HomeMy WebLinkAbout9778 TECHNICAL INFORMATION AND DRAINAGE REPORT
FOR
THE PROPOSED 4-UNIT BENSON ROAD TOWNHOUSES
OF ALTIER HOMES AND DEVELOPMENT
LOCATED AT BENSON ROAD AND EAGLE RIDGE DRIVE SOUTH
CITY OF RENTON, STATE OF WASHINGTON
Our Job No. 9778
Dated: January 28, 1998
ASP B. Pvi
Prepared By: � Of why 9
Dana Mower, P.E.
DBM Consulting Engineers
S
Auburn,tWas E 2
Washington 98002 �`SS�Q�
OfVAL
Phone: (253) 887-0924
EXPIRES 2/18/
Civil Engineering,Land Planning, Surveying, Environmental Services
MAR 0 2 1998
0IVISI0h
TABLE OF CONTENTS
1.0 Project Overview.............................................................................. ..
2.0 Preliminary Conditions Summary..............................................................
3.0 Offsite Analysis.................................................................................
3.1 Upstream Drainage Analysis.........................................................
3.2 Downstream Drainage Analysis.....................................................
4.0 Conveyance System Analysis and Design..................................................
5.0 Resources Reviewed...........................................................................
6.0 Temporary Erosion/ Sedimentation Control Design......................................
7.0 Other Permits Required........................................................................
APPENDIX
Exhibit A Vicinity Map
Exhibit B Assessors Map
Exhibit C Existing Onsite Drainage Path
Exhibit D Existing Offsite Drainage Path
Exhibit E King County Sensitive Area Map Folios
Exhibit F Floodplain/Floodway Fema Map
Exhibit G Technical Information Report(TIR) Worksheet
Exhibit H Soils Map and Classification
Exhibit I Storm Drainage and Temporary Erosion/Sedimentation Control Calculations
1.0 PROJECT OVERVIEW
The purpose of this project is to develop a 4-unit townhouse complex. The proposed
project is an undeveloped parcel located within Section 20 Southwest,Township 23
North, Range 5 East, within the jurisdictional boundary of the City of Renton,
Washington. The site is just north of the intersection between Benson Road and Eagle
Ridge Drive South, as shown on the attached Vicinity Map. The site is approximately
0.44 acres in size and access will be from Eagle Ridge Drive South. Parking will consist
of 4 townhouse-parking garages and 1 visitor parking stall. The existing topography
slopes generally to the northwest with grades from 10 to 20%f. The steeper grades are
located on the northern part of the site. This area will primarily remain undeveloped.
The runoff generated from the developed site will be routed through a conveyance system
involving two catch basins located in the parking lot. In November 1997, a pre-
application meeting determined that both water quality and detention for runoff was not a
requirement for site development. The purpose of this report is to explain storm drainage
design and temporary erosion sedimentation control design.
2.0 PRELIMINARY CONDITIONS SUMMARY
Currently, the site is undeveloped and the only onsite structure is a small, exposed,
aggregate concrete slab on the southwest corner of the site. The southwest portion of the
site is maintained by a landscaper on a regular basis. Several non-native species of
vegetation are present in this area. The remainder of the site contains approximately 20
deciduous trees, 10 conifers, a mixture of field grasses and blackberry bushes. The site's
topography is consistent with grades sloping from southeast to northwest at 10 to 20%f.
3.0 OFFSITE ANALYSIS
3.1 UPSTREAM DRAINAGE ANALYSIS
There is very little offsite runoff that needs to be accounted for in the design of the
conveyance system (see Exhibit D). The total offsite runoff area entering into the
site is approximately 0.1 acres (small tract of land between site and Eagle Ridge
Drive). This offsite runoff travels in a westerly direction across the site. Eagle
Ridge Drive, abutting the site to the east, conveys water by a curb/gutter system,
effectively voiding the site of any additional upstream runoff.
3.2 DOWNSTREAM DRAINAGE ANALYSIS
Currently, the runoff sheet flows west across the site and enters into a
conveyance/catch basin system along Benson Road (see Exhibit Q. The water
flows north in a conveyance system underneath Benson Road. Eventually,the
runoff flows into Cedar River and into Lake Washington. The post-developed site
conditions will mirror existing conditions in that water will be conveyed west
across the site and also enter the same conveyance system under Benson Road.
4.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The conveyance system for the parking lot and other impervious surfaces will be
accounted for by two catch basins and two storm drainage pipes. The water will be
routed from the southeast catch basin to the northwest catch basin within the parking lot.
Eventually, the water will enter a catch basin on the eastside of Benson Road. The
pervious surfaces of the site will sheet flow west until reaching Benson Road and enter
that same conveyance system. Please see the onsite drainage basin maps in the appendix.
5.0 RESOURCES REVIEWED
A. Floodplain/Floodway Fema Map
It was determined that the site is not within a floodplain or floodway after consulting
the FEMA maps. The nearest floodplain is approximately 2 miles to the northwest.
B. King County Sensitive Area Map Folios
Five King County Sensitive Area Map Folios are shown in Exhibit E. The Wetlands
Map Folio indicated that there are no wetlands on or within the direct vicinity of the
site. Both the Landslide Hazard Area Map and the Erosion Hazard Area Map show
that probabilities of erosion and/or landslides are very low. The King County
Stream 100-year Floodplain Map indicated that the nearest stream is a Class 3
Stream, located a mile southwest to the site. Eventually, this stream enters Cedar
River. The King County Coalmine Hazards Map indicated that there are no
coalmine hazards within or in the direct vicinity of this site.
6.0 TEMPORARY EROSION/SEDIMENTATION CONTROL DESIGN
Clearing limits and filter fabric fences have been provided in the design around most of
the perimeter of the site. Furthermore, hay bales will be placed inside the site to
intercept, slow, and eliminate silt-laden runoff. In addition, five feet inside of the filter
fabric fence will be a temporary interceptor swale. The swale will also intercept runoff
and sediment particles attributed to the maintenance and construction of the project. The
interceptor swale will further settle out the particles and promote runoff of less turbid and
cleaner water. A standard construction entrance has been designed for the temporary
erosion/sedimentation control plan to further reduce the transfer of sediments to offsite
areas.
7.0 PERMITS REQUIRED FOR THE STORM WATER DRAINAGE SYSTEM
No other permits applicable at this time.
MR:jmf
9778c.003
EXHIBIT A:
VICINITY MAP
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EXHIBIT B:
ASSESSORS MAP
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PUGET IORtVES ,.I.,
6135 ----�—
.lir,. 1 i SUNSET RIpGE/ NOass " i i
PN 3 ASE 1 r /YJ-SG B
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Ia• ._..._._---..__._.__ --------.-. ._.__..-----.__ -._.__._— ---_.__.__..---- .. .---- -----
EXHIBIT C:
EXISTING ONSITE DRAINAGE PATH
E �GISTI NN SITE
E) Fl I NAG E PATH
186
,v='STERLY LINE OF EONNEVILLE
�88 ' i\ POWER LINES
� N /
G
N n C� nl �4 h
!90 ` �`'
i 1 `• !
sr
R'S
y2 %' I
42'
K� C84 TYPE li \ �': Co.
RIM =192.9
AID IE 18" CMP S=189.4' �•`t
IE 18" CMP N=189.2' \� SGN
IE 6" PVC E=190.0' PARKING
1 j
SSMH 48" CONC
l ;
RIM =198.2 _ `
IE P' CONC S=190.4'
IE B" CONC N=190.5' t ' 1 t ` \✓
CONVUIT i
GROU D
8GAWl S
CE1 TYPE 11, BRICK
RIM =199.0' y
i ; SICV "N
IE 18" CMP 5=195.9' 1� \ '; ,, `• t PA KI
IE 18" CMP N=195.9'
IE 5" E=196.8'
1•t � � } t
C62 TYPE I 48" ERICK
RIM =205.5 d SIGN
IE 18" CMP N=202.1'
IE 18" CONC S=202.2'
IE 12" CONC SE=202.2'
SIGN
COUNTRY HILLS AFT,
EM IS TOP CENTER.BOLT ON
HYDRANT AT NW CORNER CF
cnr_; C RInrF FI V= 263.64'
EXHIBIT D:
EXISTING OFFSITE DRAINAGE PATH
XIS -TI N C) EP SITE
C) IAA I N C3i E PAT H
4
AESTERLY LINE CF ECNNEVIL.LE
T n \ 88 ,, 1' ` POWER LINES
o ^� x
R1M 92 9 -
IE 18" C'dP S=189.4'
'�—
IE 13" CMP N=189.2' ', l 1 \ S Glv "40
IE 6' PVC E=190.0' ``t f f ! ' ` PARK!NG
l V / I
SSwIH 48" CCNc
RIM =198.2 r`58-�,
'E 3" CCNC S=190.4'
IE 8" CONC N=190.5' CONIrUIT
0.7' `6EOVE•GRIC \
` ` C1 8 'GA WRES
7-1
61 TYPE II BRICK \v
RIM -199.0'
IE 18" CMP S=195.9' Pla KI N
IE 18" CMP N=195.9'
IE 6" E=19E.8'
✓a L � Y
G
Cl
/rr
C62 TYPE 1 48" BRICK SIGN
RIM =205.5
IE 18" CARP N=202.1' A�
'E 18" CONC S=202.2' -AA(
IE 12" CONC SE=202.2' /
SIGN
l -� COUNTRY HILLS APT.
EXHIBIT E:
KING COUNTY SENSITIVE AREA MAP FOLIOS
PAINS
V CA ZVENOL
mu HUI
SOME
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IS
viw 4 e 3�1 WIN
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EXHIBIT F:
FLOODPLAIN / FLOODWAY FEMA MAP
To determine if flood insurance is available,contact an insurance agent or
call the National Flood Insurance Program at(800)638-6620.
1b, .
APPROXIMATE SCALE IN FEET
500 0 500
NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
O O
Lo
w w KING COUNTY,
s g WASHINGTON AND
INCORPORATED AREAS
PANEL 979 OF 1725
(SEE MAP INDEX FOR PANELS NOT PRINTED)
CONTAINS:
COMMUNITY NUMBER PANEL SUFFIX
KENT.CITY OF 530080 0979 F
KING COUNTY,
UNINCORPORATED AREAS 530071 0979 F
RENTON,CITY OF 530088 0979 F
I
MAP NUMBER
53033CO979 F
MAP REVISED:
47026.15' MAY 16, 1995
122011'15" _ a
Federal Emergency Management Agency
c: p
PEMA PLC) C) QPLAI N M AL Anna
JOINS PANEL 0977
� _ZONE A
LIMIT OF 405
TAILED STUDY SZPEEt
oiling 1aTH N w
Kill Lu z
� w
'ree, a w
_ _ >
a Ln
oLo
w
C
= o
5 STREET
O
� ITFE
w
Z
Q
2
C
SOUTH 17TH STREET G
�m
a
O
G
S 18TH STREET m
0
m 20 J
9TH STREET
r i
CITY OF RENTON
530088
z
Q
Q
J
J_
SOUTH 23RD STREET
3
cn
c�
515 I J
W
H-
ZONE X
O
O
U
C�a SOUTH
27TH STREET
v�
EXHIBIT G:
TECHNICAL INFORMATION REPORT (TIR)
WORKSHEET
v
Page 1 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
OWNER •
PROJECT ENGINEEWI.-
ProjectOwner Thomas Lee/Altier Homes Project Name 4-Unit Townhouse Project
Address P-O- Box 3495 Federal Way 98C63 Location
Phone ( 206) 41 9-0820 Township 23 N
Project Engineer Mark Rigos Range 05 E.
Section 20
Company DBM consulting Engineers Project Size 0 _ 44 AC
Address Phone ( 2 5"i)_R 8 7-0 A 2 4 Upstream Drainage Basin Size 0 1 AC
E #312 Auburn 98002
OTHER PERmffs
Subdivision 0 DOF/G HPA C Shoreline Management
Short Subdivision COE 404 Rockery
0 Grading DOE Dam Safety Structural Vaults
Commercial 0 FEMA Floodplain C Other
[� Other Building Permit Cj COE Wetlands C HPA
.. 1 - 7
Community city of Renton
Drainage Basin Cedar River Basin
�j River None Floodplain Unclassified, not in 500 yr Ilo<
Stream None Wetlands la=
Critical Stream Reach Seeps/Springs
0 Depressions/Swales High Groundwater Table
0 Lake None Groundwater Recharge
Steep Slopes Other
0 Lakeside/Erosion Hazard
Soil Type Slopes 10-20o Erosion Potential Erosive Velocities
Alderwood gravelly Minimal
Sandy loam N/A Minimal
0 Additional Sheets Attatched
1/90
Page 2of2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
REFERENCE LIMITATION/SITE CONSTRAINT
Ch.4-Downstream Analysis None
a
a
a
0
0
�1 Additional Sheets Attatched
�P
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION FOLLOWING CONSTRUCTION
F7x Sedimentation Facilities Stabilize Exposed Surface
a Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities
(� Perimeter Runoff Control Cj Clean and Remove All Silt and Debris
xi Clearing and Grading Restrictions 0 Ensure Operation of Permanent Facilities
Ei Cover Practices Cl Flag Limits of NGPES
Construction Sequenca Other
Other
PARTIM.SU-i « E• 71
Grass Lined Channel Tank Infiltration Method of Analysis
�j Pipe System 0 Vault Depression Rational Method
Cx1 Open Channel 0 Energy Dissapator C Flow Dispersal Co mpensation/Mitigation
Dry Pond n Wetland 0 Waiver of Eliminated Site Storage
�1 Wet Pond Stream Regional Detention
Brief Description of System Operation Onsite conveyance system will discharge into
existing conveyance system under Benson Road
Facility Related Site Limitations ) Additional Sheets Attatched
Reference Facility Limitation
N/A
. a
9 7,--t rMI 1
Drainage Easement
Cast in Place Vault C1 Other Access Easement
Retaining Wall Native Growth Protection Easement
Rockery>4'High ® Tract
C Structural on Steep Slope Other
PART 14"SIGNATURE OFPROFESSIONAL ENGINEER
I or a civil engineer under my supervision have visited the site. Actual
site conditions as observed were incorporated into this worksheet and the
attatchments. To the best of my knowledge the information provided
here is accurate. sipn.dltl.r.
1/90
EXHIBIT H:
SOILS MAP AND CLASSIFICATION
OL
All
00
f I MIF
it
ji 7W
CD
q op
uj
La
zc -------
V
;Room——
--Z-N
ti
t4o
l i U) Al i
cv
IT] ON,
ca
... a lull aescription of a mapping unit, read both the description of the mapping unit and that of.the soil
series to which the mapping unit belongs. See table 6, page 70, for descriptions of woodland groups. Other
information is given in .tables as follows:
Acreage and extent, table 1, page 9.
, Town and country planning, table 4, page $7.
Engineering uses of the soils, tables 2 and 3
pages 36 through S5, Recreational uses, table 5, page 64.
Estimated yields, table 7, page 79.
qaP Described Woodland
Capability unit fTTM PP•cl Ma in
g unit on group
Page Symbol Page Sytrn
AgB Alderwood gravelly sandy loam, 0 to 6 percent slopes----_-____ ol
';C Aide--
I gravelly sandy loam, 6 to I5 percent slopes--------- 100 IVe-2 76 3d2
TO Alderrood avell saa4y loam, I5 to 30 ercent s10 slopes-------- IVe-2 76 3d1
Alderwood and Kitsap soils, very steep____________ __________ 10 Vle-2 78 3d1
AmB Agents, Alderwood material, 0 to 6 percent slo es 1 ________ 10 VIIe-1 78 2d1
1C Agents, Alder�rood material, 6 to 15 percent slopes 1/ - 10 IVe-2
L Arents, Everett material 1/--------------------- ZO 76 3d2
— -------- PJe-2 76 3d2
C Beausite gravelly sandy loam, 6 to 15 percent slopes----------• --- I1 IVs-1
lI 77 3f3
BeD Beausite gravelly sandy loam, 15 to 30 percent slopes--_______ 12 le-2 76 3d2
BeF Beausite VI_ 2
gravelly sandy loam, 40 to 75 percent slopes--------- 12 78 3dl
Bellingham silt loam__________________ VIIe-1 78 3d1
Briscat silt ------ IIIw-2
loa-a---------------------- 76 3w2
Bu Buckley silt loan------------- -------------'-- 13
-'-- IIw-2
-------------- 75 3w1
------------ -
Cb Coastal beaches---------------- ------ 13 IIIw-2
Earlmont silt loan-----__ ----------- 14
---___-- VIIIZ-1
Edgewick fine sandy loam----------- ------------ 14 ---
78
�B IN-2 _
Everett avg ---------- 15 N 2
_ lIv sandy loam, 0 to 5 percent slopes I=Iw-1 75 2ol
EvC Everett gravelly sand/ loam P ' e P "-- 1S IVs-1 7
D Everett e sandy 5 to 15 percent slopes----______ 1b 3f3
_avellY loam VIS=1" t? _
C 'Everett-.Uderrood 15 to 30 percent slopes-----_____ 16 3
grarelyY sand/ loans, 6 to 15 percent =e-1 -
7� 3f2
slopes-------------------
- -----------------------
InA Ind_anola loa�ty ice sand, 0 to 4 percent slopes--------_ 16 VIs-1 i8 3f3
^tea^.ola ioa:.! faze sand, 4 to 15 pe_ceat pen----------- l7 its-2 77 4s3
Indianola 10aa:y fine sand, 15 to 30 erce• Slopes _
p Zt slopes-----_-_ 16 IVs-2
i i7 4s3
Kits ap silt Ica.^:, 2 to 8 perce - ---- 17
' - •.ten,. slopes-----__-- VIe-1 76
KpC Kitsap silt -------------- li-D loan, 8 to I5 percent slopes-------__ III--1 75 d2
�C:tsam silt loam, 15 to 30 per ------ I'Je-I
Klaus slopes--------------- IS
-- 18 76 a_
gravelly Ioa-,/ sa,.d -----� VIe-2 78
P:di.xed allu^rial Iar ' ' 6 to 15 percent slopes----_______ I8 - _Z
•G---------------- VIS 78
dl
NeC NeiltOn vet ---------------- 18 sr
! gravelly loamy V1w-2 78 201
_--_-- I9
Newberg silt loam---�__- sand, Z to I5 percent slopes------ I
------------------------
- 78 3f3
t Nooks ack silt loam------------- ----------- 19 --
11,_Z 74 2ol
Norma sandy Ioam---------------- ----------
20 7Iw-I 74 Zol
OT teas peat------------- 1.:,:_3 76
------------------ ------------------------------
di s;'_ i --------------------- 21 - 3w
- aam-------------------- VI:Iw-1 78
Ovall gravelly low 0 ------ 2- IIw-2
1, �o I5 percent slopes---------------
1 75
C ) Ova-- gravelly loam I� to ---- -Jo-2 76 3w1
25 percent slopes----_____ 72 - 3di
OvF Oval! gravelly loam 4 - --- -- 23 '✓ie-2
P- Pilc^ �; 0 to 75 percent slopes________________ _ 78 3dl
F' .uck 10 / 1_ne sagd---------------------------------- '�:._-1 78 3dl
0
Pilchl-'C-% ne sand• -'-- Viw-1 78
/ loam-- ------ 23
-------- ------------- 23
2s 1
F Puget silt! clay loam------ PJw_I 76 ZsI
PY Pt:rall= fine ----------------------- . 24 sandy loam----- ------ ITIwi2 76 RaC ---- ---- 24
Ragna: fine sap' -------------
,9w
Rar. sandy loan, 6 to IS percent slaves----___ 'e- 74 201
F a- =ne sandy loan, 1S to 25 percent slopes--------------- 2S PJe-3 77
Ra a:- 4sl
3n Indianola associaticn s' 26 VIe-2
loping: 1/---------------------- 26 78 4s1
Ragnar soil---- _____-_
----------------- -----
Indianola -- ---
soil------------------------------------- 26 IVe-3
__________ 77 4sI
R Raga ar-Indianola ---- -- IVs-2--- 77
association, moderately steep: I/____________ - 4s3
Ragrar soil-------- — ---
Indianola soil------------------------------------------- -- 78 ---
------ VIe-2 78 451
----------------------
------ -- VIe-I 77 4s2
U.E' CCVE MICEZCr PRCfT-NC OFF=:1975 0-46i-266
EXHIBIT I:
STORM DRAINAGE AND TEMPORARY EROSION
/SEDIMENTATION CONTROL CALCULATIONS
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