HomeMy WebLinkAboutMISCTECHNICAL INFORMATION REPORT
Proposed Harper Engineering Parking Lot Addition
800 S.K 7th Street
Renton, Washington 98057
4'O H A tj.
o_
44" k�
fir' E.'V Gti74
Prepared for:
Harper Engineering Co.
700 S.W. 7th Street
Renton, Washington 98057
August 22, 2014
Our Job No. 16585
CIVIL LNGINFFRING, LAND PLANNING, SURVEYING
18215 72ND AVENUE SOUTH KENT, 1NA 58032 (425) 251-6222 (425)25- ' -8782 FAX
BRANCH OFFICES ♦ TUMVVATER, WA ♦ LONG BEACH, CA ♦ ROSEVILLE, CA tSAN DIEGO, CA
www.barghauSen .corn
TABLE OF CONTENTS
1.0 PROJECT OVERVIEW
Figure 1 — Technical information Report (TIR) Worksheet
Figure 2 — Site Location
Figure 3 — Drainage Basin, Subbasins, and Site Characteristics
Figure 4 - Sails
2.0 CONDITIONS AND REQUIREMENTS SUMMARY
2.1 Analysis of the Core Requirements
2.2 Analysis of the Special Requirements
3.0 OFF-SITE ANALYSIS
4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
6.0 SPECIAL REPORTS AND STUDIES
7.0 OTHER PERMITS
&0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN
9.0 BOND QUANTITIES, FACILITIES SUMMARIES, AND DECLARATION OF COVENANT
10.0 OPERATIONS AND MAINTENANCE MANUAL
16585.003.doc
1.0 PROJECT OVERVIEW
1.0 PROJECT OVERVIEW
The proposed project site is located on a 1.026 -acre parcel just north of the existing Harper
Engineering development. This parcel is also owned by Harper Engineering and will have
24,000 square feet of permeable asphalt installed in the upper reaches of this development area.
The site is located within the Southwest quarter of Section 18, Township 23 North, Range 5 East,
Willamette Meridian, City of Renton, King County, Washington. More particularly the site is
located in a #andlocked area at 800 S W. 7th Street within the City of Renton. Railroad tracks
form the project site's northern, southern, and eastern boundaries with other commercial property
bordering on the west.
The existing condition of the site consists of vacant raw land with second growth forest over
portions of it and thick brush over the remaining portion of the site. There is an existing wetland
located in the northwest corner of the overall area. Two railroad grades form the project's north,
east, and south boundaries as mentioned previously and these road grades are higher in
elevation than the site is.
The proposal for this development is to provide an asphalt roadway crossing of the Burlington
Northern Railroad track along the southern property line of the site with access coming from the
existing Harper Engineering development on the other side of the railroad tracks. Then
permeable asphalt will be constructed totaling 24,000 square feet with a 1 percent slope from
south to north and a long-term infiltration rate of 0.3 inches per hour as determined by the
r geotechnical engineer for this project. Please refer to Section 6.0 of the Technical Information
Report for the soils report prepared for this project.
The proposed new parking lot will have appropriate drive aisles with intermittent landscaping
islands, all to create a site conforming to the requirements of the City of Auburn. In addition, the
site is located on the western fringe of an aquifer recharge area; however, the on-site soils exhibit
an infiltration rate slow enough to provide treatment for stormwater runoff infiltrating through them
in order that a liner will not be required for these soils.
This project will include the clearing of vegetated land with retention of as many large -diameter
trees as physically possible with a development of this nature.
There will be no impacts to the downstream drainage course from this site which outfalls, should
the infiltration facilities ever overtop, to the Black River area within several hundred feet west of
the project site.
There are two soil types on this project site, Woodinville silt loam and Beausite gravelly sandy
loam with 6 to 15 percent slopes also on the project site. Please refer to the Soils Map on the
following pages of this report for how the on-site soils were configured on the project site.
The King County Runoff Time Series (KCRTS) hydrology model was utilized in sizing the
permeable asphalt pavement section for this project site. A 10 -inch section was elected with
3 inches of permeable asphalt over 3 inches of gravel base with a minimum of fines over another
4 inches of gravel material.
165B5,003.doc
Figure 1 -Technical Information Report (TIR)
kING COtJNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER
Project Owner Harper Engineering
Phone
Address 700 S.W. 7th Street, Renton. WA
Project Engineer Costa Philippides
Company Bar h� ausen Consulting Engineers, Inc.
Phone (425) 251-6222
Part 3 TYPE OF PERMIT APPLICATION
❑ Landuse Services
Subdivision I Short Subd. I UPD
® Building Services
MIF I Commercial I SFR
® Clearing and Grading
❑ Right -of -Way Use
❑ Other
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report
Type of Drainage Review Ful / Targeted
(circle): Large Site
Date (include revision
dates):
Date of Final:
Part 6 ADJUSTMENT APPROVALS
Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Name Harper Eng. Parkin Lot Ex .
DDES Permit*
Location Township 23 North
Range 5 East
Section 18
Site Address 800 S.W. 7th Street
Renton WA
Part 4 OTHER REVIEWS AND PERMITS
❑ DFW HPA ❑ Shoreline
❑ COE 404 Management
❑ DQE Dam Safety 1:1 Structural
Rockery/Vault/
❑ FEMA Floodplain ESA Section 7
❑ COE Wetlands
❑ Other
j Site improvement Plan (Engr. Plans)
I Type (circle one): Ful] f Modified 1
Small Site
Date (include revision
dates):
Date of Final:
Type (circle one): Standard / Complex f Preapplication I Experimental I Blanket
Description: (include conditions in TIR Section 2)
Date of
2009 Surface Water Design Manual I/t/09
I 16585.004.doc
KING COUNTY, WAS1IINGITON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes 1 No
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan: Renton
Special District Overlays:
Drainage Basin:
Stormwater Requirements:
Describe:
Part 9 ONSITE* AND ADJACENT SENSITIVE AREAS
❑ River/Stream -- - ❑ Steep Slope
❑ Lake ❑ Erosion Hazard
® Wetlands ❑ Landslide Hazard
❑ Closed Depression ❑ Coal Mine Hazard
® Floodplain To the west on adjacent pfo.perty ❑ Seismic Hazard
❑ Other ❑ Habitat Protection
Part 10 SOILS
Soil Type
Woodinville silt loam
Beausite gravelly
sandv loam
Slopes
6 to 15 Rercent
❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additionaf Sheets Attached
2009 Surface Water Design Manual
2
Erosion Potential
1/1/09
I6585.004.doc
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAI,
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE LIMITATION 1 SITE CONSTRAINT
❑ Core 2 — Offsite Analysis
❑ Sensitive/Critical Areas
❑ SEPA
❑ Other
El
❑ Additional Sheets Attached
Part 12 TIR SUMMARY SHEET
(provide one TIR Summary Sheet per Threshold Discharge Area)
Threshold Discharge Area:
(name or description)
Core Requirements (all 8 apply)
Discharge at Natural Location
Number of Natural Dischar a Locations: I
Offsite Analysis
Level: 1 / 2 1 3 dated: NIA
Flow Control
Level: 1 1 2 1 3 or Exemption Number
(incl, fac€lity summary sheet)
Small Site BMPs Porous pavement
Conveyance System
Spill containment located at: NIA
Erosion and Sediment Control
ESC Site Supervisor:
Contact Phone:
After Hours Phone:
Maintenance and Operation
Responsibility: Private / Public
If Private, Maintenance Log Required: es / No
Financial Guarantees and
_
Provided: Yes 1 No
Liability
WAtPr Oimhty
Tvna' Racir / ganc I nko ! Fr% hamar P�eirm I Pnn
(include facility summary sheet)
or Exemption No.
Landscape Mana
Plan: Yes / No
Special Requirements (as applicable)
Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP f Shared Fac. / None
Requirements Name:
Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None
100 -year Base Blood Elevation (or range):
Datum:
Flood Protection Facilities Describe:
Source Control Describe landuse:
(comm./industrial landuse) Describe any structural controls:
2004 Surface Water Design Manual V1/09
3 16585.004,doc
M&
KING COUNTY, WASIIINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High -use Site: Yes ! INol
Treatment BM P:
Maintenance Agreement: Yes 1 N�
with whom?
Other Drainage Structures
Qescn e:
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
FACILITY DESCRIPTIONS Note: Include Facility Su mary and Sketch
MINIMUM ESC REQUIREMENTS
Type/Description
MINIMUM ESC REQUIREMENTS
T elDescri tion
DURING CONSTRUCTION
AFTER CONSTRUCTION
®
Clearing Limits
®
Stabilize Exposed Surfaces
❑
Cover Measures
®
Remove and Restore Temporary ESC Facilities
®
Perimeter Protection
®
Clean and Remove All Silt and Debris Ensure
❑
Traffic Area Stabilization
Operation of Permanent Facilities
❑
Sediment Retention
❑
Flag Limits of SAO and open space
preservation areas
❑
Surface Water Control
�
❑
Other
❑
Dewatering Control
❑
Dust Control
❑
Flow Control
Part 14 STORMWATER
FACILITY DESCRIPTIONS Note: Include Facility Su mary and Sketch
Flow Control
Type/Description
Water Quality
T elDescri tion
❑ Detention
❑ Infiltration
❑ Regional Facility
❑ Shared Facility
Flow Control
BMPs
❑ Other
❑ Biofiltration
❑ Wetpool
❑ Media Filtration
❑ Oil Control
❑ Spill Control
® Flow Control BMPs porous Asphalt
❑ Other i
- 1
porous Asphalt
2009 Surface Water Design Manual 1/1/09
4 16585.004.doc
KING CM,NTY, WASHINGTON, SURFACE WATER DESIGN MANUAI,
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 15 EASEMENTS/TRACTS
❑ Drainage Easement
❑ Covenant
❑ Native Growth Protection Covenant
❑ Tract
❑ Other
Part 16 STRUCTURAL ANALYSIS
❑
Cast in Place Vault
❑
Retaining Wall
❑
Rockery > 4' High
❑
Structural on Steep Slope
❑
Other
Part -17 SIGNATURE OF PROFESSIONAL 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 attached Technical Information Report. To the best of my
knowledge the information provided h re is accurate.
IA
_ - - _ Signed/Date
2009 Surface Water Design Manual 111,1/09
5 16585.004.dac.
Figure 2 -- Site Location
�5
s � nth f'i
.r
m
w
'1
5tl Sunset Bird 9000f
Sy, . N
� F
m
Jho
Horiaonlal: N. T.S.
I'
$liyt�;Ttofj ` St
p\
S ,t+��tr
5!l
e
18215 72ND AVENUF SOUTH
KENT, WA 88032
7ipj
(425) 251-8222
ahPrn
(425) 251-8782
o ..
sG�T '♦r
CIVIL ENGINEERING, LAND PLANNING,
�p�'
�M� Efr64{i�
SURVEYING, ENVIRONMENTAL SERVICES
SITE
�
a
sv'r 7:h St
Sw 701 5t
5:v i 111 Sl
Ll
}
V)
a)
7
Si
�
m
<eb
C
O
9
30th SZ
sw
cw
LL
�Aht 1dCh 5L
�tiV [yC��l� WY
�j�IJ 1Zt�� �+
RUERENGE nand McNally (2014)
Scale,
Horiaonlal: N. T.S.
Vertical: N/A
q-ry14A41s
18215 72ND AVENUF SOUTH
KENT, WA 88032
ro Z
(425) 251-8222
i
(425) 251-8782
o ..
sG�T '♦r
CIVIL ENGINEERING, LAND PLANNING,
�p�'
�M� Efr64{i�
SURVEYING, ENVIRONMENTAL SERVICES
P:h i 6060s1165R51exhibillgraphics416585 vmap.cdr
For.,
HARPER ENGINEERING
RENTGN, WASHINGTON
Title:
VICINITY MAP
Job Number
16585
DATE: 08120,'l 4
Figure 3 - Drainage Basin, Subbasins, and Site
Characteristics
cq
w
C
LU
CL Z W)
uj
�r
W
J z
V
CID
CU
Loq�c
TN[n
�NDj d
it 1 4 N tp
II Lino
V7
N N
a- CL
d m Y N in m {aJ
s� N N
470,200uL OBJ
O rPOCc R- O�DOIJ7
CtNON `O Q7Nr-N
+ fl { 11 I. oE'Q E9
+ "
V7�t17 }�
�>
T $
x
NO''•'aDNU Q70 NO
eF f0 � afl N . In 40 l0
SDN+N ryd'NrAN
o N Oil II a I.cJ o 61
fl�llY Uma
n� t m
� CD
U x
In.-upma�r�--_t
Ci NO NC1 - bN GC"S
N
CS
d >ll 4 w E2
[Sa�� r�J
LL
LLr
Q I
O
J
—9
e
---- ,104 .0N3H00 ,+ = „k:alooS VVd 9b;� tilOZ/ZZ/S:awli%a7b0 6Mp w6..Sgrgl\Z 35Yh,d\6uuaaurbua\gBS3:\500091\:d;a}!J
125M 'ON 80r '3'0'8
Lj
(L z
Z
0�
00COW
U1 J
z
W
V m
W3cc�h
p N
WZ 4M W m
LL
in
��3NnQ
in
S4tY
h
t/
0
Ir
,,
I
k i
I
r
0 cc
'Al d]
}
I
i
i�
f
00'92
�0-9Z
'
I
i
C/��
1
I
I
Z 9z
t�
a i
'
1.J
91-9Z
�,as 1w
ca
.
Lt.]
J
22Si
86'LZ
--' -- -� --``
OZZ
LL{iCL
cw z
g6.
�.s • � ,._ '- - -•-I'i - -
Vii' ILIL
i• 4
r_-kz
717
09,12
LL
�
I I
0
e
---- ,104 .0N3H00 ,+ = „k:alooS VVd 9b;� tilOZ/ZZ/S:awli%a7b0 6Mp w6..Sgrgl\Z 35Yh,d\6uuaaurbua\gBS3:\500091\:d;a}!J
125M 'ON 80r '3'0'8
Lj
(L z
Z
0�
0 w
U1 J
z
W
V m
W3cc�h
p N
WZ 4M W m
LL
in
��3NnQ
in
S4tY
h
t/
0
Ir
,,
I
k i
I
r
0 cc
'Al d]
}
I
i
i�
f
C/��
1
M
io
t�
i1
1.J
�,as 1w
ca
.
Lt.]
J
22Si
LL{iCL
cw z
g6.
'n_ �1 ,
�Nwr
717
LL
�
0
Q
r
I',�
�
O
U m
f l l0.
N
0. A
Ln
0
Ix tL
a
LLJ.�
1
z
Wr�
4J
Z
a_
_j
m
Lu
Z VI
VI
o
Wr -
EL x
r1 C) {
-
oC) r
A
X 7-
. v v ". +`7 11'. x • fir' � - -. p�3� � � '� f
'•7 s�
I N
f• �' '_ ti- - frr�'
t
NIL
5
eq
�`1 •N �� N // rI
_ I
=� �I
Z lo
0
„7Z-QZ)
ti
'�3k ,. `-• - \ � ..Sly
LL
(L z
Z
0�
0 w
U1 J
z
W
V m
_ _¢
p N
WZ 4M W m
LL
in
��3NnQ
in
S4tY
h
t/
0
Ir
,,
I
k i
I
r
0 cc
'Al d]
}
I
i
i�
f
�I
1
t�
i1
.
Lt.]
J
cw z
'n_ �1 ,
If
717
r
Ln
0
r �,r
e
1
i
r1 C) {
-
oC) r
A
X 7-
. v v ". +`7 11'. x • fir' � - -. p�3� � � '� f
'•7 s�
I N
f• �' '_ ti- - frr�'
t
NIL
5
eq
�`1 •N �� N // rI
_ I
=� �I
Z lo
0
„7Z-QZ)
ti
'�3k ,. `-• - \ � ..Sly
LL
(L z
Z
0�
0 w
U1 J
z
W
V m
_ _¢
p N
WZ 4M W m
f
in
��3NnQ
in
S4tY
h
t/
Ir
I
k i
I
�l
0 cc
'Al d]
}
I
i
i�
f
SvD
Q
C)
�i
, z
a
r I '
CL
+ ! CL
JI
-��`� l ~•.� 1 '.ry '�^�}_ Imo;\ ;:"
� s
r �1
• •.
Z
[W�
U1 J
Z
V m
_ _¢
p N
WZ 4M W m
IX
in
��3NnQ
in
S4tY
h
t/
Ir
I
k i
I
}
I
i
i�
f
�I
1
Q
C)
�i
, z
a
r I '
CL
+ ! CL
JI
-��`� l ~•.� 1 '.ry '�^�}_ Imo;\ ;:"
� s
r �1
• •.
Q
Z D
!�40
0 wC
0
N LL
J W
_j m
Q
Wild E)Nb VJJ!DNIC]#U0Afa,adi'dd amcd1v m5 °�aaa� 2WdV 3 "'a NO1SlJ1321 'ON
�I 3S'a MR A
���/} /1'�gj�j [/'�� I ,�Vi ��w Idag SMACAk �ygnd/6k �p!r1g/6uluuol� ��{(, ly,
C. 'JIMMY:! NO.LD SIHS V M aN Vil ■E•1.Y f 11 11V Q .O -
I
'/•�{ H vy�= �wqy �;yy ye�7�I +�.gy�ygiy..��H'{w�e1 �0 ��,i D y
NYWa� Y ON18../3NION-3 U3,JH Y 1 E �K
C Ieel/regia av4 �rulozleon
E 3:'y:. CtlPG. wnN l�'42LK ;°"r75 01431Mi-5 ,- T • I ��
-[U L26* ` 'nN Rof- 'V1S ;_OYdS a3dYa IffW 6 iole a3Lbd X-3.; ;( :3PIVFI�1lJ
Z
[W�
U1 J
Z
V m
_ _¢
p N
WZ 4M W m
IX
in
��3NnQ
in
S4tY
r-. r+
47��vvU
Q
Z D
!�40
0 wC
0
N LL
J W
_j m
Q
Wild E)Nb VJJ!DNIC]#U0Afa,adi'dd amcd1v m5 °�aaa� 2WdV 3 "'a NO1SlJ1321 'ON
�I 3S'a MR A
���/} /1'�gj�j [/'�� I ,�Vi ��w Idag SMACAk �ygnd/6k �p!r1g/6uluuol� ��{(, ly,
C. 'JIMMY:! NO.LD SIHS V M aN Vil ■E•1.Y f 11 11V Q .O -
I
'/•�{ H vy�= �wqy �;yy ye�7�I +�.gy�ygiy..��H'{w�e1 �0 ��,i D y
NYWa� Y ON18../3NION-3 U3,JH Y 1 E �K
C Ieel/regia av4 �rulozleon
E 3:'y:. CtlPG. wnN l�'42LK ;°"r75 01431Mi-5 ,- T • I ��
-[U L26* ` 'nN Rof- 'V1S ;_OYdS a3dYa IffW 6 iole a3Lbd X-3.; ;( :3PIVFI�1lJ
Im ON =*&men m
p
C
1
i
Figure 4 -Soils
1
r.
1
REFERENCE: USDA, Natural Resources Conservation Service
Scale:
Horizontal: N.%S.
Verixel. NIA
q,P�A g,
18215 72NDAVENJE SOUTH
ri
KENT, VVA 98032
co 2
(425) 251-6222
n
(425)251-8782
O z
x
�rnc�
CIVIL ENGINEERING, LANG PLANNING,
EM�i�b4
SURVEYING, ENVIRONMENTAL SERVICES
A:II600Cs1965851exhibirlgraphlcs176585 serlxdr
LEGEND:
Wo = Woodinville silt loam
BeC = Beausite gravelly sandy loam, 6-15% slopes
For,
Tifle.
HARPER ENGINEERING
RENTON, WASHINGTON
SOIL SURVEY MAP
Job Number
INNI-M
08120/14
2.0 CONDITIONS AND REQUIREMENTS
SUMMARY
2.0 CONDITIONS AND REQUIREMENTS SUMMARY
2.1 Analysis of the Eight Core Requirements
Core Requirement No, 1: Discharge at the Natural Location,
Response: All surface water runoff from this new development will be infiltrated into the
soil below the permeable asphalt with the remainder of the site functioning as it does
under existing conditions. Therefore, this requirement is met,
Core Requirement No. 2: Off -Site Analysis.
Response: Since infiltration of stormwater runoff is the proposed means of Flow Control
BMP for this project site with all of the runoff infiltrating readily into ground, no Off -Site
Analysis was prepared for this site. However, should runoff ever overtop the porous
pavement, it would sheet flow to the west into the Black River drainage basin at the Black
River Park.
Core Requirement No, 3: Flow Control.
Response: Flow control is being provided with this project in the form of a Flow Control
BMP for the entire developed area on the site which meets the requirements of the City
of Renton for projects of this nature. Therefore, this Core Requirement is met.
Core Requirement No. 4,- Conveyance System.
Response: There is no conveyance system proposed for this development; therefore,
this Core Requirement does not apply.
Core Requirement No. 5: Erosion and Sediment Control,
Response: All erosion and sediment control requirements of the 2009 King County
Surface Water Design Manual will be followed with this site as modified by the City of
Renton's amendments. Cover measures will be provided, clearing limits will be specified,
a rock construction entrance will be installed, and downstream perimeter protection will
also be utilized in the form of silt fences to maintain that all runoff leaving the project site
either infiltrates, or should it concentrate be dispersed through the native vegetation with
no sediment entrained in the water.
Core Requirement No. S: Maintenance and Operations.
Response: A Maintenance and Operations Plan will be prepared with the final
preparation of the Technical Information Report for this project.
Core Requirement No. 7: Financial Guarantees and Liability.
Response: All financial guarantees and liabilities requirements of the City of Renton will
be followed for this project as per the requirement of the City.
Core Requirement No. 8: Water Quality,
Response: The on-site soils exhibit water quality treatment capability since the
infiltration rate is so small. Therefore, no further water quality requirement is required for
this project. The site is located in an aquifer recharge area and the on-site soils will
provide the required treatment.
16585.() 63, doc
2.2
Analysis of the Six Special Requirements
Special Requirement No. 1: OtherAdopted Area -Specific Requirements,
Response: There are no known other adopted area -specific requirements for this area
by the City of Renton to the best of our knowledge.
Special Requirement No. 2. Flood Hazard Area Delineation.
Response: The Black River is located westerly of the project site and has a Flood
Hazard Area associated with it. However, none of the 100 -year floodplain is within the
project limits on this site.
Special Requirement No. 3: Flood Protection Facilities.
Response: This Special Requirement is not applicable to this project site.
Special Requirement No. 4_ Source Control.
Response; The project site parking lot will have to be swept on a regular basis and
vacuumed as well in order to maintain the permeability of the asphalt on this project site.
There should be no other forms of pollution other than oil and sediment on this area of
the overall development.
Special Requirement No, 5: Oil Control,
Response: This project does not meet the characteristics of a high -use site; therefore,
this Special Requirement does not apply.
Special Requirement No. b: Aquifer Protection Area.
Response: This project is on the outer limit fringe of an Aquifer Protection Area and the
on-site soils provide adequate water quality through infiltration through the underlying soil
below the permeable asphalt. Therefore; no further lining or aquifer protection
requirements apply to this project site.
# 6585.003.d oc
3.0 OFF-SITE ANALYSIS
3.0 OFF-SITE ANALYSIS
No off-site analysis was prepared for this project site as all runoff generated from the proposed
parking lot area will be readily infiltrated, including runoff from any upstream basin draining onto
the permeable asphalt_ A small sloped area between the railroad tracks and the permeable
asphalt will drain down to the permeable asphalt; however, in the sizing of the pavement section,
there is adequate safety measure to infiltrate all stormwater runoff that lands on the permeable
asphalt. Therefore, no further upstream or downstream analysis was performed for this project.
16585.003.doc
FEMA MAP
n
l
r�
30wLcVAI'D
ClrHi��S
T �Tti
S
r
C
ZONE X
LLJ
- r
ZONEAE Lu
C� G
REFERENCE: Federal Emergency Management Agency (Portion of Map 5303300976 F, May 1995)
07hER ARFA5
ZONE x Anes dcee"'nad to be ouefide 5Cayear
1cdpiain.
Scala: For ; Job N umbet
Horizontal: N.T.S. Vertical: WA HARPER ENGINEERING
jp14Aj`s 6585
1821572ND AVENUE SOUTH RENTQN, WASHINGTON
q• ► KENT, WA 98032
Z (425) 251-6222 Title. -
(425) 251-8782 FEMA MAP
CIVIL ENGINEERING, LAND PLANNING,
<hfNc eraa,HE�� SURVEYING, ENVIRONMENTAL SERVICES ATE: 08!201141
P:146000s1465851exhibiAgraphicstl6585 fema.cdr
ASSESSOR'S MAP
P:176000s1765654exhibiAyraplvcstl6585 amap.cdr
2^
126
2dry
-
9
15 f
\ 2a
10
- 17
I� GA
UI 94 fu 52
'
' 14)j
ALTAMONTE Condo
17
ix 1366fe t\
11
I�
1
,
ry9
J E3
tr
wP
10
� 2'rgl
_1-
-
" 5
E Ila
+r1
+r-�C
{{.1c 5F IY
_ f[PGCu-..
•-�
is f, cl
..
0...3 141
SITE
5
-
I
Issc3xe[
WC
.rs: vcY
927:
-
I Nin, g,
5 09 1.'
�. .1
s7
+5 T{
S.144TH ST -
Pol u[ErT',i Is. p'. 11, 9TI
':4'30.
mPASev[
sz cane
D 5409/slo
'iS. ¢{
' S. PJ TTH. 67.
]4 37 loll'
a - a•P ¢ X59. Fa a3?.2[
3z 5 Co�ifu p
2fi'.3i
.-1
-YS v: -
�
3n
CC
5
I
ff
REFERENCE: King County Department of Assessments (May 2014)
Seale:
Far;
Job Number
Horizoptak N.T.S. Verflcai ova
HARPER ENGINEERING
16685
t4A 1821572ND AVENUE SOUTH
RENTON, WASHINGTON
KENT, WA 98032
Al ` Z (425) 251-6222
Title:
(425) 2518782
_
ASSESSOR MAPj�
CIVIL ENGINEERING, LAND PLANNING,
'Ha eHo,SURVEWNG. ENVIRONMENTAL SERVICLS
DATE: 08/20/14
P:176000s1765654exhibiAyraplvcstl6585 amap.cdr
SENSITIVE AREAS FOLIOS
REFERENCE: King County iMAP (2014)
Scale
HompnW N.T.S.
Tyr, 0
r'Yc ENGINE'
Vertical NIA
18215 72ND AVENUE SOUTH
KENT, WA 98032
(425) 251-5222
(425) 251-8782
CIVIL ENGINEERING. LAND PLANNING,
SURVEYING. ENVIRONMENTAL SERVICES
Y I5UUOS11658516xhlbli'graphresl16585 ser>s,cdr
For:'
Title:
2409 Color Aerial Photos
(121n)
HARPER ENGINEERING
RENTON, WASHINGTON
SENSITIVE AREAS
MAP
Job Number
16585
.DATE. 08120;14
Legend
County Eburi,"ry
SAO Stream
SAO Wetland
x Mountain Peaks
Crag 1
SAO Landslide
Highways
.!
Cul"2aeremi"
SAO Coal Mine
Streets
1�
C4d92U'W-.d
SAO Seismic
Ilivwav
!s/
C1.11Ia3
SAO Erosion
"o-zo+
L"W.Modilmd
2009 t;Alo+Aorial Photos
Lad
lakes and Large Rivers
(tin)
Parcels
Streams
REFERENCE: King County iMAP (2014)
Scale
HompnW N.T.S.
Tyr, 0
r'Yc ENGINE'
Vertical NIA
18215 72ND AVENUE SOUTH
KENT, WA 98032
(425) 251-5222
(425) 251-8782
CIVIL ENGINEERING. LAND PLANNING,
SURVEYING. ENVIRONMENTAL SERVICES
Y I5UUOS11658516xhlbli'graphresl16585 ser>s,cdr
For:'
Title:
2409 Color Aerial Photos
(121n)
HARPER ENGINEERING
RENTON, WASHINGTON
SENSITIVE AREAS
MAP
Job Number
16585
.DATE. 08120;14
4.0 FLOW CONTROL AND 'WATER {QUALITY
FACILITY ANALYSIS AND DESIGN
4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
A. Existing Site Hydrology
Under existing conditions the site is highly vegetated with second growth forest and
brushy areas. There is an existing wetland located in the northwest corner of the project
site which the site currently drains to if runoff is not infiltrated or evaporated prior to that.
B. Developed Site Hydrology
Under developed conditions 24,000 square feet of the site will have permeable asphalt
applied with grading occurring in order to provide a parking lot for the proposed use of the
existing Harper Engineering development located across the railroad tracks and
immediately south of the project site. This permeable asphalt has a pavement section of
10 inches including also the rock and gravel layers below the porous asphalt. This was
more than adequate to infiltrate all stormwater runoff generated from the permeable
asphalt and any contributing area. Please refer to the calculations on the following pages
of this report for how that was sized.
C. Performance Standards
The King County Runoff Time Series model was utilized in sizing the permeable asphalt
pavement section on this project site. The permeable asphalt is a Flow Control BMP
which meets the requirements of the City of Renton for projects of this nature. Water
quality is not required as the on-site soils exhibit traits of treatment type soils and there is
no conveyance system proposed with this development.
D. Flow Control System
As mentioned previously, the only flow control system proposed for this project is to
utilize permeable asphalt as a Flow Control BMP,
E. Water Quality System
There is no water quality system proposed for this project.
1 6585.6o3.doc
KCRTS CALCULATIONS TO SIZE THE POROUS
ASPHALT
rAIA ve. IT
KCRTS Command
1 i 1 J1 } % I�
- - - - - - - - - ` - - - r% ��, .,! fJ I �.�jr,
CREATE a new Time Series � J/
------------------------
ProducCion of Runoff Time Series f -a +� "`,c� /S}o r i
Project Location Sea -Tac
u
Comptin Series 16585infildev.tsf
Regional Scale Factor 1,00 #1
Data Type Reduced
Creating Hourly Time Series File
Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf
Impervious 0.55 acres
--------------
Total Area 0.55 acres
Peak Discharge: 0,260 CFS at 6:00 on Jai 9 in Year 8
Storinq Time Series File:16585_nfildev,:�sf
Time Series Computed
KCRTS Command
-------------
Enter the Analysis TOOLS Module
-------------------------------
Analysis Tools Command
----------------------
Compute PEAKS and Flow Frequencies
----------------------------------
Loading Stage/Discharge cur_v-e.16585infildev.tst
Flow Frequency Analysis
--------------------------------------------------------
Time Series File.16585infildev.tsf
Project 1,ocation:Sea-Tac
Frequencies & Peaks saved to File:16585infildev.pks
Analysis Tools Command
-----------------------
RETURN to Previous Menu
-----------------------
KCRTS Command
-------------
Size a Re-tention/Detention FACILITY
-----------------------------------
Edit Facility
-------------
CANCELLED
Retention/Detention Facility Design
-----------------------------------
Saving Retention/Detention Facility File:16585infil.rdf
End Sizing Retention/Detention Facility
KCRTS Command
Flow Frequency Analysis
Time Series File:16585infildev,tsf
Project Location:Sea-Tac
---Annual
Peak
Flow Rates---
-----Flow
Frequency
Analysis -------
Flow Rate
Rank
Time of
Peak
- - Peaks
- - Rank Return
Prob
(CFS)
(CFS)
Period
0.133
7
2/09/01
2:00
0.260
1
100.00
0.990
0.117
8
1/05/02
16:00
0,200
2
25.00
0,960
0.163
4
12/08/02
18:00
0.163
3
10.00
0.900
0.137
6
8/26/04
2:00
0.163
4
5.00
0.800
0.163
3
10/26/04
16:00
0.142
5
3.00
0-667
0.142
5
1/18/06
16:00
0.137
6
2.00
0.500
0.200
2
10/26/06
0:00
0.133
7
1.30
0.231
0.260
1
1/09/08
6:00
0.117
8
1.10
0.091
Comnuted Peaks
0.240
50.00
0.980
Flow Frequency Analysis
Time Series Fi7_e.16585infilydout.tsf
Project Location;Sea-Tac
---Annual
Peak
Flow Rates ----
Flow Rate
Rank
Time of
Peak
,CFS)
Period
0.000
01000
6
2/09/01
3:00
0.000
8
1./05/02
17:00
0,000
4
2/27/03
8:00
0.000
7
8/25/04
3:00
0.000
3
10/28/04
17:00
0.000
5
1/18/06
14;00
0.000
2
10/25/06
.1:00
0.000
1
1/09/08
10:00
Computed Peaks
0.231
0.000
-----Flow Frequency Analysis -------
- - Peaks
- --
Rank
Return
Prob
(CFS)
(ft)
Period
0.000
0.18
1
100.00
0.990
0.000
0.04
2
25-00
0.960
0.000
0.04
3
10.00
0.900
0.000
0.04
4
5.00
0.800
0.000
0.03
5
3.00
0.667
0.000
0.03
6
2.00
0.500
0,000
0.03
7
1.30
0.231
0.000
0.02
8
1.10
0.091
0,000
0.7.3
50.00
0.980
Retention/Detention Facility
Type of Facility: Gravel Infiltration Trench
Facility Length:
240.00
ft
Facility 79idth;
100.00
ft
Facility Area:
24000,
sq.
ft
Effective
Storage Depth:
0.83
ft
Stage
0 Elevation:
20.17
ft
Storage Volume:
5976,
cu.
ft
Vertical
Permeability:
200.00
min/in
Permeable
Surfaces:
Bottom
Riser Bead:
0,83
ft
Riser Diameter:
12,00
inches
Top Notch Weir:
None
Outflow
Rating Curve;
None
Stage
Elevation
Storage
Discharge
Percolation
(ft)
(ft) (cua ft) (ac -ft)
(cfs)
(cf..$)
0.00
20.17
0.
0.000
0.000
0.00
0.04
20.21
288,
0,007
0.000
0.17
0,08
20.25
576,
0,013
0.000
0,17
0.12
20.29
864,
0,020
0.000
0.17
0.17
20.34
1224.
0.028
0,000
0.17
0.21
20.38
1512.
0,035
0.000
0.17
0.25
20,42
1800.
0,041
0.000
0.17
0.29
20.46
2088.
0.048
0.000
0.17
0.33
20,50
2376.
0.055
0.000
0.17
0.37
20.54
2664,
0.061
0,000
0.17
0.42
20.59
3024.
0,069
0.000
0,17
0.46
20.63
3312.
0,076
0.000
0,17
0.50
20.67
3600,
0.083
0.000
0.17
0.54
20.71
3888,
0.089
0.000
0,17
0.58
20.75
4176.
0,096
0,000
0.17
0.62
20.79
4464,
0.102
0.000
0.17
0.67
20.84
4824.
0.111
0.000
0.17
0.71
20.88
5112,
0,117
C.000
0.17
0.75
20.92
5400,
0,124
0.00C
0.1_7
0.79
20.96
5688,
0.131
0.000
0.17
0,83
21.00
5976.
0,137
0.000
0.17
0,93
21,10
5976.
0.137
0.308
0.17
1.03
21.20
5976.
0.137
0.871
0.17
1.13
21..30
5976.
0,137
1.600
0.17
1,23
21.40
5976.
0.137
2,390
0,17
1.33
21,50
5976.
0.1.37
2.670
0.17
1.43
21.,60
5976,
0,137
2.930
0.17
1..53
21.70
5976,
0.137
3,160
0.17
1.63
21.80
5976.
0,137
3.380
0.117
1.73
21.90
5976.
0.137
3.590
0,17
1.83
22.00
5976.
0.137
3.780
0.17
1,93
22.10
5976.
0.137
3,970
0.17
2.03
22,20
5976,
0.137
4.140
0.17
----------------------------------
Route Time Series through Facility
Inflow Time Series File:165B5infildev.tsf
Outflow Time Series File:16585infilydout_t7.f
Inflow/Outflow Analysis
Peak Inflow Discharge:
2.13
22.30
at 6:00 on Jan 9 in Year 8
5976.
0,137
4.310
0,17
Peak Reservoir Stage:
2.23
22.40
0.000
5976.
0,137
4.470
0,17
Peak Reservoir Storage:
2.33
22.50
-Ft
5976.
0,137
4.630
O,17
7
2.43
22.60
0.000
5976.
0.137
4.780
0.17
5
2.53
22.70
0.000
5976,
0.137
4.930
0,17
1
2.63
22.80
Computed Peaks
5976,
0.137
5.070
0.17
1.10
2.73
22.90
0,13
5976.
0.137
5.210
0.1.7
2.83
23.00
5976.
0.137
5,350
0.17
Hyd
Inflow
Outflow
Peak
Storage
Target
Calc
Stage
Elev
(Cu -Ft)
(Ac -Ft)
1
0.26
0.00
0.00
0.18
20.35
1305.
0,030
2
0.14
*******
0.00
0.03
20.20
230.
0.005
3
0.20
*******
0.00
0.04
20.21
293,
0.007
4
0.16
*******
0.00
0.04
20.21
255.
0,006
5
0.16
*******
0.00
0.04
20.21
264.
0.006
6
0.13
*******
0.00
0.03
20.20
239_
0.005
7
0.14
*******
0.00
0.03
20.20
198.
0.005
8
0.12
*******
0.00
0,02
20.19
173.
0,004
----------------------------------
Route Time Series through Facility
Inflow Time Series File:165B5infildev.tsf
Outflow Time Series File:16585infilydout_t7.f
Inflow/Outflow Analysis
Peak Inflow Discharge:
0.260
CFS
at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge;
0.000
CFS
at 10:04 on Jan 9 in Year 8
Peak Reservoir Stage:
0.18
Ft
0.000
Peak Reservoir Elev:
20.35
Ft
0.000
Peak Reservoir Storage:
1305.
Cu
-Ft
4
0.030
Ac
-Ft
Flow Frequency Analysis
Time Series File:16585infilydout.tsf
Project Location:Sea-Tac
---Annual
Peak
Flow Rates ---
Flow Rate
Rank
Time of
Peak
(CFS)
Period
0.000
0.000
6
2/a9/01
3:00
0.000
8
1/05/02
17:00
0.000
4
2/27/03
8:00
0.000
7
8/26/04
3;00
0.000
3
1.0/28/04
17:00
0.000
5
1/18/06
14:00
0.000
2
10/26/06
1:00
0,000
1
1/09/08
10:00
Computed Peaks
0.231
0.000
Flow Frequency Analysis-
- - Peaks
- -
Rank
Return
Prob
(CFS)
(ft)
Period
0.000
0.18
_
100.00
0.990
0.000
0.04
2
25.00
0.960
0.000
0.04
3
10.00
0.900
0.0.30
0.04
4
5.00
0.800
0.000
0.03
5
3.00
0.667
0.000
0.03
6
2,00
0.500
0.000
0.03
7
1.30
0.231
0.000
0.02
8
1.10
0.091
0.000
0,13
50.00
0.980
GRADING AND DRAINAGE PLAN
5.0 CONVEYANCE SYSTEM ANALYSIS AND
DESIGN
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
As mentioned previously, there is no conveyance proposed for this development; therefore, this
section does not apply.
16585.003.doc
6.0 SPECIAL REPORTS AND STUDIES
SOILS REPORT
August 12, 2014
ES -2004.02
Harper Engineering
c/o Craft Architects
2505 Third Avenue, Suite 324
Seattle, Washington 98121
Attention: Mr. Todd Schutz
Subject; Geotechnical Evaluation
Parking Area Improvements
Harper Engineering
700 Southwest 7tn Street
Renton, Washington
Reference: Craft Architects
Parking Addition Plan, Sheet A0.1
Dated June 30, 2014
Dear Mr. Schutz:
Earth
I Solutions
NW LLC
Earth Solutions NW LLC
Geotechnical Engineering
Construction Monitoring
Friv renmental Sciences
In accordance with you request, Earth Solutions NW, LLC (ESNW) has prepared this
geotechnical evaluation letter for the subject property.
Project Description
The site is located along the north side of Southwest 7th Street in Renton, Washington. The
approximate location of the property is delineated on the Vicinity Map (Plate 1). The subject
area consists of a triangular-shaped parcel located off the north side of the existing Harper
Engineering building. We understand new parking will be constructed in this area. Grades will
remain largely unchanged with the exception of the egress which will require constructing a
ramp to clear an existing abandoned railway line. The feasibility of infiltrating runoff is also
being investigated as part of the project plans.
Geotechnical Evaluation
Subsurface Conditions
An ESNW representative observed, logged and sampled four test pits excavated within the
proposed parking area using a backhoe and operator retained by our firm. The approximate
locations of the test pits are delineated on the Test Pit Location Plan (Plate 2). A general soil
description is provided below. Please refer to the test pit logs for a more detaiied description of
the soil and groundwater conditions encountered.
1805 - 136th Place N. F., Suite 201 • Bellevue, WA 98095 q A25) 449-4704 ' FAX (425) 449-4711
Harper Engineering
c/o Craft Architects
August 12, 2014
ES -2004.02
Page 2
In general, silt (unified Soil Classification Mt_) and silty fine sand (SNI) alluvial deposits were
encountered at the test pit locations. The silt was the predominate soil deposit and was
observed to be in a loose to medium dense condition. The silty sand was encountered at test
pit location TP -4 and was overlying a silt deposit.
Groundwater seepage was observed at test pit location TP -4 at a depth of about eight and one-
half feet below existing grade. This seepage likely represents the local groundwater table given
the proximity of a local stream abutting the north property line, and we would expect the leve! to
rise during the rainy Fall -Spring months.
Infiltration Recommendations
We conducted three EPA falling head infiltration tests within the native soil deposits, generally
at a depth of about three feet below existing grades. The infiltration tests were performed at
test pit locations TP -1 through TP -3. Based on the results of the testing, average unfactored
infiltration rates of 1.0 inch/hour (TP -2 and TP -3) and 4,0 inches/hour (TP -1) were measured.
USDA textural analysis of representative soil samples yielded a loam classification, with fines
contents ranging from about 87 to 94 percent passing the No. 200 sieve. In our opinion, for
preliminary site designs, a factored infiltration rate of 0.3 inchthour can be used for LID
elements. Due to the low infiltration rate, an overflow provision should be included in designs.
Based on the groundwater conditions observed during the fieldwork, infiltration facilities should
not extend below about three feet relative to existing grades. This provision is based on an
estimate of seasonal Nigh groundwater that rises 2.5 feet from the level observed during the
fieldwork of 8.5 feet and a separation of 3.0 feet.
Pavement Recommendations
Pavement recommendations in this section are for preliminary design considerations. It is
assumed that the majority of the traffic loading will consist of passenger vehicles, but that
occasional heavy trucks may use the area. To ensure adequate pavement performance, the
subgrade should be in a firm and unyielding condition when subjected to proofrolling with a
loaded dump truck. Structural fill in pavement areas should be compacted to the specifications
detailed in the "Site Preparation and Earthwork" section of this report. It is possible that soft,
wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas
containing unsuitable or yielding subgrade conditions will require remedial measures such as
cement treatment, overexcavation and thicker crushed rock or structural fill sections prior to
pavement.
For relatively lightly loaded pavements subjected to automobiles, the following pavement
sections can be considered:
• Two inches of not mix asphalt (HMA) placed over four inches of crushed rock base
(CRB), or;
• Two inches of HMA placed over three inches of asphalt treated base (ATB).
Earth Solutions Nw, LLC
Harper Engineering
c/o Craft Architects
August 12, 2014
ES -2004.02
Page 3
Heavier traffic areas subjected to occasional truck traffic generally require thicker pavement
sections depending on site usage, pavement life expectancy, and site traffic. For preliminary
design purposes, the following pavement sections can be considered for these areas.
• Three inches of HMA placed over six inches of CRIB, or;
Three inches of AC placed over four and one-half inches of ATB.
The HMA, ATB and CRB materials should conform to 1NSDOT specifications.
City of Renton Road Standards may supersede the recommendations provided in this
document.
Railroad Crossing Easement
Egress will be provided via a crossing easement that will extend over the railroad tracks. The
majority of the crossing will be supported by railroad ballast fill. In this respect, roadway
support should be good, In general, areas outside the existing railroad ballast fill should be
prepared in a similar manner as those described in the pavement section above. There is the
potential for differential settlement at the transition between the ballast fill and general site fill.
The roadway fill will taper as it extends outside the railroad alignment and this will reduce the
differential settlement to some degree, To further mitigate the effects of differential settlement
in the egress area, a woven geotextile such as Wrafi 60OX can be used under new fill areas.
The geotextile should be placed such that it extends at least 10 feet into the ballast fill area and
20 feet into the areas outside ballast fill. Cement treatment of the soils outside the ballast area
can be considered in lieu of using a geotextile.
We trust this letter meets your current needs
information is required, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC
c tt S ie el, L. , L.
ojec anager
Attachments: Plate 1 — Vicinity Map
Plate 2 — Test Pit Location Plan
Test Pit Logs (TP -1 through TP -4)
If you have any questions, or if additional
�. CA Mp
� Qt WASJ�+!
o
IQNAI-
�-
�'o
Kyle R. Campbell, P.E.
Principal
Earth Solutlons NW, LLC
rITT,. tel
f.
_}} t r =T
r s All! l ,►
Y }
4{[;
!UC vi
r aF 1jA SS, ;S .5
fi
5N ILr !
..... . . . . . .
MR X
IV
AT 124 C"
+ J
A617T •t
x'4 y
r s{ k
� n S
r
� R "4•
�Y � i.s i F ''' � �• ��� � pmt
tel' i14�1F--
:r 4 f-vm�t S'
2991, Fk
25
s r
NORTH
Reference:
King County, Washington
Map 656
By The Thomas Guide Vicinity Map
Rand McNally Harper Engineering Parking Addition
32nd Edition Renton, WasWngton
NOTE: This plate may contain areas of color. ESNW cannot be Drt^rn. GLS Date 08/1112014 Proj, No. 2004.02
responsible ;or any subsequent misinterpretation of the information Checked SHA Date Aug. 2014 1 Plate 1
resulting from black & white reproductions of this plate.
i_ -
M
25' Bulfer
TP -31 LI
ITP-
TP -1
Existing
Building
LEGEND
NORTH
TP -1 —!—Approximate Location of
ESNW Test Pit, Prod. No.
ES -2004.02, July 2014
Subject Site 30 60 120
Existing Building =60Scale in Feet
Wetland Area
(Delineated By Others)
r
NOTE The graphics shown on this plate are not intended for design
purposes or precise scale measuremerls, but only to illustrate the
approximate test locations relative to the approximate locations of Test Pit Location Plan
exlsting and 1 or proposed site features. The information illustrated
is largely based on data provided by the ch'ent at the time of our Harper Engineering Parking Addition
study ESNW cannot be responsible for subsequent design changes Renton, Washington
or interpratalion of the data by others.
Drwn. GLS Date 0811112014Proj. No. 2004.02
NOTE: This plate may contain areas of color. ESNW cannot be
responsible for any subsequent misinterpretation of the information Checked SHA Date Aug. 20141 Plate 2
resulting from black 8 white reproductions of this plate.
Earth Solutions NWLLC
SOIL. CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
ILETTERI
GRAVEL
AND
CLEAN•r-
GRAVELS
••r•
��•�
ID •*
GIN
WELL -GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO
GRAVELLY
SOILS
(LITTLE OR NO FINES)
o pOQ Q
Q Q u0
GP
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTLlRFS, LITTLE
OR NO FINES
COARSE
GRAINED
SOILS
MORETFIAN50°1
OF COARSE
FRACTION
GRAVELS WITH
FINES
o
°
o 6
GM
SiLTYGRAVELS,GRAVEL-SAND-
SILT MIXTURES
RETAINED ON NO,
4 SIEVE
(APPREC[ABLEG+�+
AMOUNT OF FINES)
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
MORE THAN 54%
OF MATERIAL IS
SAND
AND
CLEAN SANDS
��xW
WELL -GRACED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
LARGER THAN
SANDY
NO, 204 SIEVE
SIZE
SOILS
(LITTLE OR NO FINES]
SP
POORLY -GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
SANDS WITH
FINES
SM
SILTY SANDS, SAND -SILT
MIXTURES
MORE THAN 50"1°
OF COARSE
FRACTION
PASSING ON NO -
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
SC
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS
INORGANIC CLAYS OF LOW TO
FINE
GRAINED
SOILS
AND LIQUID LIMIT
CLAYS LESS THAN SU
��
M£DIUV PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
OF MATERIAL 1S
SMALLER THAN
NO. 200 SIEVE
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
slxF_
SILTS
LIQUID LIMIT
AND
AND GREATERTHAN 50
CLAYOH
�+I I
INORGANIC CLAYS OF HIGH
PLASTICITY
ORGANIC CLAYS OF MEDIUM TO
NIGH PLASTICITY, ORGANIC SILTS
.yam.,.
HIGHLY ORGANIC SOILS
d i, 1 f, ++, y
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
DUAL SYMBOLS are Used to indicate borderline soil classifications.
The discussion in the text of this report is necessary for a proper understanding of the nature
of the material presented in the attached logs,
Earth Solutions NW TEST PIT NUMBER TP -'1 '
1805 - 136th Place N.E., Suite 201
Bellevue, Washington 98005 PAGE 1 OF 1
Telephone: 4254494704
Fax: 425-449-4711
CLIENT Harper Engineering _ _ PROJECT NAME _Har ep r Engineerillq Parking Addition
PROJECT NUMBER 2004-2 PROJECT LOCATION Rentons Washington
DATE STARTEQ 7129114 COMPLETED 7129114 GROUND ELEVAT3ON TEST PIT SIZE
EXCAVATION CONTRACTOR Watterson Excavatingr_____ GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY SHA CHECKED BY SHA AT END OF EXCAVATION —
NOTES Depth of Topsoil & Sod 8": blackberry bushes AFTER EXCAVATION —
W
a.
DL
0
Lu
L TESTS
6
J
MATERIAL DESCRIPTION
Q a-�
a
z
C9
0
T P S L
0.5 TOPSOIL
Brown SILT, stiff, moist
[USDA Classification: tan LOAM]
MC = 25.00%
Fines = 87.40%
5
MC = 36.90%
ML
-light 4ron oxide staining
-sand lensing
1❑
100
Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during
excavation.
Bottom of test pit at 10.0 feet.
Earth Solutions NW TEST PIT NUMBER TP-2
1805 _ 136th P€ace N.E., Suite 201
U'R va Beitevue, Washitlgtor 98005 PAGE 1 OF 1
Seieph one: 425-449-4704
Fax: 426-449-4711
CLIENT _Harper En ineerin V PROJECT NAME Harper Engineering Parking Addition
PROJECT NUMBER 2604-2 PROJECT LOCATION Renton Washington
-
DATE STARTED 7129!14 _ COMPLETED 7129114 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR UVatterson Excavating_ _ GROUND WATER LEVELS:
EXCAVATION ME=THOD AT TIME OF EXCAVATION -- _
LOGGED BY SHA CHECKED BY SHA AT END OF EXCAVATION --
NOTES Depth of Topsoil & Sod 8": blackberry bushes AFTER EXCAVATION
u�
z
�ul
Lua
j
TESTS
p
MATERIAL DESCRIPTION
z
�
Q
0
TPSL
`-'
0.5 TOPSOIL
Brawn SILT, diff, moist _
MC = 37.013%
_6
ML
-increased silt content
MC = 33,Cc%
-sand lanvrg, increased moisture content
10
Test pit terminated at 11.0 feet below existing grade, No groundwater encountered during
excavat+Dn-
Bottom of test pit at 11.D feet
y
Earth Sotuerons NW TEST PIT NUMBER TP -3
1805 - 136th Place N.E., Suite 201
Waw Bellevue, Washington 98005 PAGE 1 OF 1
%
Telephone: 425-449-4704
%
Fax; 425-449-4711
CLIENT Hamer EngineeringW — PROJECT NAME Hammer En4ineering Parking
PROJECT NUMBER 2004-2 _---.-_--- PROJECT LOCATION Renton, Washington
----_---�—__- — - --
DATE STARTED _7129/14 l COMPLETED 7129/14 GROUND ELEVATION TEST PIT SIZE W
EXCAVATION CONTRACTOR Watterson t=xcavatirag GROUND WATER LEVELS:
EXCAVATION METHOD - —-_----_—..�_—_._..----_-- AT TIME OF EXCAVATION�—Y—
LOGGED BY __SHA CHECKER BY SHA _ AT END OF EXCAVATION
NOTES Depth of Topsoil. E, Sod 8", bare soil _ AFTER EXCAVATION
w
L
U
V
t-LLI2
TESTS
V
Q O
MATERIAL DESCRIPT[ON
0.�
2 z
_j
La
a
TPSL—=
o.s TOPSOIL
Brown SILT, stiff, moist
-
Mi: M 18.20°fo
becomes very stiff, light iron oxide staining
5
ML
9.0
Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during
excavation.
Bottom of test pit at 9,0 feet.
Earth Solutions NW TEST PIT NUMBER TP -4
1805 - 136th Place N E., Suite 201
' Bellevue, Washington 98005 PAGE 4 OF 1
Telephone: 425-449-4704
Fax: 425-449-4711
i
CLIENT Harper Engineering , PROJECT NAME Mail er Engineering Par;<ing Addition
PROJECT NUMBER 2004-2 PROJECT LOCATION Renton, 1NashingSan
DATE STARTED 7/2$114 COMPLETED 7129/14 GROUND ELEVATION mm _ _ TEST PIT SIZE
EXCAVATION CONTRACTOR Watterson Excavating GROUND WATER LEVELS:
EXCAVATION METHOD Q AT -nME OF EXCAVATION 8.6 ft
LOGGED BY SHA CHECKED BY SHA AT END OF EXCAVAVON —
NOTES - Depth of Topsoil & Sod 8 bare soil AFTER EXCAVATION --
ut
rr
w
a a 2 TESTS 'o n 00 MATERfAL DESCRIPTION
LU
a.= J
az
0
0
MC = 35.40%
SM
TOPSOIL
Brown silty SAND, medium dense, moist
MC = 40.10% Hh�e,0
Fines = 94.10% 1 Gray SILT, medium stiff, moist to wet
ML
8.5 D [USDA Classification: gray LOAM]
MC = 41.00% Sp Brown poorly graded SAND with silt, medium dense to dense, wet
\X
Test sit terrninate-d at 103.0 feet below existing grade. Groundwater table encountered at 8.5
feet during excavation.
Bottom of test pii at 10.0 feet.
Earth Solutions NW GRAIN SIZE DIST RIBLITIO
1805- 136th Place N.E., Suite 201
Bellevue, WA 98005
Telephone; 425-284-3300
CLIENT Ha exp r En9ineein- Uo Craft Architects_ i PROJECT NAME Harper Engineefinq
PROJECT NUMBER ES -2004.02 _ _ PROJECT LOCATION Renton
^ U.S. SIEVE OPENING IN INCHES I U S, SIEVE NUMBERS ) HYDROMETER
101
91
9C
8E
SC
75
70
65
a
Ua
60
}
y
� 55
m
� 50
z
z
45
LLA
40
ul
a-
35
30
25
20
15
10
5
n
6 4 3 2 1.5 1 314 112310 3 6 s 14 20ZQ 40 50 80 100140 204
- a !
1�
I
I
100 10 1 0.1 0.01 0.0
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND -
coarse Itne coarse medium fine
Specimen Identification Classification
O TP -1 30t. USDA: Tan Foam. USCS: Silt, ML_
M TP -4 6.Oft. USDA: Gray Loam. USCS: Silt, MF.
Specimen Identification
o TP -1 3.0ft.
i TP -4 — 6.Oft.
D100
4.75
2
X.i �1 i
SILT OR CLAY
IIS
LL I PL I Pi I Cc I Cu
%Gravel %Sand %Sift
0.0 1 2.6 87.4
0.4 5.9 94.1
7.0 OTHER PERMITS
7.0 OTHER PERMITS
Other permits for this project site include'.
Clear and Grade Permit
Site Development Permit
16585.003.doc
a:. . •III
8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (CSWPPP) ANALYSIS
AND DESIGN
A. Erosion and Sediment Control (ESC) Plan Analysis and Design
The 2009 King County Surface Water Design Manual Appendix D as modified by the City
of Renton will be followed in providing erosion control facilities for this project site. Cover
measures are specified, clearing limits are shown, and perimeter protection in the form of
silt fence will be installed around the perimeter of the site
This site Is less than 1 acre in size for the area that is being developed. Therefore, a
sediment trap er sediment pend is not required; also because the on-site soils will likely
infiltrate runoff that lands on them unless it becomes concentrated. Then, the silt fence
Will act a deterrent to the spreading of sediment -laden water downstream. In addition, on
the downstream side of the silt fence is thick vegetation that will act as dispersion for
runoff from this project site.
B. Stormwater Pollution Prevention and Spill (SWPPS) Plan Design
When the pavement placement machine is on the site it will have to be maintained. An
oil spill could occur; however, the maintenance of this device must be performed over an
impermeable liner area of the site 'm order to prevent contaminants from entering the
groundwater. In addition, concrete will be poured to provide extruded curb surrounding
the perimeter of the asphalt pavement. There could be pollutants discharged with the
cleaning of the concrete truck; however, this will have to occur in a location that can be
cleaned up readily with no impact to the aquifer from concrete. Those are the only
anticipated pollution -creating sources on the project site.
16585.003.doc
9.0 BOND QUANTITIES, FACILITIES
SUMMARIES, AND DECLARATION OF
COVENANT
THESE ITEMS WILL BE SUBMITTED WITH THE FINAL
TIR PREPARED FOR THIS PROJECT
10.0 OPERATIONS AND MAINTENANCE
MANUAL
AN OPERATIONS AND MAINTENANCE MANUAL
WILL BE PREPARED WITH THE FINAL TIR PREPARED
FOR THIS PROJECT