HomeMy WebLinkAboutSWP273230 SWA Utility Billing Assesments by Parcel Number:
Commercial Property
TAX LOT#: 13119900065 Date to Finance Dept F—o1/20/2006
Site Address: 2001 NE 9th Ct
Spring Brook Ref.#: NEW
Assesment IOW LOT AREA(sf) 37400
Impervious (sf) 15085
LOT AREA(acres) F 0.86
OWNER(S): 917 Aberdeen Ave LLC
Bill To: 917 Aberdeen Ave LLC, C/O Mike Sarver
528 lOTH AVE
KIRKLAND WA 98033
Description:
Aberdeen Park Townhomes
ID number 593 Plan# 3230'
E trigger permit nr U040308
Friday,January 20,2006 Page 1 of 1
PROJECT REQUEST FORM
PLANNINGBUILDING/PUBLIC WORKS
SOME SECTIONS APPLY TO CIP AND ME PLY TO DEVELOPER PROJECTS
DATE: CONTACT: L Uto— WO#
FILE STATUS ❑ EXISTING OR NEW FILE CODE(PRI XX-XXXX)(if applicable)
LOCATION My Work Space: ❑ File Bay Shelf#: ❑ Other:
Abe, A
PROJECT NAME I:(TERTIARY) (label line one)
(250 characters max)
Allowable Folder Title: (SECONDAY): (CIP Only) (enter or open pick list below) (label line two)
(WORKING FILE)
Go to Utilities Pick List
DESCRIPTION OF PROJECT: (/l7���� 1.��ni►�� f ��` . �N�v��1'��^—, Sfi���
ADDRESS/STREET NAME(S): 9/7 AA,,( I � /
DEV/CNTR/OWN/CNSLT:
OTHER ALIASES: �brra�,�,- �{.��u— /o:.✓yt/1�nJ2.)/ /�-!?z_rt�2r�b� Gt�u���'pc f�,(-U�OO�d
Size of Waterline: N/A g e & N/A New
Size of Sewerline: N/A � & N/A New
Size of Stormline: New & N/A New
CHECK EACH DISCIPLINE INVOLVED IN PROJECT Ltr Drwg # of sheets
TED (roadway/drainage) 0 K 4-
(off site improvements) (include TESL)
❑ TRO (Signalization, Channelization, Lighting) ❑ ❑
❑ WWP (wastewater) TR �—
(sanitary sewer main)
❑ WTR(water) (Mains,Valves,Hydrants) '®
(inc.composite&HorizontalCtrl)
❑ SWP (surface water imp.) ❑ ❑
(CIP only)(include basin name)
PLR(plan review) (Neccessary for developer files) (letter only)
PLEASE CHECK THE DISCIPLINES WHICH NEED TO SIGN MYLARS:
❑ WATER ❑ WASTEWATER ❑ SURFACE WATER ❑ TRANSPORTATION ❑ FIRE
FOR FILE MAINTAINANCE USE ONLY
File Codes: Date Entered and Labels Made:
, L
ProjectRequestForm.doc
Verlin S. Bradshaw PE June 30, 2004
12701 NE 29th St
Bellevue, WA 98006
425 885-0753 ph ; , R7.*�- 4--
423 882- 2032 fax ,� ,.•••••. o ,
206 550-5440 mob ;' '�:•�qF w-4syi s9•
stuctr@aol.com
ao:12879 2
9
DRAINAGE PLAN FOR SITE AT •. •.C/STER��.. ' /
917 ABERDEEN AVE. NE �•+i L
RENTON WA. F'
Project Overview :
This project involves the construction of four duplex units on a .864
acre site on the west side of Aberdeen Ave. NE . About .498 acres
of the east end of the parcel will be developed. The remaining western
portion of the site is a wooded steep slope overlooking 1-405 and
will remain undeveloped. The eastern portion of the site is currently
covered with native trees, shrubs and grass. The eastern portion of
the site slopes down to the west at about 10%. The western portion
of the site slopes down to the 1-405 at a slope of up to 50%.
Downstream Drainage
Runoff from the site collects in a wooded ravine beginning midway
across the site, draining southwest then west about 700 ft. to the
1-405 right-of-way . Stormwater enters the I -405 drainage system
though a large diameter culvert. Presumably this runoff drains to
Lake Washington, about 112 miles to the northwest There were no
apparent drainage problems along this downstream drainageway.
Stormwater Controls
,,;detention will be provided with the construction of a combination
.detention and water quality tube. The tube was sized using the
SBUH method of the 1990 King County Surface Water design Manual.
The detention was designed to meet the standard release requirements,
matching the existing and developed 2-year and 10-year peaks plus
30% increase in volume. The water quality wettube portion of the tube
was sized to provide dead storage equal or greater than the I-year.
runoff volume. The tube is being discharged into the storm system
on the adjacent parcel to the north. c�av,:E�"oFREtiTor�
. E VE
OCT 0 4 2104
DRAINAGE PLAN FOR SITE AT
917 ABERDEEN AVE. NE
RENTON, WA.
DRAINAGE PLAN SITE STATISTICS
Site area .864 acres = 37617 sf
undisturbed .366 acres = 16935 sf
buildable .498 acres = 21682 sf
Development Area
Buildings 6272 sf
Driveway& 7425 sf
Parking
Sidewalk 1388 sf
Impervious 15085 sf
Pervious 6547 sf
Impervious .35 acre
Pervious .16 acre
ci
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Existing Conditions SBUH Peaks
----------------------------------------------------------------------
******************** S.C.S. TYPE-1A DISTRIBUTION ********************
********* 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. *********
----------------------------------------------------------------------
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
rA�y .4 86.4 .1 98.0 32.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
d7.83 l�j92
----------------------------------------------------------------------
******************** S.C.S. TYPE-1A DISTRIBUTION ********************
********* 10-YEAR 24-HOUR STORM **** 2.90" TOTAL PRECIP. *********
----------------------------------------------------------------------
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
,.r 4 86.4 .1 98.0 32.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
O .12'l(0 7.83
�3�I
Developed Conditions SBUH Peaks
----------------------------------------------------------------------
******************** S.C.S. TYPE-1A DISTRIBUTION ********************
********* 1-YEAR 24-HOUR STORM **** .67" TOTAL PRECIP. *********
----------------------------------------------------------------------
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
86.0 ;�98.0 6.3
� 4
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.f13 7.83
v6 S�
******************** S.C.S. TYPE-lA DISTRIBUTION ********************
********* 2-YEAR 24-HOUR STORM **** 2.00" TOTAL, PRECIP. *********
----------------------------------------------------------------------
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
,.9- 8 6.0 ".4'3,98.0 6.3
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
7.67
3z9¢
----------------------------------------------------------------------
******************** S.C.S. TYPE-lA DISTRIBUTION ********************
********* 10-YEAR 24-HOUR STORM **** 2.90" TOTAL PRECIP. *********
----------------------------------------------------------------------
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
BSI% - '� 86.0 3�98.0 6.3
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
3� 7. 67 �8fr
boa 6
1990 SBUH 2/2 10/10 + 30% 3.5' Deep Detention Vault Design
PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE
DESIGN HYD: T" .36 .17 10-Yr .1' 3.50 `
TEST HYD 1: � Z4 .0`, 2-yr .0" 2.17
Add 3 0 1b
PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE
DESIGN HYD: .363 ,f(o .11 3.04 726
TEST HYD 1: Z� ,09 07 1.84 440
O
STRUCTURE DATA: R/D-VAULT
RISER-HEAD VAULT-BOTTOM-AREA STOR-DEPTH STORAGE-VOLUME
3.50 FT 239.1 SQ-FT 3.50 FT /� y,aaf CU-FT
(including extra 30$)
DOUBLE ORIFICE RESTRICTOR: DIA(INCHES) HT(FEET) Q-MAX(CFS)
BOTTOM ORIFICE: !--a' 1 -T .00 .090
TOP ORIFICE: 1„21pp 2.50 .040
I, T1
ROUTING DATA:
STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
.00 .00 .0 .0
.35 .03 83.7 .0
.70 .04 167.4 .0
1.05 .05 251.1 .0
1.40 .06 334.8 .0
1.75 .06 418.5 .0
2.10 .07 502.2 .0
2.45 .08 585.9 .0
2.50 .08 597.8 .0
2.80 . 10 669.6 .0
3.15 .12 753.3 .0
3.50 .13 837.0 .0
3.60 .44 860.9 .0
3.70 1.01 884.8 .0
3.80 1.74 908.7 .0
3.90 2.53 932.6 .0
4.00 2.82 956.5 .0
AVERAGE VERTICAL PERMEABILITY: .0 MINUTES/INCH
KING COUNTY, W,ASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 4.4.5A TYPICAL DETENTION TANK
Optional Parallel Tank
Access Risers
^ (max spacing shownbelow)
J Type 2 CB
Inlet Pipe —��-— ---- -- .—. _ --— Req'd for flow
2`rnth through System
A . i Only
Outlet
Pipe
Control Structure
See Sectionj.4.7
Access'Riser
Sae Figure4.4.910
Plan View
NO SCALE
Flow Back Up"System Shohrr
Optional DftVm for Flow Through"System and
Parallel Tanks Shom Dashed
100'max. ----
Access Risers 2"min.dia.air vent
See Figure-}.4.58 pp` urctde4�fO-�d"k
s sj�a
2'
max. — � s1
1 ((
Level
Q5'Dead 36"min.dia.(typ) ii I r
Storage Detention Tank
Size as req'd 2 max lL=JJ
Control Structure
(FROP.T shown) Type 2CB
min. 54"dia..Type 2 CB Req'd for
See Sectionf.4.7 Flow Through
Section A—A System only
NO SCALE
NOTE:AN meta/pans corrosion resistant. Seel parts galvanized
and asphalt coated(Treatment i or better)'
4.4.5-3. 11/92
b-3A Z lY1.L{"i riV3R) Vr Air AJ,Y bM
This section presents the methods and equations for design of control structure restrictor devices.
Included are details for the design of orifices,rectangular sharp-crested weirs,v-notch weirs,sutro weirs,
and overflow risers.
Orifices
Flow-through orifice plates in the standard tee section or tarn-down elbow may be approximated by the
general equation:
Q = CA 2gh (5-4)
where Q = flow(cfs)
C = coefficient of discharge(0.52 for plate orifice)
A = area of orifice(sf)
h = hydraulic head(ft)
g = gravity(32.2 ftisec2)
Figure 5.3.4.13 illustrates this simplified application of the orifice equation.
FIGURE 5.3.4M SBIPLE ORIFICE
ht Q=CAb 2ghb+CAt 2ght
Cr�(Ab b+Aff-ht)
orifice 0 hb hb distance from hydraulic grade tine
at the 2-year flow of the outflow pipe
to the overflow elevation
shear
y
0 gate
orifice(b)
The diameter of the orifice is calculated from the flow. The orifice equation is often useful when
expressed as the orifice diameter in inches:
d -
36.88Q (5-5)
where d = orifice diameter(inches)
Q = flow(cfs)
h = hydraulic head(ft)
1998 Surface Water Design Manual 9/1/98
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KING COUNTY, WASHINGTON, 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 subbasin). In this case, separate hydrographs should be
generated and summed to form one hydrograph.
FIGURE 3.5 2A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY
HYDROLOGIC HYDROLOGIC
SOIL GROUP GROUP* SOIL GROUP GROUP*
Alderwood C Orcas Peat p
Arents, Alderwood Material C Oridia p
Arents, Everett Material B Ovall C
Beausite C Pilchuck C
Bellingham D Puget p
Briscot D Puyallup B
Buckley D Ragnar Rontnn B
Coastal Beaches Variable
Earimont Silt Loam D Riverwash Variable
Edgewick C Salal C
Everett A/B ',Sammamish p
Indianola A Seattle p
Kitsap C Shacar p
Klaus C Si Silt C
Mixed Alluvial Land Variable Snohomish p
Neilton A Sultan C
Newberg B Tukwila p
Nooksack C Urban Variable
Normal Sandy Loam D Woodinville p
HYDROLOGIC SOIL GROUP CLASSIFICATIONS
A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting
chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water
transmission.
B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and
consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of
water transmission.
C. (Moderately high runoff potentiaQ. Soils having slow infiltration rates when thoroughly wetted, and
consisting chiefly 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 potential). 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 Gay layer at or near the surface, and shallow soils over nearly impervious material. These soils
have a very slow rate of water transmission.
From SCS, TR-55, Second Edition, June 19W. Exhibit A-1. Revisions made from SCS, Sol Interpretation
Record, Form #5, September 19W.
A3.5.2-2 11/92
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TABLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982)
Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A
rainfall distribution, 24-hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A B C D
Cultivated land(1): winter condition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 82 89 92
Meadow or pasture: 65 78 85 89
Wood or forest land: undisturbed or older second growth 42 64 76 81
Wood or forest land: young second growth or brush 55 72 81 86
Orchard: with cover crop 81 88 92 94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping.
good condition: grass cover on 75%
or more of the area 68 80 86 90
fair condition: grass cover on 50%
to 75% of the area 77 85 90 92
Gravel roads and parking lots 76 85 89 91
Dirt roads and parking lots 72 82 87 89
Impervious surfaces, pavement, roofs, etc. 98 98 98 98
Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100
Single Family Residential (2)
Dwelling Unit/Gross Acre % Impervious (3)
1.0 DU/GA 15 Separate curve number
1.5 DU/GA 20 shall be selected
2.0 DU/GA 25 for pervious and
2.5 DU/GA 30 impervious portion
3.0 DU/GA 34 of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
Planned unit developments, % impervious
condominiums, apartments, must be computed
commercial business and
industrial areas.
(1) For a more detailed description of agricultural land use curve numbers refer to National Engineering
Handbook, Section 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/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
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
where
Tr = time of concentration (min), and
m = number of flow segments
Sheet Flow: Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streams. With
sheet flow, the friction value (n,) (a modified Manning's effective roughness coefficient that includes the
effect of raindrop impact; drag over the plane surface; obstacles such as litter, crop ridges, and rocks; and
erosion and transportation of sediment) is used. These n, values are for very shallow flow depths of about
0.1 foot and are only used for travel lengths up to 300 feet. Table 3.5.2.0 gives Manning's n, values for
sheet flow for various surface conditions.
For sheet flow up to 300 feet, use Manning's kinematic solution to directly compute T,:
Sheet flow: Tt = 0.42 (n.,L)"
(P2) 0.5 (So) 0.4
where
T, = travel time (min),
n, sheet flow Manning's effective roughness coefficient (from Table 3.5.2C),
L = flow length (ft),
P2 = 2-year, 24-hour rainfall (in), (see Figure 3.5.1 C) and
so = slope of hydraulic grade line (land slope, ft/ft)
Velocity Equation
A commonly used method of computing average velocity of flow, once it has measurable depth, is the
following equation:
V = kJ-s-0
where:
V = velocity (ft/s)
k = time of concentration velocity factor (fit/s)
so = slope of flow path (ft/ft)
"k" is computed for various land covers and channel characteristics with assumptions made for hydraulic
radius using the following rearrangement of Manning's equation:
k = (1.49 (R) 0.667 )/n.
where
R = an assumed hydraulic radius
n = Manning's roughness coefficient for open channel flow (from Table 4.3.713 in Chapter 4)
3.5.2-6 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
4.4.7 CONTROL STRUCTURES
Control structures are catch basins with a restrictor device for controlling outflow from a facility to meet the
desired performance. They also provide some function as an oil-water separator for control of petroleum-
based pollutants and floatables. Oil-water separation measures are required for control of storms up to
and including the 10-year design storm. Storm flows above the 10-year may be released without oil-water
separation provided performance requirements are met (see Figure 4.4.7E).
The restrictor device is usually a multiple orifice, consisting of two (or more) orifices and a weir section
sized and located to meet performance.
Design Criteria
Multiple Orifices: A maximum of 5 orifices may be used to meet performance requirements.
In most cases, only 2 orifices are necessary to meet the 2, 10, 100 year performance requirement: one at
the bottom and one near the top of the riser, although additional orifices may best utilize detention storage
volume.
Several orifices may be located at the same elevation If necessary to meet performance.
Minimum orifice diameter is 0.5 inches.
Orifices may be constructed on a 'Tee" section as shown in Figure 4.4.7G or on a baffle shown in Figure
4.4.7H.
In some cases, performance requirements may require the top orifice/elbow to be located too high on the
riser to physically construct (e.g., a 13-inch-diameter orifice positioned 0.5 feet from top of riser). In these
cases, a notch weir in the riser pipe may be used to meet performance as described below.
Riser and Weir Restrictor: Properly designed weirs may be used as flow restrictors (see Figures 4.4.713, C,
D and 1). However, they must be sized to pass the developed peak flow for the 100-year, 24-hour design
storm for developed site conditions.
If the notch weir flow is below the 10-year, 24-hour design storm flow, oil/water separation is required (see
Figure 4.4.7F).
Riser (or weir) overflow may be utilized for that portion of the release rates above the 10-year, 24-hour
design storm flow, provided the combined orifice and overflow do not exceed performance requirements
(see Figure 4.4.7E). Figure 4.4.7J can be used to calculate the head in feet above a riser of given
diameter and for a given flow (usually the 100-year, 24-hour design storm flow for developed conditions).
Access to Control Structure: A 15-foot-wide access road to the control structure is required for inspection
and maintenance.
o Manhole/catch basin lids for control structures shall be "locking" and rim elevation shall match
proposed finish grade.
Methods of Analysis
Retention/Detention storage volume and discharge rates shall be in accordance with the performance
requirements described in Section 1.2.3, Chapter 1, and the hydrologic methods described in Chapter 3.
Flow analysis of orifices and weirs may be done using the following methods:
Orifices: Flow-through orifice plates in the Standard "Tee" Section or turn-down elbow may be
approximated by the general equation:
Q = CA f2gh cfs
4.4.7-1 1/g0
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TABLE 3.5.2C "n" AND "k" VALUES USED IN TIME CALCULATIONS FOR HYDROGRAPHS
"n,'Sheet Flow Equation Manning's Values(For the initial 300 ft of travel) n,-
Smooth surfaces(concrete,asphalt,gravel,or bare hard packed sod 0.011
Fallow fields or loose sob surface(rto residue) 0.05
Cultivated sod with residue cover(s<-0.20 h/ft) 0.06
Cultivated sod with residue cover(S>0.20 ft/ft) 0.17
Short prairie grass and lawns 0.15
Dense grasses 0.24
Bermuda grass 0.41
Range(natural) 0.13
Woods or forest with light underbrush 0.40
Woods or forest with dense underbrush 0.80
*Manning values for sheet flow only,from Overton and Meadows 1976(See TR-65, 1986)
'k'Values Used In Travel Time/Time of Concentration Calculations
Shallow Concentrated Flow (After the initial 300 R.of sheet flow,R =0.1) k,
1. Forest with heavy ground litter and meadows(n-0.10) 3
2. Brushy ground with some trees(n -0.060) 5
3. Fallow or minimum tillage cultivation(n -0.040) 8
4. High grass(n -0.035) 9
5. Short grass,pasture and lawns(n=0.030) 11
6. Nearly bare ground(n-0.025) 13
7. Paved and gravel areas(n-0.012) 27
Channe4 Flow(Interminenl)(At the beginning of visible channels:R-0.2) k�
1. Forested Swale with heavy ground litter(n=0.10) 5
2. Forested drainage course/ravine with defined channel bed(n-0.050) 10
3. Rock-ikted waterway(n=0.035) 15
4. Grassed waterway(n-0.030) 17 _
S. Earth-lined waterway(n=0.025) 20
6. CMP pipe(n=0.024) 21
7. Concrete pipe(0.012) 42
8. Other waterways and pipes 0.508/n
Channel Flow(Continuous stream,R -0.4) k.
9. Meandering stream with some pools(n =0.040) 20
10. Rock-!hued stream(n=0.035) 23
11. Grass-lined stream(n=0.030) 27
12. Other streams,man-made channels and pipe 0.807/n--
•`See Chapter 5,Table 5.3.6C for additional Mannings'n'values for open channels
3.5.2-7 1)90
Print Map Page Page 1 of 1
King County
Parcel Map and Data
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Parcel Number 3119900065
Address
Zipcode A4ikr
Taxpayer 917 ABERDEEN LLC C/O SARVER
The information included on this map has been compiled by King County staff from a
variety of sources and is subject to change without notice.King County makes no
representations or warranties,express or implied,as to accuracy,completeness,
timeliness,or rights to the use of such information.King County shall not be liable for any
general,special,indirect,incidental,or consequential damages including,but not limited
to,lost revenues or lost profits resulting from the use or misuse of the information
contained on this map.Any sale of this map or information on this map is prohibited
except by written permission of King County."
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The details.
http://www5.metrokc.gov/parcelviewer/Print_Process.asp 10/12/2005
PROVIDE 6' SOLID WOOD Y
CB#2 TYPE I FENCE ALONG NORTH
O C 5LF 12" CPEP W/VANED R M GRATE 92 113 PROEND FENCE PERTY LINE
AT EAST
ASPHALT RAMP
11`1 N o 095% CB#3 TYPE I IE=188.25 END OF WALL ! TO TIE INTO
\ 2.5LF 36" CMP Cg#4 TYPE II 48"' EXISTING SHOULDER
Y Z I N ® 0.00% W/VANED GRATE LID PER COR STD. Cg#1 !TYPE I
8 W/VANED GRATE LID RIM=183.47 DETAIL B012 (TYP) DRY UTILITY TRENCH cn
U
_ W VA ED GRATE LID SE WALL `�
RIM-171.06 4 4" CONDUITS TO CONTAIN RIM= 00.00 -- M
a O 9 `� _ IE=166.25 MSE WALL IE=179.75 5' ASPHALT - - - ( ) 1-PSE POWER DBC
o F, a o n
CB#5 TYPE II 54" PER COR STD. PATHWAY - 1E�t 00
OUTLET STRUCTURE DETAIL B027 (TYP) 1-TELE/COMUNI N ti. o.^• o '
W VANED GRATE LID EXTRUDED CURB 1-GAS
a og
/ RIM=167.25 o s ti^`'s o. PER COR STD. -- -------- 9 a 08
o IE=156.75 (IN) /10
DETAIL F-004 TYPE 4. - mIE=161.50 (OUT) m
rn MIN. 10' GRIND DOWN (TYP)
- - - -- - -
= � SAWGUT EXISTING ASPHALT AT
mmco
Z N
4+00 _-79 L 2" P P 010`. 6� Z(LLF CPEP ®11.07 �10 = PROPOSED CURB O GUTTER EDGE.
$ W 2+0 50LF 12" HDPE ® .00% 3+00 T - - \ ti ADD FULL WIDTH OVERLAY TO EXISTING
N 103 L 12 CPEP ®13.11% 2.5LF 4- PVC 5+00 25LF 'o. vX PAVEMENT ALONG FRONTAGE IMPROVEMENT
2.5LF 4" Pvc 2 LF 4- Pvc m f 20' WIDE DRIVEWAY
---- 10.00% k 4• +OQ PER COR STD ENTRY
O io.00x 2.00�: lk
I ALTERNATE 1 DETAIL F006
TA 18 34
O 1
Z = �J O GARBAGE DUMPSTER
m r
ENCLOSURE PER OR v
° t'J' J J { A TA=207.71
Z Q W STD DE AIL. 16' STRIPDRAIN 16' STRIPDRAIN 16' STRIPDRAIN 16' STRIPDRAI 16' STRIPDRAIN 5' WIDE SIDEWALK
16' STRIPDRAIN 16' STRIPDRAIN RIM=201.407 <. 4' WIDE PLANTER STRIP
?i z 16' STRIPDRAIN - RIM=190.40 RIM=197.65
_-- RIM=181.65 RIM=185.65
O RIM=173.40 RIM=194.40 IE=1J9.90 I STD DETAIL F007
Q W DAYLIGHT 12" HD� / RtM=168.90 0 _ I I€�188.90 IE=196.15
IE-171.90 1�'o � z �� IE=180.15 IE-184.15 IE=192.90 PER COR
F- t �I� IE=16Z.40 - 111 . n 9{y� B
W TRANSITION TO 8" HDPE W/ ohs 6 0 '8?� i UNIT 4 UNIT 2 UNIT 1 CURB AND GUTTER
0 - _
z WELDED 12"x10" REDUCER. TO UNIT 8 UNIT 7ry1a UNIT 6 UNIT 5 I GS 190.5 UNIT 3 GS 197.75 GS 202.00 COR STD DETAIL F001
W 10"x8" REDU ER. o. .1�, 18 GS 181.75 GS 185.75 GS 194.50 v INLET
SEE NOfE 1. GS 169.00 GS 173.5 �0 � �, '
b i U� sw r8s RIM=209.39
,�e 1 820 MATCH EXISTING CURB,
0 Z / Sw o GUTTER, PLANTER STRIP,
AND SIDEWALK
N Ll l r _ N - - - -- - - - - - Z!AI R --Q / - _ - - - -
- t- - - - -- -_ _o _ FX STING ECG; 6�VCi YVAL�
� Q END SOLID ,��d � �� 'a�� � - , -_._-_-_ -MATCH GRADE. ,
-,+.� EXI"� it D FENCE •
WOOD FENCE ° n II °� ,EXISII G CU B REPLACE VANS 4LF OF 1�" PE
03 ��•o _- 4 i GRATE LID WITH � S=2.0% MfKI' w
a TOP OF STEEP SLOPE WATER QUALITY TANK " ino moo° `- = �_-_ ---�_ = =} j`- - :' I� I1 90LID LOCKING LID/ ! a, i (TO MATCHI EX`�PIPE CROWN OF
MP ®0.0% 5 MSE WALL PEI STRUCTURE -` I --- ` - i!
$5LF 8' C EXISTING BASIN)
10' STEEP SLOPE _ TOE' OF TANK=163.75 ENGINEER DESIGN.
SI N
Cl-
Q I I
SETBACK MAX W.S.=161.50 SEE STRUCTUf�AL_ PLANS FC,{ it
TOP SED. STORAGE= 156.25 __- _' _. I
DETAILS. (TYP)' r + �` t. ._._._.__ :` �•__�� c I (�(1
I� I f t�l
BOTTOM TANK= 155.75 -- `
1 I�
- SD
STORM WATER DRAINAGE NOTES SD SD
10. GALVANIZED §tEEL PIPE AND ALUMINIZED
Q 0)0 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT STEEL PIPE FOR 4L DRAINAGE FACILITIES SHALL
c 0+� ACTIVITY OCCURS, A PRE,CONSTRUCTION
~j � N MEETING MUST BE HELD WITH THE CITY OF HAVE ASPHALT TR EATMENT #1 OR BATTER INSIDE
o F ++ RENTON DEVELOPMENT SERVICES DIVISION, PLAN AND OUTSIDE.
CD o E REVIEW PROJECT MANAGER.
C O Q 11. STRUCTURES SHALL NOT BE PERMITTED
> E-+ WITHIN 10 FEET OF THE SPRING LINE OF ANY GRAPHIC SCALE p ,.
2. ALL CONSTRUCTION SHALL BE IN / ib 59 3 1
STORM DRAINAGE PIPE, OR 15 FEET FROM THE E .;i€> .<;• � ,._? w2 < S W �i lC G /
- ACCORDANCE WITH THE LATEST EDITION OF THE Q 10 20
w TOP OF ANY CHANNEL BANK.
y o E--1 "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE Q"
0 L AND MUNICIPAL CONSTRUCTION" PREPARED BY
a� �..� v, W.S.D.O.T., AND THE AMERICAN PUBLIC WORKS 12. ALL CATCH BASIN GRATES SHALL BE r
on F �,,� v v DEPRESSED 0.10 FEET BELOW PAVEMENT LEVEL.
c _ E ASSOCIATION (APWA), AS AMENDED BY THE CITY IN FEET ) �P
p" `- OF RENTON. 13. OPEN CUT ROAD CROSSINGS THROUGH i inch = 20 ft -
j c v E EXISTING PUBLIC RIGHT-OF-WAY WILL NOT BE
a M 3. THE STORM DRAINAGE SYSTEM SHALL BE
�� ALLOWED UNLESS SPECIFICALLY APPROVED BY
viN CONSTRUCTED ACCORDING TO THE APPROVED CITY OF RENTON.
PLANS WHICH ARE ON FILE WITH THE CITY OF
�) RENTON. ANY DEVIATION FROM THE APPROVED
14. ROCK FOR EROSION PROTECTION OF 0 00
v v PLANS WILL REQUIRE WRITTEN APPROVAL ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE f
0- THE CITY OF RENTON DEVELOPMENT SERVICES OF SOUND QUARRY ROCK PLACED TO A DEPTH f OLF 8� HDPE
DIVISION. OF 1 FOOT AND MUST MEET THE FOLLOWING f \ (0 GRADE
4. A COPY OF THESE APPROVED PLANS MUST SPECIFICATIONS: 4"-8"/407-70% PASSING; NOTES:
2"-4" ROCK/30%-40% PASSING; AND -2"
'j = 12'41'29'
------ 1. ACTUAL ALIGNMENT OF AT GRADE HDPE PIPET BE FIELD \ GABION ENERGY DISSIPATER AT PIPE OUTFALL
BE ON THE JOB SITE WHENEVER CONSTRUCTION ROCK/10%-20% PASSING. _
w IS IN PROGRESS. DETERMINED. 6'x6'x1;.GABION MATTRESS R = 4.50' = 14'11'29'
w L = 1,00
w 5. DATUM SHALL BE U.S.G.S. UNLESS OTHERWISE
15. ALL BUILDING DOWNSPOUTS AND FOOTING r'' WITH 3'�t6'x3' GABION BASKET r W T 1 50' R 10 00'
N o APPROVED BY CITY OF RENTON. REFERENCE DRAINS SHALL BE CONNECTED TO THE STORM 2. AT GRADE PIPE MAY BE SUPPORTED BY TREES FILLED WITH 4" MINUS QUARRY SPACES < ,n T 2. 4'
BENCHMARK AND ELEVATION ARE NOTED ON THE DRAINAGE SYSTEM, UNLESS APPROVED BY THE AS FEASIBLE AND WITH APPROVAL OF ENGINEER. PIPE \ SEE DETAIL BELOW L = z.48'
o DEVELOPMENT SERVICES DIVISION. AN ANCHORS MAY BE DELETED IF TREES PROVIDE LATERAL STEEP SLOPE U
a PLANS. ACCURATELY DIMENSIONED CERTIFIED AS-BUILT SUPPORT. r `�' "� '` SEE NOTE 5. +
LO
0
} PIPE ANCHOR ® 50' O.C. MIN.
DRAWING OF THIS DRAINAGE SYSTEM SUBMITTED "
6. ALL SEDIMENTATION/EROSION FACILITIES MUST TO THE CITY OF RENTON UPON COMPLETION. 3. ALL HDPE PIPE TO 8E SDR 26. SEE NOTE 2.
BE IN OPERATION PRIOR TO CLEARING AND
4. 8'
s BUILDING CONSTRUCTION, AND THEY MUST BE
� 16. ISSUANCE OF THE BUILDING OR 4. STRIP DRAINS AND FITTINGS TO BE ACODRAIN III XHD 475 �+'" 1 2
o woo SATISFACTORILY MAINTAINED UNTIL +� S77 27 3 "E
o CONSTRUCTION IS COMPLETED AND THE CONSTRUCTION PERMIT BY THE CITY OF RENTON CHANNEL OR APPROVED EQUIVALENT. ,-1 5
O DOES NOT RELIEVE THE OWNER OF THE ,a -- - _ - - - -- 4+00 41.59'
N Z N Z o _ -__-__-_ 0+00 1+00 2+00 3+00 5+00
B W U o Y POTENTIAL FOR ON-SITE EROSION HAS PASSED. - - 6+00 S89'53' 9"W
CONTINUING LEGAL OBLIGATION AND/OR LIABILITY 5. SHADING INDICATES SLOPES GREATER THAN OR EQUAL TO 554.75' N89'51'32"E
a o 'o CONNECTED WITH STORM SURFACE WATER 40% AND WITH GREATER THAN 15' IN ELEVATION CHANGE. N 184855.0402 6+33.69
a Z 7. ALL RETENTION/DETENTION FACILITIES MUST E 1304205.9406
DISPOSITION. FURTHER, THE CITY OF RENTON 10.73'
N BE INSTALLED AND IN OPERATION PRIOR TO OR DOES NOT ACCEPT ANY OBLIGATION FOR THE 3'x6'x3' GABION BASKET (ENERGY DISSIPATER/SPREADER) ^N
IN CONJUNCTION WITH ALL CONSTRUCTION 6' FILLED WITH 4" MINUS QUARRY SPALLS N63'16'01"W X
ACTIVITY UNLESS OTHERWISE APPROVED BY THE PROPER FUNCTIONING AND MAINTENANCE OF THE
DEVELOPMENT SERVICES DIVISION. SYSTEM PROVIDED DURING n
LO
CONSTRUCTION.R-GASK _ REBAR PIPE ANCHORS Q II
1� `-` ���'r �-� PROVIDE SUFFICIENT CLEARANCE TO HDPE PIPE
ooO�oorpb Z71 u,�Iwr �� iL.'. TO ALLOW FOR LONGITUDINAL PIPE MOVEMENT
Q 8. GRASS SEED MAY BE APPLIED BY 17• THE CONTRACTOR SHALL BE RESPONSIBLE 1
HYDROSEEDING. THE GRASS SEED MIXTURE, FOR PROVIDING ADEQUATE SAFEGUARD, SAFETY 00QOp�00QOp�00000 0C"; L'r,� !{��( DUE TO EXPANSION / CONTRACTION = 26'45'02'
' OTHER THAN CITY OF RENTON APPROVED O O Q �' ( ` 3'
o MIXES SHALL BE SUBMITTED BY A DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS AND � o� o �� � -rl v��x_ R = 4.52'
STANDARD r 1 , w._;r } p O 0
LANDSCAPE ARCHITECT AND APPROVED BY THE ANY OTHER NEEDED ACTIONS TO PROTECT THE o�OD�o�oOOo�oO Cf� c,L� �`�r } Q L - 8.87'
LIFE, HEALTH AND SAFETY OF THE PUBLIC, AND
>,, 8" HDPE OUTFACE P►PI. -
Q Lr)o DEVELOPMENT SERVICES DIVISION. TO PROTECT PROPERTY IN CONNECTION WITH THE ` �= U lJ LAID AT GRADE.
o o F WORK COVERED BY THE O Q f ��� � � 1 QQ Q�o 6"
o a PERFORMANCE 0 � O O
W BE OO ALL
o - 8 a 9. ALL PIPE AND APPURTENANCES SHALL CONTRACT. ANY WORK WITHIN THE TRAVELED �O
= a LAID ON A PROPERLY PREPARED FOUNDATION IN RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL 6 O 00�0 Op�O C� 3,
o 00 o HORIZONTAL ALIGNMENT LAYOUT
Q0; " ACCORDANCE WITH SECTION 7-02.3(1) OF THE _
o CURRENT STATE OF WASHINGTON STANDARD TRAFFIC FLOW SHALL REQUIRE AN APPROVED
z SPECIFICATION FOR ROAD AND BRIDGE TRAFFIC CONTROL PLAN BY THE Q O Cb O O
a TRANSPORTATION DIVISION. ALL SECTIONS OF ��?�' SCALE 1"=100'
Q CONSTRUCTION. THIS SHALL INCLUDE THE W.S.D.O.T. STANDARD SPECIFICATIONS
NECESSARY LEVELING OF THE TRENCH BOTTOM 1-07-23, TRAFFIC CONTROL, SHALL APPLY. x � {{ .+I !
OR THE TOP OF THE FOUNDATION MATERIAL AS U , ��
WELL AS PLACEMENT AND COMPACTION OF 18. SPECIAL DRAINAGE MEASURES WILL BE
REQUIRED BEDDING MATERIAL TO UNIFORM GRADE
o N � 00 SO
Q REQUIRED IF THE PROJECT LOCATION IS WITHIN �o `rf�^�(���/•�'Y�����`J
p SO THAT THE ENTIRE LENGTH OF THE PIPE WILL THE AQUIFER PROTECTION AREA. -
BE SUPPORTED ON A UNIFORMLY DENSE
X o UNYIELDING BASE. ALL PIPE BEDDING SHALL BE O o ~`�
} o = _ _ APWA CLASS "C", WITH THE EXCEPTION OF PVC 0 QO 0 QO 0 QOvC -. �r, , ,.J'} >.
m m PIPE. ALL TRENCH BACKFILL SHALL BE MIRAFI FABRIC
o ~ ~ ~ COMPACTED RE MINIMUM 95% FOR PAVEMENT FILTER FABRIC 6'x6'x1' GABION MATTRESS
aAND STRUCTURAL FILL AND 90% OTHERWISE PER PLAN
� o ASTM D-1557-70. PEA GRAVEL BEDDING SHALL PROFILE ALL WORK SHALL COMPLY WITH CITY OF RENTON
LLJBE 6 INCHES OVER AND UNDER P.V.C. PIPE. STANDARD PLANS FOR ROAD, BRIDGE AND MUNICIPAL
CITY OF RENTON
z zFALL DETAIL J��`oNWA H°y'�'s
w 20' DRIVEWAY Z GABION O U T
o 1 8" 5' s J SCALE 1"=2' m�� - drop APPROVAL FOR SITE CONSTRUCTION
3 10 0
C14� ! EDGE OF EDGE OF o
-- iLLj �` 1 LL o ROW OF wOW ROW pfC 78TEt� \ c�� 0 /%%%��Y'1� OS
j > > T2.ox MAX., (LLJa 60' ROW EA DNA L FAG ^'l1, Dal
EXPIRES Q1 19 Q6 Z
� � � O �� ,t2_00X � `- � Da{
E o o V) ° \ \\\\ 5' 4' 18' TO CENTER OF ROW Sf
cn N w t2 MAX} o °°° _ov, oo0 0 0 00 0 00 °000000oo°°000° \/ / I SIDEWALK LANDSCAPE,6 13' TO EXISTING 18
o° o°° o° _ _0 2.00% _ T AREA CENTERLINE OF ROAD
° ° �� \�\�`��~� ' \ CONCEPT ENGINEERING, INC.
x \ \\� _z.00%
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rJ c� v %/`�/�//,,/��/��/ ,\,j/\/ ,/\,\\j,`,\, //\\/ //��/ �/�/ '`�`/, / Da
\� \/ \ /\\/\ 455 Rainier Boulevard North
CD 2" CLASS B ASPHALT /\j\ ° o° ° °o o° 0 0 0 0 °o o�\ o o °o\ °° °o o° ° o // �/ // / Issaquah, Washington 98027
\ \/� \.;\,,\\�\:,'>\y� �;% '\ ;�.�� �;\ > `\; \ i ;/\�; j\\/i\��/ (425) 392-8055 FAX (425) 392-0108
3" ATB
Of o �,
0w 0w �w PAVEMENT WARPS TO SUBGRADE PREPARED PER SECTION 5.2 ���\ �\ \\� \ \ \ \ \ \ \ \ \ \ \ \\ \ \ \ \
x v) cn v) MATCH GARAGE ENTRIES OF PROJECT GEOTECHNICAL REPORT O CLASS B ASPHALT OVERLAY Da
� � � OVER ENTIRE WIDTH OF ROAD Comments:
w w w (ABERDEEN AVE APTS; TERRA ASSOCIATES, INC; NOV. 30; 1999.) Copyright c 1999 Concept Engineering, Inc. All rights reserved.
m � of �
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EWAY SECTION AA ABERDEEN AVE SECTION 1313
CDz � _ Q ���0 SCALE 1"=4' SCALE 1 =5
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