HomeMy WebLinkAboutSWP272057(18) Maplewood Creek
Sediment Basin and Upper Channel Inspection Form
Name Dar►;c Cr•cy Date
1 Water Elevation on staff gage at fish weir. ti 2. 3
2 Apparent depth / extent of sediment accumulation at the north end of the basin.
1J[[6tG.rr � f♦✓`C I �rj ft✓ �n;/ 1 ",ajt CH of'O1d 101117
3 Any soil erosion on inside banks of sediment basin. A1
0
4 Condition of vegetation on inside banks. /
5 Any debris in basin that might clog weirs, or that has accumulated in fish ladder.
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6 Condition of concrete structures, such as cracking, settlement, other problems.
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7 All control valves closed.
8 Any soil settlement on the basin embankment.
9 Any soil erosion on outside banks of basin.
10 Condition of vegetation on outside banks.
11 Any erosion in upper channel.
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12 Condition of log drops and rock drops. 1<
13 Condition of toe rocks along bank. d l�
14 Condition of vegetation along banks. r
15 Any large debris that may block flow, cause erosion, or create a problem if it enters the
sediment basin.
16 Condition of 36-inch culvert on west bank of channel.
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17 Any other conditions that may cause problems.
111DIVISION.S\U"Il1.1'rIE.S\DOCS\1999\CURREN'n99-5281-.D0C\DWC\tb 13
Maplewood Creek
Fish Channel and Splitter Structure Inspection Form
Name P-a- �� Date
H ruy 11 IZ, 13
1 Check for erosion in upper channel. U /A
2 Check vegetation in upper channel. dy
3 Check for erosion around bridge footings and rock walls.
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4 Check for accumulated sediment at splitter structure. s�r►.��/..,,c/ c�tPo�r �
5 Condition of concrete structure, any cracking, settlement, other problems. 0
6 Check slots for clogging debris, orifice plate for operation. v k
7 Check for erosion in fish channel and along banks Alor t,
8 Check vegetation along fish channel.
0
9 Check for erosion at culvert crossings and rock walls. C)k
10 Check log drops, condition, erosion. ok
11 Any debris that may block flow or create problems in the channel.
12 Any other conditions that may cause problems.
11 AAVISION.S\UTILITIES\ROCS\1999\CURRENP99-528E.DOC\DWC\tb 20
Maplewood Creek
Fish Channel and Splitter Structure Inspection Form
Name Date
1 Check for erosion in upper channel.
2 Check vegetation in upper channel.
3 Check for erosion around bridge footings and rock walls.
4 Check for accumulated sediment at splitter structure.
5 Condition of concrete structure, any cracking, settlement, other problems.
6 Check slots for clogging debris, orifice plate for operation.
7 Check for erosion in fish channel and along banks
8 Check vegetation along fish channel.
9 Check for erosion at culvert crossings and rock walls.
10 Check log drops, condition, erosion.
11 Any debris that may block flow or create problems in the channel.
12 Any other conditions that may cause problems.
11:ADI V ISION S\U'I-I LITI G.S\DOCSU 999\CURR[NT\99-52RP.DpC\DWC\tb 20
Maplewood Creek
Sediment Basin and Upper Channel Inspection Form
Name Date
1 Water Elevation on staff gage at fish weir.
2 Apparent depth / extent of sediment accumulation at the north end of the basin.
3 Any soil erosion on inside banks of sediment basin.
4 Condition of vegetation on inside banks.
5 Any debris in basin that might clog weirs, or that has accumulated in fish ladder.
6 Condition of concrete structures, such as cracking, settlement, other problems.
7 All control valves closed.
8 Any soil settlement on the basin embankment.
9 Any soil erosion on outside banks of basin.
10 Condition of vegetation on outside banks.
11 Any erosion in upper channel.
12 Condition of log drops and rock drops.
13 Condition of toe rocks along bank.
14 Condition of vegetation along banks.
15 Any large debris that may block flow, cause erosion, or create a problem if it enters the
sediment basin.
16 Condition of 36-inch culvert on west bank of channel.
17 Any other conditions that may cause problems.
11:ADIVISION.S\U"rII,ITIG.S\DOGS\1999\CURREN"I199-�281--1)OC'\DWC\tb 13
Maplewood Creek
Fish Channel and Splitter Structure Inspection Form
Name Date
1 Check for erosion in upper channel.
2 Check vegetation in upper channel.
3 Check for erosion around bridge footings and rock walls.
4 Check for accumulated sediment at splitter structure.
5 Condition of concrete structure, any cracking, settlement, other problems.
6 Check slots for clogging debris, orifice plate for operation.
7 Check for erosion in fish channel and along banks
8 Check vegetation along fish channel.
9 Check for erosion at culvert crossings and rock walls.
10 Check log drops, condition, erosion.
11 Any debris that may block flow or create problems in the channel.
12 Any other conditions that may cause problems.
I I:AI)I VISION S\1j'I'I I-IT]E.S\ROCS\I999\CURRGNI199-528F.I)OC\DWC\tb 20
Maplewood Creek
Sediment Basin and Upper Channel Inspection Form
Name Date
1 Water Elevation on staff gage at fish weir.
2 Apparent depth / extent of sediment accumulation at the north end of the basin.
3 Any soil erosion on inside banks of sediment basin.
4 Condition of vegetation on inside banks.
5 Any debris in basin that might clog weirs, or that has accumulated in fish ladder.
6 Condition of concrete structures, such as cracking, settlement, other problems.
7 All control valves closed.
8 Any soil settlement on the basin embankment.
9 Any soil erosion on outside banks of basin.
10 Condition of vegetation on outside banks.
11 Any erosion in upper channel.
12 Condition of log drops and rock drops.
13 Condition of toe rocks along bank.
14 Condition of vegetation along banks.
15 Any large debris that may block flow, cause erosion, or create a problem if it enters the
sediment basin.
16 Condition of 36-inch culvert on west bank of channel.
17 Any other conditions that may cause problems.
11:ADIVISION.S\U"rll.rrlE.S\DOGS\1999\C'URREN"I199-528E.DOC\DWC\tb 13
Maplewood Creek
Fish Channel and Splitter Structure Inspection Form
Name Date
1 Check for erosion in upper channel.
2 Check vegetation in upper channel.
3 Check for erosion around bridge footings and rock walls.
4 Check for accumulated sediment at splitter structure.
5 Condition of concrete structure, any cracking, settlement, other problems.
6 Check slots for clogging debris, orifice plate for operation.
7 Check for erosion in fish channel and along banks
8 Check vegetation along fish channel.
9 Check for erosion at culvert crossings and rock walls.
10 Check log drops, condition, erosion.
11 Any debris that may block flow or create problems in the channel.
12 Any other conditions that may cause problems.
11:ADIVISION.S\UTILITIG.S\DOCS\1999\CURRGNl199-528P.DOC\DWC\tb 20
Maplewood Creek
Sediment Basin and Upper Channel Inspection Form
Name Date
1 Water Elevation on staff gage at fish weir.
2 Apparent depth / extent of sediment accumulation at the north end of the basin.
3 Any soil erosion on inside banks of sediment basin.
4 Condition of vegetation on inside banks.
5 Any debris in basin that might clog weirs, or that has accumulated in fish ladder.
6 Condition of concrete structures, such as cracking, settlement, other problems.
7 All control valves closed.
8 Any soil settlement on the basin embankment.
9 Any soil erosion on outside banks of basin.
10 Condition of vegetation on outside banks.
11 Any erosion in upper channel.
12 Condition of log drops and rock drops.
13 Condition of toe rocks along bank.
14 Condition of vegetation along banks.
15 Any large debris that may block flow, cause erosion, or create a problem if it enters the
sediment basin.
16 Condition of 36-inch culvert on west bank of channel.
17 Any other conditions that may cause problems.
11:ADIVISION.S\UTII_i"FIGS\DOC'S\1999\C'l1RRENT199-5291--DOC\DWC\tb 13
Maplewood Creek
Fish Channel and Splitter Structure Inspection Form
Name Date
1 Check for erosion in upper channel.
2 Check vegetation in upper channel.
3 Check for erosion around bridge footings and rock walls.
4 Check for accumulated sediment at splitter structure.
5 Condition of concrete structure, any cracking, settlement, other problems.
6 Check slots for clogging debris, orifice plate for operation.
7 Check for erosion in fish channel and along banks
8 Check vegetation along fish channel.
9 Check for erosion at culvert crossings and rock walls.
10 Check log drops, condition, erosion.
11 Any debris that may block flow or create problems in the channel.
12 Any other conditions that may cause problems.
I I:ADIVISION S\U'IILI'1'11-.S\DOC'S\1999\CURRGN1199-528P.DOC\DWC\tb 20
Maplewood Creek
Sediment Basin and Upper Channel Inspection Form
Name Date
1 Water Elevation on staff gage at fish weir.
2 Apparent depth / extent of sediment accumulation at the north end of the basin.
3 Any soil erosion on inside banks of sediment basin.
4 Condition of vegetation on inside banks.
5 Any debris in basin that might clog weirs, or that has accumulated in fish ladder.
6 Condition of concrete structures, such as cracking, settlement, other problems.
7 All control valves closed.
8 Any soil settlement on the basin embankment.
9 Any soil erosion on outside banks of basin.
10 Condition of vegetation on outside banks.
11 Any erosion in upper channel.
12 Condition of log drops and rock drops.
13 Condition of toe rocks along bank.
14 Condition of vegetation along banks.
15 Any large debris that may block flow, cause erosion, or create a problem if it enters the
sediment basin.
16 Condition of 36-inch culvert on west bank of channel.
17 Any other conditions that may cause problems.
11 ADIVISION S\I1'1'1I.I'FIGS\DOGS\1999\C'URREN'I199-52gi-.DpC\DWC\tb 13
Maplewood Creek
Fish Channel and Splitter Structure Inspection Form
Name Date
1 Check for erosion in upper channel.
2 Check vegetation in upper channel.
3 Check for erosion around bridge footings and rock walls.
4 Check for accumulated sediment at splitter structure.
5 Condition of concrete structure, any cracking, settlement, other problems.
6 Check slots for clogging debris, orifice plate for operation.
7 Check for erosion in fish channel and along banks
8 Check vegetation along fish channel.
9 Check for erosion at culvert crossings and rock walls.
10 Check log drops, condition, erosion.
11 Any debris that may block flow or create problems in the channel.
12 Any other conditions that may cause problems.
I I_AI>IVIS ION.SAYIII.ITIF.S\DOCS\1999\CURRENI199-528P.DOC\DWC\tb 20
Maplewood Creek
Sediment Basin and Upper Channel Inspection Form
Name Date
1 Water Elevation on staff gage at fish weir.
2 Apparent depth / extent of sediment accumulation at the north end of the basin.
3 Any soil erosion on inside banks of sediment basin.
4 Condition of vegetation on inside banks.
5 Any debris in basin that might clog weirs, or that has accumulated in fish ladder.
6 Condition of concrete structures, such as cracking, settlement, other problems.
7 All control valves closed.
8 Any soil settlement on the basin embankment.
9 Any soil erosion on outside banks of basin.
10 Condition of vegetation on outside banks.
11 Any erosion in upper channel.
12 Condition of log drops and rock drops.
13 Condition of toe rocks along bank.
14 Condition of vegetation along banks.
15 Any large debris that may block flow, cause erosion, or create a problem if it enters the
sediment basin.
16 Condition of 36-inch culvert on west bank of channel.
17 Any other conditions that may cause problems.
11:AI)I VISIONS\U"il1.ITIE.S\DOGS\1999\CURREN"1199-i281.DOC\DWC\tb 13
Maplewood Creek Flow Levels and Observations
D. Carey Latest Date: 12/7/00
Sediment
Date Basin Flow Into Splitter Est. Fish Observations
Water Level Fish Ladder Gate Opening Channel
(elev.) (cfs) (inches open) Flow
12/7/00 111.42 0.60 16.2 0.60 Flow Ok, Saw about 4-5 salmon carcasses in lower section of
creek. Two areas of fresh gravel that could be redds.
8/17/00 111.42 0.60 16.2 0.60 3 pm, Temp. monitoring, about 1/2 flow reaching SR 169
8/9/00 111.42 0.60 16.2 0.60 3 pm, large fish in pond, Temperature monitoring.
7/19/00 111.42 0.60 16.2 0.60 3 pm, Temperature monitoring.
7/12/00 111.46 0.80 16.2 0.76 3 pm, Temperature monitoring. SR 169 gage 0.62
6/21/00 111.46 0.80 16.2 0.76 10 am. No Problems. SR 169 gage 0.66
3/14/00 111.68 2.10 16.2 2.10 10 am. No Problems. SR 169 gage 0.98, KC working on channel.
3/3/00 111.70 2.30 16.2 2.30 Light rain in last few days, no problems.
11/30/99 112.05 6.20 16.2 6.20 Rain last eve and this morning. Water about 1" below splitter gate.
U:\a-excel\Maplfish\Flows 1
Maplewood Creek Flow Levels and Observations
D. Carey Latest Date: 6/21/00
Sediment
Date Basin Flow Into Splitter Est. Fish Observations
Water Level Fish Ladder Gate Opening Channel
(elev.) (cfs) (inches open) Flow
11/30/99 112.05 6.20 16.2 6.20 Rain last eve and this morning. Water about 1" below splitter gate.
11/29/99 111.70 2.30 16.2 2.30 Rain 2 days ago-Water EL 0.94 at SR 169 gage.
11/15/99 111.70 2.30 16.2 2.30 Flow after heavy rains on 11/11,12,13
10:30 am -Water EL 0.94 at SR 169 gage.
11/12/99 x 16.2 During heavy rain 11/11,12 -about 1/4"water over main pond spillway.
2 pm -Water EL xxx at Sr 169 gage.
11/1/99 111.44 0.68 16.2 0.68 10 am -Water EL 0.56 at Sr 169 gage.
10/18/99 111.44 0.68 16.2 0.68 2 pm -Water EL 0.50 at Sr 169
10/8/99 111.58 1.40 16.2 1.40 10 am -Water EL 0.80 at Sr 169, flowing over WSDOT fish ladder.
111.85 3.70 Approx- From water level marks for that morning or previous evening.
10/6/99 111.44 0.68 13.2 0.68 9 am-Water EL 0.42 at Sr 169
9/30/99 111.46 0.76 13.2 0.76 9 am -Water EL 0.52 at Sr 169, flowing over WSDOT fish ladder.
9/29/99 111.46 0.76 13.2 0.76 3 pm -Water EL 0.54 at Sr 169, flowing over WSDOT fish ladder.
9/28/99 111.46 0.76 13.2 0.76 3 pm-Water EL 0.56 at Sr 169, flowing over WSDOT fish ladder.
9/28/99 NA partial 13.2 0.4 guess 11:00 am - Finished filling basin, all flow going to fish ladder. Had period where flow when to
while we drained bypass pipe and reestablished flow in fish ladder(about 1 hr).
9/27/99 NA partial 13.2 0.4 guess 11:00 am - Started diverting about 1/2 flow into sed. basin to refill it after cleaning.
9/23/99 NA yes 13.2 0.76 guess Water EL 0.54' at Sr 169, flowing over WSDOT fish ladder. Sediment basin being cleaned.
9/22/99 empty yes 13.2 0.76 guess Diversion dam built about 9 AM, sediment basin drained for cleaning.
After basin empty normal flow to fish channel.
9/21/99 NA partial 13.2 0.76 guess Sediment Basin Cleaning -Tried to build diverson dam, 8 AM to 10 AM.
9/16/99 111.46 0.76 13.2 0.76 On 9/15-16 creek rose to about 0.25'-0.3' on King Co. staff gage at SR.169 culvert entrance.
9/4/99 111.46 0.76 13.2 0.76 Creek dry at sta.1+00 going under SR 169, hose filling WSDOT Fish ladder.
9/1/99 111.46 0.76 13.2 0.76 Creek dry at sta.1+00 going under SR 169. Staff gage about 0 - 0.1'
8/18/99 111.48 0.80 13.2 0.80
8/5/99 111.60 1.50 13.2 1.50
7/28/99 111.48 0.90 13.2 0.90 About 2"thru notch.
7/7/99 111.47 0.90 13.2 0.90 About 2"thru notch.
U422e A MapIdJhVlows.xls 0.90 13.2 0.90 About 2" thru notch. 1
5/18/99 111.75 2.60 13.2 2.60
4/21/99 111.50 1.10 13.2 1.10 About 2"thru notch.
4/21/99 111.54 1.20 13.2 1.20
3/31/99 111.62 1.60 13.2 1.60 Water about 8" below plate, about 5"thru notch.
3/11/99 111.65 1.90 13.2 1.90 Water about 6" below plate, about 7"thru notch.
2/22/99 111.88 3.70 13.2 3.70 Water thru notch about 12 inches deep, 1 in. below gate.
2/17/99 111.82 3.20 13.2 3.20 Water thru notch about 11 inches deep, 2 in. below gate.
2/12/99 111.68 2.00 13.2 2.00 Water thru notch about 9" deep.
2/1/99 13.2 Asked Tom Main to open notch by another 3 inches.
1/29/99 112.05 6.00 10.2 5.50 About 1/8" of water over weir at channel end.
1/26/99 111.70 2.20 10.2 2.20 About 9" of water thru notch.
1/14/99 112.30 10.00 7.2 - Rainy, about 1 inch of water over overflow weir.
1/11/99 112.45 12.50 7.2 - Water over overflow weir.
U:\a-excel\Maplfish\Flows.xls 2
r
Flow Splitter Structure
Weir Flow Rating Curves - A L 's Sed. Pond Spillway Rating Curves
Fish Channel Weir Overflow Weir
Unsubmerged Unsubmerged
HWEL Head, H Qv_nolcn G11 feet Qunsub H2 (H2/H)" Qsub Head, H C Qunsub QrorAL
(ft) (ft) (cfs) (cfs) cfs (ft) (ft) (cfs) (cfs)
111.17 0.0 0.00 0.00 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0
111.27 0.1 0.01 0.11 0.12 0.0 0.00 0.1 0.0 0.0 0.0 0.1
111.37 0.2 0.08 0.30 0.38 0.0 0.00 0.4 0.0 0.0 0.0 " , 0.4
111.47 0.3 0.22 0.55 0.76 0.0 0.00 0.8 0.0 0.0 0.0 ,08
111.57 0.4 0.44 0.84 1.29 0.0 0.00 1.3 0.0 0.0 0.0 ;,1.3
111.67 0.5 0.77 1.18 1.95 0.0 0.00 2.0 0.0 0.0 0.0 �q 2.0
111.77 0.6 1.22 1.55 2.77 0.0 0.00 2.8 0.0 0.0 0.0 2.6
111.87 0.7 1.79 1.95 3.74 0.0 0.00 3.7 0.0 0.0 0.0 3.7
111.97 0.8 2.50 2.38 4.89 0.0 0.00 4.9 0.0 0.0 0.0 4,9
112.07 0.9 3.36 2.84 6.21 0.1 0.00 6.2 0.0 0.0 0.0 a 6.
112.17 1.0 4.37 3.33 7.70 0.2 0.02 7.7 0.0 0.0 0.0 77
112.27 1.1 5.55 3.84 9.39 0.3 0.04 9.3 0.0 0.0 0.0 i 9.3
112.37 1.2 6.90 4.38 11.28 0.4 0.06 11.0 0.0 0.0 0.0 110
112.47 1.3 8.43 4.94 13.37 0.5 0.09 12.9 0.0 0.0 0.0 �129
112.57 1.4 10.15 5.52 15.66 0.6 0.12 14.9 0.0 0.0 0.0 >.14.9
112.67 1.5 12.06 6.12 18.17 0.7 0.15 17.1 0.0 0.0 0.0 17.1
112.77 1.6 14.17 6.74 20.91 0.8 0.18 19.4 0.1 2.67 5.1 .24,5
112.87 1.7 16.49 7.38 23.87 0.9 0.20 21.9 0.2 2.69 14.4 36.3
112.97 1.8 19.02 8.04 27.06 1.0 0.23 24.5 0.3 2.71 26.7 51.2
113.07 1.9 21.77 8.72 30.49 1.1 0.26 27.2 0.4 2.72 41.3
113.17 2.0 24.75 9.42 34.17 1.2 0.28 30.1 0.5 2.74 58.1 . ,, 88.3
113.27 2.1 27.95 10.13 38.08 1.3 0.30 33.2 0.6 2.75 76.7 109.9
113.37 2.2 31.33 10.87 42.20 1.4 0.32 36.3 0.7 2.80 98.4 134.7
113.47 2.3 34.88 11.62 46.50 1.5 0.34 39.5 0.8 2.85 122.4 1619
113.57 2.4 38.60 12.38 50.98 1.6 0.36 42.9 0.9 2.93 150.1 'Y` 193.0
113.67 2.5 42.46 13.16 55.62 1.7 0.38 46.2 1.0 3.03 1818 :;228.'0
113.77 2.6 46.47 13.96 60.43 1.8 0.40 49.7 1.1 3.08 213.2 '262.9
113.87 2.7 50.61 14.77 65.39 1.9 0.42 53.2 1.2 3.14 247.7 300.8
113.97 2.8 54.89 15.60 70.49 2.0 0.43 56.7 1.3 3.20 284.6 341.3
114.07 2.9 59.30 16.45 75.74 2.1 0.45 60.3 1.4 3.24 322.0 382.4
114.17 3.0 63.82 17.30 81.13 2.2 0.46 64.0 1.5 3.28 361 5 _ , 425.5
Maplewood Creek Fish Channel Splitter.xls
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SPLITTER STRUCTURE
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l i i l i i l i i l i i l I I i I Engineers and Scientists
1 1 /2" = 1 '-0" 1 /2" = 1 '-0" Bellevue, Washington
TEL: (425) 602-4000
FAX: (425) 602-4020 NO. REVISION
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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
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A'R CITY OF RENTON
LL Planning/Building/Public Works Department
7 e Tanner,Mayor Gregg Zimmerman P.E.,Administrator
March 1, 2000
Mr. David Hartley
King County Water and Land Res. Div.
201 South Jackson St, Ste. 600
Seattle, WA 98104-3855
SUBJECT: MAPLEWOOD CREEK DESIGN FLOW INFORMATION
Dear Mr. Hartley:
The information you requested in your January 28,2000, email is attached.
1. The discharge from the sediment basin is the combined flow from the fish ladder weir and the
overflow spillway as shown in Section 2.3 and the Tables.
2. The flow splitter divides the flow between the fish channel and the overflow channel (old
creek bed). The weir plates in the flow splitter control the flow going into the fish channel
The information in Section 4 shows the design flows when the slot is fully open.
Currently, both weir plates are installed and the pin is in the 5th hole, so the slot opening is
only 1.6 feet high. The opening is at that,level to limit the peak flows in the channel and to
allow the vegetation to become established. I expect we will increase the slot height during
summer to allow more peak flow into the fish channel.
3. We did not find a good explanation for the lower section of the fish channel(crossing the 1 Oth
fairway) drying up in August and September of 1999. In general, the best explanation is a
combination of dry summer conditions,and more infiltration into the new channel gravel and
base soil than originally estimated caused the creek to dry up.
It appears that King County sent us some creek monitoring records for previous years. At
times during July, August, and September 1989, 1990, 1991, and 1994, flows in Maplewood
Creek were less than 1 cfs (ranging from about 0.5 to 0.8 cfs). It may be the old creek bed
came close to drying out during those times but did not do so because it was narrower, had
less gravel in it, and had a steeper gradient across the golf course to SR 169. The old
creekbed could also have been less permeable because it was established for a long time and
the sediment had filled the voids in'the gravel, reducing the gravel's permeability. The new
creek may be drying out under those same conditions because it is wider, has a new 12-inch
thick layer of channel gravel that has not silted in, and has less slope at the south end where
it approaches SR 169.
The fluctuation of the creek elevation in early August (7/25 to 8/2) did not match the
frequency from the pumping records from the City's deep water supply wells, which draw
water from approximately 200 feet down.
1055 South Grady Way-Renton, Washington 98055
®This paper contains 50%recycled material,20%post consumer
v
Mr. Hartley, K.C. Water&Land Res. Div.
March 1, 2000
Page 2
Most of the golf course is irrigated from a new irrigation well located on the east side of the
Cedar River.
The golf course has a shallow irrigation well approximately 1,100 feet east of the 10th
fairway crossing. The shallow well is part of the old irrigation system and supplies less than
one-half of the west side of the golf course(the old nine-hole course). According to the Golf
Course Manager, the irrigation well is run only as needed, depending on weather conditions.
Because the well does not run on a set time each day it is unlikely it was responsible for the
regular daily cycles that the creek flow monitoring showed in early August.
We intend to give the creek bed a chance to seal as silt accumulates on the bottom of the
channel, and observe the results next summer
I hope this information has helped answer your questions. If you need additional information
please call me at 425-430 7248,or Daniel Carey at 425-430-7293.
Sincerely,
Ronald Straka, . Engineering Supervisor
Surface Water Utility
H:\DIVISION.S\UTILITIE.S\DOCS\2000-089.docRJS\DWC\tb
D�'-MAPLEWOOO CREEK - Page 1
From: "Hartley, David" <David.Hartley@METROKC.GOV>
To: "'I:STRAKA, RON"' <rstraka@ci.renton.wa.us>
Date: 1/28/00 10:19AM
Subject: MAPLEWOOD CREEK
Greetings.
I am trying to update some of our basin plan models for the lower Cedar and
realize how much has changed at Maplewood Creek since we modeled it in 1992.
Can you help with the following items?
1. model or rating table (stage-volume-discharge)for the sediment
pond
2. flow split between the high flow and habitat channel
3. explanation for the channel de-watering during 1999
Thanks for any help you can give.
David M. Hartley, Senior Watershed Hydrologist
Phone: 206-296-8055
Fax: 206-296-0192
Internet: David.Hartley@Metrokc.gov <mai Ito:David.Hartley@Metrokc.gov>
USMAIL: King County Water and Land Resources Division
201 South Jackson Street, Suite 600
Seattle, WA 98104-3855
CC: "'dcarey@ci.renton.wa.us"' <dcarey@ci.renton.wa.us>
New Sediment Basin
END CONSTRUCTION AT Old Sediment Basin
FISH LADDER I
SEE SHEETS 15 k 16
i
160 FEET North
SCALE 0 4� 80 /
!� I
EXCEPT AS NOTED Old Club House L / — f EA STis(, SP L_1
Y EVSTa.O E�3..,...
t �9fK vR EN
VILDIN
i
r /
UPPER FlSH CHANNEL
SEE SHEETS 6
RE
t � `� Ir' , PX)N A McCarty Property
r� �'' g yi � \ cr•i
BORE• ``�'• 7� '� � ' r
HOLE 10
New Fish Channel
BORE,
HOLE 9
A
'•sue STH i,:RWAY .r
LOWER.'FISH CHANNEL I, - ' �— °CCSEE7
SEE SHEETS 3. 4 k S ;RD FAiR-!/ 'tr- .• /;! / S7A*:��
y' BORE.
BORE /- ar 4-1
\ HpL4}.- I]� `� i STH GREEN �.
SAND BORE.'
TRAP HOLE 7
ebrtE f �, HQIE'6 •� ! C Splitter Structure
/69 CAFT PATH aTH?uRWAr I • �� �,' �^� BORE ` I
HOLE
�xBORE f/ • I NTON
!
s-✓ ue �. 1 I .,•, CITY OF RE
._+ �\6" FIR �i i•,% DEPARTMENT OF PUBLIC RORKS
\�
MAPLEWOOD CREEK FISH CHANNEL PROJECT
Old Creek Channel /% PROJECT SITE PLAN
WEILL
VAULT op�[a wo oATi 7/1M nt wua:s¢Im
o.CCXM oo
CEDAR RIVER FX�? b • ^ su.r .a sew+ „a, , or '
c
A two layer thick section of geogrid and geotextile material was placed along the east side
of the creek to reinforce the sideslope and help stabilize the hillside from further erosion
along its base. Riprap was placed along the base of the geogrid and along the west side of
the creek.
1 2.3 Spillway Design and Capacity
The new sediment basin has two spillways: the overflow weir, and the fish weir connecting
to the fish ladder. The weirs were designed so all low flow would go through the fish weir
and fish ladder. Above 17 cfs, flow starts to go over the larger overflow weir.
The overflow weir consists of a rectangular concrete structure 15' wide by 25.5' long (outer
dimensions for functioning spillway).
The fish weir consist of a concrete v-notch weir 2' high by 8' wide (with vertical walls above
1 2' high).
The design, as-built elevations, and flows for the weirs are in the following table.
A more complete table (by Harza) at the end of this section shows flows for every 0.10 feet
of water elevation in the pond. A staff gage for reading pond water elevations is located on
the northwest corner of the fish weir.
Pond Elevations And Weir Flows
Design As-Built Fish Weir Overflow
Elevation Elevation Flow Weir Total Flow
(ft) (ft) (cfs) Flow (cfs) (cfs)
Pond Bottom 108.67 108.9
Fish Weir 111.17 111.11 0 0 0
2.0 0 2.0
111.67
112.17 7.7 0 7.7
Overflow Weir 112.67 112.68 17.1 0 17.1
i113.17 30.1 58.1 88.2
113.67 46.2 181.8 228.0
100-Yr. Storm 114.17 64.0 361.5 425.5
Top of Berm 115.17 t 1 44.69*
Lowest point along perimeter, as-built point#818, on west side of access road across from ramp into basin.
I I:ADI V ISION.SVUl'ILITIG.S\DOGS\1999\CURREN"i-\99-528P.DOC\DWG\tb
6
Flow Splitter Structure
Weir Flow Rating Curves - A L 's Sed Pond Spillway Rating Curves
Fish Channel Weir Overflow Weir
Unsubmerged Unsubmerged
HWEL Head, H Qv-notch Q1rect Qunsub H2 (H2/H)2.s Qsub Head, H C Qunsub QTOTAL
ft ft cfs cfs cfs ft ft cfs cfs)
111.17 0.0 0.00 0.00 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0
111.27 0.1 0.01 0.11 0.12 0.0 0.00 0.1 0.0 0.0 0.0 0.1
111.37 0.2 0.08 0.30 0.38 0.0 0.00 0.4 0.0 0.0 0.0 y 0.4
111.47 0.3 0.22 0.55 0.76 0.0 0.00 0.8 0.0 0.0 0.0 ,1 r 08
111.57 0.4 0.44 0.84 1.29 0.0 0.00 1.3 0.0 0.0 0.0
y:
111.67 0.5 0.77 1.18 1.95 0.0 0.00 2.0 0.0 0.0 0.0 :.. 8 I2'
111.77 0.6 1.22 1.55 2.77 0.0 0.00 2.8 0.0 0.0 0.0 2;
111.87 0.7 1.79 1.95 3.74 0.0 0.00 3.7 0.0 0.0 0.0 3;7
111.97 0.8 2.50 2.38 4.89 0.0 0.00 4.9 0.0 0.0 0.0 ft
4.9
112.07 0.9 3.36 2.84 6.21 0.1 0.00 6.2 0.0 0.0 0.0 20 6 2
112.17 1.0 4.37 3.33 7.70 0.2 0.02 7.7 0.0 0.0 0.0 x 77
112.27 1.1 5.55 3.84 9.39 0.3 0.04 9.3 0.0 0.0 0.0 <"a€,t.9:3
112.37 1.2 6.90 4.38 11.28 0.4 0.06 11.0 0.0 0.0 0.0 ;;wrs5110
112.47 1.3 8.43 4.94 13.37 0.5 0.09 12.9 0.0 0.0 0.0 '12;9
112.57 1.4 10.15 5.52 15.66 0.6 0.12 14.9 0.0 0.0 0.0
'
112.67 1.5 12.06 6.12 18.17 0.7 0.15 17.1 0.0 0.0 0.0 171
112.77 1.6 14.17 6.74 20.91 0.8 0.18 19.4 0.1 2.67 5.1245
112.87 1.7 16.49 7.38 23.87 0.9 `0.20 21.9 0.2 2.69 14.4 WR
z 36,3
112.97 1.8 19.02 8.04 27.06 1.0 0.23 24.5 0.3 2.71 26.7
113.07 1.9 21.77 8.72 30.49 1.1 0.26 27.2 0.4 2.72 41.3 68,5
113.17 2.0 24.75 9.42 34.17 1.2 0.28 30.1 0.5 2.74 58.1 ; 88 3
113.27 2.1 27.95 10.13 38.08 1.3 0.30 33.2 0.6 2.75 76.7 ' 109.9
113.37 2.2 31.33 10.87 42.20 1.4 0.32 36.3 0.7 2.80 98.4 ;> '%;134.7
113.47 2.3 34.88 11.62 46.50 1.5 0.34 39.5 0.8 2.85 122.4 :z; 161;9
113.57 2.4 38.60 12.38 50.98 1.6 0.36 42.9 0.9 2.93 150.1 :..`193.0
:,,
113.67 2.5 42.46 13.16 55.62 1.7 0.38 46.2 1.0 3.03 181.81 F228:0
113.77 2.6 46.47 13.96 60.43 1.8 0.40 49.7 1.1 3.08 213.2 ;: ; `262.9
113.87 2.7 50.61 14.77 65.39 1.9 0.42 53.2 1.2 3.14 247.7 . ` 300.8
113.97 2.8 54.89 15.60 70.49 2.0 0.43 56.7 1.3 3.20 284.6 ">'< 341.3
114.07 2.9 59.30 16.45 75.74 2.1 0.45 60.3 1.4 3.24 322.0 .:.�,382,4
114.17 3.0 63.82 17.30 81.13 2.2 0.46 64.0 1.5 3.28 361.5 ,:;;'425.5
Maplewood Creek Fish Channel Splitter.xls
7163G Splifter-A.L.'s(2) 5/21/98 10:55 AM '
4 FISH CHANNEL
i4.1 Purpose and Design
The Maplewood Creek Fish Channel Project was constructed to connect Maplewood Creek
to the WSDOT fish ladder, and allow salmon to move from the Cedar River, across the golf
course, and to the upper reaches of Maplewood Creek. In addition, the new creek on the
golf course was designed to provide habitat for salmon spawning and rearing.
The size of the new channel was determined by the size of the WSDOT culvert under SR
169 (6'x4'), which was limited in depth by the 42-inch diameter Metro sewer line. The City
estimated that the WSDOT culvert had a flow capacity of about 53 cfs with 1 foot of
freeboard on the golf course. For initial design purposes, the maximum capacity of the new
channel was set at approximately 45 cfs with 1 foot of freeboard on the golf course. Flow to
the new channel would be controlled by a flow splitter structure.
During the final design the Consultant (Harza) used the HEC-RAS model to predict the
water profile for the new channel at various flow levels. At 50 cfs the freeboard at the south
end of the new channel (about 300 feet north of the WSDOT culvert) was 0.7 feet.
The results from the HEC RAS model also showed that the existing concrete bridge leading
to the old club house (about 280 feet south of the new sediment basin) did not have the
i capacity for the 100-year peak flow. The model showed that somewhere between 130 cfs
1 and 210 cfs backwater occurred upstream of the bridge and overflow would occur.
4.2 Flow Splitter Design
The flow splitter was designed to divide flows between the new fish channel and the existing
creek channel similar to the fish weir and overflow weir in the sediment basin. The
Consulting Engineer (Harza) used a 15-inch wide vertical slot because the dynamic flow
coming down the creek behaved differently from the static water level in the sediment basin.
If an 8-foot wide v-notch weir was used in the splitter structure the flow into the new fish
channel would exceed the channel capacity during high flow in the creek.
i Two vertical slots were used in the flow splitter to limit the difference in water surface
i elevation upstream and downstream of the slot. WDFW wanted the difference in water
surface elevation to be equal to or less than 0.8 feet for flows up to 25 cfs. For flows up to
173 cfs (HEC-1 future conditions peak 2-yr. flow) the elevation difference should be 1.0 foot
or less.
The upstream slot in the splitter structure has an adjustable aluminum orifice plate (in two
3'-0" long pieces). The purpose of the plate is to limit the maximum flow into the fish
channel to 46 cfs when the creek has a total flow of 400 cfs in it (the peak 100-year flow).
The orifice plate must be set so the vertical slot height does not exceed 5"-0".
During the first few years of operation the orifice plate will be set so the opening is less than
3.6 feet high to help protect the fish channel banks from erosion damage while the
vegetation is established.
The range of elevation for the vertical slot height based on using one or two aluminum
orifice plates is given in the table below:
1 1I:\DIVISION.S\UTILITIE.S\DOCS\I999\CURREN'n99-528F.DOC\DWC\tb 14
1
Range of Orifice Plate Adjustments
Elevation At
Setting Height of Opening at Bottom of Slot Top of Opening
(feet.)
Using One Plate (inches) (feet)
Pin in 5th hole 55.225 4.60 89.80
Pin in 4th hole 52.225 4.35 89.55
Pin in 3rd hole 49.225 4.10 89.30
Pin in 2nd hole 46.225 3.85 89.05
Pin in 1st hole 43.225 3.60 88.80
Using Both Plates
Pin in 5th hole 19.225 1.60 86.80
Pin in 4th hole 16.225 1.35 86.55
Pin in 3rd hole 13.225 1.10 86.30
Pin in 2nd hole 10.225 0.85 86.05
Pin in 1 st hole 7.225 0.60 85.80
Completely Down Closed Closed 85.20
1 st hole from top of plate, 2nd hole,...etc.
* 85.20 ft plus Opening Height.
4.3 Flow Splitter Capacity
Harza performed a series of hand calculations to determine the backwater and head
needed at the downstream slot in the splitter structure at various flow rates. The tailwater
elevations were obtained from the HEC-RAS model using the channel water surface
elevation for various flow rates. The same calculations were used for the upstream slot,
taking into account the difference in invert elevation. The calculations were performed to
establish the 0.8 foot elevation difference required by Fisheries. A copy of the calculations
used for 25 cfs is included in Appendix F.
During the final design the channel elevations were changed by +1.5 feet. The invert
elevation of the slots were adjusted by the same amount so the flow calculations remained
valid.
I1\I)IVISION.S\UTILITIG.S\ROCS\1999\CURRGNT\99-528F.DOC\DWC\tb 15
The Flow Splitter Rating Curve showing the headwater elevation at the upstream slot and
the flow into the fish channel (Q-Fish) and over the overflow weir (Q-Main) is shown at the
end of this section. The revised elevations have been noted on the curve and diagram.
The rating curve and table assume flow through an open slot; orifice flow thought a partially
closed slot is not given. The flow table with revised elevations is summarized below:
Flow Splitter Rating Table
HWEL * Q-Fish Q-Main Q-Total
(ft) (cfs) (cfs) (cfs)
90.6 45 355 400
89.7 40 180 220
89.2 37 104 141
88.8 35 104 139
88.4 30 41 71
88.0 25
0 25
86.8 10 0 10
86.0 5 0 5
85.5 2 0 2
85.2 0 0 0
HWEL(headwater elevation) in forebay above upstream slot, changed by adding 1.5 feet for final design.
I{.\pl V ISION.S\U'f I LITI L'•.S\DOGS\1999\CU RRCN"T199-528P.DOC\DWG\tb
16
Splitter- FINAL Chart 6
Flow Splitter Rating Curve
. . .
. . . . . . . . l -- - - - - - - - - - - - - - . . . . . . . . - - - - . .;. . .
. . . . . . . . . .
. . . . . . . . . . . . . . . . .
• .�,:/ .
1 . . . . . - - . . . . - - - - - - • . . . . . . ;
eq s - - - - - - . . . . . . . . . . . . . . . - - - - - ; ;
. . . . . . . . .
88 - - - - ;
ir. 86 HWEL Wish Q-main -QW . ... . . . . . . . . . .. . . . . . . . . . . - - - - - -
90.6 89.1 45 355 400 , . -Q-fish
89.7 88. 40 180 220
. . . . . ... . . . . .
} 8rs.5 89.2 87 37 104 141
— -m— Q-main
88.8 873 35 104 139 ;
-83"
88.4 8 .9 30 41 71 ;• . . . . . . . . —�—Q-total . . . . . . ... . . . . . . . . . .
88.0 8 .5 25 ---- ----25
86.8 10 8 .3 10 . - . . . . . . . .
a � 86.0 .5 5 5 ;
85.5 84 2 2
84' . . . . . . . . 85.2 3.7 0 p
400
0 50 100 150 200 250 300 350
Discharge, Q (cfs)
Elevation Changes Noted by D. Carey, City of Renton Page 1
Date of Request ! (� d ` Taken by: L � l
TO:
Dlyf�� ( � Phone #: 2- '27"6 1113
Fax #
—O
FROM: Stream Gaging Program ���
King County Surface Water Management 201996
700 5th Avenue Suite 2200
Seattle, WA 98104 RENToij
tngirieering Dept.
(206) • 296-6519
Enclosed for your use are records from the following gauging stations'.
Station Period Comments/File
v
Date request filled: � � Filled by: L t
Gage Name: Lower Cedar Tributary 0302 (Maplewood Creek) SWM Locator Number: 31-DO3020-003
Site Description: In Maplewood Golf Course, Renton. Gage Number. 31 B
r
Quarter Section: SE 22 T23N R5E `
Address: 4000 Maple Valley HWY Date Installed: Oct-87
Program: SWMBP Date Removed: operating
Water Year: 1989
Mean Daily Discharge, Cubic Feet Per Second `
DAY OCT NOV DEC JAN FEB MAR : APR MAY JUN JUL AUG SEP
1 0.68 0.69 1.5 - - - - - 0.95 1.5 0.81 0.55
....2.... 0.71 1.1 1.4 - - - - - 0.91 0.99 0.78 0.52
3` 0.76 1.1 1.4 - - - - - 0.92 0.90 0.77 0.51
4 0.71 1.2 1.4 - - - - - 0.97 0.90 0.77 0.51
5 0.67 2.0 1.3 - - - - - 0.95 0.90 0.77 0.51
..........
6 0.65 1.2 2.1 -
- - - - 0.81 0.90 0.71 0.51
7 0.64 0.80 1.6 - - - - - 0.80 0.90 0.69 0.52
8 0.65 1.1 1.5 - - - - - 0.79 0.90 0.69 0.54
9. 0.66 0.89 1.4 - - - - - 0.71 0.92 0.69 0.52
10 0.69 2.5 1.4 - - - - - 0.70 0.98 0.69 0.51
11 0.69 1.4 1.5 - - - - - 0.68 0.91 0.63 0.51 C
12 0.66 1.7 2.1 - - - - - 0.68 0.84 0.63 0.51
.13 0.67 1.1 1.9 - - - - - 0.61 0.79 0.61 0.51 C
14 0.89 1.1 1.6 - - - - - 0.95 0.79 0.66 0.51
Y 15 0.85 0.97 1.5 - - - - - 0.77 0.82 0.64 0.59 C
16 1.5 2.4 1.5 - - - - - 0.77 1.5 0.65 0.52
17 0.84 3.8 1.4 - - 4.3 - - 0.77 1.3 0.64 0.63
1 ..
8 . 0.92 1.9 1.7 - - 4.2 - - 0.78 0.90 0.64 0.58
19 0.73 2.4 3.0 - - 3.2 - - 1.2 0.90 0.68 0.56
20 0.71 2.3 2.6 - - 2.5 - - 1.3 0.89 0.72 0.59
21 0.70 3.1 2.7 - - 3.6 - - 1.1 0.86 1.2 0.60
...22 0.71 7.8 3.4 - - 2.4 - - 0.86 0.84 1.4 0.60
�23 0.75 6.4 2.6 - - 1.8 - 1.7 0.82 0.87 0.61 0.69
24 0.67 4.3 2.1 - - 2.0 - 1.2 0.89 0.84 0.59 0.69 C
25 0.73 4.0 - - - 4.5 - 1.1 0.90 0.89 0.57 0.69
...26... 0.68 2.5 - - - 2.8 - 1.2 0.89 0.90 0.56 0.76 C
27 0.75 2.6 - - - 3.3 - 2.3 0.88 0.90 0.56 0.79
28 0.79 2.1 - - - 3.4 - 1.8 0.86 0.88 0.56 0.79
f 29 0.66 1.6 - - - 2.6 - 1.7 1.1 0.89 0.57 0.79
30 0.73 1.5 - - - 2.1 - 1.3 1.4 0.89 0.56 0.84
31 0.70 - - - - 2.9 - 1.0 - 0.89 0.55 -
Average Discharge: 0.75 2.3 1.9 - - 3.0 - 1.5 0.89 0.94 0.70 0.60 C
Ma)dmum Recorded
Instantaneous C
Disclwr9e: 5.7 19 8 - - 8 2.6 5.8 7 2.9 4.2 6.6
Ma)dmum Mean C
Daily Discharge: 1.5 7.8 3.4 - - 4.5 - 2.3 1.4 1.5 1.4 0.84 �r
Average Discharge for Water Year 1989: 1.3
Annual Hvdrograph:
Notes: �r
8 -Period of Record Is Indicated
Mean by Date Installed and Date
Daily 8 Removed
Discharge -Water Year begins on
(cfs) 4 ',L October 1 before calendar
2 1� year(i.e.,October 1,1990 Is
the start of Water Year 1991)
0 LL -=no available data
Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep e =estimated daily mean
discharge
King County SWM Division Streamfiow Data 276
Gage Name: Lower Cedar Tributary 0302 (Maplewood Creek) SWM Locator Number. 31-DO3020-003
.;ite Description: In Maplewood Golf Course, Renton. Gage Number. 31B
Quarter Section: SE 22 T23N R5E
Address: 4000 Maple Valley HWY Date Installed: Oct-87
Program: SWM/BP
Date Removed: operating
Water Year: 1990 Mean Daily Discharge, Cubic Feet Per Second
DAY OCT NOV DEC JAN FEB ; MAR : APR MAY JUN JUL AUG SEP
...1..... 0.82 1.1 1.3 1.6 7.4 1.8 1.4 1.4 1.4 0.85 0.75 0.66
2 0.77 1.2 4.1 0.86 5.7 1.8 1.4 1.8 1.1 1.3 0.75 0.68
3 0.69 1.8 9.7 1.6 5.5 2.0 1.3 1.5 4.6 0.96 0.77 0.67
4 0.64 2.5 30 2.5 5.0 1.9 1.3 1.5 4.0 0.88 0.77 0.69
5 0.70 1.6 17 6.3 5.1 2.1 1.3 1.5 1.9 1.5 0.78 0.80
6 0.73 1.6 9.8 10 4.3 2.6 1.3 1.6 4.0 1.8 0.77 0.73
7 0.72 1.6 8.1 19 3.9 4.1 1.3 1.7 2.6 1.2 0.76 0.75
8 0.72 1.7 12 18 4.6 5.2 1.2 1.3. 1.9 0.86 0.76 0.76
..9 0.77 1.8 6.9 40 4.4 6.6 1.2 1.3 2.1 0.82 0.76 0.72
10 1.2 3.7 4.6 34 4.5 5.6 1.2 1.3 4.8 0.82 0.76 0.69
..... 0.80 4.9 2.7 7.7 5.3 3.1 1.6 1.3 2.4 0.82 0.78 0.64
12 1.3 6.2 1.8 5.2 4.9 2.3 1.3 1.2 2.3 0.81 0.82 0.66
.13... 3.4 3.1 1.7 4.1 4.1 2.2 2.2 1.4 2.6 0.81 0.82 0.60
14 1.6 1.9 1.4 2.9 3.4 3.1 2.1 1.4 1.5 0.80 0.80 0.61
.15.. 1.1 1.7 1.4 2.7 3.7 2.2 1.5 1.2 1.2 0.84 0.78 0.62
16 0.96 2.3 1.6 2.6 3.4 2.2 1.5 1.1 1.0 0.82 0.74 0.67
..17 0.90 2.6 1.3 2.4 3.3 2.6 2.1 1.0 0.93 0.81 0.71 0.68
18 0.90 2.0 1.1 2.2 2.8 2.7 1.6 1.0 0.86 0.79 0.74 0.65
1.9 0.90 2.5 1.4 2.2 2.6 2.5 1.5 1.1 0.84 0.77 0.73 0.67
20 1.2 2.3 1.6 2.2 2.4 2.3 2.0 2.2 0.87 0.83 0.77 0.66
21. 1.7 2.7 1.6 2.2 2.2 2.4 1.5 1.8 0.92 0.86 1.3 0.66
22 1.8 1.9 1.4 3.3 1.7 2.8 2.5 1.5 0.92 0.85 0.80 0.70
2... 2.7 3.3 1.4 2.8 1.7 2.9 3.4 1.2 0.88 0.80 0.76 0.70
24 1.7 4.4 1.5 2.7 1.8 2.4 2.9 1.1 0.88 0.76 0.74 0.69
l ; .. 1.7 3.6 1.3 3.6 1.8 2.2 2.5 1.1 0.87 0.81 0.64 0.73
26 . 2.8 4.9 1.2 2.9 1.9 2.2 1.7 1.1 0.85 0.76 0.61 0.70
27 1.7 2.1 1.0 3.6 1.8 2.1 2.4 1.2 0.88 0.77 0.61 0.74
28 1.4 1.6 1.3 5.0 1.8 2.0 1.9 1.0 0.80 0.77 0.61 0.71
...29 1.1 1.6 1.0 2.3 - 1.6 2.1 1.0 0.84 0.77 0.78 0.71
30 1.0 1.4 1.2 2.7 - 1.4 1.6 1.6 0.85 0.77 0.81 0.64
W 31 1.4 - 1.5 4.4 - 1.4 - 2.9 - 0.78 0.96 -
Average Discharae: 1.3 2.5 4.3 6.6 3.6 . 2.7 1.8 1.4 1.7 0.90 0.77 0.69
Maximum Recorded
Instantaneous
Dischar : 7.6 20 40 74 11 10 4.7 12 8.1 8.1 8.1 2.2
Ma)dmum Mean
Daily Discharge: 3.4 6.2 30 40 7.4 6.6 3.4 2.9 4.8 1.8 1.3 0.8
Averace Discharge for Water Year 1990 2.3
Annual Hy4mraph7
i
Notes:
40 .
Mean -Period of Record is Indicated i
Daily 30 by Date Installed and Date '
Discharge Removed
Water
(cfs) 20 October PII before calendar
ar begins on
10 year(i.e.,October 1,19W is
the start of Water Year 1991)
0 -=no available data
Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep e =estimated daily mean
discharge
IGng County SWM Division Streamflow Data 277
1, I
1
Gaae Name: Lower Cedar Tributary 0302 (Maplewood Creek) SWM Locator Number. 31-DO3020-003
Site Description: In Maplewood Golf Course, Renton. Gape Number. 31 B
Quarter Section: SE 22 T23N R5E
Address: 4000 Maple Valley HWY Date Installed: Oct-87
Program: SWM/BP Date Removed: operating
Water Year: 1991 Mean Daily Discharge, Cubic Feet Per Second
DAY OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP
1"""" 0.70 1.2 - 1.7 5.5 1.3 1.7 - - - 0.85 1.1
2 0.67 0.79 - 1.4 8.8 6.3 2.7 - - - 0.83 1.0
µ."3 " 0.80 0.81 - 1.4 a 9.4 11 4.4 - - - 0.96 1.1
4 1.3 0.87 - 1.4 a 9.8 8.0 - - - - 0.99 1.2
:.5 0.78 0.91 - 1.4 a 8.6 5.9 - - - - 1.1 1.2
6 0.60 0.82 - 1.4 a 5.9 5.4 - - - - 1.1 1.3
7� 0.51 0.88 - 1.4 4.8 4.3 - - - - 1.0 1.1
8 0.58 0.91 - 4.1 4.0 3.8 - - - - 0.90 0.93
...9... 0.66 5.3 - 5.2 3.4 3.8 - - - - 0.81 1.0
_10_ 0.65 4.0 - 6.3 2.9 4.1 - - - - 0.76 1.2
11 0.61 1.9 6.0 13 3.2 3.4 - - - - 0.85 1.0
12 0.75 1.6 5.9 31 3.5 6.5 - - - - 0.% 0.85
13" 0.70 5.3 5.8 16 6.0 4.8 - - - 0.82 1.1 1.0
14"" 1.2 2.7 5.8 18 5.7 3.7 - - - 0.87 1.1 0.96
Y15 1.3 1.9 6.0 18 5.1 3.1 - - - 0.85 1.3 1.0
16 0.93 1.5 6.8 15 8.5 2.6 - - - 0.81 1.4 1.1
17... 0.94 1.7 6.8 14 5.9 2.3 - - - 0.80 1.4 1.1
18... 1.0 1.1 6.2 14 5.1 2.5 - - - 0.81 1.6 1.1 ,
V 1"9" 0.66 - 5.5 12 19 3.1 - - - 0.77 1.6 1.1
20 0.60 - 4.0 10 6.4 2.4 - - - 0.78 1.7 0.85
.21 1.8 - 2.1 8.6 3.6 2.4 - - - 0.81 1.7 0.79
22 0.89 - 1.3 8.0 2.1 2.3 - - - 0.82 1.6 0.76
23 0.70 - 1.3 a 8.2 1.5 2.3 - - - 0.84 1.5 0.88
24 0.67 - 1.3 a 8.3 1.2 3.4 - - - 0.92 1.6 0.96
25 0.97 - 1.3 a 6.2 1.0 3.0 - - - 0.77 1.4 0.98
26 1.1 - 1.3 a 4.9 0.97 2.4 - - - 0.76 1.3 1.0
w27. 1.2 - 3.0 4.0 0.95 2.4 - - - 0.82 1.1 0.78
28 2.3 - 2.6 4.7 0.86 2.2 - - - 0.84 1.0 0.79
l.29 2.0 - 1.9 a 3.5 - 1.7 - - - 0.76 1.2 0.81
30 2.0 - 1.7 a 3.4 - 1.8 - - - 0.77 1.3 0.83
W31 3.1 - 1.5e 4.8 - 1.8 - - - 0.82 1.1 -
Average Discharn- 1.1 1.9 3.7 8.1 5.1 3.7 2.9 - - 0.81 1.2 0.99
Mwdmum Recorded
Instantaneous C
D1;chaI9g: 16 18 8.9 64 52 39 57 - - 1.9 2.1 1.9
Maximum Mean
Daily Discharge: 3.1 5.3 6.8 31 19 11 4.4 - - 0.92 1.7 1.3 r
Average Discharge for Wafer Year 1991: 3,1
Annual Hydrogranh:
Notes:
-Period of Record Is Indicated
Min 40 .
Daily 30 by Date Installed and Date
Discharge Remote
(cfs) 20 -Water Year begins on
October 1 before calendar
10 year(i.e.,October 1,1990 is
the start of Water Year 1991)
0 -=no available data
Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep e =estimated dairy mean
discharge
Kng County SWM Division Streamflow Data 278
pace Name: Lower Cedar Tributary 0302 (Maplewood Creek) SWM Locator Number. 31-D03020-003
'`ie Description: In Maplewood Golf Course, Renton. Gace Number. 31B
Quarter Section: SE 22 T23N R5E
,ddress: 4000 Maple Valley HWY Date Installed: Oct-87
Program: SWM/BP Date Removed: operating
Water Year: 1992
' Mean Daily Discharge, Cubic Feet Per Second
..........
DAY OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP
' 1 0.83 0.78 0.97 0.76 9.6 1.5 a 1.3 1.7 1.1 1.4 a 1.2 0.98
2 0.74 0.75 0.84 1.3 6.1 1.4 a 1.3 1.5 1.1 1.4 a 1.3 0.98
3 0.61 0.75 0.90 0.94 4.5 1.6 a 1.3 1.4 1.0 1.4 a 1.2 0.98
:.........
4 0.69 0.90 1.0 1.6 3.2 1.7e 1.5 1.3 1.0 1.9e 1.2 1.1
5 0.83 1.0 2.8 0.91 2.6 1.7 a 1.5 1.2 1.0 1.8 a 1.2 0.98
.....g.... 1.0 0.77 1.9 0.72 2.3 1.8 a 1.3 1.2 1.0 1.8 a 1.7 0.96
7 m 1.2 0.77 1.2 0.70 2.3 1.7 a 1.3 1.2 1.1 1.6 a 1.3 0.94
80.93 0.86 0.92 0.69 2.5 1.6 a 1.3 1.2 1.1 1.5 a 1.2 1.0
....-9 1.0 0.84 1.8 0.66 1.9 1.5 a 1.3 1.2 1.1 1.5 a 1.2 0.95
_10 1.0 0.77 1.2 0.81 1.6 1.4 a 1.3 1.2 1.1 1.4 a 1.2 0.93
11 M 1.0 1.1 0.98 0.69 1.5 1.4 a 1.3 1.2 1.1 1.4 a 1.2 0.93
12 1.0 0.77 1.0 0.70 1.5 1.3 a 1.6 1.2 1.1 1.3 a 1.2 0.92
13 0.97 0.83 0.98 0.66 1.6 1.3 a 1.4 1.2 1.1 1.3 a 1.2 0.94
_14 0.96 0.76 0.96 0.66 1.5 1.3 a 1.5 1.1 1.1 1.3 a 1.2 0.94
15 0.95 0.76 1.0 0.69 4.0 1.6 a 1.3 1.1 1.1 1.3 a 1.2 0.95
16... 1.1 0.89 0.98 1.8 1.9 3.5 a 2.0 1.1 1.1 1.3 a 1.2 0.95
17 0.93 1.0 1.0 0.87 1.9 2.5 a 10 1.1 1.0 1.3 a 1.1 0.94
18 0.93 0.75 1.5 0.77 4.2 1.9 4.0 1.1 1.0 1.3 a 1.0 0.92
19 0,89 1.4 1.4 0.74 3.3 1.7 2.5 1.1 1.0 1.3 a 1.1 0.88
20 0.91 1.1 0.73 0.72 4.3 1.6 2.0 1.1 1.0 1.2 a 1.1 0.87
21 0.87 0.76 1.1 0.83 6.0 1.5 2.0 1.2 1.0 1.2 a 1.2 0.87
22 0.94 0.77 0.83 0.74 5.5 1.4 1.8 1.1 0.97 1.2 a 1.2 0.87
' 23. 0.90 0.72 0.72 2.4 3.8 1.3 1.6 1.1 0.99 1.2 a 1.2 1.4
24 1.1 0.95 0.70 2.4 3.2 1.3 1.5 1.1 0.99 1.2 1.2 1.1
25 0.84 0.80 0.67 1.7 2.4 1.3 1.4 1.1 1.0 a 1.2 12 0.89
:...26
... 0.82 1.1 0.62 1.2 2.1 1.3 1.3 1.1 1.0 a 1.2 1.2 0.91
27 0.85 2.7 0.64 6.7 1.9 1.5 1.6 1.1 1.0 a 1.2 0.98 0.91
28 0.88 1.2 0.72 17 1.6 1.3 1.4 1.1 1.0 a 1.2 0.98 0.92
..29 0.85 1.0 0.67 15 1.6 1.3 3.7 1.1 2.0 a 1.1 0.98 0.90
30 0.74 0.86 0.64 15 - 1.3 2.0 1.1 1.5 a 1.2 0.98 0.86
"31 0.74 - 0.64 14 - 1.3 - 1.1 - 1.2 0.98 -
Aygrme Discharge: 0.90 0.95 1.0 3.0 3.1 1.6 2.0 1.2 1.1 1.3 1.2 0.96
Maximum Recorded
Instantaneous
Dischar e: 4 7 6.1 26 13 4 21 1.9 1.3 1.3 4.2 6.5
1
Maximum Mean
Daily Discharge: 1.2 2.7 2.8 17 9.6 3.5 10 1.7 2 1.9 1.7 1.4
Average Discharge for Water Year 1992: 1.5
Annual Hydrograph:
otes•
20 -Period of Record is indicated
Min by Date Installed and Date
D 15 Removed
Discharge -Water Year begins on
(cfs) 10 October 1 before calendar
5 year(i.e.,October 1,1990 is
PA A the start of Water Year 1991)
0 -=no available data
Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep e =estimated daily mean
discharge
Kng County SWM Division Streamflow Data 279
Gage Name: Lower Cedar Tributary 0302 (Maplewood Creek) SWM Locator Number. 31-DO3020-003
{ Site Description: In Maplewood Golf Course, Renton. Gage Number. 31 B
Quarter Section: SE 22 T23N R5E
Address: 4000 Maple Valley HWY Date Installed: Oct-87
I
Program: SWMBP Date Removed: operating
I. Water Year: 1993
Mean Daily Discharge, Cubic Feet Per Second
I -
DAY OCT NOV DEC JAN FEB MAR : APR MAY JUN = JUL AUG SEP
I ....1..... 0.83 1.3 1.3 1.6 1.5 1.2 2.0 3.1 2.0 1.1 1.0 1.0
2 0.82 0.87 1.3 1.6 1.5 1.2 1.9 2.9 1.5 1.2 1.0 1.0
3 0.84 0.81 1.4 1.6 1.4 1.5 3.6 2.9 1.3 1.1 1.0 1.0
4 0.85 1.0 1.3 1.6 1.4 1.8 2.5 2.1 1.3 1.1 1.0 1.0
5 0.86 0.88 1.3 1.6 1.3 1.4 1.9 1.7 1.2 1.1 1.0 1.1
fi.... 0.82 0.88 1.2 1.5 1.2 1.3 2.0 2.0 2.9 1.0 1.0 1.1
7 0.76 1.6 1.4 1.5 1.3 1.2 1.8 2.0 6.2 1.0 1.0 1.1
8 0.77 2.0 2.0 1.5 1.3 1.2 4.0 1.7 2.5 1.1 1.0 1.1
.....9..,. 0.76 1.1 1.8 1.3 1.3 1.1 6.2 1.5 5.5 1.0 1.0 1.0
10 0.76 0.91 4.1 1.3 1.3 1.1 4.6 1.9 3.2 0.97 1.0 1.0
11� 0.76 2.2 4.5 1.3 1.3 1.1 3.6 1.4 2.1 0.96 1.0 1.0
12 0.87 1.1 2.6 1.3 1.3 1.1 3.1 1.3 1.7 0.94 1.0 1.0
13 0.90 0.91 2.0 1.3 1.3 1.1 2.6 1.3 1.6 1.0 1.0 1.0
:........... 0.82 0.89 5.6 1.3 1.3 1.2 2.2 1.3 1.5 1.1 1.1 1.1
1.5M 0.82 0.93 3.2 1.3 1.3 1.7 2.1 1.2 1.6 1.1 1.0 1.1
16 0.82 1.2 2.6 1.3 1.3 1.6 2.0 1.2 1.4 1.1 1.1 1.0
17.. 0.86 1.3 2.7 1.4 1.0 1.6 2.3 1.2 1.3 1.1 1.0 0.96
18 0.98 1.1 1.7 1.3 0.99 1.3 2.1 1.2 1.3 1.1 1.1 0.95
�19 1.1 2.3 3.7 1.6 1.2 1.2 1.9 1.3 1.2 1.2 1.0 1.0
20 1.1 1.2 6.3 3.3 1.2 1.3 1.9 1.4 1.1 1.3 1.0 1.0
...21 1.2 3.1 4.0 3.9 1.2 1.2 2.1 1.2 1.1 1.1 1.0 1.0
22.. 0.80 1.9 2.8 1.9 1.2 6.7 2.1 1.1 1.5 1.1 1.1 0.99
W 23 0.80 1.3 2.1 1.3 1.2 13 2.2 1.1 1.2 1.2 1.1 0.98
24 0.83 1.3 2.2 2.3 1.2 4.3 2.3 1.1 1.2 1.1 1.1 0.97
25,. 0.82 1.2 2.0 8.2 1.2 2.5 4.8 1.1 1.2 1.1 1.1 0.96
2fi... 0.79 1.2 2.1 6.4 1.1 2.0 5.5 1.1 1.1 1.1 1.0 0.95
V 27 0.75 1.4 1.8 3.5 1.2 1.6 3.8 1.1 1.1 1.1 1.0 0.94
28 0.80 1.3 1.9 3.2 1.2 1.3 2.8 1.7 1.2 1.3 1.0 0.93
.29 0.89 1.3 1.6 2.4 - 1.7 3.2 1.3 1.1 1.2 1.0 0.92
30 1.0 1.6 1.6 2.1 - 1.5 3.4 1.3 1.1 1.1 0.99 0.91
31..., 1.2 - 1.6 1.6 - 1.5 - 3.0 - 1.1 0.99 -
f
Average Discharge: 0.87 1.3 2.4 2.2 1.3 2.0 2.9 1.6 1.8 1.1 1.0 1.0 C
Maximum Recorded
Instantaneous
Discha s<: 6.8 8.5 12 12 1.5 25 11 8.9 18 2.8 1.3 1.1
Maximum Mean C
Daily Discharge: 1.2 3.1 6.3 8.2 1.5 13 6.2 3.1 6.2 1.3 1.1 1.1
Average Discharge for Water Year 1993: 1.6
Annual Hydroaragh:
Notes:
1 S Mean -Period of Record Is indicated
Daily by Date Installed and Date
Discharge 10 Removed
(cfs) -Water Year begins on
S October 1 before calendar r,
year(i.e.,October 1,1990 is
the start of Water Year 1991)
0 -=no available data
Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep e =estimated daily mean
discharge
IGng County SWM Division Streamflow Data 280
Gage Name: Lower Cedar Tributary 0302 (Maplewood Creek) SWM Locator Number: 31-D03020-003
ite Description: In Maplewood Golf Course, Renton. Gage Number. 31B
Quarter Section: SE 22 T23N R5E
Address: 4000 Maple Valley HWY Date Installed: Oct-87
Program: SWM/BP Date Removed: operating
Water Year: 1994
Mean Daily Discharge,e, Cubic Feet Per Second
DAY OCT NOV DEC JAN FEB : MAR APR MAY JUN JUL AUG SEP
1..... 0.99 0.86 2.5 1.7 0.98 4.3 1.1 0.79 0.69 0.88 0.61 0.59
_2 1.0 0.85 1.3 1.5 1.0 8.5 1.1 0.78 0.67 0.80 0.60 0.60
3_ 1.0 0.95 1.1 1.5 0.93 11 1.3 0.78 0.64 0.76 0.59 1.0
:.........
4 1.1 0.91 1.4 1.7 0.99 6.9 1.2 1.2 0.66 0.84 0.60 0.72
..5. 1.1 0.90 1.0 1.5 1.0 3.8 1.2 1.1 0.69 0.83 0.57 0.67
6 1.8 0.90 1.0 1.2 0.98 2.7 2.1 0.94 0.80 0.77 0.59 0.65
vµ7 1.2 0.89 1.5 1.1 0.93 2.2 2.3 0.91 0.69 0.77 0.56 0.65
..........
0.86 0.87 1.8 1.2 0.98 1.8 5.6 0.90 0.69 0.79 0.59 0.80
..,.,9.,. 0.86 0.88 2.7 1.2 0.98 1.7 3.1 0.88 0.69 0.79 0.59 0.84
10 0.88 0.89 2.8 1.2 0.94 2.0 2.1 0.85 0.68 0.78 0.56 0.94
11 0.86 0.92 2.2 1.3 0.94 1.6 1.7 0.87 0.69 0.78 0.54 0.73
12 0.86 0.99 1.5 1.2 0.94 1.5 2.6 0.91 0.75 0.76 0.48 0.72
13 0.87 0.93 1.9 1.1 2.7 1.5 1.7 0.92 0.90 0.75 0.50 0.72
14 0.88 0.90 1.9 1.1 2.0 1.5 1.4 0.92 0.85 0.78 0.38 0.83
µ 15 0.95 1.0 1.3 1.0 2.2 1.5 1.3 1.2 0.76 0.76 0.40 0.73
18 1.1 1.0 1.2 0.95 5.1 1.9 1.2 3.2 0.76 0.74 0.44 0.74
17 0.84 1.1 1.1 0.78 7.0 2.4 1.1 1.3 0.84 0.74 0.49 0.73
18 0.84 0.90 1.0 0.84 6.1 3.4 1.0 0.89 1.1 0.70 0.47 0.72
19 0.85 0.90 1.1 0.74 3.2 2.1 0.97 0.83 0.74 0.71 0.47 0.75
20 0.89 0.99 1.0 0.74 2.3 3.6 0.94 0.84 0.72 0.70 0.46 0.73
21 0.90 1.4 0.98 0.81 2.3 4.2 1.2 0.79 0.72 0.69 0.48 0.74
22 1.1 1.0 0.96 1.8 2.3 3.4 1.5 0.73 0.71 0.68 0.51 0.73
23 1.5 0.78 0.99 1.9 3.2 2.7 1.3 0.69 0.78 0.64 0.49 0.73
24 0.95 0.77 1.0 1.4 2.3 1.8 0.81 0.69 0.76 0.68 0.49 0.69
25 0.89 0.82 1.0 1.6 3.4 1.6 0.84 0.68 0.75 0.65 0.52 0.68
26 0.89 0.88 1.0 1.3 3.9 1.5 0.79 0.73 0.77 0.67 0.51 0.69
27 0.89 1.1 1.0 1.2 4.0 1.4 0.82 0.72 0.75 0.65 0.53 0.69
28 0.89 1.1 0.94 1.1 3.5 1.3 0.80 0.78 0.74 0.66 0.52 0.69
.29 0.86 1.3 0.84 1.1 - 1.2 0.79 0.88 0.79 0.65 0.50 0.72
30 0.86 1.3 1.1 1.0 - 1.1 0.81 0.68 0.76 0.64 0.54 0.73
' w31 0.90 - 1.3 1.0 - 1.1 - 0.82 - 0.62 0.60 -
Average Discharge: 0.98 0.97 1.4 1.2 2.4 2.8 1.5 0.94 0.75 0.73 0.52 0.73
Maximum Recorded
Instantaneous
14 4 6 2.8 12 26 7.8 44 4.7 1.6 0.84 4.3
Maximum Mean
Daily Discharge: 1.8 1.43 2.79 1.92 6.95 10.7 5.58 3.17 1.12 0.88 0.61 1
Averace Discharge for Water Year 1994: 1.2
Annual Hydrogra&
Notes:
12 -Period of Record is Indicated
Min Daily 10 by Date Installed and Date
Removed
Discharge 8 -Water Year begins on
(c�) 4 October 1 before calendar
year(i.e.,October 1,1990 Is
2 the start of Water Year 1991)
0 -=no available data
Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep e =estimated daily mean
discharge
1
' IGng County SWM Division Streamflow Data 281
31B, STREAM 0302, LOWER CEDAR RIVER TRIB. @ MAPLEWOOD GOLF COURSE
Water year 1995 October 1994 - September 1995
Mean daily discharge in cubic feet/second.
************** PROVISIONAL DATA - PLEASE DO NOT DISTRIBUTE *****************
DAY OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP
1 0.8 0.7 3 .4 1.9 10 --- --- --- --- --- --- ---
2 0.8 0.7 3 . 3 1.8 7. 4 --- --- --- --- --- --- ---
3 0.7 0. 6 1.7 1.7 4. 3 --- --- --- --- --- --- ---
4 0.7 1. 0 1. 2 1.5 3 . 1 --- --- --- --- --- --- ---
5 0. 7 0.7 1. 1 1.4 2 . 3 --- --- --- --- --- --- ---
6 0. 7 0.7 1. 0 1. 3 1. 8 --- --- --- --- --- --- ---
7 0. 7 0. 7 0. 9 1. 4 1.7 --- --- --- --- --- --- ---
8 0.7 0. 8 1. 0 1. 5 1.4 --- --- --- --- --- --- ---
9 0. 7 0. 9 1. 1 1. 9 1. 3 --- --- --- --- --- --- ---
10 0.7 0. 7 1. 0 2 . 8 1.2 --- --- --- --- --- --- ---
11 0. 7 0. 7 1. 0 2 .8 1.4 --- --- --- --- --- --- ---
12 0. 7 0.7 1. 0 2 .2 1. 3 --- --- --- --- --- --- ---
13 0. 8 0.7 0. 9 2 .7 1. 2 --- --- --- --- --- --- ---
14 0. 8 0. 8 1. 0 3 . 0 1. 2 --- --- --- --- --- --- ---
15 0.7 0. 8 1. 3 2 . 5 1. 3 --- --- --- --- --- --- ---
16 0. 7 1. 3 2 . 0 2 . 3 1.4 --- --- --- --- --- --- ---
17 0.7 0. 7 6. 9 2 . 2 2 . 5 --- --- --- --- --- --- ---
18 0.7 0. 7 4. 7 2 . 9 9.2 --- --- --- --- --- --- ---
19 0.7 1. 0 6. 3 2 . 2 30 --- --- --- --- --- --- ---
20 0.8 0. 9 15 1.8 20 --- --- --- --- --- --- ---
21 0.7 0.7 8. 9 1.7 8. 3 --- --- --- --- --- --- ---
22 0.7 0.7 3 .8 1.5 4 . 9 --- --- --- --- --- --- ---
23 0. 7 0. 8 2 .7 1. 5 3 . 7 --- --- --- --- --- --- ---
24 0. 7 0. 7 2 . 2 1.5 3 . 1 --- --- --- --- --- --- ---
25 0. 8 1. 0 1. 9 1. 4 2 . 5 --- --- --- --- --- --- ---
26 2 . 0 1. 1 9 . 6 1. 3 2 . 1 --- --- --- --- --- --- ---
27 1.4 1. 2 22 1. 3 1.7 --- --- --- --- --- --- ---
28 0. 6 0. 9 7. 5 1. 5 --- --- --- --- --- --- --- ---
29 0. 6 1. 1 3 . 9 3 .4 --- --- --- --- --- --- ---
30 0. 6 7 . 4 2 .8 5. 2 --- --- --- --- --- --- ---
31 1. 1 2 .2 11 --- --- --- ---
Mean: 0.78 1. 05 4 . 00 2 . 34 --- --- --- --- --- --- --- ---
Annual mean daily discharge data are not available.
Notes:
King County Surface Water Management Division (206) 296-6519
03/30/95
Date: July 10, 1995
TO: David Jennings, Renton Surface Water
FROM: David r artle C(�-
RE: Maplewood Basin Flow Durations
Dave,
The attached graphs should provide all the hydrologic information you need when combined with
the frequency information contained in my April 13, 1995 memo. If you need any further
information, do not hesitate to contact me.
MAPLEWOOD CREEK FLOW DURATIONS
1.00E+04
I I
4000 ----- �— — --
i lovo
I
1.00E+03
� W Son
N •
Z ! I
—f—CURRENT
FUTURE
¢ 1.00E+02
— i
U
X
W
W _
O
10
m �
Z 1,00E+01 —-- ---� ?—�—� !—
1 I I
1.00E+00
I � I
1 10 100 1000
FLOW LEVEL(CFS)
��D 36 6AO c UrrRn
C:\BASINS\CEDAR\MWOOD\DUR.XLS
MAPLEWOOD CREEK FLOW DURATIONS
1.00E+04 __ r—
i
N000 - -- --- -- — --- -
---
lobo
1.00E+03
cc
� a
� r —
N
Z ._ --�-
� CURRENT
o ISO
—FUTURE
cc 1.00E+02 —f�
U - -- --
X -- -
W -
LL -
m l _
Z 'o
i t
1.00E+-01
� I
1.00E+00
1 10 100 1000
FLOW LEVEL(CFS)
C:\BASINS\CEDAR\MWOOD\DUR.XLS
MAPLEWOOD CREEK FLOW DURATIONS
1.00E+oo - - ---- - -T =4 - ------- --- -—---
1.00E-01
1.00E-02 -- - --- ---
- 1
w -
>
O --
m
a 1.00E-03 -
w --- *-
--- -4-CURRENT
t=
N-FUTURE
LL
O -- -
z
1.00E-04 -
0 ----
U
Q --
LL — I
1.00E-05 -- - - -
1.00E-06 ------ ----�---� --- �-----
I
1.00E-07
1 10 100 1000
FLOW LEVEL(CFS)
C:\BASINS\CEDAR\MWOOD\DUR.XLS
MAPLEWOOD CREEK FLOW DURATIONS
100 --- {
cf) 10
—
0
? I
z - - -
p - -
w -0 CURRENT
w I
' FUTURE
o --+— �— r ---- a -
LL
a
0.1 -
0.01
1 10 100 1000
FLOW LEVEL (CFS)
CABASINMCEDAMMWOOMDURYLS