HomeMy WebLinkAboutCOM2008-00105 Final Tentant Review - COM Permit / Conditions - 4/8/2009 o o m
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FORM MUST BE COMPLETED IN INK
PLEASE PRESS HARD MASON COUNTY PERMIT NO.
BUILDING PERMIT APPLICATION �� ��
426 W. Cedar- P.O. Box 186, Shelton, WA 98584
Shelton (360)427-9670 - Belfair(360) 275-4467 - Elma (360)482-5269
On the web www.co.mason.wa.us
APPLlq#NT INFORMATION CONTRACTOR INFORMATION
Owner K0140nQ CJIE- 1 L-L. i L-L-L. Company Name rr1 c''l�) �O rJ Ifi
Mailin Address S Mailin Address •
City LPk state W�-Tin Code S2 Q City�EL.FAItZ State Zip Code ?-
Phone�-_Mt QI'� —r __
Other Ph.*3k:V 2?"S-'Cf'O Phone Other Ph.
Lien/Title Holder K('r5A P 3 A N 1L Contractor Reg. -g LW Exp.�1 104
E mail address E Mail Address
Drivers Lic.# DOB Drivers Lic.# DOB
SEPTIC /WATER SYSTEM INFORMATION - Connect to New Septic Existing Septic
Connect to Water System Name of Water System
Well Sewer System Name of Sewer System
PARCEL INFORMATION - 12 Digit Parcel No. Fire District
Legal Description lVt 1 C.S LXrt C>CP SP 241 fo-r(L 1 SIco
Site Address(Please include street name, street number and city) Z acN 1 9-0
Directions to site 0Te`1QSEC -2 OL "orrjC.r-
Will timber be cut and sold in parcel preparation?Yes o
Is property within 200'of Saltwater Lake River/Creek Pond
Wetland Seasonal Runoff Stream Slopes or Bluffs 15 0
Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Yes/No
TYPE OF JOB - New Add Alt Repair Ot PRIMARY RESIDENCE 0 SEASONAL
Use of Building tt r BIZscribe Work Ar wtj
No. of Bedrooms No. of Bathrooms Square Footage- 1 st Floor'7'9105 2nd Floor
3rd Floor Basement Deck Covered Deck Other Sq. ft.
Garage Attached Detached Carport Attached Detached
MANUFACTURED HOME INFORMATION - Make Model Year
Length Width Serial No. No. of Bedrooms No. of Bathrooms
Type of Heat Purchase Price$ Replacement Unit? Yes/ No
Installer Name Certification No.
OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation.
Acknowledgement of such is by signature below. I declare that I am the owner,owners legal representative,or the contractor. I further declare
that I am entitled to receive this permit and to do the work as proposed in the application. I declare that I have obtained the permission from all
the necessary parties. If permission is required from any easement holder or any other party in interest regarding this application or the work
proposed in the application, I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or
agent on owners behalf, represents that the information provided is accurate and grants employees of Mason County access to the above
de property and structure for review and inspection. This permit/application becomes null &void if work or authorized construction is
n co enced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY
OFAP GRESS INSPECTIC^II,NACTIVITYOF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THEAPPLICATION.
X l`o'ft4.A- L �-{'i�� LLB Date: Re
rQ*aerTOwneVd Representative/Contractor (indicate v1hich one) __.�t r-�
FOR OFFICIAL USE BEYOND THIS POINT Accepted Dy: 24S'ff Dat
DEPARTMENTAL REVIEW APPROVED DENIED NOTES
Building Department —QQM_-7�
Planning Department .0001
Environmental Health Department 200B— 3
Fire Marshal �•
FEES
Building Permit Fee Site Inspection
Plan Review Fee EH Review Fee
Plumbing & Base Fee Planning Review Fee
Mechanical& Base fee Other
Wood/Gas/Pellet Stove Fee State Fee
Violation Fee Pre-Paid at Submittal
Valuation $ TOTAL FEES
MASON COUNTY PERMIT NO.
A BUILDING PERMIT APPLICATION
426 W. Cedar• P.O. Box 186, Shelton, WA 98584 v u I
Shelton (360) 427-9670 • Belfair(360) 275-4467 • Elma (360) 482-5269
On the web www.co.mason.wa.us
APPLlq#NT INFORMATION CONTRACTOR I ORMATION
Owner OtitAwcc j Lt LA-C-- • Company Name P �� Z44��0
Mailin Address 5 Mailin Address ill
l
r.t._A Cit j9et.-FA 12 State Zip Code city State •Zip Code Y � p
Phone3Li0_M1 01_�) Other Ph i-j:M-L'FO Phone — Other Ph.
Lien/Title Holder K E SAP RAN 15— Contractor Reg. #Sa-,e( h 1li4 LW Exp. t7 .l.04
E mail address E Mail Address
Drivers 44ic.# DOB Drivers Lic.# DOB
SEPTIC /WATER SYSTEM INFORMATION - Connect to New Septic Existing Septic
Connect to Water System Name of Water System
Well Sewer System Name of Sewer System
PARCEL INFORMATION - 12 Digit Parcel No. I Fire District
Legal DescriptionSky-4 'A LL-5 14D -2 2( L--rn CA'-' St' 7 c0
Site Address (Please include street name, street number and city) Z OMNN4k- 0 1 Q 0
Directions to site Q� VJ t�'-{OreJG 1 L�. 2
2
Will timber be cut and sold in parcel preparation?Yes/ o
Is property within 200'of Saltwater Lake River/Creek Pond
Wetland Seasonal Runoff Stream Slopes or Bluffs 15 0 i
Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Yes/No
TYPE OF JOB - New X Add Alt Repair Ot PR MARY RESIDENCE ❑ SEASONAL j
Use of Building UP MMW� escribe Work +V0'N AoDisr _ A
No. of Bedroom!; No. of Bathrooms Square Footage- 1st Floor_'?(25 2nd Floor j
3rd Floor Basement Deck Covered Deck Other Sq. ft.
Garage Attached Detached Carport Attached Detached
MANUFACTURED HOME INFORMATION - Make Model Year
Length Width Serial No. No. of Bedrooms No. of Bathrooms
Type of Heat Purchase Price $ Replacement Unit? Yes/No
Installer Name Certification No.
OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation.
Acknowledgement of such is by signature below. I declare that I am the owner, owners legal representative,or the contractor. I further declare
that I am entitled to receive this permit and to do the work as proposed in the application. I declare that I have obtained the permission from all
the necessary parties. If permission is required from any easement holder or any other party in interest regarding this application or the work
proposed in the application, I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or
agent on owners behalf, represents that the information provided is accurate and grants employees of Mason County access to the above
de§e6bed property and structure for review and inspection. This permit/application becomes null & void if work or authorized construction is
%tco enced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY
OFAP GRESSINSPECTI INACTIVITY OF THIS PERMIT APPLICATION OF180DAYSWILLINVALIDATETHEAPPLICATION.
Date: �-
Owners Representative/Contractor (indicate v1hich on ..
FOR OFFICIAL USE BEYOND THIS POINT Accepted sy.I-j215�1-f Dat
DEPARTMENTAL REVIEW AP&VQUD DENIED NOTES
Building Department
Planning Department 0jol
Environmental Health Department -3
Fire Marshal — S 'Pst Ij
FEES
Building Permit Fee Site Inspection
Plan Review Fee d. EH Review Fee {
Plumbing & Base Fee Z Planning Review Fee
Mechanical & Base fee Other
Wood /Gas/ Pellet Stove Fee State Fee j
Violation Fee Pre-Paid at Submittal
i
Valuation $ o 0 TOTAL FEES
THIS PARCEL
INCLUDES
PLANS, BLUEPRINTS
O: R OVERSIZE
IM,A.GE�S-
LARGE FORMAT
IMAGES HAVE ..BEEN. STORED IN
FILE CABINETS) UNDER
PARCEL N�lMBER
PARCEL #�3�
CASE # eomzc3o8-
'SIT6 f�q*kty'�
I
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A business registered as a construction contractor with L&I to perform construction work
within the scope of its specialty. A General or Specialty construction Contractor must
maintain a surety bond or assignment of account and carry general liability insurance.
Business and Licensing Information
Verify Workers' Comp Premium Status Check for Dept. of Revenue Account
Name STEPHEN JOHNSON UBI No. 600402443
INC
Phone No. (360) 275-6734 Status ACTIVE
Address PO BOX 488 License No. STEPHJ*199LW
Suite/Apt. License Type A. CONSTRUCTION
CONTRACTOR
City BELFAIR Effective Date 6/16/1981
State WA Expiration Date 6/1/2010
Zip 985280488 Suspend Date
County MASON Previous License JACKJC*2261-6
Business Type CORPORATION Next License TNTEXL*97405
Parent Associated
Company License
Specialty 1 GENERAL
Specialty 2 1b UNUSED
Business Owner Information Hide All
Name Role Effective Date Expiration Date
JOHNSON STEPHEN J 01/01/1980
JOHNSON, LENITA A 01/01/1980
:N Bond Information .;
https://fortress.wa.gov/lni/bbip/Detail.aspx?License=STEPHJ*199LW 10/14/2008
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Engeni ous
Systems, Inc.
PO Box 30188 Seattle WA 98113
June 12, 2008
Summary:
The following storm water collection, treatment,and disposal system for the proposed
Urgent Care Center in Belfair was designed using the current mason county storm water
ordinance. This current ordinance is based on using an event model for the analysis. Our
objective for this project is to infiltrate most of all of the stormwater from the site after
treatment. Treatment will be by sedimentation and disposal will be by underground
infiltration. There was an existing 10' x 150'infiltration bed on the west side of the property
(next to SR 300) that was permitted and installed as part of a previous development plan for
the property. Prior to the planning of this project the property had been cleared and partially
graded. See Figure 1 below. The existing infiltration trench works nicely for the infiltration
of the roof drainage from the new 12,000 square foot building. This design results in the
following existing and proposed storm water flow from the site:
Developed Developed Developed Developed
Existing Roof Drywell Upper Total
Peak Q Overflow Overflow Parking outflow
Event (cfs) (cfs) (cfs) Outlet (cfs) (cfs)
2 yr
24 hr 0.0507 0 0 0 0
10
year 0.1978 0 0.0227 0 0.0227
100
year 0.7082 0 0.0412 0.402 0.4432
Note that the developed flow off the property is substantially less than the existing runoff
off the property. An infiltration rate in the existing soil of 10 inches per hour was used for
this design.The designer of this system has three similar storm water infiltration systems
located near this site in the same sand and gravel soils that have functioned perfectly over
the last 10 years.The infiltration rate we proposed for this project has proven to be
conservative.
Site Soils: All the soils on this site are the Everett Series Soils Group. They are sand and
gravels with low in situ density. The water table was determined from two on site borings to
30 feet to be at 10 foot depth. A soils report with the boring results has been submitted with
the SEPA Checklist.
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FIGURE 2:Aerial View of the Proposed Site
PO Box 30188 Seattle WA 98103 (206) 784-7175
Page 3
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FIGURE 4: Proposed Site Plan the Belfair Urgent Care Center.
PO Box 30188 Seattle WA 98103 (206) 784-7175
Page 5
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FIGURE 5: Proposed Drainage Plan for the Belfair Urgent Care Center
PO Box 30188 Seattle WA 98103 (206) 784-7175
Page 6
Urgent Care Drainage Analysis
The area considered in this analysis is 1.77 acres fronting on State Route 3. Area and runoff
above the immediate site is bypassed around the project and not considered in this analysis.
Summary of Areas and Land Use
Area
Lower Drainage (ac) Sub Basin Desc
building Roof Area 0.27 BldgRoof
Parking Lot 0.59 Lower Parking
Lower
Landscaped areas 0.43 Landscape
Upper Drainage
Parking Lot 0.24 Upper Parking
Landscaped areas 0.19 Upper Parking
Area Above Infiltration 0.05 Upper Parking
Total area 1.77
Drainage Strategy
The goal of the analysis is to attenuate the developed runoff to the historic runoff design
storm frequencies of half the two year, 10 year and 100 year. The mechanism to do this will
be to divide the developed site into three (3) sub basins,and deal with each separately. The
primary mechanism will be to infiltrate as much of the runoff as possible.
• The first sub basin is the building roof runoff. It will be discharged directly into an
existing 150 ft by 10 ft wide by one (1) ft area beneath an existing vee-shaped swale
along SR3.
• The second sub basin is lower parking lot and landscaped areas. Runoff from
parking area will be routed through two (2) 1500 gallon settling tanks prior to
j infiltration. Landscaped areas can be routed directly to the infiltrator. The five (5)
rows of infiltrators will be placed in a 84.5 ft by 18 ft wide excavation. Overflow
from the infiltrator will be routed through a drywell prior to release into the vee
shaped swale described above.
• The third sub basin is the runoff from the upper parking and landscaped areas. This
runoff will be collected and allowed to infiltrate into an underground infiltrator
system. Since this runoff is both parking and landscaped areas, the runoff from the
parking area will be routed through several 1500 gallon settling chambers prior to
infiltration. The infiltration gallery will be 110 ft by 21 ft (7 rows of infiltrators) on
top of 12 inches of drain rock.
Computer model and software
StormShed3GTM will be the primary design tool, other supporting software utilized in this
study are Microsoft ExcelTM.
PO Box 30188 Seattle WA 98103(206)784-7175
Page 7
f
Infiltration
The underlying soils for the site justifies an infiltration rate of 10 in/hr.
Generally,Storm Tech (www.stormtech.com) SC-310 chambers were contemplated for
infiltration with 4 inch diameter outlet pipes serving to connect overflow from the
infiltrators to the outlet pipe. Since the 4 inch diameters overflows are vertical and at the
crown of the infiltrator,it would be unreasonable to estimate their discharge capability based
on a simple submerged orifice equation. A custom rating discharge rating curve based on
critical depth occurring at the orifice face will be used. The equations are:
Q =Ac -1(X
And De = A�l
T
And H; = Yc + D�/2
Where
Q is the discharge given a stage in the infiltrator.
Y,,is the critical depth at the face of the orifice.
A,is the x-area at critical depth.
T is the top width at critical depth.
D.is the hydraulic depth.
H;is the stage in the infiltrator
g is the acceleration due to gravity.
a is a discharge coefficient.
The following table develops the rating curve used for the 4 inch infiltrator discharge:
Critical top Top Hyd Head
depth Area Area width Width Depth, on ON
(in) Dc (ft) ratio A/dA2 (sf) Ratio (ft) A/T (ft) Q(cfs)
1 0.0833 0.25 0.154 0.0171 0.866 0.289 0.059 0.143 0.024
2 0.1667 0.5 0.393 0.0437 1 0.333 0.131 0.298 0.090
3 0.2500 0.75 0.632 0.0702 0.866 0.289 0.243 0.493 0.197
3.9 0.3250 0.975 0.7805 0.0867 0.3105 0.104 0.838 1.163 0.450
4 0.3333 1 0.785 0.0872
5 0.4167 1 0.785 0.0872
6 0.5000 1 0.785 0.0872
7 0.5833 1 0.785 0.0872
8 0.6667 1 0.785 0.0872
Column 4 is based on table 4.5 of Modern Sewer Design. Column 6 is based on table 4.6 of
the same manual. StormShed3G does not support partial flow through orifices at this time.
The need for the above analysis hence required the use of Microsoft Excel to generate the
proper rating curves. The data is then entered into StormShed3G as stage-discharge rating
curves.
PO Box 30188 Seattle WA 98103 (206)784-7175
Page 8
Infiltrators
Generally runoff will be routed into underground infiltrators. At the time of this analysis,
Storm Tech ( w w %v.stormtech.comI infiltrators were used as the basis of sizing. However,we
do not endorse their product nor require that they are used in construction. This analysis
only uses their dimensions as a guideline for computations. The height of the infiltrators are
about 16 inches high with a width of 3 feet. This enables us to specify an infiltration area
based on a length and width that is an interval of three (3) ft. The infiltrators can be fitted
with overflow pipes at their crown. This analysis specifies an overflow pipe of four inches in
order to maximize storage within the infiltrator. There is 14.7 cf of storage volume per 84.5
ft of infiltrator,0.174 cf per if of infiltrator.
Roof Runoff
Runoff from the propose building roof will be collected and routed into an existing 150 ft by
10 ft swale along SR3. The bottom of the swale will be modified to have a flat slope with 12
inches of drain rock (30%voids). At the outlet end of the swale will be a 12 inch overflow
culvert that will connect to the downstream conveyance system. The rating curve for the
swale is a custom sta e-volume dischar a curve created in Excel as follows:
Length 150
width 10
sloe 0
Porosity 0.3 Irate ds
Infiltration in/hr 10 0.347222
Volume
Stage ft
100 0
101 450
102 1950
103 3450
Lower Area Parking Area
Runoff from the parking area will be routed through two (2) 1500 gallon settling basins prior
to entering a 84.5 ft by 18 ft infiltration gallery. Runoff from the landscaped areas can
bypass the settling basins. This gallery consists of five (5) rows of infiltrators distributed
over a width of 18 ft. The infiltrators will sit on top of 12 inches of drain rock with a void
ratio of 30%.
Excel was used to develo the sta e-volume rating curve for the infiltrators.
Height Volume per
diameter in 4 Length in Vol design length
radians 57.2958
Area tt 0.087266 hi cpacity 84.5 16 14.7 14.7
c 0.62
Multiplier 5 design length 84.5
Infiltration
in/hr 10 width 18
PO Box 30188 Seattle WA 98103 (206)784-7175
Page 9
Area ac 0.034917355
100
Infiltrator orif Storage(ac- Discharge irate
Stage ft stage ft Area ac it cfs cis stage ft Storage c
0.00000 0.03492 0.00000 0.00000 0.35208 100.00000 0
1.00000 0.03492 0.01048 0.00000 0.35208 101.00000 456.30000
1.33000 0.03492 0.01089 0.00000 0.35208 101.33000 474.49125
1.66000 0.03492 0.01131 0.00000 0.35208 101.66000 492.68250
1.75000 0.03492 0.01142 0.00000 0.35208 101.75000 497.64375
1.83333 0.03492 0.01153 0.00000 0.35208 101.83333 502.23732
0.000 2.00000 0.03492 0.01174 0.00000 0.35208 102.00000 511.42500
0.3300 2.33330 1 0.03492 0.01216 0.53810 0.35208 102.33330 529.79816
3.16290 1 1 2.252285
It reflects 1 feet of drain rock below 84.5 ft of infiltrator.
84.5x18x0.3 = 456.3cf
84.5x5x0.174 = 73.52cf
Overflow from the infiltrator will be routed into a four (4) ft diameter drywell in an
excavated pit with a bottom diameter of six (6) ft and 6v:1h sideslopes. The drywell will be
backfilled with drain rock.
Upper Parking Area
The upper parking area consists of 0.24 acres of parking and 0.26 acres of landscaping,
including the area over the underground infiltrator system.
Runoff is collected from the parking and routed into two (2) 1500 gallon sediment tanks
prior to introduction to the infiltrators. The system will use a total of 60 ft of infiltrator
spaced seven across for an overall width of 21 ft.
The infiltrators will sit on top of 12 inches of drain rock with a void ratio estimated at 30%.
Excel was used to create the rating curve for StormShed3G.
Volume
diameter per design
in 4 Length Height in Vol c length
radians 57.2958
Area ft 0.08727 hi caoacitv 84.5 16 14.7 10.43787
c 0.62
design
Multiplier 7 length 60
(Rate
in/hr 10 width 21
Area ac 0.02893
100
PO Box 30188 Seattle WA 98103(206) 784-7175
Page 10
Infiltrator
orif Stage Storage Discharge Infiltration Storage
t stagei Area ac ac-f cs cs :Slta
jftio
0.00000 0.02893 0.00000 0.00000 0.29167 10
1.00000 0.02893 0.00868 0.00000 0.29167 101.000 378.0000
1.33000 0.02893 0.00909 0.00000 0.29167 101.330 396.0836
1.66000 0.02893 0.00951 0.00000 0.29167 101.660 414.1672
1.75000 0.02893 0.00962 0.00000 0.29167 101.750 419.0991
1.83330 0.02893 0.00973 0.00000 0.29167 101.833 423.6639
0.000 2.00000 0.02893 0.00994 0.00000 0.29167 102.000 432.7988
0.3300 2.333000 0.02893 0.01035 0.62779 0.29167 102.333 451.0468
It reflects one (1) ft of drain rock below 60 ft of infiltrator.
60 x 21 x 0.3 x 1 = 378 cf
60x7x0.174 = 73.08cf
Schematic:
LowerlP 'ngPond
r
v
UpperPW
ngPond
m
Q -, and
Roo and
K
CIF
Runoff contributing to the LowerParkingPond (84.5 ft of underground infiltrator) is allowed
to overflow into a drywell. Runoff from the UpperParkingPond (60 ft of underground
infiltrator) is allowed to overflow to the point of analysis. Runoff from the building roof will
be allowed to infiltrate in the existing infiltration area and released to the point of analysis.
The combined outflow from the SwaleOutlet,DrywellOutlet and the UParkingPipe reaches
in the above schematic needs to be compared against the historic runoff from the site.
StortnShed3G models the historic runoff as:
PO Box 30188 Seattle WA 98103 (206)784-7175
Page 11
Historic Event Summary
Event !Peak Q (cfs) 1Peak T (hrs) jHyd Vol(acft) !Area (ac) ;Method
2 yr 24 hr j 0.0507 22.0085 I 0.0562 1.77 SCS
0.1978 8.0235 0.1448 1.77 SCS 10 year
100 year 0.7082 1 8.0176 0.3139 1.77 SCS
Results from the 100 year design event is:
102. ft
/112-
j
ft
106.
100_ ft
N
A
The combined runoff from each reach is 0.0 + 0.0412 + 0.402 = 0.4432 cfs. The historic
runoff for the 100 year event is 0.708 cfs.
The 2, 10 and 100 year events were routed through the above StormShed3G schematic. The
results are summarized in the following table showing that the overall release from the site is
less than the historic release rates shown in column 2. In fact, for the 2 and 10 year events,
there is no release from the site, everything is infiltrated.
Upper
Roof Drywell Parking Total
Peak Q Overflow Overflow Outlet out
Event (cfs) (cfs) (cfs) (cfs) (cfs)
2 yr 24 hr 0.0507 0 0 0 0
10 year 0.1978 0 0.0227 0 0.0227
100 year 0.7082 0 0.0412 0.402 0.4432
While the summary of the analysis is fairly simple, the backup for the computation is
somewhat lengthy. The most important to understand is the performance under the 100
year design event. The following is the 3G history report for the 100 year event:
PO Box 30188 Seattle WA 98103(206)784-7175
Page 12
100 yr 24 hour Results
ROUTEHYD a THRU[Layoutl] USING[100 year]AND[TYPEIA.RAC]NOTZERO RELATIVE SCS/SBUH
Gravity Analysis using 24 hr duration storm
Infil
Reach ID Area ! Flow 1 Full Q ; Full 1 nDepth Depth i Size , rival fVel Vol CBasin I
(ac) f (cfs) I (cfs) ratio ! (it) ratio (ws) (ft/s) (� Hyd
LPOOLCOMPUTE[RoofPond]SUMMARY using Puls,24 hr Storm Event
Event Match Q(cfs) Peak Q(cts) Peak Stg(ft) Vol(cf) Vol(acft) j Time to Empty
100 year 0.4372 1- 0_347 - - 10003954 177.9428 ( 0.0041 - 0.0059--J
Routing split hyd[roofOverflow]through SwalsOutletSwaleOutlet:No flow to route
-- ------------- - _ ------- --- -- --. .._.-- - - ---
LPOOLCOMPUTE[LowerParkingPond]SUMMARY using Puls,24 hr Storm Event
F 6- -e-n-t- Match Q(cfs) I Peak Q(cfs) Peak Stg(ft) Voi(cf) Vol(acft) Time to Empty
1100
--- - - - - i
100 year 1.536 1r 10 1.5359 102.538 162.3239 0.0037 0.0059 !,
Routing split hyd(LowerOverflow]through LParkingPipe
12
LParkingPipe 0.00 1.1838 3.6488 0.3244 0.3887 0.3887 ; Dam 4.1938 4.6457 i 0.00 11-owerParking!
LPOOLCOMPUTE[DrywellPond]SUMMARY using Puls,24 hr Storm Event
Event Match Q(cfs) Peak Q(cfs) Peak Stg(ft) Vol(cf) I Vol(acft) Time to Empty
_ i
100 year 1.1838 0.0529 106.0134 123.7916 0.0028 0.0059
Routing split hyd[drywellOverflow]through DryWellOutlet
pryWellOutlet( 0.00 �0.0412 ! 3.6488 !0.0113 0.0747 0.0747 12 m 1.5502 4.6457 0.00
Diam
-- -- -- =7= - -- -- -- - -
77
LPOOLCOMPUTE[UpperParkingPond]SUMMARY using Puls,24 hr Storm Event
Event Match Q(cfs) I Peak Q(cfs) Peak Stg(ft) ! Vol(cf) Vol(acft) Time to Empty
100 year 0.694 0.6937 102.2222 i 444.9762 0.0102 0.0059
_.__.....__._ ._
Routing split hyd[UpperOverflow]through UParkingPipe
12 in
UParkingPipe 0.00 ! 0.402 3.6488 ;0.1102 0.224 0.224 Dam E 3.0585 14.6457 0.00 IUpperParking
The 100 year computational summary above indicates that 0.35 cfs is the runoff from the
roof. Since there is nothing to route in the roof overflow,it is all infiltrated. Also,we see
that the peak stage is 100.93 ft,meaning that the ponding in the 150 ft by 10 ft infiltration
area is only about 4 inches. For the Lower parking area,we see that 1.54 cfs is the total
outflow,but only 1.184 cfs overflows to the drywell, and only 0.412 cfs overflows the
drywell into the drywellOverflow pipe (the rest is infiltrated).
In a similar fashion, for the UpperParkingPond, the above table indicates that the total
outflow was 0.6937 cfs,but only 0.402 cfs was routed through the UParkingPipe. Again, the
reason is that only the overflow structure was routed through the pipe, the rest of the runoff
is infiltrated.
The combined out for the 100 year event is 0.0 + 0.0412 + 0.402 = 0.4432 cfs;
The following section provided supporting material for the schematic as well as the
computational summary results for the 2 and 10 year routing.
PO Box 30188 Seattle WA 98103(206)784-7175
Page 13
Engenious
Systems, Inc.
PO Box 30188 SeatNe WA 98113
2 year design Computation
102 1 ft
0
to
m
100. 1 ft
105.`�42 ft
100. ft
Z �qc
a
ROUTEHYD o THRU[Layoutl]USING[2 yr 24 hr]AND[TYPEIA.RAC]NOTZERO RELATIVE SCS/SBUH
Gravity Analysis using 24 hr duration storm
Infill
Reach ID Area Flow Full Q Full nDepth Depth Size nVel fvel Vol CBasin I
(ac) (cfs) (cfs) ratio (ft) ratio i 01:18) MIS) I (c� Hyd
LPOOLCOMPUTE[RoofPond]SUMMARY using Puls,24 hr Storm Event
Event Match Q(cfs) Peak Q(cfs) Peak Stg(ft) Vol(cf) j Vol(acft) i Time to Empty
2 yr 24 hr 0.2224 j 0.2222 100.064 28.8205 0.0007 ! 0.0059
Routing split hyd[roofOverflow]through SwaleOutletSwaleOutlet:No flow to route
LPOOLCOMPUTE[LowerParkingPond]SUMMARY using Puls,24 hr Storm Event
i Event Match Q(cfs) i Peak Q(cf ) j Peak Stg(ft) Vol(cf) Vol(acft) j Time to Empty
- - --- - ------ -. ..----- .___.-- --- --- ---._.- - - - ----- -
2 yr 24 hr 0.7113 1 0.711 102.2221 157.1012 ! 0.0036 0.0059
Routing split hyd[LowerOverflow]through LParkingPipe
12 in
I-ParkingPipe 0.00 i 0.359 1 3.6488 0.0984 0.2118 0.2118 Dam 2.9585 14.6457 i 0.00 jLowerParking j
j LPOOLCOMPUTE[DrywellPond]SUMMARY using Puls,24 hr Storm Event
Event Match Q(cfs) Peak Q(cfs) ; Peak Stg(ft) ! Vol(cf) Vol(acft) Time to Empty
2 yr 24 hr t 0.359 0.0109 j 105.2142 j 104.7631 j 0.0024 0.0059
-Routing split hyd(drywellOverflow]through DryWellOutletDryWellOutlet:No flow to route
- LPOOLCOMPUTE[UpperParkingPond]SUMMARY using Puls,24 hr Storm Event
Event Match Q(cfs) Peak Q(cfs) Peak Stg(ft) Vol(cf) 1 Vol(acft) I Time to Empty
4 yr 24 hr 0.2983 0.2917 100.1041 39.3402 0.0009 0.0059
Routing split hyd[UpperOverflow]through UParkingPipe
10 year Design Computation
102. 3 ft
0
is
100. ft
106. ` 4 ft
100. 6 ft
0
J
ROUTEHYD p THRU[Layout1]USING[10 year]AND[TYPEIA.RAC]NOTZERO RELATIVE SCS/SBUH
Gravity Analysis using 24 hr duration storm
Infil
Reach ID Area Flow Full Q ; Full nDepth Depth I Size nVel ; Wel Vol CBasin/
(ac) (cfs) (cfs) i ratio i (ft) ratio (ws) (ftfs) (cf) Hyd
LPOOLCOMPUTE[RoofPond]SUMMARY using Puls,24 hr Storm Event
Event Match Q(cfs) Peak Q(cfs) Peak Stg(ft) Vol(cf) ; Vol(acft) I Time to Empty
. 10 year ; 0.3111 0.3109 100.0896 It 40.3241 0.0009 0.0059
Routing split hyd[rootOverflow]through SwaleOutletSwaleOutlet:No flow to route
LPOOLCOMPUTE 9 d] g - -
[LowerParkin Pon SUMMARY using Puls,24 hr Storm Event ,
Event 1 Match Q(cfs) ! Peak Q(cfs) Peak Stg(ft) Vol(cf) Vol(acft) ; Time to Empty
10 year 1.0494 1.0493 102.3803 159.7174 I 0.0037 1 0.0059
Routing split hyd[LowerOverflow]through LParkingPipe
LParkingPipe 0.00 0.6972 3.6488 10.1911 0.2963 0.2963 ! Dam ,3.5794 14.6457 0.00 LowerParking
i
LPOOLCOMPUTE[Drywel[Pond]SUMMARY using Puls,24 hr Storm Event
Event ; Match Q(cfs) I, Peak Q(cfs) Peak Stg(ft) Vol(cf) Vol(acft) I Time to Empty
- -- -
10 year ! 0.6972 0.0343 106.0074 123.6446 0.0028 0.0059
Routing split hyd[drywellOverfiow]through DryWellOutlet
DryWeIIOutlet 0.00 0.0227 3.6488 0.0062 0.0563 0.0563 1Dam 1.2975 j 4.6457 0.00
I
LPOOLCOMPUTE[UpperParkingPond]SUMMARY using Puls,24 hr Stone Event
Event i Match Q(cfs) I Peak Q(cfs) Peak Stg(ft) Vol(cf) ; Vol(acft) I Time to Empty
�10 year 0.4581 - 0.2917 -- 100.745 1281.6042 0.0065 --0.0059
1 Routing split hyd[UpperOverflow]through UParkingPipe
PO Box 30188 Seattle WA 98103(206)784-7175
Page.15
4
Supporting Data
Layout Report: Layoutl
Event jPrecip(in)j
;other f 2.30 i
12 yr 24 hr 3.60
5 year '; 4.45
10 year 5.00
25 year 5.80
100 year 7.00
Reach Records
Record Id: DryWellOutlet
;Section Shape: Circular
Uniform Flow Method: Manning's !Coefficient: 0.009
!Routing Method: Travel Time Shift ldrywellOverflow
!DnNode POA1 UpNode DrywellPond
';Material Plastic Size 12 in Diam
;Ent Losses Groove End w/Headwall
Length 250.00 ft (Slope 0.50%
!Up Invert 100.00 ft bn Invert 98.75 ft
Conduit Constraints
Min Vel Max Vol Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% ! 2.00% 3.00 ft
iDrop across MH 0.00 ft lEx/Infil Rate 0.00 in/hr
Record Id: LParkingPipe
Section Shape: Circular
iUniform Flow Method: Manning's Coefficient: 0.009
(Routing Method: Travel Time Shift ;LowerOverflow
DnNode i DrywellPond UpNode ; LowerParkingPond
;Material Plastic ;Size 12 in Diam
!Ent Losses Groove End w/Headwall
!Length 250.00 ft ;Slope 0.50%
Up Invert 100.00 ft 'Dn Invert 98.75 ft
Conduit Constraints---- -_ _ — ---------- ---------- -
Min Vol Max Vol 1 Min Slope ! Max Slope ; Min Cover
2.00 ft/s ! 15.00 ft/s 0.50% ! 2.00% I 3.00 ft
PO Box 30188 Seattle WA 98103 (206) 784-7175
Page 16
,Drop across MH 0.00 ft 'Ex/Infil Rate 0.00 in/hr
Record Id: SwaleOutlet
!Section Shape: Circular
,Uniform Flow Method: Manning's 'Coefficient: 0.009
'Routing Method: Travel Time Shift iroof0verflow
!DnNode POA1 bpNode RoofPond
'Material Plastic size 12 in Diam
;Ent Losses Groove End w/Headwall
Length 250.00 ft Slope 0.50%
l' -----
Up Invert 102.00 ft bn Invert 100.75 ft
-------------------
------------- --- ------
Conduit Constraints
Min Vol Max Vol Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
--:7-7- 7 1 7---7-77---
Drop across MH 0.00 ft !Ex/infil Rate 0.00 in/hr
Record Id: UParkingPipe
:,Section Shape: Circular
;Uniform Flow Method: Manning's ;Coefficient: 0.009
!Routing Method: Travel Time Shift UpperOverflow
,DnNode POA1 iUpNode I U pperParking Pond
'Material Plastic ';Size 12 in Diarn
!Ent Losses Groove End w/Headwall
Length 250.00 ft !slope 0.50%
!Up Invert 100.00 ft !Dn Invert 98.75 It
Conduit Constraints
Min Vol Max Vol Min Slope Max Slope Min Cover
------------
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
7,7=
,Drop across MH 0.00 ft ';Ex/infil Rate 0.00 in/hr
Node Records
Record Id: DrywellPond
iDescrip: Prototype Record llncrement 10.10 ft
'Start El. 100.00 ft iMax El. 108.00
ft
'Void Ratio ,100.00
'Storage Node jDrywellCombo Discharge Structure Arywell
q
;Detention Pond Type Node
PO Box 30188 Seattle WA 98103(206)784-7175
Page 17
Record Id: drywell
'pescrip: ;Prototype Record Increment 10.50 ft
!Start El. 100.00 ft Max El. I108.00 ft
;Void Ratio 1,100.00
Condition 'Existing 'Structure Type CB-TYPE 1-48
�Condition
- - ---- --- - --- -- -- -. -- - ------- -
,Ent Ke !Groove End w/Headwall(ke=0 20) IChannelization .Curved or Deflector
;Catch j0.00 ft !Bottom Area ;12.5664 sf
'Side Slope 16.00v:1 h Excavated Bottom Area 28.2743 sf
;Rating curve is based on drywell configuration. Assumes 30%voids for drywell backfill material
___.--.----.__. ..-_-.___-
:MH/CB Type Node
Record Id: LowerParkingPond
'Descrip: !Prototype Record Increment 0.10 ft
Start El.
100.00 ft !Max El. 105.00 ft
,Void Ratio 100.00
Storage Node LowerCombo !Discharge Structure ;LowerParkinglnfilSwale
Detention Pond Type Node
Record Id: LowerParkinglnfilSwale
!Descrip Prototype Record !Increment 10.10 ft
;Start El. �100 00 ft Max El. ift 2.3333
Void Ratio !30.00
Stage(ft) - Volume(cfl
0.00 0.00
1.00 456.30
1.33 474.4913
1.66 492.6825
1.75 497.6438
1.8333 502.2373
2.00 511.425
2.3333 529.7982
Stage-Storage Type Node
Record Id: POA1
!Descrip: (Prototype Record !Increment 10.10 ft
!Start El. '!100.00 ft (Max El. 1108.00
i ift
!Void Ratio i100.00
PO Box 30188 Seattle WA 98103(206) 784-7175
Page 18
Dummy Type Node
Record Id: RoofPond
!Descrip: jPrototype Record ;Increment 0.10 ft
!Start El. 1100.00 ft ;Max El. 1103.00 ft
;Void Ratio 1100.00
Storage Node(RoofCombo ;Discharge Structure Rooflnfiltrator
!Detention Pond Type Node
Record Id: Rooflnfiltrator
'Descrip: (Prototype Record 'Increment 10.10 ft
Start El. �100 00 ft Max EI !103.00
ift
;Void Ratio;100.00
Stage(ft) Volume(cf)
0.00 - 0.00
1.00 450.00
2.00 1950.00
3.00 i 3450.00
;Stage-Storage Type Node
Record Id: UpperParking Pond
;Descrip: iPrototype Record ;Increment 0.10 ft
- --------
Start El. 100.00 ft ;Max El. 102.50 ft
(Void Ratio 100.00
!.Storage Node 'UpperCombo (Discharge Structure jUpperinfiltrator
',Detention Pond Type Node
Record Id: Upperinfiltrator
'Descrip (Prototype Record Increment 10.10 ft
Start El. 100.00 ft ;Max El. Ift 2.333
;Void Ratio'100 00
Stage(ft) Volume(cf)
0.00 0.00
1.00 378.00
1.33 396.0836
1.66 414.1672
1.75 419.0991 -
PO Box 30188 Seattle WA 98103 (206)784-7175
Page 19
i
1.833 423.6639
2.00 432.7988
2.333 451.0468
'Stage-Storage Type Node
Discharge Records
Record Id: RoofCombo
------------
Combination Discharge Structure
iDescrip: Prototype Structure ;Increment 0.10 ft
Start El. 100.00 ft --!Max El. 103.00 ft
List of Controls Roofinfil
roof0verflow
Record Id: Roofinfil
Stage-Discharge Rating Curve
;Descrip: ;Prototype Structure ;Increment 0.10 ft
Start
`Max El. 103.00 ft El. 100.00 ft
100.00 0.347
103.00 0.3472
Record Id: roof0verflow
—, --Culvert
-
scrip: !Prototype Structure Increment 0.10 ft
;Start El. I 102.00 ft !Max El. 103.00 ft
Type Circular Conc j1BPR Chart No. I
!Diameter 1.00 ft !Num 1
;Ent Ke 0.20 !Descrip: Groove End w/Headwall
Length 250.00 ft Slope 0.50%
!Mannings n 0.009 lev** 0.00 ft
K M C Y
0.0078 i 2.00 0.0292 0.74
Based on Reach i SwaleOutlet
Based on Federal Highway Admin Hydraulic Design Series No. 5
Assumes that downstream channel <=critical depth.
Record Id: DrywellCombo,
Combination Discharge Structure
Poscrip: 1Prototype Structure lincrement 0.10 ft
(Start El. 100.00 ft ;Max El. 107.00 ft
PO Box 30188 Seattle WA 98103 (206)784-7175
Page 20
List of Controls drywellOverflow
Infiltration
Record Id: drywellOverflow
Overflow Riser
'Descrip. ;Prototype Structure ;Increment 0.10 ft
!Start El. 106.00 ft Max EL 107.00 ft
W;-er- ---- 12.00 in -
;Riser Dia--m � !
!Weir Coeff 9.739 'Orif Coeff 3.782
Record Id: Infiltration
Infiltration
;Descrip: ;Prototype Structure jincrement 0.50 ft
Start El. j 100.00 ft Max El. 105.00 ft
Infiltration rate 10.00 in/hr wli Multiplier 1.00
Record Id: LowerCombo
Combination Discharge Structure
:Descrip: jPrototype Structure jincrement 0.10 ft
'Start El. 100.00 ft
Max El. 10; 103.50 ft
List of Controls Lowerinfil
LowerOverflow
Record Id: Lowerinfil
Stage-Discharge Rating Curve
Descri !Prototype Structure Increment 0.10 ft
;Start EL 100.00 ft Max El. 103.50 It
100.00 0.352
j 103.50 0.3521
Record Id: LowerOverflow
Stage-Discharge Rating Curve
;Descrip: ;Prototype Structure lincrement 0.50 It j
;Start El. 102.00 ft {Max El. 103.163 ft
102.00 f 0.00
102.333 0.5381
103,163 3.153
PO Box 30188 Seattle WA 98103(206)784-7175
Page 21
Record Id: UpperCombo
Combination Discharge Structure
bescrip: ?rototype Structure !Increment 0.10 ft
Start El. 100.00 ft jMax El. 103.163 ft
List of Controls Upperinfil
UpperOverflow
Record Id: Upperinfil
-- -- --- ----------- —- ------------- ------ -- _--- - -..
Stage-Discharge Rating Curve
'Descrip: ;Prototype Structure 'Increment 0.10 ft
'Start EI. 100.00 ft 'Max EI. 102.50 ft
100.00 0.2917
102.50 0.2917 -
Record Id: UpperOverflow
Stage-Discharge Rating Curve
iDescrip: !Prototype Structure ;Increment 0.10 ft
(Start El. 102.00 ft 'Max El. 103.163 ft
102.00 0.00
102.143 0.165
102.298 0.628
102.493 1.376
103.163 3.153
Contributing Drainage Areas
Record Id: LowerParking
;Design Method SCS !Rainfall type TYPE1A.RAC
Hyd Intv 10.00 min !Peaking Factor 484.00
:Storm Duration 24.00 hrs !Abstraction Coeff 0.20 !
;Pervious Area 0.43 ac �DCIA 0.59 ac
Pervious CN 85.00 DC CN 98.00
Pervious TC-- 5.00 min IDC TC 5.00 min
Pervious CN Calc
i
! Description SubArea Sub cn
Open spaces, lawns, parks(50-75%grass) 0.43 ac 85.00
Pervious Composited CN (AMC 2) ! 85.00
Pervious TC Calc j
PO Box 30188 Seattle WA 98103(206)784-7175
Page 22
i
;Sheet ;something 350.00 ft 1.25% 5.0 3.60 in 5.00 min
DCI-CN Calc
Description SubArea Sub cn i
-----------
Impervious surfaces(pavements, roofs, etc) 0.59 ac 98.00
DC Composited CN (AMC 2) i 98.00 1
71
DCI-TC Calc
Type Description Length Slope Coeff Misc TT
�Sheet 0.00 ft 0.0% 5.0 0.00 in j 5.00 min
--- -------
Pervious TC 5.00 min
L- 7
Record Id: RoofDrainage
'Design Method i SCS ,Rainfall type TYPE1A.RAC
Hyd Intv 10.00 min Peaking Factor 484.00
�
Storm Duration 1 24.00 hrs Abstraction Coeff 0.20
Pervious Area 0.00 ac DCIA 0.27 ac
:Pervious CN 1 0.00 'DC CN 98.00
Pervious TC j 0.00 min jDC TC 5.00 min
DCI -CN Calc
Description SubArea Sub cn 1
Impervious surfaces(pavements, roofs, etc) 0.27 ac 98.00 1
DC Composited CN (AMC 2) 98.00
DCI-TC Calc
Type 1 Description Length i Slope Coeff Misc TT
'Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min
Pervious TC j 5.00 min
Record Id: UpperParking
'Design Method SCS lRainfall type TYPE1A.RAC
,Hyd Intv 10.00 min !Peaking Factor 484.00
;Storm Duration 24.00 hrs Abstraction Coeff 0.20
'Pervious Area 0.26 ac OCIA 0.24 ac
'Pervious CN 79.27 IDC CN 98.00
'Pervious TC 5.00 min ;DC TC 5.00 min
--------------- ------
Pervious CN Calc
Description SubArea Sub cn
Open spaces, lawns,parks(<50%grass) 0.19 ac 79.00
PO Box 30188 Seattle WA 98103(206)784-7175
Page 23
Open spaces, lawns,parks(>75% grass) 0.07 ac 80.00
Pervious Composited CN (AMC 2) 79.2692
Pervious TC Calc
--- "-is' C Type Description Length Slope C0--eff M
TT
.something
i§heet 350.00 ft 1.25% 1 5.0 3.60 in 5.00 min
Pervious TC i 5.00 min
DCl -CN Calc
Description SubArea Sub cn
Impervious surfaces(pavements, roofs, etc) 0.24 ac 98.00
DC Composited CN (AMC 2) 98.00
----------
DCl -TC Calc
Type Description Length Slope I Coeff Misc TT
(Sheet parking lot collections 0.00 ft 0.0% 5.0 0.00 in 5.00 min
Pervious TC 5.00 min
PO Box 30188 Seattle WA 98103(206)784-7175
Page 24
Mason County Planning Intake Checklist
Owners Name- Y �_ �t Date: a 1
Project '1, L Reviewed By: �-
Proposed use(s)of structu 2
Commercial Development Y NO PLANNER: GBM TSW PBC RDH JMS
Sft Plan:
North Arrow. ❑ Suryey required i II n UGA — a AF# o Monuments
,,
Property Dimensions: X Q
ur Streets and Driveways Shown. Road name: y T\0 m GC So ,y
❑ *FExis'ISng Structures shown with setbacks and use
❑ motion, Septic and Drain-field Shown with setbacks
❑ Identify all surface water(streams, ponds,shoreline,wetlands, natural or historic drainage,defined
drainage ditches)
e.Topography(slopes)
gel, Minimum Stru_ctpre cks(D' 'on/Setbadc
F. _ —i R: — ,�
Si: /c�-7 S2:
Utility and Drainage Easements: es No (if yes enter condition #5022)
a ,Mer Easements(4 rt(<
ory Appurtenances: Propane Heatpump
tal Does site plan show landings ll e)a .
4"'Variance applied for: Yes / W - parkin paces allotted? Yes / No.
bounty Access Permit Needed (add condition
nda #0010) 6h�
TSte cress�P* ion #0020)
ding permits that planning reviews: #5019 and #0700
Site Access: Are there any impediments(dogs/gates)that my restrict access to your site?
Is the site dearly marked? How? El Address
❑ Name
Zoning: ❑ Other:
Como, n: Rural Zoning: UGA Zoning:
❑ Rural ❑ RR 2.5 5 10 20 ❑ RT/RTC ❑ R 1 ❑ R-5 ❑ HC ❑ BI
❑ RAC ❑ RMF 0 Unknown p R-1P ❑ R-10 ❑ LTA G VC
❑ Allyn UGA ❑ RC 1 2. 3 .❑ Agricultural 0 R-iR ❑ PD 0 .FR ❑ T
Belfair UGA ❑ RI O In-holding _ 0 R 2 ❑ PF `ld MU ❑ MHP
0 Shelton UGA ❑ RNR ❑ LTCFL a R-3 ❑ POS ❑ GC ❑ BP
❑ Tribal ❑ GC-CI
Critical Areas: (streams, ponds,shoreline,wetlands, steep slopes)
Shoreline
Designation: 0 N/A 0 Urban ❑ Rural D Conservancy ❑ Natural ❑. Unkown
Water Body(type of water if Unnamed): n
SEPA:(:
Yes No Unknown Flood Plain: YES/Unknown Map#
Aquifer Recharge: YES/NO (n:kn:own ap#
Tags/Cases;
RLC/SPI Case: 6-Year Dev. Moratorium:.YES/NO
Eagle Nest Tag: YES/NO Other YES/NO
Revised: 02-07-2008 I:\PLANNMWACiPLANPQNG INTAKE