HomeMy WebLinkAboutStorm Drainage Report - PLN General - 6/27/2007 TERRAFORMA
DESIGN GROUP TO 13E KEPT A THE
PAPC"i- F I LE
STORM DRAINAGE REPORT
RITEAID #6544 - BELFAIR, WA
LOCATION:
23940 State Route 3
Belfair, Mason County, WA
ISSUE DATE:
June 27, 2007
A' D EG
PREPARED FOR: OHO OF WAS,,,,/
Nicholson Development Properties
O
FS F� sTERE ��
S/ONAL
EXPIRES 06/11/-D
PREPARED BY:
Terraforma Design Group, Inc.
5212 37th Avenue SW
Seattle, WA 98126
TDG No. 06028
lip CIVIL ENGINEERING
& LANDSCAPE ARCHITECTURE
5212 37T"Avenue SW Seattle WA 98126 phone 206.923.0590 fax 206.923.3507 e-mail office(@terraformadesigngroup.com
Z
z NE OLD BELFAIR RD.
cn
i
m
r ,
TABLE OF CONTENTS
I. Project Overview
II. Plot Plan
III. Preliminary Conditions Summary
IV. Off-Site Analysis 3
V. Storm Drainage Design 3
VI. Special Reports & Studies 2
VI I. Basin and Community Planning Areas 2t
VII I. Other Permits
IX. Erosion and Sediment Control Plan
X. Maintenance and Operations Manual 2
Appendix A - Operations and Maintenance Manual
Appendix B - Groundwater Infiltration Testing
Appendix C - Civil Plans
I
�G
I. PROJECT OVERVIEW
The proposed development consists of a new retail development on a 2.0 acre property. The site is
located at 23940 State Route Sin Belfair, Mason County,Washington. The development will consist
of a new Rite Aid drugstore. Two existing commercial structures will be removed.
The storm systems will be design to comply with Mason County standards and the 1992 Stormwater
Management Manual for the Puget Sound Basin by the Department of Ecology(hereafter referred to
as the 1992 DOE Manual").
Erosion control measures will be provided during site demolition,grading and construction activities.
Storm retention will be provided via an underground tank / infiltration rock trench system.
Pretreatment will be provided via a Stormceptor manhole.
II. PLOT PLAN
See Appendix C - Civil Plans.
III. PRELIMINARY CONDITIONS SUMMARY
Per the 1992 DOE Manual, the development shall comply with the following 8 Minimum
Requirements:
Minimum Requirement#1 - Erosion and Sediment Control
Proposed erosion control BMP's shall consist of a rock construction entrance, silt fencing,sediment
pond,temporary swales and soil stabilization measures. Additional erosion control measures will be
required to ensure that sediment-laden runoff is not discharged to adjacent properties. See
attached calculations for the sediment pond.
Minimum Requirement#2 - Preservation of Natural Drainage Systems
Based upon our field observations, most of the site paving, roof and gravel areas drain to State
Route 3. A portion of the rear gravel area drains to an on-site drywell. No formal drainage outflow
exists to adjacent properties or the City storm system. A portion of 2nd-growth forest within the
property to the south drains into our property. We do not know of any existing on-site drainage
problems.
The proposed development will discharge all on-site paving and landscape area runoff to
underground infiltration trenches. The proposed roof area will discharge to the storm ditch within
SR-3; rate will not exceed the existing flows to SR-3.
The development will also include paving of a proposed joint access drive along our west property
line. This area is currently gravel and grass. Area swapping will occur to collect as much runoff as
possible to our onsite storm system. The remaining portion of new paving will discharge to the
drainage system within the property to the west; rate will not exceed the existing flow to the west
neighbor.
1
Minimum Requirement#3 - Source Control of Pollution
The developer will be responsible for complying with all pollution prevention measures
associated with a retail commercial use.
Minimum Requirement#4 - Runoff Treatment BMP's
Runoff treatment of the paving and landscape areas will be provided via a Stormceptor manhole
prior to discharge to the underground infiltration trenches. The facility will be design to treat the
6-mo/24-hr storm event.
Minimum Requirement#5 - Streambank Erosion Control
Paving and landscape runoff will be retained on-site via the proposed infiltration tank/rock
trench infiltration system. The facility will be designed to accommodate the 100-yr/24-hr storm
event. The proposed roof area will discharge to the storm ditch within SR-3; rate will not exceed
the existing flows to SR-3.
Minimum Requirement#6 - Wetlands
We do not know of any local wetlands.
Minimum Requirement#7 -Water Quality Sensitive Areas
A Type `F' (fish habitat) stream existing within the adjacent property to the south. The stream is
as close as 90 feet to our south property line. A Stream Assessment and Habitat Management
and Mitigation Plan will be prepared by a biological consultant. The development will include
buffer setbacks and mitigation planting. See documents prepared by others and submitted to
Mason County.
Minimum Requirement#8 - Off-Site Analysis and Mitigation
The development will infiltrate the onsite paving areas. The proposed roof drainage discharge to
SR-3 will be far less than the existing paving, gravel and roof discharge to the roadway. I do not
feel that an off-site drainage analysis is necessary.
Minimum Requirement#9 - Basin Planning
We do not know of any local stormwater basin planning encompassing our site.
Minimum Requirement#10 - Operation and Maintenance
Operation and maintenance requirements are provided within Appendix A.
2
Minimum Requirement#11 - Financial Liability
Bonding for sitework shall be provided as required by the City.
IV. OFF-SITE ANALYSIS
The existing drainage system is retained on-site via surface infiltration. This development will
continue to infiltrate all site runoff. An off-site drainage analysis is not necessary.
V. STORM DRAINAGE DESIGN
The proposed development will discharge all on-site paving and landscape area runoff to
underground infiltration trenches. The infiltration facility will be designed to accommodate the
100-yr/24-hr storm event using the SBUH method. The proposed roof area will discharge to
the storm ditch within SR-3; rate will not exceed the existing flows to SR-3.
The existing subsoils consist of silty sands are gravel with a measured perc rate of at least 72
inches/hr. A design long-term infiltration rate of 10 in/hr(coarse sand/gravel) was chosen,
based on the recommended rates provided in the DOE Manual. The developer and on-site
geotechnical engineer will be responsible for confirming the infiltration rate and groundwater
level at the start of construction.
The development will also include paving of a proposed joint access drive along our west property
line. This area is currently gravel and grass. Area swapping will occur to collect as much runoff as
possible to our onsite storm system. The remaining portion of new paving will discharge to the
drainage system within the property to the west; rate will not exceed the existing flow to the west
neighbor.
Runoff treatment of the paving and landscape areas will be provided via a Stormceptor manhole
prior to discharge to the underground infiltration trenches. The facility will be design to treat the
6-mo / 24-hr storm event.
The proposed conveyance system will be design to accommodate the 100-yr/24-hr storm event
using the rational method.
3
t,
_
Ex. Landscape'\ �!i-q!t)
(0.08ac, SR3) . ' f
��I t
,IS li
Ex. Paving
(0.17ac, SwRdy } II III
lit
°' �o
cn
!
6 Ex. Building Ex. Gravel
(0.51ac, SR3) %''tj
r (0.11oc, SR3) ,
{ I tii W
,o t
I \
�F
l) I E Landscape x.
az�
. 1
,' i V O
U) j Ex. Building
I (0.12ac, SR3) > o
I
i; Ex. Building X o
! w .�
I ' I (0.04ac, drywell
II `
Ex. Gravel
1%-34ac, drywell)
Ex.`Paving
(0.22hc, SR3)
x. Drywell
------------
r,
—ao
CLIFTON ANE w Ex. grass
Ex. Gravel (0.09ac, Chevron)
�0.13ac, Chevron)\ o so
Ex. Pavin'
(0.040c,
Chevron) �t
i CHEVRON 1 1 inch = 50 ft.
EXISTING CONDITIONS:
Alsc,SR3= 0.39ac, CN=80 d Q- Alsc,drywell= 0.10ac, CN=80 Alsc,Chevron= 0.04ac, CN=80 List
Agrovel,SR3= 0.51ac, CN� 0 Agravel,drywell= 0.34ac, CN=85 Agravel,Chevron= 0.13ac, CN=
Aimperv,SR3= 0.62ac, CN=98 Aimperv,drywell= 0.04ac, CN=98 Aimperv,Chevron= 0.09ac, CN=98
RITEAID #6544 DRAINAGE BASIN MAP
23940 STATE ROUTE 3, BELFAIR, MASON CO. — EXISTING CONDITIONS
by. Pedro DeGuzman, PE
Terraforma Design Group, Inc. DATE: 5/14/07
a
o a a o I
cn DRAIN
I DRAT TO A=STREAM
I! I `�
(SITE
a I I # w"' � I►�
nnYY! I
I III
C I I INRLTRAT TANK �• C3�1
I�RENC
3 I I I lJ--------0 — --� T
Af
w
cn I z
Z r7 p i I o
JUS
� Q o ! ►
CD
z
o III I I r� ROOF AREA ` t
(TO SR-3)
GRAIN TO
1;a I
$ I ` ----�, DRAI TO _STREAM
SITE
o° l
Q t
I• I zPP ,� `- � 1
to I\ O I
o ♦
U- n U
I _
CLIFT E
y y t
1 inch = 50 ft.
NEW PAVING INTER6EPTOR TRENCH DRAIN
(TO CHEVR9D��'J� 1 (TO RED ENTION SYS.)
DEVELOPED CONDITIONS:
AIsc,SR3= 0.09ac, CN=80 Aforest,retention= 0.35ac, CN=72 Alsc,Chevron= O.01ac, CN=80
Aimperv,SR3= 0.48ac, CN=98 Alsc,retention= 0.09ac, CN=80 Aimperv,Chevron= 0.15ac, CN=98
Aimperv,retention= 1.09ac, CN=98
RITEAID #6544 DRAINAGE BASIN MAP
23940 STATE ROUTE 3, BELFAIR, MASON CO. — DEVELOPED CONDITIONS
by: Pedro DeGuzman, PE
Terrnfnrmn nPSlnn C,min Inr DATE: 6/29/07 5
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table III-1.3 SCS Western Washington Runoff Curve Numbers
(Published by SCS in 1982) Runoff curve numbers for selected agricultural,
suburban and urban
land use for Tyj2e lA rainfall distribution, 24-hour storm duration.
LAND USE DESCRIPTION CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
A C D
Cultivated land(1) : winter condition 86 91 94 95
Mountain open areas: low growing brush & grasslands 74 82 89 92
Meadow or pasture: 65 78 85 89
Wood or forest land: undisturbed 42 64 76 81
Wood or forest land: young second growth or brush 55 72 81 86
Orchard: with cover crop 81 88 92 94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping.
Good condition: grass cover on Z75% of the 68 80 86 90
area
Fair condition: grass cover on 50-75% of 77 85 90 92
the area
Gravel roads & parking lots: ( ro+1radtA c0 Adi+)ol\) 76 85 89 91
Dirt roads & parking lots: 72 82 87 89
Impervious surfaces, pavement, roofs etc. 98 G
98 98
Open water bodies: lakes, wetlands, ponds etc. 100 100 100 100
Single family residential(2) :
Dwelling Unit/Gross Acre %Impervious(3) Separate curve number
1.0 DU/GA 15 shall be selected for
1.5 DU/GA 20 pervious & impervious
2.0 DU/GA 25 portions of the site
2. 5 DU/GA 30 or basin
3.0 DU/GA 34
3.5 DU/GA 38
4.0 DU/GA 42
4. 5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
PUD' s, condos, apartments, %impervious
commercial businesses & must be
industrial areas computed
For a more detailed description of agricultural land use curve numbers refer
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/storm system.
(3) The remaining pervious areas (lawn) are considered to be in good
condition for these curve numbers.
III-1-12 FEBRUARY, 1992
STORM HYDROGRAPH DATA
Project Name: RITEAID- BELFAIR By: P.A.D.
Project Number: 06028 Date: 6/29/2007
DRAINAGE CRITERIA: 1992 DOE Manual
RAINFALL METHOD: Santa Barbara Unit Hydrograph (SBUH)
Step 1)Site Data PAVING&LANDSCAPE DRAINAGE TO RETENTION SYSTEM
1) General characteristics:
Basin A Soil type sand&gravel
Development type commercial Soil Group A
Size (ac.) S 3 Existing surface paving/landsc.
Location Belfair, WA Sensitive areas yes
Detention/Retention Retention bypass flows no
2) Precipitation (24hr): 2-yr 3.70 in
10-yr 5.00 in
100-yr 7.00 in
3) Developed characteristics:
Pervious acres 0.44 acres
forest 0.35 acres CN = 72
pasture 0.00 acres CN = --
landscape 0.09 acres CN = 85
Impervious acres: 1.09 acres
pavement/roof 1.09 acres CN = 198
Time of concentration: USE 6.0 MINUTES
(6.0 minutes min.)
Step 2) Hydrociraph Results
1) Developed site discharges: 6-mo 0.61 cfs
2-yr 1.49 cfs
100-yr 2.20 cfs
Ste 3 Develol2ed stormwater discharge criteria
PROVIDE STORMWATER RETENTION VIA INFILTRATION TRENCHES. SIZE FOR 100YR/24HR STORM.
PROJECT: RITEAID - BELFAIR, WA
DEVELOPED CONDITIONS-PAVING & LANDSCAPE DISCHARGE TO RETENTION SYSTEM
DEV-RETENT Event Summary
Event Hyd Vol (acft) Area(ac) Method CRaintype
6 mo 0.6110 ^� 8.00 0.2 339 1.5310 FSCS TYPE'-1-A-"
2 year 1. 740 67 8.00 0.3652 1.5310 SCS TYPE1A
10 year F 1.4939 C-8.00 0.5194 1.5310 SCS TYPE1A
(100 year 2.1999 8.00 0.7629 1.5310 SCS TYPEIA
Record Id: DEV-RETENT
Design Method I SCS lRainfall type I TYPEIA
Hyd Intv 10.00 min jPeaking Factor 1 484.00
- - �- Abstraction Coeff 0.20
Pervious Area 0.44 ac DCIA �- 1.09 ac
Pervious CN 73.64 CDC CN 98.00
Pervious TC 6.00 min CDC TC F 6.00 min
F- Pervious CN Calc
C - -- ------- - _- _ -
Description SubArea Sub cn
C-�- _ LANDSCAPE F-0.09 ac 80.00
F FOREST, 2ND GROWTH 0.35 ac C72.00
�- Pervious Composited CN (AMC 2) 73.64
Pervious TC Calc
Type C----- Description C� Length Slope Coeff F Misc I TT
Fixed LANDSCAPING 6.00 min
--- ------ - .
Pervious TC C 6.00 min
Directly Connected CN Calc
�- Description T SubArea Sub cn
�- ROOF 0.00 ac 1 98.00
�- PAVING 1.09 ac 98.00
DC Composited CN (AMC 2) I 98.00
Directly Connected TC Calc
Type F--Description Length Slope I Coeff Misc C-- TT
Fixed IROOFS, PAVING 16.00 min
"---- Directly Connected TC 6 00min-
Terraforma Design Group, Inc. b
PROJECT: RITEAID — BELFAIR, WA
DEVELOPED CONDITIONS—DESIGN OF ONSITE RETENTION SYSTEM FOR PAVING AND
LANDSCAPE DRAINAGE
PRECIPITATION DATA:
Event 'Precip(in)
6 mo 11.4100
2 year 2.2000
J100 year 14.2000
INFILTRATION TRENCH /STORM DETENTION STORAGE DATA:
Descrip: Prototype Record ;Incr e t 0.10 ft
Start EI. 80.0000 ft Max El. 86.0000 ft
Length 1300.0000 ft Width 6.0000 ft
Catch 43.0000
DENTION / INFILTRATION DISCHARGE DATA:
Record Id: INFILT-ONSITE
Descrip: ;Prototype Structure lIncrement 10.100 ft -
Start El. 180.0000 ft IMax El. 105.0000 ft
Infiltration rate 110.0000 in/hr WP Multiplier r1 00
*At start of construction, measured infiltration rate of at least 20 in/hr shall be confirmed per 1992
DOE requirements. Used 2.0 factor of safety for design purposes.
ROUTING RESULTS:
Using Santa Barbara Urban Hydrograph Method:
Start of live storage: 80.0000 ft
Event Match Q(cfs) Peak Q(cfs) 'Peak Stg (ft) ;Vol (cf) Vol (acft) Time to Empty
2 year 0.0000 F 0.5 113 ( 81.2327 1954.08 0.0219 F---24.33
Fi00 year 0.00 00 365.75 0.0773 24.33
-----1.0327--- I 84.3485 3
r-----. ..................__......._...._...--
CONCLUSION:
Use 300 If x 6' wide x 4.5' high infiltration rock trench with 30" diameter perforated tanks.
Terraforma Design Group, Inc.
STORM HYDROGRAPH DATA
Project Name: RITEAID-BELFAIR By: P.A.D.
Project Number: 06028 Date: 6/29/2007
DRAINAGE CRITERIA: 1992 DOE Manual
RAINFALL METHOD: Santa Barbara Unit Hydrograph (SBUH)
Step 1)Site Data ROOF, LANDSCAPE &WALKWAY DISCHARGE TO SR-3
1) General characteristics:
Basin B Soil type sand&gravel
Development type commercial Soil Group A
Size(ac.) 1.52 Existing surface paving/landsc.
Location Belfair, WA Sensitive areas yes
Detention/Retention Retention bypass flows no
2) Precipitation (24hr): 2-yr 3.70 in
10-yr 5.00 in
100-yr 7.00 in
3) Existing Conditions characteristics:
Pervious acres 0.90 acres
forest n/a acres CN = --
gravel 0.39 acres CN = 85 but use 80
landscape 0.51 acres CN = 80
Impervious acres 0.62 acres
pavement/roof 0.62 acres CN 198
Time of concentration: USE 6.0 MINUTES
4) Developed characteristics:
Pervious acres 0.09 acres
forest 0.00 acres CN = 72
pasture 0.00 acres CN = --
landscape 0.09 acres CN = 85
Impervious acres: 0.48 acres
pavement/roof 0.48 acres CN 198
Time of concentration: USE 6.0 MINUTES
Step 2) Hvdrograph Results
1) Existing site discharges: 2-yr 1 0.90 cfs
100-yr 2.08 cfs
2) Developed site discharges: 2-yr ()E4:41 cfs
100-yr 0.88 cfs
Ste 3 Developed stormwater dischar a criteria
DISCHARGE TO SR-3 STORM SYSTEM. DEVELOPED RATE SHALL NOT EXCEED EXISTING CONDITIONS
{o
PROJECT: RITEAID - BELFAIR, WA
EXISTING CONDITIONS-LANDSCAPE, ROOF, PAVING & GRAVEL DISCHARGE TO SR-3
EX-SR3 Event Summary
Event ;Peak Q(cfs) Peak T(hrs)FHyd Vol (acft) jArea (ac) Method Raintype
6 mo 0.4724 I 08I 0 0.1704 j 1.5200 SCS i TYP 1E A
2 year 0.9040 8.00 I 0.3140 ( 1.5200 CS �TYPE1A
10 year , 351 67 F 8.00 F 0.4637 1.5200 [ SCS ,TYPE1A
100 year 2.0767 j 8.00 0.7027 1.5200 SCS TYPEIA
Record Id: EX-SR3
-- - -........... -..........__........._.....
Design M - ^ethod ---SC Rainfall type TYPE1A
Hyd Into 10.00 min Peaking Factor 484.00
- -iAb trs action Coeff -0.20
Pervious Area 0.90 ac jDCIA F-0.62 ac
Pervious CN 1 80.00 JDC CN -98.00
Pervious TC 1 6.00 min JDC TC 6.00 min
FPervious CN Calc
Description SubArea j Sub cn
LANDSCAPE -0.39 ac ! 80.00
GRAVEL (USE CN=80) W 0.51 ac 80.00
�- Pervious Composited CN (AMC 2) j 80.00
r Pervious TC Calc
Type �- Description F Length Slope Coeff I M si c F TT
. --
..._..._. -
---............... -- _......
Fixed LANDSCAPING, GRAVEL ( 6 00 min
F Pervious TC i__ 6.00 min
r-- Directly Connected CN Calc
Description SubArea Sub cn
IMPERVIOUS 0.62 ac 98.00
DC Composited CN (AMC 2) 98.00
......_....
�- Directly Connected TC Calc
Type �� Description I Length Slope r Coeff Misc TT
Fixed ROOFS, PAVING r6.00 min
Directly Connected TC 6.00min
Terraforma Design Group, Inc. 't
PROJECT: RITEAID - BELFAIR, WA
DEVELOPED CONDITIONS-ROOF, LANDSCAPE &WALKWAY DISCHARGE TO SR-3
DEV-SR3-WROOF Event Summary
Event Peak Q(cfs) Peak T(hrs)jHyd Vol(acft) Area(ac) Method Raintype
6 mo 0.2699 8.00 0.0916 0.5700 F SCS TYPEIA
- ------------�._--------[--0.5700 SCS TYPElA
2 year 0.4444 8.00 0.1523
10 year 0.6171 8.00 F 6.2126 0.5700 SCS TYPEIA
100 year 0.8844 8.00 0.3062 0.5700 SCS TYPEIA
Record Id: DEV-SR3-WROOF
............_.... --- .._.... - - ---------...----......_..---- .
Design Method SCS Rainfall type TYPEIA
jHyd I�---ntv 10.00 min Peaking acFacF for l 484.00
Abstraction Coeff 0.20
Pervious Area 0.09 ac (DCIA 0.48 ac
Pervious CN -- 80.00 JDC CN 98.00
(Pervious TC �6.00 min DC TC 6.00 min
------
----- - --- ---------._......................_-....._.......---
Pervious CN Cale
Description SubArea Sub cn
---LANDSCAPE 0.09 ac --80.00
Pervious Composited CN(AMC 2) 80.00
�- Pervious TC Cale
Type I Description Length F Slope F Coeff Misc TT
Fixed LANDSCAPING 6.00 min
--- ------ -...... .... .........._..........._... - ---- -- -._. ..._........
Pervious TC r 6.00 min
--_....--------- -- ....._..._........._._.........._...--_ _...._....... -...-- -- --------- ----.._._...._.. .._.........-
Directly Connected CN Cale
Description F SubArea F Sub cn
-� IMPERVIOUS 0.07 ac 98.00
-.. ...---._..
�- RITEAID ROOF �- 0.41 ac � 98.00
DC Composited CN(AMC 2) F 98.00
Directly Connected TC Cale
Type F- Description Length Slope Coeff Misc TT ^
-- ..... _....
_.-
Fixed ROOFS,PAVING 6.00 min
F - Directly Connected TC 6.00min
Terraforma Design Group, Inc. `Z
STORM HYDROGRAPH DATA
Project Name: RITEAID-BELFAIR By: P.A.D.
Project Number: 06028 Date: 6/29/2007
DRAINAGE CRITERIA: 1992 DOE Manual
RAINFALL METHOD: Santa Barbara Unit Hydrograph (SBUH)
Step 1)Site Data LANDSCAPE, GRAVEL& PAVING DISCHARGE TO CHEVRON
1) General characteristics:
Basin C Soil type sand& gravel
Development type commercial Soil Group A
Size(ac.) 0.26 Existing surface paving/landsc.
Location Belfair, WA Sensitive areas yes
Detention/Retention Retention bypass flows no
2) Precipitation (24hr): 2-yr 3.70 in
10-yr 5.00 in
100-yr 7.00 in
3) Existing Conditions characteristics:
Pervious acres 0.17 acres
forest n/a acres CN = --
gravel 0.13 acres CN = 85 but use 80
landscape 0.04 acres CN = 80
Impervious acres 0.09 acres
pavement/roof 0.09 acres CN = 198
Time of concentration: USE 6.0 MINUTES
4) Developed characteristics:
Pervious acres 0.01 acres
forest 0.00 acres CN = 72
pasture 0.00 acres CN = --
landscape 0.01 acres CN = 85
Impervious acres: 0.15 acres
pavement/roof 0.15 acres CN = 198
Time of concentration: USE 6.0 MINUTES
Step 2) Hydrograph Results
1) Existing site discharges: 2-yr 0.16 cfs
100-yr 0.39 cfs
2) Developed site discharges: 2-yr 0.13 cfs
100-yr 0.25 cfs
Ste 3 Developed stormwater discharge criteria
DISCHARGE TO CHEVRON STORM SYS. DEVELOPED RATE SHALL NOT EXCEED EX. CONDITIONS
J
PROJECT: RITEAID - BELFAIR, WA
EXISTING CONDITIONS- LANDSCAPE, GRAVEL & PAVING DISCHARGE TO CHEVRON
EX-CHEVRON Event Summary
Event (Peak Q(cfs) Peak T(hrs) Hyd Vol (acft) jArea (ac) Method !Raintype
6 mo r 0.0860 8.00 6.0303 0. 62s 00 SCS jTYPE1A
12year 0 _� 8.00 0.0557 0 SCS TYPE1A 6
10 year 0.2435 F 8.00 0.0819 , 0.26 0000 SCS F TYPE1A
100 year 0.3686 8.00 �.1235 j 0.2600 SCS j TYPE1A
Record Id: EX-CHEVRON
Design Method SCS -Rainfall type TYPE1A
Hyd Intv 1 10.00 min- Peaking Factor I 484.00
Abstraction Coeff 0.20
Pervious Area -0.17 ac [DCIA fr 0.09 ac
Pervious CN 83.82 DC_CNI 98.00
Pervious TC 6.00 min DC TC
6.00 min
Pervious CN Calc
Description SubArea -{-Sub cn
�-- LANDSCAPE 0.04 ac -� 80. 00
_....._........__...._..----GRAVEL._....__..._ --------- -
0.13 ac 85.00
Pervious Composited CN (AMC 2) 83.82
Pervious TC Calc
Type F- Description j Length F Slope C er Misc i TT
---
Fixed LANDSCAPING, GRAVEL �- _..............._---- 6.00 min --
Pervious TC i 6.00 min
Directly Connected CN Calc
- -_- Description j SubArea F Sub-cn
- ------.._...--- ------ ..._...._.. .._...........................---- --. '_____
IMPERVIOUS 0.09 ac 98.00
DC Composited CN (AMC 2) 98.00
Directly Connected TC Calc
Type �- Description Length Slope Coeff Misc -
Fixed FROOFS, PAVING 6.00 min
Directly Connected TC F 6.00min
Terraforma Design Group, Inc.
I
PROJECT: RITEAID - BELFAIR, WA
DEVELOPED CONDITIONS-LANDSCAPE GRAVEL & PAVING DISCHARGE TO CHEVRON
DEV-CHEVRON Event Summary
Event-,-Peak Q (cfs) rPeak T(hrs) Hyd Vol (acft) ;Area (ac) Method jRaintype
6 mo 1 0.0815 8.00 0.0274 - 0.1600 SCS ;TY E1P A
2 year 0.1312 8.00 0.0449 j 0.1600 ( SCS TYPE 1A
10 year 9 8.00 0.0621 - 0.1600 SCS TYPE1A
100 year 1 0.2548 i 8.00 0.0886 0.1600 SCS TYPE1A
Record Id: DEV-CHEVRON
Design Method SCS jRainfall type TYPE1A
Hyd Intv 10.00 min Peaking Factor I 484.00
(Abstraction Coeff 0.20
Pervious Area 6.61 ac DCIA 6.15 ac
Pervious CN 80.00 - DC_CN -98.00 -
_....
Pervious TC r 6.00 min C TC 6.00 min
--=--- - - -----.......-_...._..- - -- -
r '- Pervious CN Calc
Description SubArea ( Sub cn
--� LANDSCAPE 0.01 ac 80.00
�- Pervious Composited CN (AMC 2) 80.00
-
Pervious TC Calc ------
Type F- Description Length - Slope j Coeff I Misc -TT
Fixed LANDSCAPING F _--_-_ 6.00 min -
Pervious TC F 6.00 min
Directly Connected CN Calc
�- Description SubArea 1 Sub cn
�- IMPERVIOUS 0.15 ac -- 98.00
DC Composited CN (AMC 2) 98.00
Directly Connected TC Calc
Type -- Description Length r Slope Coeff Misc F TT
Fixed ROOFS, PAVING 6.00 min
Directly Connected TC 6.00min
Terraforma Design Group, Inc. ' "
Ri er
MATERIALS'" Concrete Pipe Division
STC 900 Precast Concrete Stormceptof
(900 U.S. Gallon Capacity)
Stormceptor
Frame and Cover �32"0--{
Grade Adjusters to
Suit Finished Gra
24"0 Outlet
6"00il g"O Orifice Pipe
d a 300 Port
Plate
72rr0 s" a
d
a
> Stormceptor °
I(e6
t
Outlet
Inlet Inlet I outlet
O dificeate a
6"0 Oil
Drop Tee Access openin Port
Inlet Pipe 24"0 Drop a (See note #2)
$ff
outlet Pipe Plan View
8rr d ° O
Q G d °
Section Thru Chamber Max, Treatment Capacity = 0.64 cfs
Proposed Treatment Flow to Facility
= 0.61 cfs (6mo,24hr storm, SBUH) <ok>
Notes:
1. The Use Of Flexible Connection is Recommended at The Inlet and Outlet Where Applicable.
2. The Cover Should be Positioned Over The Outlet Drop Pipe and The Oil Port.
3. The Stormceptor System is protected by one or more of the following U.S. Patents: #4985148,
#5498331, #5725760, #5753115, #5849181, #6068765, #6371690.
4. Contact a Concrete Pipe Division representative for further details not listed on this drawing.
Rinker 028
www.stormceptor.com
4 CB #7 - STORMCEPTOR MANHOLE
CV105 SCALE: N.T.S.
TY. 2-54' CB
IE (12' IN)= 81.50 IE (12" IN)= 81.50
IN
STEPS
IE (8"OUT)= 81.50
LOW—FLOW
TO TRMT. SYSTEM
24' DIA. ACCESS
IE (12'OUT)= 83.00
HI—FLOW BYPASS
TO CB /3
PLAN VIEW
CONTROL ROD FOR CLEANOUT/DRAIN,
ROD BENT AS REQUIRED FOR VERTICAL ROUND SOLID COVER MARKED "DRAIN"
ALIGNMENT W/COVER WITH LOCKING BOLTS UNLESS OTHERWISE
NOTE: APPROVED BY ENGINEER
REFER TO PLAN VIEW FOR ACTUAL FRAME & LADDER OR RIM= 88.10
HORIZONTAL LOCATION Of STEPS OFFSET, SEE NOTE
COMPONENTS 4. FRAME Q GRATE Z
ELEVATION PER PLANS g
'o CAP
CLEANOUT GATE: Z
A. SHEAR GATE, IRON BODY BRONZE MTD. HI—FLOW BYPASS
OLYMPIC FDY. STD. OR, 1 PIPE TO CB #3
B. LIFT GATE, NO. C/C/I—LG, CASCADE 1 IE (12'S)= 83.00
CULVERT INC., OR
C. OTHER DEVICE APPROVED BY ENGINEER.
REMOVABLE WATERTIGHT COUPLING (TYP)
OUTLET PIPE
IE= 81.50 (8"SW)
LOW-FLOW TO i NOTES:
STORMCEPTOR N
PIPE SUPPORT METAL PARTS:
1. CORROSION RESISTANT OR GALVANIZED OR
RESTRICTOR PLATE W/ z ALLUMINUM TYPE 2.
ORIFICE #1 2. IF GALVANIZED STEEL PIPE, HAVE ASPHALT
DIA.= 4.32 IN. N TREATMENT 1
0= 0.62 cfs A 1.5' HEAD 3. FRAME do LADDER OR STEPS OFFSET SO:
A. CLEANOUT GATE IS VISIBLE FROM TOP
B. CLIMBDOWN SPACE IS CLEAR OF RISER
STANDARD GALVANIZED do CLEANOUT GATE
STEEL OR ALUMINUM C. FRAME IS CLEAR OF CURB
LADDER/STEPS. SEE PLAN SECTION VIEW
VIEW FOR ACTUAL LOCAT.
5 CB #8 -
FLOW SPUTTER CONTROL STRUCTURE
CV105 SCALE: N.T.S.
4�
ORIFICE SIZING FOR LOW-FLOW DISCHARGE TO STORMCEPTOR:
Q allowable = 0.62 CFS
HT = 1.50 FT
A= Qallowable/{0.62 * ( SQRT [ 2 *g * Ht] ) )
A= 0.1017446 SQ FT= 14.651225 SQ INCHES
d = SQ RT [4 -A/3.142 ]
d = 4.32 INCH
t �
STRUCTURAL FILL
3,4. — 1 1/2" .
WASHED ROCK ROUND SOLID COVER MARKED
ASPHALT PAVING, f EROSION CONTROL NOTE!!
'DRAIN' WITH LOCKING BOLTS
GRADE PER PLAN :N AT COCB � RIM= 88.60 CONTRACTOR SHALL TAKE APPROPRIATE MEASURES TO KEEP
(EL= 87.7 MIN.) 12'DIA. RISER N TH i SEDIMENT FROM ENTERING THE NEW INFILTRATION SYSTEM.
REMOVEABIE TEE CONN. ADDITIONAL EROSION CONTROL MEASURES SHALL BE PROVIDED AS
AND OPEN BOTTOM CAP NECESSARY AT NO ADDITIONAL COST TO THE OWNER. THE
CONTRACTOR SHALL REPLACE SILT—CONTAMINATED INFILTRATION
TRENCH TOP 0 84.50 EL= 84.50 TRENCHES AT NO ADDITIONAL COST TO THE OWNER.
FILTER FABRIC AROUND PIPE TRENCH EXCAVATION NOTE:
ALL SIDES OF TRENCH SUPPORT GEOTECHNICAL ENGINEER SHALL BE PRESENT DURING
PIPE INVERT 0 81.00 30 PERF. CPE EXCAVATION OF TRENCHES TO VERIFY THE SUITABILITY OF THE
INFILTRATION BED. A REPORT SHALL BE PROVIDED TO
EL= 80.00 TERRAFORMA PRIOR TO ANY CONSTRUCTION CONFIRMING THE
TRENCH BOTTOM 0 80.00 EXISTING GROUNDWATER ELEVATION AND THAT THE EXISTING
e' SOILS AT THE INFILTRATION BED BOTTOM WILL MEET THE
30'CPE PIPE STANDARD ORIGINAL DESIGN PARAMETERS(MIN. MEASURED INFILT. RATE_
GROUNDWATER AT EL— 76.0 1—IN DIA. HOLES(EA. SIDE)0 12' O.C., GALVANIZED STEEL 20 IN/HR).
DATE: AUG 06' Q (3—IN UP FROM TANK INVERT) ? OR ALUMINUM
N LADDER/STEPS 0 12'
I O.C. SEE PLAN VIEW
FOR ACTUAL LOCAT.
�31 INFILTRATION TRENCH CONNECTION TO MANHOLE
V10 SCALE: N.T.S.
CONVEYANCE SYSTEM DESIGN
Project Name: RITEAID#6544 By: P.A.D.
Project Number: 06028 1 Date: 04/30/07
DRAINAGE CRITERIA: CITY OF BELFAIR
RAINFALL METHOD: Rational Method
DESIGN STORM: 100YR/24HR
P(in) = 7.0 aR= 2.61 bR= 0.63 iR=aR'TC^(-bR) and 1 = P*iR
FROM TO A C CA CAtot Tc I Q DIA n s Qf Vf Q/Qf
CB12 CB11 0.31 0.55 0.17 0.17 6.3 5.7 0.98 8 0.012 0.0167 1.71 4.9 0.57
CB11 CB10 0.23 0.60 0.14 0.31 6.3 5.7 1.77 12 0.012 0.0070 3.27 4.1 0.54
CB10 C69 0.23 0.77 0.18 0.49 6.3 5.7 2.78 12 0.012 0.0070 3.27 4.1 0.85
C69 CB8 0.15 0.90 0.14 0.62 6.3 5.7 3.56 12 0.012 0.0233 5.96 7.5 0.60
CB15 CB14 0.21 0.70 0.15 0.15 6.3 5.7 0.84 8 0.012 0.0070 1.11 3.1 0.76
CB14 CB13 0.26 0.88 0.23 0.38 6.3 5.7 2.15 12 0.012 0.0050 2.76 3.5 0.78
CB13 CB8 0.15 0.90 0.14 0.51 6.3 5.7 2.93 12 0.012 0.0074 3.36 4.2 0.87
CB8 C137 USE WATER QUALITY FLOWRATE 0.61 8 0.012 0.0100 1.33 1 3.8 0.46
CB8 TO USE FULL DISCHARGE RATE TO RETENTION SYS 6.48 12 0.012 0.1053 12.68 16.0 0.51
SDCO20 CB19 0.41 0.90 0.37 0.37 6.3 5.7 2.11 8 0.012 0.0270 2.18 6.2 0.97
C B 19 CB 18 0.00 0.90 0.00 0.37 6.3 5.7 2.11 10 0.012 0.0080 2.15 3.9 0.98
CB18 CB17 0.00 0.90 0.00 0.37 6.3 5.7 2.11 10 0.012 0.0149 2.93 5.3 0.72
C617 SR3 DITCH JUSE RETENTION OVERFLOW + ROOF FLOW 8.60 12 0.012 0.0526 8.96 11.3 0.96
PIPE DIA. (FT) = 12
SLOPE (FT/FT) = 0.005 Q/Qf< 1.0, <ok>
N = 0.012
Q = 1.49XAXR^2/3XS^1/2 / N = 2.76 CFS
d
06028-STORMCLC.xIs,CONVEY
VI. SPECIAL REPORTS AND STUDIES
No special reports or studies have been requested by the City or provided by the developer.
VII. BASIN AND COMMUNITY PLANNING AREAS
We do not know of any applicable basin or community planning areas.
VIII. OTHER PERMITS
Not Applicable.
IX. EROSION SEDIMENT CONTROL PLAN
Erosion Control BMP's shall consist of a rock construction entrance, silt fencing, sediment trap and
soil stabilization measures. Additional erosion control measures will be required as necessary to
ensure that sediment-laden runoff is not discharged to adjacent properties.
X. OPERATIONS AND MAINTENANCE MANUAL
See Appendix A - Operations and Maintenance Manual.
PROJECT: RITEAID - BELFAIR, WA
DRAINAGE BASIN HYDROGRAPH DATA
* Calculations based upon SBUH used Stormshed software
EROSION CONTROL HYDROGRAPH DATA
ERO Event Summary
Event :Peak Q (cfs) Peak T(hrs)[Hyd Vol (acft) Area(ac) Method Raintype
6 mo 0.5951 - -8.00-- 0.2080 2.1110-r SCS �TYPEIA
2 year i 21 456 _ 8.00 0.4124 2.1110 FSCS TYPE1A
10 year ..._-1.9128 -._._�....-_._....8.00.....-........_r_ --- - ................
2.1110 SCS �TYPEIA
100 year; 2.9499 �8.00 0.9617 2.1110 SCS �TYPE1A
Record Id: ERO
Design Method SCS �— Rainfall type I TYPE1A
Hyd Intv — 10.00 min Peaking Factor F 484.00
I — I Abstraction Coeff F 0.20
Pervious Area 1 2.11 ac rDCIA 0.00 ac
Pervious CN 86.79 DC CN 98.00
Pervious TC 6.00 min FDC TC 6.00 min
Pervious CN Calc
Description SubAr—eai Sub cn
DISTURBED SOIL �� `--- 1.95 ac 88.00
F_ 2ND GROWTH FOREST r_0.16 ac 72.00
�— — Pervious Composited CN (AMC 2) 86.79
--- - — __- -----......................_._. ..-----
�— —� Pervious TC Calc
Type Description 1 Length F Slope F Coeff F Misc TT
Fixed ILANDSCAPING 16.00 mm
Pervious TC 6.00 min
_._._....._................-........._. .......-..---------....._.._....... _- -—--
- Directly
Connected CN Calc
_................- __ ---------- ......-. -----._ -- - ._.._..----—
Description SubArea Sub cn
------P E RV I _.__ ------
IMPERVIOUS � 0.00 ac � 98.00
.........._......--........._...---- ---- --...---- -....._...-........_......-............_.__....-- --------
- DC Composited CN (AMC 2) 98.00
�— Directly Connected TC Calc
Type Description 1 Length F Slope r Coeff Misc I TT
Fixed IROOFS, PAVING 6.00 min
Directly Connected TC F—C6-0m-in
Terraforma Design Group, Inc.
SEDIMENT POND DESIGN
Project Name: RITEAID-BELFAIR By: P.A.D.
Project Number: 06028 Date: 6/29/07
DRAINAGE CRITERIA: 1992 DOE Manual
RAINFALL METHOD: Santa Barbara Unit Hydrograph (SBUH)
METHOD OF ANALYSIS:
Step 1) Required Sediment Pond Surface Area
Tributary area= 2.11 ac
Q2= 1.25 cfs
Q100= 2.95 cfs
H=Storage depth = 3.5 ft
Z=Sideslope= 3 ft/ft
T= Dewatering time= 24 hr
G =Gravity= 32.2 ft/s"2
As= Req'd surface area =Q2'2080 sf/cfs = 2600 sf
Step 2)Provided Sediment Pond Surface Area
Provided trap dimensions: width ft length ft
bottom = 21 43
water surface= 42 64 AREA= 2688 sf, OK!
top= 48 70
Step 3) Emergency Overflow Spillway
ho=Overflow depth = 0.25 ft
Lo= Bottom width = (Q100/(3.21'ho^1.5))-2.4"ho
6.8 ft, USE 6.0 FT
Provide: 6" min.freeboard; 2.0' min. bottom width
06028-STORMCLC.xls,SEDIMENT TRAP
Company Full Name Jo... Business P... Busines... Mobile ... Business Address E-mail
KARL KARL 206 390-8602
ALTMANN OLIVER ASSOCIATES LLC SIMONE OLIVER LANDSC 425 333-4535 425 333-4509 425 941-4320 PO BOX 578 CARNATION WA 98014 Simone@altoliver.com
AMSLER PATRICIA AMSLER ACCT 360 221-2252 919 3RD STREET#202 LANGLEY WA 98260 goodwork@whidbey.com
ATS AUTOMATION CATHRINE SANTOS ENGR cathrines@atsinc.ora
BUCHANAN PAT.BUCHANAN FAMILY 206 595-1846 fetch@whidbey.co
DEGUZMAN SEBASTIAN.DEGUZMAN FAMILY '215-2464 WK '726-1028 HM 206 601-8429
DEGUZMAN CHRIS.DEGUZMAN FAMILY 425 413-5299 206 579-6804 22634 SE 271ST STREET MAPLE VALLEY WA 98038
DEGUZMAN HELEN.DEGUZMAN FAMILY 206 723-3989 206 371-3141
DEGUZMAN ALLEN.DEGUZMAN FAMILY 206 384-3812 23205 SE BLACK NUGGET ROAD N-7 ISSA UAH WA 98029
DEGUZMAN VELMA.BORJA FAMILY 206 330-8819
DEGUZMAN RON.FISH FAM 206 723-0397
DEGUZMAN 3010 GUZMAN FAMILY 206 701-4716 jojoguzman@amonerenton.com
FAST COURIER- CHUCK-DAVE COURI... 206 343-7870 P.O.BOX 19785 SEATTLE WA 98109
GATEWAY DENTAL CENTRE JOHN KIM DENTAL 206 343-8929 700 5TH AVE.#1616 SEATTLE WA 98104
GATEWAY ORTHODONTICS RONALD REDMOND DENTAL 206 467-6877 700 5TH AVE.#1616 SEATTLE WA 98104
IMHOFF GREG GREG IMHOFF PAL 206 963-1068 4213 STONEWAY N.#305 SEATTLE WA Imhoff@lkwash.wednetedu
LURAY CHRIS.LURAY FAMILY 360 253-4029
MERCY VET JACKIE OBANDO VET 206 232-7667
MODAVE FRANCOIS MODAVE TRI 915 471-4026 908 VALLE BELLO EL PASO TX 79932 francols.modave@qmaii.com
PAIN-FREE SOLUTIONS STEVEN TOLZMANN TRI 206 937-3098 206 938-3095 2735 CALIFORNIA AVE SW#lA SEATTLE WA 98116
PAIN-FREE SOLUTIONS TRACY WILSON TRI 206 937-3098 206 938-3095 2735 CALIFORNIA AVE SW#lA SEATTLE WA 98116
PAUL,DALE DALE PAUL TD( 206 264-2785 2047 NW TREGATEN LANE PAULSBO WA 98370 melveml9@hotmail.com
SAKAIDA DONNIE.SAKAIDA FAM 818 422-1777 818 895-3980 818 422-1777 donsakaida@yahoo.com
SAKAIDA TED.SAKAIDA FAMILY 818 422-1777 818 421-7015
SOUND PHYSICAL THERAPY CHRISTOPHER ZANG TRI 206 301-0600 206 301-0601 3823 DELRIDGE WAY SW#C-205 SEATTLE WA 98106
SPECIALTY EYECARE CENTER HOWARD BARNEBEY EYE
SPEEDY REEDY BROOKE TRI 206 632-9879 lnfo@speedyreedy.com
TERRAFORMA DESIGN GROUP INC. AKEMI..SAKAIDA LANDSC 206 795-7901 206 923-3507 206 795-7901 5212 37TH AVENUE SW SEATTLE WA 98126 akemi@terraformadesi n rou ...
TRI CASEY.BOREN TRI 208 559-0035 borens@INeidaho.com
TRI JEFF.GEOGHAGEN TRI 206 914-9341 w-cjeoQhaaan@comcastnet
TRI SASAN.EHDAIE TRI 206 790-4659 sasankaren@hotmaii.com
TRI MIKE FASSARO TRI 206 228-6660
TRI IC.RAMIREZ TRI 206 695-6712 206 300-6563 icr@shanwll.com
TRI CASEY MURPHY TRI murphy.ca@hotmaii.com
TRI KAINOA.PAUOLE TRI 206 772-4482 206 817-4471 Kainoa@pauolesport.com
TRI JON.PAUOLE TRI 206 321-9740 auole@alcofseatde.com
TRI JAMES COTTRELL TRI 206 567-5301 conttrell earthlink.net
TRI BARNEY GILL TRI 206 579-5861 bamgydglll@mall.com
TRI STEVEN WRIGHT TRI 206 938-6909
TRI AARON BURBY TRI 206 342-2000 aaronbu@flipstart.com
TRI JOSHUA.LOMAN TRI 2062007800 oshualoman@hotmail.com
TRI DAVID.BIANCHI ITRI 206 767-3130
TRIUMPH MULTISPORT ITOM ITRI 206 328-4676 tom trium h-muftis rt.com
RETURN TO TERRAFORMA DESIGN GROUP(206-923-0590) 1 7/6/2007 10:17 A
APPENDIX A - OPERATIONS AND MAINTENANCE MANUAL
In-Line Stormceptor Page I of 2
Liam
Stormce for Home/In-Line Stormceptor
Mt�TERIAlS"
Wi
_734W4a Skewxnceptor
The In-Line Stormceptor is our most commonly installed model. The
In-Line unit is available in eight different unit sizes, ranging from 900
to 7200 gallon storage capacities. Each unit is constructed from
precast concrete components and a patented fiberglass insert.
Normal Operating Conditions
Under normal operating conditions (more than 90% of all storm
events), stormwater flows into the upper chamber and is diverted by a
u-shaped weir, into the separation holding chamber. Right angle
outlets direct flow around the circular walls of the chamber. Fine and
coarse sediments settle to the floor of the chamber, while the
petroleum products rise and become trapped beneath the fiberglass
Norma/flow conditions insert.
By-Pass Operating Conditions
During infrequent, high flow events (less than 10% of all storm
events), peak stormwater flows pass over the diverting weir and
continue into the downstream storm sewer system. This by-pass
activity creates pressure equalization across the by-pass chamber,
preventing scouring and resuspension of previously trapped pollutants.
Stormceptor is the only device with an internal by-pass that
prevents scouring of trapped pollutants.
The In-Line Stormceptor has been proven in laboratory and field tests
to remove over:
. 80% of Total Suspended Solids, and
e 95% of free oils and hydrocarbon spills.
High flow conditions
Maintenance Procedure
You can inspect and maintain the In-Line Stormceptor from the
surface, without entry into the unit. Perform maintenance once the
stored volume reaches 15% of the Stormceptor capacity, or
immediately in the event of a spill.
' Maintenance intervals vary depending on the application. Therefore,
we recommend quarterly inspections during the first year of
installation, so you can accurately establish the maintenance schedule.
r1cee Remove oil and sediment through the 24-inch diameter outlet riser
pipe. Alternatively, you may remove floatables and hydrocarbons
through the 6-inch oil inspection port.
The requirements for the disposal from Stormceptor are similar to that
of any other Best Management Practice (BMP). Consult local guidelines
or your Stormceptor Area Marketing Manager prior to disposing the
separator contents.
Stormwater Quality Improvement
Congratulations!
Your selection of a Stormceptor® System means that you have chosen the most recognized and efficient
stormwater oil/sediment separator available. Stormceptor is a pollution control device that protects our
lakes, rivers and streams from the harmful effects of non-point source pollution. Please address any
questions or concerns regarding the Stormceptor Systems to Stormceptor Canada Inc at 1-800-565-4801
or visit our website at www.stormceptor.com.
What is a Stormceptor?
Stormceptor is a patented water quality structure that takes the place of a conventional manhole with in a
storm drain system, Stormceptor removes free oil (TPH) and suspended solids (TSS) from stormwater
preventing spills and non-point source pollution from entering downstream lakes and rivers. Key benefits
of a Stormceptor include:
• Capable of removing 50%to 80%of the total sediment load when properly applied as a source control
for small areas
• Removes free oil from stormwater during low flow conditions
• Will not scour or re-suspend trapped pollutants
• Excellent spill control device for commercial and industrial developments
• Easy to maintain (vacuum truck)
• STORMCEPTOR clearly marked on the cover(excluding inlet designs)
• Engineered and continually tested
• Vertical orientation therefore resulting in a smaller footprint
Please Maintain Your Stormceptor
To ensure long-term environmental protection through continual performance, Stormceptor must be
g P g p p
maintained The need for maintenance is determined through inspection of the Stormceptor. Procedures
for inspection are provided in this document. Maintenance of the Stormceptor is performed from the
surface via vacuum truck. . If you require a list of contacts for cleaning your Stormceptor please call one
of our Stormceptor offices or your nearest Stormceptor affiliate(affiliates listed in Appendix 1).
Stormceptor
How does Stormeeptoe Work?
Stormceptor can be divided into two components:
• Lower treatment chamber
• Upper by-pass chamber
Stormwater flows into the by-pass chamber via the storm drain pipe. Low flows are diverted into the
treatment chamber by a weir and drop pipe arrangement. The treatment chamber is always full of water.
Water flows up through the outlet pipe based on the head at the inlet weir, and is discharged back into the
by-pass chamber downstream of the weir. The downstream section of the by-pass chamber is connected
to the outlet storm drainpipe.
Free oils and other liquids lighter than water will rise in the treatment chamber and become entrapped
beneath the fiberglass insert since the outlet pipe is submerged. Sediment will settle to the bottom of the
chamber by gravity. The circular design of the treatment chamber is critical to prevent turbulent eddy
currents and to promote settling.
During high flow conditions, stormwater in the by-pass chamber will flow overtop of the weir and be
conveyed to the outlet storm drain directly. Water that overflows the weir creates a backwater effect on
the outlet pipe (head stabilization between the inlet drop pipe and outlet riser pipe) ensuring that excessive
flow will not be forced into the treatment chamber, which could scour or re-suspend the settled material.
The by-pass is an integral part of Stormceptor since other oil/grit separators have been noted to scour
during high flow conditions (Schueler and Shepp, 1993).
Stormceptor Models and Identification
Stormceptor is available in both concrete and fiberglass. There are currently nine different sizes available.
A concrete Stormceptor is denoted by STC (e.g. STC6000) preceding the model number. A fiberglass
Stormceptor is denoted by STA (e.g. STA6000)preceding the model number.
In the concrete Stormceptor, a fiberglass insert separates the treatment chamber from the by-pass
chamber. There is three insert designs: the"spool", the "disc"and the"inlet". The different insert designs
are illustrated in Figures 1, 2 and 3. These designs are easily distinguishable from the surface once the
cover has been removed. In the "spool"design you will see one large 914 mm (36") opening in the center
of the insert with two 200 mm (8") inspection ports located either vertically on the sides of the 914 mm
(36") opening or horizontally on either side of the opening. There are three versions of the in-line disc
insert: "single inlet/outlet', "multiple inlet' and "submerged". In the "disc" design you will be able to see
the inlet pipe, the drop pipe opening to the lower chamber, the weir, a 150 mm (6") oil inspection/cleanout
pipe, a large 610 mm (24") riser pipe-opening offset on the outlet side of the structure, and the outlet pipe
from the unit. The weir will be around the 610 mm (24") outlet pipe on the "multiple inlet'disc insert. The
"submerged" disc insert has a higher weir and a second inlet drop pipe. In the "inlet' design you will be
Stormceptor
able to see the 305 mm (12") inlet drop pipe and 100 mm (4") outlet riser pipe as well as a central 100mm
[4"] oil inspect ion/cleanout port.
Maintenance from the
surface by vacuum
truck. Vacuum hose
lowered through central
opening in insert
Spool Insert
a�
Concrete
Stormceptor
Figure 1 "Spool" Insert Concrete Stormceptors
Stormceptor
Sediment& oil Oil removal can be
removal can be performed by vacuum truck
performed by vacuum through the oil inspection/
truck through the �� '' cleanout pipe
large outlet riser pipe
Ah
Disc Insert
Concrete r-
Stormceptor - .
y
�i
Figure 2 Single Inlet/Outlet "Disc" Insert Concrete Stormceptor°
Stormceptor
Inlet Grate
u
Oil Port
Inlet Insert
Removable Tee
Maintenance
Figure 3 STC 300/450 Inlet Insert
Sizes/Models
Dimensions of the fiberglass and concrete Stormceptor®units are provided in Table 1. Values of invert to
grade are provided later in this document for your site. The total depth for cleaning will be the sum of the
depth from invert to grade and invert to the bottom of the unit.
Table 1. Stormceptor Dimensions
Model Model Pipe Invert to Bottom of Pipe Invert to Bottom of
(Metric) (US) STA Stormceptor STC Stormceptor
in (in.) m (in.)
300 450 1.6 (64) 1.7 (68)
750 900 1.6 (64) 1.9 (74)
1000 1200 2.1 (81) 2.2 (86)
1500 1800 2.9 (115) 3.1 (122)
2000 2400 2.3 (89) 3.1 (122)
3000 3600 3.2 (127) 4.0 (158)
4000 4800 2.9 (113) 3.7 (146)
5000 6000 3.5 (138) 4.3 (170)
6000 7200 3.3 (128) 4.0 (158)
* Depths are approximate
The capacities of the different Stormceptor units are provided in Table 2.
Stormceptor
Table 2. Stormce tor®Capacities
Model Model Sediment Oil Total Holding
(Metric) (US) Capacity Capacity Capacity
L(US al) L(US al) L(US al)
300 450 1275 (335) 325 (85) 1775 (470)
750 900 2460 (565) 915 (280) 4325 (950)
1000 1200 3260 (845) 915 (280) 5125 (1230)
1500 1800 5660 (1445) 915 (280) 7525 (1830)
2000 2400 6150 (1345) 2945 (880) 10925 (2495)
3000 3600 10415 (2600) 2945 (880) 15195 (3750)
4000 4800 14060 (3475) 3490 (1025) 20180 (5020)
5000 6000 18510 (4550) 3490 (1025) 24635 (6095)
6000 7200 23445 (5425) 4150 (1100) 1 31210 (7415)
Identification
Even if you do not have plans of your storm drain system you will be able to easily identify where the
inline Stormceptor unit(s) (spool or disc insert) are since the name STORMCEPTOR is clearly embossed
on the cover. You will be able to determine the location of"inlet" Stormceptor units with horizontal catch
basin inlets by looking down the grate since the insert will be visible. The name Stormceptor is not
embossed on the inlet models due to the variability of inlet grates used/approved across North America.
Once you have found the unit, you may still be uncertain which model number it is. Comparing the
measured depth from the water level (bottom of insert) to the bottom of the tank with Table I should help
determine the size of the unit.
Starting in 1996, a metal serial number tag has been affixed to the inside of the unit. The serial number has
the model number written on it. If the unit does not have a serial number, or if there is any uncertainty
regarding the size of the interceptor using depth measurements, please contact Stormceptor at 1 800 565-
4801 and we will help you determine the size of a particular unit.
What is the Maintenance Procedure?
Maintenance of Stormceptor is performed using vacuum trucks. No entry into the unit is required for
maintenance of the spool insert, inlet insert or the smaller disc inserts. Entry to the level of the disc insert
may be required for servicing the larger disc insert models. DO NOT ENTER THE
STORMCEPTOR CHAMBER unless you have the proper equipment, have been trained and are
qualified to enter a confined space, as identified by local Occupational Safety and Health Regulations (e.g.
Canada Occupational Safety and Health Regulations — SOR/86-304). Without the proper equipment and
training, entry into confined spaces can result in serious bodily harm and potentially death. Consult local,
provincial, and/or state regulations to determine the requirements for confined space entry. Be aware that
the insert may be slippery. In addition, be aware that some units do not have a safety grate to cover the
outlet riser pipe that leads to the submerged, lower treatment chamber.
Stormceptor
The Vacuum Service Industry is a well-established sector of the service industry that cleans underground
tanks, sewers and catch basins. Costs to clean a Stormceptor® will vary based on the size of unit and
transportation distances.
The depth of oil in the interceptor can be determined by inserting a dipstick tube in the 150 mm (6") oil
inspection/cleanout pipe ("disc"design), or in the 914 mm (36") central access way ("spool" design), or in
the 100 mm (4")cleanout pipe
("inlet' design).
Similarly, the depth of sediment can be measured from the surface without entry into the Stormceptor via
a dipstick tube equipped with a ball valve (Sludge Judge). This tube would be inserted in the central
opening ("spool' design) or in the 610 mm (24") opening ("disc" design), or in the 100 mm (4") cleanout
pipe ("inlet' design). Maintenance should be performed once the sediment depth exceeds the guideline
values provided in Table 3.
For the "spool" design Stormceptor maintenance is performed through the large central 914 mm (36")
diameter opening for both the oil and the sediment. In the "disc" design, oil is removed through the 150
mm (6") oil inspection/cleanout pipe and sediment is removed through the 610 mm (24") diameter outlet
riser pipe. Alternatively, oil could be removed from the 610 mm (24") opening if water is removed from
the lower chamber to lower the oil level to the level of the drop pipes. For the "inlet' design, maintenance
is performed through the 305mm (12") inlet drop pipe for the sediment, and oil can be removed from the
100 mm (4") oil/inspection cleanout pipe.
We recommend the following procedure to clean out the Stormceptor:
1. Check for oil (using a dipstick tube)
2. Remove any oil separately using a small portable pump
3. Decant the water from the unit to the sanitary sewer using a portable pump (prior approval is
required from the sewer authority/municipality)
4. Remove the sludge from the bottom of the unit using a vacuum truck
5. Re-fill the Stormceptor with water where required by the local jurisdiction
How Often Is Maintenance Required?
Generally, annual maintenance is recommended but the required maintenance frequency will vary with the
amount of pollution on your site (number of hydrocarbon spills, amount of sediment, etc.). It is
recommended that the frequency of maintenance be increased or reduced based on local conditions. If the
sediment load is high, maintenance may be required semi-annually. Conversely once the site has stabilized,
maintenance may be required less frequently. Maintenance should be performed immediately after an oil
spill or once the sediment depth in Stormceptor reaches the value specified in Table 3 based on the unit
size.
In the "disc" design and "inlet' design, any potential obstructions at the inlet can be observed from the
surface. The "disc" insert has been designed as a platform to facilitate maintenance of the Stormceptor
and the storm drain system.
Stormceptor
Table 3. Sediment Depths Indicating Required Maintenance
Model Model Sediment Depth
(Metric) (US) mm (in.)
300 450 200 (8)
750 900 200 (8
1000 1200 250(10)
1500 1800 375 (15)
2000 2400 300(12)
3000 3600 425 (17)
4000 4800 375 (15)
5000 6000 450 (18)
6000 7200 375 (15)
What Should I do in the Event of an Oil Spill?
Stormceptor® is often implemented in areas where the potential for spills is great. Stormceptor should be
cleaned immediately after a spill occurs by a licensed liquid waste hauler. You should also notify the
appropriate regulatory agencies as required in the event of a spill.
Disposal of the Trapped Material Removed from Stormceptor
The requirements for the disposal of material from Stormceptor are similar to that of any other Best
Management Practices (BMP). Local guidelines should be consulted prior to disposal of the separator
contents.
In most areas the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated
that the sediment would be classified as hazardous waste. In some areas, mixing the water with the
sediment will create a slurry that can be discharged into a trunk sanitary sewer. In all disposal options,
approval from the dsposal facility operator/agency is required. Petroleum waste products collected in
Stormceptor(oil/chemical/fuel spills)should be removed by a licensed waste management company.
What if I see an oil rainbow or sheen at the Stormceptor outlet?
With a steady influx of water with high concentrations of oil, a sheen may be noticeable at the
Stormceptor outlet. This may occur because a rainbow or sheen can be seen at very small oil
concentrations(< 10 ppm). Stormceptor will remove over 95%of all free oil and the appearance of a
sheen at the outlet with high influent oil concentrations does not mean that the unit is not working to this
level of removal. In addition, if the influent oil is emulsified, the Stormceptor will not be able to remove it.
The Stormceptor is designed for free oil removal and not emulsified or dissolved oil conditions.
Stormceptor
No. 2— Infiltration
Maintenance Defect Conditions When Maintenance Is Results ExpectedWhen
Component Needed Maintenance Is
Performed
General Trash & Debris See"Detention Ponds" (No. 1). See"Detention Ponds"
(No. 1).
Poisonous/Noxious See"Detention Ponds" (No. 1). See"Detention Ponds"
Vegetation (No. 1).
Contaminants and See"Detention Ponds" (No. 1). See"Detention Ponds"
Pollution (No. 1).
Rodent Holes See"Detention Ponds" (No. 1). See"Detention Ponds"
(No. 1)
Storage Area Sediment Water ponding in infiltration pond after Sediment is removed
rainfall ceases and appropriate time and/or facility is cleaned
allowed for infiltration. so that infiltration system
works according to
(A percolation test pit or test of facility design.
indicates facility is only working at 90% of
its designed capabilities. If two inches or
more sediment is present, remove).
Filter Bags (if Filled with Sediment and debris fill bag more than 1/2 Filter bag is replaced or
applicable) Sediment and full. system is redesigned.
Debris
Rock Filters Sediment and By visual inspection, little or no water flows Gravel in rock filter is
Debris through filter during heavy rain storms. replaced.
Side Slopes of Erosion See"Detention Ponds" (No. 1). See"Detention Ponds"
Pond (No. 1).
Emergency Tree Growth See"Detention Ponds" (No. 1). See"Detention Ponds"
Overflow Spillway (No. 1).
and Berms over 4
feet in height.
Piping See"Detention Ponds" (No. 1). See"Detention Ponds"
(No. 1).
Emergency Rock Missing See"Detention Ponds" (No. 1). See"Detention Ponds"
Overflow Spillway (No. 1).
Erosion See"Detention Ponds" (No. 1). See"Detention Ponds"
(No. 1).
Pre-settling Facility or sump 6"or designed sediment trap depth of Sediment is removed.
Ponds and Vaults filled with Sediment sediment,
and/or debris
No. 5—Catch Basins
Maintenance Defect Conditions When'Maintenance is Needed Results Expected When
Component Maintenance is
performed
General Trash & Trash or debris which is located immediately No Trash or debris located
Debris in front of the catch basin opening or is immediately in front of
blocking inletting capacity of the basin by catch basin or on grate
more than 10%. opening.
Trash or debris (in the basin)that exceeds 60 No trash or debris in the
percent of the sump depth as measured from catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free
blocking more than 1/3 of its height. of trash or debris.
Dead animals or vegetation that could No dead animals or
generate odors that could cause complaints vegetation present within
or dangerous gases (e.g., methane). the catch basin.
Sediment Sediment(in the basin)that exceeds 60 No sediment in the catch
percent of the sump depth as measured from basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure Top slab has holes larger than 2 square Top slab is free of holes
Damage to inches or cracks wider than 1/4 inch and cracks.
Frame and/or
Top Slab (Intent is to make sure no material is running
into basin).
Frame not sitting flush on top slab, i.e., Frame is sitting flush on
separation of more than 3/4 inch of the frame the riser rings or top slab
from the top slab. Frame not securely and firmly attached.
attached
Fractures or Maintenance person judges that structure is Basin replaced or repaired
Cracks in unsound. to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider Pipe is regrouted and
than 1/2 inch and longer than 1 foot at the secure at basin wall.
joint of any inlet/outlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/ If failure of basin has created a safety, Basin replaced or repaired
Misalignment function, or design problem. to design standards.
Vegetation Vegetation growing across and blocking more No vegetation blocking
than 10% of the basin opening. opening to basin.
Vegetation growing in inlet/outlet pipe joints No vegetation or root
✓` that is more than six inches tall and less than growth present.
six inches apart.
No. 5— Catch Basins
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is
performed
Contamination See "Detention Ponds" (No. 1). No pollution present.
and Pollution
Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is
Cover Place Any open catch basin requires maintenance. closed
Locking Mechanism cannot be opened by one Mechanism opens with
Mechanism maintenance person with proper tools. Bolts proper tools.
Not Working into frame have less than 1/2 inch of thread.
Cover Difficult One maintenance person cannot remove lid Cover can be removed by
to Remove after applying normal lifting pressure. one maintenance person.
(Intent is keep cover from sealing off access
to maintenance.)
Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design
Unsafe securely attached to basin wall, standards and allows
misalignment, rust, cracks, or sharp edges. maintenance person safe
access.
Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets
(If Applicable) Unsafe design standards.
Trash and Trash and debris that is blocking more than Grate free of trash and
Debris 20% of grate surface inletting capacity. debris.
Damaged or Grate missing or broken member(s)of the Grate is in place and
Missing. grate. meets design standards.
No. 6— Debris Barriers (e.g.,Trash Racks)
Maintenance Defect Condition When Maintenance is Results cted When
Components Needed enance is Performed
General Trash and Trash or debris that is plugging Barrier cleared to design flow
Debris than 20% of the openings i arrier. capacity.
Metal Damaged/ Bars are bent out ape more than 3 Bars in place with no bends more
Missing inches. than 3/4 inch.
B4ePeP
are missing or entire barrier Bars in place according to design.
ing.
are loose and rust is causing 50% Barrier replaced or repaired to
ioration to any part of barrier. design standards.
is barrier missing or not attached to Barrier firmly attached to pipe
APPENDIX B - GROUNDWATER INFILTRATION TESTING
Adapt Engineering, Inc.
C 615—81"Avenue South
Seattle,Washington 98104
Tel(206)654-7045
■ • Fax(206)654-7048
www.adaptengr.com
May 8, 2007
WA06-14205-GEO
Kane Environmental,Inc.
3831 Stoneway Avenue North
Seattle, Washington 98103
Attention: Mr. John Kane
Subject: Supplemental Evaluation—Groundwater Infiltration Testing
Proposed Rite Aid Store
23940-62 NE State Route 3
Belfair, Washington
Dear Mr. Kane:
Adapt Engineering, Inc. (Adapt) is pleased to submit this supplemental letter that provides the results of
recent groundwater infiltration testing for the planned stormwater infiltration system to be located under
the northern parking lot at the project site. These recommendations are based upon information obtained
from our original site assessment, and supplemental subsurface explorations completed by Kane
Environmental, Inc. and Adapt, and provided initial development plans. The conclusions and
recommendations given in this letter should be used in context with our original geotechnical engineering
report.
INFILTRATION TESTING
Based upon preliminary development plans, stormwater will be managed by way of a stormwater
infiltration system, to be located under the northern portion of the parcel. Based upon our discussions
with the civil engineer, it is also our understanding the bottom depth of the system will be 82.5 feet above
sea level (asl). To assess the feasibility of this system, Adapt completed a series of three groundwater
infiltration tests in the proposed infiltration system location. Prior to beginning field work, Adapt
contacted Mr. John Sleva with the Mason County Public Works Department. We described our planned
infiltration testing methodology, as presented below. Mr. Sleva stated that our testing methodology
would be satisfactory for their requirements.
Adapt hand augered three locations to approximately 82.5 feet elevation, and installed 4-inch diameter
piping into each Iocation. The pipes were each pre-saturated for approximately one hour each
Adapt Engineering, Inc.
A head of no less than 12-inches was maintained throughout the pre-saturation period. After the pre-
saturation period was complete, a series of 5 tests were completed at each location. Each test was
completed by measuring 6 inches of head fall from about 6 inches to one foot above the base of the pipe.
The averaged raw test results for test locations on the west (INF-1), central (INF-2), and east (INF-3)
portions of the proposed infiltration system location were as follows:
Test Location Approximate Elevation of Test(asl) Infiltration Rate(inches/hr.)
INF-1 (central) 82.5 feet 170 inches/hour
INF-2 (west) 82.5 feet 270 inches/hour
INF-3 (east) 82.5 feet 72 inches/hour
Based upon previous test borings completed by Adapt in the vicinity, groundwater elevations in the
vicinity of the proposed infiltration system have ranged from about 75 to 76 feet asl. The engineer should
apply an appropriate factor of safety to these values for their design.
Based upon Adapt's test results, coupled with estimated groundwater elevations from our previous
subsurface assessments, it is out opinion that the proposed storm water infiltration system appears
feasible.
Kane Environmental, Inc. May 8,2007
Ad of Proiect No.WA06-14205-GEO P ae 2
Adapt Engineering, Inc
We appreciate the opportunity to be of service on this project. If you have any questions regarding this
g g
report or any aspects of the project, please feel free to contact our office.
Respectfully submitted,
Adapt Engineering, Inc.
Charles C. Cacek,L.E.G.
Engineering Geologist
Reviewed by GeoResources LLC
NV. GR0��c
19466
O�S�GIS1'ER��y�
IoMkL 5/7
FIRES: 06!151 Ob
Kurt W.Groesch,P.E.,
Geotechnical Engineer
Kane Environmental, Inc. May 8,2007
Adapt Project No.WA06-14205-GEO Page 2
APPENDIX C - CIVIL PLANS
CI\l-Terr D for rlo\I-Projects\D602ft-RITEAID-13ELFAI P.\0602SCIVIL.CIWg July 06, 2007 - 8:23 AM
L /r
CD
o p p yppl I
is g�
GPM
H.
r
All .AO In
Mina
Lo
n NE CLIFTON LANE,
sil
4 I
It
\, c�� ❑�� r.m r' Q . � I/ 3Ala� �` --- e l I. I I�m n
ovrn 00
1 r2 Z
r � I
czi I -
\ ¢m TI s2
Do�� aA s ---- -- \
7 I en
v
� p�mx moZ GFFFR i• _ II `'�'• / - �I� I
L = TIC I
oo
cn
mac, vo T ^m / � T M-1
rn m
oam ZO Km� = 1 � S'6 c D " � I zD I I I
cnvZ nm �n — —
0 o r I �7 m' TTI 2`
0 0 o g x T �` czi --- tl 80.51N -
�+ I p ,SZ'ZZLrMn
m 5 m F I 25
Z 0 '--— _
L
6 x` t -------- ----
O m
0 O \
a
I
-I I:
\ ss44 `d. g zip �R I o I I
� ct�.r 0'
T y T K -I
N� I --------- - -------
NM
\ n3Q j I
V1-.'_
_.,E
` -I
In TRASH J 17ECTA�EcAR�k
p C Bg nmd$
m g az.ersZN -=
y
02.
lI n g y0 1
A o z .-O
z � � g � I Imm � go h z P m N
z_-- cv t") v o c S
g I I, ' � 4a'� s 1 agc r„ Iy�* �
wcziF`~ " zQin zo N Az e T 0
n m + �m
2 Zin aN O
cn
Ill f z_p o o m
pm P.o o c
CO
____ =+o m:-1 w-,�� gin" ...��oK mng�z ►A2
rn�' �7 Z
I Q / / ��. 1..! U y��O i m K �j o N cam• a =o�m U' 2�o D N
o ^� g N0 o z m
O D=rn �c��A O rA'I 000000 a N O cn m
TT pe O?L.r N C
cn rrn zOz nncn o Z
o oho rnDo o �o ���ao 0I'T7 ig� =g �gmN� sgs4� xg�3NE
czin zz��cn nIn ��Ncn X m-I $�z �� o g-yz". g� •� �`��' m Fn -
�uomi a> a
~� V1 K --OO Z m mrn [)Z I'rl y _y2 ,ny GGGG y n�
W aom n�Aa � o #.. S-u , 9
�pzs �41� g42 ��nas >z4" 6�aya z ME DD&fAIR RD. O
;D
g � m rzc� rS.IO N �5. o w w
�DZ rm-- -a ZzD ^ Z0 Zn
o o^z5n jo,izsr r^ '� omCz c�aolozao
Nrn o m> z Nmn w
In mmo�a'�my1 �: OZ o C
z > co Z G71m
F K n z
v z _
RRII m
A O to
y ; c RD-t9 5 RITE AID (6544) TERRAFORMA
�, No. Date Desc.
z a n o 2 $ -- 6/27/D7 COUNTY PERMIT SUBMITTAL P
c z n° 23940 STATE ROUTE 3 DESIGN GROUP,INC. o � ,f0c)
0) .D
5 . . CML ENGINEERING&LANDSCAPE ARCHITECTURE N m B r ds .• '�p m
= MASON'COUNTY 1'; 5212 37th Avewe SW Senttle WA 96126 0D R �e tin
s
BELFAIR, WASHINGTON Wme2DS.S2aD5vo he2Db923.3507 0
_ij eUi<23.OBO n11x 2OL 23.35 7
G\I-Terrofornu\I-Projects\D6026-RITEAID-BELFAIR\06D28CIVIL.ggg July 06,2D07 - B.A5 AM
mit
54
gI °
z
Q @g � I I H I �I
�g
t' _ I� p t I - gg� �RobnU I
0 O 0gs�:
C?.Da000000000
a N !- '� OO �J00000000 C1000 M 4 _m N
n ��''! (600QQ000,000000
a 00a00000
m ° / o qo O- !=----=--""---- -------
0 i � I� L _ NE CLi�T�N LAIC -I-
_ N 1
I
—. . I I b
t�
iT,�,�'�o
a y a v <Pcg'�PcZ ———— ——— / c
x� m
NOR
ig-
�Am
2 C
�\ � f J I ��� M 4,m -,r
[["11c rtiall
O F2 I O ro F `CFF I I I Sc
y
--------- --- -
m Q
,SZ'Zt-Z-------_-_------M-
X.
.—LL.-H0.-6Z-N ---------------
co
c
Z o
zm --------------------------------- --
z aza 4 n
F Z
cn
o -
0.
x1,U ICI
II 11h1 °IIi
4I
ccC
-tcCca
v
$$m
�D-}_I T a�k /--.DRu c2t�•a- z�Loi1�n-y%_/__r n_.��LI1_z".e zs�zhaD'
y�!
lm
F
°Q�o
PaN"
�
c�l
�•CEcv[
OI
�Iv
I
IIIlIA
m
m
pTla
'nN Kz
P Sid z 2 R-
y T
_______________op
0 1 9
E --------
z —dnP.
FB Oi 14 „
cn
Q * m
? �71 Rug
oK U) -n @
co
-n Zt,
5.
A19 F too �mC mo m
> 1 osp 3 o
> Hip
gigs
FR
24' 2R 5 Eel
D Co m
REY1610N5
No, D.t RITE AID (6544)u 1/27/h7 COUNTY PERMIT SUBMTAL TE .1AFOR ► 1
m
.04 GROUP,Gn SIN 00
_ CIVIL ENGINEERING k LANDSCAPE ARCHFTURE
;^Vim I'll COUNTY ' 5212 371h Anue SW Seattle WA 9612606¢ BEL=AI? i/ASHINGTON � •� D33�7 0�SN
So
5�9 WD•
CI\I-Terroforno\I-Projects\b6028-RITEAID-BELFAIR\06028CIVIL.Nwg July 06, n07 - 6,28 AM
ITT X
D n O
1 1 I „ m
_ -
4
w
•
-_Bs— ---=
m
-M---" _ -� `.1„ _ ----- � I 1 i T NE CLIFTON
I e
I ' 11 o !n - _' -_,�m M 96 4L4N+•n _-
.. I
1
I
S n in. do—
—dn_ w
�
m 'aft
a �1 ; m=a
'S l
�� a `g I ' -•�� \\ 1� 1 .Q a�' ��My
ck
\' •�o o CC
o� z >aiC „ 1 " g 4b og f
m o a C S•Y�pf p• ' / _ S' o - _ _ - -N --1 \�\ 1 I I I I > I C 1 s$ o • {
p m x M o
o
In mm
-
pn my n �� O - i � �::
S I _ S$ t
ER
n
m = x�
--
m - o {
Z C) O G
p z c o m S IfN,LL B0.6ZN I r I
m�t Sl'ZZlL i
-.n
O
m a> +
a 0K
2 I 1
r am
�w — o
r s,a p y I ---- a
V
m � 1
� I
v
zoy m t�' 1
o $�
Jim
12
u
z m ,vim° _ a •m I._=- ,/.,s �� ' - Ic 1
I
II
IF
iI I z f � I _ _I
I m �
I
■ I� ( p � f f� r "_ -_ -- -- __-- :00-Z1 �9Z.9?SZN ,_.- - � I 2v o I �
c I E 1 1 I f^ I ~
s m z a 4 m
O
cn
m
n
iv
m
Z
��
v��, �F� m q� N
m m_ om
m m n+ v N ti w,.- v z ;3; a{ m -u N .:� m e; g N v n Pz zT pz rY' 1� w+ ^ 7 N Q a, $ 'na na 'I.� 'N m
am �
c v= a e •"+ 6'. �+ _
oho ` ` Yi
9 s
z
mom', R O
16 S cogqo mm �i m m g;S m Z W
S Y+ Jq z - n
z ; ia ea ae aka ; 'z` a`8ieae $ x $ $ agea00000 � � VHNmof� Z
a D 9.
m O D a
REVSIONS
N°. °°Se• RITE AID 6544
z � r, z u �' -- 6/27/07 COUNTY PERMIT SUBMITTAL � / 3 EjJ:�R it Ol�lrM,
23940 STATE ROUTE 3 DESIGN GROUP,INC. o o Pf°�°
mc o o s all :gib
CIIgL E dNEERING d LANDSCAPE ARCHITECTURE
CAO N
MASON COUNTY 4' 5272 37th Avenue SW se°uIe WA ss 2s
b b SELFAIR, V�/ASHINGTON P,m�2aezaossn 1cx]06�33507
emml°rrceblvr°fB Itlt signgraP•mm
w°�•dnuAc6mpowupingxaµa Ipwa
g Loscrzswi�w assaras•saz=�4d NOlONIHS`dM `2�1'd���8 a a a
N 5ti°".w a sz�as vrw �In°�s Ms:nuanY 41Lf ZILS .' i\iNnO0 NOSVAco
m a p
r.
CVO 3aN1331M3JV MUS4NY1 i 010M N10N311A13 _ >
o s
0�3,�, P- a 'OAir`anoxD NDrsaa £ 31nom 31tf1S QV6£Z � ,W11111SIM 1IMU XLNfW3 LOAZ19 -- B
d T ?703b'?I? 3,Z (V1799) a1v 311b " °" '
SMDISN3a
w w O U m Q
7
v
w �
z a W vi
26
25
Q d
g.,w F .i a c°pZS cZpi ai 3 aa� g z F�, w 0 w g It
, V z H C<
® as annaao =�3� <mY'* inv
co Z �.{{ �u{.. razF� ��z��. zv• gc
-U a nF�¢�apZZiV pZ`I:i o^ Z�Zlii <Z¢ZZZ�ZZ ZWZ pp
'! mV 1 5.H OU2 W
CL
a
III III
U W w n Jm w
wS N
�Uj W i wN Yn �m vim ��SS��SSIIII
y� (7 U �U cl Umrn 6 mp};N 1n N <r KF-a Z
z Z jl^3� �<Q4 ?n<ySv Zm ev a�.o -5.o W F ii 1 v1n o I I A r
$T� ..�. oa3 v`i3 0I.S .. _ '�' v.. II K I p 63 S
N W> z Q i:.i 'V a c w z o a a l;i z a t;.i ¢lii c a�.i m¢I+.[ J w I I ml WI I
0U' (�<�'11ia��a ��a '6�ac/q�pUZp�x
V I _
CU c� �� gY Sao I i YI I I -
LU 0 <a
•\ w
I I I fl ' � . a s
Q � _ z3 z3 ail c o F ��az I (n _
`" topz I�"� g� mm z Q $ mod' nw I I I �I1I - ytilr
CI yaJ, !.. QZF c4
W o m o Nm �¢_ W z mm I I I I I II �I
IF
0. G} d n a Ran:F I I I / f I Q A _
LL
a m
w � Z
--- G Y \ II
N25'26'26"W— __ _`,_
I e ° UP— tir
o �l
a
m
___ -_- - I I m
I � \\ � °'_'�—e III .� � w � I � •a �� ice. �� �� �S�o= ��m Li
1 q
II I ( Q I I�
1
j co I Cv C j 41. �iE��
co I
ILL
'SIM �!ihl 9_ At
a I LJ.I I -
f- I
L II O O o O i I I \ � a 3
I a i
1
�
:
j ---------------------
�- ----� 1
G—s aC I I `
I d I I I I wzgoszz`
I _ a w � g <�aa ono �aoao$
77
3 d
LO
i
_ I�-----___
i
goo
I �] o ` �..- I/. ..a' �. q= '!/ I �% ((gam {Ka^ �Q•2 CV' CS '� $•l�Vp
w211
• Q.4 e e e e e a.-�_ '�'6 eC� ir1'6� �Q���� ~ J�� �� V
r-
--- 1 O
I I e kl
46 _
°7 I J� / I +`-'I •' a.l�: - I \ ((- j �J= � _ � c1 � N � d N w5� N e (n
I
\ N
�� i° $a o '.'c i $i a $<
Ig
� UP—UP—UP UP—UF��—c' -- "_ - b 1`�8 8, 8 GS°�iGF `vl'a' •� EI¢
/ d I - /` Tr-T p � -
-II J I I � S— -9 � _—W—- � • rri � � y fli � y � � n
S N
_ N01AI10 3N
:W-
O �3 r s' an W a§4N
Z �"Y
s / E
tin
I
Y- 7 = w- w1 0 U m Q
NH me - L002'9a AmP N"II/�I382090�21Itl�138-QIV31I?1-97A90\s1�a('o�d-I\vurofo��a1-Lv�
"Th'i i-%06"��la I-W A l l NOi0NIHSVM'2i vj-a8 s s a p Lastris`dgz w"1 g6gOt#d'gNL awyE
to
a azles taa glums Ns on-Y NI/S zle4 I AiNnoo Nosvvq at
t a a a m a 1!9
iO a - m v 3alILJ711415LY 303SONVI i eNw3NYJhj*3
•���JNi'd nauTD7�NDN2a 't 31f1t' 3y�iS dV 6£Z ItlL.IW8f15 11W213d UNIIW LQIGZ/9 -- Yi Z V zrm
V
(mg) aI�`//`Y 31 w �Q aiad 'Ml o : .�a Yu
SNOISN3a ��� a`a a-- ✓=ii
U m Q
� Q c
So �8
Z LLL'4 2 .n Z
`5�� �y�; ES
vl�f.lo z� ' WZ20
uj
�� � W � b �
�z¢ooa €mSxg�� �rAGg s Z v Yi F5 "
Lj I I �x g J �� cw71 @g �yJb b
o �cr � 3
W E o� �SaBb=a ¢ �c 8 !3 y Z A o $b W?4 `
w
'N V ��ij8 H 6 S _ L^ c � vsix 3i
W g Lll _� N
M z6c� LyurQ ��c i o o` c� Z � c c Q
CID zo � lin
aw- a o gl § wa ao � Q YJ" woz� �f.� z�� w �i G, �'' o �g $ � � oF w wg C: �6 w m Paz w �� J a a s g Z € LL a^ dq ` eo V ,s2it _ Z ¢� i= z � <91 �� � O , '�C �aH�az s �a-c �r<� H g� 6� < � W `CN ? Wuo+o$ C.7 C8:y�E -N U .�x 3 B 'L's I� db g3 �<k,� -!8g;
Qpw� w z d a §� Vgo Zzi
� em 8 b < g �a
Cl) `h - , olaha �; e a _ _ �g d � lid �E o {ys
v/ 8 JFJ N W G Z C O Fi G H �n C � s� c G •L[c<i 2
O aO ®5U N O n ♦ ,n Q'
z yg _ U i ri n s m _ _ N _ _ W _ .. n u, < n d m
LU
CO
vc v5o
z u Wa
w
co
� � o
a O g 8�E
z
W
p
9
d o
12
W
a � co
F
: Z s m I—
c a
LU
Q
Q mm�- t = � -FED<vl ci O o
Q � g
S _I W
w b W
pU p LL w g 1
Z O U NZ t7
c a a cm Nrvi �µW.z— NM.Z p J
m3 �� ono w N
V
wze asya a
z
'NIYI.SO O I
V D co
F=
I <3 ¢ r mIM� U •31Yy�
M-9 9 V m J
' �� N � aw,�a ��so
te
Q ?�� ii
12 ^ a
--- - a
J � w�ilg =3a
aG
=3o �
Ek�ln
QQ�
Z vi
O F
ui
LL
Lu
r
I
ii
r< a a
i�8u 3 8 J i v - m
�a 8 � Q S V cEp�.1 6 s,^� L Q C L
8 � 3in4�a &R 'j U
,9 H
A o` E 19 _I
'�:+J• (531aYA 1Y�Q1 4Y1_d0ad/ �' (� e��I a µ. �5 8 u S`�
�i V -�y g IICL � z
s
vi
xvn sii g W u N e y s s� nCO W
3 FS H x z
% gx
W i3
• y y om"tc py6,
mad a V�Is
F 5 4J C.) y zS W� q � � �
a u- I N n 5 'w >
Y3 \w U).DA
g
m99
Y _ 2 _ U` LL W ❑ f.D m
WV 2818 - LU02`90 Alnf' 8xP'�IV13Q- nJ82040\?1[tl3135-QiV31[?J-8209�\sl�afo�d-t\�W.wo3oa�ad-TVJ
F
Q
Z r p j Z IC m
o
LU ��3nN
O z �.
96 wp3G Riau z
a
O 3 LLI
Q
Q
J
L j
r, L
W Ul to
I \
a� Oc
�-
I I
N fl z
=O
n
o
I I — Elm
I 'up-
IT
cn
i�� 1 I
a I I - 1 m-
I o Wa
s �
LLJ
� 1 a ��W✓ " - p �
I } q Is I
a U `
_j
8_
Qa
a 4 co
El
VLL 3 5 Uti CIiN 2ti] �W O El Wd
IR
O vz6 �S � <a $¢ z® � o?
a a 0 n z ew G
Avsom
--,dY��----..pO.-�S ¢- -cU-c�
<<p
cl
-
a p
9 o OHO d:
i
j
I I o a
¢ w w b o drz
�
I 0w2 +o
_ 1 LU 3
r I ' IIIpm * s
r q v t7
i
LL qJ
� ',Im I �c$io Pi J lm_ m
Nn
d-
I
w Z
CD
W
-
N ,
a �
..� UP-UP-UP-up-
al
J 9
� I I 25.8Un wW zr .
��wy 1 i{j
� < biz `�' o �z � Swap w= aq pawIY�17�1J3N I%l Z$I "-_ r f 1 5 z
z0� gag
°' l _ L7
o zzw � c
zzo
soa ZO ¢a rd'b� -�rnQpE+Oc�e oi
ai�
W p0 OUZJ � C �p HN
4ZUU
m� a� -gU �¢. cOzio 9igc ���n - /
& ani o w UPu up: I ` (oLj
..
8 __----__
r R CI r�G1
Z�W04[L UQt�—Z J UF]~ 4 O¢W �6 I I ¢ ¢ O Q
m��< ¢ ¢q�¢Torvr O�" 8 wed 3]]]oy000-(oa�av' sp S � FTa I �' I � EL a TFL
=Cl¢w4] Ur�yy6 y �zyYB fA2� pp �6� f/iID
NZON/A ZZwp O¢� SZ� UJ p� �030 6 Y�ili 041 cu .}) � GS F��E�
S OZ�Z
� JJ66w pp cU�z ZWYii=l rid+
oO
.., �. 2CDHF. 60 oz cW 1 25 Ltnn v
U
O 5�e�np�W ����ooww
m� I.I.
MART
c �7c�G �j a� ¢�-m-{{w � gig 2 c
�a�bn.c c<8m�� C 'w�o t o% z A9 k;'` IN 4 K o
s�<io z�wo mdN JrTh� a 1plx�yj1� Z� ¢¢=��O�o� }�'� yzy ��yW� zw; ==z W m J U
GWZ¢ U6��yZYZ OWQCNO al-�� GOW< �V U I I U-j � � U W Lk.l
U Yz¢3o cozW LLw 9sg mod"ovipmi s�c'W = ��..{{< �c O4m1'� Z 1 -
J• occo�zc �d� m b zmF zm���Iw Nm� �� ��_� � o I�,P F $ qw m Lo
300 i�ca Vi <0�� ��� n• � w G W
9c4�533,R a¢�Hib zs ar=zaov�dz cpi? �� � }y� z zz Y
w o 3
- n a
W 2o--
C7AU 0..