HomeMy WebLinkAbout02859 - Technical Information Report - Drainage ' ` o L� C� C� � �IC�
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DRAINAGE REPORT �EA CON LLC �
Mr. Van Gard Renton LLC �,
Renton, WA � - ��s `� �'
�
By:
Bush Roed & Hitchings, Inc. I'
2009 Minor Avenue East
Seattle, Washington
(206) 323-4144
(206) 323-7135 Fa�c
BRH Job No. 98308.04
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EXPiRES 12/1/�J
April 24, 2000
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� • Mr. Van Gard Renton LLC #98308.04
General Project Description
The subject property consists of a 5.7-acre parcel located near the southeast corner of the
intersection between N.E. 4th Street and 138th Avenue S.E. in Renton, Washington. The
site is bounded on the north by N.E. 4th Street, on the east and south by private property
(primarily undeveloped), and on the west by 138th Avenue S.E and three existing
commercial buildings (i.e. Dairy Queen, etc.). The development of the project site will
incorporate a mini-storage facility, which includes the construction of ten storage
buildings and one office/retail building. The main entrance into the site is from N.E. 4th
Street. An additional emergency access drive (i.e. for fire trucks, etc.) is provided
through 138th Avenue S.E.
i
Ezisting Site Conditions
Topography
The existing topography of the site consists of predominantly gentle slopes, declining in
elevation to the northeast. The maximum grade change across the property is �
approximately 13 feet, ranging from a high of 406 feet at the southwest property corner to '
a low of 393 feet at the northeast property corner.
�� ( '.1E'
Presently, the north and center portion� ot the site consist of� open areas with grass and
berry vine vegetation. The southeastern and southwestern sections of the property are
lightly wooded with cottonwood, maple, and alder trees. A dense underbrush is also
characteristic of these wooded areas.
Wetlarrds
Two wetland areas have been identified within the subject property. The wetlands are
located near the northeast and southwest corners of the site. Tena Associates, Inc. has
classified each as Class II (northeast) and Class III (southwest) wetlands. Per City of
Renton standards, a 50-foot NGPA buffer for the Class II wetland and a 25-foot NGPA
buffer for the Class III wetland will be incorporated into the development plans.
Presently, the wetlands collect runoff from the project site and convey flows off-site in a
southerly direction. On-site stormwater is conveyed to the Class II wetland by an
existing drainage swale {approx. 2' deep and 4'-6' wide) which parallels the east and
northeast property lines. The Class III wetland collects overland runoff from the west
and center portions of the subject property and subsequently, conveys flow off-site across
the south property line.
Due to the importance of the wetlands to the natural hydrology of the area, both systems
I
and their associated buffers will remain primarily undeveloped. However, a portion of
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� , Mr. Van Gard Renton LLC #98308.04
the Class III wetland will be filled to meet the needs of the development site. The City of
Renton is requiring replacement or enhancement of the altered system on a 1:1.5 ratio
with equal or greater biological value. Tena Associates will provide a mitigation plan,
which will include a larger wetland area and new wetland vegetation. The new system
will be recharged using the runoff from rooftop areas (3 rooftops: 0.38 acres) since the
development site will reduce the existing flow tributary to the wetland. The 2-yr/24-hr
peak runoff rate tributary to the existing wetland (since it constitutes the majority of the
hydrology in the Puget Sound area) was chosen as the design flow rate into the wetland.
Details of the hydrograph analysis are provided in the following "Basin Summary":
Basin Summar,�(Class III Wetland AnalXsis�
The "Basin Summary" lists the specific design parameters and the associated references
to derive the stormwater runoff values for each basin condition. The computational steps
outlined below have been applied to obtain the existing and developed basin runoff
tributary to the Class III wetland during the 2-yr/24-hr design storm event� ,
l. Identify and delineate the o��erall tributary drainage basin for the wetland under �
existing conditions.
• Identify existing land uses.
• Identify existing soil types using SCS soil survey or on-site evaluatiorl
2. Determine runoffparameters under existing conditions.
• Identify pervious and impervious areas.
• Select CN values based on soil type and land use.
• Compute the time of concentration for each basin analyzed.
3. Compute existing runoffhydrograph based on basin characteristics and the desi�r,
storm event.
T E:e�><<._ ;i�t',� i-; :�;, tl�� .i��,;l,,�j���i b�_;ir�
� ; [1 7 r:
A. Basin Area= 1.8t .,
1. Light Forest = 1.7 7 ac r�
2. Imper��i.^_.u� �?reas (� e
B. Soil Tti�i
1. Aldt� , �... �;...,�. _ �..., _ ._�.,,,, _�.� .,,� ���,
C. CN Values
1. Light Forest(Alderwood Soils): CN = 81
2. Impervious Areas: CN= 98
D. Time of Concentration Travel Path
1. Sheetflow: 150 LF (light forest) @ S = 1.50%
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• , Mr. Van Gard Renton LLC #98308_04
E. Precipitation
1. 2-yr/24-hr Design Storm= 2.00"
II. Developed Basin Conditions
A. Basin Area=0.38 acres
1_ Impervious Areas (i_e. 3 rooftops: Bldgs. D, G, K)= 0.38 acres
B. Soil Type
1. Alderwood Gravelly Sandy Loam: Soil Group "C"
C. CN Values
L Impervious Areas: CN=98
D. Time of Concentration Travel Path
1. As a practical limit for developing hydrographs, a time of concentration of 5
minutes for impervious areas was assumed for the hydrologic basin analysis.
E. Precipitation
1. 2-yr/24-hr Design Storm= 2.00"
The basin calculations have been determined using the SBUH Hydrograph Method with
Type 1 A rainfall distribution and level pool routing. The computer program Waterworks
4.12g has been used to develop and manipulate hydrographs. A summary of the basin
calculations are shown below:
1. Existing 2-yr/24-hr flow tributary to the Class III wetland = 0.17 cfs
2. Developed 2-yr/24-hr flow tributary to the Class III wetland= 0.15 cfs
The wetland basin calculations are provided in the Appendix of this report.
Developed Site Conditions
The drainage system for the project has been designed using the 1990 King County
Surface Water Management Design Manual (KCSWDM) as adopted by the City of
Renton. The conveyance system for the project consists of a series of catch basins and
storm pipes that convey flow to the site's detention system. The detention and water
quality systems have been combined using a wetpond/detention pond facility. The
system, which consists of an open, three-celled pond, is located near the southeast corner
of the property. A more detailed discussion of the wetpond/detention pond system and
King County's Core Reyuirements is presented in the following sections.
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Core Requirement#1: Discharge at the Natural Location
The stormwater runoff from the developed site will be discharged to the Class II wetland
located near the northeast corner of the property, which is the natural discharge point for
the site.
Core Requirement#2: Off-site Analysis
Upstream Off-site Analysis
The existing topographic survey shows a 12" storm pipe from 138t1i Ave. S.E. conveying
flows east, across the Dairy Queen development, and into a short section of grass-lined
ditch on the subject property (refer to the Existing Basin Map in the Appendix of this
report). After the ditch section, the stormwater enters a 12" ductile iron pipe that
traverses east through the site and into an existing catch basin located on the adjacent
Montgomery property. The survey shows a 12" outlet pipe from the catch basin, which
seemingly conveys flow south and into an existing drainage ditch (i.e. this drainage ditch
conveys flow to the on-site Class II wetland). But field investigations could not locate
the end of the 12" pipe.
Due to the inadequacy and possible failure of the existing off-site drainage system, the
on-site portion of the 12" line from 138`�` Ave. S.E. will be removed, rerouted, and
replaced with a new 18" system (refer to the Developed Basin Map in the Appendix of
this report). The new system will begin at the sag of the road on 138`j' Ave. S.E. The
existing catch basins on the west and east sides of the road will be replaced and
connected with new 18" pipe. Presently, the catch basin on the east side of the road
conveys stormwater through the Dairy Queen property and onto the site. With the
revised system, the 12" drain line through the Dairy Queen property will be capped and
abandoned. Instead, a new 18" system will be constructed on the east side of the road,
extending 196 feet south to the site's frontage on 138�' Ave. S.E. From here, the 18"
system will be routed through the site and discharged into the Class II wetland on the east
side of the subject property (refer to the Developed Basin Map in the Appendix of this
report).
Downstream Off-site Analysis
Presently, the majority of the runoff from the subject property (100-yr storm event: 0.7
cfs) flows off-site across the east property line. From this point, flows are conveyed
overland in a southerly direction for approximately 600 feet. Stormwater is then
channeled through two 24" concrete pipes into an existing King County detention pond.
The detention pond was built to alleviate flooding problems downstream. The existin�=
outlet for the facility consists of a 24" riser and outlet pipe that discharges flows into an
existing swale (5' wide and 1.5' deep). The swale is located in a drainage easement
between two residential lots that runs north-south for 300 feet to S.E. 132nd Street. On
the north side of S.E. 132nd Street, a roadside ditch conveys runoff east to a 12" concrete
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Atr. L'an Gard Renton LLC $98308.04
culvert underneath the roadway. The culvert outlets into an existing swale (5' wide and
1.5' deep) on the south side of the road. The swale continues south through another
residential drainage easement and eventually ties into a new 36" storm system on the
south side of S.E. 134th Street.
At this point in the field investigation, a construction crew working with King County
was finalizing the installation of a new 36" overflow drainage system for the existing
detention pond. According to the construction foreman(RJC Inc.: Bub Durham 206-406-
5034), the existing 24" riser outlet was modified with a 3" orifice to restrict the amount of
stormwater channeled through the downstream residences. This modification effectively
resolves any present or future flooding of the existing downstream system, while still
maintaining enough flow to avoid drying-out the open swales. The 36" overflow
manhole is located at the southwest comer of the pond. The 36" storm line is routed
approximately 900 feet south along the unconstructed right-of-way for 140th Avenue
� S.E. The storm system then crosses between two residential lots and heads east along the
south side of S.E. 134th Street. At the intersection of S.E. 134th Street and 142nd
Avenue S.E., the 36" storm system transitions to a southerly direction along the east side
of 142nd Avenue S.E. Approximately 650 feet further downstream (at the southeast
corner of S.E. 136th Street and 142nd Avenue S.E.), the 36" storm system (approx.
capacity = 35 cfs assuming 0.50% slope) discharges into a well-defined drainage swale
(6'wide and 5' deep). Since this point is approximately a quarter-mile downstream of the
subject property, the downstream analysis was terminated.
The drainage system for this area is part of the larger May Creek Drainage Basin. Due to
the upgrades in the downstream system, it is anticipated that the development of the
subject property will have minimal impact on the existing downstream facilities.
Core Requirement#3: Runoff Control '
DeterTtiorz Requirements '
Due to existing downstream erosion problems in the May Creek Drainage Basiq the Cit_y ',
of Renton has placed a restrictive detention requirement (i.e. more stringent than the '
standard King County requirements) on the project. Consequently, the performance of ��
� the site's stormwater detention system must comply with the following requirements: �
1. release 50% of the existing peak runoff rate or less during the 2-yd24-hr design storm
event for the developed site conditions ',
2. release the existing peak runoff rate or less during the 10-yr/24-hr design storm event '�,
for the developed site conditions '
3. release the existing peak runoffrate or less during the 100-yr/24-hr design storm event
for the developed site conditions.
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In addition, the City of Renton has required an additional 30% factor of safety to be
added to the calculated detention volume.
Detention Methodology
The volume of storage in the detention system and the peak flows associated with the
hydraulic design have been determined using the SBUH Hydrograph Method with Type
lA rainfall distribution and level pool routing. The computer program "��'ater��orks
4.12g" was used to develop and manipulate hydrographs.
Detention Analysia
Based on the existing topography of the site, the project area forms a single drainage
basin. Since the existing wetlands and their associated buffers will remain undeveloped
and will not contribute runoff to the detention system, these areas were not included in
the detention analysis. Therefore, the existing drainage basin is comprised of 4.05 acres
of lightly forested area. Under developed conditions, runoff from 4_OS acres of pervious
and impervious areas will contribute flows to the detention facility.
Basin Summary(Detention Analysis�
The "Basin Summary" lists the specific design parameters and associated references to II
derive the stormwater runoff values for each basin condition. The computational steps
outlined previously in the "Wetlands" section of the report have been applied to obtain
the existing and developed basin runoff quantities for up to the 100-yr/24-hr design storm '
event: li
I. Existing Basin Conditions '
A. Basin Area =4.05 acres I
1. Light Forest=4.05 acres '�
B. Soil Type I,
1. Alderwood Gravelly Sandy Loam: Soil Group "C" - 2.45 acres I
2. Everett Gravelly Sandy Loam: Soil Group "B" - 1.60 acres
C. CN Values
1. Light Forest (Alderwood Soils): CN= 81
2. Light Forest(Everett Soils): CN= 72
CNwe;gn�ed= [(2.45)(81)+{1.60}(72)]/4.05 = 77.44
D. Time of Concentration Travel Path
1. Sheetflow: 300 LF (light forest) @ S = 1.56%
2. Shallowflow: 85 LF (light forest)@ S = 1.56%
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Mr. i�an Gard Renton J.LC #98308.04
E. Precipitation
1. 2-yt/24-hr Design Storm=2.00" I'
2. 10-yr/24-hr Design Storm=2.90°
3. 100-yr/24-hr Design Storm= 3.90"
II. Developed Basin Conditions �
A. Basin Area= 4.05 acres �
1. Impervious Areas(i.e. parking, rooftops, etc.)= 3.57 acres ,
2. Pervious Areas (i.e. lawn, landscaping, etc.) = 0.48 acres
B. Soil Type
1. Alderwood Gravelly Sandy Loam: Soil Group "C" - 2.45 acres
2. Everett Gravelly Sandy Loam: Soil Group "B" - 1.60 acres
C. CN Values
1. Lawn(Alderwood Soils): CN= 86 �I
2. Impervious Areas: CN=98 �
D. Time of Concentration Travel Path I'
l. As a practical limit for developing hydrographs, a time of concentration of 5
minutes for impervious areas and a time of concentration of 10 minutes for
pervious areas was assumed for the hydrologic basin analysis.
E. Precipitation
1. 2-yr/24-hr Design Storm = 2.00"
2. 10-yr/24-hr Design Storm= 2.90"
3. 100-yr/24-hr Design Storm = 3.90"
A summarv of the detention calculations are shown below:
1. Existing 2-yr/24-hr peak runoffrate= 0.13 cfs
2. Developed 2-yr/24-hr inflow into the detention system= 1.52 cfs
3. 2-yr/24-hr release rate from detention system= 0.06 cfs
4. Existing 10-yr/24-hr peak runoffrate= 0.35 cfs
5. Developed 10-yr/24-hr inflow into the detention system= 2.30 cfs
6. 10-yr/24-hr release rate from detention system= 0.35 cfs
7. Existing 100-yr/24-hr peak runoffrate = 0.69 cfs
8. Developed 100-yr/24-hr inflow into the detention system = 3.16 cfs
9. 100-yr/24-hr release rate from detention system = 0.65 cfs
10. Required detention volume(w/30%factor of safety)=33,905 cf
11. Provided detention volume= 34,881 cf
12. Detention facility description:
The project's detention facility, which is located near the southeast corner of the property,
consists of a three celled combination wetpondldetention pond. The combined system
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Mr. L'an Gard Renton LLC #98308.04
has a total depth of 9.50 feet (i.e. 0.50 foot of sediment storage, 3 feet of wetpond
storage, 3.50 feet of detention storage, 2.50 feet of freeboard and emergency overflow
spillway). The control structure is located at the north end of the facility and discharges
flow to the existing Class II wetland.
13. Control structure information(combination structure):
• Orifice diameter for outlet pipe (elev. = 392.00): 1.25"
• Notch weir for 18"outlet riser(elev. = 396.40): L=0.85'
The detention calculations are provided in the Appendix of this report. In addition, the
"Catchment Area Map" has been enclosed, which shows the overall developed area
tributary to the detention system.
Detention System Overflow Analysis
In the event of an overflow condition, the 18-inch riser pipe in the control structure must
be designed to convey the maximum inflow tributary to the detention system during the
' 100-year/24-hour design storm. The developed basin hydrograph is routed through the
detention system using the level pool routing technique. For the purpose of the analysis,
it is assumed that the 18-inch riser and notch weir are the only means of release (i_e.
plugged orifice conditions) from the detention facility. This hydraulic analysis will
deterrnine whether this "discharge structure" will have sufficient capacity to convey the
peak runoff rate (i.e. 100-year/24-hour design storm) tributary from the developed site.
The riser has been designed to provide a maximum 0.50 feet of headwater (overflow
depth). The overflow water surface elevation will be determined to ensure that the
maximum 0.50 feet of headwater is not exceeded. It is also assumed that the detcntion
s_ystem is at its highest volume capacit_y.
Kno���n Desi�n Parameters:
1. Assumed l OQ-year water surface elevation= 397.���
2. Overflow riser elevation= 397.50
3. Allowable maximum water surface elevation= 398.���.
4. Detained basin infl���-t� detent�nn svstem Q,.��,;;;� , _ �= '
Overflow Analysis Result�
1. Outflow from detention system Q�oo�out>=2.62 cfs
(Qtoo�out>less than Qloo��,>due to detained vol. btwn. elev. 397.50-398.00)
2. Overflow water surface elevation= 397.82 < 398.00 Therefore, O.K.
The results of the analysis show that the 100-year/24-hour overflow water surface
elevation is below the maximum water surface elevation defined by the inside top of the
control structure. Therefore, the 18-inch riser has adequate capacity to accommodate
overflow conditions.
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Mr. [�an Gard Renton LLC #98308.04
Detention System Emergency Spillway Analysis
The emergency overflow spillway weir section has been designed to pass the 100-yr/24-
hr design storm event for the developed runoff conditions.
Known Design Parameters:
l. Qioo��,�= 3.16 cfs
2. Spillway side slopes= 3(H):1(V}
3. H=height of water surface above the emergency spillway= 0.35 ft
4. Elevation of spillway bottom= 398.75
5. Elevation of spillway top=399.50
Spillway Calculations:
L= bottom length of overflow spillway
_ [Qloo���(3.21H3``)] —2.4H
_ [3.16/(3.21x0.353�`�)]—2.4(0.35)
= 3.91 ft Use minimum length of 6 feet.
Core Requirement#4: Com�eyance Svstem
Ort-stte Co�rveyance Analti�.,i�
The on-site conveyance system for ihe� pi-uject has been anal��Led aiid de�i�ned to cun��eti�
the 100-yr/24-hr peak rate of runoff from the developed site. A backwater analysis of the
piped system has been performed to check the capacity of the system during the 100-year
design storm event. The analysis assumed a starting tailwater elevation of 397.50 (i.e.
submerged-out condition) in the detention pond, which correlates to the elevation for tl�e
required detention volume for the project (i.e. including the 30% factor of safety to t}�
, calculated detention volume). The conveyance calctilatic�ns and a "Catchment 1:
Map" are provided in the Appendi�c of this repon '
Off-site Carlveycrrrce Aj�
The minimum capacit� ` _ . _ _
consists of a 10" line at a slope of 0.63°�0. The capacity of this portion of the existing
system is 1.93 cfs. The new 18" re-routed off-site system has a minimum slope of 0.20%
and has a capacity of 5.10 cfs. Since the new system provides additional capacity, it is
suf�icient to convey flows tributary to the existing system.
Core Requirement#5: Erosion/Sedimentation Control Ptan
In the development of the project site, temporary erosion and sedimentation control
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� A�fr. !'an Garcl Re��toj�1,1.<_' �9h'30,k.0-�
(TESC) measures will be implemented to minimize the transport of sediment to existin1
drainage facilities, water resources, and adjacent properties. To accomplish this goal,
TESC measures will be installed and maintained in accordance with Best Management
Practice (BMPs) requirements. A TESC plan has been prepared as part of the
construction documents, which also includes a detailed construction sequence and the
BMPs to control erosion and sedimentation. The followin� is a list of BNIPs that �vill be
used to fulfill the minimum requirements: �
Minimum Recjurrej�rc�t�rs�
a. Clearing Limits
Prior to any site clearing or grading, areas that are to remain undisturbed durin��
construction will be clearly delineated with appropriate orange, plastic fencing.
b. Cover Measures
Temporary cover measures ti�ill be provided tc protect disturbed are�as. If�a portion of the
construction area will remain unworked for an extended period of time (especially duri��
the wet season), straw or plastic cover will be used. (?`�� �� ,� ;°' � '
gI'1d10ritS 0I' StOCkPl�e �rP2c �.t�ill al�n rAn�iir�� ��n���r� mA^ciirr-�
c. Perimeter Protecti
Perimeter protection to filter �ed►meilt trum storintivater runoit ���ill be iocated downslu;���
of all disturbed areas and will be installed prior to upslope gading. An appropriate B?�S
for perimeter protection consists of silt fencing.
d. Traffic Area Stabilization
Unsurfaced entrances, roads, and parking areas affected by construction activities will be
stabilized to minimize erosion and tracking of sediment to public roads and adjacent
properties. To provide a stabilized entrance/exit for the site, a rock construction entrance
will be installed.
e. Dust Control
Site watering may be used to minimize the transport of wind-blown soils to adjacent
properties, existing water resources, or if traffic hazards are apparent.
f. Wet Season Construction/Construction within Sensitive Areas and Buffers
To ensure sediment-laden waters are not transported off-site during the wet season or
near sensitive areas (i.e. wetlands), additional BMPs will be implemented and more
frequent monitoring/maintenance of the facilities will be required.
g_ Maintenance
The Contractor (with assistance from the Engineer) will be responsible for the regular
maintenance and compliance with all permit conditions relating to the TESC BMPs.
Additional BMPs will be installed as necessary and as site conditions require.
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.11r. [�'an Gnrd Kentaz IJ_C =9-�'_i0��'.0-1
Special Requirement#5: Special Water Quality Controls
As a result of developing the site, water quality measures will be implemented to treat
surface stormwater prior to discharge to the existing downstream system. The
development of the project site will create over 1 acre of new impervious area subject to
vehicular traffic. In addition, the detention system will discharge developed flows to an
existing Class II wetland. In an effort to mitigate these developed site conditions (as
required in Special Requirement #5 of KCSWDM Section 1.3.5), a wetpond system will
be constructed. The wetpond will contain a permanent pool of water (depending on the
frequency and quantity of inflow) to provide calm conditions to promote settlement of
solids and biological activity to breakdown pollutants in the stormwater. As required by
KCSWDM, the wetpond must be designed to meet the following performance criterias:
a. The design water surface area in the wetpond must be a minimum of one percent of �'I
the impervious surface area in the drainage basin contributing to the facility. I
b. The design volume of the wetpond must be a minimum of the total volume of runoff �''
from the developed basin using a water quality design storm event of one-third of the 2- '
yr/24-hr storm event.
c. The minimum depth of the wetpond is three feet with one foot of dead storage for
sediment. '�
Basin Summarv �Wetpond Analysis) ��
The "Basin Summary" lists the specific design parameters and associated references to '
derive the stormwater runoff values for the wetpond's developed basin condition. The
computational steps outlined previously in the"Wetlands" section of the report have been
applied to obtain the developed basin runoff quantities for one-third of the 2-yr/24-hr
design storm event:
L Developed Basin Conditions
A. Basin Area =4.05 acres
1. Impervious Areas (i.e. parking, rooftops, etc.)= 3.57 acres
2. Pervious Areas (i.e. lawn, landscaping, etc.) = 0.48 acres
B. Soil Type
1. Alderwood Gravelly Sandy Loam: Soil Group "C" - 2.45 acres
2. Everett Gravelly Sandy Loam: Soil Group "B" - 1.60 acres
C. CN Values
l. Lawn (Alderwood Soils): CN = 86
2. Impervious Areas: CN =98
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D_ Time of Concentration Travel Path ,
1. As a practical limit for developing hydrographs, a time of concentration of 5 '�
minutes for impervious areas and a time of concentration of 10 minutes for '�
pervious areas was assumed for the hydrologic basin analysis. �,
E. Precipitation
1. 1/3 of 2-yr/24-hr Design Storm= 0.67"
Based on the above design criteria, a required water quality volume of 6,261 cubic feet
was calailate�. The supportin� calculatic�ns are provided in the Ap�e�ndix �ectio�� of this
report.
Under standard City of Renton requircnlents, a biofiltration swale is required to treai
stormwater leaving the subject properry. Due to site constraints, a bio-swale is not
feasible. For situations where physical site constraints will not allow for the construction
of a bio-swale, the City of Renton requires doubling the volume of the wetpond storage.
Consequently, the required wetpond storage volume for the project is 12,522 cubic feet.
The wetpond portion of the detention pond/wetpond facility has an available storage
'� volume of 13,473 cubic feet.
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1:'J�Jf3-IJOS^,98�OSIEN(;RIDRANRTLIXJC PU��
• , .'11r. I'an Gnrd Renton I,I,C' #9f330h �
APPENDIX
L:UOB-.�'OS�98308'�NGR�DfLI/.'dRT1.IX)C Page 13
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Figure 1: Vicinity Map
L:UOB-NOSl983081ENGRlDRAAJRTI.DOC Page 14
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A. Detention Calculations
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MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
CITY OF RENTON DETENTION STANDARDS
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PBAK-> OUTFLOW STORAGB
<--------DBSCRIPTION---------> (cf5) (cfs) --id- --id- <-STAGB> id (Cfs) VOL (cf1
-------------------------------------------------------------------------------------
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50� 2-YR BRJ2-YR DBV ......... 0.06 1.52 1 3 396.32 10 0.06 20669.54 cf
10-YR BX!10-YP, DSV . . . . . .. . . .. 0,3s 2.30 1 3 396.62 11 9.3F 24?�9.03 cf
_i p� •��_;,; -��; ^ _ � - -- r -� ,
.�� f .. .. ., ��u . . .. . . . . . ,,. ... .,." ' ., _,.,. � ,., b.F�_ �..:��,,,=4 __
4/10/00 12 : 57 :41 am Bush, Roed & Hitchings, Inc page 3
MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
CITY OF RENTON DETENTION STANDARDS
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HYDROGRAPH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM RATE PEAK HYDRO Area
cfs min. cf\AcFt Acres
---------------------------------------------
---------------------------------------------
1 0 .128 660 6820 cf 4 . 05
2 1 . 521 480 24473 cf 4 .05
3 0 . 354 540 15094 cf 4 .05
4 2 .298 480 37332 cf 4 .05
5 0 . 687 540 25967 cf 4 .05
6 3 . 163 480 51779 cf 4 . 05
10 0 . 064 1460 9383 cf 4 . 05
11 0 . 346 980 20452 cf 4 . 05
12 0 .647 690 34776 cf 4 . 05
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4/10/00 12 :57 :41 am Bush, Roed & Hitchings, Inc page 4 '
MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
CITY OF RENTON DETENTION STANDARDS
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STAGE STOR.AGE TABLE
CUSTOM STORAGE ID No. 1
Description: DETENTION STOR.AGE
STAGB <----STORAG6----> STAG& <----STORAG6----> STAGB <----STORAG6----> STAGB <----STORAGB---->
(ft) ---Cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --AC-Ft- (ft) ---Cf--- --AC-Ft-
--------------------------------------------------------------------------------------------------------
--------------------------------------------------------------------------------------------------------
394.00 0.0000 0.0000 394.90 7595 0.1144 395,80 15190 0.3481 396.70 25279 0.5803
394.10 843.90 0.0194 395.00 8439 0.1937 395.90 16034 0.3681 396.80 26480 0.6079
394.20 1688 0.0387 395.10 9283 0.2131 396.00 16818 0.3875 396.90 27680 0.6354
394.30 2§32 0.0581 395.20 10121 0.2325 396.10 18076 0.4150 397.00 28880 0.6630
394.40 3376 0.0775 395.30 10971 0.2519 396.20 19278 0.4426 397.10 30080 0.6905
394.50 4220 0.0969 395.40 11815 0.2712 396.30 20479 0.4701 397.20 31260 0.7181
394.60 5063 0.1162 395.50 12659 0.2906 396.40 21679 0.4977 397.30 32481 0.7457
394.70 5907 0.1356 345.60 13502 0.3100 396.50 22879 0.5252 397.40 33681 0.1732
394.80 6751 0.1550 395.70 14346 0.3293 396.60 24079 0.§528 397.50 34881 9.8008
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MR. VAN GARD RENTON LLC �
BUSH, ROED, HITCHINGS, INC: PROJ. #98308 '
CITY OF RENTON DETENTION STANDARDS '
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STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. 1
Description: CONTROL STRUCTURE
Outlet Elev: 394 . 00
Elev: 392 . 00 ft Orifice Diameter: 1 . 2451 in.
STAGB <--DISCHARG6---> STAGB <--DISCHARGB---> STAGB <--DISCHARGB---> STAGB <--DISCHARGB---> '
(ft) ---cfs-- ------- Ift) ---cfs-- ------- (ftl ---cfs-- ------- {ft? ---cfs-- -------
-------------------------------------------------------------------------------------------------------- '
--------------------------------------------------------------------------------------------------------
394.00 0.0000 394.90 0.0399 395.80 0.0564 396.70 0.0691
394.10 0.0133 395.00 0.0421 395.90 0.0580 396.80 0.0704
394.20 0.0188 395.10 0.0441 396.00 0.0595 396.90 0.0716
?94.30 0.0230 395.2D 0.0461 396.10 0.0610 397.00 0.0724
394.40 0.0266 395.30 0.0480 396.20 0.0624 397.10 0.0741
394.SD 0.0297 395,40 0.0498 396.30 0.0638 397.20 0.0753
394.60 0.0326 395.50 0.051§ 396.40 0.0652 397.30 0.0764
394.70 0.0352 39§,60 0.0532 396.50 0.0665 397.40 0.0776
394.60 0.0376 395.70 0.0549 396.60 Q.0678 397.50 0.0787
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MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308 ',
CITY OF RENTON DETENTION STANDARDS
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STAGE DISCHARGFs TABLE
NOTCH WEIR ID No. 2
Description: 18" RISER
Weir Length: 0 .8500 ft . Weir height (p) : 2 .4000 ft .
Elevation : 396 .40 ft . Weir Increm: 0 . 10
STAGH <--DISCHARGB---> STAGB <--DISCHARGB---> STAGB <--DISCHARGB---> STAGB <--DISCHARGB---> I
(ft) ---cfs-- ------- (ft! ---cfs-- ------- (ftl ---cfs-- ------- (ft1 ---cfs-- -------
396.40 0.0000 396.70 0.4310 397.00 1.1434 391.30 1.9564
396.50 0.0863 396.80 O.b500 397.10 1.4082 397.40 2.2338
396.60 0.2393 396.90 0.8692 391.20 1.6803 397.50 2.5100
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MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
CITY OF RENTON DETENTION STANDARDS
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STAGE DISCHARGE TABLE
COMBINATION DISCHARGE ID No. 3
Description: ORIFICE AND NOTCH WEIR
Structure: 1 Structure:
Structure : 2 Structure :
Structure :
STAGB <--D?SCHARGB---> STAG& <--DISCHt�RGE---> STAGB <--DISCHARGE---> SiAGE <--DISCgAR�=--->
(ft1 ---cfs-- ------- (ft) ---cfs-- ------- (ft! ---cfs-- ------- (ftl ---cfs-- -------
-----------------------------------------------------------------------------------------------------
-----------------------------------------------------------------------------------------------------
394.00 O.00DO 394.40 0.0399 395.80 0.0564 396.70 0.5001
394.10 0.0133 395.00 0.0421 395.90 0.0580 396.80 0.1204
394.20 0.0186 395.10 0.0441 396.00 0.0595 396.90 0.9608
394.30 0.0230 395.20 0.0461 396.10 0.0610 397.00 1.2162
394.40 0.0266 395.30 0.0480 396.20 0.0624 397.10 1.4823
394.50 0.0297 395.90 0.0498 396.30 0.0638 397.20 1.7556
394.60 0.0326 ?9�.50 O.OS1S 396.40 0.0652 397.30 2.032�
7c1 ^i1 fi (1;�.-^ �cr G� n rr27 ,C� Gn 1 1;7A 7G� �� � 't1'-
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MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
CITY OF RENTON DETENTION STANDARDS
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BASIN SUMMARY
BASIN ID: 2DEV NAME : 2-YR STORM, DEVELOPED COND.
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 .05 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE . . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 .00 inches AREA. . : 0 .48 Acres 3 .57 Acres
TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 10 . 00 min 5 . 00 min
ABSTRACTION COEFF: 0 .20
PEAK RATE : 1 .52 cfs VOL: 0 . 56 Ac-ft TIME: 480 min
BASIN ID : 2EX NAME : 2-YR STORM, EXISTING COND.
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 . 05 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 4 . 05 Acres 0 . 00 Acres
TIME INTERVAL. . . . : 10 .00 min CN. . . . : 77 .44 0 . 00
TC. . . . . 74 . 52 min 0 .00 min
ABSTRACTION COEFF: 0 .20
TcReach - Sheet L: 300 .00 ns : 0 .4000 p2yr: 2 .00 s : 0 . 0156
TcReach - Shallow L: 85 . 00 ks : 5 . 00 s : 0 . 0156
PEAK RATE: 0 .13 cfs VOL: 0 . 16 Ac-ft TIME : 660 min
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4/10/00 12 : 57 :41 am Bush, Roed & Hitchings, Inc page 1
MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
CITY OF RENTON DETENTION STANDARDS
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BASIN SUMMARY
BASIN ID: 100DEV NAME : 100-YR STORM, DEVELOPED COND.
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 . 05 Acres BASEFLOWS : 0 . 00 cfs
R.AINFALL TYPE . . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA_ . : 0 .48 Acres 3 . 57 Acres
TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 .00 98 . 00
TC. . . . . 10 .00 min 5 . 00 min
ABSTRACTION COEFF: 0 .20
PEAK RATE: 3 .16 cfs VOL: 1 . 19 Ac-ft TIME : 480 min
BASIN ID: 100EX NAME: 100-YR STORM, EXISTING COND.
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 .05 Acres BASEFLOWS : 0 . 00 cfs
R.AINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 4 .05 Acres 0 . 00 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 77 .44 0 . 00
TC. . . . . 74 . 52 min 0 . 00 min
ABSTR.ACTION COEFF: 0 . 20
TcReach - Sheet L: 300 . 00 ns :0 .4000 p2yr: 2 . 00 s :0 .0156
TcReach - Shallow L: 85 . 00 ks : 5 .00 s : 0 . 0156
PEAK RATE : 0 .69 cfs VOL: 0 . 60 Ac-ft TIME : 540 min '�
BASIN ID: lODEV NAME : 10-YR STORM, DEVELOPED COND.
SBUH METHODOLOGY '
TOTAL AREA. . . . . . . : 4 .05 Acres BASEFLOWS : 0 .00 cfs
RAINFALL TYPE . . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 .48 Acres 3 . 57 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 .00 98 . 00
TC. . . . . 10 .00 min 5 .00 min
ABSTRACTION COEFF: 0 .20
PEAK RATE : 2 .30 cfs VOL: 0 . 86 Ac-ft TIME : 480 min
BASIN ID: lOEX NAME: 10-YR STORM, EXISTING COND.
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 . 05 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 4 . 05 Acres 0 . 00 Acres
TIME INTERVAL. . . . : 10 .00 min CN. . . . : 77 .44 0 . 00
TC. . . . . 74 . 52 min 0 . 00 min
ABSTRACTION COEFF: 0 .20
TcReach - Sheet L: 300 .00 ns : 0 .4000 p2yr: 2 . 00 s : 0 .0156
TcReach - Shallow L: 85 .00 ks : 5 . 00 s :0 . 0156
PEAK RATE: 0 .35 cfs VOL: 0 .35 Ac-ft TIME: 540 min
� � A1r. Van Gard Renton LLC #98308.04
SOIL LEGEND
The Firsr caD��a� lettcr is rhe inirial w�e of rF»soil name. A secord copirol letter,
A, B,C,D, E,or F, Irdicates rhe closs of slope. Symbols without o slopa lerter
ore�hose of neorly level soils. '�,
SYMBOL NIUAE
� Ag8 Alderwood qrarelly sordy loom,0�0 6 percent slopes
' AaC Alderv.00d grovelly sondy loom,6 to 15 percent slopes
AgD Alderwood grovelly sondy loom, IS ro 30 percen�slopes
AkF Alderwood ond Kirzop soils,ve.y steep
AmB Arenrs, Alderwoad marer�ol,0 To 6 percenr slopes•
� AmC 4renrs, Alderwood nwreriol,6�0 15 percenr zlopes� '
� An Arenis, Evereti materiol•
i BeC Beous�re grovelly sandy loum,6 to IS perceni slopes
BcD Beausire gravelly sardy loom, 15*0 30 percenr slopes
I BeF 3eausire gravelly sandy loom,40 ro 75 percenr slopes
eh 3ellingham silt loom
Br ?riscot s�lr loam
I Bu B�ckley silt loom
C6 Coasrol Beaches
Ea Eorlmont silt lonm
IEd Edgew�ck f�ne sondy toam
� Ev6 Everefr oravelly sandv loam, 0 ro 5 xrcent slooes
I Ev� E�e�err gravelly sondy loom, 5 to 15 percmt slopes
�� EvD Everetr gravelly sondy loom, 15 ro 30 percent slopes
�, EwC t�eretr-Alderwood g�avelly sandy looms,6 to 15 percent slopes
InA Indianola loamy fine sond, 0 to 4 percenr slopes
InC Indianola loomy fine so�d,4 to 15 percent slopes
InD Indianola loamy fine sand, 15 to 30 percent slopes
Kp8 Kirsap s�lt loam, 2 ro 8 percenr slopes
KpC Kirsop silt loam, 8 to IS percenr slopes
Kp� Ki*sap silt loom, 15*0 30 percent slopes
� KsC 'r(1v�s gravelly loomy snnd,6 to 15 percent slopes
I
Nb Mixed all�v�ol lond
� I ' NeC Neilton very grovelly loamy sand,2 ro 15 percenr slopes
Ng Newberg silt loam
� Nk Nooksack silt loam
No Nofma sandy lonm
Or Orcas pear
IOs Oridio silt loom
� OvC Ovoll gravelly loam, 0 ro IS percent slopes
� OvG Ovall gravelly loam, IS ro 25 percent slopes
� OvF Ovall grovelly loom,40 to 75 percenr slopes
Pc ?i�cnuck loomy fine sand
Pk ?�Ich�.ck f�ne sandy laam
Pu ?uger silry clay loam
Py Puyailup fine sandy loom
RaC Ragnor i�ne sondy loam,6 ro 15 percent slopes
�'�, Ra0 Ragnar fine sandy loom, 15 ro 25 percenr slopes
�' RdC Rognar-Indianola associarim,slooing�
' RdE Ragnar-Indianola assxiation, moderarely sreep•
� � Re Renro�siir loam
Rh Riverwosh
$o Salal silt loom
Sh $ommomish silr loom
Sk Searrle mvck
$m SM�ulcar muck
Sn Si silr :oam
So Snohomish s�lt Imm
y $nohomish silr loam,thick surface vorianr
$u Sultan silt loom
Figure 2: King County Soils Map Legend
L:UOB-NOS�983081ENGRIDRf1INRTI.DOC Page 16
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' ICING COUNTY, WASH [ NGTON, SURFACE WATER DESIGN MANUAL
(2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20
CN points). However, high CN areas should not be combined with low CN areas (unless the
low CN areas are less than 15°� of the subbasinl. In this case, separate hydrographs should be
generated and summed to form one hydrograph.
FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY
HYDROLOGIC HYDROLOGIC
SOIL GROUP GROUP• SOIL GROUP GROUP•
AI rw Orcas Peat D
Arents, Alderwood Mater'�al C Oridia D
Aren:s, Everett P,Aaterial B Ovall C
Beausite C Pilchuck C
Bellingham D Puget �
Briscot D Puyallup B
Buckley D Ragnar B
Coastal Beaches Variable Renton D
Earlmont Silt Loam D Riverwash Variable
Edgewick C Salal C
Everett A/B �Sammamish D
I �anola Seattle D
Kitsap C Shacar D
Klaus C Si Silt C
Mixed Allwial Land Variable Snohomish D
Neilton A Sultan C
Newberg B Tukwila D
Nooksack C Urban Variable
Normal Sandy Loam D Woodinville D
HYDROLOGIC SOIL GROUP CLASSIFICATIONS
A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting
chiefly of deep, well-to�xcessively drained sands or gravels. These soils have a high rate of water
transmission.
B. (tiloderately low runoff potential). Soils having moderate infiltration rates when thoroughty wetted, and
consisting chiefiy of moderately fine to moderately coarse textures. These sols have a moderate rate of I
water transmission. !
C. (Moderately high runoff potentiai). Soils having slow infiltration rates when thoroughly wetted, and
consisting chiefty of soils with a layer that impedes downward movement of water, or soils with moderately
fine to fine textures. These soils have a slow rate of water transmission.
D. (High runoff potent�al). Soils having very slow infiltration rates when thoroughly wetted and consisting
chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a
hardpan or clay layer at or near the surface, and shallow soils over neariy impervious material. These soils
have a very slow rate of water transmission.
* From SCS, TR-55, Second Edition,June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretatio�
Record, Form #5, September t988.
�y',
� 3.5.2-2 11/92
. I4ING COUNTY, WASHINGTON, SURFACE WATER DES [ GN MANUAL
TABLE 3.5.2B SCS 1'VESTERN WASHINGTON RUNOFF CURVE NLTME3ERS
� •
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982)
Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1 A
rainfall distribution, 24-hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
I.AND USE DESCRIPTlON A B C D
Cultivated land(t�: winter condition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 82 89 92
Meadow or pasture: 65 78 85 89
Wood or forest land: undisturbed or older second growth 42 f� � 8�
Wood or forest land: young second growth or brush �5 � �
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 O gp
fair condition: grass cover on 50°�6 �
to 75°�6 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 9 98
Open water bodies: takes, wetlands, ponds, etc. 100 t00 t00 t00
Single Family Residential (2)
Dwelling Unit/Gross Acre °ro 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 jGA 34 of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46 i
i 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 detaited 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/storm system.
(3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers.
�.
� 3.5.2-3 . 11/92
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' 1� ING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
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100-YEAR 7-DAY PRECIPITATION j '� ' _ -�, ��� �
, ; � 3.4 ��ISOPLUVIALS OF 10QYEAR 7-DAY ,`Q�� �', � � • � , �S,{
� TOTAL PRECIPITATION IN INCHES i ,�O' � . } '�'--4�� � 13 Q
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L:VOB-NOS1983081ENGRIDRRINRTI.DOC Page 18
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MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
100—YR/24—HR OVERFLOW ANALYSIS
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LEVEL POOL TABLE SUMMARY
MATCH INFI,OW -STO- -DIS- <-PEAK-> ODTFLOW STORAGB
<--------DBSCRIPTION---------> (cfs) lcfs) --id- --id- <-STAGB> id (Cfs) VOL (cf;�
-------------------------------------------------------------------------------------
-------------------------------------------------------------------------------------
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4/10/00 1 :20 : 3 pm Bush, Roed & Hitchings, Inc page 2
MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
100-YR/24-HR OVERFLOW ANALYSIS
HYDROGRAPH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM RATE PEAK HYDRO Area
cfs min. cf\AcFt Acres
---------------------------------------------
---------------------------------------------
1 3 . 163 480 51779 cf 4 . 05
10 2 . 620 500 51779 cf 4 . 05
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MR. VAN GAR.D RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
100-YR/24-HR OVERFLOW ANALYSIS
-------------------------------------------
-----------------------------------------
C U 5'1'l;
Descr
J.na., .__'_�1'�:.na_____. J.n.,� <____J.�...._�____. J...,� c____.,...f.n..�____. ..:nJ_ .____�1'_�C.na�___ .
Ift) ---Cf--- --Ac-Ft- (ft1 ---cf--- --Ac-Ft- (ft) ---Cf--- --Ac-Ft- (ft) ---Cf--- --AC-Ft
----------------------------------------------------------------------------------------------------
----------------------------------------------------------------------------------------------------
391.50 0.0000 0.0000 397.70 2624 0.0602 397,90 5249 0.1205 398.00 6561 0.1��_
397.60 1312 0.0301 397.80 3937 0.0904 398.00 65b1 0.1506
' �
4/10/00 1 :20 :3 pm Bush, Roed & Hitchings, Inc page 4
MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
100-YR/24-HR OVERFLOW ANALYSIS
STAGE DISCHARGE TABLE
RISER DISCHARGE ID No. 1
Description: 18" RISER
Riser Diameter (in) : 18 .00 elev: 397 .50 ft
Weir Coefficient . . . : 9 .739 height : 398 . 00 ft
Orif Coefficient . . . : 3 .782 increm: 0 . 10 ft
STAGB <--DISCHARGB---> STAGB <--DISCHARGB---> STAGB <--DISCHARGB---� STAG6 <--DISCHARGS--->
Ift) ---cfs-- ------- (ft1 ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- -------
-------------------
397.50 0.0000 39T.60 0.4620 391.80 2,4004 398.00 5.1649
397.50 0.0000 397.70 1.3D66 397.90 3.6957
.
4/10/00 1 :20 : 3 pm Bush, Roed & Hitchings, Inc page 1
MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
100-YR/24-HR OVERFLOW ANALYSIS
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BASIN SUMMARY
BASIN ID: 100DEV NAME: 100-YR STORM, DEVELOPED COND.
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 .05 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 .48 Acres 3 . 57 Acres
TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 10 . 00 min 5 .00 min
ABSTRACTION COEFF: 0 .20
TcReach - Sheet L: 300 .00 ns :0 .4000 p2yr: 2 .20 s : 0 .0100
TcReach - Shallow L: 400 .00 ks :5 .00 s : 0 . 0100
impTcReach - Sheet L: 300 .00 ns : 0 . 0110 p2yr: 2 . 20 s :0 .0100
impTcReach - Shallow L: 400 .00 ks :27 . 00 s :0 . 0100
PEAK R.ATE: 3 .16 cfs VOL: 1 . 19 Ac-ft TIME: 480 min
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:t1r. !'an Gard Renton Ll,C �98308.0�
C. Wetland Basin Calculations
- - --- - ----- - - ---- -- -- ----- - �__
L:voa-,vos�9s�n���,��cn����R1�1.Uoc Pa�e l9
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4/10/00 12 : 58 :0 am Bush, Roed & Hitchings, Inc page 1
MR. VAN GARD RENTON LLC
BUSH, ROED, HITCHINGS, INC: PROJ. #98308
CITY OF RENTON DETENTION STANDARDS
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BASIN SUMMARY
BASIN ID: RECHARGE NAME : 2-YR, RECHARGE FOR WETLAND
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0 .38 Acres BASEFLOWS : 0 .00 cfs
RAINFALL TYPE . . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 .00 inches AREA. . : 0 . 00 Acres 0 .38 Acres
TIME INTERVAL. . . . : 10 .00 min CN. . . . : 0 .00 98 . 00
TC . . . . . 0 . 00 min 5 . 00 min
ABSTRACTION COEFF: 0 . 20
PEAK R.ATE : 0 .15 cfs VOL: 0 . 06 Ac-ft TIME: 480 min
BASIN ID: WETLAND NAME : 2-YR, EX. FLOW TO WETLAND
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1 . 86 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE . . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 .00 inches AREA. . : 1 . 77 Acres O .d9 Acres
TIME INTERVAL. . . . : 10 .00 min CN. . . . : 81 . 00 98 . 00
TC. . . . : 17 . 15 min 5 . 00 min
ABSTR.ACTION COEFF: 0 .20
TcReach - Sheet L: 150 .00 ns : 0 . 1300 p2yr: 2 . 00 s :0 .0150
�i PEAK RATE: 0 . 17 cfs VOL: 0 . 10 Ac-ft TIME : 480 min
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A1r. Y'an Gard Renton LLC #98308.04
D. Wetpond Calculations
L,:UOB.�'OS�983081F�'GR+DR�1I.'VRTI.DOC Page 20
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4/10/00 12 :57 :51 am Bush, Roed & Hitchings , Inc pa�
MR. VAN GARD REN"�'' r r �
BUSH, ROED, HITCHINGS, INC: PROJ. #9830
CITY OF RENTON DETENTION STANDARDS
---------------------------------------
---------------------------------------. .
BAS IN StTMM1yPY
BASIN ID: PT-WQ NAME : 1/3 2-YR STORM, DEV. COIv'D
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 4 .05 Acres BASEFLOWS : Q . 00 cfs
RAINFALL TYPE . . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 48 Acres 3 .57 Acres
TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 10 . 00 min 5 . 00 min
ABSTRACTION COEFF: 0 . 20
PEAK RATE : 0 .39 cfs VOL: 0 . 14 Ac-ft TIME : 480 min
• �
Mr. Van Gard Renton LLC #,98308.04
E. Conveyance Calculations
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� s � STORM WATER DRAINAGE NOTES
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; Q J� '.---___ _-.. �-__ _.__��'6P-�s . -I�. . .�a�_ � LPTEST EOIiION OF THE 'STANDARD SPEGFlCAt10N5 FOR ROPD.
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� n 'J 3 .aw' �r�[ �..,,�,' I� 3�3.53 - � .` - ___"- -.--. _ W.S.D.O.T.. PND THE AMERICFW PUBLIC M'ORKS a550CIA710N "'
� ;e r ..._Hari= ;?i • �At -- , - �--�:sc- {A p). S AME.NDED BY THE qTY OR RENTCiJ. � ' -
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� a ' - � FOR�SITE R 4D IM E TS +- PLANS YflLL REOUIf�NRITTEN PPPROVAL FROM THE pTY OF ��
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' ��� • .sF+s� _�n�sr iae vm eeoeo ; �+• � ��:_. . .. _ ' - - s,ay. SiIE WHENE4fR CONSTRUCTION i5 IN PROCftE55 I �.
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'--1 e 4. A COP OF iHESE APPROVED PLANS MUST BE
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� `i./ C� ,^ q- ., �... �.�• .. i � > � : P �'7� - -- ! -'., ARE NOiED ON 7HE PLANS AN YA KEYMAP SCAIE: / =200�
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p ��a' E���}8S OPERATION PRqR TO CLEARING M70 B111L01NG CONSTRUC710N.
� Z --' - � � - . �_ ---. ,,yr 6. ALL SEqMENTA710N,�EROSION FAGLIl1ES MUST BE IN
-953� 4p0 50 S ER
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Q ,S ,��� .QC-4W.3S _ ��9 75 � 3 398.8G 'k 16F.39• _LE;,y�9..91 AI�D iHET MUST BE SA71SFACTORLY MAINTlJNED UNTI
� .,� 3�-� __ - . ' p ,9 _ _ CONSTRUCTION 5 CONP�ETED ANO THE POTENTIAL FOFt
� Q .' � 99.�7 32J8.8 - � �' � E 39.`g ' - ON-9iE EROSION HAS PASSED. LEGEN� \�
g � �Z ,_ � JS a }9B.95 s.. _.�_. 2 H.1 V SUE A�. 7. !LLL RETENTION �
�O "'-"? _ � �9� ( } ( ) /UETEN110N FACILITIES Mi15T BE INSTALLED
� � �.. s~�! , in `� � �� `i � 399s55 Z�`-.�� MA7CH E7(ISTING CRADE AT AN� M OPERATION PPoOR TO OR IN CONJUCTION YN7H ALL I
; W � i �``' � � �� ��- � . ' -- - -_I O1 PROPERTY UNE(TYP.) C O N S T R U C T t O N A C i 1 N T Y U N L E S S O T H E R W!S E A P P R OV E D B Y i H E FINISH CCt�TOUR -398-
� a� 400.,90 ' - � y_��� - - � DE�fLOPMENi SERNCES pN90N. �
;I E ie`�_ `r EXISTING CONTWR
��� 9995 B. GRASS SEm YAY�PPPLIf�BY HYGROSEEDING. tHE '-'--
J e ���- -•� � GRA55 gE0 NIXil1RE,OT}fR 7HAN qTY OF RENTON
�qiR�i Q,JCEPJ - , AFPROVED STANDARD t/U�S. SHALL BE SUBNITTED 8Y A PoDGE LWE - R---
LANDSCPPE ARpN7ECT AND PPPROVEO BY THE DEVROPEMENT �
� o o � 'Jr_ �TC�F.-� � ,;.y. -_ I . � SERNCES DIN90N. PoP-RAP
s G`+Z y= ���,vD BLCG. �' #, ; i s' STOFtM DRaN
� �� 3Q !�r.' �FIV� ��� 400.90 - .�I G.EANOUT�TYP.� r 9. ALL PIPE PHD APPVRTMIENCES SHALL BE I:.ID ON A
E� . �'-� .-��� ��..:_ PROPERLY PFi�PfJ�D FOUNDATION IN ACCOFtDANCE MiH E7(ISTINC GRADE ELEVATION ,:"�
TNPO���=.H .I
� -�-� nW = �,j. � �\ 394:25 �I SEC110N 7-02.3(1)aF 7HE CURRENT STA7E OF W.45}NNGTON ]9s.e5
�[�] �a 4 99. 98.87 ' '�, - .�_�._-.-._ STIJiDFRD SPECRICATION FOR ROFD AND BWDGE
\c ` �87 "-I , •uo6kE Hr1E CONSTRUCnON. Ri5 S�nii In0.UDE nE�SSMv LEVEUNG OF FINISH GR?DE ELEYATION �-
� U a ,, �y! �•� - � � �1� THE 7RENCH BOTTON OR 1ME TOP OF THE rC{1NDATION
a oE ��I� C1R�CTR 1�L - ,1 3 ..�' ! .:._' . I p�l�-___'__'_' MATEPoAL AS'MELL AS PLACEMENT Wlfi COMPACTION OF ' �.
6 SD O O.SOX rC ' �N 9• ?` � �2' TM' � �� RE��U�RED BEDOING NATERIAL 70 UN�ifORM GRADE SO THAT THE NEW CONCRE7E WALK �
�: � `Q o 400.90�-�� � O R� T�� . .�. �=3��� cNTIRE LENGTH OF 7HE PPE IMLL BE SUPP�?TED ON A �
�� i �. O -. �(�f���� . �- � � �'� � GRAPHIC SCALE VMFORLY DENSE UNYELDING BASE. Wl PIPE BEDDMG SHPLL
L C 'I) 4 -�= Sna fp E�+TR-..I. .-.,�•r+;�•� _�•.-E 9E PPWA CLASS'C". N11H THE EXCEPTipN OF FVC PIPE. ALL AC PA'JING �
o i .., � a`� . 399.95 T�EN01 BACKFlLL SHALL BE COAIPACIEO 70 MINIMUM 95R FOR
au -�o• -` � , . ..2- =""`399_ZS QFFl`� p �AVfMENT PND STRUC7URAL FlLL FNG 907.OTHERMSE PER
INTAKE �27A , .;399 . N •. � � AS1H D-1557-70. PEA q2avEL BEDGNC SHa1L 8E 6" OVER
= W/ TRASN RACK 3 3.2t -4�•� i i'+Fc�T) -Vv0 UNDER P YC PIPE NE'N BUIIDING WALL
;� �� IE=395_8t r �. `'. •. F _=� I ioc.g- • � 6' ROOF DOMNSPOUT n�n= zo r�
;
� /FIELD AD�J$ � �� ���339:25 � I 11GHT1JNE O O.SOx MIN. �a GALYANIZED STEEL PIPE AN�ALUMINIZED STEEL PiPE FOR
��� ` .. ---`-� � 9: � . \ ..-.. ..,I I �TYP�CAL� M1 DRAINAGE FAqLITIE$$HALL HAYE ASFHAL'TRE0.Th1ENT/1 STORM DRA:N PIPE �- �
�� o' -_-... -- „ . . �" _._._ _ OR BETfER IN9DE AND OVTSIDE.
� . /'.. ,, -� . -_.. '<(Hl 1(V)9DE AOPE.
4� ((� r27� ��'' ;�, r� 395.Y� � 399 ZS .<' i '-� �- -i--.{� �E . NATCH EXISi1NG GRPDE AT '1. S7RUCTURES SHALL NOT BE PERIA7TE0 H7THIN �0 FEET OF ROOF DOWNSPWT TIGHT LINE --------
uc � � ssoc PROPERTY LINE(TYP.) ThE SPftING Ulff OF PNY STIXiM DRAINACE PIPE. DP. 15 FEET
W/ SOIID UD w', �c _ _ ., ': ' � s�s srw� Faara n�e roP oF nrar cr+nru+E�ennK. O �
�=4�� - � W � Q � 39�25�5} STORM ORAIN NrWHOLE ;TWE II)
t>' I
N ��b IE=39S.74 - --- Y . � _ 12 ALL CATq1 BASIN GRA7E5 91AL1 BE DEPRESSED O.�O
Y�.e . 399.�3 . .Er+o•.r v�cC Hi�t r�x-�� c � F£E�BELOri'PAYEAIENT LE`!EL CAT� BASIN (iYPE I) �
n �.°� �- -- __..l -----__._.. .���I 12" $D e�R 399�5 -'� ��.1TM>1 vc��.t �.ni�c F��_._�_----T'�-- %vo e�.m_-��:a,euu owt
_ -Ey -- I TE=396.30 73. OPEfI CUT ROM CROSSINGS n+RoucN Ewsnnc Pueuc
^ - - ' PoCHT-OF-WAY WILL NOT BE ALLOWED UNLE55 SPECIFlCALLY TW TOP OF WALL
APPRO'JEO BY THE qTY OF RENT�N1.
� c�sc � AREA DI#NN /ZfiA� �79X __ __ ; I INTAKE /35A `�' ��-� =�-�--
�� RIM=39G.90 - " � _ � _ 14. ROCK FOR EROSION PROTECTI�fV OF R�.4DSIDE DITQIES BW BOTiOM OF r,F��
9a•� W��RASH RACK � �" YrHERE REQUIRED, SHALL BE OF SWND WN2RY RQ,"K PLACED
� � � � IE=395.�2 ,�pn{ . ,�'�� 399.25 i9?..?5 98.85 . �� � �=394.26 - � i��-F'-""-_-�"- I TO A OEPTH OF� f00T AND MUST NEET THE=QLLCN1NG TOC TOP OF LLi�-
� - cr+_ r,_._�- : �� t �� � ,� ! � SPf(]FlCATIONS: 4"-8'/4qS-70x?ASS1N�: 2"-4'Rxf(/30
� , - :' 39995 I( � X-Lpx PA54NG: N10-2�ROCK/ipR-20X PASSING. �-
_ 47 C1R/CTR 6' I � � , 3e�.se � � � ----- �
f #� $� Q�,� �" - -- � ry _- `! }� . 15 4LL BVILDING COMNSPOUTS q11D FO('iilN�GRAiNS SHALI.
� �.� � �y � � � : � � � S� BE CONNECTED TO 1HE STCRM DRNNAGE SYSTEM, UNLE55
��Y�. :._ , ., ,. : � ,U .O .- � . .' �GRADE TO DRF�'N I I , APPROY£D BY 7HE DEVELOPMENT SERt10ES qY1SION. AN
-. = 'i x `r�*' ' �'� '°� -. h Q �-�- - ' .' I) I I ,� TW=4QQ.pQ ACCUQATELY�M/fN510NED GERTIFIED AS BUILT LK2AMNG Of
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r� �� u 2 +.-' _ _.._. -_ 39_.1.; h -.
_ a -- - ^ S�� 3 9 8.9 0� 39915 "�.�.\339.7G ' � �� B M=395.4t ' TMiS GRAINAGE SYS7EM W1LL BE SUBMT ED Tn 7HE CTr OF
_ ry� �.. .'�� „� L ,� `� (MATCH E1C GRMEJ j R�-\TJN IPON COMPLE710N.
x ' � 4C C7 39� '� . '�
`I � r , � � lo. ISSI.FN�E CF THE B�ILC9N: CR CGNSTP...CT�ON=ERMIT 8`
a THE ry?r�'JF RENTON DOES NOT REUEvE TFiE OYNEP.OF Tt�
� � v e F� = 35���� � '�� � � ,roc 3��a � I �
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' r `� �� � -:3 9 9. 0 I � �=4�.0� � ! PrZOPEF i�h O�i�NiN�TANG rMNN T NNANCE i OF THE FSYS EN
N j � � m .`W�SOUD UD IV A 39.30 � �, I � I NATCH Ex.. GRADEI
,� p' ;�iNd=399.80 N � _ : " t44' CiR CiR I! �� PROYIDEJ DURMG consrnucri�rv_
p _� '•IE=395.28 I.- c9i J . �a'. +M�Y �
�F'! lad, 59� g�s• EN'�??�' ;,,p " 12' SD �0.20% � � � Tw=aoo.00 i'. n�E cer+macToa si+���e_ pESPonse�E =c+�PRo�oiNc.
(6 W dc 12�NdcS). •
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�a, �� � ., ' EOUWMENT, FL4G�ERS, AND ANY OTHER NEE�ED ACTIONS TO
(� '. I ; r- :c I� 3 9`3 1 ��T�,;= 99.8.^, .' . I (MATCFi EX. GRAPE)
c� � �..� 3, 399.?0 � �, i PROTECT nlE IJFE,HEALhI, nND SnFETY OF TtiE PUBUC. ANG
� CB �IO, TY. � 1 ' � I TO PROIECT PROPERTY IN COfINECTION mn� 1HE
1 T0�=399.92 �
,`.,jE-�9.(�Ij � G� ROOF DO SPOUT I � �� � PERFOf2MANC£ OF NQ2K COVERED�Y THE CONIRACT. PNY
a -,�: � '��E=395.90 �. 3 �9z TIGHTUNE A 50R MIN. � � Tw=soo.oa woRK w�nan �+E mav��Eo RicHT-oF-aar rN.ar u,cr
` • -- {TYPICAL� � � I BW=396.7t A7PROYED �MC CONiROL PLAN BYLTHE iRANSPORTAiION ►L
��� , � (MaTCH ex a?neE� � °�� �, s"�l� GRADING AND
� p 'n } _ 9� �� �399.5� � ��� I CQ a Mi
� , � �- . - � DIV7510N. ALL SECTIONS OF THE W.S.D.O.T. ST4NDAR0 Q.�A'�/\,�Q� ta O�,POR't1�a DRAtNAGE
¢ , SPECIFlCATIONS I-0'-23. TRAFFIC CONIROL. SMAL�AP°LY.
o� � MATCH LINE - SHEET C5 �
o PR�.IE�CTE L0.:ATRONN s Mi�i+INSn+Esna F�Pao�CRP��IJFAREA. �B�q A� � �USEAL�n PLAN - NORTH
O c� ' � 19. ACCEPTABLE NAIERIAIS fOR P�PES LPBELED'S0� - Fy.��s� � T959 SHEET C4
s'4Utt E`�' w'�il�
CHECKED FOR COMPLIANf:E
a o � �� TO CITY STANDARDS
t�o� �a�aN caracr�� �„�, z�,:,,
p��� v� � •C�FiRUGATED HICH DENSITY PQLYE7HYLEN�PIPE
98308.04
a (CPEPj - SNOOTH INTERIOR. Date__
�o �f � BUSH� ROED d[ HITCHINGS� INC. oate__
��Z n� � 'POLYNNVL CHLORIDE IP�C)SEOEP PIGE.
�PYC SMOOTH INTERiC�It YATH �RUG�T`C RiB � a�� �NEERS k LAND SURVEYORS Date__
'�o •HIGH DENSITY P0.YE7H1'LENE PIPE(HGPP) .�� Z� uivoa nvE-casr
W� FxTERiOR. ��p�� ���o.t���.�
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J � E-N+1L.'t50�liNNF00M
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� ;. � IE� 397.00 � 1 � ' 1Ok98' CTR CTR 12' 9 0.50X ` ��4�
� � Q Z � � ; �n.::. 4�+192` 3 399.92 . _ � 39992- __ -_ _ 39992. � � �J5.14� C��C7R TM=400.92 �
� �'�.. �/ � � � ,- 81Y=335 St �
� W 10t I a �.� � ... � .f . ��� 141.00' CTR CTR 18" �.3�.'2 12' SD O C�.51R ' I
Z =� i'. I x�! , ' . ' - . - _ � Sa A D.�.Zi 93.30� C� C� (NP.T�ti E}:. GP.ADE) I �
' 717.51�'C CZR"18' SO �0.30X J
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' i.;'{ ' 1f=399.15 TE=394 0 TE=399.15
' `� � � �� _ --,-- _ ._.. .__ IE=395.75 12'N �=399. IE=395. IE=395.33 99 z n"-;°092 ,' - KEYMAP SCALE: 1'=200•
� � � IE=393_9 BW-=395.53
x 1� aotz5l: CB /25, 1Y. �L_ , � � 1E=394.25 (1�E�1A� (18' EdcYY� (NAfCM EX CR.4LE;`
� � Z , SEE DTL S�_T. C7 IE=393.9 (12' N) BLDG "E' sa� �24. n. u-aa' � �
� Z Q � �a�oo ti� : ; .v w/sa�o uo s9�9z� i � _
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p � H�x"3'§1(?�� I 0 �8 /a. 7Y.��L ��' ROOF SPOUT 1E=399.25 N iw=aoo.92 >�
� Q I �' �_��.�(18"EkW h 12•N) 1 0 � ��99.89 �FITLINE O.SOx MIN. �' IE=395.28 12' NkS N i
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, � I .�,t D � �Q . 399.92 / • ' �� � 359.32 SEE DTL SHT. C7 1';:
; z 1M/SOUO i SI: 1 18' SD O 1 J4R _ -'_. . '.-: _ r._��.
� � 7E=401.12 - � . - _--- ----.-_- _ __-___ _____ _ ."_� 3999- �- __ y ' � iw=a00.92
IE=395.87 6�N) „ 1240' CTR/C1R 3s9.92� � � 3�9'` 71.74' C1i2/CiR ' SD O 0.84R 71.74' C7f2 C7R 1 SD O 0.84X � 49.70' C1R C Ea+�=3ss.st
y� IE=394.87 1 ERI� � �y 87 ;A: z� 12� SD O 0_24x �
/ c:•�T��Ex�i GRAPHIC SCALE
� . I : .� �-- - -o� z � ;° 399J2 I V z99J7 . 33497 ta9.92 349. t2� $� 0 0.84X TW-400.92
� a P � i �tt C8 /7. TY. 1 � m " 3g9J
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