Prelim Storm Drainage REVISED 05-23-07~ -
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PRELIMINARY STORM DRAINAGE REPORT
Yelm RV/Boat &Mini-Storage
Between Crystal Springs Road S.E.~and Rhoton Road S.E.
Yelm, Washington
Prepared for:
Randy Weber
25720 - 21 7th Avenue S.E.
Maple Valley, WA 98038
Revised May 23, 2007
January 29, .2007
Our Job No. 12433
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T'~C' ENG\N~E
CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES
18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX
BRANCH OFFICES • OLYMPIA, WA • TACOMA, WA • SACRAMENTO, CA • TEMECULA, CA
www.barghausen.com
- ~ TABLE OF CONTENTS
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' 1.0 PROJECT OVERVIEW
Figure 1 -Vicinity Map
Figure 2 -Soils Map
2.0 EXISTING CONDITIONS SUMMARY AND ANALYSIS OF REQUIREMENTS
' 2.1 Analysis of the Minimum Requirements
3.0 OFF-SITE ANALYSIS
3.1 Study Area Definition
3.2 Upstream Drainage Analysis
3.3 Field Inspection
4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
A. Existing Site Hydrology
B. Developed Site Hydrology
C. Performance Standards
D. Flow Control System
'~ E. Water Quality System
F. Conveyance System Analysis and Design
5.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN
6.0 SPECIAL REPORTS AND STUDIES
' 7.0 OTHER PERMITS
8.0 OPERATIONS AND MAINTENANCE MANUAL
9.0 BOND QUANTITIES
....
12433.OO1:doc
1
1.0 PROJECT OVERVIEW
The proposed Yelm RV/Boat &Mini-Storage development has a gross site area of 7.57 acres
located in a portion of the Northwest quarter of Section 19, Township 17 North, Range 2 East,
Willamette Meridian, City of Yelm, Washington. More specifically, the project is located west of
Rhoton Road S.E. and to the east of Crystal Springs Road. Please refer to the vicinity map
(Figure 1) for a more accurate depiction of the project location.
The proposed Yelm RVBoat &Mini-Storage project proposes to construct 11 storage buildings
and an associated office building. The development will include RV parking spaces on the south
and west sides of the site. In addition, frontage improvements on the west side of Rhoton Road
S.E. will include a 7-foot landscaping strip and a 5-foot concrete walk.
The project proposes to infiltrate stormwater runoff through a series of infiltration trenches.
Stormwater treatment will be provided for the parking lot runoff through "Aqua Swirl" filtration
units. All stormwater facilities will be designed in accordance with the City of Yelm and the .
1992 Department of Ecology Stormwater Management Manual.
12433.OO1.doc
FIGURE 1
VICINITY MAP
Scale:
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Vertical: WA
18215 72ND AVENUE SOUTH
KENT, WA 98032
(425) 251-6222
(425) 251-8782
CIVIL ENGINEERING, LAND PLANNING,
SURVEYING, ENVIRONMENTAL SERVICES
P:112000s1124331exhibitlstorm drainagel12433 vmap.cdr
FOr' Job Number
YELM RV/BOAT &MINI-STORAGE 12433
YELM, WASHINGTON
Title:
VICINITY MAP
DATE: 1 /17/07
REFERENCE: Thomas Guide (2006)
2.0 EXISTING CONDITIONS SUMMARY AND ANALYSIS OF REQUIREMENTS
2.1 Analysis of Minimum Requirements
Minimum Requirement No. 1: Preparation of Preliminary Storm Drainage Report.
Response: This Preliminary Storm Drainage Report has been prepared in accordance
with the 1992 Washington State Department of Ecology (DOE) Stormwater Management
Manual for the Puget Sound Basin.
' Minimum Requirement No. 2: Construction Stormwater Pollution Prevention (SWPP).
Response: A SWPP Plan is not required since the project proposes to infiltrate all
Stormwater from the site.
Minimum Requirement No. 3: Source Control of Pollution.
Response: There are no required source controls for this project.
Minimum Requirement No. 4: Preservation of Natural Drainage Systems and Outfalls.
Response: The Stormwater from the site will be infiltrated on site as in the pre-existing
condition.
Minimum Requirement No. S: On-Site Stormwater Management.
`1
Response: A series of infiltration trenches have been designed to infiltrate the 100-year
developed storm.
Minimum Requirement No. 6: Runoff Treatment.
' Response: Aqua Swirl filtration units will be used on site to meet runoff treatment
requirements.
Minimum Requirement No. 7.• Flow Control.
Response: This project is proposing drainage facilities that will retain and infiltrate
stormwater runoff in accordance with the 1992 Stormwater Management Manual for the
Puget Sound Basin methodology.
Minimum Requirement No. 8: Wetlands Protection.
Response: There are wetlands adjacent to the development, but they nor buffers will be
disturbed.
Minimum Requirement No. 9: Basin/Watershed Planning.
Response: No special basin watershed planning is necessary for the site.
r
12433.001.doc '
_ Minimum Requirement No. 10: Operation and Maintenance.
Response: An operation and maintenance manual consistent with the provisions in 1992
Stormwater Management Manual for the Puget Sound Basin will be provided for all
proposed stormwater facilities and BMPs.
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12433.OOl.doc
FIGURE 2
SOILS MAP
.,
REFERENCE: USDA, Natural Resources Conservation Service
LEGEND:
65 =McKenna gravelly silt loam, 0-5% slopes
110 =Spanaway gravelly sandy loam, 0-3% slopes
113 =Spanaway stony sandy loam, 3-15% slopes
scare: Fp/;' Job Number
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REFERENCE: Thurston, Washington Map ID: 17-2E-19
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FLOODWAY AREAS-IN ZONE AE
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REFERENCE: Federal Emergency Management Agency (Portion of map 530310 0001 A -June, 1999)
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18215 72ND AVENUE SOUTH
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(425)251-6222
(425) 251-8782
CIVIL ENGINEERING, LAND PLANNING,
SURVEYING, ENVIRONMENTAL SERVICES
P:112000s1124331exhibitlstorm drainage112433 fema.cdr
l-OI° Job Number
YELM RV/BOAT &MINI-STORAGE 12433
YELM, WASHINGTON
Title:
FEMA MAP
DATE: 1/17/07
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TOPOGRAPHIC MAP
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YELM RV/BOAT &MINI-STORAGE 12433
YELM, WASHINGTON
Title:
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1
SENSITIVE AREAS
MAP DATE: 1/17/07
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3.0 OFF-SITE ANALYSIS
3.1 Study Area Definition
The enclosed Figure 1 (Vicinity Map) shows the location of the proposed development.
The site has relatively moderate slopes with a high point near the center of the site.
Stormwater on the eastern portion of the site drains eastward into a ditch on Rhoton Road
S.E. Stormwater on the Western portion of the site drains to Yelm Creek, which is
located approximately 200 feet west of the proposed development.
3.2 Upstream Drainage Analysis
Based on the site visit, there is very little upstream drainage onto the site. Runoff from
the east is captured in the existing ditch on Rhoton Road S.E., and the upstream runoff, if
any, from the south and west is captured in Yelm Creek.
3.3 Field Inspection
There were no problems that were reported or observed during inspection of the site.
Based on the site investigation and general knowledge of the area, there are no known
erosion or flooding problems that will occur, or be aggravated as a result of this
development.
12433.001.doc
' 4.0 FLOW CONTROL AND WATER QUALITY FACII.ITY ANALYSIS AND DESIGN
A. Existing Site Hydrology
The site is currently covered with pasture and trees. The site has relatively moderate
slopes on the developable portion of the site ranging from 0 to 3 percent. The site has a
high point near the center of the site. Stormwater on the eastern portion of the site drains
eastward into an existing ditch on Rhoton Road S.E. Stormwater on the western portion
of the site drains to Yelm Creek.
B. Developed Site Hydrology
Stormwater runoff from the roofs will be tightlined directly to infiltration trenches
through either an 8-inch or 6-inch drainpipe. Runoff captured from the parking lot will
be conveyed to Aqua Swirl water treatment manhole units prior to the infiltration
trenches.
C. Performance Standards
The 100-year developed storm event will be infiltrated on site in a 24-hour period. The
infiltration rate used to design the trenches is 20 inches/hour.
D. Flow Control System
The developed 100-year storm event will be infiltrated on site. The 1992 Stormwater
,' ~ Management Manual for the Puget Sound Basin methodology was used to meet the
volume retention design requirements.
' E. Water Quality System
Eight VortSentry water treatment manhole units have been proposed to treat pollutants.
' F. Conveyance System Analysis and Design
Runoff from the site will be captured in a series of catch basins and roof drains and
tightlined to the proposed infiltration trenches. The conveyance system will be designed
to pass the 100-year storm according to 1992 Stormwater Management Manual for the
Puget Sound Basin.
12433.001.doc
t
Page 1 of 2
Appended on: 16:26:23 Saturday, January 06, 2007
LPOOLCOMPUTE [DUMMY] SUMMARY using Puls
Start of live stora e: 3L2~.000U tt
Event Match Q (cfs) Peak Q (cfs) Peak Stg (ft) Vol (cf) Vol (acft) Time to Empty
100 year 0.0000 0.1389 328.6968. 209.05 0.0048 24.50
Running P:\\12000s\\12404\\engineering\\STORMSHED\\DUMMY Report.pgm on
Saturday, January 06, 2007
Summary Report of all Detention Pond Data
Event Precip (in)
2 year 2.5000
10 year 3.5000
100 year 5.0000
BASLIST2
[DEVELOPED] Using [TYPEIA] As [100 year]
[DEVELOPED] Using [TYPElA) As [100 year]
LSTEND
Peak Q Peak T Peak Vol (ac- -Area
BasinID Event (cfs) (hrs) cf) (ac) Method/Loss Raintype
DEVELOPED 100 0.2693 7.83 0.0855 0.23 SBUH/SCS TYPElA
year
DEVELOPED 100 0.2693 7.83 0.0855 0.23 SBUH/SCS TYPEIA
Yew'
BASLIST [TYPElA] AS [100 year] DETAILED
[DEVELOPED)
LSTEND
Record Id: DEVELOPED
Design Method SBUH Rainfall type TYPElA
Hyd Into 10.00 min Peaking Factor 484.00
Abstraction Coeff 0.20
Pervious Area 0.00 ac DCIA ~ 0.23 ac
Pervious CN 0.00 DC CN ~ 95.37
Pervious TC 0.00 min DC TC 2.80 min
Directly Connected CN Calc
Description SubArea Sub cn
file://P:\12000s\12404\engineering\STORMSHED\12433INFILTRATION .html 1/22/2007
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Page 2 of 2
Impervious surfaces (pavements, roofs, etc) I 0.23 ac 98.00
DC Composited CN (AMC 2) 98.00
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Sheet Smooth Surfaces.: 0.011 150.00 ft 1.00% 0.0110 2.00 in 2.80 min
Directly Connected TC 2.80min
HYDLIST SUMMARY
[ 100 year out]
LSTEND
HydID Peak Q (cfs) Peak T (hrs) Peak Vol (ac-ft) Cont Area (ac)
100 year out 0.1389 7.67 0.0855 0.2300
STORLIST
[INFILTRATION]
LSTEND
Record Id: INFILTRATION
Descrip: Prototype Record Increment 0.10 ft
Start El. 328.0000 ft Max El. 330.0000 ft
Length 60.0000 ft Width 5.0000 ft
Length ss 1 O.OOv: l h Length ss2 O.000Ov: l h
Width ss 1 O.OOv: l h ~ Width ss2 O.000Ov: l h
Only consider bottom area for infiltration
DISCHLIST
[INFILTRATION]
LSTEND
Record Id: INFILTRATION
Descrip: Prototype Structure Increment 0.10 ft
Start El. 328.0000. ft Max El. 330.0000 ft
Infiltration rate 20.0000 in/hr ~ WP Multiplier 1.00
Licensed to: Barghausen Engineers
file://P:\12000s\12404\engineering\STORMSHED\12433INFILTRATION .html 1/22/2007
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18215 72ND AVENUE SOUTH
12433 Q' ~ KENT, WA 98032 Drawn CRJ
m 2 Horiz°~t°~ CATCHMENT AREAS
"` (425)251-6222
Checked CMV 1 ~~=100
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Sheet p
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s 5' CIVIL ENGINEERING, LAND PLANNING,
1 G~l~ ~~~ SURVEYING, ENVIRONMENTAL SERVICES Date1 19 07 YELM MINI-SELFSTORAGE -f- BOAT/RV
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EXPLANATION OF CALCULATIONS
Void Ratio: 40%
Volume of Runoff per 10000 SF (see highlighted 209.05 CF
portion of attached calculations)
Trench Surface Area Required per 10000 SF 300 SF
Trench Depth: 2 FT
Trench Width for building roof runoff: 5 FT
Trench Width for parking lot runoff: 10 FT
Sample Calculation:
Parking Lot Trench:
Trib Area 12000 SF
Void Ratio 40%
Trench Width 10 FT
Trench Depth 2 FT
Volume Required = (12000SF / 10000 SF) * 209.05 CF = 250.86 CF
Area Required = (12000 SF /10000 SF) * 300 SF = 360 SF
Length = (360 SF / 10 FT) = 36 FT
Volume Provided = 36 FT '` 10 FT * 2 FT' .40 = 288 CF
YELM MINI-SELFSTORAGE ~ BOAT/RV
3#:12433
1 /15/2007
~RENCH VOLUME NEEDED PER 10000 SF: 209 CF
~RENCH AREA NEEDED PER 10000 SF: 300 SF
VOID RATIO: 40%
ATCHMENT AREA AREA VOL REQ. AREA REQ. (SF)
1 11250 235 337.5
2 8969 187 269.07
3 5101 107 153.03
4 6110 128 183.3
5 4816 101 144.48
6 10864 227 325.92
7 5004 105 150.12
8 4379 92 131.37
9 4239 89 127.17
10 10275 215 30$.25
11 4022 84 120.66
12 3772 79 113.16
13 3748 78 112.44
14 9186 192 275.58
15 6989 146 209.67
16 5769 121 173.07
17 5839 122 175.17
18 14144 296 424.32
TRENCH REQUIREMENTS DIMENSION TRENCH DESIGN
TRENCH TRIB. AREA AREA (SF) VOLUME REQ. (CF) L W AREA PROV.(SF) VOL. PROV. (CF)
1 (15-18) 32741 982 684 100 10 1000 800.
2 (7-14) 44625 1339 933 135 10 1350 1-080
3(1-6) 47110 1413 985 145 10 1450 1160
' YELM MINI-SELFSTORAGE 8~ BOAT/RV
JOB#: 12433
1/15/2007
TRENCH VOLUME NEEDED PER 10000 SF: 209 CF
TRENCH AREA NEEDED PER 10000 SF: 300 SF
VOID RATIO: 40%
C
~~
BUILDING AREA VOL REQ. (CF AREA REQ. (SF)
A 4500 94 135
B 9350 195 280.5
C 11950 250 358.5
D 9800 205 294
E 3400 71 102
F 3200 67 96
G 3200 67 96
H 3400 71 102
I 10700 224 321
J 11950 250 358.5
K 10700 224 321
OFFICE 1050 22 31.5
TRENCH REQUIREMENTS DIMENSIONS TRENCH DESIGN
TRENCH
BACK B TRIB. AREA
4675 AREA (SF}
140 VOLUME REQ. (CF)
98 L
30 W
5 AREA PROV.(SF)
150 VOL. PROV. (CF)
12Q'
B&C 10650 320 223 70 5 351 281
C&D 10875 326 227 72 5 359 287
D,E,&F 9900 297 207 65 5 327 261
I, G,&F 10150 305 212 67 5 335 268"
&J 11325 340 237 75 5 374 ?99
J&K 11325 340 237 75 5 37-~ 299'
BACK K 5350 161 112 35 5 177 141
H 3400 102 71 22 5 112 90
A,OFFICE 5550 167 116 37 5 1 °3 147
' S.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN
A Construction Stormwater Pollution Prevention Plan is not required since the project proposes to
infiltrate all runoff.
t 12433.OO1.doc
. 6.0 SPECIAL REPORTS AND STUDIES
The following special reports and studies are included:
i
• Preliminary Infiltration Evaluation prepared by Earth Solutions NW LLC dated
November 16, 2006
..
12433.OO1.doc
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November 16, 2006 Earth Solutions NW ~~c
ES-0632
• Geotechnical Engineering
• Construction Monitoring
• Environmental Sciences
s Mr. Randy Weber
clo Thomas Construction
23713 Southeast 264th Street
Maple Valley, Washington 98038
'i Subject: Preliminary Infiltration Evaluation
Proposed Yelm Self Storage
Crystal Springs Road Northwest
~, Yelm, Washington
.Dear Mr. Weber:.
~_
As requested, Earth Solutions, NW, LLC (ESNW) has prepared this letter summarizing our
preliminary infiltration evaluation for the subject site.
A representative of ESNW was on-site on September- 28, 2006 to explore subsurface soil and
groundwater conditions at locations within the proposed storm pond area and general development
area of the property. Our fieldwork consisted of observin an
. performing textural analyses of representative soil samples d logging a total of four test pits and
~! Project Description
We understand plans include developing the subject site with a self storage facility and associated
~' improvements. Runoff generated from site d
the northwestern portion of the site and will be alowed to nfiltrate i t tthetunderlyin naty eoso Is~'n
g
We anticipate grading will be relatively minimal, with cuts and fills of less than five feet required to
achieve design elevations.
If the ove desi
~ gn assumptions are incorrect or change, ESNW should be contacted to review the
recommendations in this letter.
2881 152nd Avenue NE • Redmond, WA 98052 • (425) 284-3300 • FAX (425) 284-2855 • Toll Free (866) 336-8710
Mr. Randy Weber ES-0632
c/o Thomas Construction Page 2
November 16, 2006
SITE CONDITIONS
Surface
The site is located in the east of the intersection of Crystal Springs Road Northwest and Coates
Street Southeast in Yelm, Washington. The subject site is roughly rectangular in shape, and is
bordered to the north and south by developed parcels, to the east by Rhoton Road and to the west
by Crystal Springs Road Northwest. Topography across the site relatively level, descending very
' gently to the west leading to the Yelm Creek. The site is largely vacant and vegetation throughout
the majority of the site consists of field grass, with sparse trees.
~~ Subsurface
We excavated three test pits within the proposed storm pond area and one in the general area of
site development and we have attached the field logs to this letter for reference. The soils at our
test sites consisted primarily of loose to medium dense poorly graded sand and gravel (Unified Soil
Classification SP-SM and GP) recessional outwash deposits.
The available eolo is ma of the area identifies recessional ou
9 g p twash gravel (Agog) throughout the
_ site and surrounding areas. The Thurston County SCS map indicates the majority of the site is
underlain by outwash deposits (Map Unit 110, Spanaway gravelly sandy loam).
The soil conditions observed at our test sites generally correlates with the geologic map and soil
survey designations.
Groundwater
No groundwater was observed at the time of our fieldwork (October 20, 2006) at our test sites
.located within the proposed storm pond area which were advanced to a maximum depth of ten feet
below existing grades. We understand that previous exploration pits excavated during record-
breaking precipitation in 2005 were observed to have standing water at a depth of approximately
five feet below existing grades. In our opinion, based on the soil and groundwater conditions
~~ encountered during our fieldwork (October 2006) the previous standing water was likely perched
and may have been partially confined by excavated and disturbed soils. In our opinion the past
standing water conditions do not reflect the overall site soil drainage characteristics nor does it
represent the seasonal groundwater table.
However, groundwater seepage rates and elevations fluctuate depending on many factors,
including precipitation duration and intensity, the time of year, and soil conditions. In general,.
groundwater flow rates are higher during the wetter, winter months.
i
Earth Solutions NW, LLC
1
Mr. Randy Weber
c/o Thomas Construction
November 16, 2006
PRELIMINARY INFILTRATION EVALUATION
ES-0632
Page 3
Our .infiltration evaluation consisted of textural analyses of representative soils to assist in
1 characterizing the soils to provide appropriate design infiltration rates conducted in accordance with
the 1992 DOE Stormwater Management Manual. Our test sites were located within the proposed
infiltration pond area.
' Textural Analyses
1 Textural analyses were performed on representative soil samples collected from the test sites at
variable depths. The textural classifications were performed in accordance with the USDA sieve
method. This classification differs from the USCS classification method in that the sand fraction of
the sample is based on the minus #10 sieve fraction as opposed to the minus #4 sieve fraction used
for USCS classification.
The native till soils encountered in these test pits consisted of extremely gravelly sandy loam,
extremely gravelly loamy coarse sand and extremely gravelly coarse sand, based on the USDA
textural classification.
' Infiltration Recommendations
n our opinion, based on the soil and groundwater conditions observed at our test sites and the
' "results of our faborato anal ses an infiltration rate
rY Y ~ of 20 inches per hour can be used for design.
This rate is relatively conservative given the coarse nature of the soils encountered during our
fieldwork.
No groundwater was observed at the time of our fieldwork (October 2006). However, designs
should provide a minimum of three feet of separation between the pond bottom and the seasonal
high water table. Due to the lack of a groundwater. table within the upper approximately ten feet of
the site soil deposits, in our opinion the pond bottom can be situated at a maximum depth of seven
feet below existing grades.
A representative of ESNW should observe the final infiltration elevations to see that soil conditions
are as anticipated. Based on conditions encountered, modifications to the infiltration design may be
necessary:
1 ~ LIMITATIONS
The recommendations and conclusions provided in this infiltration -evaluation are professional
opinions consistent with the level of care and skill that is typical of other members in the profession
currently practicing under similar conditions in this area. A warranty is not expressed or implied.
' Variations in the soil and groundwater conditions observed at the test sites may exist, and may not
become evident until construction. ESNW should reevaluate the conclusions in this infiltration
'valuation if variations are encountered.
' Earth Solutions tVW, LLC
Mr. Randy Weber ES-0632
c/o Thomas Construction Page 4
November 16, 2006
~,-_-.
We trust this letter meets your current needs. If you have any questions or require additional
information, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC
~~, el,
Project Geologi ,
a CAS
~1~~oF w~s~,~~~
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yc °~ -
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ANAL
Kyle R. Campbell,
Principal txwnES ~ ~~ ~ 9 ~ a 3
Attachments: Plate 1 -Vicinity Map
Plate 2 -Test Pit Location Plan
Test Pit Logs
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Reference:
Pierce County
Map 931
By Thomas Brothers Maps
Dated 2007
NORTH
NOTE: This plate may contain areas of color. ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from blade 8! white reproductions of this plate.
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Vicinity Map
Proposed Mini-SelfStorage 8~ Boat/RV
Yelm, Washington
Drwn. GLS Date 11/15/2006 Proj. No. 0632
Checked SSR Date Nov. 2006 Plate 1
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0
0 75 150 300
1 " =150' ®-
Scale in Feet
~ LEGEND
TP-1-1-Approximate Location of
ESNW Test Pit, Proj. No.
ES-0632, Oct. 2006
Subject Site
^ Proposed Building
Existing Building
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NOTE: The graphics shown on this plate are not intended for design
purposes or precise scale measurements, but only to illusVate the
approximate test locations relative to the approximate locations of
existing and 1 a proposed she features, The information illustrated
is largely based on data provided by the client at the time of our
study. ESNW annot be responsible for subsequent design changes
or interpretation of the data by others,
NOTE: This plate may contain areas of color, ESNW cannot be
responsible for any subsequent misinterpretation ofthe information
resulting from black & white reproductions of this plate.
Drwn. By
GLS
Checked By
SSR
Date
11/15!2006
Proj. No.
0632
Plate
2
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SOIL CLASSIFICATIORI CHART -
SYMBOLS TYPICAL
MAJOR DIVISIONS
GRAPH LETTER DESCRIPTIONS
•
'''
C
W WELL-GRADED GRAVELS, GRAVEL -
SAND MIXTURES
LITTLE OR
O
GRAVEL GRAVELS 7 ,
N
AND ~ ~ o~ FINES
GRAVELLY °
SOILS
(LITRE OR NO FINES) °a°
4°
O
GP
POORLY-GRADED GRAVELS,
GRAVEL
SAND MIXTURES
LI
o p
o p
O Q ,O -
,
TTLE
OR NO FINES
COARSE
GRAINED GRAVELS WITH ~ ~° p GM SILT`! GRAVELS, GRAVEL -SANG -
SOILS MORE THAN s0% FINES O SILT MIXTURES
OF COARSE o O
FRACTION
RETAINED ON NO.
4 SIEVE (APPRECIABLE ~+C CLAYEY GRAVELS, GRAVEL -SAND -
AMOUNT OF FINES) CLAY MIXTURES
MORE THAN 50%
SAND CLEAN SANDS
SW WELL-GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
OF MATERIAL IS AND
LARGER THAN SANDY
N0.200 SIEVE
SIZE SOILS
(LITTLE OR NO FINES)
SP POORLY-GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
MORE T
° SANDS WITH
~M SILTY SANDS, SANG -SILT
HAN 50
~, FINES ` MIXTURES
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE (APPRECIABLE S.`. CLAYEY SANDS, SAND -CLAY
AMOUNT OF FINES) MIXTURES
- INORGANIC SILTS ANO VERY FINE
ML SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT G.L MEDIUM PLASTICITY, GRAVELLY
GRAINED CLAYS LESS THAN 50 CLAYS, SANDY CLAYS, SILTY
SOILS CLAYS, LEAN CLAYS
OL ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50°~
OF MATERIAL IS
MH INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SMALLER THAN
N0.200 SIEVE SILTY SOILS
SIZE
SILTS
LIQUID LIMIT
AND `+H INORGANIC CLAYS OF HIGH
GREATER THAN 50
CLAYS PLASTICITY
OI'I ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS ' ......
~~~' ~~~' ~~~'
Pj'
PEAT, HUMUS, SWAMP SOILS WITH
„~ ~„~ ~„~ ~„ . HIGH ORGANIC CONTENTS
DUAL SYMBOLS are used to indicate bordeliine 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
LLC
,
2881 152nd Avenue N.E. TEST PIT NUMBER TP-1
~ Redmond, WA 98052 PAGE 1 OF 1
Telephone: 4252843300
Fax: 4252842855
CUENT Randv Weber PROJECT NAME Proaosed Mini-SelfStoraae 8 BoaVRV
PROJECT NUMBER 0632 PROJECT LOCATION Yelm. Washington
DATE STARTED 10/28/06 COAAPLETED 10/28/06 GROUND ELEVATION 332 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION -
LDGGED BY RJ CHECKED BY RJ AT END OF EXCAVATION -
NOTES Deoth of Toasoil 8 Sod 6"• grass AFTER EXCAVATION -
w
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MATERIAL DESCRIPTION
~ Z G7
0
60% SM =::' •:: 0.5
MC = 14 Brown silty SAND with gravel, loose, moist
.
Qa
° 331.5
Brown poorly graded GRAVEL with sand, loose, moist
O
O
0
MC = 1.30 /° ° ~'
~~ mottling
~
O
° ~°
0 0
Qo -contains cobbles
5 0 0
GP ~
o Q°
' MC = 3.10% 0 0
_' O
o Q°
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MC = 3.70% o Q°
Fines = 1.90°k o 0
~
° Q° [USDA Classification: extremely gravelly sandy LOAM]
0 0
10 O 10.0
Test pit terminated at 10.0 feet below existing grade. No groundwater encountered 322.0
during excavation.
Bottom of test pit at 10.0 feet.
8
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0
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Earth Solutions Nw, LLC TEST PIT NUMBER TP-2
2881 152nd Avenue N.E.
.PAGE 1 OF 1
° ° Redmond, WA 98052
Telephone: 4252843300
Fax: 4252842855
' CLIENT Randy Weber PROJECT NAME Proposed Mini-SetfStoraae & Boat/RV
`~, PROJECT NUMBER 0632 PROJECT LOCATION Yelm. Washington
DATE STARTED 10%28/06 COMPLETED 10/28/06 GROUND ELEVATION 330 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION -
LOGGED BY RJ CHECKED BY RJ AT END OF EXCAVATION -
NOTES Death of Topsoil & Sod 6": grass- AFTER EXCAVATION -
w
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~ a 0
~J MATERIAL DESCRIPTION
Z ~ c9
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0
Brown silty SAND with gravel, loose, moist
SM .'
'
MC = 4
40% ~' .`
~' • t'o 329.0
.
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Brown well graded GRAVEL with sand, loose, moist to wet
~ ~
MC = 12.50% ~
Fines = 1.20% • ~'
~~ [USDA Class cation: extremely gravelly coarse SAND)
GW •'.
•
:
5 •'•
• ~
~ MC = 3
20% 6'0 324.0
. Qa
° Brown poorly graded GRAVEL with sand, loose, moist
0 0
O [USDA Classification: extremely gravelly loamy coarse SAND]
~
GP o
0
O
° ~°
~
O
10 MC = 4.20% ° to.o 320
0
Fines = 3.00°h .
Test pit terminated at 10.0 feet below existing grade. No groundwater encountered
' during excavation.
Bottom of test pit at 10.0 feet.
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Earth Solutions NW, LLC TEST PIT NUMBER TP-3
2881 152nd Avenue N.E.
~ Redmond, WA 98052 PAGE 1 OF 1
Telephone: 4252843300
Fax: 4252842855
CLIENT Randv Weber PROJECT NAME Proaosed Mini-SelfStorage 8 Boat/RV
PROJECT NUMBER 0632 PROJECT LOCATION Yelm. Washington
DATE STARTED 10/28/06 COMPLETED 10/28/06 GROUND ELEVATION 330 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY RJ CHECKED BY RJ AT END OF EXCAVATION
NOTES Death of Topsoil 8~ Sod 6": grass AFTER EXCAVATION -
w
U
_
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w ~ TESTS ~
~ ~ O MATERIAL DESCRIPTION
QZ ~ ~
0
Brown silty SAND with gravel, loose, moist
SM
MC = 10
20% ~~ 1'0 329.0
. '~ Brown well graded GRAVEL with sand, loose, moist
MC = 1.40% : ~
~'~
MC = 1.90%
Fines = 0.20% ~~ [USDA Classfication: extremey gravelly loamy coarse SAND] .
. ~•
'
~
5 MC = 5.00% ~ `~
Fines = 3.80% GW ~ ~ [USDA Class cation: extremely gravelly loamy coarse SAND]
` .'•
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10 10.0 320
0
MC = 3.70% .
Test pit terminated at 10.0 feet below existing grade. No groundwater encountered
during excavation.
c
i Bottom of test pit at 10.0 feet.
Earth Solutions Nw, LLC TEST PIT NUOVIBER TP-4
2881 152nd Avenue N.E.
PAGE 1 OF 1
Redmond, WA 98052
Telephone: 4252843300
Fax: 4252842855
CLIENT Randv Weber PROJECT NAME Proposed Mini-SelfStorage 8 Boat/RV
': PROJECT NUMBER 0632 PROJECT LOCATION Yelm. Washington
DATE STARTED 10/28/06 COMPLETED 10/28/06 GROUND ELEVATION 331 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION -
LOGGED BY RJ CHECKED 8Y RJ A7 END OF EXCAVATION -
NOTES Depth of Topsoil 8 Sod 6": crass AFTER EXCAVATION -
w
o_
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~ ~
TESTS
~ _
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MATERIAL DESCRIPTION
~ az ~
C7
0
Brown silty SAND with gravel, loose, moist
SM .~ _
` 1,0 330.0
~~ Brown well graded GRAVEL with sand, loose, moist
MC = 2.30% ~~
~~
'
~
. ~•
MC = 1.80%
. ~
5 ,'.
~,
GW
~~
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i
~ ~
,'.
• ~
MC = 1.70% ~'
. ~•
'
~
•'•
10 10.0 ~ 321
0
.
Test pit terminated at 10.0 feet below existing grade. No groundwater encountered
during excavation.
Bottom of test pit.at 10.0 feet.
0
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- Eartn solutions Nw, LLC GRAIN SIZE DISTRIBUTION '
~' ~ 2881 152nd Avenue N.E.
~ ~ Redmond, WA 98052
Telephone: (425) 284-3300
Fax: (425) 284-2855
CLIENT Randy Webber PROJECT NAME Yelm Self Storage
PROJECT NUMBER ES-ti32 PROJECT LOCATION .Yelm
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
H
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GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND
coarse fine coarse - medium fine SILT OR CLAY
1
Specimen Identification Classification Ll PL PI Cc Cu
~
a • TP-01 ~ 8.Oft. USDA: Brown extremely gravelly sandy loam, USCS: GP 1.31 2.64
m TP-02 2.Sft. USDA: Brown extremely gravelly coarse sand, USCS: GW 2.62 11.05
o TP-02. 10.Oft. USDA: Brown extremely gravelly loamy coarse sand, GP 3.40 19.72
5 * TP-03 3.Oft. USDA: Brown extremely gravelly coarse sand, GP 1.27 3.91
o TP-03. S.Oft. USDA: Brown extremely gravelly loamy coar se sand, GW 2.48 36.87
Specimen Identit'tcation D100 D60 D30 D10 %Gravel %Sand %Silt %Clay
• TP-01 8.Oft. 37.5 16.217 11.421 6.15 92.5 5.5 1.9
N m TP-02 2.5ft. T5 21.227 10.331 1.921 82.5 16.3 1.2
y
V ~ TP-02. 10.Oft. 37.5 22.437 9.316 1.138 81.3 15.7 3.0
z * TP-03 3.Oft. 37.5 22.016 12.55 5.625 92.4 7.5 0.2
o TP-03. S.Oft. 37.5 13.012 3.374 0.353 65.7 30.5 3.8
7.0 SPECIAL REPORTS AND STUDIES
• Fire Marshal`s Fire Hydrant Locations Approval
• Right-of-W.ay Use Permit
12433.OO1.doc
t
8.0 OPERATIONS AND MAINTENANCE MANUAL
12433.OO1.doc
~" ~ 9.0 BOND QUANTITIES
~``
] 2433.001 .doc