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STORM DRAINAGE REPORT
STONE LANE PLAT
CITY OF RENTON NO. PP-00-082
FOR
WEST-TIER DEVELOPMENT CORP.
DATE: November 16, 2000
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00
Rev �f► ,2 �, s 70
BY:
TOUMA ENGINEERS
6632 S. 191st PI. Suite E-102
KENT, WA. 98032
PH. 425-252-0665
FAX 425-251-0625
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TABLE OF CONTENTS
CHAPTER. PAGES .
I . PROJECT OVERVIEW . . . . . . . . . . . . . 1-4
II . PRELIMINARY CONDITIONS SUMMARY . . . . . . 5-6
Core and Special Requirements
III . OFF-SITE ANALYSIS . . . . . . . . . . . . . 7-8
IV. RETENTION/DETENTION ANALYSIS AND DESIGN . 9-26
V. CONVEYANCE SYSTEM ANALYSIS_-AND DESIGN . 27-30
VI . SPECIAL REPORTS AND STUDIES . . . . . . . 31
Bio-filtration . . . . . . . . . . . .
VII . BASIN AND COMMUNITY PLANNING AREAS . . . . 32
VIII . OTHER PERMITS . . . . . . . . . . . . . 33
IX. EROSION/SEDIMENTATION CONTROL DESIGN . . . 34
X. BOND QUANTITIES WORKSHEET, . . . . . . . 35
XI . MAINTENANCE AND OPERATIONS MANUAL . . . . . 36
XII . APPENDIX 37
I. PROJECT OVERVIEW
The subject property covers an area of approximately 1 .55 acres with
0. 16 acres to be dedicated for right of way. The property is situated in
the northeast portion of the city. The site is bounded on the south by
the Stone Court Apartments, bounded on the east by Queen Ave. NE and
"The Village On Union" , on the north by single family residences, and on
the west and northwest by Hilltop apartments and plat. Access to the
property will be from Queen Ave. NE. The existing street improvements
on the east side of Queen Ave NE, consist of 16 feet of asphalt pavement
with curb and gutter. The Existing storm drainage along Queen Ave. NE.
is directed south to a detention/infiltration system for "The Village On
Union" project. Storm sewer, sanitary sewer, and water mains exist in
the adjacent streets.
The present zoning is residential - 10 dwelling units per acre (R-10) .
This zoning designation allows for a minimum lot size of 3000 square
feet and a maximum density of ten (10) dwelling units per developed
acre. The proposed development of the subject property is consistent
with the (R-10) zoning requirements. The entire neighborhood surrounding
the property is designated with similar or supportive zoning.
The project area has moderate slopes ranging generally from 5% to 160
sloping down from northeast to southwest. The soils are designated as
Alderwood (AgC) in the King County Soil Survey. The soils are quite
sandy around the old house site. The exiting residence and foundation
has been removed.
The proposed street section will consist of widening Queen Ave. NE to
32' of paving with curb gutter and sidewalk on the west side of the
street. A dedication of 20 feet will make a total of 46 feet of right of
way. This project will develop 14 lots in two tiers, 1 through 7
adjacent to Queen Ave N. The second tier of lots (8 through 14 will be
served with 16 foot minimum of asphalt paved driveways within a 20 foot
access easements.
The north portion of the project site is covered with native brush and
second growth, 12" to 24" fir trees. There was a single family residence
that has been removed. A water meter box is still present along the west
edge of the existing asphalt half street.
The flow of any surface water on the site will be sheet flow. During a
site visit in April 2000 we did not note any concentrated flows or
streambeds entering or exiting the site. Surface flow will generally
drain west and southerly. The newly constructed street, Queen Ave NE,
has storm drainage catch basins and conveyance pipes directing developed
runoff south. A detention/infiltration pond is located on the east side
of Queen Ave. NE. at the southwest corner of The Village On Union. This
proposed project will design and construct required detention and water
quality facilities required by the City of Renton development codes.
Pg . - 1
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II . PRELIMINARY CONDITIONS SUMMARY
CORE REQUIREMENTS 1-5
CORE REQUIREMENT #1 : DISCHARGE AT NATURAL LOCATION
The allowable outflows from the site will be discharged within
there natural drainage basins and not rerouted to other drainage
basins .
CORE REQUIREMENT #2 : OFF-SITE ANALYSIS
A level one downstream analysis is a portion of this report . See
the analysis later in this report below.
CORE REQUIREMENT #3 : RUNOFF CONTROL
The increased peak runoff, due to any change in pervious
conditions and increase of impervious areas, will be attenuated
using peak rate runoff control devices . These will include
orifice control and runoff volume storage utilizing a concrete
vault with included wetpond.
CORE REQUIREMENT #4 : CONVEYANCE SYSTEM
The conveyance system will be designed at a using the rational
method. The drainage system will be designed to the City of
Renton standards and specifications . The drainage runoff will be
calculated using the King County modified rational method. The
pipe system will be designed to handle a minimum 25-year storm.
Then the system will be checked with a 100-year design situation
to discover any overtopping situations .
CORE REQUIREMENT #5 : EROSION/SEDIMENTATION CONTROL PLAN
The erosion control plan will be designed using the King County
storm manual . A series of sediment traps are anticipated at
various locations . These will be situated and constructed to
minimize any impact to downstream o_r, offsite areas .
Pg. - 5
SPECIAL REQUIREMENTS: THOSE APPLICABLE TO PROJECT
1 . Critical Drainage Area - N/A
2 . Compliance with existing Master Drainage Plan - N/A
3 . Conditions Requiring Master Drainage Plan - N/A
4 . Adopted Basin or Community Plans - N/A
5 . Special Water Quality Controls - N/A
6 . Coalescing Plate Oil/Water Separators - N/A
7 . Closed Depressions - N/A
8 . Use of Lakes, Wetlands, or Depressions for Detention - N/A
9 . Delineation of 100 Year Flood Plain - N/A
10 . Flood Protection for Type 1 and 2 Streams - N/A
11 . Geotechnical Analysis and Report - N/A
12 . Soils Analysis and Report - Would be a portion of the
Geotechnical Report .
pg. - 6
III . OFF-SITE ANALYSIS
CORE REQUIREMENT #2 : OFF-SITE ANALYSIS
LEVEL 1 ANALYSIS
The field inspection of the site was performed in April, 2000 .
The proposed project site is presently vacant . A single family
residence has been removed from the property. The east side of
Queen Ave. NE has been developed with about 16 feet of paving,
with curb and gutter and storm drainage system. No surface runoff
enters the site from Queen Ave . NE . The drainage basin
historically sloped to the southwest. The development of The
Village On Union" has shunted runoff directly south toward NE 4th
street . This is not considered diversion as the runoff is all
reunited at the intersection of NE 4th street and Monroe Ave NE. ,
within, about a quarter mile downstream. We plan to utilize the
existing drainage conveyance pipe system in Queen Ave . NE for the
outfall from this proposed project.
UPSTREAM
The existing single family residence on the north drains it' s
backyard to the south along our north boundary. This area is
grassed and landscaped therefore we will consider this area as
insignificant. To the east the storm drainage system in Queen
Ave. NE . intercepts runoff and directs it southerly through it' s
detention, infiltration bio-swale facilities . This system drains
to a type 2 catch basin in Queen Ave . NE.
DOWNSTREAM
The site slopes to the southwest and south. There was no evidence
of any concentrated flows leaving the site . The existing right of
way abutting to the east is Queen Ave . NE . Adjacent to the
southeast corner of the site within the right of way for Queen
Ave NE. is an existing type 2 catch basin about 8 feet deep. The
60 foot 12" conveyance pipe carries runoff south to CB 13G 8-9.
Catch basin 13G 8-9 drains with a 24" concrete pipe flowing south
about 276 feet to CB 13G 8-5 . Then 340 feet of 27" concrete pipe
flow south to CB 13G 9-3 on the north side of NE 4th street . 48
feet of 27" concrete pipe flows to CB 13G 9-4 on the south side
of NE 4th street. About 784 feet of 27" concrete pipe flow west
to CB 13E 9-1 at Monroe Ave NE and NE 4th street .
Pg. - 7
}
The Environmental Review Committee states that, down stream of
the site, the conveyance system has experienced flooding along
Queen Ave NE and NE 4th Street . The proposed new detention system
should be designed to limit the 2-year, 10-year, and 100-year
storms to the pre-developed rates for those events with a 30
percent safety factor for the 100-year storm event.
Pg. - 8
IV. RETENTION/DETENTION ANALYSIS AND_ DESIGN
The drainage from the site was described above in the "Downstream
analysis" section. Included in this section is the design of the
detention system for the proposed 14 lot plat .
The Geotechnical report for this site was prepared by Nelson-
Couvrette & Associates Inc . The report states that areas of
glacial till are relatively impermeable and that the outwash
areas should be suitable for infiltration of roof drain runoff .
From figure 2 of the report, areas for lots 1 through 4, and 8
through 12 will be calculated to use roof infiltration. For
calculation purposes the houses on these 9 lots will be counted
as lawn. See the attached " Developed Conditions" sketch. We are
resubmitting a copy of the Geotechnical Report with this report .
The proposed new detention system should be designed to limit the
2-year, 10-year, and 100-year storms to the pre-developed rates
for those events with a 30 percent safety factor for the 100-year
storm event .
A concrete detention vault with wetpond combination will be
calculated for the entire 1 . 55 acres . See the attached sketches
of the existing conditions and developed conditions .
THE EXISTING AND DEVELOPED CONDITIONS AND TIME OF CONCENTRATIONS
ARE AT THE END OF THIS SECTION.
WETPOND CALCULATIONS
The standard wetpond calculations for the final design are to be
based on the following criteria :
Design Water Volume - Based on the runoff volume from a
hydrograph using one third of the 2 year storm for the
drainage sub-basin.
p2/3 = 0 . 67"
Design Water Quality Peak Rate - Based on the peak rate of
runoff from a hydrograph using the developed 2 year storm
for the drainage sub-basin.
Design Water Surface Area - Based on one percent of the
impervious surface in the drainage sub-basin
Pg. - 9
The hydrograph was calculated using 1/3 of the 2-year rainfall
intensity and the required volume is 1346 CF. The water quality
peak flow from the 2-year storm event is 0 . 46 cfs . The impervious
surface area is :
0 . 67 ac x 43560 x 1% = 291 SF
Determine and check vault size (inside dimensions)
With 14 ' wide, 85 . 66' long:
WETVAULT W/1 ' dead storage
(3' x141x4 . 5' ) + (3' xl4' x36. 661 ) = 1729 cf . , 1346 CF Required ok
SURFACE AREA
14' x (4 . 50' +18 .33' +18 . 33' ) = 567 SF. , 291 SF Required ok
3 .75 ' live storage
SA = 14 ' x 85 . 00' = 1190 SF.
Live Vol . =1190x3 .75' = 4462 cf. 4453 CF Required ok
SIZE WATER QUALITY ORIFICE (2-year dev. Peak = 0. 46 cfs)
H= 362 . 50 - 359 . 75 = 2 .75 ' , d= ( (36. 88xQ) / (H) *5 ) .5
d= ( (36. 88x0 . 46) / (2 . 75) 'S) 'S = 3 . 198" dia. Say 3 .20"
ROOF INFILTRATION
The Geo Technical report, states that the outwash soils are
suitable for roof infiltration. The report indicates that these
soils are medium sands . Per the KCSWDM table 4 . 5 . 1B medium sands
require 25' of trench length for 1000 SF of trench length. We are
assuming that the size of individual roof will vary from 1500SF
to 1800SF.
Therefore the required trench length for 1800SF will be;
1800/1000 x 25' = 45' of trench.
Pg. - 10
STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY.
ENTER: STORAGE-INCREASE() , STAGE-HEIGHT( ft )
� 30 , 3 . 75 �D% 1/p,I 4v
PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE
DESIGN HYD: 1 . 15 . 58 . 50 3 . 33 3949
TEST HYD 1 : . 46 . 14 . 09 1 . 69 2000
TEST HYD 2 : . 78 . 34 . 24 2 . 54 3010
SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP
D
PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE
DESIGN HYD: 1 . 15 lop-vk- . 58 . 50 3 . 33 3949
TEST HYD 1 : . 46 Z" yk . 14 . 09 1 . 69 2000
TEST HYD 2 : . 78 10 " yr1' . 34 . 24 2 . 54 3010
STRUCTURE DATA: R/D-VAULT
RISER-HEAD VAULT-BOTTOM-AREA STOR-DEPTH STORAGE-VOLUME
3 . 75 FT 1187 . 7 SQ-FT 3 . 75 FT 4453 CU-FT
DOUBLE ORIFICE RESTRICTOR: DIA( INCHES) HT(FEET) Q-MAX(CFS)
BOTTOM ORIFICE : 1 . 63 . Qo . 140
TOP ORIFICE : 3 . 72 2 . 37 . 440
ROUTING DATA:
STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
. 00 . 00 . 0 . 0
. 38 . 04 445 . 4 . 0
. 75 . 06 890 . 8 . 0
1 . 13 . 08 1336 . 2 . 0
1 . 50 . 09 1781 . 6 . 0
1 . 88 . 10 2227 . 0 . 0
2 . 25 . 11 2672 . 4 . 0
2 . 37 . 11 2814 . 9 . 0
2 . 63 . 31 3117 . 8 . 0
3 . 00 .42 3563 . 2 . 0
3 . 38 . 51 4008 . 6 . 0
3 . 75 . 58 4454 . 0 . 0
3 . 85 . 91 4572 . 7 . 0
3 . 95 1 . 49 4691 . 5 . 0
4 . 05 2 . 23 4810 . 3 . 0
4. 15 3 . 04 4929 . 0 . 0
4 . 25 3 . 34 5047 . 8 . 0
AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH
SPECIFY: F - FILE , N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP
)t -- it
10
R/D FACILITY DESIGN ROUTINE
SPECIFY TYPE OF R/D FACILITY:
1 - POND 4 - INFILTRATION POND
2 - TANK 5 - INFILTRATION TANK
3 - VAULT 6 - GRAVEL TRENCH/BED
3
ENTER: EFFECTIVE STORAGE DEPTH( ft) BEFORE OVERFLOW
3 . 75
ENTER [d: ] [Path]filename[ . ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH:
1D100YR
PRIMARY DESIGN INFLOW PEAK = 1 . 15 CFS
ENTER PRIMARY DESIGN RELEASE RATE(cfs ) :
. 58
ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE ( 5 MAXIMUM) :
2
ENTER [d: ] [path]filename[ . ext] OF HYDROGRAPH 1 :
1D2YR
ENTER TARGET RELEASE RATE(cfs ) :
. 14
ENTER [d: ] [path]filename[ .ext] OF HYDROGRAPH 2 :
1D10YR
ENTER TARGET RELEASE RATE(cfs ) :
. 34
ENTER: NUMBER OF ORIFICES, RISER-HEAD( ft ) , RISER-DIAMETER( in)
2 , 3 . 75 , 12
RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = . 24 FT
SPECIFY ITERATION DISPLAY: Y - YES, N - NO
N
SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE
C
INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 5568 CU-FT
BOTTOM ORIFICE : ENTER Q-MAX(cfs)
. 14
DIA. = 1 . 63 INCHES
TOP ORIFICE : ENTER HEIGHT( ft )
2 . 37
DIA. = 3 . 72 INCHES
PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE
DESIGN HYD: 1 . 15 100- Yf- . 58 . 58 ok- 3 . 75 3423
TEST HYD 1 : . 46 Z - Yet:: . 14 . 10 1 . 96 1780
TEST HYD 2 : . 78 1 0 - Y/- . 34 . 34 nr 2 . 75 2500
SPECIFY: D - DOCUMENT, R - REVISE , A - ADJUST ORIF, E - ENLARGE, S - STOP
ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED
SINGLE HOUSE
i
SCALE 1"=50' ,
F.X DRAINAGE <
13ASIN FROM EP a
TO WEST PROPERTY -
1.55 ACRES
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115
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PERWOUS
EX YARD 0,1 A AC
EX KVODS 1.213 AC k ?
IMPERVIOUS
HOUSE & GRA VEL n 10 AC EXISTING CONDITIONS
(1.55 A C)
N� - 13
1.J9 AC BACK OF WALK �
TO MST L'f?C7PERFY LINE
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*�*. eomr+.wv ,,...,•. ,.; �....:».::•.^,rrt++>•rr..,s-:aa•r , k,awa.:!�++xM0.^ngx.'w.,� ii�
SCALE_ 1»=50' Fa L 1,35
yt S=6.5A t �!
r ` N=0.15 .
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..n"u SS».'Pthla,4"rR 'KW.Y<w �.. •MM1'4Hti'.:. ry Am'11M.'X"r y•1!
1
L= 70' 1
S=2.6
} K=42
:�rrw„zmw+w�m�vr .v+:raxrm. .,,-,H,•+,m�',roa+�..A}rncRo..rk+.sa+r..�n�k'.... � S 4{�
DES 1_OPED ROW
ROAD & VW .16 AG'
1.?F VF.Lt�1F.
14 LOTS 1.39 AC) _
IMPFRWOUS
5 x 1800 SF ROOF = 9000 SF(21 AC)
TOTAL DEVF1.0PF_"D
14 x 20,r24' DIW 6,720 SF(15 AC)
4--COMMON D/ PERWOUS — 0,88AC
4 x 105' x 1 = 6,720 SF( )15 AC i
ItifPERWOUS _— .51 + .16 = 0.67 AC
22,440143560 = 0.51AC 'j P
PER WOUS (LA MV, LANDSCAPING)
4x 1800 SF ROOF = 16,200 SF(37 AC) DE VE_L_DPED CONDITIONS
1.39 - 0.51= 0.88 AC (1. 55 AC) 779DSK7C.Dl+V
�� -iy
STORM DRAINAGE TIME OF CONCENTRATION
FOR
QUEEN AVE JOB
TOTAL AREA 1.51 ACRES - PROPERTY
BASIN AREA 1.55 ACRES - ON SITE AND OFF SITE
SOIL TYPE AgC ALDERWOOD
Type "C"
EXISTING CONDITIONS
EX HOUSE 0.1 ACRES CN 98
OPEN AREAS 1.28 ACRES CN 8.1
EX YARD 0.17 ACRES CN 86
PERVIOUS AREA 1.45 CN ..82
POST DEV. CONDITIONS
LANDSCAPING 0.88 ACRES CN 86
HOUSE ROOF 0.21 ACRES CN 86
ASPHALT + CONCRETE (ROW) 0.16 ACRES CN 98
COMMON D/W 0.15 ACRES CN 98
PRIVATE D/W 0.15 ACRES CN 98
PERVIOUS AREA 0.88 ACRES CN 86
IMPERVIOUS 0.67 ACRES CN 98
TIME OF CONCENTRATION - PRE-DEVELOPMENT - FOR 2-YEAR, 24-HOUR STORM DESIGN
SHEET FLOW- ONSITE
MANNING-i RANGE 0.4
OVERLAND-L 250 FEET
PRECIPITATION-P 2 INCH
SLOPE - S 0.088 FT/FT
T1 = 31.26 MINUTES
TOTAL TIME - PRE- DEVELOPMENT 31.26
TIME OF CONCENTRATION - POST DEVELOPMENT - FOR 2-YEAR, 24-HOUR STORM DESIGN
SHEET FLOW- ONSITE
MANNING-i SURFACE 0.15
OVERLAND-L 135 FEET
PRECIPITATION-P 2 INCH
SLOPE - S 0.065 FT/FT
T1 = 9.83 MINUTES
CONCENTRATED FLOW- ONSITE
PIPE 270 FEET
K-VALUE 42
SLOPE - S 0.026 FT/FT
VELOCITY-V 6.77 FPS
T2 = 0.66 MINUTES
TOTAL TIME - POST DEVELOPMENT 10.50
Fo - i Lo
JOB
MUMA ENGINEERS SHEET Na OF
WEST VALLEY EXECUTIVE PARK CALCULATED BY DATE
6632 SOUTH 191ST PLACE, SUITE E-102 •KENT WA 98032 CHECKED BY DATE
PHONE (425 251-0665 FAX (425) 251-0625 SCALE
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.... .... ..... ............... ........ ....... . .... ....
..........
.............. ....... ...... .. ......... .... ...
... .........
Z:
.............. ................... .... ....
.............. .... ..
.... .... .. .. ....
.............. .... ....
CL
'N:
.......... ........ A.:.... ....
..............
7
.
-TJ
.............. .... .....
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. . . . . . . . . . . . . . . .
17
SIMPLE OR
IFICE CALC'S —
d=(36.8801(h)^.5)^.5 PER KING COUNTY SECTION 4.4.7A
WATER QUALITY ORIFICE CALCULATION
LOWER ORIFICE
H= ft. 2.75 ft
Q= cfs 0.46I cfs
DIA-IN = 3.198 in.
�� - JS
1
S .C. S . TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES )
1 ,24 , . 67
----------------------------------------------------------------------
******************** S . C. S . TYPE-1A DISTRIBUTION ********************
********* 1-YEAR 24-HOUR STORM **** . 67" TOTAL PRECIP. *********
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1
1 . 45 ,82, . 1 ,98,31 . 26 Do
DATA PRINT-OUT : 3 v
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 6 1 . 5 82 .0 . 1 98 . 0 31 . 3
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
. 01 7 . 83 287
ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
1E1YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2
. 88,86, . 67 ,98, 10 . 5
DATA PRINT-OUT: D F u M b ,
AREA(ACRES ) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 5 . 9 86 . 0 . 7 98 . 0 10 . 5
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) VOL . FOE
. 08 7 . 83 1346 (2 LA A L_ I r/
ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
1D1YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
1
S .C . S . TYPE-1A RAINFALL DISTRIBUTION
ENTER : FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES)
2 , 24,2
----------------------------------------------------------------------
******************** S .C. S . TYPE-1A DISTRIBUTION ********************
********* 2-YEAR 24-HOUR STORM **** 2 . 00" TOTAL PRECIP. *********
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1
1 .45 ,82, . 1,98,31 . 26
DATA PRINT-OUT :
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 6 1 . 5 82 . 0 . 1 98 . 0 31. 3
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
. 14 8 . 00 4039
ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
lE2YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2
. 88,86 , . 67 ,98 , 10 . 5
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 5 . 9 86 . 0 . 7 98 . 0 10 . 5
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) V v
. 46 7 . 83 7022
ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
1D2YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
��� — 20
1
S.C. S . TYPE-1A RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES)
10, 24, 2 . 9
----------------------------------------------------------------------
******************** S .C . S . TYPE-1A DISTRIBUTION ********************
********* 10-YEAR 24-HOUR STORM **** 2 . 90" TOTAL PRECIP. *********
----------------------------------------------------------------------
ENTER : A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1
1 . 45 , 82 , . 1 ,98,31 . 26
DATA PRINT-OUT:
AREA(ACRES ) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 6 1 . 5 82 . 0 . 1 98. 0 31 . 3
PEAK-Q(CFS ) T-PEAK(HRS) VOL(CU-FT)
. 34 7 . 83 7770
ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
1El0YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2
. 88,86, . 67 ,98, 10 . 5
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES )
A CN A CN
1 . 5 . 9 86 . 0 . 7 98. 0 10 . 5
PEAK-Q(CFS ) T-PEAK(HRS) VOL(CU-FT)
. 78 7 . 83 11520
ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
1D10YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
� - ZI
1
S .C . S . TYPE-1A RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES )
100 , 24, 3 . 9
----------------------------------------------------------------------
******************** S . C . S . TYPE-1A DISTRIBUTION ********************
********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP. *********
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1
1 . 45 , 82 , . 1 , 98,31 . 26
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 6 1 . 5 82 . 0 . 1 98 . 0 31 . 3
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
. 58 7 . 83 12388
ENTER [d: ] [Path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
1E100YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2
. 88,86, . 67 ,98,10 . 5
DATA PRINT-OUT :
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 5 . 9 86 . 0 . 7 98. 0 10 . 5
PEAK-Q(CFS) T-PEAK(HRS ) VOL(CU-FT)
1 . 15 7 . 83 16748
ENTER [d: ] [Path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
1D100YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
�� - zz
I
4 KING CO (1N 'FY, WASH 1NG 'I' ON, SIIR1- A (' I WA '1' IiR 1) I' SIGN MANl.1A1,
FAII1..H 3.5.211 SCS WFS'FERN WASHING FON RUNOF CURVE NUMIIERS
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS In 1982)
Runoff curve numbers for selected agricultural, suburban and urban land use for Type to
rainfall distribution, 24-hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A B C D
Cultivated land(1): winter condition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 62 89 92
Meadow or pasture: 65 78 85— 89
Wood or forest land: undisturbed 42 64 81 '
Wood or forest land: young second growth or brush 55 72_ 81) 86
Orchard: with cover crop 81 88 92 94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping.
good condition: grass cover on 75%
or more of the area 68 80 06 90
fair condition: grass cover on 50%
to 75% of the area 77 85 90 92
Gravel roads and parking lots 76 85 89 91
Dirt roads and parking lots 72 82 87 89
Impervious surfaces, pavement, roofs, etc. 98 98 io 98
Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100
Single Family Residential (2)
Dwelling Unit/Gross Acre % Impervious (3)
1.0 DU/GA 15 Separate curve number
1.5 DU/GA 20 shall be selected
2.0 DU/GA 25 for pervious and
2.5 DU/GA 30 Impervious portion
3.0 DU/GA 34 of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
Planned unit developments, % Impervious
condominiums, apartments, must be computed
commercial business and
Industrial areas.
(1) For a more detailed description of agricultural land use curve numbers refer to National Engineering
Handbook, Section 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed Into street/storrn system.
(3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers.
3.5.2-3 2/89
r-,�- = Z3
` KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 3.5.1C 2-YEAR 24-IIOUR ISOPLUVIALS
J.
1
t _ cv
9oL
ft
11 rw
11AI`
Jf 1 R � • /i+
ROM
_ 1!
i
2-YEAR 24-HOUR PRECIPITATION _ •ss
3.4�' ISOPLUVIALS OF 2-YEAR 24-HOUR f, 35
TOTAL PRECIPITATION IN INCHES
0 1 2 3 4 5 6 7 8 Miles
1:300,000 3.5.1-8 _ Z Ll 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
_FIGURE 3.5.1E 10-YEAR 24-HOUR ISOPLUVIALS _
•
r
24 25 4.0
- .
r
t
I 3.0
_..
F z
TILE - l y
33
it-
•� �� `, .Mew _ - r
I ` v � J vim, � ,.� :/ � .. �tlw:rr` — �• ` ' - - �.-f.. Q
u
9 1 r
r
10-YEAR 24-HOUR PRECIPITATION I °
dp 3.4-"" ISOPLUVIALS OF 10-YEAR 24-HOUR
TOTAL PRECIPITATION IN INCHES
0 1 2 3 4 5 6 7 8 Miles A� 1fL y 1
1-300,000 i J r�� 3.5.1-10 �ILJ 1/ 40
q
V. CONVEYANCE CALCULATIONS
The conveyance calculations are based on the 25 - year and 100 year storms . The 100-year storm is used to check if there could
be any backups . The following sheets show the area map and the
calculations .
Pg. -27
L=135'
S=6.5% _ a
n\ w
A=.24AC
1" = 50' \
CB#8 1-8
L=120'
S=7.2%
S444% P-8 34AC
o;
A=. -- ' a
��. w
C B# -
'PB#7 1-7 — ---
90LF 1;'
1 S=3.50% TO BE
A=.38 6EMOVEo __ 184LF 12"
i a S=2.61%
�, -- P-
1-6� f�
eq \ GRAVET
DRIVE - - - -- -
/ war
82LF 121 LJ
S=1.04%'
A=.38AC
59LF CB#3
%S=1 A2%� w
1 P1'
- F- -- - Gu tlet
24LF 1 t
I
CONVEYANCE CALCULATIONS
779CSKTC-DVVG
Project Engineer:Mounir Touma
Project Title:TIERSMA
StormCAD v1.0
c:\haestad\stmc\tiersma.stm Touma Engineers
12I05/00 10:18:30 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1
Pipe Report
Pipe Upstream Downstream Inlet Inlet Inlet Total System Discharge Length Constructed Section Roughness Capacity Upstream Downstream Upstream Downstream
Node Node Area C CA CA Intensity (cfs) (ft) Slope Size (cfs) Invert Invert Ground Ground
(acres) (acres) (acres) (in/hr) (ft/ft) Elevation Elevation Elevation Elevation
(ft) (ft) (ft) (ft)
P-8 1-8 1-7 0.24 0.73 0.17 0.17 2.73 0.48 90.00 0.044444 12 inch 0.012 8.14 368.50 364.50 372.00 368.00
P-7 1-7 1-6 0.34 0.62 0.21 0.38 2.63 1.02 90.00 0.035000 12 inch 0.012 7.22 364.50 361.35 368.00 364.25
P-6 1-6 1-5 0.38 0.58 0.22 0.61 2.55 1.56 82.00 0.010366 12 inch 0.012 3.93 361.35 360.50 364.25 365.40
P-5 1-5 J-1 0.38 0.58 0.22 0.83 2.50 2.09 85.00 0.001176 60 inch 0.012 96.77 359.85 359.75 365.40 367.00
P-4 1-4 1-3 0.06 0.90 0.05 0.05 2.73 0.15 184.00 0.026087 12 inch 0.012 6.23 368.50 363.70 372.20 367.20
P-3 1-3 J-2 0.10 0.90 0.09 0.14 2.43 0.35 59.00 0.010169 12 inch 0.012 3.89 363.70 363.10 367.20 366.40
P-2 J-2 J-1 N/A N/A N/A 0.14 2.38 0.34 50.00 0.001000 60 inch 0.012 89.22 359.80 359.75 366.40 367.00
P-1 J-1 Outlet N/A N/A N/A 0.97 1.98 1.94 24.00 0.037500 12 inch 1 0.012 7.471 359.75 358.85 367,001 366.75
rA,/Z C PL G'A;,) -- /of+5
a
Project Title:TIERSMA Project Engineer: Mounir Touma
c:\haestad\stmc\tiersma.stm Touma Engineers Storm CAD v1.0
11/29/00 16:29:41 Haestad Methods. inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1
10
Pipe Report
Pipe Upstream Downstream Inlet Inlet Inlet Total System Discharge Length Constructed Section Roughness Capacity Upstream Downstream Upstream Downstream
Node Node Area C CA CA Intensity (cfs) (ft) Slope Size (cfs) Invert'; Invert Ground Ground
(acres) (acres) (acres) (in/hr) AIN Elevation Elevation Elevation Elevation
(ft) A (ft) (ft)
P-8 1-8 1-7 0.24 0.73 0.17 0.17 3.19 0.56 90.00 0.044444 12 inch 0.012 8.14 368.50 364.50 372.00 368.00
P-7 1-7 1-6 0.34 0.62 0.21 0.38 3.08 1,19 90.00 0.035000 12 inch 0.012 7.22 364.50 361.35 368.00 364.25
P-6 1-6 1-5 0.38 0.58 0.22 0.61 3.00 1.83 82.00 0.010366 12 inch 0.012 3.93 361.35 360.50 364.25 365.40
P-5 1-5 J-1 0.38 0.58 0.22 0.83 2.95 2.46 85.00 0,001176 60 inch 0.012 96.77 359.85 359.75 365.40 367.00
P-4 1-4 1-3 0.06 0.90 0.05 0.05 3.19 0.17 184.00 0.026087 12 inch 0.012 6.23 368.50 363.70 372.20 367.20
P-3 1-3 J-2 0.10 0.90 0.09 0.14 2.86 0.42 59.00 0.010169 12 inch 0.012 3.89 363.70 363.10 367.20 366.40
P-2 J-2 J-1 N/A N/A N/A 0.14 2.81 0.41 50.00 0.001000 60 inch 0.012 89.22 359.80 359.75 366.40 367.00
P-1 J-1 Outlet N/A N/A N/A 0.97 2.36 2.31 24.00 0.037500 12 inch 0.012 7.47 359.75 358.85 367.00 366.75
Epp -Y6� G14LGtt4L)4T-lOhl4
i
O
Project Title:TIERSMA Project Engineer: Mounir Touma
c:\haestad\stmc\tiersma.stm Touma Engineers StormCAD v1.0
12/05/00 09:05:10 Haestad Methods, Inc 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1
VI . SPECIAL REPORTS AND STUDIES
BIO-FILTRATION:
We have accommodated the bio-filtration action within the wetpond
as designed above in the Detention/Retention section of this
report .
Pg. - 31
VII . BASIN AND COMMUNITY PLANNING ACAS
Pa . - 32
VIII . OTHER PERMITS
Pg. - 33
IX. EROSION/SEDIMENTATION CONTROL DESIGN
The temporary erosion plan will be designed to reduce the chances
that any construction related silty runoff will leave the site
and affect downstream facilities . The amount of cleared area for
road construction will be similar to the 2-year developed
hydrograph.
The peak flow for the temporary erosion sediment trap is 0 . 46cfs .
From page 5 . 4 . 5 . 1-1 of the KCSWDM a sediment trap should contain
a minimum surface area at about 3 . 5 ' deep to allow settling of
the particles . This surface area should be based on the formula;
SA = FS (Q2/Vg) where
FS = safety factor = 2 . 0
Q2 = peak 2-year developed flow
V2 = particle settling velocity = 0 . 00096 f/s
SA = (2) (0 . 43) / (0 . 00096) = 958 sf required
Sediment Trap Dimensions
25' x 40' = 1000 SF at overflow 3 . 50' deep
19' X 34' at 2 . 5' deep
13' x 28' at 1 . 5' deep
7' x 22' at 0 . 5' deep
4' x 19' at the bottom
The sediment trap should be constructed at the low area of the
site, which is about the lot line between lots 11 and 12 .
Pg. - 34
•
X. BOND QUANTITIES
Pg . - 35
a
XI . MAINTENACE AND OPERATIONS MANUAL
Pg . - 36