS AS SHOWN p RESTORE ORIGINAL ,I I T.O. WALL T.O. WALL - EMBANKMENT ELEVATION EL 107.E EL. 107.6 - BENCH &CRUSHED GRAVEL " w W 1ANCHORS 8 C/C -- - SURFACING ,- ' - EL 111.3 n / ------------------ ---------------- ----------------- GROUND LINE m� - ---- - ----------- -------- - � BASEAPL'S AT DROP DOUBLE POST SOCKET j OF SLOPING WALLS BEYOND REF W/O BOLT TABS GROUND LINE LADDER PER ;o BEYOND REF SHEET 18 I y SINGLE POST SOCKET LADDER ^ O W/O BOLT TAB EL 107.3 ' T.O. SLAB T.O. SLAB LADDER PER SHEET 18 � _ EL. 100.1 EL. 100.1 LADDER & REMOVABLE HANDRAIL ARRANGEMENT �\ FIXED HANDRAIL & LADDER ARRANGEMENT FIXED HANDRAIL & LADDER ARRANGEMENT INSIDE OF FISH LADDER STRUCTURE LOOKING SOUTH INSIDE OF FISH LADDER STRUCTURE LOOKING WEST INSIDE OF FISH--LADDER STRUCTURE LOOKING WEST NOTES: 51'-9" REF i 1. MATERIALS NOT SPECIFIED ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS. 3'-5" REMOVABLE I 7'-1' REMOVABLE HANDRAIL 8' 0" TYP REMOVABLE HANDRAIL 22._1/2" 2. ALL WELDED CONSTRUCTION, UNLESS OTHERWISE SHOWN ON THE DRAWINGS 6" 18'-0' 6• HANDRAIL AT LADDER ' DOUBLE POST SOCKET W/ 5 PLCS 116 PLCS ' IN (E DETAIL TABS 3 PLCS; 3. ALL STEEL SHALL BE PAN OR GALVANIZED IN ACCORDANCE WITHTHE SPECIFICATIONS. SINGLE POST SOCKET T.O. WALL I i I W/(1) BOLT TAB I I I I I I i -SINGLE POST SOCKET 4. DO NOT PAINT SURFACES EMBEDDED IN CONCRETE. EL. 116.2 W/0 BOLT TAB j 315 5. ALL STEEL PIPE HANDRAILS AND LADDERS SHALL BE GALVANIZED AND � T.O. WALL SHALL CONFORM TO OSHA STANDARDS. IT EL. 116.2 6. ALL SHARP EDGES SHALL BE GROUND SMOOTH. EL 115.17t - ---------111- -----------------------u,------------------------- L. VARIES 7. WELDS, E70XX ELECTRODE. „ E E ALL WELDS SHALL BE 3/16" CONTINUOUS FILLET EL. 114.7t (O TOP) UNLESS OTHERWISE SHOWN ON THE DRAWINGS. "- _ DOUBLE POST SOCKET 8. FURNISH ALL CONCRETE EXPANSION ANCHORS AND CONNECTION BOLTS WHERE 11 ' W/O BOLT TABS 3 PLCS SUCH ARE REQUIRED. DIAMETER OF HOLES SHALL BE 1/16" LARGER THAN 1 I T.O- WALL / ANCHORS AND BOLTS INDICATED UNLESS NOTED OTHERWISE. ``-GROUND LINE EL. 110.8 _ BEYOND REF - - - LADDER - 9. ALL ANCHOR BOLTS.SHALL CONFORM, TO ASTM A307,.UNLESS OTHERWISE - SPECIFIED ON THE"DRAWINGS 10. ALL STRUCTURAL CONNECTION BOLTS SHALL CONFORM TO ASTM A325 UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS. 11. ALL STEEL PIPE HANDRAILS SHALL CONFORM TO ASTM A53, SCHEDULE 40. 12. ALL EMBEDDED METALS SHALL BE FABRICATED WITH 3/8" DIAMETER HOLES jAT 2'-0- O.C. (MINIMUM 2 HOLES PER LEG) FOR ATTACHMENT TO CONCRETE FORMS PRIOR TO APPUCAT10N OF REQUIRED FINISH. ON METAL GREATER FIXED HANDRAIL ARRANGEMENT LADDER & REMOVABLE HANDRAIL ARRANGEMENT THAN 3" IN HEIGHT, STAGGER HOLES. INSIDE OF FISH LADDER STRUCTURE LOOKING EAST EL. 107.3 INSIDE OF FISH LADDER STRUCTURE LOOKING NORTH 13. ALL GRATINGS AND FRAMES SHALL BE GALVANIZED AFTER FABRICATION. / 14. STRUCTURAL STEEL SHALL CONFORM TO ASTM A36. 1 1/2' STD PIPE REMOVABLE 15. ALL FABRICATED METALWORK SHALL BE PROVIDED WITH ADJUSTABILITY FOR BOLT 1/2"0 % 1 3/4" LG 2 1 2" �HANORAIL 7YP CONCRETE TOLERANCES. WITH NUT AND WASHER /�� T.O. CONCRETE / , xx / -PL 1/4 % 2 1/2 I I PL 1/4 X 2'/ X 8" LG WELDED SCALE 0 3 6 FEET a WELDED TO / EA SIDE PIPES TYP 2" STD PIPE Pos 3/8' = 1'-0" d .1 -- � X 8" LG TYP �' v TL EXCEPT AS NOTED' i q ASyy i ins PL 1/4 CLOSURE t' N ! t / APPROVED CITY OF RENTON 3/8'0 BAR X 1'-0' LG 00 WELDED TO BOTTOM OF �fOI'as PUBLIC�0 `sue DEPARTMENT OF WORKS 51B CLOSURE PLATE (8' BY DATES�ONAL MAPLEWOOD CREEK FISH CHANNEL PROJECT NOTE: SINGL LG FOR SINGLE SOCKETS)E POST SIMILAR; BOLT TABS REO'D.\ ew,rcs 12-21-99 MISCELLANEOUS METAL ONLY WHERE SHOWN IN HANDRAIL ARRANGEMENTS 0 0 EMBEDDED DOUBLE POST SOCKET oEsmNEo rmo FILEsrtETn O a" � p� � E FOR REMOVABLE HANDRAIL AND RAILING D AIL r�I� LH -� OA1E 7//9d NAwE: a 0 DETAIL 1 3„ - 1'-0" Be11e , Washingto CHECKED: DPT/DEP SG�LE: A5 SNoxN �eooc ..cc TEL 425 802-4000 FAX 42S 602-4020 NO. REWASION av APPR PATE APPROVED: SHEET: t7 OF:77 -t GRIND All - AROUND 77 q' 8'-0" MAX. POST SPACING � _ 2'-10" REF I w _ 1 1/2- on ------------- z o rn w < 1 1/2'0 STD 1•-5. i EMBEDDED I 1/4" GALV SAFETY CHAIN W/ < <W a oQ I I I PIPE TYP, LADDER RUNGS SNAP HOOK k HALF CHAIN h G I I (NOT SHOWN) LINK EYE WELDED TO HANDRAIL 0 ONE END PIPE W/3 HORIZONTAL RAILS EA SIDE o � ¢7/8'0 HOLE I I -- ---- - --- 0 3/16 TYP. N I PL 1/4 X 8 WELDED TO m 3/16 'i I SIDE OF OUTER PLANKS SCALE 0 4 INCHES II I +� SUPPORT 1' ' I It- GULL LENGTH OF PLANKS' 3'MIN a - --- 3" 1.-0" - 1 1,2"4 STD T - - - -—- PIPE STANCHION ° -—-— —- - I I I 6" / 3 SPACES O 2'-0' a 6'-0' 6' I PL 1/4 X 4 1/2" X 9- W/(2) CONC o r I T.O. WALL i' I �(6) 13R3/4- PLANKS GA I C/CEXPA(ONEE POST ONLY)SION ANCHORS . EL. 97.5 ° SLAB A d �L3 X 2 X 1/4 X '—BOLT TOGETHER W/1/2- ° A307 GALV BOLTS O 2'-0- C/C e 3/4"0 X 6` CONCRETE e• B 10 1/2" LG TYP� TYPICAL HANDRAIL DETAILS X 3 % 3/8 X Y-0" LG EXPANSION ANCHORS TYP SIDE ELEVATION FRONT ELEVATION 13 3/4" X 4- 11 GA. (VIEW FROM INSIDE NORTH WALL) — H.D. GRATING PLANKS 1/4, 3 16 T.O. GRATING TO BE SPLITTER STRUCTURE GRATING & HANDRAIL DETAILS 1 FLUSH W/ T.O. WALL N I L4X3X3/8 6 RE-BAR (3/4.0) RUNG v ° W/5/8'0 X 6' S.S. 2 5 i6' CONIC. EXP. ANCHORS ' STAINLESS STEEL PLATE 77 O 2'-0" MAX SPACING B 3/8' STAINLESS STEEL PLATE ENT TO 1/2" INSIDE RADIUS Q 7/80 HOLE I ° MITERED &WELDED AS SHOWN BEND tO FASTEN W/GRATING \' w - 1 O 12" SPACING, STAINLESS STEEL, BAR 2 1 2 X 3 8 3 5 I6' 1 4" X 2 11 ,6- HEADED ANCHOR / / MANUFACTURER'S STD \ w / 2 11/,6" / / HOLD-DOWN CUPS-� _ �/2' I o� \ �B �I NELSON H4L OR APPROVED. 11/4 1 i/2' Mj i SEE DETAIL STAGGER PLACEMENT OF ANCHORS A — A iN THE TWO ROWS. 2 I PLATE DETAIL SCALE 0 4 INCHES GRATING SUPPORT DETAIL — , I 0 1' i 1 I 3'-6' B 3'-6" LOW 3"1='V-O" I ( F 1 1/2" = 1'-0" FORM FROM 12 GA 2', /'-3" REF 2"I T304 S.S. PL TYP; TYPICAL LADDER- DETAILS EA 6'-3 5/8" LG �� UPSTREAM ELEVATIONT30 dV� 1 Gt/c;� 88.b TAR 3.S.; X 6' LG I'SS ��I, BAR S.S.; WELD TO FISHWAY WEIR EMBEDDED PLATE WEIR PLATE ORIENTATION V! h 8s 2 (2) 3/4" X 2' UHMW-PE BARS �- 1-6 1/2" N FORMED CHANNELS X LG; DRILL & TAP I ' i 1_0 \®2'-0" C/C MAX 0 3�FORR 1 1/4' SCREWS I I I �•� 1'''1 ' i � P)A kJ 0 1' GRIND TOP EDGES SMOOTH /> 3/8~ = V-0" 1,i�2. i .1. . .1 _ FOR ROPE } (12) 1/4" COUNTERSUNK 1 4 TYP , 3 1 ALUM. SCREWS I (5) 3/4'0 HOLES THRU Pl 1/4 0 1' ALUM &3/4- X 2" UHMW-PE � PLAN FYJM NOTES: `- 153.74' � 135.00' t„ Z„ � I` H<t�;�+ n A 1 1/2" '-' '1 -0 EL. 91.5 •� 5,1 r a 1. FOR NOTES SEE SHEET 17. -- - -- -- ORIFICE PLATE GUIDE SLOTS T-0. CONC. w I '' " 3 • 3 5' w w 0,0 1 EACH REQUIRED T i •i BAR 5/8"0 ; a 1 I I o � I �a.2 t 3 . 6 � SCALE 0 1 2 FEET m N n 2 7/8- X 5" LG a I I 2 LI /Z I I I �� M O N \ a 2 1/4' iv p'1 oN o ' 1 EL. 09.3 m a 1 J.5 1 ' INITIAL 3 �Z I� `Z EXCEPT AS NOTED SETTING; 1 I I`\1 _ 41 0I y F• ADJUSTABLE O < e o, �, UP OR DOWN i L{ I D �Z I b '2't I APPROVED �I NI .25' OR .50• q[ I 5/8"0 HOLE; GRIND ALL I ` ( ( ! I '1 'J J Q. T x I a 2 11 16'0 4' �i I o ,2 2 HO BY p DATE `7 EDGES SMOOTH FOR ROPE ci I 11 I HOLES FOR 5/8" �� in . I A jI I ��—� --- EXP. ANCHORS wl 7i ( i6 PL 1/4 ALUM. (6061-T6) _ --+�-�---- I q�FT R' cs�y o YY X 1'-6' X 3'-0" +(T - — ° o 3' ' EAST WEIR �+'TTY ��' RFi'NTON EL. 85.2 rn y � { PL 1 4 ALUM. 6061-T6 X /ST6t� -0 ' ! I / ( ) 'P 1 F� �� DEPARTMENT OF PUBLIC WORKS �n 3" X 6" W/(2) 1/2' BOLTS. 3/4"0 HOLE 1 1 2" LPL 1/2 X 3- ELEVATION .r q NUTS &L'WSRS.; REQ'D. W/ X 7' S�°NAL�� MAPLEWOOD CREEK FISH CHANNEL PROJECT ONE ORIFICE PLATE ONLY ,o" L4 X 3 X SPLITTER STRUCTURE BOTTOM HOLES , PL ONLY 3/8" X 10" LG ORIFICE ASSEMBLY a-ao-ea MISCELLDETAILS ANEOUS METAL 1' —cR1No ,re" R. O ALL ORIFICE PLATE LOCKING BRACKETS N D 1' OESIGNE@ WWD l E i 1 ORIFICE PLATE BOTTOM CORNERS &EDGES 1 EACH REQUIRED I , , , , , 1 10 2 DRAWW. *ADDAtE 7/1/9e FLLE NUIC s1EEn6 " = 1 -0 2 REQUIRED 1 1/2" = 1 -D" 1/2* = V-0" Bellew e.aWashi gt O 1 1/2* ton CHECREU. OPT SCME: A$Show nflD aoac : TEL (425)W2-4000 - FAX (425)602-4020 N0. REviSI°N gy APPR. DATE APPRO'JED: SHEET: 18 OF:77 r I I n \N� I�9 GRAVEL PATH N } :4$" _:C.AR 'r \�� r LEGEND I' PLANTING GROUP 1 - �___` PLUS CHANNEL M HYDROSEEDMIXFC STA 1+95 '—' � o by SOD /HYDROSEED /./ /_/ OROsffp LIMITS _ B 9\1 __ ••`-•r _x TI PLANNG GROUP 2 �.CROSSING /1 /\�- -�I `\ FC STA 0+19.5 �\-� 0- }:{ .r..r:;:; .�;�.• --s<. •� O `\ Q� - \A ',�'� j � -, F/ / �of.` /•�1 /: •• •• - '��• '��• �" CHANNEL HYDROSEED MIX Soo �- l ; B �•}�osF-- _ _ "o �, tiP°X _='Iliz / 4C' GE(— I � / r j� FO /\ Gc� A. /r`C SOD \ \\ x o. �A-�!9.REFI CROSSING #2 ` _1 'Y FC STA 2+02.65 FC STA 2+55 SOD /HYDROSEE) 40,CEl- ,�O � / / HYDROSEED FOR LIMITS �\ ,\ ��\ ! \ / / /r./ GRWNDCOVER ��\\\ `\ \ �\ /••: .•• .- - .. GRAVEL PATH i PINE X EXIST 4' SITE PLAN A / =C STA 0+00 TO FC STA 4+75 / SITE PLAN LOCATION CONTAINER STOCK AS REO'D TO I 3.0 2.0' 2.0' PLANTING GROUP 1 nI PLANTING GROUP 1: UPPER SLOPES IN CROSS-SECTION B-B .� in EXISTING GROUN COMMON NAME SCIENTIFIC NAME j PERCENT STOCK SIZE SPACING LOCATION VINE MAPLE I ACER CIRCINATUM 20% CONTAINER 3-4' 9' OC MINIMUM 5' FROM CUTTINGS TOP OF SLOPE PLANTING GROUP 2 I A 1 / TALL GREGON GRAPE MAHONIA AOUIFOLIUM 30% CONTAINER 18-24" 3-a' OC TOP OF GRAVEL TO -\y II 2 i p I TOP OF SLOPE �y 1 II I o -1 TOP OF GRAVEL SALAL GAUITHERIA SHALLON 50% CONTAINER 18-24 1" 3-4' GO TOP OF GRAVEL TO �i — i i - -__ j TOP OF SLOPE - 20 1 SCALE 0 10 20 40 FEET 2 �11 TYP 1" 20'-O" ` PLANTING GROUP 2: LOWER SLOPES IN CROSS-SECTION B-B EXCEPT 20 NOTED COMMON NAME SCIENTIFIC NAME PERCENT.STOCK SIZE I SPACING LOCATION RED-TWIG DOGWOOD CORNUS CV KELSEYI 25% I CUTTINGS 36-48- 18" OC OHWM TO LENGTH TOP OF GRAVEL i APPROVED _ 1/2-1"0 PYRAMID SPIRAEA SPIRAEA X 257. CUTTINGS 36-48 18 OC FTHWM TO PYRAMIDATA LENGTH I I TOP OF GRAVEL 2.5 , 1/2-1. pQg7 BY DATE -9-4a CHANNEL. F p WI l SHORT-FRUITED SAUX BRACHYCARPA SOS CUTTINGS 36-48" 18" OC OHWM TO YM $w�O WILLOW LENGTH TOP OF GRAVEL S METRICAL -1"9 y � TYPICAL SECTION B - B n 9z CITY OF RENTON rn FC STA 2+08.65 TO FC STA 7+68.00 `z+� ta"I'ERF'g`�a`"� DEPARTMENT OF PUBLIC WORKS °SS�ONAL ENV MAPLEWOOD CREEK FISH CHANNEL PROJECT c VEGATATION SITE PLAN A 0 rn DESIGNED'CM(; DATE: 7/7/98 FILE NAPE 91EET19 entist L BellaF.j SW..hington CHECKED: DEP SCALE: AS SHOWN nan eoaw NGC n ---_ FA (425) 02-4000 FAX ((425)802-4020 NO. REVISION BY Appp_ DATE 0.PPROYED, SHEET: 19 OF:22 - - r ' LEGEND HYDROSEED MIX \ Ol I I \\\ • % / FC STA 9+41 I SOD HYDROSEED _ `` / PLANTING GROUP 2 •-itTH FAiRWA Y---, �'\ LIMITS !� '� 4 17. / PLAN4Gyti �/,y /' j ./. PLUSnCHANNEL GROUPNG 3 HYDROSEED MIX CONSTRUCTION LIMITS TYP—, `;' � ,° Ca$v"�• •°••° -r"��•i::•: /p•:••• �" O 9lb �' f y / ./ / PLANTING GROUP 4 ` +I FC STA 7+80.67 _" % \ ` \QC+� Q L MDITS HYDROSEED 4V/ �' 1 '.\ CHANNEL HYDROSEED MIX !�� t0• _ \ `�` �- oa/ �' ,4J - rt CROSSING FC STA 9+37.42'�\ ___ S00 --/ �\ FC STA O /: SOD HYDROSEED Q/�'CONSTRUCTION LIMITS TYP ¢: i LIMITS �Z .Y /. /. = Y- •\I i '"�`Y j / HYDROSEED FOR o Y -.,Rs / /' caouNDcovER 10?N FAIRWAY-� ,\ •\•,\ ••S° ---=a..i �` - /`Y ��' i Z�`I y r- ..... .......... J I I (SHEET 19) ,`\ -- r rt CROSSING ,3 _ 111 x GRAVEL PATH - SFE PLAN B ® FC STA 7+74.00 FC STA 4+75 TO FC STA 10+25 PROTECT PROTECT BERM AND TREES \ TREES NEW TREES CROUP 5 :>� CONTAINER STOCK NEW TREES PLANTING GROUP 3� PLANTINGGROUP"5.. - - -- - - SEE PLAN FOR TOP OF BANK TREATMENT, HYDROSEED. SOO OR AS REO'D TO MATCH _ 2.0'_ 1 PLANTING GROUP 3: UPPER SLOPE IN CROSS-SECTIONS D-D, E-E AND F-F GRAVEL TYP�1 EXISTING GROUND ^-I COMMON NAME SCIENTIFIC NAME PERCENT STOCK SIZE SPACING LOCATION i CUTTINGS VINE MAPLE ACER CtRCINATUM 20S CONTAINER 3-4' 9' OC TOP OF GRAVEL '._��- I PLANTING - - 5 4-,LI-IIf O GROUP 4 T Ili :G;� �1 TO TOP OF SLOPE SITE PLAN LOCATION MOCK ORANGE PHILADELPHUS LEWISII 20% CONTAINER 3-4' 6-9' OC I TOP OF GRAVEL w 2 TO TOP OF SLOPE _ 11 I r TOP OF GRAVEL PACIFIC NINEBARK PHYSOCARPUS 20% CONTAINER 3-4$ 3-4' OC TOP OF GRAVEL CAPITATUS TO TOP OF SLOPE TALL OREGON GRAPE MAHONIA AQUIFODUM 20% CONTAINER 18-24' 3-4' OC TOP OF GRAVEL TO TOP OF SLOPE t I SNOWBERRY SYMPHORICARPOS 207. CONTAINER 18-24' 3—a' OC TOP OF GRAVEL �� \ _ j ALBUS TO TOP OF SLOPE i APPROVED I A� � PLANTING GROUP 4: LOWER SLOPE IN CROSS-SECTIONS D-D AND F-F 2.s BY_D DATE 7-1-?a COMMON NAME SCIENTIFIC NAME PERCENT STOCK SIZE SPACING LOCATION RED-STEM DOGWOOD CORNUS STOLONIFERA 40% CUTTINGS 36-48' 18' OC OHWM TO 70P CHANNEL, - SCALE 0 1 2 4 FEET LENGTH OF GRAVEL (T) SYMMETRICAL 1 . I I 1/2-1'0 Pos SALI% SPP., E.G., S. I 407. CUTTINGS 36-48' NATIVE WILLOWS, E.G., EX 18' OC OHWM TO T" 20'-0" PACIFIC WILLOW,SCOULER'S LASIANDRA, S. LENGTH TOP OF GRAVEL TYPICAL SECTION D - D =Q•R`,°F " ymL`� EXCEPT AS NOTED WILLOW SCWLERIANA 1/2-10 FC STA 9+46.00 TO FC STA 14+00.23 RED ELDERBERRY I SAMBUCUS RACEMOSA� 20% CUTTINGS 36-48" 18" OC OHWM TO LENGTH0 TOP OF GRAVEL 4CITY OF RENTON SCALE 0 3 6 FEET eoa2 �� +`•CtSTS r`°� DEPARTMENT OF PUBLIC WORKS 1 1 I I I r�ONAL 6" 3/a' = t'-D" E.�Rt: l2 2l as MAPLEWOOD CREEK FISH CHANNEL PROJECT VEGETATION SITE PLAN B AND SECTIONS DESIGNED: GA1G DATE 7/1/98 FLE NAME:91EET20 R a) Englnsera and CHECK Scienfista DRAWN: DYM E ED: DEP rIm 9oac FAQ. Bellevue,( Washington L TEL- 425 802-4000 APPROvED: SHEET: 20 OF:22 .v FAX- 425)602-4020 No. REVISpN gY APPR. DATE .WCA UTAF' T:�•n- O TR& PLAN NGS ALLOWED BETWEEN. f� _._-c' i�tr -- i' ;DZA 124;40 AN STA 12+90 DUE,TO j---�, �� •\ 1 - _ j •o - `�PRESENCE OF EXISTING UNDERGRObND PIPES I \ LEGEND JHYDRO$EE�� y AOkiFZil � $ P4. LANTING GROUP 3 �m \ � ./. ./ � �_ •�� : Q / N +� / ///' PLUS CHANNEL fy:°•dd.ddd°• U 5 I � � /. /.' \ •{1�Y - ::5: 2'»S:: tb''"�°�•• u '/J _/. �/ // /"� HYDROSEED MIX '_... \ '/./ /��' •.�ANs'so 'r �.•. °:. .:.••.5:::•.::��it�-._ \,\\�\\}_:• •• oo '�y r- _ /' � Ipvvvv.ve � ��h \ �\ ./ '��.// : s.�Y I >o ' > r:C,• �--+— j' �\ s,S00ii �•�� • /// /��A ]� Ott \'.*.__' 6°:v'o:oo PLANTING GROUP 4 ,_ / fE�•s�-y� / ; r� '` �� \ � AFC'( !� �\L\ �� =�te�r - /� / / i �,'\ P �� O � \ ..\ '� / N`l •a•. > s •pP.. •• � ��\ ;'S pNO �N I 1�LAAJ I��\� �� -_ y%S��-F'/ ,1s -/ CS i ro /k �\ ��//i �i`.1%I�� w;K' •' I �X %, --- fc,-�! s � / L' 91% 16 f' - ..'_...."""'FFF-Fff- O9 / - -- CHANNEL HYDROSEED MIX •'ti .\.sty `�_-'I / 9®':' � � hO or«• ``V��,,,S). , dx .,� ,'1' i i / / / s1 , \ SOD YDROSEtD / d •�. f ;»° \Y y.,' \ �, '// /� �\ CD ! ./ '•' �� i' :id::• ram° 9��c AN� 12TH GREEN `( / �.. �`�� \�'/'=J��/ //., � � '•.`�,, /� / HYDROSEED FOR ` �j. / - _ 5,�� ?SS:::'d•• �;, GROUNDCO VER �i /. ^..�F i_'a_ '"•��•'•�;ti;�T° � 9 � i `t1 � ��1 `�� I //./' ��\ �l •.°° •.::.�o.. ��; Vic..�� .A •©`� � i /.% � \..\ \. � � /. spy D \ •• - � �/ %' \ \\ ��=----_��. ` (SHEET 20) FC STA 11+50 - -- - HYDROSEED ,/ SOD /HYDROSEED --.� l,� LIMITS S. © NEW TREES GROUP 5 1\ ct,I.E°;F FARW1 Y S -E PLAN C i - D!Rr FC STA. 10+25 TO FC STA. 14+00 PLANTING GROUP 5: CROSS—SECTION D--D, COMMON NAME t SCIENTIFIC NAME PERCENT!STOCK SIZE SPACING LOCATION DOUGLAS FIR PSEUDOTSUGA MENZIESII 709° CONTAIN ER 4' 25' O.C. MIN. 5' FROM TOP OF BANK SITE PLAN LOCATION TO 18' FROM TOP OF BANK WESTERN RED CEDAR i THUJA PUCATA 307. CONTAINER 4' 25 O.C. SAME AS ABOVE I i I i HYDROSEED FOR CHANNEL: UPPER SLOPES, CROSS-SECTIONS B-B, D-D, F-F, G-G COMMON NAME SCIENTIFIC NAME PERCENT APPLICATION , RED FESCUE FESTUCA RUBRA 30% HYDROSEED COLONIAL BENTGRASS AGROSTIS TENUIS 30% PERENNIAL RYE SCALE 0 10 20 40 FEET PERENNIAL RYE LOU IM PERENNE 20% SOILS AT i I BIRDSFOOT TREFOIL I LOTUS CORNICULA7US 207° 65 LBS/ACRE 1" - 20'-0" EXCEPT AS NOTED HYDROSEED FOR GROUNDCOVER — APPROVED COMMON NAME SCIENTIFIC NAME PERCENTI APPLICATION POSr� PERENNIAL RYE (BIRDIE II, CITATION II, OMEGA II, LOLIUM PERENNE 75% HYDROSEED EXPOSED Q-�F,�F x�Hiy�'.�, BY .,.J DATE S MANHATTAN II, PALMER, PENNANT, PRELUDE OR SOILS AT 5 LBS/1,000 < TARA, OR AN EQUAL MIXTURE OF ANY THREE SQUARE FEET. _ q ? COLONIAL R EXE ER AGROSTIS TENUIS i 25% •q�,_ E.0• F, { CITY OF RENTON n R xv.x o �¢ (8AR00T OR EXETER OR OTHER MIX Tst£tt APPROVED BY THE CITY ss�DNAL DEPARTMENT OF PUBLIC WORKS EIIPiAEs 12-21-99 MAPLEWOOD CREEK FISH CHANNEL PROJECT m VEGETATION SITE PLAN D AND SECTIONS p DES*NM CMG OATS 7/1/99 FRF NAME 94FET21 Ep DRAWN: DWH N Engineers•E Be11 and Scientists SCALE. rtln a9ac EA�e CHECKED DEP L FAIL (425)$602- 0 N0. REhSgN BI APPR. DATE APPROVED: SHEET: 21 OF:22 ,1 co •r j' i \ I --- — // ;,' I j 1 wN ; LEGEND thO EDGE OF / l `n o aj, ASPHALT HYDROSEED DIS BED AREA ; X� a ^�\\ �t^E^E�t^E^C�6 L - ,� ` PANTING GROUP 3 PLUS CHANNEL HYDROSEED MIX JNC / I `I \; // �i_ \\ 1- 1{ '•1 \ 3' W1 GRAVEL 1 �� .F '�; �A� G ��J J ✓� .. I PATHS 71 I - L1 --�_-- r- Srti. ..o % RESTOE ANY I 1' ( / �' n oo°vo PLANTING GROUP 4 11$ \ �• %�-�;��___ � DAMAGED ASPHALT x j tl�+� \'• HYDROSEED FOR o 1-j -I %�— 1r•::;;j:. "�: •'ga -a- -"••d •:.. _ �\ .'+! Yj^r�•. ..—,..�\.-.._`.:`+•, :j�: i I I , ;o it '/ /' GROUNDCOVER x 12 Lit OSEED DISTURBED AREA j SITE PLAN D MC STA 6+50 TO MC STA 10+00 CONTAINER STOCK CONTAINER STOCK - PLANTING GROUP 3 PLANTING GROUP 3 / MC / SEE PLAN SHEET 6N -SEE PLAN SHEET-6'FOR`DIMENSION FOROT BTOM DIMENSION TO TOE OF SLOPE SITE PLAN LOCATION VARIES AS REO'D SEE PLAN TO MATCH EXISTING GROUND DO NOT DISTURB '__________ ___1 -__-_-____ \ EXISTING LEFT BANK TOP OF SLOP \VARIES � TOP OF GRAVEL I_� R :✓/ 1 OHWM 1 ` 00 00 - �1 SCALE 0 10 20 40 FEET I cp. o� 1 #/ CUTTINGS .. I I 2 MIN PLANTING GROUP 4 1" 20'-0' EXCEPT AS NOTED STREAMBED GRAVEL, / CHANNEL STREAMBED GRAVEL, 12 MIN. DEPTH —/ 12' MIN. DEPTH I APPX- er SLOPE NORMALLY 2H:1V BUT VARIES AT TRANSITIONS; SYMMETRICAL CHANNEL PRIOR TO SEE SPUTTER STRUCTURE.GRADING.PLAN SHEET 8 THIS CONSTRUCTION- APPROVED TYPICAL SECTION E — E TYPICAL SECTION F — F post BY p�DATE 6 a MC STA 6+68 TO MC STA 7+02 (LOOKING DOWNSTREAM) Q.�pF TTAsq�H 2 MC STA 7+80 TO IMC STA 9+50 N "n SCALE 0 3 6 FEET SCALE 0 3 6 FEET CITY OF RENTON ms 00 3/8' = 1'-O' 3/8' = 1'-0' �.A q`�'�23TERF'g`�r„`Vr DEPARTMENT OF PUBLIC WORKS `S/OPAL F'�p MAPLEWOOD CREEK FISH CHANNEL PROJECT \ E� 12-21-99 VEGATATION SITE PLAN D -o ^ DESIGNED: CMG DATE 7/1/98 FILE NAME:91EETT2 N DRAWN: DWH E Enginexa and Sclen tfsts SULE: A5 SHOWN iLD Bode Bellevue, Woshington CHECKED: DEP L ( FA%: (425 802-4 N0. REv15pN gY APPR. DATE APPROVED: SHEET: 22 OF:22 FUTURE ROCK WALL - PLAN VIEW U w NO SCALE O w Z w a � W EXIST 16" WATER Z LLJ z a S � _ L) 16" x 8" TEE (MJxFL) I CO 8" GATE VALVE (FLxMJ) +I Y O (TYPICAL FOR OTHER SIDE) (714 o _ — - - -'— PHONE. - - - -H 3 Ij - - - - - - — T - - --- y - - - - - - - — EXISTING GRAVEL CART PATH w N1 : +I Z a PROVIDE RAMP OVER T.V. 'c- BY—PASS FOR CARTS I — — — — — 0C) 0 - - - - - -- - - -- - - - - - - --- - - U . �w ±120 L.F. - 8" D.I. TEMPORARY BY-PASS 'WATER LINE I �E �E 'l1 o alp S EXISTING FENCE a� i CONSTRUCTION SEQUENCING NOTES: PROVIDE CONSTRUCTION FENCING AROUND ALL EXCAVATIONS. INSTALL DEAD—MAN BLOCKS ON EXISTNG 16' WATERLINE ALLOW 3—DAY CURING TIME FOR CONCRETE EXISTING GROUND EL. = 70't PLACE CONCRETE I INSTALL NEW 8" D.I. BY—PASS LINE ON TOP OF EXISTING GROUND MAPLE VALLEY HIGHWAY WATERLINE 16' EL. = 66,69' 1V PIPE 91 �1 FTUR`° USING VICTAULIC COUPLING FOR PIPE JOINT RESTRAINTS OR POWER 4' DIA. GRAY PVC EL. = 67.13' OTHER APPROVED METHODS PHONE 4' DIA WHITE PVC EL. = 67.34' i CUT AND CAP EXISTING 16" WATER LINE AND SHACKLE CAPS T.V. 2' DIA WHITE PVC EL. = 68.59' TO DEAD—MAN BLOCKS ' (NOTE- ELEVATIONS AT TOP OF PIPES) INSTALL 16"x 8" TEE AND VALVES AND CONNECT TO BY—PASS LINE CLASS 5 1/2 SACK n INSTALL NEW 16" D.I. PIPE IN STEEL CASING, VERTICAL BENDS, (�CNO RED CSoo°"Co NN 0 i AND TEMPORARY END CAPS AND BLOW—OFFS. ~ z PRESSURE:TEST:NEW PIPE. DISINFECT.AND_OB.TAIN.PURITY TESTS PLAN VIEW' 3�4'swa LE Roos 9 FOR 1'PIPE . p REMOVE TEMPORARY CAPS AND CONNECT TO EXISTING 16' WATER ` CLOSE NEW 8" GATE VALVES AND INSTALL 8" MJ PLUGS. CENTER N CONCRETE FACH xry REMOVE ALL TEMPORARY PIPE. EXISTING BOX CULVERT F I -r—r---r—t RESTORATION REQUIREMENTS: THE UPPER 12 INCHES OF THE FAIRWAY SHALL BE RESTORED WITH CLEAN WELL DRAINING SAND SIZED MATERIAL. MAXIMUM PARTICLE SIZE OF 1/4 INCH. NATIVE SOIL FROM EXCAVATION WILL BE ACCEPTED 74 IF IT MEETS THE ABOVE MATERIAL DESCRIPTION. THE FAIRWAY SHALL BE COMPACTED AND GRADED LEVEL WITH THE TYPICAL CONCRETE DEADMAN ANCHOR i FUTURE CREEK CROSS—SECTION ADJACENT GROUND. THE GROUND MAY BE LEFT BARE. CART PATH SHALL BE RESTORED NTH GRAVEL TO MATCH EXISTING. A — A a 0 f cHANNE EwSTING GROUND AS REI D 8' S.i 5• 10 _ 4.0• 2.0' 2.0• 4.0' Olt ROCK wK Y m — ———— CEMENT 5/6" BA CRUSHED EXISTING GROUND —— _ —_—— GGRAVELL BACIcfLLL.TYP. EXISTING GROUND 4- 4 ' I ]-MAN ROCKS.ttP.•" I.E. ,." VARK5,.1 - lY AVG DEPTH n - VARY DIAMETER dF SEE - N -.ram.: ROfX TO MATCH' .o PROFILE MATERIAL TYP. EXISTING GROUND 2 O .r:i•:�j. STREAMEIEO GRAVEL 6I .y — �1 � _ 1 •l•',i'�' — ' f 12'AVG.DEPTH. SEE `�" 1'P 1.0( INPERAL LAYER,�•: SPECIAL PROVISIONS fOR s _— — SEE SPECIAL PROVISIONS '9 C SPECIFICATIONS —— —— FOR SPECIFICATIONS �I �YLG SLEEVE(MJ) `pNAL•`' 2= EwSDNG 18'D.I. 12"REEK(MJ) d 6- EwSTING 16'DA O 6-3/i SHACKLE RODS \ I / 1/i SN�CKLE RODS p{pIRE91di6!T t >N (TYPK:AI) 2.5' 25 _�--- W CONCRETE DEAD-MAN BLOCK CALL BEFORE YOU DIG (SE CRETE DEAD-1-DETAIL) SLOCK _ — — — — 45'BEND(MJ.MJ) APPROVED 16'-45'BEND(W.MJ) _ _ - (SEE DETAIL) j 48 HOUR LOCATOR I'-45'KENO(R wJ) 1.800.424.5555 6'-45'BEND(PJ.MJ) CASING MSULATOR ]PER PIPE SECDON(TwlcAi) BYIJw.WO DATE 7-6-4s SEAL PIPE ENO TO CASING ATM CASCADE SYSTEM CCES 32 LF.-I. I.D.STEEL CASYIG —4 JuLt (�,9d CASING END SEAL OR EQUIVALENT(TYPICAL) L 42 L.F OF 16'D.I.RESTRAINED JOINT PIPE z 2 a9ueral Motu 1 Puget Sound Energy SPAN V1'T0VGs CABLES 18132, 3, 4 REPLACE - 1. This project consists of the City of Renton installing a Power Relocation Contact:Steve Stangvick (425)454.6363 TASK 70. CONSTRUCTION Z new fish channel for Maplewood Creek. The channel will ext.816330 CHARGE TIME TO AC001/9a53a30 be placed where our oxistinq FWD-16 feeder run is - INSTALL NEW SECTION OF 759 ! !natal led requiringa relocation of the line. _ FEEDER CABLE FROM V1 TOV2. 2. Install a now vault just west of the trenching limits of F`SiN GHAWJEL_ INST 2.0,HR.LABOR.TO SWITCH OUT CABLES the City's contractor. Run the existing ducts and feeder INST 3-400 FT CABLE 750 STR AL SHIELDED 35KY U cables from the west into the to knockouts in the Z-4"£2L,"FX)N.WEST INST 2-100 FT CONDUIT 4• PVC DB120 GROUND LL.IE \I� INST 2-100 FT CONDUIT 6• PVC DB120 W vault. Remove the feeder cables to the east and trench INST 4 EA BEND 4• PVC 22 1/2 DEG 60• RAD -� in new ducts east from the lower knockouts of the vault ice, O under the new fish channel, then using 22-1 2 degree Z-`1"£2-to`TO'V2"EAST snsel _ INST 4 EA BEND 6• PVC 22 1/2 DES 60• RAD 9 / 9 sr/sLs Isesss INST 2 EA COUPLING SLIP 4• DB PVC , , D_ bends tie into the existing ducts on the east side of YEeses LR� ,4s the channel. ; INST 2 EA COUPLING SLIP 6• DB PVC 11 3. Coordinate construction with Renton's contractor. City VI FMA C14AT-T14EL CHARGE TIME TO 10807/9853830 Z Of Renton Proisct manager is Dan Carey at 425-277-6193. i111i�� I REMOVE CABLES FROM FISH CHANNL Z C/0 PSE Engineer is St Stangvik at 425-454-6363 extension Rrylf Is�l I32 - TO EXISTING VAULT TO EAST. Q LLJ 816330. PSE Construction Supervisor is Jack Baldwin at Bet 133 REMV 400 FT 15KV 780 KCNIL CABLE UF- 425-454-6363 extension 816337. V'�-TR W �Cel I34 REMV 4.0 HR LABOR TO REMOVE OLD FEEDER 2 ~ - _. G N DUCTS W FEECFIC nrsu w > CALL 2 BUSINESS DAYS BEFORE YOU DIG 1-800-424-5555 SCALE X THIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF FACILITIES SHEET 1 of "II L" •-G' i �� \\ V TITLEW.D.NUMBER - p AkPLE,ZW CaEE14!- riTGH C.AN.WEL 9853830 J, r rNNoc[ouT LOCATION SR ILA 2. selaTNi&C-SE [-EoCLF CO-9-sE� DIVISIONCB.ITRhL W:u.1L 16• C:E,rH SOE..swEs SITE VlI NEW FEEDER VAULT STANDARD `\ `R r� GRID[ 317538-167000 NUMBER 'A�/I{' UTAAP NO, CIA 4M N0. CIRCWT NO. EASEMENT PERWT/FAANCINSE RA J Z35-$1 Z3S-98 FirA1p•l(o z}4 _ b 1 TASK 70; CONSTRUCTION e I-.,- N �I-I CHARGE TIME TO AC001/9853830 \ Ae51 Q LABOR CHARGES ENGINE A - " 4I i� INSTALL NEW 5106 VAULT. PLUMB �, Be5e2 Ea I- LI v I1 I_I 8'10" 1;; �II 2-4' 6 2-6• FROM WEST INTO Ce58249 ACTIVITY CODE CK DRAWN BY L4- 11 1l1111 111�� IL�l IL 1 CONSTRUCTION A0001 CHECKED In .6YANL6 --lw -- -"- --- 4i VAULT ALONG W/750 FEEDER CABLE . REMOVAL low? APPROVED BY 14 4 L-1 'I WITH ENOUGH SLACK TO MAKE-UP Gr ON TRANSFORMERS REMOVE/INSTALL 583_5 FOREMAN 81 - ' 4' `I�y„4„t L� I llr SPLICES. •o Ire TRANSFORMERS REMOVE NSTALL 584 S FOREMAN. J _ Ir DM.vwP I (I 1 III INST 1 EA HH SPLC 5X11X7 W/2-42- MHC 6051.2000 so REARRANGE a TRANSFER ON LUST.CONDUCTOR 593_5 1 INSERVICE _ _ \ _ _ _ INST 3 EA SPLICE 12KV 750KCMIL 6041.2000 r z M TRENCHING JOB ORDER a 18601 FIELD REVIEW - y INST 4.0 HR LABOR TO PLUMB IN DUCTS c MAPPE Y INST 2.0 HR LABOR TO PULL BACK B RACK CBLE \\ Q .' '�: - ..•- >rr wA.vsx— .NOImG,roo"NOCIcw,T TS _ - - I u oils- 0 ' - -- - GAIVAwzEo rIxA.TcsACEs INST 2.0 HR LABOR TO DIG FORDUC - 11 rs . . REVISION DATE COMMENTS .. _..' .. 2EAcr16No - END VIEW - .INST 2 EA COUPLING SLIP"4• DB PVC \ 167031 - e 1 SECTION AA -- `�' z nw 2 -- - INST- 2 EA BELLEND 4• PVL X0623 -16e INST 2 EA COUPLING SLIP 6• DE PVC \ _ W JOINT FACILITIES ARRANGEMENTS-OTHER UTILITIES \UN INST 2 EA BELLEND 6• PVC - \ -- _�___,c-____ ___ -_ PUG ET ----------- � ,25T.- v cp CONTACT ®SOUND VI'• C2DSs-SF1=rSDr.1 SITE V2s EXISTING VAULT EAST OF CHANNEL - STANDARD I/ E PHONEP ENERGY GRIDS 317530-167D20 NUMBER \\\\ \ \ \\, TASK 70T CONSTRUCTION F CHARGE TIME TO AC001/9853830 �) `o o ANDL IN MAKENEW UP 750LSPLICES3• WEST a� INST 3 EA SPLICE 12KV 75OKCM IL 6041.2000 INST 2.0 HR LABOR TO RACK CABLE DANCITY O RENTO PROJECT MANAGER EXPOSE 150 OF SIX WAY PHONE DUCT CAREY, Telephone Relocation INST 2.0 MR LABOR TO PUMP WATER OUT OF V�7 41 BSt CITY OF RENTON SUFACE WATER UTILITY I 'It 425-277-6193 BREAK CABLES OUT OF DUCT I<j LOWER CABLES 42"UNDER NEW BOX CULVERT. US West oa PLACE SPILT DUCT OVER CABLES AND Contact Frank Forrest(206)345-2869 TCI Cable REPAIR DUCT SYSTEM. Contact:Stan Finley (206)433-3434 TV Relocation s R-I HAND HOLE - CiITV ext.3064 MAPLEWOOD GOLF COURSE CONDUIT 141 SR-) 6-W PHONE DUCT+1-2"PVC FCM 5-3A _ - NEW BOX CULVERT Mx .SC�R".1+ ti 14'TO MH 360r '.tom.�✓:.� >.✓..�>.#T:s`,C -.i---' :,,:_ SNIlC v•. :�. :;«+u....,a*>9> -ttes,+m k, ..:>.- vr�::.:. ..,. .,.y .,•.:r .>.r ,.:..., .. �� _ TO MH 361 �-.GRAVEL CART PATN�'• A Y FENCE f vv p CULVERT WINGWALL p CURB ae. EXISTING BOX CULVERT APPRG r. SCALE:V=20' MAPLE VALLEY HIWAY (SR 169) [1r5rAwG T GK�Cr,r"i, - m — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — n �T 8� SC H- DIQ PVC LOND LA IT- UNDER .FISH CHANNEL TO MH 360 E 300' 280' W TO MH 361 GROUND 75' 75' Z in NEW BOX CULVERT 3' /EXISTING PHONE DUCT MA PLEw000 LRE EK FIS.v CHANNEL PR0.TELT�/ MAPLF_WOOD GOLF GOUPSE OC p RENr'ON - MA?LE VALLEY HWy 76 g m JOB SITE LL NONE -"^ 3F APPROVED SCALE:1=20' HORIZONTAL s-Iz-9c1 M. 1=5' VERTICAL NEW DUCTS ENCASED IN CONCRETE y ' •tees'—►e*300J BY -�DATE 7-.C-To MAPLE VALLEY HWY (��• OF Z N,e,.'N«wu,.« °«"�OW� EWO 82WD668 WIRE CENTER RENTON I�1►IIGSa oluewEsr.w un..,, D 10 FIELD ENGINEER FRANK FORREST Ip pRiNT-_OF ISSUE FF--- O ea0y1 ""� "" DATE 3/19/98 Z SCALE IN FEET WIRE CENTER ID W26226 PHONE NUMBER 206-345-2968 COMMUNICATIONS I ' O 7 a _ � - Maplewood Creek - - LIJ - to IL i Z 5 �- Z Z17 x + 71 0 Z a Y 07 W -fir '••I Wi� / 1 ^ Cart Path t=" / 70 W C r New Green Location . U y Protect Berm and Trees LLJ 1 O Z _7SS/ �� \ I " �a Relowte Trees h= m 3: ✓ 1 .LEI' Aarry n o •' - `, 4 Existing Bridge of \ ' '••� /� / .- �- - ,_ _ -; y ?re I raffle) a `..} t (o vehicle t • � t a. c c R oo PICA ta TO LEGEND Contours Exist. ® 14 pµ�ey Tp /� Contours Prop.-75•——I, Pert. Drain Lino— --— - a Solid Drain Line Drain Sump �� / ®ZN CONSTRUCTION NOTES 1. Survey and stake new cart path and new green. „�-*•�.r� - -•—_ -_�- - _ '-^'•— "�r Field adjust location as directed by the City. /y - A - _� -_ 2. Clear and grub new cart path and new green area. ; --�r+-��- .�_.- -�-- -- .�� - �1 3. Relocate trees in new green location. \v - 4. Use cart path as haul route to new green. O O _ 5. Place and compact soil for new green in 1 foot lifts. JOHN ST E I D E L s<°'°:'"=2°r GREEN $heel Complete each horizontal lift before starting the next vertical lift. Green Plan reduced and rotated for reference 6. Construct 10'wide cart path with crushed surfacing(see Typical Gravel Path,sheet 3). GOLF QOURSE ARCHITECT GOLF C O U K S E The elevations shown on the 11 th Green plan are based on old City datum. New City datum is+3.58 feet(NAND M8). APPROVED P. O. BOX 6566 KE",1EW1WA9 CITY OF RENTON,WASHINGTON 2 of 2 8. Contractor shall place fill to form a green that matches the approx:male contours and 0C, 9336 - - HOLE LENGTH YDs GREEN AREA - fill depths shown on the 11 th Green plan. �504) 582-6706 400 6100 Dore:'APR� 1998` BY - DATE z it FILLS 3PRl- 7V /0 Fr. Jr F/LLs /o TS7 20 F' h �-� F7r/Nro MCNT 1>4es �y RetNioRren•e^/r- -- ? " �`- v - �. r 2 Z 4 K SAR9tA BARS B BeR!G DARJ D; a.".G BAR,.K__. "C ] Y Y D'A1��A L-L4Rs d B•n R.� BAtos 0 BARB CS BAR1 K - t 2 2 dAr•�11 - , h h b ` n ° - to /•• - n fLtb - �n - /n. Lin- In rnt9.•wq.i- rn R.,r lLin M /b M t t i 3 3 6 a J a -D I 2r J-O 3 •4 t-4!t6 - J t4 t-O 1-O as 34 6 D 3 4 1-O I 24'}O 5 /O!2-4./-7' 5 /O 2-4 t-O 6.6 31 .� - 4 a -0 - 4.0 a t-ov-bjr♦ 14 ?-o lag 37 3 a s-o ♦0 5 /o,r o,7 - s :o ra ro.2 J7 3 a y Le+o A 3 5 5-0 ,� ._ 3.0 to r4. /- /o az ae 45 Is-o J-o S d.2-6bt;•O .'a.z- 3 V �� AA n DARZ Aaa 4 4 4 � a�-_�+ 4 0: r/a �s -2 //.z 49 4.0 ro 11.2160 4 r / eAR3 a 5 '� `5.0 3•I 2-3 /23 53 l s0 • 12-J d9 S 4 �� DA/va AaG 6 ♦ -;«rr,6 r -J .rrt 71 ?3 134 St i ♦ r 64 ♦O Tt ♦ r • 2�7 /J.d 3f 6 ,3 4 to 6-o J b 6-O 3- 9'1-4. _♦ a 2-4 ta0 Sd 7 3•S 6-0 }0 9 P71-' 7 S 9 4 6 _ .♦•0 ,bD /2.2 63 s0 '7-t r7 1J.2 /09 4 130METMIC V/sw S 9 J 9y-o !•0' .34' ♦ 2 /JS 66 ! S•C 3-7 I-! N•6 II/ `s Show:ny Corner - 6 d 0 •' • J-JO t•0 -4 t l4d e o 4-/ PJ /1.9 1/6 6 bow or vr+90 rren•. dA /2 4.6 ♦ /? Z-7 16.2 77 � .7.0 4-7 ♦ ,2 ♦I ♦ /7.2 119 4 7-0 •b0 S -3-0 UO S T-A7/-to 41Z 96 8 6 6 7-O 4-O d.}2?J 3.2 ♦ e 2b tJ.e /27 4 �R 6 I�n♦f roi f S S 7 1 1.0! 141• /O/ }� 6 6 -`t0 3-a ,2-t /6.9 /3/ S SAA i3 6 e 6 J to' ,a9 1 IO7 r 7 e r_ 6-o z. 9 /a2 140 6 - 7 , •}^ ..e-e• b 2-n /7•? /07 7 D7.0 - • Z-/ , /J�e /40 7 a ,69 :O 5-O' 6 ♦ p 3-0 1-0 /8-S//O 6 6 11 t t2 ♦ c'ti9.2-/ 2U9 t 8 4 7 5 d-0 •♦•-' /t:3-/f5'3-/ 5 /t 2+t1 3-1 15.6 /ta 9' 3 O 0 '9 3?2 3 3 9 2-7.Pp /d.3 /Sd 4 r _ 6 I 6-0 9 -/ T J 9 T-71-0 d-Z 1/6 9' a 5 a O 0 a 9 '-3 1" 3 9 72.6 21.0 /67 ' 6 7 7 B 6 d•0 • a S/ all J 8 2-D 20.9 /3/ ro t 7 /2 6 /2 0 I 8 5 4?!J I e ?-e 2 6 2s o /SS 8 t0 s ♦ /O•C s '2 6.5 J•J ♦ / !3-3 2 .6 /43 9 9 7 2 Oi S 9 6.5 2•/%N S 9'J-6 219 t6.7 t9/ /O crifr s 6-Fi// Jn t ` - Re oft JeclronJ 'o eoc a ff 4 9 s 5 -2 !a• 3 0 3-3'?-/3.3 s 10 3-7 3-3 17.6 148 /0 6 9-Z •4-0 -4 24' j2-,01 Z?.t /07 4 Y• _ e 6 9 7 9 9.2 6-0 6 :2'4-5 5+b5 5 /2 3-6/-O M6 161 , •8 S d 9-2 6-0 4-4 f41e2• 2-9IZ-// 25"d 202 6 . 8 d 8 I 4 9-O2-N b 5 /20 8 S a 9-2 eo �5 J-5 .?t0 2• 26t4 V37 8 Cbn oinY 11 MgCt'J tnrybe 6-2' 6 -4 I p 3-2 -/0 ZGZ /r4 !p 6 9-4 '60 a �6-630 9 3-6 }/ 33.4 2/7,t0 L-y - _ �_ p/Po.d tSr�e,.TS►/ 4 t S 4 0, ! •4-o S e'Jr' S d 2-7 3-0 /9.6 /JS rl , S O-4 4-01 - 18 i3-5 12'}-5; - a 3-1 J-S 2&7 224,4 I-_._ a_--_�. w L o•ea net 6 9 / a -t 6 0 S "4 4 t t 64 5 I/ -6 /O 5 t7d S6 0 9 S FA eS 9 3-0,3 a 300 231 6 prv.M wffic /•f 9 (- TYP/CAL SLCT/O/V c♦vri 9 8,9 a S 4 ! a-0 I :0 5-115}l I /O a 3-/ Z66 153 i 5 .-8-0 SS'2-7 ' '3-0!3-t 314 23518 AR A' !---9 a •0.0�5 :1 b-3.P7 3 // J-/ Z-11 2913 /78 // a 6 3 0 V-6 to-0I♦ • 6•7 3-1i&,o i�3-6'3.3 38-6 .4-K3 to r 12 10 S .5 i 12 4L 0 S 9•}4 •7 S 9 -4 3-0 33.7 194 // e i 7�t0-6 :'r0 6 /t 7-9.)6i 1 6 //-4-' 3-6 42J 277 /2 4 e / 6 b /-4 24.4 01 6 n '3•T 6 // 4-5 3-6 22.7 I18 J2 7 S //-a 'a-0.6 9 3-9:}7 6,9 I.113-9 30.3 290 6 9 9 6 9 1-L S 9 a-6 6-0 S -♦-SIP//4 S 3-6 4-3 26.0 /e2 /2/I 9 /O /t6 5 /0'7-6 ! ' '6-0 S B - 3"O S a'3-2 4-0 JS./ 26t 6 AR e K /Q 8 9 9 7 10 /-Z ro 7-6 o-0 S 5 cW 3�3-7 297 /95 ' // 9 11-6 S t0 5-O B D! 6"tat a 2 }7 add 26s D /Q A/ham ales .with wm! 1010 a 6 e o e o o! ,/Z j6e .�1 •2 -It 2-e 3Z7 Ids a 72 to /-e [r0i 1 „ J-z a 445 ta/ to �f-t r••- --t /z t0 9 6 9 t•2 4 a 7-6 i ;Q`0� • t/:T6,}/t/ //3-9 J-3 37.7 /97 !3// 9 ♦ I/tb 3 t0 6-IO it + S-0!i ♦ 7-9' 1, / • i 3-4}S Od-/ 279 /2 ` _L - F/LLS 20 7•'o 30 Fr. F/L.L9 +30,r'o 40 Fr. CAR D BAR Ct BAR G BAR %t vR tNroRCGMtYT Ifios v „ R£INiOFC£M£NT Guonh4W3 3 A//e noi+a h wkn�aed- Z j SAJR Y r SARI A 54R3 B 4 AR3 C:BARJ 0 BAR5 G BARS/( -�;,t Y BARS A j BARJ d BAR3 BAf -D I BARD Ci BARB K ;K I 2 - v � v v � • rj r, e r pky oc r y�Z°, o� [ In 2 o a o �, b In c d: ., f;g'h;y .r IF' d� Y°, cq�I vlo ° .°�I , c •,IIv �t I f ;9.hi.�, 1rIP Iu �hc l� vQ1 NOTES iro /n,q - wfH - in - rn 1Hl n,- /n� /q- -•�' tn! n. - w. -%.t r�lCvN.ST /.r.m rn - in -r - in -Irn - ,..,ac,,.-jrn n - rn: -r, /f. f. Concrete for all sections shG0 be Class A mix. 3 3 6 a 5 6 4 4 t4 -o:5 8:t-61/-it,/-Oi s e r4,/-o 0,0 M 71,5 5 f 4-0 12A -oI 5 e 2-7 +�,.� 5 e 2-5 1-o as 87 3 3 Concrete cover over main rointorcing bars shall be 1 1/2" for all faces of culvert except where culvert 4 6 4 6 3 d 4-O .4-0' '3-0r•/r1 , 1 '2-4 to.2 87 7 - S 4-0 4-0 }/ - r4, 10.9 92 4 � � a9 is exposed to action of salt water. In such a case the concrete cover shall be increased to 3 for all 3 7 S .5 5-0 '}o: 7 2-5 107 /01 9 4 90 :_ -0 ;2-3 /t.5/02 3 4 a 4-0 t /?./ /oS 4 0 J- 2-3 /J-e 1QS 4 faces exposed to the action of salt water by adding 1 1/2" of concrete to all faces so exposed, but no s ;.4-0- ,}7. • 13.4 /0e + i5-0 •3-9 !2-4 ts.7 /10 3 4 reduction shall be made in"I or H 6 ♦. • :6-0 ;•-4-/' /l ♦ 6 i /47 114 1 6 t0 • 4 to S-o i 76-0 -3 2.04-t 7-6, to.5 I17 6 3 91 6 9 6-0 ♦ 9 6-0 J 0 9' v,t/1t5 9 24, too rob /1 S 60 3 0 a/:11/ro i`2 6.1 122 3 Construction joints will be p,:rmitted at changes in sections at ten foot changes in height of tilt and not S 4 I /o S / 4-0. 3 2 /3. //6 4.0 3-5 I-0 2-2 17.4 126 4 less than thirty feet spocint in uniform culvert sections when this exceeds sixty feel m length. /ad /19 �sol 1 3 r.: u i re ; /e.7/sL 5 S s Fo r3 a3 2-3 /e.o /t6 6-o 45: , •r3 r4 . 2o.r /JB 6 In noting culvert sites on profiles the span shall be noted before the height. Fill heights shall be meat- *3 7-0 . 4-9•t IZ-s /g3 134 i a ured from top of culvert. 7_0 { 4y/'?d1ctS 1 2-4 Z-1 2/.4 /SU 7 4110191 7 7-z 7=z -o a 3-4: t' a 2-7/-O /90 150 rz o 7 to 7-4' 6 /0 74 �4-0 3-6.z-2 - 2-7!1-0 Z2-5159 a Reinforcing steel shot) be Grade 60 6 5 6 a a -O' }qt 't 2t7.3 /J/ d 5 d 714 T. 5-0 -4-0: i 24.2 168 S 6 6 i - ,6-01 4-4, 1 ?7 2L0 f" S 4-Ot .4-0• . ; a Z" 172 6 7 , 7-0 4-pP3;P 1" 55.5 /60 • a 5 d 7-4 �O � so 3 re 27. 8 7 to ♦ to a , S• c♦4!a8 '2-9 rJ ?SO /77 13 6 ! 4 1/ O 3 6-4 4•o' - -3-5 J-S '2-7 230 Ie9 14 11 7 S " .,4-0 '3-9 3 2-e Sao /67 4 6• 9 6 9 9.4 6-;; -4-3 t 1 ?^4 2a4 /9d 9 e I -,G-O a-a74 r6 Pa i 3Z.0 202 6 -'P•B.}5 2`a 2- 2-7 35.7 221 a 7 7 9 7 ♦ -0 •34 Z5- 10R6 29.7 2+09 i i _ , B 7 . /o / 7 6 S d 6 8- 3/ 2 A9 350 223 /t a .f °8'2 -1 !3-1 2 9 a/.S t33. /o 4-0 J-Aat-s 4 /3 b 9 a 9-4 '4-O' 3-72.31} 2-d J•4 ?e•2 ZZ1 c 9:9d 6 2-9 1-O 3s:Z 2 4 6 13 to a 6 9-4 G-O' 4-7 P3' 2-6.2-6 51.5 2,219 5 G-0 ? DI . 2-9, JA2 234 6 t 8 - jJ0 5:}/ 4a-2 24 a 8 B /2//.8 6 i9-6 18-0.' S-6? 3- J•O P6 34.E ul ! 1 5 t0 /3 // 9 d 9� -0 6-71P613- 2-7 40/ 24I /a 9 t I6 9 9- O -10? 3-2 3-0 494 263 /O 4 /4 7 7 I.0 3-6 J4/ ?49 a 14 9 12 1-O a /t /1-0 '4-0 '4-0.2L 1-/ 3-3 43 272 4 6 a .G-C .4a' 2-/1 4 3d./ 270 8 S G-0 -0P7 1 /-O 44.1 277 6 - 9 _a 9 /O 6 to•o-a B-O- fe ♦ 3-0 J-O 42./ I72 S , /-0 JJ-/ 2d0 9 /o a S ,o-o • . !6 -IIJ-1 3-1,3.3 44/ Z6S 9 : 7 9 t1-o 1 �a-01 ro s 3 3-1 s7a ?99 /o 72 13 e 9 6 3101001 :r0:6 9 d- 4 9 3- 3-/ 52.6 309 /5 9 /Z /1-tI a /t //-2 t -t�J,. / tt/�,_7 6s-o .►,a /_ _ REINFORCED CONCRETE 4 /S14 9 9 2• 5 9 S3 I•C 6 e 4-/ d 40 -// 4a6 299 19t4 .b /L /24 a /2.Iro 'lI-O i4-/.2-e -t , Iy2 4-/ 4e9 3p 4 6 , 13 6 1; S 8'6- G•O.5 4•/t:)2,4/ }3 3-d 4Q0 296 /3/O 9 2 5 9 O-O +--, G-O 5-14- 10 a 9 6 9 d•o s/l z 13 -/ 4a3 297 9 d 6 a B-o 6-1z1,3-0 3-I 3-1 6a/ J?o a /o SINGLE BOX CULVERT /O 8. ♦ S 8 7-t' 1 - ro-0 . !6-// -/ 3-7 -6 5Z±6 3/1 ♦ 9 6 a 9-6 � o a 7-/1:'2-9 }S }3 65✓ 330 /O- /Z O O 4 e " -0 a.a / -o txs.! p a O a .{rCl 6 I � a-i 3 ♦ 9 /-O 7a7 J77 /Z WSNINOTON SO%TR POA.W•IrN1 ST TRANS•ORTATN)N s DITMryA.WASN/NGiON W • RUII/T,Sr CRRTART Dirstaty AssuMP77o vs O'NDgF' to ./z00%- v./Zooe Iy•/6000��' V• re0!�• � 1NRH eRitcN RN8 !v,}of I/t//no fo1-io/ ey...vt/�.dpreeewe-Jo• d23 Revised Notas AL Cgl.rvf7Vrd Pre aaw+-/1• //•%$ *V.Bor Size Nofofion 6AIW �♦.r7{ .:t i'i (ove/ro9e)whop Proporfion.i•y ��,•.: fop and bof+/om ,shoes, V-3/-6 Rewsed General Notts G'A'ni ►� •5'dew llq deJt near Foy 7-8-441 DELETED GRADE 40 RESAR E3M ccv. -C�` ` ygOR 1.ow,9R eendrn9 one �:-.c>f o;•vss 9-30• Notes on spec/flco�iona RP6. �`- Top onar bo>`&o .31ob! DATIr R 1=1/i 510N -ftASSZ !R. T9 �dd.d Here on r.boiyradev TG •-ovRs November 26, 1919 1 deJi9neeteb,bsndin9 'W"Y- 5-r DATE REVISION BY BRIDGE I APPR'D. STANDARD PLAN g�5 , SEE PAGE 4--FOR.-MODIFI_CATIONS TO EXISTING SPILLWAY r , , __ - - . , 6 EF :_- _ ... EL. 10 .7 - -� EXISTINGSA Y -T"5U C TQR E CONCRETE SLAB WITH CURBS EL. 107.66 i BENCH EL. 111.3 ►�� 1 . 0 - GRAbE LOG ---- -- -. -- -- �' 101.3 SIDE REF: CONTRACTOR TO BE - - - - _ AWARE OF EXISTING EST u 4 IRRIGATION PIPE ---- A IN; CLOSE PROXIMITY / 1oa N __ WELR__ EST-.EL.- 01:5 101.5 , TO SPILLWAY OUTLET - I / a- STRUCTURE; APPROX EL. 107.0 � CV ' T.O. WALL EL 107.E - - 99.8 106.5 S.B. GRAVEL, EL 99:7 f IT.O. ROCK ALL 10, FOR FISH LADDER EL 10 r STRUCTURE SEE - 7 SHEETS 15 & 16 �CJ 100.0 r RESTORE CRUSHED I AllO ' x- A GRAVEL SURFACING --� �• , O� . ///_. 4 H.D. GALV HANDRAIL 3'-6" RIPRAP TO ABOVE GROUND SURFACE EL. 105.0 TYP SIMILAR TO STD__DETAIL p0 SHEET 18; TS TO BE SET TOE ROCKS f ! IN 6' �C" 1' DEEP CONC. TYP Lp STEEL CASING PIPE 20 0 26LF SH LADDER GRADING PLAN 1 2. C i IE WEST 97.0 _ RE�7fSED F ! (REFERENCE SHEET 8 OF 22) 10, i I EAST 97.1 ECN #1: i 0 1 FORM CUTOFF WALL AT DOWNSTREAM END OF SLAB AROUND CASING PIPE 1. REPLACE RIP-RAP DOWNSTREAM OF EXISTING SPILLWAY ! WITH CONCRETE SLAB AND CURB. SEE PAGE 1 & 2. 2. REPLACE 3-MAN ROCKS DOWNSTREAM OF FISHLADDER 0 ENTRANCE WITH GRADE LOG. SEE PAGE 1. co 3. ADD PLUGS OF NATIVE SOIL TO INVERT OF FISH CHANNEL, -LA�Z�. 00 SEE PAGE 3. NORTHWEST, INC. Engineer, and Sofenti,h Date: 8/28/98 0 4. ADD CONCRETE CURBS TO INVERT OF EXISTING ENGINEER 'S CHANGE NOTICE SPILLWAY, SEE PAGE 4. Page 1 of 4 o SCALE 0 5 10 20 FEET Project: MAPLEWOOD CREEK FISH CHANNEL PROJECT Dwg. By: DEP I w 1" = 10' Ref. Dwg. SHEET 8 ECN No, 1 Contract: SWP-27-2264 i e 30.0 FACE OF EXISTING SPILLWAY 18.0 INVERT EL. 101.36 f TO q SLAB 8'-6" TOP OF RIPRAP EL 100.2 9" 3—'6" SLAB EL 101. SLAB EL 99.8 110 ......................... ... .. .................. _._.. ......... .... _. . _ 110 ............_.. _.. ..... ......... ..... ._...... . ....... ......... ......... _ ... _.................. ..._.. _ -- ..........THiC..._ R�P_RAP _.. . _ ... .... ® 1, 0„ .........-_...... _ __ ........ .. - _ RIPRAP, YP ___ EL 10D:3 #5E.W.WP, T .. _........ .. ..... 3�4„ 100 .. _ .._..... 100 CHAMFER, 1 - ._. _..... .... o _... 0 ... .... -...._ SYMM. - _._...._. ----._..__..._.._.__.......... .................... -----.._....._ ... ....._....... .... _.. _._. ............-__ SEE PLAN FOR FXD ( ...._.. .. __ _ _ _. I ELEVATION PROFILE THROUGH SPILLWAY FACE OF FISH LADDER ENTRANCE U) WEIR, CREST EL. 101.5 Z 10.0 —31' Y U � 15.0 Fl S REAMBED GRAVEL EL, 99.7 2' T ICK RIPRAP Q -III=III=III=III=III=111=111 111-III-1I'I - GRA E LOG CREST EL 00.7 STR AMBED GRAVEL EL. 100.3 110 1' S REAMBED GRAVEL- 110 2' MIN QUARRY SPALLS OVER COMPACTED SUBGRADE 1' MIN. COMPACTED STRUCTURAL FILL 100 100 NOTE: REBAR IN 2' HIGH CUTOFF WALL AT DOWNSTREAM END _. . _ OF SLAB, SIMILAR TO CURB STEEL. EXTEND HOOKS _ INTO CUTOFF WALL. PROFILE THROUGH FISHLADDER TO FISH CHANNEL SECTION A - A 0 2' I , I , 1 1 1/2" = 1'-0" 00 o� 00 NORTHWEST, INC. Engineers and Scientists � Date: 8/28 98 0- _ SCALE 0 5 10 20 FEET ENGINEER 'S CHANGE NOTICE Page 2 of 4 1" = 10' Project: MAPLEWOOD CREEK FISH CHANNEL PROJECT Dwg. By: DEP i z EXCEPT AS NOTED W Ref. Dwg. SHEET 8 ECN No. 1 Contract: SWP-27-2264 i FLOW X - - --------- ------ F I ' I — I E lznam.tu � � I I 10 (D — I ————— ———— - — I � I to V-10* T_V-10" SPLLWAY PLAN iOP OF Fal AT SPILLWAY.EL 11417 PRECAST CONCRETE CURBS 100-7R FLOOD MAX (GROUT CORNERS WITH NON-SHRINK GROUT) 0 POOL EL 114.17 pia E.F. s7LNAI CREST i' sz EL 11L57 p 12 i pBfx p fx p•B U. f � 5lA1OARD:D1C1N) BASH BOfTON EL 1OL67 -----------— — ————— / — —— I FIELD F1T nc p mll Ufa p DRL•12 I VM 4' NtLWPf1 LC I u2ARA EL IOL30 — — p 11111,1z I p B 12 E.F. — p 12 F-F pDRL*12 p•12 O 3/4" CHAMFER, TYP. 9" z z w 0 w • m 00 w 2 #5, E.F. 3/4" DIA GALV. ANCHOR BOLT EPDXY ANCHORE TO SLAB EXISTING SPILLWAY FLOOR SLAB SECTION X-X Engineers and SClentists Date: 8/31/98 ENGINEER 'S CHANGE NOTICE Page 4 of 4 Project: MAPLEWOOD CREEK FISH CHANNEL PROJECT Dwg. By: CMG Ref. Dwg. ECN No. 1 Contract: SWP-27-2264 Modified Fish Channel Design Plan 20 4/29/98 9:32:34 AM 4L Geom: Modified Fish Channel - Trial #8 Flow: Composite D/S, D-norm (s=.017) U/S Legend Ground 85 _..._ _.—_.....__.........._..:.._...._........................ _.._..._..------..._.._...---.........—......................:_........._.. .. ......................... - =--- ..... .................................... ......... ........... ---- .- —. _ _ -----............... l Cz rr c C. 75 _...._......_.. - -- --- -.... _........... .... --...-- -.._........... ....... . ..... . _.._.._.----- . ............------.........__........................ _._.._ LLI 70 _._.. __ ...._._.... .... ....._ ._.... . —. - --........ ___ ._ _.......... - 65 _ __ _ _ ...._ _ 10000 10200 10400 10600 10800 11000 11200 11400 Main Channel Distance (ft) 1 in Horiz.=120 tt 1 in Vert.=3 ft