HomeMy WebLinkAbout02920 - Technical Information Report - Drainage�_�
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STORM DRAINAGE
. REPORT
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i Service Linen Sv 1
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1
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March 2001
Prepared by
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j APR 0 3 2001
: BU;LD!fVG ?IVIS�O�! �,
STORM DRAINAGE REPORT ����� '
Service Linen Supply �� � 9 a�
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March 2001
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o�,�f4�.�s�na E��\�4.
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ex�R[s 1�/2"0�
Prepared 6y
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728134th Sheet SW,Suite 100
Everett,WA 48204
425/741•3800(Fax 425/741-3900)
file No. 21-00-0�2-002-01
Table of Contents
Paae No•
INTRODUCTION......................................................................................................................................1
EXISTING GRADING AND DRAINAGE..............................................................................................1
PROPOSEDDRAINAGE..........................................................................................................................1
DOWNSTREANiSYSTEM.......................................................................................................................2
DESIGNCRITERIA..................................................................................................................................2
ConveyanceSystem.................................................................................................................................2
WaterQuality Requirements....................................................................................................................2
Appendix
Proposed Drainage Basin Drawings
Basin Hydrograph Data
Diversion Structure Calculations
Catalog Cut of the Oil/Water Separator
Pipe Sizing Calculations �
Service linen Supply March 2001
Storm Drainage Report -i- • � � � • �
(,.J ha7� rnt�',K.,/ �
Introduction
The proposed Service Linen Supply Project is located in Renton, Washington, King County. The
site is approximately 1.3 acres in size and is bounded on the west by Wells Avenue S and on the
east by Main Avenue S between South 4th Street and South Sth Street directly south of the
existing Service Linen building.
Currently, the site is developed with two buildings in the northwest corner, and paved parking
and gravel vacant lots on the remainder of the site. The majority of the site was originally used
as a school that has been demolished.
The redeveloped site will include an addition to the Service Linen Supply building. Other '�
improvements include: parking and landscaping; improved grading and storm drainage; the �I
addition of on-site stormwater qualit� facilities; and ���ater and sanitary sewer services.
Existing Grading and Drc. �, _
The site generally slopes to the west with the lowest points at the west side of the site at elevation
38 feet. The high point is located on the east side at elevation 42 feet.
The storm drain system for the school originally connected to the storm sewer system located in
the Wells Avenue S right of ways.
Proposed Drainage
Stormwater quality treatment will be provided for all surface runoff from impervious areas to be
used by motor vehicles. Six-month stormwater flows from the driveway and parking areas south
of the new building will be diverted for water quality through a coalescinj plate oil/water
separator before discharge from the site.
A control structure will divert the 6-month storm through water quality treatment and by�pass the
larger flows to the City system on Wells Avenue S. Detention will not be provided.
Service linen Supply March 2001
Storm Dr�inage Report - 1 - . , , , • ,
- -
Downstream System
Runoff collected from the site will be conveyed to the proposed stormwater system to be
constructed this spring as part of the South Downtown Water Main and Storm Sewer
( Replacement—Phase 1 project. The connecting point to the City storm sewer system will be
Catch Basins 14B and 13B that will be located on the east side of Wells Avenue. The proposed ,
City system will then convey the runoff south on Wells Avenue in a 12-inch storm main 180 feet
to a 12-inch main on South Sth Street. The Sth Street pipe will drain the storm water west for
610 feet to Burnett Avenue S were it will be connected to the City storm system on
Burnett Avenue S.
Design Criteria
Conveyance System
The storm drainage system will be designed for a 25-year return frequency storm in compliance
with the City of Renton Storm DrainaQe Requirements. The criteria comply with Department of I
Ecology (DOE) standards. � ',
Water Quality Requirements ',
Water quality facilities were designed to meet DOE and the City of Renton Storm DrainaQe �'�i
Requirements. ',
The storm���ater qualit}� fucility ��ill be a coalescing plate oil/���a[er separator, L�tility Vnult '�,
660-CPS (see Appendix), capable of treating a flow of 110 gallons per minute. Catch Basin �,
No. 3 will divert the runoff to be treated through the oil/water separator. The runoff to be tr�atc�l ',
is defined as the 6-month, 24-hour storm event with a SCS Type lA rainfall distribution. The �,
basin for this runoff includes the entire parkin� ��T�, � n Z�; , �,,�: r„ ,h., ���,rh �,f rh;� .,r�n;,; � � ',
h�i;l,lin� ;irrl �� �nr-tinr nFih� mnf f� fl;� �:,rr- �I
, t _.,, _,__ .. . :._._, . �, .,_" , , ,..�.. ..,.. . , _ _ ,_ , .
Service Linen Supply March 2001
Storm Drainage Report -2- • , , , • ,
Proposed Drainage Basin Drawing
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� r,.� � I I EXISTING LEGEND PROP�SED
� V I Z _ � ; I , CONCRETE MONUMENT IN CASE
n � p I Building #9�J ; � :
I -' MONUMENT
; -
' 1 0 I ��Service Linen�� ' URCK IN LEAD OR N.VL B DISK
; �
� ' i i BRON2E PLUG
I � REBAR w/CAP
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r gZ - � � ' ' � �4^ ,J= • FOUND PiPE OR REBAR
- ' N 88'26'O6• W � ��� r��.,� _ __
Z � � . 2}t.45' �y'; . . � � �_�_�'a� . FlRE HYDRANT
d� SEE STORM waTER � �__ ,:��._
�� Z ; �- DRaw�CE NOTE 20 �„� �, _ POwER POLE
�? � ���;_ __ 3 �� i ��' DECiDU0U5 iREE
�N � J �\ C� ! � �� _i ; � _ I - " - SCALE w vEEr -� EVERGREEN TREE
00
Q W O . � .' I �\ r -' _ ' I e i�•�g ___a :F = N� 1 �� - I _ i i 1 � � �_� � . � 20 0 20 �0 � CATCH BASIN W�FLOW DIRECTION /�
I
V Z (~!7 Z ' vto o � \ 4- � l I
O J , ' , ��`'d": �, � �\ � t �... CAS VALvE
a
Q U Z = . .� I . � �t . � � , IE 41.0 �.f = � WATER VALVE �
U� Q O _ ,,� I ' ; ; 120.02'� / . . `� : ' i �� I :r O _ SEWER MANHOLE �
a W � , � - 5 88'25'47' E �� � / . t i ' ' I,' �
�fn Z � ; I ; ' i \� ! `I ! - IE 40.6 ! I .. STORM DRAIN MANHOLE �
J � �� '. •¢ \\ � � �l s � 1 W � '-: WATER AIEfER '�'�� ❑
O �
� � ; ' ' ; SEE STORM WATER ��ROPOS�.Q\BUILDING \ I� \�� ; � a z � � --- SEWER UNE -55-
I � i • �ORIUNAGE NOTE 20 `_` � .1� , l � � i ,� � ' Q - ,- GFS uNE -�-
Q i i ' 72 -�� ,�� FFi�= 4 I � � 1 � r IE 40.5; I -.c- WATER LINE -W-
� _-�- �H' `y/ �` � \ / � , - _-_
' � � �` � �� i� �� t L i � � I � � STORM ORAIN UNE _S�
cn , ^- � � \ � -
•o ...� i , � 14 � at . I �� \ / - I � � �. �' , Q ROOF DRNN LINE. 1 S AIIN.
o J � � I \ � �� ♦i � � � � . i c R-
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Q O 3 E � i , I a � - �CO l\ �� \\\ �m j � , � � .� POWER POLE W/LICHT
}�z '-'� , � 1� \� \\ 'Z To o s � � `� I ` SPOT ELEVATION
H W aa . �,' I 1 �� �� � -a N � ; i � ' r+- �a�.7 HANDICAP RAMP
Ua p0 i � ��.0 � � � \ IN I I � I . �
I f:.�; x:� wc!er
� TQp y� � � I , � I tcc s::na��nS h _ CONCRETE PAVEMENT �
'v_o � �t, � � � �A�ING ��K� �� / 1 � � � � ' = n,.v. 36.3� �
m E � � 4 12z 40.96 � Droken \ / /� � ! � I ; ASPHALT PAVEMENT Q
� -, I ! � f'_ - - - -•- 40.96 ��� / __ : � j i , ,'�prro,n a
/ �� I �� i .� EXTRUDED CONCRETf CURB
Q �I c o � I - � / TREIICH DRAIN- - - ' � •._�• _i i , I ( , i
o• ; - i _ s..:rc:-y »..
a` � � . 3 � i0 SEE i' � .-<- . � I 1 ,� POST INDICATOR VALVE �
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. �3 0 � , � ��s � 22 LF 8� 8- 5 6' KJ x ! ' � ' : IANDSCAPE SWALE -��-►-
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c � f .� 2 T. v � .66 � ' 4 .7 �f �r u i , i
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� ~N CpALESCING PUTE 01L WATER SEPARATOR 1 � �
� i � �` UTIU7Y VAULT 660-CPS � � I i
� i� ��� � ' k -� �� � TOP � 39.04 1 i u� � � '
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� SCALE: 1'=20'
m STRUCTURE TABLE
CB No• CB TYPE TOP ELEV. IN RT COVER TYPE
CBR1 iYPE 1 MATCH EXIST. 12' (E, 5) 34.61 FRp,ME dc
GUTTER LINE GRATE
CBR2 TYPE 1 38.88 t 2' (E) 35.35 SOIID METAL
B" (E) 35.35 COVER
CB�3 TYPE 2 38.90 SEE �
Z FLOW SPLITTER CO\L/IEDR METAL
p C3 CS
.��, CB�4 TYPE 1 38J4 12' (S) 35.38 FRAME h
8' (N,E) 35.38 GRATE
C8/S ttPE 1 40.40 8' (W,E) 36.88 FRAME dc
6" (N) 36.88 CRATE
CALL 48 HOUR8
CBk14B 38.6t 12' (W) 35.46 VANED
N.�.c. a- �E� 35.79 CRATE BEFORE YOU DI�
ceN�3e 3�.zt iz'• (w� 3<.ie VqNED 1-800-424-6666
N.I.C. 8 (N) 34.16 GRATE
4
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Service Linen StormSHED Data 03/13/01
DevBasin Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
------- (cfs) (hrs) (ac-ft) ac /Loss
DevBasin 0.17 8.00 0.0566 0.38 SBUH/SCS TYPEIA 2 yr
DevBasin 0.30 8.00 0.1043 0.38 SBUWSCS TYPEIA 25 yr
Drainage Area: DevBasin
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 1� �� ^���
Area CN TC
Pervious 0.0000 ac 78.00 0.00 �
Impervious 0.3830 ac `'- "" � ,'
Total 0.3830 a,�
Supporting Data:
Impervious CN Data:
Pavement -
Roof 98.00 0.0380 a
Impervious TC Data:
Flow type: Descnption: Length:
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C� z yr� Q, �� �' _ ,
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0. 17�-�s �, 6y� = d . /o88 ��'S
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Orifice Calculations
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Service Linen Orifice Calculation
Q ( ) = 0.1088
Cd = 0.62 sharp-edged
d = . 3333 ft 1 in
Ao(sfl = 0.005
h (ft) Q (cfs) h (ft) Q (cfs)
0 0 16.0744 0.1088
0.5 0.019
1 . 7137
. 0.033236
2 0.038378
Q (cfs) = 0.1088
Cd = 0.62 sharp-edged
d = 0.145833 ft 1.75 in �R f FtCF Ol�mET�IZ
Ao(s� = 0.016703
h (ft) Q (cfs) h (ft} Q ��fs> - 6- �'°� � Q
0 0 1.713856 0.108799
0.5 0.058766
1 0.083107 ��F�}(�
1.5 0.101785
2 0.117531
fs) = 0.1088
Cd = 0.62 sharp-edged
d = . 6667 ft 2 in
Ao(s� = 0.021
h (ft) Q (cfs) h {ft) Q (cfs)
0 0 1.004661 0.108801
0.5 0.0767
1 0 548
0.132944
2 0.15351
cfs)= 0.1088
Cd = 0.62 sharp-edged
d = 0.25 ft 3 in
Ao(sfl = 0.049
h (ft) Q (cfs) h (ft) Q (cfs)
0 0 0.19845 0.1088
0.5 0.1726
1 233
. 0.299123
2 0.345398
H:1DOC12 1 10 010 2 21Hydraulicslorifice-cc.xls 3/13/01 10:31 AM
Catalog Cut of Oil/UVater
Separator
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`" � :, - s�.; �- . _ ; 660-CPS
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" OIL WATER SEPARATOR
Projected Plate Area=444 Sq/ft
Maximum Process Flow= 415 GPM
\ - (4) �/,"Dia. ,
% Lift Inserts
�
4$� x
'i'--'--T'�-
'-'-�=�'---'T'--'" 6'-8" �UV Co.2-332P,Galvanized
����-�-�--�-_�'-�=---
'-'-'-'-'-'-'-'-'-'-'-'--' Diamond Plate Cover
-�-�-�-�-,-�-�-�-�-�-�-�-�-�--.
-:_� �-.-�-�-�-�-�-�--�-�-�-�--�-
TOP SECTION -'_='-�-'-�-'-'-'-'-'-'-�-�-'-'-'-'-' ��h Locking latch
,_,_,_,_,_,_,_,_,_,_,-,-,_,--,_, ,
-I-'---I-I-�-i-I-1-I-I-I-i-I-I-I-I-�-:-I-I-.
�' I-I-I-�-1-I-I-I--I-I-I-I-i-�-I-I-I-I
No. 660-2-332P -�_'�'�_�='�-�-~�__�_,_,_,_._,_,-,_,_.__,_,_, _
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1.490 IbS. �'1-�-� i -�� � ---'-�-�-�- -�-�-�-_i1- o_�_
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�t
OUTLET PIPE pil Retaining Weir
With Sampling Tee 1\
By Others ,\
'OUTLET PIPING TO BE LARGER
THAN INLET PIPE
1�fi'Dia.Lift Hole
1 Each Side,2 Sides
Contractor To Plug(Grout)
After Installation
n
6.-0•
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0
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BASE ASSEMBLY
NO. GGO-CPS-B o - - INLET PIPE
6,500 Ibs. o With Sampling Tee
By Others
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Coalescing Media J
Sediment Weir J
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UTILITY VAULT COMPANY For Details Of Access Covers, See COVER Section.
P.O.BOX 588 Prone(2C"cj 839 3�00 `ITEMS SHOWN ARE SUBJECT TO CHANGE WITHOUT NOTICE.
Aubum,wasnington 98071-0588 FaX(2oe��ss-a2ot FOR DETAILS SEE REVERSE SIDE.
Copyright01985 �0ldcastli arerastirc,A:1 Rigncs Reserved 133 Issue:January, 1996
660-CPS
OIL WATER SEPARATOR
Projected Plate Area=444 Sqfft s•-a"Top Section
Maximum Process Flow=415 GPM s•-0-va��c
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W Co 2-332P,Gaivanized
Diamond Plate Cover �,
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PLAN VIEW �4 Places In�Top Secti
1�fi'Dia.LiR Hole
1 Each Side,2 Sides
Contractor To Plug(Grout) Hold-Down
After Instailation� �For Coalescing Media
TOP ELEVATION \ /
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e `� p
V /
n � n
INLET I.E. - � p - _� OUTLET I.E.
v�..r —
INLET PIPE � - - - - - - - - - -OUTLET PIPE
wth Sampling Tee With Sampling Tee
By Others By Others
`'"""""� r -,�� , 'OUTLET PIPE TO BE
�,-„-�,-,�,". a m� � � LARGER THAN
O tD INIET PIPE
�a Oil Retaining d
. Weir 3
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Sediment Weir J �Coalescing Media '��
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STRUCTURAL NOTES: SECTION AA INFORMATION NEEDED:
1.Concrete:28 Day Compressive Strength fc=4500 psi -Top Of Separator Elevation
2.Rebar:ASTM A�15 Grade 60 -Iniet Pipe Size
3.Mesh:ASTM A-185 Grede 65 -Inlet Pipe Elevation
4.Design: AC1318-89 Building Code -OuUet Pipe Size
ASTM G857'Minimum Structural Design -Outlet Pipe Elevation
Loading For Underground Precast Co�crete
Utility Structures'
5.Loads:H-20 Truck Wheel w/30�a Impact Per AASHTO BASIC DESIGN INFORMATION:
INFLUENT CHARACTERISTICS-
GENERAL NOTES• Oil Spec�c Gravity=0.88
• Operating Temperature=50°
i.All Ba(fles and Weirs To Be Precast Concrete Influent Oil Concentration=100 ppm
2.Static Water Depth=4'-0' Mean Oii Dropiet Size=130 micron
3.Contractor To: 0.033 R/min Oil Rise Rate
Supply and Install All Piping&Sampiing Tees Designed Per Washington State Departmer,t Of Ecology
Grout In All Pipes 100%
Fill w!CLean Water Prior To'Start-Up'Of System FLOW EFFLUENT COLLECTED
Verify All Btockout Sizes and Locations RATE QUALITY SIZE
133.1 110 GPM 10 ppm 60 klicron
Pipe Sizing Calculations
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Worksheet
Worksheet for Circular Channel
Project Description
Worksheet 8'Pipe 1%
Flow Element Circular Chann
Method Manning's Fort
Solve For Discharge
Input Data
Mannings Coeffic 0.010
Slope 010000 fVft
Depth 0.67 ft
Diameter 8 in
Results
Discharge 1.59 cfs � �� �J� — �j ZS'— Y�
Flow Area 0.3 ttz
Wetted Perime 2.05 ft
Top Width 0.04 (t
Critical Depth 0.59 ft
Percent Full 99.9 °/a
Critical Slope 0.009260 fUft
Veiocitv 4.56 ft/s 7 y�P5
Velocity Head 0.32 ft
Specific Energ• 0.99 ft
Froude Numbe 028
Maximum Oisc 1.69 cfs
Discharge Full 1.57 cfs
Slope Full 0.010273 fVft
Flow Type 3ubcritical
Project Engineer: Denise Pirolo
h:\...\hydraulicslflowmaster.fm2 Reid Middleton FlowMaster v6.0[614b]
03/13/01 09:51:16 AM �Haestad Methods, inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 7
Worksheet �I
Worksheet for Circular Channel
Project Description
Worksheet 8'Pipe 1.5%
Flow Element Circular Chann
Method Manning's Fon
Solve For Discharge
Input Data
Mannings Coeffic 0.010
Slope 015000 ft/ft
Depth 0.67 ft
Diameter 8 in
Results
Discharge 1.95 cfs � �, 3� - Q zs'- �/I�
7
Flow Area 0.3 ft2
Wetted Perime 2.05 ft
Top Width 0.04 ft
Critical Depth 0.62 ft
Percent Full 99.9 °/a
Critical Slope 0.013320 fUft
Velociry 5.59 ft/s > y -��rj
Velocity Head 0.49 ft
Specific Energ 1.15 ft
Froude Numbe 0.34
Maximum Disc 2.07 cfs
Discharge Fuil 1.92 cfs
Slope Full 0.015410 ft/ft
Flow Type 3ubcritical
Project Engineer:Denise Pirolo
h:\...�hydraulics\flowmaster.fm2 Reid Middleton FlowMaster v6.0[614b]
03/13/O1 09:50:42 AM �Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet 12'Pipe 1%
Flow Element Circular Chanr
Method Manning's Fon
Solve For Discharge
Input Data
Mannings Coeffic 0.010
Slope 010000 ft�f�
Depth 1.00 ft
Diameter 12 in
Results
Discharge 4.63 cfs � Q� 3t,/ _ �j(� Z5= T �
Flow Area 0.8 ftz
Wetted Perime 3.14 ft
Top Width 2.98e-8 ft
Critical Depth 0.90 ft
Percent Fuli 100.0 %
Critical Slope 0.008842 fVft
velocity 5.90 fVs � y f�
Velocity Head 0.54 ft
Specific Energ• 1.54 ft
=roude Numbe 2.03e-4
�'Jlaximum Disc 4.98 cfs
Discharge Full 4.63 cfs
Slope Full 0.010000 ft/ft
Flow Type 3ubcritical
Project Engineer: Denise Pirolo
h �hydraulics\flowmaster.fm2 Reid Middleton FlowMaster v6.0[614b�
0 13/O1 09 52:40 AM �O Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 U: � (203)755-1666 Page 1 of 1