HomeMy WebLinkAbout03033 - Technical Information Report � .�AEC ER �1tiiGil`IEERII�IG
9419 S. 204 P1..�4CE - KENT, WASHINGTON 9803 1
PHONE (253) 850-0934 F,e►�c (253) 850-0 i 55
June 1?, 200?
DRAINAGE ANALYSIS AND TECHNICAL REPORT
KOHL EXCAVATION CONSTRUCTION YARD PAVING
3330 EAST VALLEY ROAD
RENTON, WA.
PREPARED FOR:
Ivan Christianson
Kohl Excavating
3330 East Valley Road
Renton, WA. 98055
(425) 251-8820
PREPARED BY:
James
J. Jaeger, P.E.
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TABLE OF CONTENTS
I. OVERVIE�^��
II. DRAINAGE DATA ��==" -
III. OFFSITE DRAINAGE
IV. PREDEVELOPED DRAINF ��
V. DEVELOPED DRAINAGE
VI. DETENTION POND DESIG':
Vil. CONVEYANCE SYSTE'.�
VI►I. EROSION CONTRC�
I. OVERVIEW
The proposed project is a 4.13 acre parcei along the east side of East
Valley Road, just south of the existing Imperials Bingo Hall. The existing
property is currently being used as the office ond construction yard for
Kohl Excavating's field operations. Equipment and materials are stored.
and within the gravel surfaced yard. The site is zoned commercial arterial
and is surrounded by other industrial uses. The rear or east property line is
the State right-of-way line for SR 167. There is a large drainage ditch just
within the State R.O.W. that runs all along the east side of the freeway. Full
utilities are available within East Valley Road. Water servic� will be
provided by the City of Renton. No additional sewer service is required.
The site has existing water and sewer services. Permits applications are
being prepared for a RV and boat storage yard within this entire site. This
future storoge facilifiy wilf ufiilize metal coverings for approx. 66% of the site.
These coverings will be set over the proposed asphalt pavement. The�
existing office will remain.
The frontage road, East Valley Road, is fully improved with curb, gutter
and sidewalk. No additional frontage improvements are proposed. The
existing driveway curb cuts will remain. The entire gravel lot and
driveways will be surfaced with asphalt. There are no trees on the existing
site. There are a few cottonwood trees just east of the site along the
freeway ditch. The existing site is covered with a thick, compacted
gravel surface. This surface was necessary to supporf the construction
equipment that had been using the site. An o1d oerial photo from March
of 1974 of this site was obtained to confirm that the site was cleared and
used a construction yard at that time.
The site is basically flat. It is situated at an elevation of 20 ft. using City of
Renton datum. There is a slight drop near the east property line into the
ditch along the freeway. The site will not be graded except for the
removal of an old preload fill that wovld have been used for a previous
building application. The proposed drainage system will utilize onsite
detention storage and biofiltration. The biofiltration swale will be located
along the east property line and treat the drainage just before its
discharge into the freeway ditch. A porfion of the flows within the subject '�,
property line. This porfion of the ditch will provide a dischar�e point for '�
I'� the site drainage without having to perform any construction on the State
� R.O.W. The drainage system will be designed based on the 1990 King �
County Surface Water Design Manual, with current updates.
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Page t oi 2
King County BuJlding and Land Development Dlvlslon
TECHNICAL INFORMATION REPORT (TtR) WORKSHEET
- . . � - . . . i
- . � . .
Project Owner �Cp N L �C C.Q.V ATt NG Project Name 4Co N� �GA�f�Ti N� yq�RO^ '
Address 3�3Q EP.. VALL�x fZ� QF�7Yk� Location � � �A�(�v�iG-
Phone 42S- 2S�' �20 4 6�� Township
Project Engineer ,�R MES J PrE1"�E�R Range ��
Company �Pr�GE12 ��C�In�EEFttt�sCf Section _�� � �
b�rd- 98�31 Project size 4•13 �
Address Phone �4 S• 2� �•� � Upstream Orainage Basin Size d AC
� -
• . •
� Subdivision � DOF/G HPA � Shoreline Management
0 Short Subdivision 0 COE 404 � Rodcery '
0 Grading � DOE Dam Safety � Strudural Vautts
�Commeraal 0 FEMA Floodplain U Other
0 Other � COE Wetlands ' � HPA
. . . -
Communiry c�� �� ���,�� I
Drainage Basin
� --__ Lo��__����,��_ s R►►�Gg�oK ��x.�
� _
.._
0 River I-_; Floodplain -
0 Stream � Wetlands
� Critical Stream Reach � Seeps/Springs �
� Depressions/Swales [] High Groundwater Table
� Lake [� Groundwater Recharge
0 Steep Slopes — � Other
0 Lakeside/Erosion Hazard
.
Soil Type Slopos Erosion Potential Erosive Velocities
_�&$ps�--�� ---��--- - —1-�w ---------- - - _S FPS _
[_] Addilional Sheets Attatched
�--- ------ --------- ------ -- --
1/90
. Pag�2d2
, King County Building and Land Developmeni Divlslon
TECHNtCAL tNFORMATION REPORT (TIR) W�RKSHEET
. .
. . • .
REFERENCE LIMITATION/StTE CONSTRAINT
� Ch.4-Downstream Anafysis
� Ats n,•dQ_ p=ree.wa.� TJL-}�
� -
O .
O
O
0 Additional Sheets Attatched '
•
MINIMUM ESC REQUIREMENTS MINIMUM ESC REOUIREMENTS
DURING CONSTRUCTION FOLLOWING CONSTRUCTlON
� Sedimentation Faalities .� Stabilize Exposed Surface r
,� Stabilized Construciion Entranae .�Remove and Restore Temporary ESC Faalities
� Perimeter Runoff Contro) �- Clean and Remove All Silt and Debris
� Clearing and Grading Restrictions � Ensure Operation of Permanent Fadlities
� Cover Practioes � Flag Limits oi NGPES
� Construction Sequenoe � Other
�, other S��.T �iG1�'•tA1G
� I
�� Grass Lined Channel � Tank � Infiltraiion Method of M is I�I
�
.� Pipe System ' � Vault [� Depression S E31.�H
�Open Channel � Energy Dissapator � Flow Dispersal CompensatioNMit'►gation
� Dry Pond � WeUand � Waiver � oI Eli NDte�d S—te Siorage
0 Wet Pond � Stream � Regional Detention
Brief Description of System Operation C-0 "�: St9C'K� � � 9��F
c�'s � � �,�.t b�o��e
Faciliry Related Site Limitations � 0 Additional Sheets Attatched •
Reference Faality Limitation
- . . •
� Drainage Easeme�t
� Cast in Place Vault � Other � Aocess Easement
Retaining Wall C] Native Growth Protection Easement
Rockery>4'High � Tract �
� Structura!on Steep Slope C] Other
• . .
I or a civil engineer under my�upervision have vi�lted the site. Adual ,
slte conditions as observed were incorporated Into thi�worksheet end the
attatchmenis. To the be�t ot my knowtedge the information provided
here i�accurete. •
l/90
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� III. OFFSITE DRAINAGE
A. UPSTREAM DRAINAGE
The upstream drainage contribution to this site is negligible. This site and
oll of the surrounding properties are flat. They all hove drainoge systems
or are graded so that they drain into either the frontage road on the west
side or the freeway ditch on the east side. There are no pipes or ditches
that discharge onto the site. Both the freeway and the frontage road
have their own drainage systems the keep runoff from entering the site
from the east or the west. In summary, there is no off-site drainage that
enters this property.
B. DOWNSTREAM DRAINAGE
The drainage from the site will be discharged from the detention system
into the biofiltration swale and then into the existing "finger" of the
freeway drainage ditch that is at the norfheast property corner. The
� freeway ditch parallels the SR 167 freeway within the west shoulder. It has
several lateral ditches to the west that connect to the drainage system
within East Valley Road. This on-site finger of the freeway ditch extends
into the properfy and is within the site boundary. At this location along the
freeway ditch, there is also a culvert entering the ditch from the east, from
under the freeway. This culverf is identified as pipe #26,F6-8. The freeway
ditch is approx. 8 ft. to 10 ft. wide and 5 ft. to 6 ft. deep. It is grass-lined
and has stable sides. The ditch flows to the south for approx. 800 ft. and
then turns west within one of the lateral ditches towards East Valley Road.
This lateral ditch is approx. 500 ft. long and drains into a pipe and type 2
catch basin along the east side of East Valley Road, just north of SW 34rn
St. The piping then flows approx. 80 ff. to the north and intersects with SW
34ih St. The drainage then turns west and flows within the piping along the
norfh side of SW 34th St. for approx. 2200 ft. where it discharges into
Springbrook Creek. Springbrook Creek runs to the north and to the east
and drains into the Green River. The site is within the Lower Green River
drainage basin. The system appears to be able to accommodate peak
flows for most of the smaller event storms. There is a history of backwater
occurring within the entire area during lorge event storms. The detention
system for this site will restrict cleveloped peak flows to the level of the
peak predeveloped flows. There will be a 30% sizing factor within the
detention pond as an added benefit to the downstream system. ,
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� IV. PREDEVELOPED DRAINAGE
The existing site is a gravel surfaced construction yard. There is a small
office building on the site and several small concrete slabs. The site has
been used for many years (30+) as a construction yard. Over the years,
numerous layers of gravel have been placed and replaced on the site
and compacted by the construction vehicle traffic. This has occurred
over fihe entire site. I have obtained an old aerial photo from March of
1974 that shows the site being used as a construction yard. There were no
trees or landscaping on the site at that time nor is there any now. The
existing runoff from the west half of the site flows into existing catch basins
within the grovel yard. It is then piped into the drainage system within East
Valley Road. The drainoge from the eost half of the site sheet flows to the
east and into the freeway ditch. The site is extremely flat. The erosion
control plan shows the existing catch basin locations and the existing
topography of the site. -
The existing drainage analysis was performed using the "Waterworks" ��
� hydrology software and its summary tables and charfs are attached for
reference. The methods outlined in the King County Surface Water
Drainage Manual were used as guidelines. Following this page are the ,
data sheets used for the computer input data. The computer summary �,
sheets for peak flow and time of concenfiration calculations are also !,
attached. Below is a brief description of the existing drainage
characteristics:
Time of concentration: 13.77 minutes
2 year peak flow: 1 .00 CFS
10 year peak flow: 1.74 CFS
100 year peak flow: 2.59 CFS
total area: 4.13 acres
pervious area: 3.88 acres
curve number: 91
impervious area: 0.25 acres
curve number. 98
� 5/ 8/02 Jaeger Engineering page 1
KOHL RV AND BOAT STOR.AGE
. DR.AINAGE CALCULATIONS
PREDEVELOPED HYDROGRAPH SUNIl�lARIES
BASIN SUMMARY
BASIN ID: A10 NAME: PREDEVELOPED, 10 YEAR
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 . 13 Acres BASEFLOWS : 0 . 00 cfs ,
RAINFALL TYPE. . . . : TYPElA PERVIOUS A.REA
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 3 . 88 Acres j
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 91 . 00
TIME OF CONC. . . . . : 13 . 77 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 25 Acres
CN. . . . . 98 . 00
PEAK RATE : 1 . 74 cfs VOL: 0 . 70 Ac-ft TIME : 480 min
.
BASZN ID: A100 NAME: PREDEVELOPED, 100 YEAR
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 . 13 Acres BASEFLOWS : 0 . 00 cfs
R.AINFALL TYPE. . . . : TYPElA PERVIOUS AREA
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 88 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 91 . 00
TIME OF CONC. . . . . : 13 . 77 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 25 Acres
CN. . . . : 98 . 00
��rF�: R.�_TE : � . 59 cfs ',":� : 1 . C2 tic- ft '��I�1� : 4c0 rr;i�
BASIN ID: A2 NAME : PREDEVELOPED, 2 YEF.=
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 . 13 Acres BASEFLOWS : � . vu c�
RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 3 . 88 Ac
TIME INTERVAL . . . . : 10 . 00 min CN. . . . : 91 . 00
TIME OF CONC. . . . . : 13 . 77 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0 .20 A.REA. . : 0 . �- :.�_
CN. . . . . 98 . C �
PEAK RATE : 1 . 00 cfs VOL: 0 .41 AC-ft TIME: 4 � � -�.,_:
i _
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File Basin Hydrograph Storage Discharge Level pool
3 � 5
SHEET FLOW CALCULATOR - INITZAL 300 FEET
�ES Mannings Sheet Flow. . . . . : 0.0600
ARE Flow Length (ft) . . . . . . . . : 230.00 �G HOICES
RAI 2 yr 24 hr rainfall ( in) : 2.00
TIM Land Slope (ft/ft) . . . . . . : 0.0130
TIM COMPUTED TRAVEL TIME (min) : 13. 77
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS
BAS Smooth Surfaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.05 Y
Cultivated Soil with residue cover (s<=0.2 ft/ft) : 0.06
PER Cultivated Soil with residue cover (s>0.2 ft/ft) . : 0. 17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . .. . . . . . . 0. 15
CNDense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24
Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41
Range (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0. 80
TOT
F10 ey: QUIT F5Key: CLEAR � ete �
Pg' '3t
-�-��-e���i���
���� �� C��+ ���T��--� o N
. V. DEVELOPED DRAINAGE
The drainage from the developed site will collect on the asphalt parking
area or on the roof of the future new buildings. It will then be directed into
catch basins placed throughout the site. The catch basins will be piped
into the detention pond, located along the east property line. The
proposed detention pond will be an open pond with retaining wolls on
the sides. The pond will discharge into fihe biofiltration swale, also along
the east property line. The biofiltration swale will discharge directly into
the ditch along the east side of the freeway. The detention pond will be
sized based on the stcandard detention requirements for the City. The
pond flow restrictor will release the pond discharge at a rate not to
exceed the 2 year predeveloped peak flow while retaining the 2 year
developed peak flow. This is the same for the 10 year and 100 year peak
ffows. A 30% additional volume factor of safety is added to the detention
pond design volume. The biofiltration swale will be sized to treat the 2�
year predeveloped peak flow.
Similar to the existing condition, the SBUH hydrograph method was used to ',
determine the peak flows for the various storm events. A level pool '�
analysis was performed to evaluate the pond performance during the �,
various required scenarios. The computer data sheets for the developed I
flows follow this page as well as the works sheets and the time of '
concentration calculations. A brief summary of the developed drainage
characteristics are:
time of concentration: 6.30 minutes
2 year peak flow: 1.58 CFS
10 year peak flow: 2.38 CFS
100 year peak flow: 3.27 CFS
total area: 4.13 acres
pervious area: 0.51 acres
curve number: 90
impervious area: 3.62 acres
curve number: 98
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5/ 8;02 Jaeger Engineering page 1
- KOHL RV T�TD BOAT STORAGE
. DRAINAGE CALCULATIONS
DEVELOPED HYDROGRAPH SUNQ'lARIES
BA S I N S�P�ZY
BASIN ID : B10 NAME : DEVELOPED, 10 YEAR
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 . 13 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 51 Acre
TIME INTERVAL. . . . . 10 . �0 min CN. . . . . 90 . 00
TIME OF CONC. . . . . : 6 .30 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0 .20 AREA. . : 3 . 62 Acr=
CN. . . . : 98 . 00
BASIN ID: B100 NAME: DEVELOPED, 100 YEAR
SBUH METHODOLOGY
T'OTAL AREA. . . . . . . : 4 . 13 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 51 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00
TIME OF CONC. . . . . : 6 . 30 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0 .20 AREA. . : 3 . 62 Acres
CN. . . . . 98 . 00
PEAK R.ATE: 3 . 27 cfs VOL: 1 . 23 Ac-ft TIME: 480 min
BASIN ID: B2 NAME: DEVELOPED, 2 YEAR
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 . 13 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 51 Acres
TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90 . 00
TIME OF CONC. . . . . : 6 . 30 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0 . 20 AREA. . : 3 . 62 Acres
CN. . . . . 98 . 00
PEAK RATE: 1 . 58 cfs VOL: 0 . 58 Ac-ft TIME: 480 min
- File Basin Hydrograph Storage Discharge Level pool
. 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ;
� MULTIPLE ORIFICE °
° DISCHARGE STRUCTURE ID: 1 °
o �
°Name : FLOW RESTRICTOR °
°Peak Dsgn Release Rate: 2 .59 cfs Orif /flow/elev °
°Orifice Coefficient . . . : 0 . 62 Dia (in) /cfs/ ft °
°Lowest Orifice Dia (in) . . : 5 .25 5 . 25 1 .45 cfs °
°hl : Outlet to 2nd Orifice: 1 . 80 16 . 80 ft °
°Second Orifice Dia (in) . . : 4 . 00 4 . 00 0 . 61 cfs °
°h2 : 2nd to 3rd Orifice. . . : 1 . 10 17 . 90 ft °
°Third Orifice Dia (in) . . : 4 .63 4 . 63 0 . 54 cfs °
°h3 : 3rd to 4th Orifice . . . : 0 .00 °
°Fourth Orifice Dia (in) . . : 0 .00 °
°h4 : 4th to 5th Orifice . . . : 0 .00 °
°Top Orifice Dia (in) . . : 0 . 00 °
0 0
°Elevation of Lowest Orifice . . . . : 13 . 00 °
°Outlet Elevation. . . . . . . . . . . . . . . . 15 . 00 °
°Max Elev Above Outlet . . . . . . . . . . . 18 . 75 °
°Stage-Disch Increment . . . . . . . . . . . 0 . 10 '� °
0 0
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° RECTANGULAR VAULT o 0
° STORAGE STRUCTURE ID: 1 0 0
° °eeeee�
°Name. : DETENTION POND °
°Length (ft) . . . . . . . . . 92 . 00 °
°Width (ft) . . . . . . . . . . 12 . 00 �� °
°Starting Elevation. : 15 . 00 °
°Max Elev of Vault . . : 19 . 00 °
°Stage-Sto Increment : 0 . 10 °
°Structure Vol (cf) . : 4416 . 00 °
° Ac-ft . : 0 . 10 °
0 0
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°Name . : DETENTION POND °
°Length (ft) . . . . . . . . . 92 . 00 °
°Width (ft) . . . . . . . . . . 12 . 00 `'
°Starting Elevation. : 15 . 00 °
°Max Elev of Vault . . : 18 . 75 °
°Stage-Sto Increment : 0 . 10 °
°Structure Vol (cf) . : 4140 . 00 °
° AC-ft . : 0 . 10 °
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° ROUTING COMPARISON TABLE °
° MATCH INFLOW STO DIS PEAK PEAK OUT °
° DESCRIPTION PEAK PEAK No. No . STG OUT HYD °
°---------------------------------------------------------------------- �
----------------------------------------------------------------------
°2 YEAR EVENT 1 . 00 1 . 58 1 1 16 . 77 0 . 99 11 °
°10 YEAR EVENT 1 . 74 2 . 38 1 1 17 . 82 1 . 69 12 °
°100 YEAR EVENT 2 .59 3 . 27 1 1 18 . 75 2 . 59 13 °
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� 5/ 8/02 Jaeger Engineering page 1
` KOHL RV AND BOAT STORAGE
. DRAINAGE CALCULATIONS
LEVEL POOL ANALYSIS SUMMARY
---------------------------------------------------------------------
---------------------------------------------------------------------
LEVEL POOL TABLE SUNIlKARY
MATCH INFLOW ST DI <-PEAK-> STORAGE
<------- -DESCRIPTION---------> (Cfs) (Cfs) id id <-STAGE> id VOL (Cf)
-----------------------------------------------------------------------
-----------------------------------------------------------------------
2 YEAR EVENT . . . . . . . . . . . . . . . . . 1 . 00 1 . 58 1 1 16 . 77 11 1951 . 35
10 YEAR EVENT . . . . . . . . . . . . . . . . 1 . 74 2 . 38 1 1 17 . 82 12 3114 . 67
100 YEAR EVENT . . . . . . . . . . . . . . . 2 . 59 3 . 27 1 1 18 . 75 13 4137 . 41
�
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• Trapezoidal Channel Analysis & Design �
Open Channel - Uniform flow
Worksheet Name : KOHL RV STORAGE
Comment : BIOFILTRATION SWALE - 2 YEAR DESIGN STORM
Solve For Bottom Width �
Given Input Data:
Left Side Slope. . 3 . 00 : 1 (H:V)
Right Side Slope. 3 . 00 : 1 (H:V)
Manning' s n. . . . . . 0 . 350
Channel Slope. . . . 0 . 0200 ft/ft
Depth. . . . . . . . . . . . 0 . 67 ft �
Discharge . . . . . . . . 0 . 99 cfs — � �(� • �-= � f "f�
<,:_:
Computed Results : J�"r�'�
,
Bottom Width. . . . 2 . 25 ft — �eC ►; � r � � -� ;
y�: rec-� ^o'�"<'; � �c,. ,,
Velocity. . . . . . . . . 0 . 35 fps
Flow Area. . . . . . . . 2 . 85 sf
_�Flow Top Width. . . 6 . 27 ft
Wetted Perimeter. 6 . 48 ft
Critical Depth. . . 0 . 17 ft
Critical Slope . . . 3 .4994 ft/ft
Froude Number. . . . 0 . 09 (flow is Subcritical)
� -� r
� � /�
� ��� r v_. , �`:�.._"n'�'1 �`�.1���.` '� ��� ��V � ~f.
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1 ��
I I � �
J �e � Z DO ��'`!'� l� t c�`J �
Open Channel Flow Module, Version 3 . 12 (c) 1990
Haestad Methods, Inc . * 37 Brookside Rd * Waterbur
• Trapezoidal Channel Analysis & Design
Open Channel - Unifonn flow
Worksheet Name : KOHL RV STOR.AGE
Comment : BIOFILTRATION SWALE - 100 YEAR CAPACITY
Solve For Depth
Given Input Data :
Bottom Width. . . . . 8 . 50 ft
Left Side Slope. . 3 . 00 : 1 (H:V)
Right Side Slope. 3 . 00 : 1 (H:V)
Manning' s n. . . . . . 0 . 030
Channel Slope. . . . 0 . 0020 ft/ft
Discharge. . . . . . . . 3 .27 cfs
Computed Results :
r
Depth. . . . . . . . . . . . 0 . 34 ft
Velocity. . . . . . . . . 1 . 00 fps
Flow Area. . . . . . . . 3 . 26 sf
Flow Top Width. . . 10 . 55 ft
Wetted Perimeter. 10 . 66 ft
Critical Depth. . . 0 . 16 ft
Critical Slope . . . 0 . 0246 ft/ft
Froude Number. . . . 0 . 32 (flow is Subcritical) I
.�
►
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-=;��,, ��'� = D , ��- �
, � �, . �v��.
�� �s�-�. o�� _ ( , o vr �
�
Open Channel Flow Module, Version 3 . 12 (c) 1990
Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06
VII. CONVEYANCE SYSTEM
The drainage piping was sized to accommodate the 100 year developed
flows as identified in the developed drainage section of the report. Ail of
the conveyance piping will be 12" diameter CPEP pipe. This pipe is the
corrugated polyethylene pipe, double-walled, smooth interior, such as
ADS N 12 or equal. Piping within the front porfion of the site will have a �
minimum slope of 0.5%. The piping in fihe rear of the site will have a I
minimum slope of 1.0%. j
The front piping will collect a little less than 50% of the site drainage. The I
front area is 390 ff. long compared to the 542 ft. properfy length. This is �
72% of the site area. The corresponding peak 100 year flow for this area is �,
(JS)(3.61)=2.71 CFS. The piping that will carry this front parking lot flow is i
from CB #3 to CB #2. The slope of the 12 CPEP pipe is 0.5%. At this slope, '
the capacity of fihe pipe is 2.73 CFS (refer to the following computer -
summary sheet).
The minimum slope of the pipes in the rear (east] porfion of the site may
carry the entire site flow. The 100 year flow for the entire site is 3.61 CFS.
The pipes in this area have a minimum slope of 1.0%. The capacity of the
12" CPEP at 1 .0% is 3.86 CFS. This is greater than the 3.61 CFS. Thus, all of
the pipes can handle the 100 year developed drainage flow from the site.
- Circular Channel Analysis & Design
Solved with Manning' s Equat� oil
Open Channel - Uniform t l��-�
worksYieet Name :
Comment :
Solve For Full Flow Capacity
Given Input Data :
Diameter. . . . . . . . . . ' lr 0�
Slope . . . . . . . . : . . . . 0 . 0 SO ft/tt
Manning' s n. . . . . . . 0 . 012
Discharge . . . . . . . . . 2 . 73 cfs
Computed Results :
Ft�ll Flow Capacity. . . . . 2 . 73 cfs
Ft�ll Flow Depth . . . . . . . . 1 . 00 ft �
Velocity. . . . . . . . . . 3 . 47 fps
Flow Area . . . . . . . . . 0 . 79 sf
Critical Depth. . . . 0 . 71 ft
Critical Slope _ . . . 0 . 0069 ft/ft ',
Percent Full . _ . . . . 100 . 00 �
Full Capacity. . . . . � . 73 cfs '
Q NIAX @ . 9 4 D . . . . . . . . 2 . 9�1 c f:�
Froude Number . . . . . FULL
Open Channel Flow Module, Version 3 . 12 (c) 1990
H�estad Methods , Inc . * 37 Brookside Rd * Waterbury, Ct 06708
' Gircular Channel Analysis & Uesign
Solved with Manning' s Equation
Open Channel - Uniforni flow
Worksheet Name :
Comment : , •
Solve For Full Flow Capacity
Given Input Data:
Diameter. . . . . . . . . . 1 . 00 ft
Slope . . . . . . . . . . . . . . 0100 ft%ft
Manning' s n . . . . . . . 0 . 012
Discharge . . . . . . . . . 3 . 86 cfs
Computed Results :
Full Flow Capacity. . . . . 3 . 86 cfs
Full Flow Depth. . . . . . . . 1 . 00 ft '
Velocity . . . . . . . . . . 4 . 91 fps
Flow Area . . . . . . . . . 0 . 79 sf
� Critical Depth. . . . 0 . 84 ft
Critical Slope . . . . 0 . 0097 ft%ft
Percent Full . . . . . . 100 . 00 0
Full Capacity. . . . . 3 . 86 cfs
QMAX @. 94D. . . . . . . . � . 15 cfs
Froude Number . . . . . FULL
,
Open Channel Flow Module, Version 3 . 12 (c) 1990 '
Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708
. VIIi. EROSION CONTROL SYSTEM I
��, This site is extremely fiat along with the surrounding properfies. There will
be no grading involved with the development of this site. The only '
grading will be the removal of the pre-load fill within the old building site
footprint. Thus, the potential for any erosion is slight.
The erosion control system was designed fio eliminote any onsite runoff
from entering the adjacent properfies or right-of-way. In order to
accomplish this, a silt fence will be installed. Because the site is so flat,
perimeter or intermediate interceptor swales would not be practical. This
site is not expected to generate any runoff from the site because it is so
flat. The silt fencing will be placed only at the northeast corner, where the
existing freeway ditch is nearby. No other property lines are susceptible to
erosion.
r
There is no clearing involved since the site has no existing vegetation.
APPENOIX A
CHI�RTS, TABLE9, GRAPHS FROH KING COUNTY SWM ?iANUAL r
. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
� FICURE 3.SZA NYDROLOGIC SOIL GROUP OF TI�E SOILS IN KINC COUNTY
. HYDAOLOGIC HYDROLOGIC•
SOIL GROUP GROUP' SOII GROUP GROUP• '
Alderwood C Orcas Peat D
Arenis, Afderwood �.4atertal C Oridla D
Arents, Everett Material B Ovali C
Beauske " C Pilchuck C
8ellingham D Puget 0
Brlscot D Puyallup B
Buckley D Ragnar B
Coastal8eaches Variable Renton D
Earimont Slit Loam ' D Rhrerwash Variable
Edgewick C Salal C
Everett A Samrrk�mish D
Indtanola A Seattie D
�its�P C Shacar D
' Faaus C SI SAt C
Mbced Allwial Land Varlabie Snohomish 0
Neflton . A Sullan ' C
Newbe�g B Tukwila D
Nooksack C Urban Varfable
Normal Sandy Loam D Woodii�nlle D
HYDR�LOGIC SOII GROUP CL1�SStFlCATIONS
A. (low runoH potentiat). Soits having high Infllratfon rates, even when tlioroughly wetted, and consisting
chiefiy ot deeP, we�l�o�xcessfvely drained sands or gravels. Tfiese solis have a high rate of water
transmission.
8. (Moderately low n�noff potential�. Solls having moderate fnfiltration rates when thoroughly wetted, and
consfsting chlefly of moderately fine to moderately coarse textures. These soils have a moderate rate of
water transmtssion.
C. (Moderately high runofl potenttai). So�s having slow inmtratlon rates when ttioroughiy wetted, and
conslsUng chleBy of soAs wlth a layer that impedes downward movement of water, or so8s with mode►ately
Me to Me textures. Thesa soAs have a slaw rate ot water transmissbn.
0. (High runoH potentEal). SoAs having very slaw iniiltratlon rates when thoroughly wetted arxi conststfng
chlefly oi day so�s with a high swelllnq poteMlal, soils wNh a permanent high water table, soAs with a
hardpan or day layer at or near the surface, and shallow sol►s over neariy Impervtous matertal. These solls
have a very slow rate o(water transmission.
" From SCS, TFi•55. Second Editlon, June 1988, Exhibft A-I. Revislons made trom SCS, SoB I�rierpretatlon
Record, Form �YS, September 1988.
3.5.2-2 1�`
� KING C � UNTY, WASIIINCTON, SURFACE WATER DESIGN MANUAL
TA[fLE 3.5.28 SCS WESTERN WASIIINCTON RUNOFF CURVE NUMIIERS
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982)
RunoN curve numbers lor selected agricultural, suburban and urban land use 1or Type tA
ralniall distributlon, 24•hour storm duration.
' CURVE NUMBERS 8Y
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A B C D
Cultfvaled land(t�: winter condftlon 86 91 94 95
Mountain open areas: low growing brush and grasslancis 74 82 89 92
Meadow or paslure� 65 78 85 89
Wood or fo�est land: undisturbed 42 64 i6 81
Wood or forest land: young second growth or brush 55 72 81 86
Orchard� with cover crop 81 88 92 94
r
Open spaces, lawns, parks, golf courses, cemeteries.
landscaping.
igood condltfon: grass cover on 75%
I � or more of tlie area 68 80 86 90
, fair condRion: grass cover on 5096
l0 75'� o(the area 77 85 90 92
Gravel roads and parking lots 76 85 89 91
Dirt roads and parking lots 72 B2 87 B9
Impervious surfaces, pavement, roofs, etc. 98 98 98 98 ,
Open water bodles� lakes, wetlands, ponds, etc. 100 t00 t00 t00
Sfngle Family Resldentlal (2)
Owetling Unit/Gross Acre 96 Impervious (3) �
1.0 DU/GA 15 Separate cur�e number I
1.5 DU/GA 2D shall be selected '
2 0 DU/GA 25 lor perv(ous and
, 2 5 DU/GA 3p impervlous portfon
3 0 DU/GA 34 0( 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. 96 impervlous
condominiums, apartments, must be computed
commerclal buslness and
induslrial areas.
I
(�) For a more detailed descriptlon ot agricultural land use curve numbers reter �o Natlonal Engineering • I
Nandbook, Sectlon d, Hydrdogy, Chapter 9, August 1972.
(2). Assumes root and drfveway runoN is dlrected lnto slreet/storm system.
(3) The remaining pervious areas Qawn) are considered to be in good condition lor these curve numbe�s.
�
3.5.2.1 ' 1/90
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.1A�C ER �NGII`IEERING
94 i 9 S. 204 P[.�4CE - KErCT, WASHINGTON 9803 1
PHONE (253) 850-0934 FAx (253) 850-0155
March 1 , 2003 ( ,
6
�"�; �o. K.i � � �S `'�• �. I
e'bfll\ O 6 LVe,�-.-- ',.
PRIVATE DRAINAGE SYSTEM
OPERATION AND MAINTENANCE MANUAL
for
KOHL RV AND BOAT STORAGE
3330 EAST VALLEY ROAD �
3o �.sy�1 — yr
RENTON
Prepared By:
James Jaeger
Jaeger Engineering
9419 S. 204 Place
Kent, WA. 98031
(253) 850-0934
3033
DRAINAGE SYSTEM MAINTENANCE MANUAL
for
KOHL RV and BOAT STORAGE YARD
Buiiding Permit Nos. B020481 -B020486 8� 88
Site Address:
The project is located in Section 30, Township 23 Norfh, Range 5 East, W.M.
on the east side of East Valley Road, north of SW 34ih St., in the City of
Renton. The site address is 3330 East Valley Road, Renton, WA. 98055.
The site office telephone no. is (425) 251-8820. Assessor's parcel no. is
302305-9090 '
. Drainage System Summary:
The site is a covered and un-covered storage yard for recreational
vehicles and boats. The site area is 4.13 acres. The storage spaces or
stalls are all numbered and assigned to specific customers. The entire
parking surface is paved with asphalt. The drainage system consists of a
network of catch basins and connected piping under the parking lot
pavement. The asphalt lot surface and the building roofs will collect the
runoff and direct it into the catch basins. The catch basins will pipe all of
the collected runoff into the detention pond located along the south
porfion of the east properfy line. The outlet for the detention pond is at
the north end of the pond, through a flow restrictor orifice located in a
large catch basin. There is a slide gate that can be opened to drain the
pond if the orifice becomes plugged. The restricted discharge from the
pond drains into the long grass-lined biofiltration swafe located north of
the pond, along the east property line. The drainage slowly flows through
grass within this swale and is filtered by the grass. At the north end of the
swale, the runoff is emptied to the east, into the drainage ditch that runs
along the side of the freeway. The drainage system along the East Valley
Road was an existing system and is not connected to the site's intemal ��
drainage system.
Maintenance Items: �
CATCH BASINS: '
Storm drainage catch basins are located within the parking lot
pavement. These catch basins have a grated lid. The grated lids are
meant to accept surface flow through the grate. A crow bar or similar �
tool will be needed to remove the lids. The flow restrictor catch basin has
a solid lid that is bolted shut. A special bolt wrench must be used to
loosen the bolts prior to opening the lid. This wrench can be purchased
from a contractor or utility company. The catch basins should be ,
inspected in the fall and in the spring. A good rule would be to inspect �
them when the time chcanges from standard time to daylight savings time
and back again. The catch basins should be checked for the following:
1. Sediment accumulation within the sump of the structure. This sump is
generally 1 .5' deep below the bottom of the pipes.
2. Blockage of the grated lids.
3. Functioning of the locking bolts for the solid lids.
4. Blockage of pipes in or out of the structure.
DETENTION POND:
The drainage detention pond stores runoff water during storm
events. The drainage will generally run along the bottom of the pond.
The pond was constructed using concrete ecology blocks along all of the
walls. These blocks are 3 units high and approx. 6' tall. The bottom of the
pond is also grass-covered. The water enters the pond near the south
end, through a pipe in the west wall. This area of the pond should be
inspected at least twice per year for silt accumulation. Any silting will start
at this point. If the silts become more than 6" deep, they should be
removed. The silting will have a tendency to work its way to the north
end. The pond should also be inspected for other objects that may find
their way into the pond. They should be removed because they could
flow into the flow restrictor catch basin and plug up the discharge orifice.
The silts can be removed by calling a vactor truck service. The access to
the pond is through the double doors at the south end of building D. The
truck can pork near the double doors and extend its suction hose to reach
all areas of the pond. A small backhoe can also be used to clean the
.. pond. It can r�n along the west side of the pond, next to the building.
Collected silt should be trucked away to an approved dump site.
i
The flow restrictor catch basin should also be inspected twice per year
, and after any major rain storm. It shoutd be inspected for objects that are
trapped within the catch basin. These items can plug the orifice. The
, pond should be inspected a minimum of two times per year, at the same
' time as the catch basins described above. The grass or vegetation within
the bottom of the pond should not be cut or cleared until it is over 3 ft. tall.
The vegetation provides treatment to the runoff. The gravel access path
along the west side of the pond should be mowed and kept clear on a
periodic basis, as needed. The pond has an emergency overflow along
� the east side. If water is observed going over this overflow weir, the
engineer should be called.
BIOFILTRATION SWALE: ' !
The biofiltration swale is o wide ditch located on the east properfy
line, norfh of the detention pond. The ditch provides treatment to the
discharge water from the parking lot before it is released into the
drainoge ditch along the freeway. The treatment is provided by the grass
along the bottom of the swale. The grass acts as a filter, removing
primarily oils and petroleum based pollutants. The swale should be
inspected at least twice per year and after a major rainstorm. The
vegetation within this swale is designed as a wetland type of grass. It I
should be allowed to be 12" to 18" tall. The grass should be thick and '�
healthy. The grass should be topped about once per year. It should pnly
be done during very dry periods. The grass clippings should be removed
from the swale upon cutting. Any debris should be removed from the
swale. If there are any signs of erosion or rutting of the bottom, it should
be filled with topsoil or a sand/soil mixture and covered with sod.
Inspection:
The drainage facilities will be inspected twice a year by the lot manager
or staff. The typical inspection dates will be April 1 and October 31 . The
systems will also be.checked immediately after large storm events and
during heavy leaf falls. Records of inspection should be kept for a
minimum of 5 years and will be available for review by the City Inspector.
The items that will be inspected include the detention pond, flow restrictor
catch basins and the biofiltration swale.
Engineer:
James Jaeger, P.E.
9419 S. 204th PI.
Kent, Wa. 98031
(253) 850-0934
. . • I
I
I
INSPECTION / MAINTENANCE CHECKLIST
• - . _.- .
Shucture Date of Inspection/Maintenance
CB#1 Insp.
Results
Maint. Done
CB#2 Insp.
Results • �
Maint. Done
CB#3 Insp.
Results
Maint. Done
CB#4 Insp.
Results
Maint. Done
CB#5 Insp. I�
Results '�
Maint. Done '�
CB#6 Insp.
Results
Maint. Done '
Det Pond Insp.
Results
Maint. Done
Bioswale Insp
Results
Maint. Done
Flow Rest. CB Insp
Results
Maint. Done
'' ' . ' �' '." " .�`. a�,�E=���R'S t�0.: 302305-9090
�.N
. • • • � �
6� HIGH CHAIN L�NK --�� ^ � S
_, F[NCE � - ' - Z
\� a --FLaW LINE:
� -- - �- - -- - - - - �-_t� J 14.2 �E: �4� 1h'/ RIP RAP PAD
-1' -- ��_�^ __ � (4" TO 8" ROCK)
_ . i.. li I� .,
, - ` I-i : �, � i� � I � � �
. ` I. �+ ��
. . � I_ I + � _ I � I
- ' _d/,gLPG. �_
.• �_ � ( Gu�TF�Z �� `I` .
_ '_�� _ /� _ l7RA'I N_ � � ` I I r'
� - -�-- -- , �_. I �- ._ �I� � �iIGH ECO�OGY BLOCK «n��
� � � - TU' EL: ?9.0'
-- ---- - - --_ -- -- �� '' . m I HOTTOM: 14.p'
1 � '� '
, ,� ' -`�. • � :'- � - _. GRASS-LINED W'ATER OUpU�
. ��; ' � �� SWALE. 88' LONG, 12' �:"DE
-- . _- - � "'-!- . I �I i � 0 BOTTOM. SWALE SLOpE (
� �,; I �; � � ; DEIAIL SHT. C3)
�7 ( (YP� 1 ) _- -� , � .
„s. o P i� C�CtR ' I .,. I �
7-�-r-,J- i9:28 ��� � �� _ ; -- - -- SWALE `LOW LINE: �4-8' 14 3`=
� � g�' coti rc�2n�.,�� �.
�� ' ., �''E u,F� � - --+,- � -- - - ! - -— - - - - ------
4 -� ' .. —f-_ �i s' h�c�
I • I • ; � � TOP E�
� �� '�� ! � BOTTO�
; ;' ,� � � �
�, j � " j � r--
� ;� - � � . , - - -- - - ----- G�ASS-LINED BiGF�LT�
_ . - i , �, .. � -I-- s�'ALE. 100' LOtvG, .
1 F-�E � � � � '� , �,,s I I � �' BOTTOM. SWALE S�.
Ic;,S(c - � j � , , -� �' �.' � UETAIL SHT. C3)
'•� ;. . � �
6� PVC P,G��F ' �
DF:,IN ;� 1% b1U�. �i , �- - 12� VU7�E i (N�: IE: �- i4
�, I ; .
_ � .._ _ _ __ _ ,�. - l �'� �_ ._ _12" OUTLET (E): iE: 15.0' (w�
� �' �'�, � � = t/ RAP PAD - 4" 70 8� ROCK l
U �
Q� /.�..
� 1� ,-' C.B. ��(Ti'PE 2-Sa")
�� , i-. . ' K'! FLOW P,ESTRICTOR
•\` 1 � :., /;' o � `�� !i �� R�M: 4�5' Zo 4
� 12 �E: OvERFLOw: 18.5'
�- '\� i V cn o I 14.6(v �E: �:6=(12�.N) 14.'79
N / t/? V
;,� o i� ` !E: �5.5' (12".E)
N � ;' c�-` a i , �� I (SEE DET, SH7 Ca j
"� �`, a � � � r%j ��- - 5' '�1p� CVERFIOW VJEIR.
,' -
J Q .
• G� Z � ! C, EL: 1g_q. (4,. �EEP)
�� t
� ' a � ': I I '`� �, POND SERM (SEE DETAIL SHT a
� c� n � � i _-- -
�, I . = TOP EL: 17.5 ( � MID-IENGiHj
I U --f'"
� � � ' U�_ _ � 6' HIGH ECOLOGY BLOCK wALL.
� ; � o �.�� _ ', 1pP EL: 19.75'
- - _ _ - - - -
� - �� ` 1� rn � BOTTOM EL: 13.75'
� -� l�: �
� .,,, .
� ' ' � , --- - 6' HIGN CHAIN LINK
' 117�-12" C�'EP n5 ?.07� 17.' DUUPL I M �° ., 1 FENCE DP,AIIJ
..
�` GATE L-j� �, �_ U'i.-..-.- -f .. - ------ ---- -- — ---- 1?0� I_
E�OTT�
_ _ = I . - -
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