39423 DRAINAGE/ENGINEERS
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Drainage Report, R.A. Bonucce----i
Marietta at SSpokane County, Was--'Iington
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The following report was prepared under my direction. The contents are
engineeri.ng opinions derived using procedures that meet industry and professional
standards. This document was not prepared as a construction document.
Alan E. Gav Professional Engineer
Printed Nanae Title
Civil EnLyineer June 28, 2000
. • Title Date
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RECE)VED
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29 194 ; SPOKANE COUNTY ENGINEER
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ExPIRES
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TECHCON, INC.
Professional Engineers • Certified Emironmental Specialists • Project tiianagers • Steel Detailers
DRAINAGE REPORT
ROBERT A. BONUCCELLI
MARIETTA AT SULLI VAN INDUSTRIAL DEVELOPMENT
SPOKANE COUNTY, WASHINGTON
Proposed improvements to the site at the extension of Marietta Road west of Sullivan Road,
triggcr the need foi- stonn water runoff disposal irnprovements by Spokane County regulation.
The calculation sheets following this narrative include details of the analysis showing that the
proposed drainage improvements are adequate to control runoff on the site for a 10-year event,
and safely discharge runoff for larger events at a rate equivalent to or less than the discharge rate
in the pre-developed condition for the site.
Key assuinptions made for the site include assuming that the soils are Garrison gravely loam and
Garrison very stony loam with an effective permeability equal to or greater than 0.36 inch per
hour (0.36"/hr.). Another key assumption is that the intensity-duration-frequency (IDF) curves
for t11e site conform to the IDF curves for Spokane as published in Chart 34 of the Washington
State Department of Transportation (WSDOT) Hydraulics Manual.
Tlle drainage areas in the development are designated by parcel and roadway. Parcel basins
are shown as Parcel 1 through'9, with Parcel 4B being held in reserve for drainage.
Roadway basins are designated as Marietta West, Marietta Middle and Marietta East. These
drainages are shown with these designations on the drainage and grading plans presented with
this report, as well as the times of concentratian for Marietta Wcst, Marietta Middle and Marietta
East.
The Bowstring method was used to assure that thE roadside swales will have adeguate volume to
contain a ten year storm event
The existing hydrologic conditions for the site arc undeveloped. The calculated peak runoff for
the existing site, using the SCS method, folloNvs:
Q=(P - 0.2S)2 / (P + 0.8 S), whcre:
Q= runoff in cfs, P= total stonn rainfaU, S= potential abstraction in inches
S= 1000/CN -10 CN = cutve nuinber
In this case, the CN = 70, since the soil group is Garrison, an "B" hydrologic soil. Thc land use
is approximately the same as pasture in fair condition, thus the 70 rating.
S= 4.29 P= 3.04 inches in 24 hours for a 100 year storm.
Q= 0.737 inches over tlle site.
The site drainage basin is approximately the 19.3 acres of the site, since the drainage is bounded
.1
on the west by the old Cominco property, which slopcs to the west, the north edge of the site is
the rohnson Mathey property with its own hydrologic controls, the south edge of the site is the
old Milwaukee Railroad right-of-way, and drains toward the south, and the east edge is Sullivan
Road. Therefore the total pre-developed runoff from a 100 year event is predicted to be 620,000
cubic feet.
For the peak runoff, the hydraulic length is 1234 feet, which equates to an equivalent area of 19.3
acres. Using the Type II storm curve, the estimated peak runoff for a CN70 is 11 cfs/in of ninoff.
This equates to 8.1 cfs allowable peak runoff.
For a 10 year storm, P= 2.12, and Q= 0.287 inches over the site; therefore the allowable peak
runoff is 3.16 cfs for a 10 year storm. The predicted peak amount is 0 cfs for the SW and SE
basins, unless a runoff-over- ice condition develops that fills over 7000 cubic feet of storage, in
which case up to 3 cfs would be discharged through the overflow pipe in the southwest corner of
the SW swale.
6onuccelli Development
Marietta & Sullivan
28-Jun-00
Stormwater Disposal
Entire Site is One Parcel
Drain to Indivitlual Parcel 208 swales
Areas Required:
Resulting Landscaping Area: TOTAL TOTAL NET NET MAX, UNBUILD- MIN LOADING REQ.
Sublot # Type III Type IV AREA ACRES AREA ACRES BUILDING ABLE PARKING DOCK AVAIL? SWALE Imp.Area acres
1 2892.5 0 83135 1.908517 80242.5 1.842114 32422.65 44094.76 1800 OK 6158.994 73907.93 1,696693
2 3499 0 229719 5.273623 226220 5.193297 137831,4 0 56235.15 3600 OK 16003.59 192043 4.408702
3 993.6 0 106456 2.443893 105462.4 2,421084 63873.6 26060.4 2700 OK 7502.33 90027.96 2.066758
4 203.1 0 78459 1.801171 78255.9 1.796508 47075.4 19206.74 1800 OK 5513.456 66161.47 1.518858
5 993.6 0 93875 2.155073 92881.4 2.132264 56325 22980.58 1800 OK 6567.293 78807.52 1.809172
6 950 950 94052 2.159137 92152 2.115519 56431.2 23023.91 1800 OK 6579.393 78952.72 1.812505
7 1003.05 1250 50000 1.147842 47746.95 1,096119 20000 27199.97 360 OK 3736.665 44839.98 1.029384
8 700 0 35000 0.803489 34300 0.78742 14000 19039.98 360 OK 2624.665 31495.98 0.723048
9 1973.55 0 38135 0.875459 36161.45 0.830153 14872.65 20226.78 360 OK 2786.396 33436.76 0.767602
ROADUVAY 0 0 37708 0.865657 37708 0.865657 0 0 0 NA 3142.333 37708 0.865657
SWSwale: 3255 0 74739 1.715771 71484 1.641047
0 0
o a
TOTAL: 921278 21.14963 TOTAL: 60615.11 SQ. FT. 15.17952
Bonuccelli Development
Marietta & Sullivan
28-Jun-00
Stormwater Disposal Bowstring Method Calculation, Roadside Swale Capacity, Marietta
Area 1: West End, Marietta
Swale Area: 1600.588 square feet
Volume: 1997.27 625.5295
1997.52 1113.059 217.3236 cu.ft.
1997.77 1600.588 556.5295 cu.ft.
Pond Infiltration Rate: 0.005213 cfs
Drywell Infiltration Rate: 0.3 cfs (Garrison Gravelly loam)
No. of Drywells: 2
Drywell Volume: 108.9 cubic feet
Total Available Storage Volulme:
665.4295 cubic feet
Use Bowstring Method to check adequacy of Swale:
Time increment; 5 min.
Time of Concentration: 5.5 min. Storage req.:
Outflow (c.f.s.) 0.61 cfs 208.6178 cf.
Design year flow 10 year
Area (acres) 0.36 Developed C factor: 0.848902
Area x C 0.31
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A*C*No.3 Out * No.2
5 300 3.18 0.970601 390.1816 181.5638 208.6178
10 600 2.24 0.683694 411.4948 363.1276 48.36711
15 900 1.77 0.54024 487.2264 544.6915 -57.46508
20 1200 1.45 0.44257 531.9111 726.2553 -194.3441
25 1500 1.21 0.369317 554.6657 907.8191 -353.1534
30 1800 1.04 0.317429 571.9662 1089.383 -517.4167
35 2100 0.91 0.277751 583.7956 1270.947 -687.1511
This is the worst-case area; no further analysis is necessary.
Bonuccelli Development
Industrial Development at Sullivan and Marielta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Use conservative 5 min. intensity
i= 3.2 in/hr
Disposal Capacity: Garrison Gravelly LoamNery Stony Loam Soil
Estimated TurF Infiltration Capacity
q= 0.36 in/hr
Ratio of i/q 8.888889
Maximum Storage Depth:
6 in.
10 year, one hour intensity:
3.2 in/hr
10 year, 24 hour total:
2.12 in.
Parcel 1 Drain Basin
Total Improved Impervious Surface Area:
73907.93 square feet .
Asphalt Impervious Surface Area:
new: 39281 square feet
Roo(:
direct: 32422.65 square feet
Sidewalk:
new: 2204.738 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overilow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
9227.066 square feet
Depressed Infiltration Area:
6158.994 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
470.8756 square feet additional on slopes
Total Available for Infiltration:
6629.87 square fee = 3197216 ft3
Total Required Under County Standard:
1636.689 ft3 OK
Hydrology Check: •
Rational Method:
Peak Runoifi, 10-year storm, Q=CIA
Impervious Surface C- 09
Pervious Surface C: 0.25
10-year intensity. 3.2 in/hour
Time of concentration: 3.65 min.
Area Impervious: 73907.93 square feet
Area Pervious• 9227.066 square feet
Peak Q: 5.06 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
2597.196 square feet
Peak Q. perv, non-swale:
0.05 cfs
Infiltration capacity, perv, non swale.
0.02 cfs
Engcalc 1-G-1
Bonuccelli Development
Industrial Development at Sullivan and Marielta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, remainder:
5.03 cfs
Swale Infiltration Capacity:
0.0552 cfs
drywell infiltration cap : 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
1403.71 cubic feet
Storage Available, Swale Only:
3197.216 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3251.67 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 8.06 cfs
Storage Required:
2394.30 cubic feet
Swale Plus Drywell:
3251.67 cubic feet OK
Parcel 2 Drain Basin
Total Improved Impervious Surface Area:
192043 square feet
Asphalt Imperoious Surface Area:
new: 51400 square feel
Roof:
direct: 137831.4 square feet
Sidewalk:
new: 2811.758 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include slorage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
37675.96 square feet
Depressed Infiltration Area:
16003.59 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
759.0317 square feet additional on slopes
Total Available for Infiltration.
16762.62 square fee = 8191.551 f13
Total Required Under County Standard:
2141.662 ft3 OK
Hydrology Check:
Rational Method,
Peak Runoff, 10-year storm, Q=CIA
Imperoious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 1.95 in/hour
Time of concentralion: 13 min.
Area Imperwous: 192043 square feet
Area Pervious: 37675.96 square feet
Peak Q. 8.16 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
20913.34 square feet
Engcalc1-G-2
i •
Bonuccelli Development
Industrial Development at Sullivan and Manetta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, perv, non-swale:
0.23 cfs
Infiltration capacity, perv, non swale.
0.17 cfs
Peak Q, remainder:
7.98 cfs
Swale Infiltration Capacity:
0.1397 cfs
drywell infiltration cap.. 0.3 cfs each (1 total)
Storage Required, 13 minute Storm:
5865.06 cubic feet
Storage Available, Swale Only:
8191.551 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 8246.006 cubic feet OK
Peak Runoff, 50-year storm. (13 minute)
50-year intensity: 2.7 inlhour
Peak Q: 11.30 cfs
Storage Required:
8751.66 cubic feet
Swale Plus Drywell:
8246.006 cubic feet NG
Storage Available, 12": 16762.62 cubic feet OK
Parcel 3 Drain Basin
Total Improved Impervious Surface Area:
90027.96 square feet
Asphalt Impervious Surface Area:
new: 24851 square feet
Roof.
direct: 63873.6 square feet .
Sidewalk:
new: 1303.02 square feet
Ulilize biofittration swale (grassy) for disposal. Assume antecedant safurated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
16428.04 square feet
Depressed Infiltration Area:
7502.33 square feet cultivated surface
Additional available infiltration volume on side slopes: Perimeter 6" above bottom
519.696 square feet additional on slopes
Total Available for Infiltration:
8022.026 square fee = 3881.089 ft3
Total Required Under County Standard:
1035.473 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 4.6 min.
Area Impervious: 90027.96 square feet
Area Pervious: 16428.04 square feet
• Engcalcl-G-3
Bonuccelli Development
Industrial Development at Sullivan and Manetta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q: 6.25 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
8406.011 square feet
Peak Q, perv, non-swale:
0.15 cfs
Infiltration capacity, perv, non swale:
0.07 Cfs
Peak Q. remainder:
6.18 cfs
Swale Infiltration Capacity:
0.0669 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm: 1745.12 cubic feet
Storage Available, Swale Only:
3881.089 cubic feet
Plus Drywells: 54.45 cubic (eet
Total: 3935.543 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 51 in/hour
Peak Q: 9.97 cfs
Storage Required•
2967.11 cubic feet
Swate Plus Drywell:
3935.543 cubic feet OK
Parcel 4 Drain Basin
Total Improved Impervious Surface Area:
66161.47 square feet
Asphalt Impervious Surface Area:
new: 18126 square feet
Roof:
direct: 47075.4 square feet
Sidewalk:
new: 960.3372 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
12297.53 square feet
Depressed Infiltration Area.
5513.456 square feet cultivated surface
Additional available infiltration volume on side slopes-
Perimeter 6" above bottom
445.5159 square feet additional on slopes
Total Available for Infiltration:
5958 972 square fee = 2868.107 ft3
Total Required Under County Standard:
755.2388 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
tmpervious Surface C: 0.9
Pervious Surface C: 0.25
Engcalc1-G-4
Bonuccelli Development
Industrial Development at Suilivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
10-year infensity: 2.5 in/hour
Time of concentration: 8 min.
Area Imperoious: 66161.47 square feet
Area Pervious: 12297.53 square feet
Peak Q: 3.59 cfs
Peak Infillration Rate: 0.36 in/hour
Pervious Surface, non-swale:
6338.559 square feet
Peak Q, perv, non-swale:
0.09 cfs
Infiltration capacity, perv, non swale:
0.05 cfs
Peak Q, remainder:
3.54 cfs
Swale Infiltration Capacity:
0.0497 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 8 minute Storm:
1531.87 cubic feet
Storage Available, Swale Only:
2868.107 cubic feet
Plus Drywells: 54 45 cubic feet ,
Total: 2922.561 cubic feet OK
Peak Runoff, 50-year storm• (8 minute)
50-year intensity. 3.65 in/hour
Peak Q: 5.25 cfs
Storage Required:
2481.68 cubic feet
Swale Plus Drywell:
2922.561 cubic feet OK
Parcel 5 Drain Basin
Total Improved Impervious SurFace Area:
78807.52 square feet
Asphalt Impervious Surface Area:
new: 21333 square feet
Roof:
direct. 56325 square feet
Sidewalk:
new: 1149.029 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacily.
Available Grassy Area:
15067.48 square feet •
Depressed Infiltration Area:
6567.293 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
486.233 square feet additional on slopes
Total Available for Infiltration:
7053.526 square fee = 3405 205 ft3
Tolal Required Under County Standard:
888.8954 ft3 OK
Hydrology Check:
Engcalc1-G-5
Bonuccelli Development
Industnal Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Ralional Method.
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0 25
10-year intensity: 2.6 inlhour
Time of concentration: 7.5 min
Area Impervious: 78807.52 square feel
Area Pervious: 15067.48 square feet
Peak Q: 4.46 cfs
Peak Infiltration Rate. 0.36 in/hour
Pervious Surface, non-swale:
8013.954 square feet
Peak Q, perv, non-swale:
0.12 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder.
4 39 cfs
Swale Infiltration Capacity.
0.0588 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1814.73 cubic feet
Storage Available, Swale Only:
3405.205 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3459.659 cubic feet OK
Peak Runoff, 50-year storm: (7.5 minute)
50-year intensity. 3.8 inJhour
Peak Q• 6.52 cfs
Storage Required:
2897.59 cubic feet
Swale Plus Drywell:
3459.659 cubic feet OK
Parcel 6 Drain Basin
Total Improved Impervious Surface Area:
78952.72 square feet
Asphalt Impervious Surface Area:
new: 21370 square feet
Roof:
direct: 56431.2 square feet
Sidewalk:
new• 1151.195 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include slorage volume of drywells as
well as drywelt infiltration capacity.
Available Grassy Area:
15099.28 square feet
Depressed Infiltration Area:
6579.393 square feet cultivated surface
Additional available infiltration volurne on side slopes:
Perimeter 6" above bottom
486.6807 square feet additional on slopes
Total Available for Infiltration:
Engcalcl-G-6
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
7066.074 square fee = 3411.367 ft3
Total Required Under County Standard:
890 43 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 2.6 inlhour ,
Time of concentration: 7.5 min.
Area Impervious: 78952.72 square feet
Area Pervious: 15099.28 square feet
Peak Q: 4 47 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
8033.21 square feet
Peak Q, perv, non-swale:
0.12 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
4.40 cfs
Swale Infiltration Capacity:
0.0589 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1818.34 cubic feet
Storage Available, Swale Only:
3411.367 cubic feet
Plus Drywells- 54.45 cubic feet
Total: 3465.821 cubic feet OK
Peak Runoff, 50-year storm: (7.5 minute)
50-year inlensity: 3.8 inlhour
Peak Q: 6.53 cfs
Storage Required:
2903.03 cubic feet
Swale Plus Drywell:
3465.821 cubic feet OK
Parcel 7 Drain Basin
Total Improved Impervious Surface Area:
44839.98 square feet
Asphalt Impervious Surface Area:
new: 23480 square feet
Roof.
direct: 20000 square feet
Sidewalk:
new: 1359.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
5160.024 square feet
Depressed Infiltration Area:
3736.665 square feet cultivated surface
Engcalc1-G-7
Bonuccelli Development
Industrial Developrnent at Sullivan and Marietta
28-Jun-00
TechCan, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
366.7696 square feet additional on slopes
Total Available for Infiltration:
4103.434 square fee = 1960.025 ft3
Total Required Under County Standard:
978.3324 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 3 min. '
Area Impervious: 44839.98 square feet
Area Peroious: 5160.024 square feet
Peak Q: 3.06 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
1056.59 square feet
Peak Q, perv, non-swale:
0.02 cfs
Infiltration capacity, perv, non swale:
0 01 cfs
Peak Q, remainder:
3.05 cfs
Swale Infiltration Capacity•
0.0342 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm•
814.92 cubic feet
Storage Available, Swale Only
1960.025 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2014.479 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 4.88 cfs
Storage Required:
1439.70 cubic feet
Swale Plus Drywell:
2014.479 cubic feet OK
Parcel 8 Drain Basin
Total Improved Impervious Surface Area: •
31495.98 square feet
Asphalt Impervious Surface Area:
new: 16544 square feet
Roof:
direct: 14000 square feet
Sidewalk:
new: 951.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated sod conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Engcalcl-G-8
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Available Grassy Area:
3504.017 square feet
Depressed Infiltration Area:
2624.665 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perirneter 6" above bottom
307.3889 square feet additional on slopes
Total Available for Infiltration:
2932 054 square fee = 1389.18 ft3
Total Required Under County Standard:
689.3327 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious SurFace C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 5 min.
Area Impervious: 31495.98 square feet
Area Pervious: 3504.017 square feet
Peak Q: 215 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
571.963 square feet
Peak Q, perv, non-swale:
0.01 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder.
2.14 cfs
Swale Infiltration Capacity:
0.0244 cfs
drywell infiltration cap : 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
545.26 cubic feet
Storage Available, Swale Only:
1389.18 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 1443.634 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensily. 5.1 in/hour
Peak Q: 3 42 cfs Storage Required:
1003.34 cubic feet
Swale Plus Drywell:
1443.634 cubic feet OK
Parcel 9 Drain Basin
Total Improved Impervious Surface Area: 33436.76 square feet
Asphalt Impervious Surface Area:
new: 17553 square feet
Roof.
direct: 14872.65 square feet
Sidewalk:
Engcalc1-G-9
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00 TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
new: 1011.339 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell inflltration capacily.
Available Grassy Area:
4698.245 square feet
Depressed Infiltration Area*
2786.396 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above boltom
316.718 square feet additional on slopes
Total Available for Infiltration:
3103.114 square fee = 1472.378 ft3
Total Required Under County Standard-
731.3653 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 32 in/hour
Time of concentration: 5 min.
Area Impervious: 33436.76 square feet
Area Pervious: 4698.245 square feet
Peak Q: 2.30 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
1595.13 square feet
Peak Q, perv, non-swale:
0.03 cfs
Infiltration capacity, perv, non swale:
0 01 cfs
Peak Q, remainder:
2.28 cfs
Swale Infiltration Capacity:
0.0259 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
587 35 cubic feet
Storage Available, Swale Only:
1472.378 cubic feet
Plus Drywells: 54.45 cubic feet
Total. 1526.832 cubic feet OK
Peak Runoff, 50-year storm• (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 3.66 cfs
Storage Required:
1075.18 cubic feet
Swale Plus Drywell:
1526.832 cubic feet OK
Roadway Basins: West End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
7030.648 square feet
Asphalt Impervious Surface Area:
Engcalcl-G-10
. .
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
new: 5544.86 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 1485.785 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
1 Drywell necessary
Available Grassy Area:
800.2942 square feet
Depressed Infillration Area-
312.7647 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
487.5295 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 8002942 square fee = 231.8873 ft3
Total Required Under County Standard:
231.0359 ft3 OK
Hydrology Check: Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 1 min.
Area Impervious• 7030.648 square feet
Area Peroious: 800.2942 square feet
Peak Q: 0.48 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder.
0.48 cfs
Swale Infiltration Capacity:
0.0067 cfs
Orywell infiltratin cap.: 0.3 cfs
Storage Required, 5 minute Storm.
51.86 cubic feet
Storage Available, Swale Only:
231.8873 cubic feet
Plus Drywell. 54.45 cubic feet
Total: 286.3416 cubic feet OK
Peak Runoff, 50-year storm. (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 0.76 cfs
Storage Required:
137.28 cubic feet OK '
Roadway Basins: Middle, North and South Sides: (Mirror Images)
Engcalc1-G-11
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Total Improved Impervious Surface Area:
5200 square feet
Asphalt Impervious Surface Area:
new: 4000 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 1200 square feet
Utilize bioflltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
no drywell necessary
Available Grassy Area:
456 square feet
Depressed Infiltration Area:
228 square feet cultivated surface
Additional available infiltration votume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
228 square feet: up to 6° available for storage on 3:1 slopes
7otal Available for Infiltration:
North: 456 square fee = 171 ft3
Total Required Under County Standard:
166.6667 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C. 0.25 •
10-year intensity: 3.2 inlhour
Time of concentration: 2 min.
Area Impervious: 5200 square feet
Area Pervious: 456 square feet
Peak Q: 0.35 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q. remainder:
0.35 cfs
Swale Infiltration Capacity:
0.0038 cfs
Drywell infiltratin cap.: 0 cfs
Storage Required, 5 minute Storm:
104.51 cubic feet
Storage Available, Swale Only:
171 cubic feet
Plus Drywell: 0.00 cubic feet
Total: 171 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 0.56 cfs
Storage Required:
Engcalcl-G-12
Bonuccelli Development
Industnal Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
167.24 cubic feet OK
Roadway Basins: East End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
4314.18 square feet
Asphalt Impervious Surface Area:
new: 3319 square feet
Roof•
new: 0 square feet
Sidewalk:
new: 995.58 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
1 Drywell
Available Grassy Area: 1200 square feet
Depressed Infiltration Area:
600 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
600 square feet: up to 6" available for storage on 3.1 slopes
Total Available for Infiltration:
North. 1200 square fee = 450 113
Total Required Under County Standard:
138 275 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Irnpervious Surface C. 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 1 min.
Area Impervious: 4314.18 square feet
Area Pervious: 1200 square feet
Peak Q: 0.31 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infillration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
0.31 cfs
Swale Infiltration Capacity:
0.0100 cfs
Drywell infiltratin cap.: 0 cfs
Storage Required, 5 minute Storm:
91.04 cubic feet
Storage Available, Swale Only:
450 cubic feet
Plus Drywell: 0.00 cubic feet
Total: 450 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
Engcalcl-G-13
,
.
Bonuccelli Oevelopment
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P E.
Site Hydrology Study
Design to 10 year slorm (for review by Spokane County Engineers).
50-year intensity* 5.1 in/hour
Peak Q: 0.49 cfs
Storage Required•
145.78 cubic feet OK
Existing Pre-developed Site
Total Improved Impervious Surface Area: .
0 square feet
Asphalt Impervious Surface Area:
new• 0 square feet
Roof:
new: 0 square feet Sidewalk:
new: 0 square feet Available Grassy Area:
921278 square feet
Depressed Infiltration Area:
0 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
0 feet wide strip around depression
Swale:
0 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 0 square fee = 0 ft3
Total Required Under County Standard:
0 ft3 OK
Hydrology Check:
Rational Method: SCS Method .
Peak Runoff, 10-year storm, Q=CIA 24 hour storm
Impervious Surface C: 0.9 Tc = 25.26 minutes
Pervious Surface C: 0.25 Total Area 21.15 acres
10-year intensity: 0.9 inlhour
Time of concentration: 36.2 min.
Area Impervious: 0 square feet SCS curve No. 61
Area Pervious: 921278 square feet 10-year 24 hour storm.
Peak Q: 4.76 cfs 2.12 inches
SCS Type II Storm
Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph
Pervious Surface, non-swale:
921278 square feet simulate capacity of drywell as
Peak Q, perv, non-swale: 0.75 foot diameter orifice (no drywell)
4.76 cfs
Infiltration capacity, perv, non swale: Capacity is adequate.
7.68 cfs Hydraulic Capacity of Drywell is
Peak Q, remainder: 0 cfs
0.00 cfs Peak flow: 0.08 cfs
Swale Infiltration Capacity:
0.0000 cfs
Engcalcl-G-14
~
~
-
Drainage Report, R.A. Bonucce--i
Marietta at Su----ivan Deve--opment
Spokane County, Was---iington
Stateme t
The following report was prepared under my direction. The contents are
engineering opinions derived using procedures that meet industry and professional
standards. This document was not prepared as a canstruction document.
Alan E. Gav Professional Engineer
Printed Naine Title
Civil EnLyineer June 28, 2000
Title Date
,
N E. S
C~'~ ~ ~ ~~J~~'r~ •2.
.s~,,, ~ li~(►~
R`rCEIVED
~ Ju N 212000
~ IT'-~iJ4
cSS 4 E^'~"' f V
`Al- SPO NE COUNIY ENGINEER
{EXPiFtE.ri 7--/f' C'('
13 -~5 lp
TECHCOnT, I~TC.
Professional Engineers & Certified Cnvironmental Specialists • i'roject Managers Steel Detailers
~
.
Dl.2.AINAGE REPORT
ROBER7, A. =BONUCCELLI
MARIETTA AT SULLIVAN INDUSTRIAL DEV.CLOPMENT
. SPOKANE COUNTY, WASHINGTON
Proposed improvements to the site at the extension of Marietta Road west of Sullivan Road,
trigger the neeci for storm water runoff disposal improvernents by Spokane County regulation.
The calculation sheets following this narrative include details of the analysis showing that the
proposed drainage improvements are adequatc to control ninoff on the site for a 10-year event,
and safely discharge runoff for larger events at a rate equivalent to or less than the discharge rate
in the pre-developed condition for the site.
Key assumptions made for the site include assuming that the soils are Garrison gravely loam and
Garrison very stony loain with an effective permeability equal to or greater than 0.36 inch per
hour (0.36"/hr.). Another key assumption is that the intensity-duration-frequency (IDF) curves
for the site conform to the IDF curves for Spokane as published in Chart 34 of the Washington
State Department of Transportation (WSDOT) Hydraulics Manual.
The drainage areas in the development are designated by parcel and roadway. Parcel basins
are shown as Parcel 1 through 9, with Parcel 4B being held in reserve for drainage.
Roadway basins are designated as Marietta West, Marietta Middl e and Marietta East. These
drainages are shown with these designations on the drainage and grading plans presented with
this report, as well as the times of concentratian for Marietta West, Marietta Middle and Mai-ietta
East.
The Bowstring method was used to assure that the roadside swales will have adequate volwne to
contain a ten year stornl event
The existing hydrologic conditions for the site are undeveloped. The calculated peak runoff for
the existing site, using the SCS method, follows:
Q=(P - 0.25)2/ (P + 0.85), wherc:
Q= runoff in cfs, P= total storm rainfall, S= potential abstraction in inches
S= 1000/CN -10 CN = curve number
In this case, the CN = 70, since the soil group is Garrison, an "B" hydrologic soil. The land use
is approximately the same as pasture in fair condition, thus the 70 rating.
S= 4.29 P= 3.04 inches in 24 hours for a 100 year ston-n.
Q= 0.737 inches over the site.
The site drainage basin is approximately the 19.3 acres of the site, since the drainage is bounded
,
,
on the west by the old Caminco praperty, whi.ch slopes to tlie west, the north edge of the sitc. is
the J'ohnson Nfathey praperty with its own hydralogic controls, the south edgc of the site is the
ald Milwaukee Railroad right-of--way, aiid drains toward the south, and the east edge is SullivC111
Road. Therefore the total pre-developed runoff from a1OU year event is predicted to be 620,000
cubic feet.
For the peak runoff, the hydraulic length is 1234 feet, which equates to ari equivalent area of 19.3
acres, Using t~e Typc TI stal7ax curve, the estlinated, peak runaff for a CN70 is 11 cfslin ofirunoff.
This equates to 8.1 cfs allowable peak runo{'f.
For a 10 year starm, F' _2. l2, and Q =0.287 inches aver the site; therefore the allowable peak
runaff is 3.16 cfs for a1Dyear starrn. The predicted peak ailiaunt is 0 cfs for the SW and SE
basins, unless a runoff-over- ice condition develops that fi Hs over 7400 cubic feet Qf stvrage, in
which case up t0 3efs would be discharged thi-ough the overflow pi,pe in the soutbwest comer of
the SW svvale.
Bonuccelli Development
Marietta & Sullivan
28-Jun-00
Stormwater Disposal
Entire Site is One Parcel
Drain to Individual Parcel 208 swales
Areas Required:
Resulting Landscaping Area: TOTAL TOTAL NET NET MAX. UNBUILD- MIN LOADING REQ.
Sublot # Type III Type IV AREA ACRES AREA ACRES BUILDING ABLE PARKING DOCK AVAIL? SWALE Imp.Area acres
1 2892.5 0 83135 1,908517 80242.5 1.842114 32422.65 44094.76 1800 OK 6158.994 73907.93 1.696693
2 3499 0 229719 5,273623 226220 5.193297 137831.4 0 56235.15 3600 OK 16003.59 192043 4.408702
3 993.6 0 106456 2,443893 105462.4 2.421084 63873.6 26060.4 2700 OK 7502.33 90027.96 2,066758
4 203.1 0 78459 1.801171 78255.9 1.796508 47075.4 19206.74 1800 OK 5513.456 66161.47 1.518858
5 993.6 0 93875 2,155073 92881.4 2.132264 56325 22980.58 1800 OK 6567.293 78807.52 1.809172
6 950 950 94052 2,159137 92152 2.115519 56431.2 23023.91 1800 OK 6579.393 78952.72 1.812565
7 1003.05 1250 50000 1,147842 47746.95 1.696119 20000 27199.97 360 OK 3736.665 44839.98 1.029384
8 706 0 35000 0.803489 34300 0.78742 14000 19039.98 360 OK 2624,665 31495.98 0.723048
9 1973.55 0 38135 0.875459 36161.45 0.830153 14872.65 20226.78 360 OK 2786,396 33436.76 0.767602
ROADWAY 0 0 37708 0.865657 37708 0.865657 0 0 0 NA 3142.333 37708 0.865657
SWSwale: 3255 0 74739 1.715771 71484 1.641041
0 0
0 0
TOTAL: 921278 21.14963 TOTAL: 60615.11 SQ. FT. 15.17952
r ;
Bonuccelli Development
Marietta & Sullivan
28-J u n-00
Stormwater Disposal
Bowstring Method Calculation, Roadside Swale Capacity, Marietta
Area 1: West End, Marietta
Swale Area: 1600.588 square feet
Volume: 1997.27 625.5295
1997.52 1113.059 217.3236 cu.ft.
1997.77 1600.588 556.5295 cu.ft.
Pond Infiltration Rate: 0.005213 cfs
Drywell Infiltration Rate; 0.3 cfs (Garrison Gravelly loam)
No. of Drywells: 2
Drywell Volume: 108.9 cubic feet
Total Available Storage Volulme:
665.4295 cubic feet
Use Bowstring Method to check adequacy of Swale:
Time increment; 5 min.
Time of Concentration: 5.5 min. Storage req.:
Outflow (c.f.s.) 0.61 cfs 208.6178 cf.
Design year flow 10 year
Area (acres) 0.36 Developed C factor: 0.848902
Area x C 0.31
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A*C*No.3 Out * No.2
5 300 3.18 0.970601 390.1816 181.5638 208.6178
10 600 2.24 0.683694 411.4948 363.1276 48.36711
15 900 1.77 0.54024 487.2264 544.6915 -57.46508
20 1200 1.45 0.44257 531.9111 726.2553 -194.3441
25 1500 1.21 0.369317 554.6657 907.8191 -353.1534
30 1800 1.04 0.317429 571.9662 1089.383 -517.4167
35 2100 0.91 0.277751 583.7956 1270.947 -687.1511
This is the worst-case area; no further analysis is necessary.
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Use conservative 5 min. intensity
i= 3.2 in/hr Disposal Capacity: '
Garrison Gravelly LoamNery Stony Loam Soil
Estimated TurF Infiltration Capacity
q= 0.36 m/hr
Ratio of i/q 8.888889
Maximum Storage Depth:
6 in.
10 year, one hour intensity:
3.2 inlhr
10 year, 24 hour total:
2.12 in.
Parcel 1 Drain Basin
Total Improved Impervious Surface Area:
73907.93 square feet
Asphalt Impervious Surface Area:
new: 39281 square feet
Roof:
direct: 32422.65 square feet
Sidewalk:
new: 2204.738 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
9227.066 square feet
Depressed Infiltration Area:
6158.994 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
470.8756 square feet additional on slopes
Total Available for Infiltration:
6629.87 square fee = 3197.216 ft3
Total Required Under County Standard:
1636.689 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year slorm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C. 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 3.65 min.
Area Impervious: 73907.93 square feel
Area Pervious. 9227.066 square feet
Peak Q: 5.06 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
2597.196 square feet
Peak Q, perv, non-swale:
0.05 cfs
Infiltration capacity, perv, non swale:
0.02 cfs
Engcalcl-G-1
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, remainder:
5.03 cfs
Swale Infiltration Capacity: -
0.0552 cfs
drywell infiltration cap.: 0 3 cfs each (1 total)
Storage Required, 5 minute Storm:
1403 71 cubic feet
Storage Available, Swale Only:
3197.216 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3251.67 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 8.06 cfs
Storage Required:
2394.30 cubic feet
Swale Plus Drywell:
3251.67 cubic feet OK
Parcel 2 Orain Basin
Total Improved Impervious Surface Area:
192043 square feet
Asphalt Impervious Surface Area:
new: 51400 square feet
Roof.
direct: 137831.4 square feet
Sidewalk:
new: 2811.758 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
37675.96 square feet
Depressed Infiltration Area:
16003.59 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
759.0317 square feet additional on slopes
Total Available for Infiltration:
16762.62 square fee = 8191.551 fl3
Total Required Under County Standard:
2141.662 ft3 OK
Hydrology Check:
Rational Method,
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C. 0.25
10-year intensity- 1.95 in/hour
Time of concentration: 13 min.
Area Impervious: 192043 square feet
Area Pervious: 37675.96 square feet
Peak Q: 8.16 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale.
20913.34 square feet
Engcalcl-G-2
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, perv, non-swate:
0.23 cfs
Infiltration capacity, pero, non swale:
0.17 cfs
Peak Q, remainder:
7.98 cfs „
Swale Infillration Capacity:
0.1397 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 13 minute Storm:
5885.06 cubic feet
Storage Available, Swale Only:
8191.551 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 8246.006 cubic feet OK
Peak Runoff, 50-year storm: (13 minute)
50-year intensity: 2.7 inlhour
Peak Q- 11.30 cfs
Storage Required:
8751 66 cubic feet
Swale Plus Drywell:
8246.006 cubic feet NG
Storage Available, 12": 16762.62 cubic feet OK
Parcel 3 Drain Basin
Total Improved Impervious Surface Area-
90027.96 square feet
Asphalt Impervious Surface Area:
new: 24851 square feet
Roof:
direct: 63873.6 square feet ,
Sidewalk:
new: 1303.02 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
16428.04 square feet
Depressed Infiltration Area
7502.33 square feet cultivated surface
Addiiional available infiltration volume on side slopes:
Perimeter 6" above bottom
519.696 square feet additional on slopes
Total Available for Infiltration:
8022.026 square fee = 3881.089 ft3
Total Required Under Counly Standard:
1035.473 ft3 OK
Hydrology Check.
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Irnpervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 4.6 min.
Area Impervious: 90027.96 square feet
Area Pervious: 16428.04 square feet
Engcalcl-G-3
Bonuccelli Developmeni
Industrial Development at Suilwan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q: 6.25 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
8406.011 square feet
Peak Q, perv, non-swale.
0.15 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
6_18 cfs
Swale InfiltraLion Capacity:
0.0669 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
1745.12 cubic feet
Storage Available, Swale Only:
3881.089 cubic feet
Plus Orywells: 54.45 cubic feet
Total: 3935.543 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 9.97 cfs
Storage Required:
2967.11 cubic feet
Swale Plus Drywell
3935.543 cubic feet OK
Parcel 4 Drain Basin
Total Improved Impervious Surface Area:
66161.47 square feet
Asphalt Impervious Surface Area:
new: 18126 square feet
Roof:
direct: 47075.4 square feet
Sidewalk:
new: 960.3372 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
12297.53 square feet
Depressed Infiltration Area:
5513.456 square feet cultivated surface
Additional available infiltration volume on side slopes.
Perimeter 6" above bottom
445.5159 square feet additional on slopes
Total Available for Infiltration:
5958.972 square fee = 2868.107 ft3
Total Required Under County Standard:
755.2388 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
Engcalc 1-G-4
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
10-year intensity: 2.5 in/hour
Time of concentration. 8 min
Area Impervious: 66161.47 square feet
Area Pervious: 12297.53 square feet
Peak Q. 3.59 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
6338.559 square feet
Peak Q, perv, non-swale:
0.09 cfs
Infiltration capacity, perv, non swale:
0.05 cfs
Peak Q, remainder: '
3.54 cfs
Swale Infiltration Capacity:
0.0497 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 8 minule Storm:
1531.87 cubic feet
Storage Available, Swale Only:
2868.107 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2922.561 cubic feet OK
Peak Runoff, 50-year storm: (8 minute)
50-year intensity: 3.65 in/hour
Peak Q: 5.25 cfs
Storage Required:
2481.68 cubic feet
Swale Plus Drywell:
2922.561 cubic feet OK
Parcel 5 Drain Basin
Total Improved Impervious Surface Area:
78807.52 square feet
Asphalt Impervious Surface Area:
new: 21333 square feet
Roof:
direct. 56325 square feet
Sidewalk:
new: 1149 029 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
15067.48 square feet
Depressed Infiltration Area:
6567.293 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
486.233 square feet additional on slopes
' Total Available for Infiltration:
7053.526 square fee = 3405.205 0
Total Required Under County Standard:
888.8954 ft3 OK
Hydrology Check:
Engcalc1-G-5
Banuccelli Development
Industrial ❑euelopment at Sullivan and Marietka
28 -J u n-40
TechCon, Inc.
Prepared by Alan E. Gay, P E
' Site Nydrology Study
Qesign ko 10 year skarm (for review by 5pokane County Engineers).
Raiional Method:
Peak Runoff, 10-year storrri, Q=CfA
Imperviaus Surface C: 0.9
I'ervious Surface C: 0.25
10-year infensity: 2.6 inlhour
Z'ime of concentration: 7.5 min.
Area Imperv~ous- 78807_52 square feet
Area Pervious: 15067_48 square feet
Peak 0: 4.46 cfs
Peak Infdtration Rate: 0,36 irilhour
Pervious Surface. nan-swale:
8011954 square feet
Peak Q, perv, nan-swale;
0.12 cfs
Irrfiltratian capacity, perv, nan swaCe:
0. DT cfs
Peak Q, rernsinder
4,39 cfs
5wale Infilkration Capacity:
O.f1588 cFs
drywell infltra#iQn cap_• 0_3 efs each (1 totai)
Storage Required, 7.5 minute Storm:
1814. 73 cubic feet
Statage Available, Swale Qnly:
3405.205 cubic feet
Plus mrywells- 54.45 cubic feet
Tc,tal- 3459.659 cuhic feet OK
f'eak RunoTf, 50-year storarti; (7.5 minute)
50-year intensity: 3,8 inlhour
Peak 6,52 cfs
Sforage Required;
289769 cubic feet
Swale Plus Dryavelf: ,
3459,659 cubic feet OIC
Parcel 6 Drain Basin
Tokal lrnpeaved Impervious Surface Area:
78952_72 square feet
Asphalt lmpervious Surface Area:
new~ 21370 square feet
Rovf,
direci: 56431.2 square feet
Sidew~lk,
new• 1151.195 square feet
l.Ffilize biofiltra tidn swa le (grassy) far disposa l. Assu me an#ecedant saturated soiE cpndition5;
Uttlize Spokane Counfy Type A drywelis for overFlow. Include storage volume of drywe3ls as
well as dryvrelE infiitratian capacity.
Available Grassy Area;
15099.28 square feet
Depressed Infltratic►n Area:
6579.393 square feet cultiVated surface
Additional avaiEable infl'tration valume on side slopes:
PeffTnetef 6'~ ab41+E b4ttpfT1
486.6807 square feet additional on slopes
Total Available for InfFlkration:
Engcalcl-G-15
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
7066.074 square fee = 3411.367 ft3
Total Required Under County Standard:
890.43 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity- 2.6 inlhour ,
Time of concentration: 7.5 min.
Area Impenrious: 78952.72 square feet
Area Pervious: 15099.28 square feet
Peak Q: 4.47 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
803321 square feel
Peak Q, perv, non-swale:
0.12 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
4 40 Cfs
Swale Infiltration Capacity:
0.0589 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1818.34 cubic feet
Storage Available, Swale Only:
3411.367 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3465.821 cubic feet OK
Peak Runoff, 50-year storm: (7.5 minute)
50-year intensity: 3.8 inlhour
Peak Q: 6.53 cfs
Storage Required:
2903.03 cubic feet
Swale Plus Drywell:
3465.821 cubic feet OK
Parcel 7 Drain Basin
Total Improved Impervious Surface Area:
44839.98 square feet
Asphalt Impervious Surface Area:
new: 23480 square feet
Roof:
direct: 20000 square feet
Sidewalk:
new: 1359.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions.
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
5160.024 square feet
Depressed Infiltration Area:
3736.665 square feet cultivated surface
Engcalc1-G-7
4 ,
BOnUCCelli Development
Industrial Qevelopment at Sulliwan and Marietta
28-Jun-O0
TechCfln, Enc.
Prepared by Alan E Gay, P.E.
Site Hydralagy Skudy
Design ta 14 year starm (for review by Spokane County F-nginee rs)-
PadditGOnai available Gnfiltration wolume on side siopes; ,
Perimeter 6" above botlom
366 7696 square feet additianai an slapes
Tatal Available fnr InFiltration:
4103.434 square fee = 1960.025 ft3
Total Required Ursder Caunty Standard:
978.3324 ft3 Olf
Nydroingy Check:
Rational Mekhod:
Peak RunofP, 1 Q-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface G: 0.25
10-year in tensity: 3_2 inlhour
Time af concenttation. 3 min. Area Irnpervious~ 44839.98 square feet
Area Pervious; 5160.024 square feet
Peak 0; 106 cfs
Re2k Infilkration Rate- 0-36 inlhour
Pervious Surface, nan-swale:
105659 square feet
Pea4c Q, perv, non-swale:
002 cfs
Infiltration capacity, Perv, non swale.
0.[}1 cfs
Peak Q, remainder,
3.05 cfs
5wale Infiltration Capacity: 0_0342 crs
drywell infiltration cap.: 0.3 efs each (111 total)
Storage Required, 5 rninute Starm:
814_92 cubic feek
S#orage AvaiCable, Swale flnly:
196{}.025 cubic feet
Plus [7rywelis- 54_45 cubic feet
Total, 2014,479 cubic feet OK
Peak Runoff, 50-year starm: (5 mmute)
50-year intensity: 5.1 inlhour
Peak Q' 4 88 cis
Stvrage Requ~red;
1439.70 cubic Fee#
Swale Plus arywefl:
2074_479 cubic fee# OK
Parc$I 8 Drain Basin
Total Improwed Irnpervious Surfaae Area; •
31495.98 square feet
Asphalt Impervious Surface Area:
new: 16544 square feet
. F2nof:
direct: 14044 square feet
Sidewalk:
new, 951,999 square feet
Utilize 6iofiEtration swale (grassy) fordisposal. Assume anxecedant saturated saif corditions:
Utilize Spokane County Type A drywells for overflQw. lnclude storage volume of drywefls as
well as drywell infiltration capacwty.
E ngca Ic l-G-B
Bonuccelli Development Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Available Grassy Area.
3504.017 square feet
Depressed Infiltration Area:
2624.665 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
307.3889 square feet additional on slopes
Total Available for Infiltration:
2932.054 square fee = 1389.18 1`13
Total Required Under County Standard:
689.3327 ft3 OK
Hydrology Check:
Rational Method.
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 5 min.
Area Impervious: 31495.98 square feet
Area Pervious: 3504.017 square feet
Peak Q: 2.15 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
571.963 square feet
Peak Q, perv, non•swale:
0 01 cfs
Infiltration capacity, perv, non swale.
0.00 cfs
Peak Q, remainder:
2.14 cfs
Swale Infiltration Capacity:
0.0244 cfs
drywell infiltration cap.- 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
545.26 cubic feet
Storage Available, Swale Only: ,
1389 18 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 1443.634 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 3.42 cfs
Storage Required:
1003.34 cubic feet
Swale Plus Drywell.
1443.634 cubic feet OK
Parcel 9 Drain Basin
Total Improved Impervious Surface Area:
33436.76 square feet
Asphalt Impervious Surface Area:
new: 17553 square feet
Roof:
direct: 14872.65 square feet
Sidewalk:
Engcalc1-G-9
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
new: 1011.339 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as •
well as drywell infiltration capacity.
Available Grassy Area.
4698.245 square feet
Depressed Infiltration Area:
2786.396 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
316.718 square feet addilional on slopes
Total Available for Infillration:
3103.114 square fee = 1472.378 0
Total Required Under County Standard: 731.3653 ft3 OK
Hydrology Check:
Rational Method.
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 5 min.
Area Impervious• 33436.76 square feet
Area Pervious: 4698245 square feet
Peak Q: 2.30 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
1595.13 square feet
Peak Q, pero, non-swale.
0 03 cfs
Infiltration capacity, perv, non swale:
0.01 cfs
Peak Q, remainder:
2.28 cfs
Swale Infiltration Capacity:
0.0259 cfs
drywell infiltration cap : 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
587.35 cubic feet
Storage Available, Swale Only:
1472.378 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 1526.832 cubic feet OK
Peak Runof#, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 3.66 cfs
Storage Required:
1075.18 cubic feet
Swale Plus Drywell•
1526.832 cubic feet OK
Roadway Basins: West End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
7030.648 square feet
Asphalt Impervious Surface Area:
Engcalcl-G-10
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study '
Design to 10 year storm (for review by Spokane County Engineers).
new: 5544.86 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 1485.785 square feet
Utilize biofillration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
1 Drywell necessary
Available Grassy Area:
800.2942 square feet
Depressed Infiltration Area:
312.7647 square feet cultivated surface
Additional available infiltration volume on side slopes.
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale.
487.5295 square feet: up to 6" available for storage on 3:1 slopes
Tolal Available for Infiltration:
North: 800 2942 square fee = 231.8873 ft3
Total Required Under County Standard:
231.0359 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 1 min.
Area Impervious: 7030.648 square feet
Area Pervious. 800.2942 square feet
Peak Q: 0.48 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale.
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder: 0.48 cfs
Swale Infiltration Capacity:
0.0067 cfs
Drywell infiltratin cap.: 0.3 cfs
Storage Required, 5 minute Storm:
51.86 cubic feet
Storage Avadable, Swale Only:
231.8873 cubic feet
Plus Drywell: 54.45 cubic feet
Total: 286.3416 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 0.76 cfs
Storage Required:
137.28 cubic feet OK '
Roadway Basins: Middle, North and South Sides: (Mirror Images)
Engcalcl-G-11
Bonuccelli Development
Industrial Development at Sullivan and Manetta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Total Improved Impervious Surface Area:
5200 square feet
Asphalt Impervious Surface Area:
new: 4000 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 1200 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
no drywell necessary
Available Grassy Area:
456 square feet
Depressed Infiltration Area:
228 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
228 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 456 square fee = 171 ft3
Total Required Under Couniy Standard-
166.6667 ft3 OK
Hydrology Check:
Rational Melhod:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Peroious Surface C: 0.25 10-year iniensity: 3.2 in/hour
Time of concentration: 2 min.
Area Imperoious: 5200 square feet
Area Pervious: 456 square feet
Peak Q: 0.35 cfs
Peak Infiltration Rate. 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder.
0.35 cfs
Swale Infiltration Capacity:
0.0038 cfs
Drywell infiltratin cap.: 0 cfs
Storage Required, 5 minute Storm:
104.51 cubic feet
Storage Available, Swale Only:
171 cubic feet
Plus Drywell: 0.00 cubic feet
Total: 171 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 0.56 cfs
Storage Required:
Engcalcl-G-12
Bonuccelli Development
Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
167.24 cubic feet OK
Roadway Basins: East End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area.
4314.18 square feet
Asphalt Impervious Surface Area:
new: 3319 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 995.58 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
1 Drywell
Available Grassy Area:
1200 square feet
Depressed Infiltration Area:
600 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
600 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 1200 square fee = 450 ft3
Total Required Under County Standard:
138.275 ft3 OK
Hydrology Check:
Rational Method: Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 1 min.
Area Impervious: 4314.18 square feet
Area Pervious: 1200 square feet
Peak Q: 0.31 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
0.31 cfs
Swale Infiltration Capacity:
0.0100 cfs
Drywell infiltratin cap.: 0 cfs
Storage Required, 5 minute Slorm:
91.04 cubic feet
Storage Available, Swale Only:
450 cubic feet
Plus Drywell: 0.00 cubic feet
Total: 450 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
Engcalc1-G-13
a
Bonuccelli Development Industrial Development at Sullivan and Marietta
28-Jun-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
50-year intensity: 5.1 in/hour
Peak Q: 0.49 cfs
Storage Required:
145.78 cubic feet OK
Existing Pre-tieveloped Site
Total Improved Impervious Surface Area:
0 square feet
Asphalt Impervious Surface Area:
new: 0 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 0 square feet
Available Grassy Area:
921278 square feet
Depressed Infiltration Area:
0 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
0 feet wide strip around depression
Swale:
0 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
NoRh: 0 square fee = 0 ft3
Total Required Under County Standard:
0 ft3 OK
Hydrology Check:
Rational Method: SCS Method :
Peak Runoff, 10-year storm, Q=CIA 24 hour storm
Impervious Surface C: 0.9 Tc = 25.26 minutes
Pervious Su►face C: 0.25 Total Area 21.15 acres
10-year intensity: 0.9 in/hour
Time of concentration: 36.2 min.
Area Impervious: 0 square feet SCS curve No. 61
Area Pervious: 921278 square feet 10-year 24 hour storm:
Peak Q: 4.76 cfs 2.12 inches
SCS Type II Storm
Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph
Pervious Surface, non-swale:
921278 square feet simulate capacity of drywell as
Peak Q, perv, non-swale: 0.75 foot diameter orifice (no drywell)
4.76 cfs
Infiltration capacity, perv, non swale: Capacity is adequate.
7.68 cfs Hydraulic Capacity of Drywell is
Peak Q, remainder: 0 cfs
0.00 cfs Peak flow: 0.08 cfs
Swale Infiltration Capacity:
0.0000 cfs
Engcalcl-G-14
/
v '2~~
~
CL~s-'IENT PLANNiNG oI!lISi()pq
Drainage Report, R.A. Bonucce-----i
Marietta at Su----ivanDe've--opment
Spokane County, Washington
Statement
The following report was prepared under my direction. The contents are
engineerinb opinions derived using procedures that meet industry and professional
standards. This document was not prepared as a construction document.
Alan E. Gav Prafessional En2ineer
Printed 1Waine Title
Civil En2ineer Mav 16, 2000
Title Date
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t;K s S•IONAL
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TECI-ICON, INC.
Professional Engineers • Certified Cnvironmental Specialists • I'roject Managers • Steel Detailers
. }
DRAINA.GE REPORT
ROBERT A. BON UCCELLI
MARIETTA AT SULLTVAN INDUSTitIAL DEVELOPMENT
SPOKANE COUNTY, WASHINGTON
Proposed improvements to the site at the extension of Marietta Road west of Sullivan Road,
trigger the need for stornl water runoff ciisposal improvements by Spokane County regulation.
The calculation sheets following this narrative inclucle details of the analysis showing that the
proposed drainage improvements are adequate to control runoff on the site for a 10-year event,
and safely discharge runoff for larger events at a rate equivalent to or less than the discharge rate
in thc prc-developed condition for the site.
Key assumptions made for the site include assuming that the soils are Garrison gravely loaln
with an effective permeability equal to or greater than 0.36 inch per hour (0.36"/hr.). Another
key assumption is that the intensity-duration-frequency (IDF) curves for the site conforin to the
rDF curves for Spokane as published in Chart 34 of the Washington State Departrnent of
Transportation (WSDOT) Hydraulics Manual.
The two drainage areas in the developmcnt are designated "Southwest (SW)", and "Southeast
(SE)". Tliese drainages are shown with thesc designations on the drainage and grading plans
presented with this report.
The SCS TR55 method analysis was performed using SMADA software produced by the
University of Central Florida.
In both of the swales, the controlling volumc requit-ement is derived from the SCS method. Both
of the basin swales meet or exceed the Spokanc County's minimum requirement for 208
infiltration area and on-site storage volume.
The existing hydi-ologic conditions for thc site are undeveloped. The calculated peak runoff for
the existing site, using the SCS method, follows:
Q=(P - 0.2 S)Z /(P + 0. S S), where:
Q= runoff in cfs, P= total stonn rainfall, S= potential abstraction in inches
S= 1000/CN -10 CN = curve number
In this case, the CN = 70, since the soil group is Garrison, an "B" hydrologic soil. The land use
is approxiYnately the same as pasture in faii• condition, thus the 70 rating.
S= 4.29 P= 3.04 inches in 24 hours for a 100 yeat• stortn.
Q= 0.737 inches over the site.
. w
The site drainage basin is approximately the 19.3 acres of tlle site, since the drainage is boundeci
on the west by the old Cominco property, which slopes to the west, the north edge of the site is
the Johnson Mathey property with its own hydrologic controls, the south edge of the site is the
old Milwaukee Railroad right-of-way, and drains toward the south, and the east edge is Sullivan
Road. Therefore the total pre-developed runoff from a 100 year event is predicted to be 620,000
cubic feet.
For the peak runoff, the hydraulic length is 1234 feet, which eyuates to an equivalent area of 19.3
acres. Using the Type II storm curve, thc estimated peak runoff for a CN70 is 11 cfs/in of runoff.
This equates to 8.1 cfs allowable peak runoff.
For a 10 year stonn, P= 2.12, and Q= 0.287 inches over the site; therefore the allowable peak
runoff_ is 3.16 cfs for a 10 year storni. The predicted peak amounfi is 0 cfs for the SW and SE
basins, unless a runoff-over- ice condition develops that fills over 7000 cubic f.eet of storage, in
which case up to 3 cfs would be discharged through the overflow pipe in the southwest corner of
the SW swale.
• }
Bonuccelli Development
Industrial Development at Sullivan and Marietta
16-May-00
TechCon, Inc. •
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Use conservative 5 min. intensity
i= 3.2 in/hr
Disposal Capacity:
Garrison Gravelly Loam Soil '
Estimated Turf Infiltration Capacity
q= 0.36 in/hr
Ratio of i/q 8.888889
Maximum Storage Depth:
6 in.
10 year, one hour intensity:
3.2 in/hr
10 year, 24 hour total:
2.12 in.
New Drain Basin SouthWest:
Total Improved Impervious Surface Area:
597193.3 square feet
Asphalt Impervious Surface Area:
new: 195728 square feet
Roof:
direct: 347135 square feet
Sidewalk:
new: 54330.18 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
113226.8 square feet
Depressed Infiltration Area:
47801 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
1471.5 square feet additional on slopes
Total Available for Infiltration,
49272.5 square fee, = 24268.38 ft3
Total Required Under County Standard:
8155.337 ft3 OK
Hydrology Check:
Rational Method: SCS Method :
Peak Runoff, 10-year storm, Q=CIA 24 hour storm
Impenrious Surface C: 0.9 Tc = 11.70 minutes
Pervious Surface C: 0.25 Total Area 16.309 acres
10-year intensity: 3.2 in/hour
Time of concentration: 5.94 min.
Area Impervious: 597193.3 square feet SCS curve No. 92
Area Pervious: 113226.8 square feet 10-year 24 hour storm:
Peak Q: 41.56 cfs 2.12 inches
SCS Type II Storm
Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph
Pervious Surface, non-swale:
63954.28 square feet simulate capacity of drywell as
Peak Q, perv, non-swale: .75 foot diameter orifice
1.17 cfs
Engcalcl-G-1
. dr
Bonuccelli Developmenl
Industrial Development at Sullivan and Marietta
16-May-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Infiltration capacity, perv, non swale: Capacity is adequate.
0.53 cfs Hydraulic Capacity of Drywell is
Peak Q, remainder: 1.2 cfs
41.03 cfs Peak flow: 9.66 cfs
Swale Infiltration Capacily: Greatest Depth: 1.1 feet
0.4106 cfs OK
drywell infiltration cap.: 0.3 cfs each (4 total)
Storage Required, 5 minute Storm:
12095.93 cubic feet
Storage Available, Swale Only:
24268.38 cubic feet
Plus Drywells: 217.82 cubic feet
Total: 24486.19 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 66.24 cfs
Storage Required:
19589.39 cubic feet
Swale Plus Drywell:
24486.19 cubic feet OK
New Drain Basin SouthEast
Total Improved Impervious Surface Area:
149426.8 square feet
Asphalt Impervious Surface Area:
parking: 51113 square feet
Roof:
new: 95696.89 square feet
Sidewalk:
new: 2616.547 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
23730.14 square feet
Depressed Infiltration Area:
7607 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression '
Swale:
779.715 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 8386.715 square fee, = 3998.429 ft3
Total Required Under County Standard:
2129.724 ft3 OK
Hydrology Check:
Rational Method: SCS Method :
Peak Runoff, 10-year storm, Q=CIA 24 hour storm
Impervious Surface C: 0.9 Tc = 5.94 minutes
Pervious Surface C: 0.25 Total Area 3.975 acres
10-year intensity: 3.2 in/hour
Time of concentration: 1.67 min.
Area Impervious: 149426.8 square feet SCS curve No. 93
Engcalc1-G-2
. ,
Bonuccelli Development
Industrial Development at Sullivan and Marietta
16-May-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Area Pervious: 23730.14 square feet 10-year 24 hour storm:
Peak Q: 10.32 cfs 2.12 inches
SCS Type II Storm
Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph
Pervious Surface, non-swale:
15343.42 square feet simulate capacity of each drywell as
Peak Q, perv, non-swale: .75 foot diameter orifice
0.28 cfs
Infiltration capacity, perv, non swale: Capacity is adequate.
0.13 cfs Hydraulic Capacity of Drywell is
Peak Q, remainder: 0.6 cfs
10.19 cfs Peak flow: 3.94 cfs
Swale Infiltration Capacity: Greatest Depth: 1.28 feet -
0.0699 cfs OK
Drywell infiltratin (ea): 0.3 cfs (two Type A drywells)
Storage Required, 5 minute Storm:
2945.26 cubic feet
Storage Available, Swale Only:
3998.429 cubic feet
Plus Drywells: 108.91 cubic feet
Total: 4107.337 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 16.44 cfs
Storage Required:
4782.66 cubic feet
Storage Available, 12": 8565.159 cubic feet OK
Roadway Basins: West End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
12466.72 square feet
Asphalt Impervious Surface Area:
new: 9567 square feet
Roof:
new: 0 square feet Sidewalk:
new: 2899.32 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
no drywell necessary
Available Grassy Area:
2575.32 square feet
Depressed Infiltration Area:
1164.8 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.25 feet wide strip around depression
Swale:
918.9625 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 2083.763 square fee, = 676.7839 ft3
Total Required Under County Standard:
398.6417 ft3 OK
Hydrology Check:
Rational Method: SCS Method :
Engcalc1-G-3
. ,
Bonuccelli Developmenl
Industrial Development at Sullivan and Marietta
16-May-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Runoff, 10-year storm, Q=CIA 24 hour storm
Impervious Surface C: 0.9 Tc = 5.80 minutes
Pervious Surface C: 0.25 Total Area 0.345 acres
10-year intensily: 3.2 inlhour
Time of concentration: 1 min.
Area Impervious: 12466.72 square feet SCS curve No. 92
Area Pervious: 2575.32 square feet 10-year 24 hour storm:
Peak Q: 0.87 cfs 2.12 inches
SCS Type II Storm
Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph
Pervious Surface, non-swale:
491.5575 square feet simutate capacity of drywell as
Peak Q, perv, non-swale: 0.75 foot diameter orifice
0.01 cfs
Infiltration capacity, perv, non swale: Capacity is adequate.
0.00 cfs Hydraulic Capacity of Drywell is
Peak Q, remainder: 0.3 cfs
0.87 cfs Peak flow: 0.34 cfs
Swale Infiltration Capacity: Greatest Depth: 0.5 feet
0.0174 cfs OK
Drywell infiltratin cap.: 0.3 cfs .
Storage Required, 5 minute Storm:
112.14 cubic feet
Storage Available, Swale Only:
676.7839 cubic feet
Plus Drywell: 54.45 cubic feet
Total. 731.2381 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 iNhour
Peak Q: 1.39 cfs
Storage Required:
267.38 cubic feet OK -
Roadway Basins: East End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area-
5887.7 square feet
Asphalt Impenrious Surface Area:
new: 4529 square feet
Roof:
new: 0 square feet
Sidewalk:
new. 1358.7 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions: •
no drywell necessary
Available Grassy Area:
1358.7 square feet
Depressed Infiltration Area:
566.125 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
566.125 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
Engcalc1-G-4
. ,
Bonuccelli Development
Induslrial Development at Sullivan and Marietta
16-May-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
North: 1132.25 square fee = 424.5938 ft3
Total Required Under Couniy Standard:
188.7083 ft3 OK
Hydrology Check:
Rational Method: SCS Method :
Peak Runoff, 10-year storm, Q=CIA 24 hour storm
Impervious Surface C: 0.9 Tc = 5.50 minutes
Pervious Surface C: 0.25 Total Area 0.166 acres
10-year intensity: 3.2 in/hour
Time of concentration: 1 min.
Area Impervious: 5887.7 square feet SCS curve No. 91
Area Pervious: 1358.7 square feet 10-year 24 hour storm:
Peak Q: 0.41 cfs 2.12 inches
SCS Type II Storm
Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph
Pervious Surface, non-swale:
226.45 square feet simulate capacity of drywell as
Peak Q, perv, non-swale: 0.75 foot diameter orifice
0.00 cfs
Infiltration capacity, perv, non swale: Capacity is adequate.
0.00 cfs Hydraulic Capacity of Drywell is
Peak Q, remainder: 0.3 cfs
0.41 cfs Peak flow: 0.16 cfs
Swale Infiltration Capacity: Greatest Depth: 0.5
0.0094 cfs OK
Drywell infiltratin cap.: 0.3 cfs
Storage Required, 5 minute Storm:
30.87 cubic feet
Storage Available, Swale Only:
424.5938 cubic feet
Plus Drywell: 54.45 cubic feet
Total: 479.048 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 0.66 cfs
Storage Required:
104.65 cubic feet OK
Existing Pre-developed Site
Total Improved Impervious Surface Area:
0 square feet
Asphalt Impervious Surface Area:
new: 0 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 0 square feet
Available Grassy Area:
921278 square feet
Depressed Infiltration Area:
0 square feet cultivated surface
Additional available infiltration volume on side slopes:
Engcalc1-G-5
. r
gonuccelli ❑evelopment
Industrial Qevelopment at 8ullivan and Mariefta
1G-May-a0
TechGon, Inc_
Arepared by Alan EGay, PZ.
Siie Hydrology Skudy _
Design to 10 year storm {for reuiew by 5pokane County Engirreers},
Assume 31 sfopes
0 fee# wide strip arvund depressic n
Swale:
0 square feet: L,p to fi" available for starage an 3:1 slopes
Total Available #or Infil#ration:
Nvrth: b square fee = 0 ft3
Tokal Required Under Counky Standard:
0 fl3 OK
.Hydrology Check:
Rational Method: 5CS dUiethod :
Peak Runoif, 10-year storm, Q-C1,4 24 hoaar skorm
impervious Surface C: 0,9 Tc = 25.25 rninukes
Penrious Surface C- 0.25 Total Area 21.15 acres
iQ-year intensity: 0.9 inlhaur
Time vf concentra#ion: 36.2 min.
Area fmpervivus: 0 square feet SC5 curve No. 69
Area Perviaus: 921279 square feet 10-year 24 hour storm-
Peak Q: 4.76 cfs 2.12 inches
SCS Type ll Skorm
Peak Infiftration Rate: 0.36 infhour SCS 100 Hydrograph
Pen+iQUS Surface, non-swafe-
921278 square feet simulake capacity af drywell as
Peak Q, perv, non-swale: 0.7 5 foot diameter orifice (no d rywa fl)
4.76 cfs
Infiltration capacity, perv, non swale: Capacity is adequate.
7.68 cfs Hydraulic Capacity af Orywefl is
Peak Q, rerriainder: 0 cfs
0.00 cfs Peak flaw: (}.08 cfs
Suaale Infltratian Capacity:
0.0000 cfs
En9cafcl-C-6
Bonuccelli Development
Marietta & Sullivan
16-May-00
Stormwater Disposal
Entire Site is One Parcel
Drain fo Two Centrai 208 swales
Areas Required:
Resulting Landscaping Area: TOTAL TOTAI NET NET MAX. UNBUILD- MIN LOAOING REQ.
Sublot # Type III Type IV AREA ACRES AREA ACRES BUILDING ABLE PARKING DOCK AVAIL? SWALE Imp,Area acres
1 2892,5 • 4 83135 1.908517 80242.5 1.842114 32422.65 44094.76 1800 OK 6159.994 73907.93 1.696693
2 3499 0 229719 5.273623 226220 5.193297 137831.4 26345,37 56235.15 3600 OK 16003.59 192043 4.448702
3 993.6 0 106456 2.443893 105462.4 2.421084 63873.6 260604 2700 OK 7502.33 90027.96 2.066758
4 203.1 0 78459 1.801171 78255.9 1.796508 47075.4 19206.74 1800 OK 5513.456 66161.41 1.518858
5 993.6 0 93875 2.155073 92881.4 2132264 56325 22980 58 1800 OK 6567.293 78807.52 1.849172
6 950 950 94052 2.159137 92152 2.115519 56431.2 23023.91 1800 OK 6579.393 78952.72 1.812505
7 1003.05 1250 50000 1.147842 47746.95 1,096119 20000 21199.97 360 OK 3736.665 44839.98 1.029384
8 700 0 35000 0.803489 34300 0.78742 14000 19039.98 360 OK 2624.665 31495.98 0.723048
9 1973.55 0 35135 0.875459 36161.45 0.830153 14872.65 20226.78 360 OK 2186.396 33436.76 0.767602
ROADWAY 0 0 37708 0.865657 37708 0.865657 0 0 0 NA 3142.333 37708 0.865657
SWSWALE 3255 0 74739 1715771 71484 1.641047
SESWALE 0 0
ROADSWA 0 0
TOTAL: 921278 21.14963 TOTAL: 60615.11 SQ. FT. 15.17952
= 1.391532 Acres
TO SWSWALE: 49533,82 SQ. FT.
TO SESWALE: 11081.29 SQ. FT.
SW AVAII: 52831.5 SQ. FT.
ROUTE TO SE; 7783.613 SQ. FT.
5W5wale Basin Areas: TOTAL Landscape Parking Total Imperoious Rational scs cN
Tatal Area: ACRES Area Landscape building paved loading unused' sf, acres 10-year 13.70967 98
1 44640.69 1.024809 2022 2342 17220 21077.79 954 1024.9 40174.2 0.922273 2.656145 0.883397 61
2 95056.37 2.182194 950 2339.354 57337.16 21054.18 1497.582 11878.09 90579.21 2.079412 5.988708 14.59307 95.76019
3 106456 2.443893 993.6 2606.04 63873.6 23454.36 2700 12828.4 101573.5 2.331807 6.715605 All siles-sife4
4 78459 1.801171 203.1 1920.674 47075.4 17286.07 1800 10173.76 75317.85 1.72906 4.979693 11.98461 98
5 93875 2.155073 993.6 2298.058 56325 20682.52 1800 11775.82 89405.76 2,052474 5.911125 0.811286 61
6 94052 2.159137 1900 2302,391 56431.2 20721.52 1800 10896.89 88159.92 2.037647 5.868424 12.7919 95.65339
7 50000 1.147842 2253.05 2719.997 20000 24479.98 360 186.9772 45008.26 1.033247 2.975752 Sites 6,7,8,9+Road
8 35000 0.803489 700 1903.998 14000 17135.98 360 900.019 32306 0.741644 2.135934 7.59633 98
9 38135 0.875459 1973.55 2022,678 14872.65 18204.11 360 702.0162 34068.57 0.782107 2.252467 0.5966 61
0 8,192931 95.3057
Toials: 635674.1 14.59307 11988.9 20455.19 347135 184096.5 11631.58 60366.87 597193.3 13.70967 39.48385 SITE2
2.919236 98
1.0559 61
Engcalc1-E-1
Bonuccelli Development
Marielta & Sullivan
16•May-00
Stormwater Disposal
SESwale Basin Areas: TOTAL Landscape Parking Total Imperoious Rational 3.975136 88.17183
Tolal Area• ACRES Area Landscape building paved loading unused' sf, acres 10-year Sites 6,7,8 (112)
1 38494.31 0.883708 8705 2067.476 15202.65 18607,49 846 900.1899 35466.32 0.814195 2.34488 3.441717 98
2 134662.6 3.091429 2549 3284,162 80494.24 29557,45 2102.418 16675,36 127161.9 2.919236 8.407401 0.267047 61
Toials: 173156.9 3.975136 3419.5 5351.638 95696.89 48164.95 2948.418 17575.55 162628.2 3,733431 10.75228 3.708724 95.33621 SITE5
Roadway Basin Area:
Total Area, ACRES Area Landscape building paved laadmg unused* sf. acres 10-year
ROADWAY 37708 0.865657 0 0 0 37708 0 0 37708 0.865657 2.493091
SS MH 1 SS MH 2 SS MH3 2.052474 98
Drain No. 1.: Drain No. 2.: Drain No. 3: 0.1026 61
2.155073 96.23849
0.7821067 acres Site 9 2.075201 acres upstream (Orain No.1) 7.59633 acres upstream (Drain No. 2)
0.3708219 acres Site 8 3.441717 acres Sites 6, 7, 8 2.331807 acres Site 3
0.9222727 acres Site 1 2.079412 acres Site 2 2.052474 acres Sde 5
20752013 total imperv. 7.59633 iotal imperv. 11,98061 tofal imperv.
6.2668989 Rational Flow, cfs 22.64108 Rational Flow, cfs 35.54261 Rational Flow, cfs
2.3020131 total area 8.192931 iotal area 12,7919 total area
na TR55 FLOW, cis 5,182 TR55 FLOW, cfs 6.77 TR55 FLOW, cfs
Required Pipe: Required Pipe: Required Pipe:
1.2208469 cfs 8.9634 cfs 7.339686 cfs
12 inches 18 inches 18 inches
0,035 slope 0.006204 slope 0.00416 slope
0.012 =n 0 012 =n 0.012 =n
Inlets ta MH 1(S)
Orain No. 4:
0.9222727 acres Site 1
0 additional
0.9222727 total imperv,
2.7873922 Rational Flow, cfs
1.0248092 total area
na TR55 FLOW, cfs '
Required Pipe:
8.6305628 cfs
12 inches
0.05 slope
0.012 =n
Inlets fa MH 1(N) Intets ta MH 2(S) Inlets 1o MH 2(N)
Drain No. 7.: Drain No. S.: Drain No.9.:
1.1529286 acres Siles 9,8 0 acres upstream 0 acres upstream
Engcalcl-E-2
.
Bonuccelli Revelopment
Marietfa & 5u11ivan
16-May-00
Sformwaler Dispqsal
0 addikiona! 2,919236 acres 5ite 2 3 441717 acres Sites 6,7,8 1.9529285 tofal imperv. 2,999236 tqial imperu 3,441717 fotal imperv,
3.4795067 Rafional Flow, cfa 9,75$953 Rafional Flow, ef5 14.25391 Ftation2l Flow, cfs
1.2772039 total area 3.915936 tvtal area, site 2 3,708724 tatal area, sitas 8,7,8
na 7R55 FLOW, cfs 2.475 TR55 FLOW, cfs 2,917 TR55 FLpW, cfs
Required Pipe: Required Pipe. Required Pipe:
3.859705 cfs 8815788 Cfs 10.17839 C#s
12 inches 12 inches 1$ inches
0,41 slope 0,052174 slape 0.008 slape
0.012 =n 0.012 =n 0.012 =n
Curb mk'et STA 0+43(N) Curb inlet 5TA 0+45(S) Inlets to MH 3(PI)
Drain Na. 10: Orain No 51.: Dr2in No.12,:
Q 1293159 2cres Ro2dway 0,129316 acres Roadway 0 acres upsfream
Q addifianal Q additipnal 2,052474 acres Site 6
0.1293159 tatal impQrv. Q 129316 total imperv, 2 052474 tofal imperv.
4.372429$ Rational Flow, cfs 0,37243 Rationa! Ffow, cfa 6,042452 Rational Flow, cfs
0.9293159 total area 0 129376 total area 2155073 tofal area, sike 5
na 7R55 FLOW, cfs na TR55 FLOW, cis 9.706 7R55 FLOW, cfs
Required Pipe:
7,366522 cfs
18 inches
0.00419 SCope
0.012 =n
Grass Ghannnel def. 9114 fo inlet toMH1 Grass Channnel def 10141o inlef toMH1 Grass Channnel det 7/4 la Inlel 1aMFi2
Crain No. 13: Orain N4, 94; Drain No. 15:
1.1529286 acres Sifes 9,8 0.922273 acres Site1 3441717 acre5 Sites 87,8
p additional 0 additional 0 additional
7,1529286 tatal imperv, 0.922273 total impenr 1441717 total imperv.
3,4795067 Rational Flow, cis 2.7$7392 Rafional Flaw, cfs 10.25391 Rational Flow, cfs
1.2772439 tolal area 1.024849 total area 3708724 to#al area
na TR55 FLOW, cfs na TR55 FL{7W, ef5 2 917 TR55 FLQW, cfS
Required Ghannel: 30°lo FREE Required Channei, 30°lo FREE Required Channel: 30°la FREEBOARD:
5.7890535 efs 8.894291 4.946369 cfs 5.515433 10.99912 cfs 9-652008
95 inches battam width Llse- 12 incbes bottam width Use, 21 inches bottam width Use;
5.3033009 inches depth 1 4.242649 inches depth 05 7.424621 inches depth 1 O.005 slope 0A12 slopa 0,003 slvpe
0.025 =n 0.025 =n 0,025 -n
4.6533664 -v 5.824621 -v 6,996537 =v
Grass Channnel def. 814 to inlet tvMFi2 Grass Channnel det 414&514 fo in€et toMH3 Grass Channnel det 614 fp inlei 1oS end SUVSw21e
drain No. 18; Drain No. 17: Drain No. 1$-
2.9152363 acres Sile 2 2.052474 acres Sife 5 Q 554915 acre Site 3
Engcalc1-E-3
Bonuccelli Develapmenl
Marietta 8 Sullivan
16-May-00
Slormwaler Disposal
0 additional 0 additional 0 addilianal
2.9192363 total imperv. 2.052474 iotal imperv. 0.554915 total imperv.
9.7589526 Ralional Flow, cfs 6.042452 Rational Flow, cfs 1.632297 Raiional Flow, cfs
3.9751364 total area 2.155073 total area 0.581589 total area
2.475 TR55 FLOW, cfs 1.106 TR55 FLOW, cfs na TR55 FLOW, cfs
Required Channel: 30% FREE Required Channel: 30% FREE Required Channel: 30% FREEBOARD:
12.280437 cfs 6.894291 6.281895 cfs 5.515433 6.995222 cfs 5.515433
15 inches bottom width Use. 12 inches bottom width Use: 12 inches bottom width Use:
5.3433009 inches depth 1 4.242641 inches deplh 0,5 4.242641 inches depth 0.5
0.0225 slape 0.019355 slope 0.024 slope
0.025 =n 0,025 =n 0.025 =n
3.3099755 =v 3.56491 =v 3.410898 =v
Grass Channnel of area 4 to inlet to Swale Pipe from Site 4 to SWSwale
Drain No, 19: Orain No. 20:
1.7290599 acres Site 4 1.72906 acres Sile 4
0 addiGonal 0 additional
1.7290599 loial imperv. 1.72906 total imperv.
5.0719945 Rational Flow, cfs 5.071994 RaUonal Flow, cfs
1.8011708 total area 1.801171 total area
na TR55 FLOW, cfs na TR55 FIOW, cfs
Required Channel: 30% FREE Required Pipe;
8.7273266 cfs 6.894291 5 05354 cis
15 inches batfom width Use: 12 inches
5.3433009 inches depth 1 0.017143 slape
0.0113636 slope 0.012 =n
0.025 =n
6.783102 =v
Complete TR55 SWDRAINAGE:
9.66 TR55 FLOW, cfs
MAXIMUM DEPTH: 1.1 FEE7
SWSWALE DESIGN:
BOTTOM AREA: 47801.7 cum.
depth area storage Cum. slor. Gallons storagelaf
0 47801.7 0 0 0 0
0,5 48786,19 24146.97 24146.97 180643.5 0,554338
1 49770.67 24639.21 48786.19 364969.4 1.119977
1.5 50755.16 25131.46 73917.64 552977.9 1.696916
2 51739.64 25623.7 99541,34 744668,8 2.285155
Grass Channnel det 1214 to inlet to SESwale
Orain No. 21:
Engcalcl-E-4
Bonuccelli Development
Marietta & Sullivan
16-May-00
Stormwater Disposal
3.7334308 acres Sifes 1,2
0 addilional
3.7334308 tolal imperv.
11.061664 Rational Flotiv, cfs
3.9751364 total area
3.94 TR55 FLOW, cfs
Required Channel: 30% FREEBOARD:
5.7890535 cfs 6.894291 inches
15 inches bottom width Use,
5.3033069 inches depth 0.58 fooi
0.005 slope
0.025 =n
5.2692135 =v
SESWALE DESIGN:
BOTTOM AREA: 7608 cum.
depth area acres storage Cum, stor. Gallons storagelaf
0 7608 0.174656 0 0 0 0
0.5 8181 0.18781 3947.25 3947 25 29529 38 0.090616
1 8754 0.200964 4233.75 8181 61202.06 0.18781
1.5 9327 0.214118 4520.25 12701.25 95018.05 0.291581
2 9900 0.227273 4806.75 17508 130977.3 0.401928
MAXIMUM DEPTH: 1.28 FEET
ROADWAY SWALE DESIGN:
BOTTOM AREA: 3409.336 cum.
depth area acres storage Cum. s1or. Gallons sforagelaf
0 3409.336 0.078268 0 0 0 0
0.25 5795.872 0.133055 1150.651 1150.651 8608 02 0.026415
0.5 8182.407 0,187842 1747.285 2897.936 21679 46 0.066527
MAXIMUM DEPTH: 0.65 FEET (w!4 dr)Awells)
Inlet Calculations:
Catch Basin Inlet CalculaUons
Catch Basin Inlet Capacity: (worst case, inlel taking entire flow)
Inlet Depression, Type 1 Catth Basin: 01 ft.
Flow: 0.37243 cfs = Q
maximum allowable ponding:
0.16666 feet = h: maximum widlh of gutter Flow = 8,33 (eef each side; 20' fravel
= head for weir of inlet grate widlh is lefi
Required area of 1" wide slotted inlets:
Cw= 3
Engcalc1-E-5
.
8oriuCCelEi G2veldpment
Marieffa & Sullivan
16-May-DQ ,
5t4fmwaf0f DiSpoSal
Q=Cw'Lh"{3J2}
L=Q1(Cw"h"(3J2))
L= 1.824635 feet Therefore a 23° by 99" grated inlet with 1" wide slofs and a grated perimeter lvier (3sides) of
61 inches = 5-9" will be adequafe.
Worsl Case fnlet Depression, Type 1 Inlet: O.t ft, ,
Flow: 2.917 cfs = Q (use TR55 flQw calc where applir,able)
maximLim aflpwable ponding;
0.4 feet = h
~ head for weir pf in€et grale
Required area 4f 1" wide 51otted inlets:
Cw= 3
Q=Cw"Lh"(3I2)
L=QJ(Cw*h^(3!2))
L= 3.843485 feef
7herefore a 23" by 19" grated inlet wtth 1" wide slots and a graletl fotal perimeler wier (4sides) of
84 inches = 7'-0" will be adequate.
Pipe'Inlet frpm N(o MH1, 12° Oie, HpPE N-12.
Plow: 3,479507 cis = Q (u5e TR55 flow calc where applicable)
calcufated depth:
5.303301 inches = 0,441942 {eet
Depth available at inlet; 0 6G6667 feet
Treat as inlet weir w! 6.441942 feef head
Use weighted valus betvueen low 2nd high head weir formulas:
Cw= 3
Q=Cw*Lh"(312)
L=Cll(G1w"h1(312))
L= 3.947743 feet
Cw= 0.67
Q-Cw'A*sqr1(2gH)
A=Q!{Cuv"sqrt(3gH)}
A- 0 973458 square feet
A prpvided 1,10'5417 square feet
Perimeter. 4,695 feet OK
Pipe Inlef from N tv MH3, 18" Qia. HDPE N-12:
Flow: 6.042452 cfs = Q (use 7R55 flaw calc where applicable)
calculated depth;
4242641 incheS = 0,353553 feet
Repih available at inlet; 1,5 feei
Treat as inlet weir w! 0.353553 feet head
Use wei9 hted value between low and higli head weir fflrmulasEngcalcl-E-6
Bonuccelli Development
Marietta & Sullivan
16-May-00
Sformwater Disposal
Cw= 3
Q=Cw"Lh^(3/2)
L=Q/(Cw'h^(312))
L= 9.580969 feet
Cw= 0.67
Q=Cw`A"sqrt(29H)
A=QI(Cw'sqrt(2gH))
A= 1.890027 squarefeel
A provided 3.044063 square feet
Perimeter: 9.55125 feet OK
Pipe Inlet from N to CulveR to SWSwaleMH3,12" Dia. HDPE N•12:
Flow: 5.071994 cfs = Q (use TR55 flow calc where applicable) 16.14466 fps
calculated depth:
7.5 inches = 0.625 feet
Deplh available al inlet: 1 feet
Treat as inlet weir w! 0.625 feet head
Use weighted value between low and high head weir formulas:
Cw= 3
Q=Cw'Lh^(3/2)
L=QI(Cw"h^(312))
L= 3.421665 feet
Cw= 0.67
Q=Cw"A*sqrt(2gH)
A=Q!(Cw'sQrt(29H))
A= 1,193221 square feet
A provided 1 105417 square feet
Perimeter 4,695 feet OK
Outfall Protection Calculations
Outfalls to SWSwale
For 18" Storm sewer ouifall, Vavg = 3.831036 fps
This ouffall does not drop, B= 1.25
Therefore Vss = B`Vavg = 4.788795 fps
Since the slope is level, Using Figure 34 from ihe Spokane County Guidelines for Stormwater Management:
Mean stone size: 0115 feel, = 2,1 inches;say 3 inches
(embedded stone)
Riprap area dimensions:
Worst case is unsubmerged discharge; use Figure 46 from Spokane County Gwdelines for Siormwater Man.
La =1.80IDo^(3I2) +7Do (TW < Dol2)
= 17.13322 feet, say 17 feet
W = 3Do + 0.4La
= 11.35329 feet, say 11 feet
Engcalc1-E-7
.
. n
~
Sonuccelli Develapment
Nlarietta & Sullivan 16-May-00
$f4PfilWafQf d15p052l
ror 12" fram Culvert under gravel driveway to west af cul-de-sac:
v8vg = $.457$64
This outfall does drap, B= 1.5
Therefore Vss - B*Vavg = 9.6$6796 fps
The slope is 3;1, UsiRg Figure 34 from t h e Sppkane Counfy Guideline5 for Stormwater Management:
Mean 5tone size: 0,9 feek, _ 10,8 inches;say 11
(empedded 5tone) US0 rpund0d St4n2
Riprap area dimensipns;
Warst case is unsubmerged discharge, use Figure 46 fro m Spoka ne Cqunly Guidelines far Sfarmwafer N1an.
La = 1.8QlDa11(312) +PDa (TW > Qo12)
- 16.12959 feet, say 16 fee#
W=3do+0.4La
= 9,451836 feet, say 9 feet
SE Swa1e For 12" Gtass Channel from norlh and siEes 1 and 2:
Vavg = 5.269214
This outfall daes nat drap, B= 1,25
Therefore Vss = B'Vavg = 6.586517 fps
The slope is 3:1, Using Figure 34 from the Spakane Caunty Guidefines fpr 8kormwater Management:
Mean stone size: 4.33 feet, = 3.96 inches;say 4
(embedded stone)
Riprep area dimensions:
Worst case is unsubmerged discharge, use Figure 46 from 5pokane Counky Guidelines far Skormwater Man.
La =1.8QlDa"(312) +7Do (7W > Qo12} .
= 15,06608 feet, s2y 15 feet
IN = 3Do + 0.4La
= 9 77643 feet, say 19 feet
Engcale1-E-8
.
TR-55 WORKSHEET 3 Time of Concenfiration or Travel Time
Project : Bonuccelli Mari etta&Sullivan IBy : AEG Date : 2-11-98
Location: Watershed draining to SW swaleChecked: Date :
Circle One: Present Developed
Circle One: Tc Tt through subarea
Notcs: Space for as many as two segments per flow type can be used for each
worksheet.
Inlcude a map, schematic, or description of flow scgments.
SHEET FLOW (Applicable to Tc only) Segment ID Parcel 11
1. Surface Description (table 3-1) asphalt
2. Manning's roughncss coeff.,n (table 3-1)...... .02 0.
3. Flow Length, L(total L<= 300 ft) ft 200
4. 'ren-yr 24-hr rainfall, P2 in 2.12 0.
5. Land slope,s ...............................ft/ft 0.009 0.
6. Tt = 0.007(nL)^.8/P2^.5 s^.4 Computc Tt.... hr 0.0959 0.
0.0959
SHALLOW CONCENTRATED FLOW Seginent ID NEchannel
7. Surface Description (paved or unpaved) grass
8. Flow Lcngth, L ft 332
9. Watercoursc Slopc, s ........................ftlft 0.01 0.
10. Average Velocity, v(from figure) ............ft/s 1.5 0.
11. Tt = L(3600V) Compute Tt.... hr 0.0615 0.
0.0615
CHANNEL FLOW Seg7nent ID NCpipe CDSpipe
12. Cross Sectional Flow Area, .................ft^2 0.8 0.8
13. Wetted Perimeter, Pw ft 3.1 3.1
14. Hydraulic Radius r= a/Pw ft .3 .3
15. Channel Slope, s ............................ft/ft 0.02 0.004
16. Manning's roughness coeff.,n .015 0.015
17. V=1.49 r^2/3 s^1 /2 / n Compute V..........ft/s 5.57 2.49
18. Flow Length, L ft 472 122
19. Tt = L(3600V) Compute Tt.... llr 0.0235 0.0136
0.0371
20. Watershed or subarea Tc or Tt add Tc in steps 6,11, and 19 hr 0.195
c:\clientslbonuceli1tr55sw2.txt
' SAiADR 6.0 for 67indows
watershed InEormation
F7atershed Tota]. Azea (acres) :16.3090
Impervious Area (acres) :13.7100
Time of Concentration (min) :11.7
% Impervious Directly Connected :100.00
Additional Abstraction
Over Pervious Area (inches) :0.10
Over Impervious Area (inches) :0.01
Infiltration Characteristics:
P9ax Infiltration Capacity (a.n) :999.00
SCS Curve Number foz Pervious :61
Initial Abstraction Eactor :0.20
e:\clients\bonuceli\scaswale2.shd
I
r ~
Watershec'- Hydrograph
FlOW 6 - -
(cfs) ,
4
~
~
0
o - ~ l 'o 1 15 2'0 ~ 3'0
Time (hours)
' t[ydrCgraph Type :SCS 100 Hydrograph
Time Time Rain C Rain Infiltration Er.cess Er.cess Outtlow
(hr) HHMM (in) (in) (in) (in) (cfs) (cfs)
0.250 00015 0.009 0.004 0.000 0.000 0.000 0.000
0.500 00030 0.006 0.010 0.000 0.000 0.028 0.005
0.750 00095 0.006 0.017 0.000 0.005 0.398 0.072
1.000 00100 0.006 0.023 0.000 0.005 0.398 0.132
1.250 00115 0.006 0.029 0.000 0.005 0.348 0.189
1.500 00130 0.006 0.036 0.000 0.005 0.348 0.230
1.750 00145 0.006 0.042 0.000 0.005 0.346 0.267
2.000 00200 0.006 0.048 0.000 0.005 0.348 0.298
2.250 00215 0.006 0.055 0.000 0.005 0.348 0.321
2.500 00230 0.006 0.061 0.000 0.005 0.348 0.338
2.750 00295 0.006 0.067 0.000 0.005 0.348 0.346
3.000 00300 0.006 0.073 0.000 0.005 0.348 0.398
3.250 00315 0.006 0.080 0.000 0.005 0.348 0.348
3.500 00330 0.006 0.086 0.000 0.005 0.348 0.348
3.750 00345 0.006 0.092 0.000 0.005 0.398 0.348
4.000 00900 0.008 0.101 0.000 0.007 0.964 0.371
9.250 00915 0.008 0.109 0.001 0.007 0.964 0.391
9.500 00930 0.008 0.116 0.001 0.007 0.464 0.409
9.750 00445 0.008 0.126 0.001 0.007 0.464 0.424
5.000 00500 0.008 0.134 0.001 0.007 0.464 0.437
5.250 00515 0.008 0.143 0.001 0.007 0.464 0.497
5.500 00530 0.008 0.151 0.001 0.007 0.464 0.455
5.750 00545 0.008 0.160 0.001 0.007 0.969 0.961
6.000 00600 0.006 0.169 0.001 0.007 0.469 0.964
6.250 00615 0.011 0.178 0.002 0.009 0.580 0.987
6.500 00630 0.011 0.189 0.002 0.009 0.580 0.507
6.750 00695 0.010 0.199 0.002 0.009 0.560 0.525
7.000 00700 0.011 0.210 0.002 0.009 0.560 0.540
7.250 00715 0.010 0.220 0.002 0.009 0.580 0.553
7.500 00730 0.011 0.231 0.002 0.009 0.580 0.563
7.750 00795 0.011 0.291 0.002 0.009 0.580 0.571
8.000 00800 0.010 0.252 0.002 0.009 0.580 0.577
8.250 00815 0.013 0.265 0.002 0.011 0.697 0.602
8.500 00830 0.015 0.279 0.002 0.012 0.813 0.646
8.750 00895 0.015 0.299 0.002 0.012 0.813 0.683
9.000 00900 0.015 0.309 0.002 0.012 0.813 0.716
9.250 00915 0.017 0.325 0.003 0.019 0.929 0.767
9.500 00930 0.017 0.342 0.003 0.014 0.929 0.810
9.750 00945 0.019 0.361 0.003 0.016 1.045 0.869
10.00 01000 0.019 0.380 0.003 0.016 1.045 0.918
10.25 01015 0.021 0.401 0.003 0.018 1.161 0.979
10.50 01030 0.025 0.426 0.009 0.021 1.393 1.074
10.75 01045 0.032 0.458 0.005 0.026 1.791 1.221
11.00 01100 0.038 0.996 0.006 0.032 2.090 1.415
11.25 01115 0.044 0.540 0.007 0.037 2.438 1.650
11.50 01130 0.055 0.594 0.009 0.046 3.018 1.964
11.75 01145 0.218 0.823 0.035 0.184 12.073 3.990
12.00 01200 0.580 1.392 0.092 0.487 32.040 9.655
12.25 01215 0.092 1.985 0.019 0.078 5.126 9.453
12.50 01230 0.059 1.543 0.009 0.050 3.276 8.807
12.75 01245 0.048 1.592 0.007 0.041 2.699 8.009
13.00 01300 0.038 1.630 0.006 0.032 2.117 7.060
13.25 01315 0.031 1.661 0.005 0.027 1.767 6.037
13.50 01330 0.027 1.688 0.004 0.023 1.539 9.974
13.75 01395 0.023 1.711 0.003 0.020 1.300 3.883
14.00 01900 0.021 1.732 0.003 0.018 1.183 2.801
19.25 01915 0.019 1.751 0.003 0.016 1.065 1.869
14.50 01930 0.017 1.768 0.002 0.019 0.948 1.940
14.75 01445 0.015 1.783 0.002 0.013 0.830 1.238
15.00 01500 0.015 1.798 0.002 0.013 0.831 1.099
15.25 01515 0.015 1.812 0.002 0.013 0.831 1.002
15.50 01530 0.013 1.825 0.002 0.011 0.713 0.913
15.75 01595 0.013 1.837 0.002 0.011 0.713 0.848
16.00 01600 0.013 1.850 0.002 0.011 0.719 0.801
16.25 01615 0.013 1.863 0.002 0.011 0.714 0.769
16.50 01630 0.013 1.875 0.002 0.011 0.715 0.746
16.75 01645 0.010 1.866 0.001 0.009 0.596 0.709
17.00 01700 0.010 1.896 0.001 0.009 0.596 0.680
17.25 01715 0.010 1.907 0.001 0.009 0.596 0.657
17.50 01730 0.010 1.917 0.001 0.009 0.597 0.638
17.75 01745 0.010 1.928 0.001 0.009 0.597 0.625
18.00 01800 0.008 1.936 0.001 0.007 0.978 0.591
18.25 01815 0.008 1.945 0.001 0.007 0.978 0.563
18.50 01830 0.008 1.953 0.001 0.007 0.978 0.539
18.75 01895 0.008 1.961 0.001 0.007 0.978 0.520
19.00 01900 0.008 1.970 0.001 0.007 0.979 0.507
19.25 01915 0.008 1.978 0.001 0.007 0.479 0.496
19.50 01930 0.008 1.987 0.001 0.007 0.479 0.488
19.75 01995 0.008 1.995 0.001 0.007 0.979 0.982
20.00 02000 0.006 2.001 0.001 0.005 0.359 0.456
20.25 02015 0.006 2.008 0.001 0.005 0.359 0.935
20•.50 02,030 0.006 2.014 0.001 0.005 0.360 0.917
20.75 02045 0.006 2.020 0.001 0.005 0.360 0.401
21.00 02100 0.006 2.026 0.001 0.005 0.360 0.388
21.25 02115 0.006 2.033 0.001 0.005 0.360 0.378
21.50 02130 0.006 2.039 0.001 0.005 0.360 0.369
21.75 02145 0.006 2.095 0.001 0.005 0.360 0.364
22.00 02200 0.006 2.052 0.001 0.005 0.360 0.361
22.25 02215 0.006 2.056 0.001 0.005 0.360 0.360
22.50 02234 0.006 2.069 0.001 0.005 0.360 0.360
22.75 02295 0.006 2.071 0.001 0.005 0.360 0.360 23.00 02300 0.006 2.077 0.001 0.005 0.361 0.360
23.25 02315 0.006 2.083 0.001 0.005 0.361 0.360
23.50 02330 0.006 2.089 0.001 0.005 0.361 0.360
23.75 02345 0.006 2.096 0.001 0.005 0.361 0.361
29.00 00000 0.004 2.100 0.001 0.009 0.241 0.337
24.25 00015 0.000 2.100 0.000 0.000 0.000 0.270
24.50 00030 0.000 2.100 0.000 0.000 0.000 0.210
24.75 00045 0.000 2.100 0.000 0.000 0.000 0.158
25.00 00100 0.000 2.100 0.000 0.000 0.000 0.713
25.25 00115 0.000 2.100 0.000 0.000 0.000 0.075
25.50 00130 0.000 2.100 0.000 0.000 0.000 0.096
2.100 0.307 1.768 1.767
Totals for 6•7atershed in inches over 16.31 acres
Rational Coef£zcient = 0.859 Peak FlOw (cfs) = 09.66
e:\clients\bonuceli\swswale2.hyd
Stage 'Storage Weir 1 Q 4deir 2 Q Discharge
(tt) (ac-ft) (cfs) (cfs) (cfs)
0.00 0.00 0.00 0.00 0.00
0.50 0.55 0.00 0.00 0.00
1.00 1.12 0.66 0.66 1.33
1.50 1.70 3.75 3.75 7.50
2.00 2.29 10.33 10.33 20.67
Weir Numberl
Type : Circular Orifice
Equation : Q = C*A*2g^.5*H^n
6Jeir Invert (ft) . 0.50
C: 0.60 n: 0.50
Orifice Diameter (ft) . 1.50
Weir Number2
Type : Circular Orifice
Equation : Q = C*A*2g^.5*H^n
weir Invert (ft) . 0.50
C: 0.60 n: 0.50
Orifice Diameter (ft) . 1.50
e:\cli.ents\bonuceli\swswale2.pnd
outln~
. R-
p on
,o -
~ ~ ~ ~and ~low In
. ~ ° /
$ ~ -
~ ~
,
6 ~ ~ _ _ , .
F1Q~ ~ ~ - - - - ~ oU~
C~S 1 ` J~ ' P°n~ Flp~
~ ~ ~ ~
~
r- -
2 ~ ~ ~ 3~
~ ~
. . ~ - - - ~Q 2
~ , 15
o , h~ur }
0~''~~ 5 S
T lYne
Time ` Inflow Outflow Stage Storage
(hr) (cfs) (cfs) ' (ft) (ac-tt)
0.25 0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00 0.00
0.75 0.07 0.00 0.00 0.00
1.00 0.13 0.00 0.00 0.00
1.25 0.1.8 0.00 0.00 0.00
1.50 0.23 0.00 0.00 0.00
1.75 0.27 0.00 0.00 0.00
2.00 0.30 0.00 0.00 0.00
2.25 0.32 0.00 0.00 0.00
2.50 0.34 0.00 0.00 0.00
2.75 0.35 0.00 0.00 0.00
3.00 0.35 0.00 0.00 0.00
3.25 0.35 0.00 0.00 0.00
3.50 0.35 0.00 0.00 0.00
3.75 0.35 0.00 0.00 0.00
4.00 0.37 0.00 0.00 0.00
4.25 0.39 0.00 0.00 0.00
4.50 0.41 0.00 0.00 0.00
4.75 0.42 0.00 0.00 0.00
5.00 0.49 0.00 0.00 0.00
5.25 0.45 0.00 0.00 0.00
5.50 0.95 0.00 0.00 0.00
5.75 0.96 0.00 0.00 0.01
6.00 0.46 0.00 0.01 0.01
6.25 0.99 0.00 0.01 0.01 6.50 0.51 0.00 0.01 0.01
6.75 0.52 0.00 0.01 0.01
7.00 0.54 0.00 0.01 0.02
7.25 0.55 0.00 0.02 0.02
7.50 0.56 0.00 0.02 0.02
7.75 0.57 0.00 0.02 0.03
8.00 0.58 0.00 0.03 0.03
8.25 0.60 0.00 0.03 0.03
8.50 0.65 0.00 0.04 0.04
8.75 0.68 0.00 0.04 0.04
9.00 0.72 0.00 0.05 0.05
9.25 0.77 0.00 0.05 0.06
9.50 0.81 0.00 0.06 0.07
9.75 0.87 0.00 0.07 0.08
10.00 0.92 0.00 0.08 0.09
10.25 0.98 0.00 0.09 0.10
10.50 1.07 0.00 0.10 0.11
10.75 1.22 0.00 0.12 0.13
11.00 1.92 0.00 0.14 0.15
11.25 1.65 0.00 0.16 0.18
11.50 1.96 0.00 0.19 0.21
11.75 3.99 0.00 0.25 0.28
12.00 9.66 0.00 0.41 0.46
12.25 9.95 0.21 0.58 0.64
12.50 8.E1 0.60 0.73 0.81
12.75 8.00 0.93 0.85 0.95
13.00 7.06 1.21 0.96 1.07
13.25 6.04 1.75 1.03 1.16
13.50 4.97 2.34 1.08 1.21
13.75 3.88 2.58 1.10 1.24
19.00 2.80 2.56 1.10 1.24
14.25 1.87 2.36 1.08 1.22
14.50 1.94 2.10 1.06 1.19
19.75 1.29 1.85 1.09 1.17
15.00 1.10 1.62 1.02 1.15
15.25 1.00 1.41 1.01 1.13
15.50 0.91 1.30 0.99 1.11
15.75 0.85 1.26 0.93 1.09
16.00 0.80 1.22 0.96 1.08
16.25 0.77 1.18 0.95 1.06
16.50 0.75 1.14 0.93 1.09
16.75 0.71 1.10 0.92 1.02
17.00 0.68 1.06 0.90 1.01
17.25 0.66 1.02 0.89 0.99
17.50 0.64 0.99 0.87 0.97
17.75 0.62 0.95 0.86 0.96
18.00 0.59 0.91 0.84 0.94
18.25 0.56 0.88 0.83 0.93
18.50 0.54 0.84 0.82 0.91
18.75 0.52 0.81 0.80 0.90
19.00 0.51 0.77 0.79 0.88
19.25 0.50 0.74 0.78 0.87
19.50 0.99 0.71 0.77 0.86
19.75 0.98 0.68 0.76 0.84
20.00 0.96 0.65 0.74 0.83
20.25 0.93 0.62 0.73 0.82
20.50 0.92 0.59 0.72 0.81
20.75 0.90 0.56 0.71 0.79
~1.00 ' 0.39 0.53 0.70 0.78
21.25 0.38 0.51 0.69 0.77
21.50 0.37 0.96 0.68 0.76
21.75 0.36 0.96 0.67 0.75
22.00 0.36 0.43 0.66 0.79
22.25 0.36 0.91 0.65 0.73
22.50 0.36 0.39 0.65 0.72
22.75 0.36 0.37 0.64 0.71
23.00 0.36 0.35 0.63 0.70
23.25 0.36 0.33 0.62 0.69
23.50 0.36 0.31 0.62 0.69
23.75 0.36 0.29 0.61 0.68
24.00 0.39 0.28 0.60 0.67
24.25 0.27 0.26 0.60 0.66
29.50 0.21 0.24 0.59 0.65
24.75 0.16 0.21 0.58 0.65
25.00 0.11 0.19 0.57 0.69
25.25 0.08 0.17 0.56 0.62
25.50 0.05 0.14 0.55 0.61
25.75 0.00 0.11 0.54 0.60
26.00 0.00 0.09 0.53 0.59
26.25 0.00 0.07 0.53 0.58
26.50 0.00 0.04 0.52 0.57
26.75 0.00 0.02 0.51 0.56
Max: 9.66 2.58 1.10 1.24
Initial Pond volume . 000.000 ac-ft
+
Total Intlow Volume . 002.902 ac-ft
Total Outfloca Volume . 000.995 ac-ft
Total Percolation Volume : 000.846 ac-ft
Final Pond Volume (stage): 000.564 ac-ft
Einal Pond Volume (calc) : 000.560 ac-ft
Difference (error) . 000.003 ac-ft
e:\clients\bonuceli\swswale2.rte
TR-55 WORKSHEET 3 Time of Concentration or Travel Time
Pi-oject : Bonuccelli Marietta & SullivanBy : AEG Date : 2-11-98
Location: SESwale watcrshed Checked: Date :
Circle One: Present Developed
Circle One: Tc Tt through subarea
Notes: Space for as many 1s two segments pcr flow type can be used for each
worksheet.
Inlcudc a map, schematic, or description of flow segments.
SHEET FLOW (Applicable to Tc only) Segment ID I'arcel 9
1. Surf.ace Description (table 3-1) asphalt
2. Manning's roug}uless coeff.,n (fiable 3-1)...... .02 0.
3. Flow Length, L(total L<= 300 ft) ft 55
4. Ten-yr 24-hr rainfall, P2 in 2.12 0.
5. Land slope,s ...............................ftlf.t 0.0064 0.
6. Tt = 0.007(nL)^.8/P2^.5 s^.4 Compute Tt.... hr 0.0391 0.
0.0391
SHALLOW COrICENTRATED FLOW Scgment ID chane19 channe13
7. Surface Description (paved or unpaved) grass grass
8. Flow Length, L ft 55 141
9. Watercourse Slope, s ........................ftlft 0.01 0.018
10. AveragE Velocity, v(from figure) ............ft/s 0.75 1.
11. Tt = L(3600V) Compute Tt.... h.r 0.0204 0.0391
0.0595
CHANNEL FLOW SegYnent ID
12. Cross Sectional Flow Area. ft^2 0. 0.
13. Wetted Perimeter, Pw f.t . .
14. Hydraulic Radius r= a/Pw ft . .
15. Channel Slope, s ............................fuft 0. 0.
16. Manning's roughness coeff.,n . 0.
17. V=1.49 r^2/3 s^ 1/2 / n Compute V.......... ftls 0. 0.
18. Flow Length, L ft
19. Tt = L(3600V) Compute Tt.... hr 0. 0.
0.
20. Watershed or subarea Tc or Tt add Tc in steps 6,11, and 19 hr 0.099
c:\cl ients\bonuceli\tr55 se.txt
' SP'rAAA 6.0 for y7indows
watershEd Information
Watezshed Total Area (acres) :3.9700
Imperva.ous Area (acres) :3.4300
Time of Concentrata.on (min) :5.9 °
$ Impervious Direct].y Connected :100.00
Additional Abstraction
Over Pervious Area (inches) :0.10
Over Impervious Area (i.nches) :0.01
Infiltration Characteristics:
Max Tnfa.ltration Capacity (in) :999.00
SCS Curve Number foz Pervious :61
Initial Abstraction Factor :0.20
e:\clients\bonuceli\seswale.shd
Watershed Hydrograp--'I
4 -
~
3
Flow
(CfS) 2 , - -
0
OJ~~~ 10 11 5 2'0 2~5
Time (hours)
Hydrograph Type :SCS 100 Hydrograph
Time Time Rain C•Rain Infiltration Excess Excess Outflow
(hr) HHMM (in) (in) (in) (in) (cfs) (cfs)
0.250 00015 0.009 0.009 0.000 ' 0.000 0.000 0.000
0.500 00030 0.006 0.010 0.000 0.000 0.007 0.002
0.750 00045 0.006 0..017 0.000 0.005 0.087 0.033
1.000 00100 0.006 0.023 0.000 0.005 0.087 0.057
1.250 00115 0.006 0.029 0.000 0.005 0.087 0.074
1.500 00130 ' 0.006 0.036 0.000 0.005 0.087 0.085
1.750 00145 0.006 0.092 0.000 '0.005 0.087 0.089
2.000 00200 0.006 0.093 0.000 0.005 0.087 0.087
2.250 00215 0.006 0.055 0.000 0.005 0.087 0.087
2.500 00230 0.006 0.061 0.000 0.005 0.087 0.087
2.750 00245 0.006 0.067 ' 0.000 0.005 0.087 0.087
3.000 00300 0.006 0.073 0.000 0.005 0.087 0.087
3.250 00315 0.006 0.080 0.000 0.005 0.087 0.087
3.500 00330 0.006 0.086 0.000 0.005 0.087 0.087
3.750 00345 0.006 0.092 0.000 0.005 0.087 0.087
4.000 00900 0.008 0.101 0.000 • 0.007 0.116 0.097
4.250 00915 0.008 0.109 0.001 0.007 0.116 0.106
9.500 00430 0.008 0.118 0.001 0.007 0.116 0.111
4.750 00445 0.008 0.126 0.001 0.007 0.116 0.115
5.000 00500 0.008 0.134 0.001 0.007 0.116 0.117
5.250 00515 0.008 0.143 0.001 0.007 0.116 0.116
5.500 00530 0.008 0.151 0.001 0.007 0.116 0.116
5.750 00545 0.008 0.160 0.001 0.007 0.116 0.116
6.000 00600 0.008 0.168 0.001 0.007 0.116 0.116
6.250 00615 0.011 0.178 0.001 0.009 0.145 0.126
6.500 00630 0.011 0.189 0.001 0.009 0.145 0.135 '
6.750 00645 0.010 0.199 0.001 0.009 0.145 0.141
7.000 00700 0.011 0.210 0.001 0.009 0.145 0.149
7.250 00715 0.010 0.220 0.001 0.009 0.145 0.146
7.500 00730 0.011 0.231 0.001 0.009 0.145 0.145
7.750 00745 0.011 0.241 0.001 0.009 0.145 0.195
8.000 00800 0.010 0.252 0.001 0.009 0.145 0.145
8.250 00815 0.013 0.265 0.002 0.011 0.174 0.156
8.500 00830 0.015 0.279 0.002 0.013 0.203 0.174
8.750 00845 0.015 0.299 0.002 0.013 0.203 0.188
9.000 00900 0.415 0.309 0.002 0.013 0.203 0.198
9.250 00915 0.017 0.325 0.002 0.015 0.232 0.213
9.500 00930 0.017 0.342 0.002 0.015 0.232 0.222
9.750 00945 0.019 0.361 0.003 0.016 0.261 0.238
10.00 01000 0.019 0.380 0.003 0.016 0.261 0.250
10.25 01015 0.021 0.901 0.003 0.018 0.290 0.268
10.50 01030 0.025 0.426 0.003 0.022 0.399 0.299
10.75 01095 0.032 0.458 0.009 0.027 0.436 0.354
11.00 01100 0.036 0.496 0.005 0.033 0.523 0.424
11.25 01115 0.044 0.540 0.006 0.038 0.610 0.506
11.50 01130 0.055 0.594 0.007 0.047 0.755 0.619
11.75 01145 0.218 0.813 0.030 0.189 3.020 1.490
12.00 01200 0.580 1.392 0.079 0.501 8.016 3.939
12.25 01215 0.092 1.985 0.012 0.080 1.282 3.931
12.50 01230 0.059 1.593 0.008 0.051 0.818 2.703
12.75 01245 0.048 1.592 0.006 0.092 0.674 1.911
13.00 01300 0.038 1.630 0.005 0.033 0.526 1.076
13.25 01315 0.031 1.661 0.004 0.028 0.441 0.445
13.50 01330 0.027 1.688 0.003 0.024 0.383 0.971
13.75 01395 0.023 1.711 0.003 0.020 0.324 0.399
14.00 01400 0.021 1.732 0.003 0.018 0.295 0.399
14.25 01415 0.019 1.751 0.002 0.017 0.266 0.305
14.50 01430 0.017 1.768 0.002 0.015 0.236 0.271
14.75 01445 0.015 1.783 0.002 0.013 0.207 0.291
15.00 01500 0.015 1.798 0.002 0.013 0.207 0.223
15.25 01515 0.015 1.812 0.002 0.013 0.207 0.212
15.50 01530 0.013 1.825 0.002 0.011 0.176 0.197
15.75 01545 0.013 1.837 0.001 0.011 0.178 0.168
16.00 01600 0.013 1.850 0.001 0.011 0.178 0.183
16.25 01615 0.013 1.863 0.001 0.011 0.178 0.179
16.50 01630 0.013 1.875 0.001 0.011 0.178 0.177
16.75 01695 0.010 1.886 0.001 0.009 0.198 0.167
17.00 01700 0.010 1.896 0.001 0.009 0.148 0.159
17.25 01715 0.010 1.907 0.001 0.009 0.199 0.153
17.50 01730 0.010 1.917 0.001 0.009 0.149 0.149
17.75 01745 0.010 1.928 0.001 0.009 0.149 0.148
18.00 01800 0.008 1.936 0.001 0.007 0.119 0.138
18.25 01815 0.008 1.945 0.001 0.007 0.119 0.130
18.50 01830 0.008 1.953 0.001 0.007 0.119 0.129
18.75 01845 0.006 1.961 0.001 0.007 0.119 0.120
19.00 01900 0.006 1.970 0.001 0.007 0.119 0.118
19.25 01915 0.008 1.978 0.001 0.007 0.119 0.119
19.50 01930 0.008 1.987 0.001 0.007 0.119 0.119
19.75 01945 0.008 1.995 0.001 0.007 0.119 0.119
20.00 02000 0.006 2.007. 0.001 0.006 0.089 0.109
20.25 02015 0.006 2.008 0.001 0.006 0.089 0.100
20~50 02030 0.006 2.019 0.001 0.006 0.089 0.099
20.75 02045 0.006 2.020 0.001 0.006 0.090 0.090
21.00 02100 0.006 2.026 0.001 0.006 0.090 0.089
21.25 02115 0.006 2.033 0.001 0.006 0.090 0.090
21.50 02130 0.006 2.039 0.001 0.006 0.090 0.090
21.75 02195 0.006 2.095 0.001 0.006 0.090 0.090
22.00 02200 0.006 2.052 0.001 0.006 0.090 0.090
22.25 02215 0.006 2.058 0.001 0.006 0.090 0.090
22.50 02230 0.006 2.069 0.001 0.006 0.090 0.090
22.75 02295 0.006 2.071 0.001 0.006 0.090 0.090
23.00 02300 0.006 2.077 0.001 0.006 0.090 0.090
23.25 02315 0.006 2.083 0.001 0.006 0.090 0.090
23.50 02330 0.006 2.089 0.001 0.006 0.090 0.090
23.75 02395 0.006 2.096 0.001 0.006 0.090 0.090
24.00 00000 0.009 2.100 0.000 0.009 0.060 0.079
24.25 00015 0.000 2.100 0.000 0.000 0.000 0.050
24.50 00030 0.000 2.100 0.000 0.000 0.000 0.027
24.75 OOOAS 0.000 2.100 0.000 0.000 0.000 0.011
2.100 0.262 1.815 1.815
Totals for watershed in inches over 3.97 acres
Rational Coefficient = 0.875 Peak Flo4a (cfs) = 03.94
e:\clients\seswale.hyd
Stege Storage tleir 1 Q weir 2 Q Discharge
(ft) (ac-ft) (cfs) (cfs) (cfs)
0.00 0.00 0.00 0.00 0.00
0.50 0.09 0.00 0.00 0.00
1.00 0.19 0.33 0.33 0.66
1.50 0.29 1.68 1.68 3.37
Weir Numberl
Type : Circular Orifice
Equat-ion . Q = C+A*2g^.5*H^n
Weir Invert (ft) . 0.50
C: 0.60 n: 0.50
Orifice Diameter (ft) . 0.75
4deir Number2
Type : Circular Ora.fice
Equation : Q = C*A*2g^.5tH^n
4Jeir Invert (ft) . 0.50
C: 0.60 n: 0.50
Orifice Diameter (ft) . 0.75
e:\clients\bonuceli\seswale.pnd
Pond Routing
4-
3--- -
i,
Pond Flow In
Flow
(CfS) 2---- -.~g
~
Pond Flow Out
/
~ ~ i - f ~`i~ • \ , - -
O ` I - Y
0 5 10 15 20 25
Time (hours)
Time 'Inflow Outflow Stage Storage
(hr) (cfs) (cfs) (ft) (ac-ft)
0.25 0.00 0.00 0.00 0.00
0.50 0.00 0.00 0.00 0.00
0.75 0.03 0.00 0.00 0.00
1.00 0.06 0.00 0.00 0.00
1.25 0.07 0.00 0.00 0.00
1.50 0.08 0.00 0.00 0.00
1.75 0.09 0.00 0.01 0.00
2.00 0.09 0.00 0.01 0.00
2.25 0.09 0.00 0.01 0.00
2.50 0.09 0.00 0.01 0.00
2.75 0.09 0.00 0.02 0.00
3.00 0.09 0.00 0.02 0.00
3.25 0.09 0.00 0.02 0.00
3.50 0.09 0.00 0.03 0.00
3.75 0.09 0.00 0.03 0.01
4.00 0.10 0.00 0.03 0.01
9.25 0.11 0.00 0.04 0.01
9.50 0.11 0.00 0.09 0.01
4.75 0.12 0.00 0.05 0.01
5.00 0.12 0.00 0.05 0.01
5.25 0.12 0.00 0.06 0.01
5.50 0.12 0.00 0.07 0.01
5.75 0.12 0.00 0.07 0.01
6.00 0.12 0.00 0.08 0.01
6.25 0.13 0.00 0.08 0.02
6.50 0.13 0.00 0.09 0.02
6.75 0.14 0.00 0.10 0.02
7.00 0.14 0.00 0.11 0.02
7.25 0.15 0.00 0.12 0.02
7.50 0.15 0.00 0.13 0.02
7.75 0.15 0.00 0.14 0.02
8.00 0.15 0.00 0.15 0.03
8.25 0.16 0.00 0.16 0.03
8.50 0.17 0.00 0.17 0.03
6.75 0.19 0.00 0.18 0.03
9.00 0.20 0.00 0.20 0.04
9.25 0.21 0.00 0.21 0.09
9.50 0.22 0.00 0.23 0.04
9.75 0.24 0.00 0.25 0.05
10.00 0.25 0.00 0.27 0.05
10.25 0.27 0.00 0.29 0.05
10.50 0.30 0.00 0.32 0.06
10.75 0.35 0.00 0.35 0.06
11.00 0.42 0.00 0.39 0.07
11.25 0.51 0.00 0.44 0.08
11.50 0.61 0.00 0.50 0.09
11.75 1.99 0.18 0.64 0.12
12.00 3.94 0.64 0.98 0.18
12.25 3.43 1.77 1.20 0.23
12.50 2.70 2.16 1.28 0.25
12.75 1.91 2.05 1.26 0.24
13.00 1.08 1.63 1.18 0.23
13.25 0.45 1.11 1.08 0.21
13.50 0.97 0.81 1.03 0.19
13.75 0.90 0.65 0.99 0.19
19.00 0.39 0.60 0.95 0.18
14.25 0.30 0.55 0.92 0.17
14.50 0.27 0.50 0.68 0.16
19.75 0.24 0.46 0.85 0.16
15.00 0.22 0.92 0.82 0.15
15.25 0.21 0.38 0.79 0.15
15.50 0.20 0.35 0.76 0.14
15.75 0.19 0.32 0.74 0.14
16.00 0.18 0.29 0.72 0.13
16.25 0.18 0.27 0.70 0.13 '
16.50 0.18 0.25 0.69 0.13
16.75 0.17 0.23 0.67 0.12
17.00 0.16 0.21 0.66 0.12
17.25 0.15 0.19 0.65 0.12
17.50 0.15 0.18 0.63 0.12
17.75 0.15 0.16 0.62 0.12
18.00 0.14 0.15 0.62 0.11
18.25 0.13 0.14 0.51 0.11
18.50 0.12 0.13 0.60 0.11
18.75 0.12 0.12 0.59 0.11
19.00 0.12 0.11 0.58 0.11
19.25 0.12 0.10 0.58 0.11
19.50 0.12 0.10 0.57 0.10
19.75 0.12 0.09 0.57 0.10
20.00 0.11 0.08 0.56 0.10
20.25 0.10 0.08 0.56 0.10
20.50 0.09 0.07 0.55 0.10
20.75 0.09 0.06 0.55 0.10
21.00 ` 0.09 0.06 0.54 0.10
21.25 0.09 0.05 0.54 0.10
21.50 0.09 0.05 0.54 0.10
21.75 0.09 0.09 0.53 0.10
22.00 0.09 0.09 0.53 0.10
22.25 0.09 0.09 0.53 0.10
22.50 0.09 0.09 0.53 0.10
22.75 0.09 0.03 0.53 0.10
23.00 0.09 0.03 0.52 0.10
23.25 0.09 0.03 0.52 0.10
23.50 0.09 0.03 0.52 0.10
23.75 0.09 0.03 0.52 0.10
24.00 0.08 0.03 0.52 0.09
24.25 0.05 0.02 0.52 0.09
29.50 0.03 0.01 0.51 0.09
24.75 0.01 0.00 0.50 0.09
25.00 0.00 0.00 0.50 0.09
Max: 3.94 2.16 1.28 0.25
Initial Pond Volume . 000.000 ac-ft
+
Total Inflow Volume . 000.600 ac-ft
Total Outflow Volume . 000.374 ac-ft
Total Percolation Volume : 000.136 ac-ft
Final Pond volume (stage): 000.090 ac-ft
Final Pond Volume (calc) : 000.090 ac-ft
Difference (error) . 000.000 ac-ft
e:\clients\bonuceli\seswale.rte
' +TR-55 4JORKSHEET 3 Time of Concentration oz Travel Time
Project : Bonuccelli's Marietta & SullivBy : AEG Date : 5-16-00
Location: West End, Marietta Checked: Date :
Circle One: Present Developed
Circle One: Tc Tt through subarea
Notes: Space for as many as two segments per f.low type can be used for each
worksheet.
Inlcude a map, schematic, or description of floca segments.
SHEET FLOv7 (Applicable to Tc only) Segment ID CuldeSac
1. Surface Description (table 3-1) asphalt
2. Manning's roughness coeff.,n (table 3-1)...... .02 0.
3. Flow Length, L(total L<= 300 ft) ft 134
4. Ten-yr 29-hr rainfall, P2 in 2.1 0.
5. Land slope s ...............................ft/ft 0.004 0.
6. Tt = 0.007(nL)^.8/P2^.5 s^.4 Compute Tt.... hr 0.0966 0.
0.0966
SHALLOW CONCENTRATED ELOW Segment ID
7. Surface Description (paved or unpaved)
8. Flota Length, L ft
9. Watercourse Slope, s ........................ft/ft 0. 0.
10. Average Velocity, v(from figure) ............ft/s 0. 0.
11. Tt = L(3600V) Compute Tt.... hr 0. 0.
0.
CHANNEL FLOW Segment ID
12. Cross Sectional Flow Area, .................ft"2 0. 0.
13. Wetted Perimeter, Pw ft . .
14. Hydraulic Radius r= a/Pw ft . .
15. Channel Slope, s ............................ft/ft 0. 0.
16. Manning's roughness coeEf.,n . 0.
17. V=1.49 r^2/3 s^1/2 / n Compute V ft/s 0. 0.
18. Flow Length, L ft
19. Tt = L(3600V) Compute Tt.... hr 0. 0.
0.
20. Watershed or subarea Tc or Tt add Tc in steps 6,11, and 19 hr 0.097
e:\clients\bonucelli\wguttr55.txt
~ SMhDA 6.0 for Windows
Watershed Information
Watershed Total Area (acres) :0.3450
Zmpervious Area (acres) :0.2860
Time of Concentration (min) :5.8
b Impervious Directly Connected :100.00
Additional Abstraction
Over Pervious Area (znches) :0.10
Over Impervious Area (inches) :0.01
Infiltration Characterisiics:
Max Infiltration Capacity (in) :999.00
SCS Curve Number for Pervious :61
Initial Abstraction Factor :0.20
e:\clients\bonuceli\wroadway.shd
. ;
Waters--led Hydrograph
0.4
y
0.3 - - - -
Flow
(CfS) 0.2 - - - . - ~ : .
0.1 ~
0.0
O~ 5 1~0 1'5 2'0 2f5 ~
Time (hours)
~ Hydrograph Type :SCS 100 Hydrograph
Time Time Rain C Rain Infiltration Excess Excess Outflow
(hr) HHMt9 (in) (in) (in) (in) (cfs) (cfs)
0.250 00015 0.009 0.009 0.000 0.000 0.000 0.000
0.500 00030 0.006 0.010 0.000 0.000 0.001 0.000
0.750 00045 0.006 0.017 0.000 0.005 0.007 0.003
1.000 00100 0.006 0.023 0.000 0.005 0.007 0.005
1.250 00115 0.006 0.029 0.000 0.005 0.007 0.006
1.500 00130 0.006 0.036 0.000 0.005 0.007 0.007
1.750 00145 0.006 0.042 0.000 0.005 0.007 0.007
2.000 00200 0.006 0.048 0.000 0.005 0.007 0.007
2.250 00215 0.006 0.055 0.000 0.005 0.007 0.007
2.500 00230 0.006 0.061 0.000 0.005 0.007 0.007
2.750 00245 0.006 0.067 0.000 0.005 0.007 0.007
3.000 00300 0.006 0.073 0.000 0.005 0.007 0.007
3.250 00315 0.006 0.080 0.000 0.005 0.007 0.007
3.500 00330 0.006 0.086 0.000 0.005 0.007 0.007
3.750 00345 0.006 0.092 0.000 0.005 0.007 0.007
9.000 00400 0.008 0.101 0.000 0.007 0.010 0.008
4.250 00915 0.008 0.109 0.001 0.007 0.010 0.009
4.500 00930 0.008 0.118 0.001 0.007 0.010 0.009
4.750 00945 0.008 0.126 0.001 0.007 0.010 0.010
5.000 00500 0.008 0.139 0.001 0.007 0.010 0.010
5.250 00515 0.008 0.193 0.001 0.007 0.010 0.010
5.500 00530 0.008 0.151 0.001 0.007 0.010 0.010
5.750 00545 0.008 0.160 0.001 0.007 0.010 0.010
6.000 00600 0.008 0.168 0.001 0.007 0.010 0.010
6.250 00615 0.011 0.178 0.002 0.009 0.012 0.011
6.500 00630 0.011 0.189 0.002 0.009 0.012 0.011
6.750 00645 0.010 0.199 0.002 0.009 0.012 0.012
7.000 00700 0.011 0.210 0.002 0.009 0.012 0.012
7.250 00715 0.010 0.220 0.002 0.009 0.012 0.012
7.500 00730 0.011 0.231 0.002 0.009 0.012 0.012
7.750 00795 0.011 0.241 0.002 0.009 0.012 0.012
8.000 00800 0.010 0.252 0.002 0.009 0.012 0.012
8.250 00815 0.013 0.265 0.002 0.010 0.015 0.013
8.500 00830 0.015 0.279 0.003 0.012 0.017 0.015
8.750 00845 0.015 0.299 0.003 0.012 0.017 0.016
9.000 00900 0.015 0.309 0.003 0.072 0.017 0.017
9.250 00915 0.017 0.325 0.003 0.014 0.019 0.018
9.500 00930 0.017 0.342 0.003 0.014 0.019 0.019
9.750 00995 0.029 0.361 0.003 0.016 0.022 0.020
10.00 01000 0.019 0.380 0.003 0.016 0.022 0.021
10.25 01015 0.021 0.401 0.004 0.017 0.029 0.022
10.50 01030 0.025 0.926 0.009 0.021 0.029 0.025
10.75 01095 0.032 0.958 0.005 0.026 0.036 0.030
11.00 01100 0.038 0.496 0.006 0.031 0.044 0.036
11.25 01115 0.049 0.590 0.008 0.037 0.051 0.043
11.50 01130 0.055 0.594 0.009 0.095 0.063 0.052
11.75 01145 0.218 0.813 0.037 0.181 0.252 0.127
12.00 01200 0.560 1.392 0.099 0.480 0.668 0.336
12.25 01215 0.092 1.985 0.016 0.077 0.107 0.291
12.50 01230 0.059 1.593 0.010 0.049 0.068 0.227
12.75 01295 0.098 1.592 0.008 0.041 0.056 0.157
13.00 01300 0.038 1.630 0.006 0.032 0.044 0.084
13.25 01315 0.031 1.661 0.005 0.027 0.037 0.031
13.50 01330 0.027 1.688 0.004 0.023 0.032 0.038
13.75 01345 0.023 1.711 0.009 0.020 0.027 0.033
14.00 01900 0.021 1.732 0.003 0.018 0.025 0.028
19.25 01915 0.019 1.751 0.003 0.016 0.022 0.025
14.50 01430 0.017 1.768 0.003 0.014 0.020 0.023
14.75 01445 0.015 1.783 0.002 0.012 0.017 0.020
15.00 01500 0.015 1.798 0.002 0.012 0.017 0.019
15.25 01515 0.015 1.812 0.002 0.01.2 0.017 0.018
15.50 01530 0.013 1.825 0.002 0.011 0.015 0.016
15.75 01545 0.013 1.837 0.002 0.011 0.015 0.016
16.00 01600 0.013 1.850 0.002 0.011 0.015 0.015
16.25 01615 0.013 1.863 0.002 0.011 0.015 0.015
16.50 01630 0.013 1.875 0.002 0.011 0.015 0.015
16.75 01695 0.010 1.886 0.002 0.009 0.012 0.014
17.00 01700 0.010 1.896 0.002 0.009 0.012 0.013
17.25 01715 0.010 1.907 0.002 0.009 0.012 0.013
17.50 01730 0.010 1.917 0.002 0.009 0.012 0.013
17.75 01745 0.010 1.928 0.002 0.009 0.012 0.012
18.00 01800 0.008 1.936 0.001 0.007 0.010 0.012
18.25 01815 0.008 1.995 0.001 0.007 0.010 0.011
18.50 01830 0.008 1.953 0.001 0.007 0.010 0.010
18.75 01845 0.008 1.961 0.001 0.007 0.010 0.010
79.00 01900 0.008 1.970 0.001 0.007 0.010 0.010
19.25 01915 0.008 1.978 0.001 0.007 0.010 0.010
19.50 01930 0.008 1.987 0.001 0.007 0.010 0.010
19.75 01945 0.008 1.995 0.001 0.007 0.010 0.010
20.00 02000 0.006 2.001 0.001 0.005 0.008 0.009
20.25 02015 0.006 2.006 0.001 0.005 0.008 0.008
20.50 02d30 0.006 2.014 0.001 0.005 0.008 0.008
20.75 02095 0.006 2.020 0.001 0.005 0.008 0.008
21.00 02100 0.006 2.026 0.001 0.005 0.008 0.007
21.25 02115 0.006 2.033 0.001 0.005 0.008 0.008
21.50 02130 0.006 2.039 0.001 0.005 0.008 0.008
21.75 02195 0.006 2.095 0.001 0.005 0.008 0.008
22.00 02200 0.006 2.052 0.001 0.005 0.008 0.008 _
22.25 02215 0.006 2.058 0.001 0.005 0.008 0.008
22.50 02230 0.006 2.069 0.001 0.005 0.008 0.008
22.75 02245 0.006 2.071 0.001 0.005 0.008 0.008
23.00 02300 0.006 2.077 0.001 0.005 0.008 0.008
23.25 02315 0.006 2.083 0.001 0.005 0.008 0.008
23.50 02330 0.006 2.089 0.001 0.005 0.008 0.008
23.75 02345 0.006 2.096 0.001 0.005 0.008 0.008
24.00 00000 0.004 2.100 0.001 0.004 0.005 0.007
24.25 00015 0.000 2.100 0.000 0.000 0.000 0.009
24.50 00030 0.000 2.100 0.000 0.000 0.000 0.002
29.75 00095 0.000 2.100 0.000 0.000 0.000 0.001
2.100 0.330 1.745 1.745
Totals for Watershed in inches over 0.34 acres
Rational Coefficient = 0.843 Peak Flow (cfs) = 00.34
e:\clients\bonuceli\wroadway.hyd
6 4TR-55 wORKSHEET 3 Time of Concentzation or Travel Time
Project : Bonuccelli's Marietta & Sullivsy : AEG Date : 5-16-00
Location: East End Marietta Checked: Date :
Circle One: Present Developed
Circle One: Tc Tt through subarea
Notes: Space tor as many as two segments per flow type can be used for each
worksheet.
Inlcude a map, schematic, or description of flow segments.
SHEET FLOw (Applicable to Tc only) Segment ID Entrance
1. Surface Description (table 3-1) asphalt
2. Manning's roughness coefF.,n (table 3-1)...... .02 0.
3. Flow Length, L(total L<= 300 ft) ft 226
4. Ten-yr 24-hr rainfall, P2 in 2.1 0.
5. Land slope s ...............................ft/ft 0.0128 0.
6. Tt = 0.007(nL)^.8/P2^.5 s^.4 Compute Tt.... hr 0.0929 0.
0.0924
SHALL047 CONCENTRATED FLOW Segment ID
7. Surface Description (paved or unpaved)
8. Elow Length, L ft
9. S-7atercourse Slope, s ........................ft/ft 0. 0.
10. Average Velocity, v(from figure) ............Et/s 0. 0.
11. Tt = L(3600V) Compute Tt.... hr 0. 0.
0.
CHANNEL FLOYI Segment ID
12. Cross Sectional Flow Area, .................ft^2 0. 0.
13. Wetted Perimeter, Pw €t . .
19. Hydraulic Radius r- a/Pw ft . .
15. Channel Slope, s ............................ft/ft 0. 0.
16. Manninq's roughness coeff.,n . 0.
17. V=1.99 r^2/3 s^1/2 / n Compute V ft/s 0. 0.
18. Flow Length, L ft
19. Tt = L(3600V) Compute Tt.... hr 0. 0.
0.
20. Watershed or subarea Tc or Tt add Tc in steps 6,11, and 19 hr 0.092
e:\clients\bonuceli\eguttr55.txt
~ SMADA 6.0 for Windows
water.shed Information
Watershed Total Area (acres) :0.1660
Impervious Area (acres) :0.1350
Time oF Concentration (min) :5.5
% Impervious Directly Connected :100.00
Additional Abstraction
Over Pervious Area (inches) :0.10
Over Impervious Area (inches) :0.01
Infiltration Characteristics:
Max Infzltzation Capacity (in) :999.00
SCS Curve Number for Pervious :61
Initzal Abstraction Factor :0.20 e:\clients\bonuceli\eroadway.shd
0
. ,
Watershed Hydrograph
0.20
~
0.15- - - - - ~
Flow ~
(Cfs) 0.10 - -
0.05 ~
0.00 0 5 10 1'5 T 2~0 2i5
Time (hours)
• Y
Hydrograph Type :SCS 100 Hydzogranh
Time Time Rain C Rain Infiltration Excess E}:cess Outflow
(hr) HHMM (in) (in) (in) (in) (cfs) (cfs)
0.250 00015 0.004 0.009 0.000 0.000 0.000 0.000
0.500 00030 0.006 0.010 0.000 0.000 0.000 0.000
0.750 00045 0.006 0.017 0.000 0.005 0.003 0.001
1.000 00100 0.006 0.023 0.000 0.005 0.003 0.002
1.250 00115 0.006 0.029 0.000 0.005 0.003 0.003
1.500 00130 0.006 0.036 0.000 0.005 0.003 0.003
1.750 00145 0.006 0.042 0.000 0.005 0.003 0.003
2.000 00200 0.006 0.098 0.000 0.005 0.003 0.003
2.250 00215 0.006 0.055 0.000 0.005 0.003 0.003
2.500 00230 0.006 0.061 0.000 0.005 0.003 0.003
2.750 00245 0.006 0.067 0.000 0.005 0.003 0.003
3.000 00300 0.006 0.073 0.000 0.005 0.003 0.003
3.250 00315 0.006 0.080 0.000 0•.005 0.003 0.003
3.500 00330 0.006 0.086 0.000 0.005 0.003 0.003
3.750 00395 0.006 0.092 0.000 0.005 0.003 0.003
4.000 00400 0.008 0.101 0.000 0.007 0.005 0.004
9.250 00415 0.008 0.109 0.002 0.007 0.005 0.004
9.500 00430 0.008 0.1.18 0.002 0.007 0.005 0.009
9.750 00495 0.008 0.126 0.002 0.007 0.005 0.005
5.000 00500 0.008 0.139 0.002 0.007 0.005 0.005
5.250 00515 0.008 0.143 0.002 0.007 0.005 0.005
5.500 00530 0.008 0.151 0.002 0.007 0.005 0.005
5.750 00545 0.008 0.160 0.002 0.007 0.005 0.005
6.000 00600 0.008 0.168 0.002 0.007 0.005 0.005
6.250 00615 0.011 0.178 0.002 0.009 0.006 0.005
6.500 00630 0.011 0.189 0.002 0.009 0.006 0.005
6.750 00645 0.010 0.199 0.002 0.009 0.006 0.006
7.000 00700 0.011 0.210 0.002 0.009 0.006 0.006
7.250 00715 0.010 0.220 0.002 0.009 0.006 0.006
7.500 00730 0.011 0.231 0.002 0.009 0.006 0.006
7.750 00745 0.011 0.241 0.002 0.009 0.006 0.006
8.000 00800 0.010 0.252 0.002 0.009 0.006 0.006
8.250 00815 0.013 0.265 0.002 0.010 0.007 0.006
8.500 00830 0.015 0.279 0.003 0.012 0.008 0.007
8.750 00845 0.015 0.294 0.003 0.012 0.008 0.007
9.000 00900 0.015 0.309 0.003 0.012 0.008 0.008
9.250 00915 0.017 0.325 0.003 0.019 0.009 0.008
9.500 00930 0.017 0.342 0.003 0.014 0.009 0.009
9.750 00995 0.019 0.361 0.009 0.015 0.010 0.009
10.00 01000 0.019 0.380 0.004 0.015 0.010 0.010
10.25 01015 0.021 0.901 0.004 0.017 0.011 0.011
10.50 01030 0.025 0.926 0.005 0.020 0.014 0.012
10.75 01045 0.032 0.958 0.006 0.026 0.017 0.014
11.00 01100 0.038 0.996 0.007 0.031 0.021 0.017
11.25 01115 0.044 0.590 0.008 0.036 0.024 0.020
11.50 01130 0.055 0.599 0.010 0.094 0.030 0.024
11.75 01145 0.218 0.813 0.041 0.178 0.119 0.060
12.00 01200 0.580 1.392 0.108 0.471 0.315 0.160
12.25 01215 0.092 1.985 0.017 0.075 0.051 0.136
12.50 01230 0.059 1.543 0.011 0.098 0.032 0.109
12.75 01245 0.048 1.592 0.009 0.040 0.027 0.069
13.00 01300 0.038 1.630 0.007 0.031 0.021 0.037
13.25 01315 0.031 1.661 0.005 0.026 0.017 0.023
13.50 01330 0.027 1.688 0.005 0.023 0.015 0.019
13.75 01345 0.023 1.711 0.004 0.019 0.013 0.016
14.00 01900 0.021 1.732 0.004 0.017 0.012 0.019
14.25 01415 0.019 1.751 0.003 0.016 0.011 0.012
19.50 01430 0.017 1.768 0.003 0.014 0.009 0.011
14.75 01445 0.015 1.783 0.002 0.012 0.008 0.010
15.00 01500 0.015 1.798 0.002 0.012 0.006 0.009
15.25 01515 0.015 1.812 0.002 0.012 0.008 0.008
15.50 01530 0.013 1.825 0.002 0.011 0.007 0.008
15.75 01595 0.013 1.837 0.002 0.011 0.007 0.007
16.00 01600 0.013 1.850 0.002 0.011 0.007 0.007
16.25 01615 0.013 1.863 0.002 0.011 0.007 0.007
16.50 01630 0.013 1.875 0.002 0.011 0.007 0.007
16.75 01645 0.010 1.886 0.002 0.009 0.006 0.007
17.00 01700 0.010 1.896 0.002 0.009 0.006 0.006
17.25 01715 0.010 1.907 0.002 0.009 0.006 0.006
17.50 01730 0.010 1.917 0.002 0.009 0.006 0.006
17.75 01745 0.010 1.928 0.002 0.009 0.006 0.006
18.00 01800 0.008 1.936 0.001 0.007 0.005 0.005
18.25 01815 0.008 1.945 0.001 0.007 0.005 0.005
18.50 01830 0.008 1.953 0.001 0.007 0.005 0.005
18.75 01845 0.008 1.961 0.001 0.007 0.005 ' 0.005
19.00 01900 0.008 1.970 0.001 0.007 0.005 0.005
19.25 01915 0.008 1.978 0.001 0.007 0.005 0.005
19.50 01930 0.008 1.987 0.001 0.007 0.005 0.005
19.75 01945 0.008 1.995 0.001 0.007 0.005 0.005
20.00 02000 0.006 2.001 0.001 0.005 0.004 0.004
20.25 02015 0.006 2.008 0.001 0.005 0.009 0.004
20.50 02630 0.006 2.014 0.001 0.005 0.004 0.004
20.75 02045 0.006 2.020 0.001 0.005 0.009 0.004
21.00 02100 0.006 2.026 0.001 0.005 0.009 0.004
21.25 02115 0.006 2.033 0.001 0.005 0.004 0.009
21.50 02130 0.006 2.039 0.001 0.005 0.004 0.009
21.75 02145 0.006 2.095 0.001 0.005 0.004 0.009
22.00 02200 0.006 2.052 0.001 0.005 0.004 0.004
22.25 02215 0.006 2.058 0.001 0.005 0.004 0.009
22.50 02230 0.006 2.069 0.001 0.005 0.004 0.004
22.75 02245 0.006 2.071 0.001 0.005 0.004 0.009
23.00 02300 0.006 2.077 0.001 0.005 0.004 0.009
23.25 02315 0.006 2.083 0.001 0.005 0.009 0.004
23.50 02330 0.006 2.089 0.001 0.005 0.009 0.004
23.75 02395 0.006 2.096 0.001 0.005 0.004 0.004
29.00 00000 0.004 2.100 0.001 0.004 0.002 0.003
29.25 00015 0.000 2.100 0.000 0.000 0.000 0.002
24.50 00030 0.000 2.100 0.000 0.000 0.000 0.001
24.75 00045 0.000 2.100 0.000 0.000 0.000 0.000
2.100 0.360 1.713 1.713
Totals for Watershed in inches over 0.17 acres
Rational Coefficient = 0.829 Peak Flow (cfs) = 00.16
e:\clients\bonuceli\eroadway.hyd
~ 4TR-55 GJORKSHEET 3 Time of Concentration or Travel Time
Project : Bonuccelli's Marietta & Su1livBy : AEG Date : 5-16-00
Location: PreDev Site Checked: Date :
Circle One: Present Developed
Circle One: Tc Tt through subarea
Notes: Space for as many as two segments per flow type can be used for each
worksheet.
Inlcude a map, schematic, or description of flow segments.
SHEET FL0W (Applicable to Tc only) Segment ID NorthEast
1. Surtace Description (table 3-1) Meadow
2. Manning's roughness coeff.,n (table 3-1) .03 0.
3. Flow Length, L(total L<= 300 ft) ft 300
9. Ten-yr 24-hr rainfall, P2 in 2.1 0.
5. Land slope s ...............................ft/ft 0.013 0.
6. Tt = 0.007(nL)^.8/P2^.5 s^.9 Compute Tt.... hr 0.1591 0.
0.1591
SHALLOWI COPtCENTRATED FLOW Seqment ID Shal.low Ch
7. Surface Description (paved or unpaved) Meadow
8. Flow Length, L ft 708
9. 6•latercourse Slope, s ........................ft/tt 0.013 0.
10. Averaqe Velocity, v(from figure) ............ft/s 0.75 0.
11. Tt = L(3600v) Compute Tt.... hr 0.2622 0.
0.2622
CHANNEL FLOW Segment ID
12. Cross Sectional E'low Area, .................ft^2 0. 0.
13. 6vetted Perimeter, Pw ft . .
19. Hydraulic Radius r= a/Pw ft . .
15. Channel Slope, s ............................ft/ft 0. 0.
16. Manning's roughness coeff.,n . 0.
17. V=1.99 r^2/3 s^1/2 / n Compute v.......... ft/s 0. 0.
18. Flow Length, L ft
19. Tt = L(3600V) Compute Tt.... hr 0. 0.
0.
20. Watershed oz subazea Tc or Tt add Tc in steps 6,11, and 19 hr 0.421
e:\clients\bonuceli\exsttr55.txt
~ SMADA 6.0 for Windows
WatErshed Tnformation
water.shed Total Area (acres) :21.1500
zmpervious Area (acres) :0.0000
Time of Concentration (min) :25.3
% Impervzous Directly Connected :100.00
Additional Abstraction
Over Pervious Area (inches) :0.10
Over Impervious Area (inches) :0.01
Infiltration Characteristics:
Max Infiltration Capacity (in) :999.00
SCS Curve Number for Pervxous :58
Initial Abstraction Factor :0.20
e:\clients\bonuceli\exst.shd
~ w
Watershed Hydrograph
0.10
0.08
Flow 0.06 ~ -
(cfs)
0.04 ~ - .
0.02 ~ - - -
,
0.00 0 5 1'0 2'0 2'5 30
Time (hours)
4Hyd~:cltraph Type :SCS 100 Hydrograph
Time Time Rain C Rain Infiltration Excess Excess Outflow
(hr) HHMM (in) (in) (in) (in) (cfs) (cfs)
0.250 00015 0.009 0.004 0.000 0.000 0.000 0.000
0.500 00030 0.006 0.01.0 0.000 0.000 0.000 0.000
0.750 00045 0.006 0.017 0.000 0.000 0.000 0.000
1.000 00100 0.006 0.023 0.000 0.000 0.000 0.000
1.250 00115 0.006 0.029 0.000 0.000 0.000 0.000
1.500 00130 0.006 0.036 0.000 0.000 0.000 0.000
1.750 00145 0.006 0.042 0.000 0.000 0.000 0.000
2.000 00200 0.006 0.098 0.000 0.000 0.000 0.000
2.250 00215 0.006 0.055 0.000 0.000 0.000 0.000
2.500 00230 0.006 0.061 0.000 0.000 0.000 0.000
2.750 00245 0.006 0.067 0.000 0.000 0.000 0.000
3.000 00300 0.006 0.073 0.000 0.000 0.000 0.000
3.250 00315 0.006 0.080 0.000 0.000 0.000 0.000
3.500 00330 0.006 0.086 0.000 0.000 0.000 0.000
3.750 00345 0.006 0.092 0.000 0.000 0.000 0.000
9.000 00400 0.008 0.101 0.001 0.000 0.000 0.000
4.250 00415 0.008 0.109 0.008 0.000 0.000 0.000
4.500 00930 0.008 0.116 0.008 0.000 0.000 0.000
9.750 00945 0.008 0.126 0.008 0.000 0.000 0.000
5.000 00500 0.008 0.139 0.008 0.000 0.000 0.000
5.250 00515 0.008 0.193 0.008 0.000 0.000 0.000
5.500 00530 0.008 0.151 0.008 0.000 0.000 0.000
5.750 00545 0.008 0.160 0.008 0.000 0.000 0.000
6.000 00600 0.008 0.166 0.008 0.000 0.000 0.000
6.250 00615 0.011 0.178 0.011 0.000 0.000 0.000
6.500 00630 0.011 0.189 0.011 0.000 0.000 0.000
6.750 00695 0.010 0.199 0.010 0.000 0.000 0.000
7.000 00700 0.011 0.210 0.011 0.000 0.000 0.000
7.250 00715 0.010 0.220 0.010 0.000 0.000 0.000
7.500 00730 0.011 0.231 0.011 0.000 0.000 0.000
7.750 00795 0.011 0.241 0.011 0.000 0.000 0.000 "
8.000 00800 0.010 0.252 0.010 0.000 0.000 0.000
8.250 00815 0.013 0.265 0.013 0.000 0.000 0.000
8.500 00830 0.015 0.279 0.015 0.000 0.000 0.000
8.750 00845 0.015 0.294 0.015 0.000 0.000 0.000
9.000 00900 0.015 0.349 0.015 0.000 0.000 0.000
9.250 00915 0.017 0.325 0.017 0.000 0.000 0.000
9.500 00930 0.017 0.342 0.017 0.000 0.000 0.000
9.750 00995 0.019 0.361 0.07.9 0.000 0.000 0.000
10.00 01000 0.019 0.380 0.019 0.000 0.000 0.000
10.25 01015 0.021 0.401 0.021 0.000 0.000 0.000
10.50 01030 0.025 0.426 0.025 0.000 0.000 0.000
10.75 01045 0.032 0.458 0.032 0.000 0.000 0.040
11.00 01100 0.036 0.496 0.038 0.000 0.000 0.000
11.25 01115 0.044 0.590 0.044 0.000 0.000 0.000
11.50 01130 0.055 0.599 0.055 0.000 0.000 0.000
11.75 01145 0.218 0.813 0.218 0.000 0.000 0.000
12.00 01200 0.580 1.392 0.580 0.000 0.000 0.000
12.25 01215 0.092 1.485 0.092 0.000 0.000 0.000
12.50 01230 0.059 1.543 0.059 0.000 0.000 0.000
12.75 01295 0.048 1.592 0.098 0.000 0.022 0.001
13.00 01300 0.038 1.630 0.037 0.001 0.055 0.005
13.25 01315 0.031 1.661 0.031 0.001 0.071 0.011
13.50 01330 0.027 1.688 0.026 0.001 0.079 0.017
13.75 01345 0.023 1.711 0.022 0.001 0.080 0.024
19.00 01900 0.021 1.732 0.020 0.001 0.083 0.030
19.25 01415 0.019 1.751 0.018 0.001 0.083 0.036
19.50 01930 0.017 1.768 0.016 0.001 0.080 0.092
14.75 01445 0.015 1.783 0.014 0.001 0.075 0.097
15.00 01500 0.015 1.798 0.019 0.001 0.080 0.052
15.25 01515 0.015 1.812 0.014 0.001 0.089 0.056
15.50 01530 0.013 1.825 0.012 0.001 0.076 0.060
15.75 01545 0.013 1.837 0.012 0.001 0.079 0.064
16.00 01600 0.013 1.850 0.012 0.001 0.063 0.067
16.25 01615 0.013 1.863 0.012 0.001 0.086 0.070
16.50 01630 0.013 1.875 0.012 0.001 0.089 0.079
16.75 01695 0.010 1.886 0.010 0.001 0.077 0.076
17.00 01700 0.010 1.896 0.010 0.001 0.079 0.077
17.25 01715 0.010 1.907 0.010 0.001 0.081 0.079
17.50 01730 0.010 1.917 0.010 0.001 0.084 0.080
17.75 01745 0.010 1.928 0.009 0.001 0.086 0.081
18.00 01800 0.008 1.936 0.008 0.001 0.070 0.081
18.25 01815 0.008 1.995 0.008 0.001 0.072 0.060
18.50 01830 0.008 1.953 0.008 0.001 0.073 0.080
18.75 01845 0.008 1.961 0.008 0.001 0.075 0.079
19.00 01900 0.008 1.970 0.008 0.001 0.076 0.079
19.25 01915 0.008 1.978 0.007 0.001 0.077 0.078
19.50 01930 0.008 1.987 0.007 0.001 0.079 0.078
19.75 01995 0.008 1.995 0.007 0.001 0.080 0.078
20.00 02000 0.006 2.001 0.006 0.001 0.061 0.077
20.25 02015 0.006 2.008 0.006 0.001 0.062 0.076
20.t0` '02t30 0.006 2.014 0.006 0.001 0.063 0.079
20.75 02095 0.006 2.020 0.006 0.001 0.063 0.073
21.00 02100 0.006 2.026 0.006 0.001 0.069 0.072
21.25 02115 0.006 2.033 0.006 0.001 0.065 0.071
21.50 02130 0.006 2.039 0.006 0.001 0.066 0.070
21.75 02195 0.006 2.045 0.006 0.001 0.066 0.069
22.00 02200 0.006 2.052 0.006 0.001 0.067 0.069
22.25 02215 0.006 2.058 0.006 0.001 0.068 0.068
22.50 02230 0.006 2.064 0.005 0.001 0.069 0.068
22.75 02245 0.006 2.071 0.005 0.001 0.069 0.068
23.00 02300 0.006 2.077 0.005 0.001 0.070 0.068
23.25 02315 0.006 2.083 0.005 0.001 0.071 0.068
23.50 02330 0.006 2.089 0.005 0.001 0.072 0.068
23.75 02345 0.006 2.096 0.005 0.001 0.073 0.068
24.00 00000 0.004 2.100 0.009 0.001 0.099 0.067
24.25 00015 0.000 2.100 0.000 0.000 0.000 0.063
24.50 00030 0.000 2.100 0.000 0.000 0.000 0.057
29.75 00045 0.000 2.100 0.000 0.000 0.000 0.051
25.00 00100 0.000 2.100 0.000 0.000 0.000 0.046
25.25 00115 0.000 2.100 0.000 0.000 0.000 0.090
25.50 00130 0.000 2.100 0.000 0.000 0.000 0.036
25.75 00145 0.000 2.100 0.000 0.000 0.000 0.031
26.00 00200 0.000 2.100 0.000 0.000 0.000 0.027
26.25 00215 0.000 2.100 0.000 0.000 0.000 0.023
26.50 00230 0.000 2.100 0.000 0.000 0.000 0.019
26.75 00245 0.000 2.100 0.000 0.000 0.000 0.016
27.00 00300 0.000 2.100 0.000 0.000 0.000 0.013
27.25 00315 0.000 2.100 0.000 0.000 0.000 0.010
27.50 00330 0.000 2.100 0.000 0.000 0.000 0.008
27.75 00345 0.000 2.100 0.000 0.000 0.000 0.006
28.00 00400 0.000 2.100 0.000 0.000 0.000 0.004
28.25 00915 0.000 2.100 0.000 0.000 0.000 0.002
28.50 00930 0.000 2.100 0.000 0.000 0.000 0.001
28.75 00995 0.000 2.100 0.000 0.000 0.000 0.001
29.00 00500 0.000 2.100 0.000 0.000 0.000 0.000
2.100 1.961 0.039 0.039
Totals for Watershed in inches over 21.15 acres
Rational Coefficient = 0.066 Peak F].ow (cfs) v 00.08
e:\clients\bonuceli\exst.hyd
l a
~ a.
S I~ O K A N E U l,l" T Y
DN[SIOIV OF EiVGWEERING AND ROADS A DIVISION OF THE PUBLIC WORKS DEPARTMENT
William A. Johns, P.E., County Engineer
July 10, 2000
Alan Gay, P.E.
TechCon 1230 E. Front Ave.
Spokane, WA 99202
SUBJECT: BSP 64 - Marietta at Sullivan (Bonucelli)
l" Submittal
Gentlemen:
We have conducted a cursory review of your June 29, 2000 subnuttal of Design Documents for
this project, and we have found that the submittal generally does not conform to the requirements
of the Spokane County Standards for Road and Sewer Construction or the Guidelines for
StormwateY Management. We are, therefore, unable to accept your submittal for review at this
time.
The attached comment list contains the items of concern which we discovered, and it is not to be
construed as being comprehensive. If you have any questions about this review, please contact Ed
Parry at 477-3600. Thank you.
Sincerely,
William A. Johns, P. E.
Spokane County Engineer
Edwar J. arry, P.E.
Plan Review Engineer
encl.: Design Documents - plans & calculaiions
Comments (1 page)
cc: project file
reviewer (comments only)
Sponsor: Bob Bonucelli P.O. Box 141449, Spokane, WA 99214
1026 W. Broadway Ave. 9 Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133
r` .
Alan Gay, P.E.
BSP 64 - Marietta at Sullivan (Bonucelli)
0 Submittal
July 10, 2000
Page 2 of 2
,
Items needed:
Plans
1) Need to provide a cul-de-sac profile, around the curbline. One of the curb return points is typically taken
as the start of the profile, and the curbline is then "unrolled' around to the other curb return point on the
opposite side of the road. See attached sketch
2) Is the pipe at the west end of Marietta needed to convey road drainage? If so, the pipe invert (1996.6 at
west end of cul-de-sac) needs to be coordinated with the pond floor elevation at the drywells at 0+61
(1997.27).
3) Need to indicate cwb cut stations for the cutb cuts near station 5+00
4) Top-of-berm elevations are needed. Berms should be provided to develop ponding in the vicinity of the
drywells at 3+66
5) The 3% road grade requires that intermediate berms will be needed to develop the water quality ("208")
treatment volume intended along Marietta. Only if a swale is less than 100 feet long is a slope up to 1%
considered "flat". Other conditions require that the volume be adjusted for the slope of the swale
6) Need to provide elevations at beginning, middle, and end of cwb returns. Need to indicate stations of
curb PT at cul-de-sac
7) Is the large swale at the southwest end of the site needed, if the various parcels are to manage their own
drainage? If so, maintenance access is needed, as well as some means to dispose of the volume. A
Property Owners' Association will be need to be formed so that there will be an entity responsible for
maintenance. Otherwise,
8) If infiltration through the pond floor is proposed, a Design Deviation Request needs to be submitted to
the County Engineer for approval. If infiltration is still intended as the disposal mechanism, a Design
Deviation Request form is attached as requested.
9) "Curb cut to swale" detail - needs to conform to County Standard Plan B-8
10) "Swale" details - need to indicate side slopes
Calculatioas
l) Drainage calcs need to show how the required 208 volume is provided for the contributing roadway area
2) Drainage calculations need to show how the weighted "C" factor is obtained
3) Drainage calculations are needed for the easterly basins on Marietta (drywells at 3+66), and for the
middle Marietta basin.
4) A basin map needs to be included with the drainage caiculations. The map needs to clearly show the
basins associated with the drywells.
5) The outflow rate for the westerly basin can combine both drywells, if the drywells are piped together, or
if the swale floor between the two drywells is at the same elevation. Otherwise, each drywell serves a
discrete drainage basin
6) Cwb opening capacity calculations are needed
Typical Section Data MARIETfA WEST OF SULLIVAN
Roadway half width 20 ft.
Road Name: Marietta
Left or Right: Right
Curb Type: Type R, Spokane County Cufi Ht: 4 inches (through STA 5+66)
Station Interval: 25 feet Curb Ht: 6 inches (STA 5+66 to STA 6+00)
• "W" MINIMUM MAXIMUM E/P TO
CENTER % SLOPE EDGE DIST. % SLOPE DIST. CURB EL. CURB EL. SELECTED GUTTER SELECTED
LINE CENTER PAVEMENT C/L TO C/L TO E/P FROM E/P (-4.5% from (•2% from CURB DESIGN TOP CURB GUTTER
STATION ELEVATION LINE ELEVATION E/P E/P % SLOPE TO CURB E/P + CURB HT) E/P + CURB Hl) ELEVATION % GRADE % GRADE ELEVATION STATION
66.38 1998.19 na 1997.82 (GUTTER) TOC ELEV= 1998.12 66,38
75 1998,45 3.02 1996.08 18.50 -2.00 3.02 1.50 1998.35 1998.38 1998.38 -0.21 3.02 1998.05 75
100 1999.19 2.96 1998.82 18.50 -2.00 2.96 1.50 1999.09 1999.12 1999.12 -0.21 2.96 1998.79 100
125 1999.95 3.04 1999.58 18.50 -2.00 3.04 1.50 1999.85 1999.88 1999.88 -2.00 3.04 1999.55 125
150 2000.10 3.00 2000.33 18.50 -2.00 3.00 1.50 2000.60 2000.63 2000.63 -2.00 3.00 2000.3 150
175 2001.45 3.00 2001.06 18.50 -2.00 3.00 1.50 2001.35 2001,38 2001.38 -2.00 3.00 2001.05 175
200 2002.20 3.00 2001.83 18.50 -2.00 3.00 1.50 2002.10 2002,13 2002.13 -2.00 3.00 2001.8 200
225 2002.95 3.00 2002.58 18.50 -2.00 3.00 1.50 2002.85 2002,88 2002.88 -2.00 3.00 2002,55 225
250 2003.70 3,00 2003.33 18.50 -2.00 3.00 1,50 2003.60 2003,63 2003,63 -2.00 3.00 2003.3 250
275 2004.45 3.00 2004.08 18.50 -2.00 3.00 1.50 2004,35 2004.38 2004.38 -2.00 3.00 2004.05 275
300 2005.19 2.96 2004.82 18.50 -2.00 2.96 1.50 2005.09 2005.12 2005.12 -2.00 2.96 2004.79 300
325 2005.94 3.00 2005,57 18.50 -2.00 3.00 1,50 2005.84 2005.87 2005.87 -2.00 3,00 2005.54 325
350 2006.69 3.00 2006.32 18.50 -2.00 3.00 1.50 2006.59 2006.62 2006.62 -2.00 3.00 2006.29 350
375 2007.44 3.00 2007.07 18.50 -2.00 3,00 1.50 2007.34 2007.37 2007.37 -2,00 3.00 2007.04 375
400 2008.19 3.00 2007,82 18.50 -2.00 3.00 1.50 2008,09 2008.12 2008.12 -2.00 3.00 2007.79 400
425 2008.51 1.28 2008.14 18.50 -2.00 128 1.50 2006.41 2008,44 2008.44 •2.00 1.28 2008.11 425
450 2008.84 1,32 2008,47 18.50 -2,00 1.32 1.50 2006.74 2008.77 2008.77 -2,00 1.32 2008.44 450
475 2009.16 1.28 2008.79 18.50 -2.00 1.28 1.50 2009.06 2009,09 2009.09 -2.00 1.28 2008.76 475
500 2009.48 1.28 2009.11 18,50 -2.00 1.28 1.50 2009.38 2009,41 2009.41 -2.00 1.28 2009.08 500
525 2009.57 0.36 2009,20 18.50 -2,00 0.36 1.50 2009.47 2009,50 2009.50 -2.00 0.36 2009.17 525
550 2009.67 0.40 2009,30 18.50 -2.00 0.40 1.50 2009.57 2009,60 2009.60 -2,00 0,40 2009.27 550
575 2009.76 0.36 2009,39 18.50 -2.00 0.36 1.50 •2009.82 2009.86 2009.69 -2.00 0,36 2009,19 575
600 2009.78 0,08 2009.41 18.50 -2.00 0.08 1.50 2009.84 2009.88 2009.71 -2.00 0.08 2009.21 600
NOTES:
1. AT STA 6+00, THE EXISTING CURB CONSISTS OF SPOKANE COUNTY TYPE "B" AS CONSTRUCTED ON SULLIVAN ROAD. • .
p,N EG
Q.v oF wASy
~
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- ~Sf~NAL~G
f ExPiRES
Bonuccelli Development
Marietta & Sullivan 04-Jun-9f
Roadway Design
Pavement Design Calculations for Marietta:
Soil Type: Garrison Gravely Loam
GgA
GM
Average Daily Traffic (ADT)
Based on Parameters for Pavement Desigr Given by Spokane Coun- -
Actual 9 Comm/Ind Sites, avg. 137.5' frontage, avg.
200-600 vehicles per day
ESAL .
Number factor total Semi Trucks 30 2.87 86 - E.
Refuse +1/7 1.03 0 Q,v oF wASDelivery Tr. 20 1 20 •,~c~
Automobiles 700 0.42 294
total: 400 ESAL ~
Required by Spokane County Design Matix for Local Acces: 29194
2" asphalt ACP Class A
2" asPhalt ACP Class E NAL~G
8" crushed gravel base course
EXPIRES
Confirm using The Asphalt Institute Design Manuaf MS-1:
Traffic EAL: 400 = 4.00E+02
Mr of soil: 10000 psi or greater (Soil report for similar site in Garrison Gravely Lc
Assume 2" asphalt surface (ACP Class A)
From Design Chart VI-1:
3 inch minimum of total Asphalt required, 4" Untreated Aggregate Base Cc
Therefore, Design is conservative.
TECHCON, INC. ~
v
TECHIVICAL CONSULTANTS ~
June 28, 2000
Mr. Ed Perry RECE~VED
Spokane County Engineers j U~ L 9 2000
1026 W. Broadway
Spokane, WA 99260 SpOONE CouIvr-r ENGiNEER
RE: Certification of Soil for BSP 64-98
Dear Mr. Perry:
As you requested, this letter certifies that the soils on site at Robert Bonuccelli's Marietta
and Sullivan Development, known as BSP 64-98, are consistent with the description for
Garrison soils in the USDA Soil Conservation Service (SCS) Spokane County Soils report
published in 1968. This certification is based on my observations of the trench used for
construction of the sewer on the site on June 12 and 13, 2000. In that trench I observed
a high proportion of cobbles and sand. Fines were either sand or silt loam with nearly no
clay. I performed a field test of the soil by moistening the soil and attempting to roll it
into a bead. The bead did not hold shape at all, indicating low plasticity and therefore a
low clay content.
The drai_nage report accompanying this submittal includes a copy of the soils map that
shows the subject site. This soils map shows the site is underlain by Garrison Very Stony
Loam and Garrison Gravely Loam.
If you have any questions or comments regarding this analysis or any other engineering
aspect of the proposed project, please contact me to address them.
Sincerely,
. ~
~
Alan E. Gay, P.E.
Project Manager
East 12-10 M ront Averiuc, 5pol:ane, Washington, 99202-2148 - Tel (509) 536-0406 - Fax (509) 536-0565
Professional Lnbineers •(:ertiticd Hm•ironmenkal Specialists • Project 11•Ianagers
~ A.
-
CONTRACT
CIVIL ENGINEERING SERVICES
Requirements: Construction Phase Review Civil Engineering
Project Location: Marietta Avenue west of Sullivan Road, Spokane, Washington
Client Name: Robert A. Bonuccelli
Purpose: Provide construction phase civil engineering review of construction for
development of commercial and industrial lots, including drainage improvements,
pavement, and utility trenches.
1. Cost Estimate: The cost for the professional services (billed at $75/hour) are estimated
to be a maximum oF $3, 0110. 00. Services in addition to those in this contract will be
incurred only with prior authorization at a rate of $75 per hour plus expenses. Limited
travel to/from site is covered under this contract.
2. Terms: Lump Sum total 15 days after receipt of invoice. To be progress billed at the
end of each calendar month for work performed to the date of invoice.
3. Scope of work: See letter dated September 11, 1997. If the client requests
implementation of any additional work, said work shall follow standard engineering
practice.
4. Project Schedule: TechCon will begin work on the project upon notification by the
owner or the owner's representative. Work will be completed within two weeks of
completion of construction, unless delayed by actions outside the control of TechCon.
5. Clienf Requirements: The ciient shall provide TechCon, Inc. (TechCon) the following:
• Fax copy of the signed agreement to TechCon denoting authorization to proceed.
Page 1 of 2
, R•
-
• Access to existing records, documents, and/or files regarding the project, as
necessary to complete the engineering report.
~ The client will be responsible for any permit fees regarding this project.
TechCon is pleased to have the opportunity to work with you again. Please sign and date at the
location below, fax me a copy at (509) 536-0565, and mail a copy of the original at your
convenience. Our mailing address is:
TECIiCON, INC.
East 1230 Front Avenue
Spokane, Washington 99202-2148
Should you have any questions, please call me at (509) 536-0406.
Sincerely,
~ ~ -
Daniel L. Autrey, C. s.
Principal
AUTHORIZA,TION TO PROCEED
The below signature hereby authorizes and provide.s TechCon authoriry to implement and perorm the needed site
investigation work to meet Industry Standarris. I understand thctt the terms of the contract are Net 15 days from the date
of initial involce. Client Name:
Print/T'ype
Client Signature: ~~~G~~~_ • Date:
Page 2 of 2
r~
2'~
Alan Gay, P.E.
BSP 64 - Marietta at Sullivan (BonuceW)
ls` Submittal
July 14, 2000
Page 2 of 2
Items needed:
lans
Need to provide a cul-de-sac profile, around the curbline. One of the curb return points is typically taken
as the start of the profile, and the curbtine is then "unrolled' around to the other curb return point on the
opposite side of the road. See attached sketch
Is the pipe at the west end of Marietta needed to convey road drainage? if so, the pipe invert (1996.6 at
west end of cul-de-sac) needs to be coordinated with the pond floor elevation at the drywells at 0+61
(1997.27).
Need to indicate curb cut stations for the curb cuts nea.r station 5+00~
~ Top-of-berm elevations are needed. Berms should be provided to develop ponding in the vicinity of the
drywells at 3+66
.5~ The 3% road grade requires that intermediate berms will be needed to develop the water quality ("2U8")
treatment volume intended along Marietta Only if a swale is less than l00 feet long is a slope up to 1%
considered "flat". Other conditions require that the volume be adjusted for the slope of the swale
~ Need to provide elevations at begiru~ing, middle, and end of curb returns. Need to indicate stations of
curb PT at cul-de-sac
~Is the large swale at the southwest end of the site needed, if the various parcels are to manage their own
, drainage? If so, maintenance access is needed, as well as some means to dispose of the volume. A
Property Owne ' Association will be need to be formed so that there will be an entity responsible for
maintenance. t e ,
If infiltration through the pond floor is proposed, a D~sign Deviation Request needs to be submitted to
the County Engineer for approval. If infiltration is still intended as the disposal mech~; ism a Design
Deviation Request form is attached as requested.~~G~S ~LL ~N~(L~~'~',
~"Curb cut to swale" detail - needs to conform to County Standard Plan B-8 G~~~'
"Swale" details - need to indicate side slopes
alculations
1) Drainage calcs need to show how the required 208 volume is provided for the contributing rQadway area
Drainage calculations need to show how the weighted "C" factor is obtained
~ij Drainage calculations are ne~ded for the easterly basins on Marietta (drywells at 3+66), and for the
middle Marietta basin.
~ A basin map needs to be included with the drainage calculations. The map needs to clearly show the
basins associated with the drywells. (~,~1; ~,~~r.~
,/S'~ The outflow rate for the westerly basin can combine both drywells, if the drywells are piped together, or
if the swale floor between the two drywells is at the same elevation. Otherwise, each drywell serves a
discrete drainage basin7~.~'~rTc~ hs s~~?,~5~ ~srNs
~Curb opening capacity calculations are needed ~
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REQUEST FOR DESIGN DEVIATION ~
$30.00
DATE
t
ROAD NAME CRP/RID
' NAME OF PLAT ~ c~-,d u ~'r ,a/f~r S ~ ~ /~a v' 4 `C-j # C~. 114 Plat #
ADDRESS OF BLDG
NANiE OF BLDG PROJECT BLDG#B9 S 1/ T ZSdI R~~E
FEDERAIJSTATE PROJECT # ~ PROJECT LIMITS
EXISTING CONDITIONS: PROPOSED IMPROVEMENTS:
~~dVl@ 3 ~j,
ROAD WIDTH
ROAD SURFACE
AVG. DAII.Y TRAFFIC
Current Traffic Count Design Year Tra'r-ffic Count
,
PROJECT DESCRIP'TION ~~4~-~ ~ ~ ~ .
LC.e, . / \~i c4 {L../ / _14p - -S Q_ C o
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PROPOSED DESIGN DEVIATION IR6
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40
r 0 c,-j I a-
4y /0 e- P e cc/
J - JUSTIFICATION: -
' S l•~C~r-? ~c1'zt ~G ~t..C~'~~'_5' ~ ~G'r~
~
~ ~ . c ~ ~ ~ ~L (z, e) I
e= c.~;"~'uce .
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f~Q~~I~_ , C , ~ C ` ..t~/\ l • ! / ~ `d.6C1LS-C` L.i~' °
ecv" e++,_., ~ e:) L&5'7'
LP
BY DATE
SUBMITTED
.
ADDRESS --Z 4(-1 c IP CODE 95F262-
- ~ i i7
PHONE# -64er?)A
ADNIINISTRA.TIVE VARIANCE FEE OF $30•00 PAID TO SPOKANE COUN1'Y
1026 W BROADWAY, SPOKANE WA 99260-0170 PHONE (509)456-3600 FAX (509)324-3478
-REQUEST WII..L NOT BE REVIEWED WITHOUT FUNDS-
CASH/CHECK #f RECENED BY DATE
1,\yV\daiga.aev Sl93
RECEIVED
J U N 2 8 2000
IJubmittal Checklist tS'r 544.
for Road & Drainage Projects in Spokane County - Plats/ShM IMaWUNTY ENGINEER
This Submittal Checklist is to be completed arrd signed by the Sponsor's Engineer, and included with each plan
subntittal into the Spokarre County Engineers Office. If this form is not fully completed and sigried, do not
subrrtit plans und calculations to Spokarre County for review and acceptance. Incorrrplete submittal.s will be
returned and will cuuse unnecessary delays for your client.
J ~
Pro'ect Name: ~ O &&LA Ie) „f C ~ 04 tl~P ~c~~c
Spokane County Project No. T; S~-Kn 'f - gA Date: (o 17- 9,tla0
~
Project Engineer: . . t CLA-4 < ~ P ~ • Phone: ~ 36 ` 0406
~
Project Sponsor: 2 v4) ervr -F ~3 na.c.A-c ce MeF Phone: 12 y'1:Lz -3 n
A. Preliminary Process
Prior to Submittal of Road and Drainage P(ans, the following events are to have already occurred:
(By checking each item off shown below, you are stating that you have verified lhese events/items have been completed.)
0~ Adoption of a Hearing Examiner's Report for this long plat, or a Planning Report for this short plat.
0( At least one Pre-Design Meeting has been held with County staff at the Engineers Office.
0 An "Agreement to Pay Fees" has been signed by the project sponsor, and submitted to the County
Engineers Office.
0 A Channelization Plan (e.g. signing and striping plan) of public roadway improvements, has been
coordinated and discussed with the County Engineers Offce.
B. Road and Drainage Plan Submittai
The items listed below are to be provided as a minimum with a road and drainage plan submittal. Additional
information may be required to demonstrate that the plans meet all applicable standards.
(By checking "yes " for each iten: shown below, you are verifying that these items have been completed and are included
in this submittal. For a►ty box checked "rt/a", a written justification of any omissions ut the end of this section is
requiretl.)
0 yes Road and drainage plans, ttivo print sets. (Certification statement on cover of plans)
0 yes Each Plan Shee# of record is signed and dated by the project sponsor.
QYyes The road and drainage design meets the requirements of State law, WAC 196-27 regarding
"conformity with accepted standards"; that is, the design reflects the "state of the practice"
~ for the proposed concept.
I( yes The plans, Drainage Report, basin map(s), and any other calculations are stamped, signed
~ and dated by an engineer Licensed in the State of Washington.
Vyes 0 n/a Drainage Report, two sets. To include: basin map(s), time of concentration routes in basio
, map, and Certification statement on cover of report and basin map.
Vyes 0 n/a Geotechnical Repart, one set. (include all soil test pit/aoring logs.) L,.t OA(V)
fi}lf yes 0 n/a Structural Pavement Calculations, one set 7r
0 yes Re-IV-a Cross-slope grade calculations for road widening projects.
y p ~
I 0 yes Vn/a Maintenance Manual and Sinking Fund calculations for drainage facilities located outside of
, County road right-of-way.
0 yes Vn/a Written explanation of who/what entity will be responsible for maintaining drainage facilities
which are located outside of public road right-of-way, and that thE plan is acceptable to the
County Engineers 4ffice.
0 yes en/a Channelization Plan, or signing and striping information provided in the road plans. To be
,r included in road and drainage plan set.
~es &/h/a I have read the Hearing Examiner's Report (long plat), or Planning Dept. Findings and
Conditions (short plat), for this project. The design meets the conditions in the report.
eyes 0 n/a Copy of Approved Design Deviations.
0 yes Vn/a Fire District Approval, for private roads.
0 yes Vn/a Lot Plans. Required for any lots with drainage easements and which front a public road, or
A for lots which receive and treat runofffrom a public right-of-way.
0 yes f~n/a Any applicabie State and Federal permits have been obtained. (i.e. HPA, JARPA, etc.). For
Permits with conditions, a copy of the permit and conditions are included in the pla❑
submitta(.
U/ yes 0 n~(a Inspection Agreement between the sponsor and its engineer.
0 yes Vn/a For off-site easements to be granted to Spokane County, the foliowing items shall be
included: legal description, elchibit, and proof of ownership.
0 yes 0 n/a Erosion Control Plan, required for "Major Land-bisturbing Activity." To be included in the
road and drainage plan set.
Explanation for any items listed above which are not included in this submittal:
(Note: an insufficient justification of why an item was not included in the submitted, or incomplete documents, may resutt
in the submittai being returned without review or without acceptance. Provide attachrnents if necessary.)
By signing below, the engineer is stating that the information provided in the submittal is complete, that the
information provided in the Submittal Checklist is accurate, and the plans and calculations are in accordance with
the Spokane County Standards for Road & Sewer Cofistruction, and the Guidelines for Stormwater
Management, except where an approved Design Deviation allows otherwise.
0
Engineer's Signatuxe: Date: Co /-Z 9/G o
Engineer's Name:
(please print) ~
If there are any questions ahout this form or appropriate procedures, please call Developrrxent Services,
Spokane County Public Works, at (509) 456-3600.
]For Spokaae Counly Use Only
Submittal No: County Plan Reviewer:
0 Accepted in for Review or Construction
0 Returnod to the engineer without review and/or acceptance, See attached letter of explanation.
Processing Date:
Submittai Checklist 2
Spokane County Public Wor[cs; Apri129, 1998
07/13/2000 THU 14:38 FAX 509 536 0565 TECNCON INC IA001/002
~ .
,
~
.i -
.
~
i .
~ .
FAx TRANsmissioN
. TFCHCort, INC.
East 1230 Front Avenue
Spokane, WA 99202-2148
Tel: (509)536-0406
FAX: (509)536-6565
I'rom:
Ta:
~
X+'AX ~
Pfionc: ~ 2 36 Cn c~ .
Date: ?/t G1v Time: Total Pages (includcs cover): ~
llctivcr To: Message:
~"u .
~
JUL-13-2000 15:42 509 536 0565 93% P.01
07/13/2000 THU 14:38 FAX 509 536 0565 TECHCON INC 002/002
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PRO,tFCT
BEGINNINC
JUL-13-2000 15 :43 509 536 0565 93%, . . . . . . P.02
BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: BSP 64
DETENTION BASIN DESIGN BASIN: south -E~,'( 7D $MGqON
REVIEWER: parry
NUMBER OF DRYWELLS PROPOSED DATE: 14-Ju1-00
1 Single (type A) Double (type B)
Total Area (calc.) (see H 1) 0.29
Time of Conc. (calc.) (see H1) 5.44
Composite "C" (calc.) (see H1) 0.80
Time of Conc. (min) 5.44
Area (Acres) 0.28650138
C' Factor 0.80
Impenrious Area (sq. ft.) 17200
Volume Provided 208: 1810 storm: 3649
Outflow (cfs) 0.3
Area C" Factor 0.23
#1 #2 #3 #4 #5 #6 #7
Time Time Intensity Q dev. V in V out Storage
Inc. Inc.
(min.) (sQC.) (in./hr.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.)
(#1 *60) (A"C*#3) (Outf.*#2) (#5-#6)
5.44 326.27 3.10 0.71 309 97.88 211
5 300 3.18 0.73 292 90 202
10 600 2.24 0.51 363 180 183
15 900 1.77 0.40 408 270 138
20 1200 1.45 0.33 434 360 74
25 1500 1.21 0.28 445 450 -5
30 1800 1.04 0.24 453 540 -87
35 2100 0.91 0.21 459 630 -171
40 2400 0.82 0.19 470 720 -250
45 2700 0.74 0.17 474 810 -336
50 3000 0.68 0.16 483 900 -417
55 3300 0.64 0.15 498 990 -492
60 3600 0.61 0.14 516 1080 -564
65 3900 0.60 0.14 549 1170 -621
70 4200 0.58 0.13 570 1260 -690
75 4500 0.56 0.13 589 1350 -761
80 4800 0.53 0.12 594 1440 -846
85 5100 0.52 0.12 618 1530 -912
90 5400 0.50 0.11 629 1620 -991
95 5700 0.49 0.11 649 1710 -1061
100 6000 0.48 0.11 669 1800 -1131
DRAINAGE POND CALCULATIONS
Required grassy swale pond storage volume
= Impervious Area x.5 in./ 12 in./ft. = 717 cu. ft.
provided: 1810 cu. ft. OK!
DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM
Ma)amum storage required by Bowstring = 211 cu. ft.
provided: 3649 cu. ft. OK!
Number and type of Drywells Required = 1 Single 0 Double
TIME OF CONCENTRATION (minutes)
Tc (overland) Tc (gutter) Areas "C" A'C
Ct = 0.15 L2 = 500 0.05 0.30 0.014876
Z1 = 3 0.24 0.90 0.2132231
L 1(A) = 116 Z2 = 50 0.00 0.10 0
N(A) = 0.03 B= 0.00 0.00 0
S(A) = 0.01 n= 0.016 0.00 0.00 0
s= 0.03 0.00 0.00 0
Tc (A) = 1.26 d= 0.11 0.00 0.00 0
Total A Com p "C"
L1(B) = 60 Tc (gu) = 3.59 0.29 0.80 ,
N(B) = 0.016 Tc(A+B) = 1.84
S(B) = 0.01 Q=C"I"A= 0.71
Tc(tot.) = 5.44 Q(est.) = 0.74
Tc (B) = 0.6 Intensity = 3.10
A = 0.32065
WP = 5.8490
R = 0.0548
V = 2.32
Tc (total) = Tc (overiand) + Tc (gutter) Tc(gu) = 3.59
Tc (overland) = Ct*(L1 *N/S^0.5)^O.6) Q(est) = 0.74
Ct = 0.15
L1 = Length of Overland Flow Holding = 17.81
N= friction factor of overland flow (.4 for average grass cover)
S= average slope of overland flow
Tc (gutter) = Length (ft.)Neloc+ty (ft./sec.)/60
B= Bottom width of gutter or ditch
Z1 = inverse of cross slope one of ditch
ZZ = inverse of cross slope two of ditch
d= depth of flow in gutter (estimate, check estimate with Flow)
Area = d"B+d"2!2*(Z1+Z2)
Wetted perimeter = B*d+(1 /sin(atn(1 /Z1))+1 /sin(atn(1 /Z2)))
Hydraulic Radius = R= Area/Wetted Perimeter
Velocity = 1.486/n`R".667*s".5
Flow = Velocity'Area
n = 0.016 for asphalt
s= longitudinal slope of gutter
Par , Ed
To: alan gay
Cc: bill hemmings
Subject: BSP64
Alan:
I looked over the revised basin map (your eariler e-mail) and tried to correlate it to the drainage
calculations. It appears that there are now 2 basins on each of the north and south sides of the road: from station
1+91 ) east to Sullivan, and from 1+91 west to the end of the cul-de-sac (on both the north and south sides of
the road, for a total of 4 basins).
I still have these questions:
1. Marietta ACP width should be 40' between toe of curb (Engineer Condition #7, Standard Plan #A1).
Plans show 40' to gutter flowline.
2. Marietta back-of-curb width would be 42'. Required RNU width is 48' (Engineer Condition #6), or to 3'
beyond curbs; plans show R/W of 65'.
3. Remainder of swale & sidewalks should be in a border easement to back of sidewalk. It appears that the
strip between the curb and sidewalk should be a minimum of 10', as it is being used for drainage.
4. How do the calculations show that easterly basin provides enough storage volume for the design storm
event and enough volume for the 208 treatment requirement (V208 = road area * 1/2fl, swale floor area so V208 is
maximum of 6" depth)? Please note that if either the slope of the swales exceeds 1%, or the length of the swale
exceeds 100 ft, then the swale volume needs to be adjusted as noted in the Guidelines for Sformwater
Management. The width of the swale between the courb and sidewalk
5. Do the plans take into account the fact that the drywell rim needs to be set at least 0.4' below either the
invert of a curb inlet or the bank of a berm in order to develop the design flow rate into the drywell (with a safety
factor)? This typically results in a floor elevation of 0.9' below the normal gutter line/top of berm for a swale with a
drywell in it. What is the top of berm elevation at 1+81?
6. Does any of the area from Sullivan Road drain into the site? The profile grades and plan elevations
seem to indicate that some portion of Sullivan drains onto the site. If so, the basin limits need to be adjusted
accordingly and shown on the Basin map.
7. Given our conversation of July 13th, it appears that the calculations should be revised so that infiltration
is not considered as a disposal mechanism for the swales. Where the location is suitable for drywells, swale
storage volume should be based on drywell outflow.
I am enclosing a copy of the spreadsheet we use to evaluate drywell concepts. It may be of some use. If the
theoretical Tc is less than 5 minutes, then the spreadsheet Tc defaults to 5 minutes to fit the I-D-F cuNe. If there is
gutter flow, it will need to be adjusted until the values in cells Q14 and Q15 balance (approximately equal values for
these; I wouldn't carry the value of pd" to more than 3 places right of the decimal).
I will be out of the office until July 24th. Please contact Bill Hemmings if you have questions about the spreadsheet
Ed
Page 1
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~
BOWSTR10A97
Page 2
. t
~
-
RE^ r-11 f,ED
JU t 2000
SPpK,~~E C;vUfv, r tNGIN
Drainage Report, R.A. Bonucce- ~i EER
Zd 5;4*
Marietta at Su----ivan Deve--opment
BSP-64-98
Spokane County, Washington
Stateme n
The following report was prepared under my direction. The contents are
engineering opinions derived usi.ng procedures that meet industry and professional
standards. This document was not prepared as a construction document.
Alan E. Gav Professional Eneineer
Printed Narne Title
Civil Engineer Julv 11. 2000
Date
~Q-
kti"
~
~r.
?9194
cSS,~~NAL
EXP!RES 7°--'/! -J
TCCII.CoN, INC.
Professional Engineers • Certified Cnvironmental Specialists • Project Nlanagers • Steel Detailers
t )
DRAINAGE REPORT
ROBERT A. BONUCCELLI
MA►1ZIETTA AT SULLIVAN INDUST.RIAL DEVELOPMENT
SPOKANE COUNTY, WASHINGTON
Proposed improvelnents to the site at the extension of Marietta Road west of Sullivan Road,
trigger the need for storrn water runoff disposal improvements by Spokane County regulation.
The calculation sheets following this narrative include details of the analysis showing that the
proposed drainage improveinents are adequate to control runoff on the site for a 10-year event,
and safely discharge runoff for larger events at a rate equivalent to or less than the discharge rate
in the pre-developed condition for the site.
Key assumptions made for the site include assuming that the soils are Garrison gt-avely loarn and
Garrison very stony loam with an effective penneability equal to oi- greater than 0.36 inch per
hour (0.36"lh.r.). Another key assumption is that the intensity-duration-fi-equency (IDF) curves
for the site conform to the IDF curves for Spokane as published in Chart 34 of the Washington
State Department of Transportation (WSDOT) Hydraulics Manual.
The drainage areas in the development are designatcd by parcel and roadway. Parcel basins are
shown as Parcel 1 through 9, with Parcel 4B being held in reserve. Drainage subinittals f.or
Parcels 1 through 9 will be made at the time of application for individual site building pernlits.
Parcel 4B may or may not be used for drainage for one or more of Parcels 1 tluough 9. Roadway
basins are designated as Marietta West, Marietta Middle and Marietta East. These drainages are
shown with these designations on the drainage and grading plans presented with this report, as
well as the times of concentration for Marietta West, Marietta Middle and Marietta East.
The Bowstring method was used to assure that the roadside swales will have adequate volume to
contain a ten year storm event
The existing hydrologic conditions for the site are undevEloped. The calculated peak runoff for
the existing site, using the SCS mefihod, follows:
Q=(P - 0.2S)2 / (P + 0.85), where:
Q= runoff in cfs, P= total stonn rainfall, S= potential abstraction in inches
S= 1000/CN -10 CN = curve number
In this case, the CN = 70, since the soil group is Garrison, an "B" hydrologic soil. The land use
is approximately the same as pasture in fair condition, thus the 70 rating.
S= 4.29 P= 3.04 inches in 24 hours for a 100 year storm.
Q= 0.737 inches over the site.
f ~
The site drainage basin is approximately the 19.3 acres of the site, since the drainagc is bounded
on the west by the old Cominco property, which slopes to the west, the north edge of the site is
the Johnson Matliey property with its own hydrologic controls, the south edge of the site is the
old Milwaukee Railroad right-of-way, and drains toward the south, and the east edge is Sullivan
Road. Therefore the total pre-developed runoff from a 100 year event is predictcd to bc 620,000
cubic feet.
For the peak runoff, the hydraulic length is 1234 feet, which equates to an equivalent area of 19.3
acres. Using the Type II stonn curve, the estimated peak runoff for a CN70 is 11 cfs/in of runoff.
This equates to 8.1 cfs allowable peak runoff.
For a 10 year storm, P= 2.12, and Q= 0.287 inches over the site; therefore the allowable peak
runoff is 3.16 cfs for a 10 year stoi-i11. The predicted peak amount is 0 cfs for the SW and SE
basins, unless a runoff-over- ice condition develops that fills over 7000 cubic feet of storage, in
which case up to 3 cfs would be discharged thr.ough the overflow pipe in the southwest corner of
the SW swale.
I
. ,
QVANAGE TRACT \ 103.51'
i u \
d / \
si.aaF
3~.i S+OEwaLK
' TO ORA1M
TO $WALE BETKEEN
~ ROAOWAY dc SIOEWA,LK
~ 113.26 ' TC 1998 75 \
LEl 1998.25 Cl El.
~ ~ r998.0- i{- - SERMCE ~ 999_6 _
X ^~rE - - -)C- - ~ - " - - - - ~ - _ _
H' n~ aw ~ _ ~85 > >+~iii
w/ METER arv0 AttZ QM_ATIC C- 0.024 a• 1998-4
\ CONTROL. lAYOUT -8Y GRASS A ALi
LANDSCA'ING INSTALIEk CHANNEI "'-F1M!
\ ~E DETAit El. El. 199
6 t 1998.65
~ wEST EnfO
\ MARIEnA \ ~ \
BASIN C=69 lF, G- 0.19 GRASS CwwNEL. SEE OETAtI 5/4
Cl EL KST MARIETTA 1' WA7ER JRVICE
El. 1997.0 ~ 1598.14 ~ ROAOSIO SwAIE STUB.-
TOTAL AR • 602 S.F. 1' ETER, GATE VALVf
\ TYP EA \
SiA9 3 ~ \ \ 80TTOM E 19 , 27 ~
$TA 0t64.4boCilRB PT Su i.~:0
STA~+65.48 L. 1g'~ 3 `
\ S. OfFSET 20.BC) - \ 1996 1 N. OfFSET 20.5 ( C) 1 ~ g~'
\
\ CURB CUTS " t„ ~ , v SiA 0+61.11
Ot' LONC ~ ~ ~ ~ S. UFfSET 23.5' ~
\ TC=BC 1997.79 N. OFfS£T 23.5'
SEE OETaL 17/4 \ r yi0b0, ORYw~tl Riu El 1997.77
$TA 1+7} 1 SEE 0£TaL 15/4
~ 5. fSET 20.5 (iBC) ~ Su 1. (TirPtCAL 0F 2) N OffSET 20.5 (TBG) tit• 20 p Y STA 0*67; TOP Of BERM El. 1998.29`
~ 'FURB CUTS (2) BERbA BETM£EN lOt1iER, \
~ wE57 Ek0 SwnLE /w0
Cl EL. \ TC~200o00 MIDDi.E Swni.E (TYP Of 2) \
oo~c. ~ ~'3 00 0oooo~E.QLTAk;d~~oooc.-~ » - •~``-~oa=oe-r+oooo-- oo- o-c1c.~c2o ` - oooa- mc-- o - --o
WiQOIE MARfETTA V.
\ ~ 116AII51pE SwAiE
a91 Si~ ~ TQTAL AtRE~ 458 S P.
STA '
~ (rrP EacH SIoE)
5. OffSET 23.5' SrA •
O~PSEt 23.5' \ o c~~ • nr° c°-o.o3. SLQK° ~ 1998
pRYtoECl1ittU El. 2001 54
SE"EraiL 15/4 ' o STa 1+81 ~
(TYPIQF 2) r ~ BERM BETVlEEN LONfR,
~
A \wE$T ENO $WALE ANO
~ pTA N(pLE SwALE (irP OF 2) \ BJLSIN \ - ~ 3
qCRES ~ ~
$1A
\
L. zo
STA ? ~
E/~SfA'ARIE7FA ~
~ L ROA~SiOE SwALE
TOTAL aREA 1200 S.F. C \c ' (TYP EACH S10E)
2 10 StA~ y BOTTOM EL. SLOPEO
5
~ STA 3t 73 3~1\ ?Q AT C=0.03
OffSET 20 5' (T8C) ~ S 2~
?i .~Oi'FSET 20.5' (TBC) ~ •
CURB CUTS {2} \ 3' VnDE SwALE BOTiO~.i,'.-^
~ O LONC EA ?ao . ♦ (TYP)
rca @c 2007.10 ~ s,A :
SEE OErai\L t 7/a f2
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n 1
IVf_ x
El 2008,9 CL 2008. El.
1 ~ `3 ~ ~
.6
( ► • ~ ~ j a
EAST EHO ~ \ ~1 \
MAWETTA
BAStN
~ LahDSi.ADE
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~
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g4+190 i~5 1--~----~~ -~---_r_J__~__-~_~----~----Q----E----~-€--
~ B ~
ETBACK ~ ^ _ _ ~ - - - ~ - - - - _ - - ~ - - _ - r _ - - - - - ^ - - ~ - -
- ¢ - - ~ ~~!c - - - - - ~
C7~~'oc~'o~~
~i-jCAoo~ooooamoaa0 oM naanoC3C:v ~aIoaoaaouoM ooli crrl c'o4= ~!7irac.~iCD 0
Bonuccelli Development
Marietta & Sullivan
11-Ju1-00
Stormwater Disposal
Entire Site is One Parcel
Drain to Individual Parcel 208 swales
Areas Required:
Resulting Landscaping Area: TOTAL TOTAL NET NET MAX. UNBUILD- MIN LOADING REQ.
Sublot # Type III Type IV AREA ACRES AREA ACRES BUILDING ABLE PARKING DOCK AVAIL? SWALE Imp.Area acres
1 2892.5 0 83135 1.908517 80242.5 1,842114 32422.65 44094.76 1800 OK 6158.994 73907.93 1,696693
2 3499 0 229719 5.273623 226220 5.193297 137831.4 0 56235.15 3600 OK 16003.59 192043 4.408702
3 993.6 0 106456 2.443893 105462.4 2.421084 63873.6 26060.4 2700 OK 7502.33 90027.96 2,066758
4 203.1 0 78459 1.801171 78255.9 1.796508 47075.4 19206.74 1800 OK 5513.456 66161.47 1.518858
5 993.6 0 93875 2.155073 92881.4 2.132264 56325 22980.58 1800 OK 6567,293 78807.52 1.809172
6 950 950 94052 2.159137 92152 2.115519 56431.2 23023.91 1800 OK 6579.393 78952.72 1.812505
7 1003.05 1250 50000 1.147842 47746.95 1.096119 20000 27199.97 360 OK 3736.665 44839.98 1,029384
8 700 0 35000 0.903489 34300 0.78742 14000 19039.98 360 OK 2624.665 31495.98 0.723048
9 1973.55 0 38135 0.875459 36161.45 0.830153 14872.65 20226.78 360 OK 2786.396 33436.76 0.767602
ROADWAY 0 0 37708 0.865657 37708 0.865657 0 0 0 NA 3142.333 37708 0.865657
SWSwale; 3255 0 74739 1.715771 71484 1.641047
0 0
0 0
TOTAL: 921278 21.14963 TOTAL; 60615.11 SQ. FT. 15.17952
Engcalc1-E-1
4 7
Banuccelli devePopment
hAarietta & Sullivan
11-.lul-00 -
Stvrmwa#er Dispasal
Bowstring Method CalcuPatvn, Raadside Swaie Capacaty, MarIEtfa
Area 1: West End, Mariekta, TYP1CAL EA. SIQE
5wale Area' 602.2942 square feet
Volurne; 1997.27 213,7647
1997.52 408.0295 77.72428 cu_fk.
1997.77 602.2942 204 0147 Cu,fk_
Pond Infiltratlan Rate: 0.001781 cfs (0.36'Yhr infiltrakion rate)
Dry+rvell Infiltration Rate 0.3 cfs (Garrison Grauelly Ioam)
Ne,. of aryvwrells: 'I
Qrywell Vfllume: 54.45 cubrc feek
Total Available Storage V41ulme:
258.4647 cubic feet
Use Brawstring Mekhad tu check adequacy of SwaPe:
Time incfement; 2 min. '
Time af Goncentration: 2 min. Storage req.;
Oukflaw (C,f.s.) (up (a 0, 0.00 cfs 237.4318 cfi.
Design yearflow 30 year 4.16 Acres Imp; C=0_9
Area (acres) 0_1$ DeveJoped C factor; 0.86 0.01 Acres Perv: C=0.4
Area x C 0.15
No. 1 Na. 2 No. 3 No. 4 No. 5 No. 6 No. T
Time Inc. t Jntensity Qdev. 1! in 11 out Stvfage
No. 1 x 60 (in.lhr) A*C*N o.3 Out * No.2
2 120 3.18 0.479519 57.85831 0.213765 57.65455
a 240 3.18 0.479519 115.4106 0.427529 114.983
s 360 2.9 0.437297 157J242 0_641294 157.0829
5 aso 2,5 0X698 181_2068 0_855059 130.3517
10 600 2,25 0.339282 203.8 1.068824 2023311
15 900 1.76 0.265394 239.035 1.603238 237.4318
20 1200 1.45 0.218648 262.5268 92.13165 170.3892 {ouerflow to dryweEls}
Area 2: IVliddle SeGtion, Marietta TYPICAL EA. SIDE
Swale Area: 654 square feeY
Ilolunne: 2006.5$ 273
2006.83 463.6 92.0625 cu.ft.
2007.58 654 511.125 cu.ft,
Once ponci volume is exceeded, then ou#ffvw vver end berm:
Pond Infltration Rate; 0.002275 cfs (0.36"ihr infiltration rafe)
Drywell Infltration Rafe 0_3 cfs (Garrisan Geavelly loarn)
End Berrn "C" 3 (BroadcresteCl 1Neir)
End Berm weir equatian: 3*L*H"312
L= 3 feet; H=,1 feet
Therefare Vlleie autflaw: 0.284605 cfs
Na. of Drywells- 0
I]rywell Volume: 0 cubic feet
Total Auailable Storage Volulme;
511.125 cubic feet
Use 8owstring Me#hod to check adequacy of Swale:
TEme increment; 2 min.
Time of Cancen#ration: 2 rnin. Stflrage req,:
4utflow (C.f.s.) 0.00 cfs 511.9285 Cf.
Design year flow 10 year 0.107 Acres Imp; C=0.9
Area (acres) 0.122 Devefoped G factor: 0.838395 4.015 Acres Penr: C4,4
Area x C 0.102
Engcalci-E-1 +1
Bonuccelli Development
Marietta & Sullivan
11-Ju1-00
Stormwater Disposal
No.1 No.2 No.3 No.4 No.5 No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A'C"No.3 Out' No.2
2 120 3.18 0.387499 46.76333 0.273 46.49033
4 240 3.18 0.387499 93.26317 0.546 92.71717
6 360 2.9 0.353379 127.4568 0.819 126.6378
8 480 2.5 0.304637 146.433 1.092 145.341
10 600 2.25 0.274174 164.6906 1.365 163.3256
15 900 1.76 0.214465 193.164 2.0475 191.1165
20 1200 1.45 0.17669 212.1477 2.73 209.4177
25 1500 1.22 0.148663 223.0956 3.4125 219.6831
30 1800 1.04 0.126729 228.1986 4.095 224.1036
35 2100 0.92 0.112107 235.4999 4.7775 230.7224
40 2400 0.82 0.099921 239.8784 5.46 234.4184
45 2700 0.75 0.091391 246.8183 6.1425 240.6758
50 3000 0.69 0.08408 252.2968 6.825 245.4718
55 3300 0.64 0.077987 257.4106 7.5075 249.9031
60 3600 0.61 0.074331 267.6439 8.19 259.4539
65 3900 0.60 0.073113 285.1902 8.8725 276.3177
70 4200 0.58 0.070676 296.8866 9.555 287.3316
75 4500 0.55 0.06702 301.6365 10.2375 291.399
80 4800 0.53 0.064583 310.0428 10.92 299.1228
85 5100 0.52 0.062755 320.0946 11.6025 308.4921
90 5400 0.50 0.060927 329.0497 12.285 316.7647
95 5700 0.49 0.059709 340.3814 12.9675 327.4139
100 6000 0.49 0.0591 354.638 13.65 340.988
105 6300 0.45 0.054691 344.5883 14.3325 330.2558
110 6600 0.44 0.053057 350.2121 15.015 335.1971
115 6900 0.42 0.051542 355.6716 15.6975 339.9741
120 7200 0.41 0.050131 360.9786 16.38 344.5986
125 7500 0.40 0.048815 366.1433 17.0625 349.0808
130 7800 0.39 0.047582 371.1751 17.745 353.4301
135 8100 0.38 0.046426 376.0822 18.4275 357.6547
140 8400 0.37 0.045338 380.8723 19.11 361.7623
145 8700 0.36 0.044313 385.5522 19.7925 365.7597
150 9000 0.36 0.043344 390.128 20.475 369.653
155 9300 0.35 0.042428 394.6055 21.1575 373.448
160 9600 0.34 0.041558 398.9897 21.84 377.1497
165 9900 0.33 0.040733 403.2856 22.5225 380.7631
170 10200 0.33 0.039948 407.4975 23.205 384.2925
175 10500 0.32 0.0392 411.6293 23.8875 387.7418
180 10800 0.32 0.038487 415.6849 24.57 391.1149
185 11100 0.31 0.037806 419.6677 25.2525 394.4152
190 11400 0.30 0.037154 423.581 25.935 397.646
195 11700 0.30 0.03653 427.4277 26.6175 400.8102
200 12000 0.29 0.035932 431.2107 27.3 403.9107
205 12300 0.29 0.035358 434.9324 27.9825 406.9499
210 12600 0.29 0.034807 438.5955 28.665 409.9305
215 12900 0.28 0.034277 442.2022 29.3475 412.8547
220 13200 0.28 0.033768 445.7546 30.03 415.7246
225 13500 0.27 0.033276 449.2548 30.7125 418.5423
230 13800 0.27 0.032803 452.7046 31.395 421.3096
235 14100 0.27 0.032346 456.1059 32.0775 424.0284
240 14400 0.26 0.031905 459.4603 32.76 426.7003
245 14700 0.26 0.031479 462.7695 33.4425 429.327
Engcalc1-E-1+2
Bonuccelli Deveaoprnent
Marietta & Sullivan
11-,lu1-04
Storrnwater Disposal
250 15000 0.25 0.031068 46fi.0349 34.125 431.9099
255 15300 0_25 4_030869 469_2581 34.8475 434.4506
260 15600 0,25 0.030283 472.4403 35.49 436,9503
265 15900 0.25 0.02991 475.5829 35.1725 439,4904
270 16200 0.24 0,029547 478.687 36.855 441.832
275 16500 024 0.0291196 481.7539 37.5375 444.2164
280 16800 024 0.028855 484.7847 38.22 446.5647
285 17100 (}.23 0.028524 487.7804 38.9425 448.8779
290 17400 0.23 0.028202 490742 39.585 451.157
295 17740 0.23 0.(}2789 493.6706 40,2675 453.4031
300 18000 0.25 0.027586 496.5669 40.95 455.8169
305 18300 0.22 0.02729 499.4-32 41.6325 457.7995
310 18500 022 0.027003 502_2666 42.315 459.9516
315 18900 0.22 0.026722 505.0715 4z.9975 462.074
320 19200 012 a.026449 507.8476 4168 464,1676
325 19540 0.21 0.026983 510.5956 44.3625 466.2331
330 19800 0.21 0.025924 513.3161 45.045 468.2717
335 20100 0.21 0.025671 516.0099 45.7275 470.2824
340 20400 0.21 0.025425 518.6776 46.41 472.2676
345 20700 0.21 0.025184 521.3198 47_0925 474,2273
354 21000 0.20 0.024949 523.9372 47.775 476.1622
355 21300 0.20 U,024719 526.5344 48.4575 478.0729
360 21600 0.20 O.024495 529.0998 49.14 479.9598
365 21900 0.20 0.024275 531.6461 49.8225 481.8238
370 22200 0_20 0.024061 534.1698 50Z05 483.6648
375 22500 0.20 0.023851 536.6113 51,1875 485.4838
380 22800 0.19 O.Q23646 539.1 59 2 51.87 487.2812
385 23104 0.19 0023446 541.6099 52,5525 489.0574
390 2340D 0.19 0.023249 544.0479 53.235 490.8929
395 23700 0.19 0.023057 546.4655 53_9175 492.548
400 24000 0.19 0.022869 548.8633 54.6 494.2633
405 24300 0.19 0e022684 551 ,24-17 55.2825 495.9592
410 24600 0.18 0_022503 553.601 55.965 497.636
415 24900 018 0.022326 555.9416 56,6475 499.2941
420 25200 0.18 0.022153 558.2839 57,33 500.9339
425 25500 0,18 0.021982 560.5882 58.0125 502.5557
430 25800 0.18 0.02181~i 562.855 58.695 504.16
435 26100 0A8 0_021652 555.1244 59_3775 505.7469
440 26400 0.18 0.021491 567.377 60.06 507,317
445 26700 0.48 0.021333 569.6129 60.7425 508,5704
450 27000 0.17 0.027778 571.9325 61.425 510,4075
455 27300 O.17 0.021026 574,036 62.1075 511.9285
460 27600 0.17 0.020877 576.2239 148.1715 428.0524 QverFl4w to UVest Drywvells
Area 3: East End, Marie" TYRICAL IEA. SIDE
Swale Area: 1200 square feet
Vvlume: 1997.27 5(]1
1997.52 850,5 168.9375 c0t,
1997.77 1200 425.25 c0t.
Pond Infilkration Rate: 0.004175 cfs (17.36"Ihr infiltration rate)
Oryweli Infltration Rate 03 efs (Garrison Gravelly loam)
Na. of Drywells. 1
arywell Volume; 54.45 cubic 6ee#
Total Available 5tarage Volulme:
479.7 aubic fee#
Use Bawstring Mekhod to check adequacy af S+,vale:
Er,gcalcl-E-1+3
Bonuccelli Development
Marietta 8 Sullivan
11-Ju1-00
Stormwater Disposal
Time increment; 2 min.
Time of Concentration: 2 min. Storage req.:
Outflow (c.f.s.) (up to 0 0.00 cfs 426.7537 cf.
Design year flow 10 year 0.116 Acres Imp; C=0.9
Area (acres) 0.143 Developed C factor: 0.804 0.028 Acres Perv: C=0.4
Area x C 0.115
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A'C*No.3 Out * No.2
2 120 3.18 0.456267 55.06233 0.501 54.56133
4 240 3.18 0.479519 115.4106 1.002 114.4086
6 360 2.9 0.437297 157.7242 1.503 156.2212
8 480 2.5 0.37698 181.2068 2.004 179.2028
10 600 2.25 0.339282 203.8 2.505 201.295
15 900 1.76 0.265394 239.035 3.7575 235.2775
20 1200 1.45 0.218648 262.5268 5.01 257.5168
25 1500 1.22 0.183966 276.0745 6.2625 269.812
30 1800 1.04 0.156824 282.3893 7.515 274.8743
35 2100 0.92 0.138729 291.4245 8.7675 282.657
40 2400 0.82 0.123649 296.8428 10.02 286.8228
45 2700 0.75 0.113094 305.4308 11.2725 294.1583
50 3000 0.69 0.104047 312.2103 12.525 299.6853
55 3300 0.64 0.096507 318.5384 13.7775 304.7609
60 3600 0.61 0.091983 331.2019 15.03 316.1719
65 3900 0.60 0.090475 352.9149 16.2825 336.6324
70 4200 0.58 0.087459 367.3889 17.535 349.8539
75 4500 0.55 0.082936 373.2667 18.7875 354.4792
80 4800 0.53 0.07992 383.6693 20.04 363.6293
85 5100 0.52 0.077658 396.1081 21.2925 374.8156
90 5400 0.50 0.075396 407.1898 22.545 384.6448
95 5700 0.49 0.073888 421.2124 23.7975 397.4149
100 6000 0.49 0.073134 438.8545 25.05 413.8045
105 6300 0.45 0.067678 426.4184 26.3025 400.1159
110 6600 0.44 0.065657 433.3776 27.555 405.8226
115 6900 0.42 0.063781 440.1337 28.8075 411.3262
120 7200 0.41 0.062036 446.7009 30.06 416.6409
125 7500 0.40 0.060407 453.092 31.3125 421.7795
130 7800 0.39 0.058882 459.3187 32.565 426.7537
135 8100 0.38 0.057451 465.3912 123.8175 341.5737 Overflow to Drywell
Worst Case Inlet Depression, Type 1 Inlet: 0.1 ft.
Flow: 0.48 cfs = Q (use TR55 flow calc where applicable)
maximum allowable ponding:
0.33333 feet = h
= head for weir of inlet grate
Required area of inlets:
Cw= 3
Q=Cw"Lh^(3/2)
L=Q/(Cw"h"(3/2))
Lmin.= 0.824279 feet
Therefore a 4' long inlet will be more than adequate for a 10-year storm event for each
curb inlet.
Engcalc1-E-1+4
BanucceUi Development
Induskrial aeve[vpment at 5ullivan and Mar+et#a
11-Jul-O0
TechCon, Inc.
Prepared by Alan E Cay, P-F-
Site Hydrology Study
aesign to 10 year storm (for review b y Spokane County Engineers)-
Use conserva#ive 5 min. intensity
i= 3.2 inlhr
Disposaf Capacity:
Garrison Gravelly LaamlVery Stony LoaTn 5oil
Estimated rurF InFiltration Capacity
q= 0,36 inJhr
- Rato of ifq 8.888889
MaKimurn 5korage Depkh:
6 in,
14 year, one haur intensity: ,
3.2 inJhr
10 year, 24 hvur total-
2,12 in.
Parcet 1 Drain Basin
ToW Improved lmperviaus Surface Area:
73907.93 square feet
Asphalt Irnpervious Surface Area~
new• 392$1 5qusre feet
Raaf:
direct_ 32422.65 square feet
Sidewalk;
new: 2204.738 square feet
lJtNFae biaFilfration swale (grassy) for dispvsal. Assume an[ecedani saturaked soil conditions;
lJtilize Spokane Gounty Type A drywefls for averflow. Include storage volurne of drywells as
w~!El as dryaaeli anfiltration cap2cily,
Auailable Grassy Area:
9227.066 square Feet
pepressed Infiltration Area:
6158,994 square fee# cwltivated surface
Additional available infiitrakivn volume on side slopes:
Perime#er 6° abvve battom
470.8756 square feef additional on slopes
Tota1 Available for Infiltration-
6829_87 square fee = 3197.216 ft3
7otal Required Under Caunty Standard:
1636.689 f13 OI{
Hydrology Check:
Rational Methad.
Peak Runo#F, 10-yea r starrri, Q=CIA
Irnpervious SurFace G- 0.9
Pervious Surface G: 0.25
10-year intensily: 3_2 inlhaur
Time of concentration. 3.65 min.
Area Impervious: 73907.93 square feet
Area Pervious: 9227.066 square feet
Peak Q: 5.06 c#s
Peak Infltration Rate: 0.36 rnfhour
Pervious Surface, non-swale:
2591.196 square feet
Peak 0, Perv, nan-swale:
0.05 Cfs
[nfiltration capacity, Perv, nan swale:
0.02 cFs
Engcalci-G-1
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Sludy
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, remainder:
5.03 cfs
Swale Infiltration Capacity:
0.0552 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minule Storm:
1403.71 cubic feet
Storage Available, Swale Only:
3197.216 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3251.67 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 8.06 cfs
Storage Required:
2394.30 cubic feet
Swale Plus Drywell:
3251.67 cubic feet OK
Parcel 2 Drain Basin
Total Improved Impervious Surface Area:
192043 square feet
Asphalt Impervious Surface Area•
new: 51400 square feet
Roof:
direct: 137831.4 square feet
Sidewalk•
new. 2811.758 square feet
Ulilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
37675.96 square feet
Depressed Infiltration Area:
16003.59 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
759.0317 square feet additional on slopes
Total Available for Infiltration•
16762.62 squar2 fee = 8191.551 ft3
Total Required Under County Standard:
2141.662 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 1.95 inlhour
Time of concentration: 13 min
Area Impervious: 192043 square feet
Area Pervious: 37675.96 square feet
Peak Q: 8.16 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
20913.34 square feet
Engcalc1-G-2
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, perv, non-swale:
0.23 cfs
Infiltration capacity, perv, non swale:
0.17 cfs
Peak Q, remainder:
7.98 cfs
Swale Infiltration Capacity:
0.1397 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 13 minute Storm:
5885.06 cubic feet
Storage Available, Swale Only:
8191.551 cubic feet ,
Plus Drywells: 54.45 cubic feet
Total. 8246.006 cubic feet OK
Peak Runoff, 50-year storm: (13 minute)
50-year intensity: 27 in/hour
Peak Q: 11.30 cfs
Storage Required:
8751.66 cubic feet
Swale Plus Drywell:
8246 006 cubic feet NG
Storage Available, 12": 16762.62 cubic feet OK
Parcel 3 Drain Basin
Total Improved Inmpervious Surface Area:
90027.96 square feet
Asphalt Impervious Surface Area:
new: 24851 square feet
Roof:
direct: 63873.6 square feet
Sidewalk:
new: 1303.02 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
16428.04 square feet
Depressed Infiltration Area*
7502.33 square feet cullivated surface
Additional available infiltration volume on side slopes-
Penmeter 6" above bottom
519.696 square feet addibonal on slopes
Total Available for Infiltration:
8022.026 square fee = 3881.089 ft3
Total Required Under County Standard:
1035.473 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 inlhour
Time of concentration. 4.6 min.
Area Impervious: 90027 96 square feet
Area Pervious: 16428.04 square feet
Engcalcl-G-3
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q: 6.25 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
8406.011 square feet
Peak Q, perv, non-swale:
0.15 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
6.18 cfs
Swale Infiltration Capacity:
0.0669 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minule Storm:
1745.12 cubic feet
Storage Available, Swale Only:
3881.089 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3935.543 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 9.97 cfs
Storage Required.
2967.11 cubic feet
Swale Plus Drywell.
3935.543 cubic feet OK
Parcel 4 Drain Basin
Total Improved Impervious Surface Area:
66161.47 square feet
Asphalt Impervious Surface Area:
new: 18126 square feet
Roof:
direct: 47075.4 square feet
Sidewalk:
new: 960.3372 square feet
Utilize biofiliration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
12297.53 square feet
Depressed Infiltration Area:
5513.456 square feet cultivated surface
Additional available mfiltration volume on side slopes:
Perimeter 6" above bottom
445.5159 square feet additional on slopes
Total Available for Infiltration:
5958.972 square fee = 2868.107 ft3
Total Required Under County Standard:
755.2388 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
Engcalcl-G-4
Bonuccelli Development
Induslrial Development at Sullivan and Marieita
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
10-year intensity: 2.5 in/hour
Time of concentration: 8 min.
Area Impervious: 66161.47 square feet
Area Pervious: 12297.53 square feet
Peak Q: 3.59 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
6338.559 square feet
Peak Q, perv, non-swale:
0.09 cfs
Infillration capacity, perv, non swale:
0.05 cfs
Peak Q, remainder:
3.54 cfs
Swale Infiltration Capacity:
0.0497 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 8 minute Storm:
1531.87 cubic feet
Storage Available, Swale Only:
2868.107 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2922.561 cubic feet OK
Peak Runoff, 50-year storm: (8 minute)
50-year intensity: 3.65 inlhour
Peak Q: 525 cfs
Storage Required:
2481.68 cubic feet
Swale Plus Drywell:
2922.561 cubic feet OK
Parcel 5 Drain Basin
Total Improved Imperoious Surface Area:
78807.52 square feet
Asphalt Impervious Surface Area:
new. 21333 square feet
Roof:
direct: 56325 square feet
Sidewalk:
new: 1149 029 square feet
Ulilize biofiltraiion swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
15067.48 square feet
Depressed Infiltration Area:
6567.293 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
486.233 square feet additional on slopes
Total Available for Infiltration:
7053.526 square fee = 3405.205 ft3
Total Required Under County Standard:
888.8954 ft3 OK
Hydrology Check:
Engcalc1-G-5
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Jui-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Rational Method:
Peak Runoff, 10-year storm, Q=CIA Impervious Surface C: 0.9
Pervious Surface C: 0 25
10-year intensity• 2.6 inlhour
Time of concentration: 7.5 min.
Area Impervious: 78807.52 square feet
Area Pervious• 15067.48 square feet
Peak Q: 4.46 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
8013.954 square feet
Peak Q, perv, non-swale:
0.12 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
4.39 cfs
Swale Infiltration Capacity:
0.0588 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1814 73 cubic feet
Storage Available, Swale Only:
3405.205 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3459.659 cubic feet OK
Peak Runoff, 50-year storm: (7.5 minute)
50-year intensity: 3.8 inlhour
Peak Q: 6.52 cfs
Storage Required:
2897 59 cubic feet
Swale Plus Drywell:
3459.659 cubic feet OK
Parcel 6 Drain Basin
Total Improved Impervious Surface Area:
78952.72 square feet
Asphalt Impervious Surface Area:
new: 21370 square feet
Roof:
direct: 56431.2 square feet
Sidewalk:
new: 1151.195 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
15099.28 square feet
Depressed Infiltration Area:
6579.393 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
486.6807 square feet additional on slopes
Total Available for Infiltration:
Engcalc1-G-6
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
7066.074 square fee = 3411.367 ft3
Total Required Under County Standard:
890.43 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious SurFace C: 0 25
10-year intensity: 2.6 inlhour
Time of concentration: 7.5 min.
Area Impervious: 78952.72 square feet
Area Pervious: 15099.28 square feet
Peak Q: 4.47 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
8033 21 square feet
Peak Q, perv, non-swale:
0.12 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder•
4.40 cfs
Swale Infiltration Capacity:
0.0589 cfs
drywell infiltraiion cap.: 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1818.34 cubic feet
Storage Available, Swale Only:
3411.367 cubic feet
Plus Drywells: 54.45 cubic feet
7ota1: 3465.821 cubic feet OK
Peak Runoff, 50-year storm: (7.5 minute)
50-year intensity: 3.8 in/hour
Peak Q: 6.53 cfs
Storage Required.
2903.03 cubic feei
Swale Plus Drywell:
3465.821 cubic feet OK
Parcel 7 Drain Basin
Total Improved Impervious Surface Area:
44839.98 square feet
Asphalt Impervious Surface Area:
new: 23480 square feet
Roof:
direct: 20000 square feet
Sidewalk:
new: 1359.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
5160 024 square feet
Depressed Infiltration Area:
3736.665 square feet culkivated surface
Engcalcl-G-7
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers)
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
366.7696 square feet additional on slopes
Total Available for Infiltration:
4103.434 square fee = 1960.025 ft3
Total Required Under County Standard:
978.3324 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 3 min.
Area Impervious: 44839.98 square feet
Area Pervious: 5160.024 square feet
Peak Q: 3 06 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale.
1056.59 square feet
Peak Q, perv, non-swale:
0.02 cfs
Infiltration capacity, perv, non swale:
0.01 cfs
Peak Q, remainder:
3.05 cfs
Swale Infiltration Capacity:
0.0342 cfs
drywell infiltration cap.. 0.3 cfs each (1 tolal)
Storage Required, 5 minute Storm:
814.92 cubic feet
Storage Available, Swale Only:
1960.025 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2014.479 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 4.88 cfs
Storage Required:
1439.70 cubic feet
Swale Plus Drywell:
2014.479 cubic feet OK
Parcel 8 Drain Basin
Total Improved Impervious Surface Area:
31495.98 square feet
Asphalt Impervious Surface Area:
new: 16544 square feet
Roof:
direct: 14000 square feet
Sidewalk:
new: 951.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Engcalc1-G-8
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers). Available Grassy Area:
3504.017 square feet
Depressed Infiltration Area:
2624.665 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
307.3889 square feet additional on slopes
Total Available for Infiltration:
2932.054 square fee = 1389.18 ft3
Total Required Under County Standard:
689.3327 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 inlhour
Time of concentration• 5 min.
Area Impervious: 31495.98 square feet
Area Pervious: 3504,017 square feet
Peak Q• 2.15 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale•
571.963 square feet
Peak Q, perv, non-swale:
0.01 cfs
Infiltration capacity, penr, non swale:
0.00 cfs
Peak Q, remainder:
2.14 cfs
Swale Infiltration Capacity:
0.0244 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
545.26 cubic feet
Storage Available, Swale Only:
1389.18 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 1443.634 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q- 3.42 cfs
Storage Required:
1003.34 cubic feet
Swale Plus Drywelt:
1443.634 cubic feet OK
Parcel 9 Drain Basin
Total Improved Impervious Surface Area:
33436.76 square feet
Asphalt Impervious Surface Area:
new: 17553 square feet
Roof:
direct: 14872.65 square feet
Sidewalk:
Engcalc1-G-9
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
new: 1011.339 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywelts as
well as drywell infiltration capacity.
Available Grassy Area:
4698.245 square feet
Depressed Infiltration Area:
2786.396 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
316.718 square feet additional on slopes
Total Available for Infiltration:
3103.114 square fee = 1472.378 ft3 _
Total Required Under County Standard:
731.3653 0 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C- 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 5 min.
Area Impervious: 33436.76 square feet
Area Peroious: 4698.245 square feet
Peak Q: 2.30 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
1595.13 square feet
Peak Q, perv, non-swale:
0.03 cfs
Infiltration capacity, perv, non swale:
, 0.01 cfs
Peak Q, remainder:
2.28 cfs
Swale Infiltration Capacity:
0.0259 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
587.35 cubic feet
Storage Available, Swale Only:
1472.378 cubic feet
Plus Drywells: 54.45 cubic feet
Total. 1526.832 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 3.66 cfs
Storage Required:
1075.18 cubic feet
Swale Plus Drywell:
1526.832 cubic feet OK
Roadway Basins: West End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
7030.648 square feet
Asphalt Impervious SurFace Area:
Engcalcl-G-10
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
new: 5544.86 square feet
Roof:
new• 0 square feet
Sidewalk:
new: 1485.785 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
1 Drywell necessary
Available Grassy Area:
602.2942 square feet
Depressed Infiltration Area:
213.7647 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
388.5295 square feet: up to 6" available for storage on 3:1 slopes
Total Available for InGltration:
North: 602.2942 square fee = 170.0123 ft3
Total Required Under County Standard:
231.0359 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Imperoious SurFace C: 09
Pervious Surface C: 0.25
10-year intensity: 32 in/hour
Time of concentration: 1 min.
Area Impervious: 7030.648 square feet
Area Pervious: 602.2942 square feet
Peak Q: 0.48 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale,
0.00 cfs
Peak Q, remainder:
0.48 cfs
Swale Infiltration Capacity:
0.0050 cfs
Drywell infiltratin cap.: 0.3 cfs
Storage Required, 5 minute Storm:
51.26 cubic feet
Storage Available, Swale Only:
170.0123 cubic feet
Plus Drywell: 54 45 cubic feet Total: 224 4666 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q. 0.76 cfs
Storage Required:
136.03 cubic feet OK
Roadway Basins: Middle, North and South Sides: (Mirror Images)
Engcalcl-G-11
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Total Improved Impervious Surface Area:
4654 square feet
Asphalt Impervious Surface Area:
new: 4000 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 654 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
no drywell necessary
Available Grassy Area:
654 square feet
Depressed Infiltration Area:
273 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
381 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 654 square fee = 231.75 ft3
Total Required Under County Standard:
166.6667 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 32 in/hour
Time of concentration: 1 min.
Area Impervious: 4654 square feet
Area Peroious: 654 square feet
Peak Q: 0.32 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale.
0 square feet
Peak Q, perv, non-swale:
0 00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
0.32 cfs
Swale Infiltration Capacity:
0.0055 cfs
Drywell infiltratin cap.: 0 cfs
Storage Required, 5 minute Storm:
94.28 cubic feet
Storage Available, Swale Only:
231.75 cubic feet
Plus Drywell: 0.00 cubic feet
Total: 231.75 cubic feet OK
Peak Runoff, 50-year storm• (5 minute)
50-year mtensity: 5.1 in/hour
Peak Q: 0.51 cfs
Storage Required:
Engcalcl-G-12
Bonuccelli Development
Industrial Development at Sullivan and Marielta
11-Ju1-00
TechCon, Inc_
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
151.23 cubic feet OK
Roadway Basins: East End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
5050 square feet
Asphalt Impervious Surface Area:
new: 3850 square feet
Roof:
new: 0 square feet
Sidewalk.
new: 1200 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
1 Drywell ,
Available Grassy Area:
1200 square feet
Depressed Infiltration Area:
501 square feet cultivated surface
Additional available infiltration volume on side slopes-
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
699 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 1200 square fee = 425.25 ft3
Total Required Under County Standard: .
160.4167 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 inlhour
Time of concentration: 1 min.
Area Impervious: 5050 square feet
Area Pervious: 1200 square feet
Peak Q: 0.36 cfs
Peak Infiltration Rate 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
0.36 cfs
Swale Infiltration Capacity:
0.0100 cfs
Drywell infiltratin cap.: 0 cfs
Storage Required, 5 minute Storm:
105.14 cubic feet
Storage Available, Swale Only:
425.25 cubic feet
Plus Drywell: 0.00 cubic feet
Total: 425.25 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
Engcalc1-G-13
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Sile Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
50-year intensity: 5.1 in/hour
Peak Q: 0.57 cfs
Storage Required:
168.54 cubic feet OK
Existing Pre-developed Site
Total Improved Impervious Surface Area:
0 square feet
Asphalt Impervious Surface Area:
new: 0 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 0 square feet
Available Grassy Area:
921278 square feet
Depressed Infiltration Area:
0 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3-1 slopes
0 feet wide strip around depression
Swale:
0 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 0 square fee = 0 ft3
Total Required Under County Standard:
0 ft3 OK
Hydrology Check:
Rational Meihod: SCS Method :
Peak Runoff, 10-year storm, Q=CIA 24 hour storm
Impervious Surface C: 0.9 Tc = 25.26 minutes
Pervious Surface C: 0.25 Total Area 21.15 acres
10-year intensity: 0.9 in/hour
Time of concentration: 36.2 min.
Area Impervious: 0 square feet SCS curve No. 61
Area Pervious: 921278 square feet 10-year 24 hour storm:
Peak Q: 4.76 cfs 2 12 inches
. SCS Type II Storm
Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph
Pervious Surface, non-swale:
921278 square feet simulate capacity of drywell as
Peak Q, perv, non-swale: 0.75 foo/ diameter orifice (no dryv
4.76 cfs
Infiltration capacity, perv, non swale: Capacity is adequate.
7.68 cfs Hydraulic Capacity of Drywell is
Peak Q, remainder: 0 cfs
0.00 cfs Peak flow: 0.08 cfs
Swale Infiltration Capacity:
0.0000 cfs
Engcalc1-G-14
%
>
S P O Yt .A N E ' o rC O U N T Y
- R
DNISIOIV OF ENGINEERING AND ROADS A DIVISION OF THE PUBLIC WOFtKS DEAARTMENT
William A. Johns, P.E., County Engineer
August 1, 2000
Alan Gay, P.E.
TechCon
1230 E. Front Ave.
Spokane, WA 99202 0
SUBJECT: BSP64 - Sullivan & Marietta
Design Deviation - Planting Strip Widt6
Gentlemen:
We have processed this request, and the County Engineer has not approved it. I am enclosing a
copy of the processed Design Deviation. I am also enclosing the recent plan submittal so that it
may be revised to reflect the action on this request.
Please call Ed Parry ((509)477-3600) if there are any questions.
Sincerely, William A. Johns, P.E.
Spokane County Engineer
G~~ • .
Edw d J. , Jr., P.E.
Plan Review Engineer
Encl: Design Deviation
Plan submittal
Cc: Project File
Reviewer
Sponsor: Bob Bonucelli, P.O. Box 141449, Spokane, WA 99214
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133
1
RECFIv
PD
Submittal Checklist jUl 1 12040
for Road & Drainage Projects in Spokane County - Plats/%61*t?d,%ts
Y ,lNEFR
This Szcbmittal Checklist is to be completed and signed by the Sponsor's Engineer, and included with each plan
submittal into the Spokane Cou»ry Engineers Office. If this form is not fully completed and signed, do not
submit plans and calculations to Spokane County for review and acceptance. Incomplete stcbmittals will be
returned and wrll cause unnecessary delays for your client.
ProJ'ect Name: 86LretQ462 a + a4..x
Spokane County Project No. 4fpx~__n" Date: - Z1W_0A!2_
Project Engineer: CCbd-) Phone: 6 `d4-66c -
P _Zo~ '
Project Sponsor: , At r Phone: ~ Z y
A. Preliminary Process
Prior to Submittal of Road and Drainage Plans, the following events are to have already occurred:
(By checking each item off shown below, you are statirrg thatyou have verifred these events/items have been completed.)
0~ Adoptioo of a Hearing Examiner's Report for this long plat, or a Planning Report for this short plat.
B` ~ At least one Pre-Design Meeting has been held with County staff at the Engineers Office.
L~ An "Agreement to Pay Fees" has been signed by the project sponsor, and submitted to the County
~ Engineers Office. •
lr A Channelization Plan (e.g. signing and striping plan) of public roadway improvements, has been
coordinated and discussed with the County Engineers Office.
B. Road and Drainage Plan Submittal
The items listed below are to be provided as a minimum with a road a.nd drainage plan submittal. Additional
information may be required to demonstrate that the plans meet all applicable standards.
(By checking "yes " jor each item shown below, you are verifying that these items have been completed and are included
in this submittal. For any box checked "rt/a a written justifrcatiorr oj any omissions at the end of this section is •
required.)
~ Item Description
L~ ycs Road and drainage plans, t-vvo print sets. (Certification statement on cover of plans)
V s 0 n/aOne set of plans on 24" x 36" mylar media, or CA.D electronic file .DWG or .DXF format
s Each Plan Sheet of record is si ed and dated b the ro'
~n y p ~ect sponsor.
ryes The road and drainage design meets the requirements of State law, WAC 196-27 regarding
"conformity with accepted standards"; that is, the design reflects the "state of the practice"
/for the proposed concept. Vyes The plans, Drainage Report, basin map(s), and any other calculations are stamped, signed
, and dated by an en~ineer licensed in the Sta.te of Washington.
Q` yes 0 n/a Drainage Report, two sets. To include: basin map(s), time of concentration routes in basin
map, and Certification statement on cover of report and basin map.
-7yes ' s a n/a Geotechnical Report, one set. (Include all soil test pit/boring logs.) .
~ a Structural Pavement Calculations, one set
0 yes n/a Cross-slope Srade calculations for road widening projects.
Item Description
. 'a;'..•.
0 yes n/a Maintenance Manual and Sinl:ing Fund calculations for drainage facilities Iocated autside of
County road right-of-way.
0 yes [~Y n/a Written explanation of who/what entity will be responsible for maintaining drainage facilities
which are located outside of public road right-of-way, and that the plan is acceptable to the
r County Engineers Office.
A` yes 0 nia ~ Channelization Plan, or signing and striping information provided in the road plans. To be
included in road and draina.ge plan set.
0 yes ~n/a I have read the Hearing Examiner's Report (long plat), or Planning Dept. Findings and
Conditions (short plat), for this project. The design meets the conditions in the report.
0 yes 0 p/a Copy of Approved Design Deviation~' ?(,MN4 0%F WW" l~ AWAV
0 yes it,yr1a Fire District Approval, for private roads.
0 yes n/a Lot Plans. Required for any lots with drainage easements and which front a public road, or
/ for lots which receive and treat cunoff from a public right-of-way.
0 yes LV n/a Any applicable State and Federal permits have been obta.ined. (i.e. HPA, JARPA, etc.). For
Permits with conditions, a cop}► of the permit and conditions are included in the plan
~ submittal.
E` yes 0 n/a Inspection Agreement between the sponsor and its engineer.
Vyes 0 nla For off-site easements to be granted to Spokane County, the following items shall be
included: legal description, exhibit, and proof of ownership.
B'yes 0 n/a Erosion Control Plan, required for "Major Land-Disturbing Activity." To be included in the
road and drainage plan set.
Ex lanation for any items listed above which are not included in tlvs submittal:
,/bV cr d Yv~~`J
. 40 ~~'<<~~~~ ~l~is !d F►~. ~v-!Q c~Pc.t'. ~
(Note: an insufficAt justification of why an item was not included in the submitted, or incomplete documents, may result
in the submittal being returned without review or witiiout acceptance. Provide attachments if necessary.)
By signing below, the engineer is stating that the information provided in the submittal is complete, that the
information provided in the Submittal Cheeklist is accurate, and the plans and ealculations are in accordance with
the Spokane County Standards for Road & Sewer Construction, and the Guidelines for Stormwater
Management, except where an approved Design Deviation allows otherwise.
Engineer's Signature: O
v
Engineer's Name: ~
(please print)
If there are any questivns about this form or appropriate procedures, please call Development Services,
Spokane County Public Works, at (509) 456-3600.
For Spokane County Use Only
Submittal No: I County Plan Reviewer:
0 Accepted in for Review or Construction
,k Returned to the engineer without r' ac ptance, See attached letter of explanation.
Processing Date: ~~t U~
Submittal Checklist 2
Spokane County Public Works; April 29, 1998
v RECE1vFp .
JUL 1 1 2000
SPpKANr CUUNTY ENGINE
ER
Drainage Report, R.A. Bonucce--i
Marietta at Su--livan Development
BSP-64-98
Spokane County, Washington
. Stateme n
The following report was prepared under my direction. The contents are
engineering opinions derived using procedures that meet industry and professional
standards. This document was not prepared as a construction document.
Alan E. Gav Professional Engineer
Printed Name Title
Civil Enaineer Julv 11. Zooo
Date
OfFIC1P1 PUQI.iC OOCiSNENT
SPOIK ANE COUNTY ENGiUEEH`S QFFICE
0 ~I ~ NAi
PRc?,1ECT # w t
~E.
$JJUt?TAI. # 2
Qp
RET°URN TO COUNTY E►yGiNEER
29194
O~ FClS'Y~2~
s~~~1AL ~CS
7 I~ ~U
EXPIRE.CD 7---" ,
TECHCON, INC.
Professional Engineers • Certified Environmental Specialists • Project Managers • Steel lletailers
e r
DR.AINAGE REPORT
ROBERT A. BONUCCELLI
MARIET'I'A AT SULLIVAN INDUSTRIAL DEVELOPIVIENT
SPOKANE COUNTY, WASHINGTON
Proposed improvements to the site at the extension of Marietta Road west of Sullivan Road,
trigger the nced for stonn water runoff disposal improvements by Spokane County regulation.
The calculation sheets following tllis narrative include details of the analysis showing that the
proposed drainage improvements are adequate to control runoff on the site for a 10-year event,
and safely discharge runoff for larger events at a rate equivalent to or less than the discharge rate
in the pre-developed condition for the site.
Key assumptions made for the site include assuming that thc soils are Garrison gc-avely loam and
Garrison very stony loam with an effective permeability equal to or greater than 0.36 inch per
hour (0.36"/hx.). Another key assumption is that the intensity-duration-frequency (IDF) curves
for the site conform to the IDF curves for Spokane as published in Chart 34 of the Washington
State Department of 1,ransportation (WSDOT) Hydraulics Manual.
The drainage areas in the development are designated by parcel and roadway. I'arcel basins are
shown as Parcel 1 through 9, with Parcel 4B being held in reserve. Drainage submittals for
Parccls 1 through 9 will be made at the time of application for individual sitc building permits.
Parcel 4B inay or may not be used for drainage for one or more of Parcels 1 through 9. Roadway
basins are designated as Marietta West, Marietta Middle and Marietta East. These drainages are
shown with these designations on the drainage and grading plans presented with this report, as
well as the times of concentration for Marietta West, Marietta Middle and Marietta East.
The Bowstring method was used to assure that the roadside swales will have adequate volume to
contain a ten year stonn event
Thc existing hydc-ologic conditions for the site are undeveloped. The calculated peak runoff for
the cxisting site, using the SCS method, follows:
Q=(P - 0.25)2 / (P + O.SS), where:
Q= runoff in cfs, P= total stonn rainfall, S= potential abstraction in inches
S= 1000/CN -10 CN = curve number
ln this case, the CN = 70, since the soil group is Garrison, an "B" hydrologic soil. The land use
is approximately the same as pasture in fair condition, thus the 70 rating.
S= 4.29 P= 3.04 inches in 24 hours for a 100 year storni.
Q= 0.737 inches over the site.
• i
The site drainage basin is approximately the 19.3 acres of the site, since the drainage is bounded
on the west by the old Cominco property, which slopes to the west, the north edge of the site is
the Johnson Mathey property with its own hydrologic controls, the south edge of the site is the
old Milwaukee Railroad right-of-way, and drains toward thc south, and the east edge is Sullivan
Road. Therefore the total pre-developed runoff from a 100 year event i s predicted to be 620,000
cubic feet.
For the peak runoff, the hydraulic length is 1234 feet, which equates to an equivalent area of 19.3
acres. Using the Type II storm curve, the estimated peak runoff for a CN70 is 11 cf.s/in of runoff.
This equates to 8.1 cfs allowable peak runoff.
For a 10 year stonn, P= 2.12, and Q= 0.287 inches over the site; therefore the allowable peak
runoff is 3.16 cfs for a 10 year ston-n. The predicted peak amount is 0 cfs for the SW and SE
basins, unless a runoff-over- ice condition develops that fills over 7000 cubic feet of storage, in
which case up to 3 cfs would be discharged thl•ough the overflow pipe in the southwest cot-ner of
the SW swalc.
t ~
ANACE
~
NTRACT
sLoPE
34.1~ T~0 ORwN
~ TO SWALf BETWEEN
~ ~ 1 13.2fi ~ ~ ~ RTCO1998.75 SIOEWALK \ f
~C 1998 25 Cl El. j
Lt$p 1999.6
w 2" iR ON SERNACE l~ 185 lF ~ 1+77 \ 1
W/ METER ANO AUI QMATIG C~ 0.024 il. 1998.4~ ~ 1 .
\ CONTROI. LAYOIfT gY GRA55 ~ a$ ALT ~ 1 1
LANDSCAPINC IkSTALIEfF CMANNEI "~-F1ttJs t
\ E Of TAIL El. EL. 199 6 ~ 1998.65
\ MARIETTA
~ L=69 Lf, C 0.029 CRa55 CwwNEt. SEE OETat 5/4
BASW V1EST b MARIETTA 1' WATER
RVICE
EL. 1997 0Cc48~1 6 \ ROAOSIO ' SWALE STUB. -
iOTAL AR • 602 S.F, I' EiER, GATE VAI.vE
St • BOTTUM E 19 , 27 e
~ ~ ~
STA 0+64.4'bvCURB PT STA
5 OFf5E1
~20. +6 '
BC)
N. OFFSET 20.5 1996
~ y,~ \
\ CURB CUTS (~j TA i ~ STA 0t61.11
~ 04' LONC ~ v~e 1 0 S. OfFSEi 23.5' ~
TC=6C 1997.79 ST~.., ~ N. OFfSET 23.5'
SEE OETAlL 17/4 \ ~-~=p6p DRYYY£ll RIM El_ 1997.77 ~
STA t+73,
\
SEE OETaIL 15/4
\ s. FvSET zo.s (Tac) ~ ~ sr. •D (rra+cw. ov z)
N. OF SET 20.5 (TBCj ~ 20~ .;TA 0+67: TOP pf HERN EL 199$.29`
~ R8 CUTS (2) BERM 8£Tw£EN LOwER, \
O s' IONG wEST EHD SWItIE AND -zt
Cl EL \ iC2001.00 LOOOLE SwnLE (TVa Of 2) \
2004.3 ooPOOSEF,OFTaiL~i/f--ao- o00 .-r,GO- - GO- =e...a.oo-~5~z ~~a.~Q=od.,.~oe
~I
` ~ c •~X' ~ ~ ' ` MLDDLE StA i' 9
STA 1+9s • T07AL ARE~ 156 5 F
~ (TYP EACN SIO£~
\ N ~SET 23 S'~ Si~ ~ Ar G-BOTTOMo.o, EL St O 1998
ORYY+ELIM El. 2001 54 A!}r
SEE DETRIL 15/4 JL ~j~C A ~ $TA 1+81 ~
(T~I~AL 0F 2) f-r I '
A ~ ~ \ BERM BETw£EN LOw£R,
0 i~~ 61, " a ~NEST ENO SWALE ANti
MIO~E
~ 4\tJ(p`LE SWALE (TYP 0F Y) ~
\ MaRiETTa
~ R E S ~IN ~ St~ .
~ ~ - : -
STA ~
~ L za
N-, STA ~
L 20 ~S . E115~1~(ARtEiir4
a 0 ~S~oE Sw~.E
TO1ItL aREA 1200 S.F. c `E . (Trn Er+cH sEoE)
2. 'At: BOTTOM El. SLOPEO
~ STA 3+73 3~ AT C=Q.OS
S t:•
S. o«s£T 2o.s (Tec) TA ~ :
N\OffSFT 20.5' (TBC) 3' 1MDE SWAL£ BOTT0M---
CURB CUT5 (2)
~ b rYa
\ 0 t' IdNC EA 200,
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Bonuccelli Development
Marietta & Sullivan
11-Ju1-00
Stormwater Disposal
Entire Site is One Parcel
Drain to Intlividual Parcel 208 swales Areas Required:
Resulting Landscaping Area: TOTAL TOTAL NET NET MAX, UNBUILD- MIN LOADING REQ.
Sublot # Type III Type IV AREA ACRES AREA ACRES BUILDING ABLE PARKING DOCK AVAIL? SWALE Imp.Aeea acres
1 2892,5 0 83135 1.908517 80242.5 1.842114 32422.65 44094.76 1800 OK 6158.994 73907.93 1.696693
2 3499 0 229719 5.273623 226220 5.193297 137831.4 0 56235.15 3600 OK 16003.59 192043 4.408702
3 993.6 0 106456 2.443893 105462.4 2.421084 63873.6 26060,4 2700 OK 7502.33 90027.96 2,066758
4 203.1 0 78459 1.801171 78255.9 1.796508 47075.4 19206.74 1800 OK 5513,456 66161.47 1.518858
5 993.6 0 93875 2.155073 92881.4 2,132264 56325 22980.58 1800 OK 6567.293 78807.52 1.809172
6 950 950 94052 2.159137 92152 2.115519 56431.2 23023.91 1800 OK 6579.393 78952.72 1.812505
7 1003.05 1250 50000 1,147842 47746.95 1,096119 20000 27199,97 360 OK 3736,665 44839.98 1,029384
8 100 0 35000 0.803489 34300 0.78742 14000 19039.98 360 OK 2624.665 31495.98 0.723048
9 1973.55 0 38135 0.875459 36161.45 0.830153 14872.65 20226.78 360 OK 2786.396 33436.76 0.767602
ROADWAY 0 0 37708 0.865657 37708 0.865657 0 0 0 NA 3142.333 37708 0.865657
SWSwale: 3255 0 74739 1.715771 71484 1.641047
0 0
a o
TOTAL: 921278 21.14963 TOTAL: 60615.11 SQ, FT. 15.17952
Engcalc1-E-1
Bonuccelli Development
Marietta & Sullivan
11-Ju1-00
Stormwater Disposal
Bowstring Method Calculation, Roadside Swafe Capacity, Marietta
Area 1: West End, Marietta, TYPICAL EA. SIDE
Swale Area: 602.2942 square feet
Volume: 1997.27 213.7647
1997.52 408.0295 77.72428 cu.ft.
1997.77 602.2942 204.0147 cu.ft.
Pond Infiltration Rate: 0.001781 cfs (0.36"/hr infiltration rate)
Drywell Infiltration Rate 0.3 cfs (Garrison Gravelly loam)
No. of Drywells: 1
Drywell Volume: 54.45 cubic feet
Total Available Storage Volulme:
258.4647 cubic feet
Use Bowstring Method to check adequacy of Swale:
Time increment; 2 min.
Time of Concentration: 2 min. Storage req.:
Outflow (c.f.s.) (up to 0. 0.00 cfs 237.4318 cf.
Design year flow 10 year 0.16 Acres Imp; C=0.9
Area (acres) 0.18 Developed C factor: 0.86 0.01 Acres Perv: C=0.4
Area x C 0.15
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A'C"No.3 Out ' No.2
2 120 3.18 0.479519 57.86831 0.213765 57.65455
4 240 3.18 0.479519 115.4106 0.427529 114.983
6 360 2.9 0.437297 157.7242 0.641294 157.0829
8 480 2.5 0.37698 181.2068 0.855059 180.3517
10 600 2.25 0.339282 203.8 1.068824 202.7311
15 900 1.76 0.265394 239.035 1.603236 237.4318
20 1200 1.45 0.218648 262.5268 92.13765 170.3892 (overflo4v to drywells)
Area 2: Middle Section, Marietta TYPICAL EA. SIDE
Swale Area: 654 square feet
Volume: 2006.58 273
2006.83 463.5 92.0625 cu.ft.
2007.58 654 511.125 cu.ft.
Once pond volume is exceeded, then outflow over end berm:
Pond Infiltration Rate: 0.002275 cfs (0.36"/hr infiltration rate)
Drywell Infiltration Rate 0.3 cfs (Garrison Gravelly loam)
End Berm "C" 3 (Broadcrested Weir)
End Berm weir equation: 3'L'H^3/2
L= 3 feet; H=.1 feet
Therefore Weir outflow: 0.284605 cfs
No. of Drywells: 0
Drywell Volume: 0 cubic feet
Total Available Storage Volulme:
511.125 cubic feet
Use Bowstring Method to check adequacy of Swale: .
Time increment; 2 min.
Time of Concentration: 2 min. Storage req.:
Outflow (c.f.s.) 0.00 cfs 511.9285 cf.
Design year flow 10 year 0.107 Acres Imp; C=0.9
Area (acres) 0.122 Developed C factor: 0.838395 0.015 Acres Perv: C=0.4
Area x C 0.102
Engcalcl-E-1+1
Bonuccelli Development
Marietta & Sullivan
11-Ju1-00
Stormwater Disposal
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (inJhr) A"'C'No.3 Out " No.2
2 120 3.18 0.387499 46.76333 0.273 46.49033
4 240 3.18 0.387499 93.26317 0.546 92.71717
6 360 2.9 0.353379 127.4568 0.819 126.6378
8 480 2.5 0.304637 146.433 1.092 145.341
10 600 2.25 0.274174 164.6906 1.365 163.3256
15 900 1.76 0.214465 193.164 2.0475 191.1165
20 1200 1.45 0.17669 212.1477 2.73 209.4177
25 1500 1.22 0.148663 223.0956 3.4125 219.6831
30 1800 1.04 0.126729 228.1986 4.095 224.1036
35 2100 0.92 0.112107 235.4999 4.7775 230.7224
40 2400 0.82 0.099921 239.8784 5.46 234.4184
45 2700 0.75 0.091391 246.8183 6.1425 240.6758
50 3000 0.69 0.08408 252.2968 6.825 245.4718
55 3300 0.64 0.077987 257.4106 7.5075 249.9031
60 3600 0.61 0.074331 267.6439 8.19 259.4539
65 3900 0.60 0.073113 285.1902 8.8725 276.3177
70 4200 0.58 0.070676 296.8866 9.555 287.3316
75 4500 0.55 0.06702 301.6365 10.2375 291.399
80 4800 0.53 0.064583 310.0428 10.92 299.1228
85 5100 0.52 0.062755 320.0946 11.6025 308.4921
90 5400 0.50 0.060927 329.0497 12285 316.7647
95 5700 0.49 0.059709 340.3814 12.9675 327.4139
100 6000 0.49 0.0591 354.638 13.65 340.988
105 6300 0.45 0.054691 344.5883 14.3325 330.2558
110 6600 0.44 0.053057 350.2121 15.015 335.1971
115 6900 0.42 0.051542 355.6716 15.6975 339.9741
120 7200 0.41 0.050131 360.9786 16.38 344.5986
125 7500 0.40 0.048815 366.1433 17.0625 349.0808
130 7800 0.39 0.047582 371.1751 17.745 353.4301
135 8100 0.38 0.046426 376.0822 18.4275 357.6547
140 8400 0.37 0.045338 380.8723 19.11 361.7623
145 8700 0.36 0.044313 385.5522 19.7925 365.7597
150 9000 0.36 0.043344 390.128 20.475 369.653
155 9300 0.35 0.042428 394.6055 21.1575 373.448
160 9600 0.34 0.041558 398.9897 21.84 377.1497
165 9900 0.33 0.040733 403.2856 22.5225 380.7631
170 10200 0.33 0.039948 407.4975 23.205 384.2925
175 10500 0.32 0.0392 411.6293 23.8875 387.7418
180 10800 0.32 0.038487 415.6849 24.57 391.1149
185 11100 0.31 0.037806 419.6677 25.2525 394.4152
190 11400 0.30 0.037154 423.581 25.935 397.646
195 11700 0.30 0.03653 427.4277 26.6175 400.8102
200 12000 0.29 0.035932 431.2107 27.3 403.9107
205 12300 0.29 0.035358 434.9324 27.9825 406.9499
210 12600 0.29 0.034807 438.5955 28.665 409.9305
215 12900 0.28 0.034277 442.2022 29.3475 412.8547
220 13200 0.28 0.033768 445.7546 30.03 415.7246
225 13500 0.27 0.033276 449.2548 30.7125 418.5423
230 13800 0.27 0.032803 452.7046 31.395 421.3096
235 14100 0.27 0.032346 456.1059 32.0775 424.0284
240 14400 0.26 0.031905 459.4603 32.76 426.7003
245 14700 0.26 0.031479 462.7695 33.4425 429.327
Engcalcl-E-1+2
Bonuccelli Development
Marietta 8 Sullivan
11-Ju1-00
Stormwater Disposal
250 15000 0.25 0.031068 466.0349 34.125 431.9099
255 15300 0.25 0.030669 469.2581 34.8075 434.4506
260 15600 0.25 0.030283 472.4403 35.49 436.9503
265 15900 0.25 0.02991 475.5829 36.1725 439.4104
270 16200 0.24 0.029547 478.687 36.855 441.832
275 16500 0.24 0.029196 481.7539 37.5375 444.2164
280 16800 024 0.028855 484.7847 38.22 446.5647
285 17100 0.23 0.028524 487.7804 38.9025 448.8779
290 17400 0.23 0.028202 490.742 39.585 451.157
295 17700 0.23 0.02789 493.6706 40.2675 453.4031
300 18000 0.23 0.027586 496.5669 40.95 455.6169
305 18300 0.22 0.02729 499.432 41.6325 457.7995
310 18600 0.22 0.027003 502.2666 42.315 459.9516
315 18900 0.22 0.026722 505.0715 42.9975 462.074
320 19200 0.22 0.026449 507.8476 43.68 464.1676
325 19500 0.21 0.026183 510.5956 44.3625 466.2331
330 19800 0.21 0.025924 513.3161 45.045 468.2711
335 20100 0.21 0.025671 516.0099 45.7275 470.2824
340 20400 0.21 0.025425 518.6776 46.41 472.2676
345 20700 0.21 0.025184 521.3198 47.0925 474.2273
350 21000 0.20 0.024949 523.9372 47.775 476.1622
355 21300 0.20 0.024719 526.5304 48.4575 478.0729
360 21600 0.20 0.024495 529.0998 49.14 479.9598
365 21900 0.20 0.024275 531.6461 49.8225 481.8236
370 22200 0.20 0.024061 534.1698 50.505 483.6648
375 22500 0.20 0.023851 536.6713 51.1875 485.4838
380 22800 0.19 0.023646 539.1512 51.87 487.2812
385 23100 0.19 0.023446 541.6099 52.5525 489.0574
390 23400 0.19 0.023249 544.0479 53.235 490.8129
395 23700 0.19 0.023057 546.4655 53.9175 492.548
400 24000 0.19 0.022869 548.8633 54.6 494.2633
405 24300 0.19 0.022684 551.2417 55.2825 495.9592
410 24600 0.18 0.022503 553.601 55.965 497.636
415 24900 0.18 0.022326 555.9416 56.6475 499.2941
420 25200 0.18 0.022153 558.2639 57.33 500.9339
425 25500 0.18 0.021982 560.5682 58.0125 502.5557
430 25800 0.18 0.021816 562.855 58.695 504.16
435 26100 0.18 0.021652 565.1244 59.3775 505.7469
440 26400 0.18 0.021491 567.377 60.06 507.317
445 26700 0.18 0.021333 569.6129 60.7425 508.8704
450 27000 0.17 0.021178 571.8325 61.425 510.4075
455 27300 0.17 0.021026 574.036 62.1075 511.9285
460 27600 0.17 0.020877 576.2239 148.1715 428.0524 Overflow to West Drywells
Area 3: East End, Marietta TYPICAL EA. SIDE
Swale Area: 1200 square feet
Volume: 1997.27 501
1997.52 854.5 168.9375 cu.ft.
1997.77 1200 425.25 cu.ft.
Pond Infiltration Rate: 0.004175 cfs (0.36"/hr infiltration rate)
Drywell Infiltration Rate 0.3 cfs (Garrison Gravelly loam)
No. of Drywells: 1
Drywell Volume: 54.45 cubic feet
Total Available Storage Volulme:
479.7 cubic feet
Use Bowstring Method to check adequacy of Swale:
Engcalc1-E-1+3
Bonuccelli Development
Marietta & Sullivan
11-Ju1-00
Stormwater Disposal
Time increment; 2 min.
Time of Concentration: 2 min. Storage req.:
OutFlow (c.f.s.) (up to 0 0.00 cfs 426.7537 cf.
Design year flow 10 year 0.116 Acres Imp; C=0.9
Area (acres) 0.143 Developed C factor: 0.804 0.028 Acres Perv: C=0.4
Area x C 0.115
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A'C'No.3 Out' No.2
2 120 3.18 0.456267 55.06233 0.501 54.56133
4 240 3.18 0.479519 115.4106 1.002 114.4086
6 360 2.9 0.437297 157.7242 1.503 156.2212
8 480 2.5 0.37698 181.2068 2.004 179.2028
10 600 2.25 0.339282 203.8 2.505 201.295
15 900 1.76 0.265394 239.035 3.7575 235.2775
20 1200 1.45 0.218648 262.5268 5.01 257.5168
25 1500 1.22 0.183966 276.0745 6.2625 269.812
30 1800 1.04 0.156824 282.3893 7.515 274.8743
35 2100 0.92 0.138729 291.4245 8.7675 282.657
40 2400 0.82 0.123649 296.8428 10.02 286.8228
45 2700 0.75 0.113094 305.4308 11.2725 294.1583
50 3000 0.69 0.104047 312.2103 12.525 299.6853
55 3300 0.64 0.096507 318.5384 13.7775 304.7609
60 3600 0.61 0.091983 331.2019 15.03 316.1719
65 3900 0.60 0.090475 352.9149 16.2825 336.6324
70 4200 0.58 0.087459 367.3889 17.535 349.8539
75 4500 0.55 0.082936 373.2667 18.7875 354.4792
80 4800 0.53 0.07992 383.6693 20.04 363.6293
85 5100 0.52 0.077658 396.1081 21.2925 374.8156
90 5400 0.50 0.075396 407.1898 22.545 384.6448
95 5700 0.49 0.073888 421.2124 23.7975 397.4149
100 6000 0.49 0.073134 438.8545 25.05 413.8045
105 6300 0.45 0.067678 426.4184 26.3025 400.1159
110 6600 0.44 0.065657 433.3776 27.555 405.8226
115 6900 0.42 0.063781 440.1337 28.8075 411.3262
120 7200 0.41 0.062036 446.7009 30.06 416.6409
125 7500 0.40 0.060407 453.092 31.3125 421.7795
130 7800 0.39 0.058882 459.3187 32.565 426.7537
135 8100 0.38 0.057451 465.3912 123.8175 341.5737 Overftow to Drywell
Worst Case Inlet Depression, Type 1 Inlet: 0.1 ft.
Flow: 0.48 cfs = Q (use TR55 flow calc where applicable)
maximum allowable ponding:
0.33333 feet = h
= head for weir of inlet grate
Required area of inlets:
Cw= 3
Q=Cw*Lh^(3/2)
L=Q/(Cw'h^(3/2))
Lmin.= 0.824279 feet
Therefore a 4' long inlet will be more than adequate for a 10-year storm event for each
curb inlet.
Engcalcl-E-1+4
Bonuccelli Developmenl
Industrial Development at Suliivan and Marietta
11-J u I-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Use conservative 5 min. intensity
i= 3.2 in/hr
Disposal Capacity:
Garrison Gravelly LoamNery Stony Loam Soil
Estimated Turf Infiltration Capacity
q= 0.36 in/hr
Ratio of i/q 8.888889
Maximum Storage Depth:
6 in.
10 year, one hour intensity:
3.2 in/hr
10 year, 24 hour total:
2.12 in.
Parcel 1 Drain Basin
Total Improved Impervious Surface Area:
73907.93 square feet
Asphalt Impervious Surface Area:
new: 39281 square feet
Roof:
direct: 32422.65 square feet
Sidewalk:
new: 2204.738 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
9227 066 square feet
Depressed Infiltration Area:
6158.994 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
470.8756 square feet additional on slopes
1"otal Available for Infiltration:
6629.87 square fee = 3197.216 ft3
Total Required Under County Standard:
1636.689 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Sur(ace C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 3.65 min.
Area Impervious: 73907.93 square feet
Area Pervious: 9227.066 square feet
Peak Q: 5.06 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
2597.196 square feet
Peak Q, perv, non-swale:
0.05 cfs
Infiltration capacity, perv, non swale:
0.02 cfs
Engcalc1-G-1
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, remainder:
5.03 cfs
Swale Infiltration Capacity:
0.0552 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
1403.71 cubic feet
Storage Available, Swale Only:
3197.216 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3251.67 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q. 8.06 cfs
Storage Required:
2394.30 cubic feet
Swale Plus Drywell:
3251.67 cubic feet OK
Parcel 2 Drain Basin
Total Improved Impervious Surface Area:
192043 square feet
Asphalt Impervious Surface Area:
new: 51400 square feet
Roof:
direct: 137831.4 square feet
Sidewalk:
new: 2811.758 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
37675.96 square feet
Depressed Infiltration Area:
16003.59 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
759.0317 square feet additional on slopes
Total Available for Infiltration:
16762.62 square fee = 8191.551 0
Total Required Under County Standard:
2141.662 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious SurFace C: 0.9
Pervious Surface C: 0.25
10-year intensity: 1.95 inlhour
Time of concentration: 13 min.
Area Impervious: 192043 square feet
Area Pervious: 37675.96 square feet
Peak Q: 8.16 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
20913.34 square feet
Engcalc 1-G-2
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, perv, non-swale:
0.23 cfs
Infiltration capacity, perv, non swale:
0.17 cfs
Peak Q, remainder:
7.98 cfs
Swale Infiltration Capacity-
0.1397 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 13 minute Storm:
5885.06 cubic feet
Storage Available, Swale Only:
8191.551 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 8246.006 cubic feet OK
Peak Runoff, 50-year storm: (13 minute)
50-year intensity: 2.7 in/hour
Peak Q: 11.30 cfs
Storage Required:
8751.66 cubic feet
Swale Ptus Drywell.
8246.006 cubic feet NG
Storage Available, 12": 16762.62 cubic feet OK
Parcel 3 Drain Basin
Total Improved Impervious Surface Area:
90027.96 square feet
Asphalt Impervious Surface Area:
new: 24851 square feet
Roof.
direct: 63873.6 square feet
Sidewalk:
new: 1303.02 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions.
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
16428.04 square feet
Depressed Infiltration Area:
7502.33 square feet cultivated surFace
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
519.696 square feet additional on slopes
Total Available for Infiltration:
8022.026 square fee = 3881.089 ft3
Total Required Under County Standard:
1035.473 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 4.6 min.
Area Impervious: 90027.96 square feet
Area Pervious: 16428.04 square feet
Engcalcl-G-3
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers)
Peak Q: 6.25 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
8406.011 square feet
Peak Q, perv, non-swale:
0.15 cfs
Infiltration capacily, perv, non swale:
0.07 cfs
Peak Q, remainder:
6.18 cfs
Swale Infiltration Capacity:
0.0669 cfs
drywell infiltration cap.: 0.3 cis each (1 total)
Storage Required, 5 minute Storm:
1745.12 cubic feet
Storage Available, Swale Only:
3881.089 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3935.543 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 9.97 cfs
Storage Required:
2967.11 cubic feet
Swale Plus Drywell:
3935.543 cubic feet OK
Parcel 4 Drain Basin
Total Improved Impervious Surface Area:
66161.47 square feet
Asphalt Impervious Surface Area:
new: 18126 square feet
Roof:
direct. 47075.4 square feet
Sidewalk:
new: 960.3372 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
12297.53 square feet
Depressed Infiltration Area-
5513.456 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
445.5159 square feet additional on slopes
Total Available for Infiltration:
5958.972 square fee = 2868.107 ft3
Total Required Under County Standard:
755.2388 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
Engcalc1-G4
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
10-year intensity: 2.5 in/hour
Time of concentration: 8 min.
Area Impervious: 66161.47 square feet
Area Pervious: 12297.53 square feet
Peak Q: 3.59 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
6338.559 square feet
Peak Q, perv, non-swale:
0 09 cfs
Infiltration capacity, perv, non swale:
0.05 cfs
Peak Q, remainder:
3.54 cfs
Swale Infiltration Capacity:
0.0497 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 8 minute Storm,
1531.87 cubic (eet
Storage Available, Swale Only.
2868.107 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2922.561 cubic feet OK
Peak Runoff, 50-year storm: (8 minute)
50-year intensity: 3.65 in/hour
Peak Q: 5 25 cfs
Storage Required:
2481.68 cubic feet
Swale Plus Drywell:
2922.561 cubic feet OK
Parcel 5 Drain Basin
Total Improved Impervious Surface Area:
78807.52 square feet
Asphalt Impervious Surface Area:
new: 21333 square feet
Roof:
direct. 56325 square feet
Sidewalk.
new: 1149.029 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil condilions:
Utilize Spokane County Type A drywetls for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
15067.48 square feet
Depressed Infiltration Area:
6567.293 square feet cultivated surface Additional available infiltration volume on side slopes:
Perimeter 6" above botiom
486.233 square feel additional on slopes
Total Available for Infiltration:
7053.526 square fee = 3405.205 ft3
Total Required Under County Standard:
888.8954 ft3 OK
Hydrology Check:
Engcalc1-G-5
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-J u1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 2.6 inlhour
Time of concentration: 7.5 min.
Area fmpervious: 78807.52 square feet
Area Pervious: 15067.48 square feet
Peak Q: 4.46 cfs
Peak Infiltration Rate: 0 36 inlhour
Pervious Surface, non-swale:
8013.954 square feet
Peak Q, perv, non-swale:
0.12 cfs
Infiltration capacity, perv, non swale•
0.07 cfs
Peak Q, remainder:
4.39 cfs
Swale Infiltration Capacity:
0.0588 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1814.73 cubic feet
Storage Available, Swale Only:
3405.205 cubic feei
Plus Drywells: 54 45 cubic feet
Total: 3459.659 cubic feet OK
Peak Runoff, 50-year storm: (7.5 minute)
50-year intensity: 3.8 inlhour
Peak Q• 6.52 cfs
Storage Required:
2897.59 cubic feet
Swale Plus Drywell:
3459.659 cubic feet OK
Parcel 6 Drain Basin
Total Improved Impervious Surface Area:
78952.72 square feet
Asphalt Impervious Surface Area:
new: 21370 square feet
Roof:
direct: 56431.2 square feet
Sidewalk:
new: 1151.195 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
15099.28 square feet
Depressed Infiltration Area:
6579.393 square feet cullivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
486.6807 square feet additional on slopes
Total Available for Infiltration:
Engcalc1-G-6
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Siudy
Design to 10 year storm (for review by Spokane County Engineers).
7066.074 square fee = 3411.367 ft3
Total Required Under County Standard:
890.43 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 2.6 inlhour
Time of concentration: 7.5 min.
Area Impervious: 78952.72 square feet
Area Pervious: 15099.28 square feet
Peak Q. 4.47 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
8033.21 square feet
Peak Q, perv, non-swale-
0.12 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
4.40 cfs
Swale Infiltration Capacity:
0.0589 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1818.34 cubic feet
Storage Available, Swale Only•
3411.367 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3465.821 cubic feet OK
Peak Runoff, 50-year storm: (7.5 minute)
50-year intensity' 38 in/hour
Peak Q: 6.53 cfs
Storage Required:
2903.03 cubic feet
Swale Plus Drywell:
3465.821 cubic feet OK
Parcel 7 Drain Basin
Total Improved Impervious Surface Area:
44839.98 square feet
Asphalt Impervious Surface Area.
new: 23480 square feet
Roof:
direct: 20000 square feet
Sidewalk:
new: 1359.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for over(low. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
5160.024 square feet
Depressed Infiltration Area:
3736.665 square feet cultivated surface
Engcalcl-G-7
Bonuccelli Development
Industrial Development at Sullivan and Marietta ,
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
366.7696 square feet additional on slopes
Total Available for Infiltration-
4103.434 square fee = 1960.025 ft3
Total Required Under County Standard:
978.3324 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity. 3.2 in/hour
Time of concentration: 3 min. Area Impervious: 44839.98 square feet
Area Peroious: 5160 024 square feet
Peak Q: 3.06 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
1056.59 square feet
Peak Q, perv, non-swale:
0.02 cfs
Infiltration capacity, perv, non swale:
0.01 cfs
Peak Q, remainder:
3.05 cfs
Swale Infiltration Capacity:
0.0342 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
814.92 cubic feet
Storage Available, Swale Only:
1960.025 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2014 479 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 4.88 cfs
Storage Required:
1439.70 cubic feet
Swale Plus Drywell:
2014.479 cubic feet OK
Parcel 8 Drain Basin
Total Improved Impervious Surface Area:
31495.98 square feet
Asphalt Impervious Surface Area:
new: 16544 square feet
Roof:
direct: 14000 square feet
Sidewalk:
new. 951.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Engcalc1-G-8
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Available Grassy Area.
3504.017 square feet
Depressed Infiltration Area-
2624.665 square feet cultivated surface
Additional available infillration volume on side slopes:
Perimeter 6" above bottom
307.3889 square feet additional on slopes
Total Available for Infiltration:
2932 054 square fee = 1389.18 ft3
7otal Required Under County Standard:
689.3327 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 5 min.
Area Impervious: 31495.98 square feet
Area Pervious: 3504.017 square feet
Peak Q: 2.15 cfs
Peak Infiltration Rate. 0.36 inlhour
Pervious Surface, non-swale:
571.963 square feet
Peak Q, perv, non-swale:
0.01 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
2.14 cfs
Swale Infiltration Capacity:
0.0244 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
545.26 cubic feet
Storage Available, Swale Only:
1389.18 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 1443.634 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q• 3.42 cfs
Storage Required:
1003.34 cubic feet
Swale Plus Drywell•
1443.634 cubic feet OK
Parcel 9 Drain Basin
Total Improved Impervious SurFace Area:
33436.76 square feet
Asphalt Impervious Surface Area:
new: 17553 square feet
Roof:
direct: 14872.65 square feet
Sidewalk:
Engcalc1-G-9
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
new: 1011.339 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
4698.245 square feet
Depressed Infiltration Area:
2786.396 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
316 718 square feet additional on slopes
Total Available for Infiltration:
3103.114 square fee = 1472.378 ft3
Total Required Under County Standard:
731.3653 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity. 3.2 in/hour
Time of concentration: 5 min.
Area Impervious: 33436.76 square feet
Area Pervious: 4698.245 square feet
Peak Q. 2.30 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
1595.13 square feet
Peak Q, perv, non-swale:
0.03 cfs
Infiltration capacity, perv, non swale:
0.01 cfs
Peak Q, remainder:
2.28 cfs
Swale Infiltration Capacity:
0.0259 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
587.35 cubic feet
Storage Available, Swale Only: I
1472.378 cubic feet ,
Plus Drywells• 54.45 cubic feet
Total: 1526.832 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 3.66 cfs
Storage Required:
1075.18 cubic feet
Swale Plus Drywell:
1526.832 cubic feet OK
Roadway Basins: West End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
7030.648 square feet
Asphalt Impervious Surface Area:
Engcalcl-G-10
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
new: 5544.86 square feet
Roof:
new: 0 square feet
Sidewalk:
new. 1485.785 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant salurated soil conditions:
1 Drywell necessary
Available Grassy Area:
602 2942 square feet
Depressed Infiltration Area:
213.7647 square feet cultivated surFace
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
388.5295 square feet: up to 6" available for storage on 3•1 slopes
Total Available for Infdtration:
North: 602.2942 square fee = 170.0123 ft3
Total Required Under County Standard:
231.0359 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 1 min
Area Impervious: 7030.648 square feet
Area Pervious: 602 2942 square feet
Peak Q. 0.48 cfs
Peak Infiltration Rate: 0 36 inlhour
Pervious SurFace, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
0.48 cfs
Swale Infiltration Capacity:
0.0050 cfs
Drywell infiltratin cap.: 0.3 cfs
Storage Required, 5 minute Storm:
51.26 cubic feet
Storage Available, Swale Only:
170.0123 cubic feet
Plus Drywell: 54.45 cubic feet
Total: 224.4666 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 0.76 cfs
Storage Required:
136.03 cubic feet OK
Roadway Baslns: Middle, North and South Sides: (Mirror Images)
Engcalc1-G-11
. a
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Total Improved Impervious Surface Area:
4654 square feet
Asphalt Impervious Surface Area:
new: 4000 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 654 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
no drywell necessary
Available Grassy Area:
654 square feet
Depressed Infiltration Area:
273 square feet cultivated surface
Additional available infiltration volume on side slopes-
Assume 3.1 slopes
1.5 feet wide stnp around depression
Swale:
381 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 654 square fee = 231.75 ft3
Total Required Under County Standard:
166.6667 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 1 min.
Area Impervious: 4654 square feet
Area Pervious: 654 square feet
Peak Q: 0.32 cfs
Peak Infiltration Rate: 0.36 in/hour Pervious Surface, non-swale.
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, pero, non swale:
0.00 cfs
Peak Q, remainder:
0.32 cfs
Swale Infdtration Capacity:
0.0055 cfs
Drywell infiltratin cap.: 0 cfs
Storage Required, 5 minute Storm:
94.28 cubic feet
Storage Available, Swale Only:
231.75 cubic feet
Plus Drywell: 0.00 cubic feet
Total: 231.75 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 0.51 cfs
Storage Required:
Engcalcl-G-12 ,
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-Ju1-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
751.23 cubic feet OK
Raadway Basins: East End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
5050 square feet
Asphalt Impervious Surface Area:
new: 3850 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 1200 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
1 Drywell
Available Grassy Area:
1200 square feet
Depressed Infiliration Area:
501 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
699 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration.
North: 1200 square fee = 425.25 ft3
Total Required Under County Standard:
160.4167 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 inlhour
Time of concentration: 1 min.
Area Impervious: 5050 square feet
Area Pervious: 1200 square feet
Peak Q: 0.36 cfs
Peak Infillration Rate- 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, rernainder:
0.36 cis
Swale Infiltration Capacity:
00100 cfs
Drywell infiltratin cap.: 0 cfs
Storage Required, 5 minute Storm:
105.14 cubic feet
Storage Available, Swale Only:
42525 cubic feet
Plus Drywell: 0.00 cubic feet
Total: 425 25 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
Engcalcl-G-13
Bonuccelli Development
Industrial Development at Sullivan and Marietta
11-J u1-00
TechCon, Inc
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
50-year intensity: 5.1 in/hour
Peak Q: 0.57 cfs
Storage Required:
168.54 cubic feet OK
Existing Pre-developed Site
Total Improved Impervious Surface Area:
0 square feet
Asphalt Impervious Surface Area:
new: 0 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 0 square feet
Available Grassy Area:
921278 square feet
Depressed Infiltration Area:
0 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
0 feet wide strip around depression
Swale:
0 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 0 square fee = 0 ft3
Total Required Under County Standard:
0 ft3 OK
Hydrology Check:
Rational Method: SCS Method :
Peak Runoff, 10-year storm, Q=CIA 24 hour storm
Impervious Surface C: 0.9 Tc = 25.26 minutes
Pervious Surface C: 0.25 Total Area 21.15 acres
10-year intensity: 0.9 inlhour
Time of concentration: 36.2 min.
Area Impervious: 0 square feet SCS curve No. 61
Area Pervious: 921278 square feet 10-year 24 hour storm:
Peak Q: 4.76 cfs 2.12 inches
SCS Type II Storm
Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph
Pervious Surface, non-swale:
921278 square feet simulate capacity of drywell as
Peak Q, perv, non-swale: 0.75 foot diameter orifice (no dryv
4.76 cfs
Infiltration capacity, perv, non swale: Capacity is adequate.
7.68 cfs Hydraulic Capacity of Drywell is
Peak Q, remainder: 0 cfs
0.00 cfs Peak flow: 0.08 cfs
Swale Infiltration Capacity:
0.0000 cfs
Engcalcl-G-14
BOWS7RING METHOD (TEN YEAR STORM DESIGN) PROJECT. BSP-64 TIME OF CONCENTRATION iminutes)
DETENTION BASIN DESIGN BASIN: Middle 200'
REVIEWER, Bill Hemmings, PE Tc (overland) Tc (gutter) Areas C. A'C
NUMBER OF DRYWELLS PROPOSED DATE. 04-Aug•00
~ 1 I Single (type A)l ~Double (type B) Ct = 0 15 L2 = 200 0.02 0,30 0.00729
Total Area (calc.) (see H1I 0.09 Z1 = 3.03 0,06 0,90 0.05832
Time of Cona (calc.) Isee H1) 5.00 U(A) = 20 Z2 = 50 0,00 0.10 0
Composite 'C' (calc.) isee H1) 0.74 NJA) = 0.15 B= 0 0.00 0.00 0
Time of Cona (min) 5.00 SIAI = 0.02 n= 0.016 0,00 0.00 0
Area (Acres) 0.0891 s= 0.03 0.00 0.00 0
C' Factor 0.74 Tc (A) = 0.94 d= 4.07 0.00 0.00 0
Impervious Area isq. ft.) ~ 28251 Total A Comp "C"
Volume Provided 208:1 1801 storm:I 180l L1(B) = Tc (gu) = 1.94 0.09 0.74
Outilow (cfs) 0.3 N(B) = Tc(A+B) = 0.94
Area'C"Factor 0.07 S(B) = Q=C'I'A= 0.21
Tc(tot.) = 5.00 Qfest.) ~ 0.22
Itt k2 It3 #4 N5 a6 tl7 Tc (B) = 0.0 Intensity = 3.18
Time Time Intensity 0 dev, V in V out Storage A= 0.1299235
Inc. Inc. WP = 3.7241
(min.) (sea) (in.lhr.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) R= 0.0349
(k1460) (A'C'#3) (Outf,'q2) (a5•#6) V = 1J2
Tc(total) =Tc(overland) +Tc(gutter) Tc(gu) = 1.94
5.00 300.40 3.18 0.21 64 90.00 -6 Tc(overland) = Ct'(L1•N1S'0.5)"0.6f Q(est) = 0.22
Ct = 0.15
5 300 3.18 0.11 64 90 •6 Ll = Length of Overland Flow Halding = 7.13
10 600 2.24 0.15 103 180 -77 N= friction factor of overland flow (.4 for average grass cover)
15 900 1.77 0.12 116 270 -154 S= average slope of overland flow
20 1200 1.45 0.10 124 360 •236 Tc (gutter) = Length (ft,IlVelocity (ftJsec.)160
25 1500 1.21 0.08 127 450 -323 B= Bottom width of gutter or ditch ~
30 1800 1.04 0.07 130 540 •410 Zl = inverse of cross slope one of ditch
35 2100 0.91 0.06 131 630 •499 Z2 = inverse of crose elopa two of ditch `
44 2400 0.82 0.05 135 720 •585 d= depth of flow in gutter (estimate, check eetimate with Flow) ~
45 2700 0.74 0.05 136 810 -614 Area = d'B+d'212"(21+Z2)
50 3000 0.68 0.44 138 900 •762 VJetted perimeter = B'd+(llsin(atn(llZ1))+1lsin(atn(1JZ2)))
55 3300 0.64 0.04 143 990 •847 Hydraulic Radius R- Area/VJetted Perimeter
60 3600 0.61 0.44 148 1080 •932 Velocity = 1.4861n"R'.667's'.5 1
65 3900 0.60 0.04 158 1170 -1012 Flow = Velocity'Area 0
70 4200 0.58 0.04 164 1260 -1096 n= 0.016 for asphalt
75 4500 0.58 0.04 189 1350 •1181 s= longitudinal slope of gutter
80 4800 0.53 0.03 170 1440 •1270
65 5100 0.52 0.03 177 1530 -1353
90 5400 0.50 0.03 180 1620 • 1440
95 5700 0.49 0.03 187 1710 -1523
106 6000 0.48 0.03 192 1800 •1608
DRAINAGE POND CALCULATIONS
Required grassy swale pond storage volume
= Imperviaus Area x,5 in,l 12 in,lft. = 118 cu. ft. f~ A t ~
provided: 180 cu. ft, OK!
ORYWELI REQUIFEMENTS • 10 YEAR DESIGN STORM
Maximum 3toragc rcquircd by Bowntnng = 0 cu, ft.
provided: 180 cu. ft. OK!
Number and type of Drywells Requved = 1 Single 0 Dauble
~
~
~
BOWSTRING METHOD (TEN YEAfl STORM DESIGN) PROJECT: BSP-64 TIME OF CONCENTRATION (minutes)
DETENTION BASIN DESIGN BASIN: East 200'
REVIEWER: &II Hemmings, PE Tc (overland) Tc (gutter) Aroas C. A'C
NUMBER OF DRYWELIS PROPOSED DATE: 04•Aug•00
~ 11 Single (type A) ~ ~Double (type B) Ct = 0.15 l2 = 200 0.05 0.30 0.01377
Total Area (calc.) (see H1) 0.17 Z1 = 3.03 0.12 0.90 0.108
Time of Conc. (calc.) (see H1) 5.00 L1(A) = 20 22 = 50 0.00 0.10 0
Composite "C" (calc.) (see H1) 0.73 N(A) = 0.15 B= 0 4.00 0,00 0
Time of Conc. Imml 5.00 S(A) = 0.02 n= 0.016 0.00 0.00 0
Area (Acres) 0.1659 s= 0.03 0.00 0.00 0
C' Factar 0.73 Tc (A) = 0.94 d= 0.086 0.00 0.00 0
Impervious Area (sq, ft.) ~ 5300 Total A Comp 'C'
Volume Provided 208:1 360 starm:~ 3601 L1(B) = Tc (gul = 1.89 0.17 0.73
Outflow IcfsM 0.3 N(B) = Tc(A+B) = 0.94
Area " C" Factar 0.12 S(B) = Q=C"I•A= 0.39
Tcitot.) = 5.00 Q(est.) = 0.39
Itl k2 tl3 k4 li5 tt6 q7 Tc (B) = 0.0 Intensity = 3.18
Time Time Intansity Q dev. V in V out Storage A= 4.1961049
Inc. Inc. WP = 4.5753
(min.) (sec.) (in./hr.) (cfs) (cu, ft.) (cu. ft.) (cu. ft.) R = 0.0429
(M1'60) (A•C'#3) (Outf.'#2) (N5-#8) V = 1.91
= = Tc(total) =Tc(overland)+Tc(gutter) Tc(gu) = 1.69
5.00 300.00 3.16 0.39 156 90.00 66 Tc (overland) = Ct'(Ll'NIS'0.5)"0.6) Q(est) = 0.39
Ct = 0.15
5 300 3.18 0.39 156 90 66 Lt = Length of Overland Flow Holding = 7.13
10 600 2.24 0.27 191 180 11 N= fncUon factor of overland flow 1.4 (or average grass cover)
15 900 1.77 0,22 216 270 •54 S= average slope of ovarland flow
20 1200 1.45 0.16 234 360 -130 Tc (gutter) = Length (ft.)lVelocity (ft.lsec.)!60
25 1500 1.21 0.15 236 450 •214 B= Bottom width of gutter or ditch
30 1800 1.04 0.13 241 540 -299 Z1 = inverse of cross slope one of ditch
35 2100 0.91 0.11 244 630 -386 22 = inverse of cross slope two of ditch
40 2460 0.82 0,10 250 720 •470 d= depth of flow in gutter (estimate, check estimate with Flow)
45 2700 0.74 0,09 252 810 •558 Area = d'B+d"212'(Z1+Z2)
50 3000 0.68 0.08 257 900 -643 UJetted perimeter = B'd+(ilsiniatni1lZ1))+11sin(atn(11Z2)))
55 3300 0.64 0.08 265 990 •725 Hydraulic Radius = R= ArealWetted Perimeter
60 3600 0.61 0.07 275 1080 •805 Velocity = 1.4861n'R'.667's'.5
65 3900 0.60 0.07 292 1174 •878 Flow = Velocity'Area
70 4200 0.56 0.07 304 1280 •956 n= 0,016 for asphalt
75 4500 0.56 0A7 314 1350 •1036 s= longitudinal slope of gutter
80 4800 0.53 0.06 316 1440 -1124
85 5100 0.52 0.06 329 1530 •1201
90 5400 0.50 0.06 335 1620 -1285
95 5700 0.49 0.06 346 1710 •1364
100 6000 0.48 0.06 357 1800 -1443
DRAINAGE POND CALCULATIONS
Required grassy swala pond storage volume
= Impervious Area x.5 in,! 12 in,lft. = 221 cu. ft.
provided: 360 cu. ft. OK!
DRYWEII REQUIREMENTS • 10 YEAR DESIGN STORM
Maximum storage required by Bowsiring = 88 cu. ft.
provided: 360 eu, ft. OK!
Number and type of Drywells Required = 1 Singla 0 Double
. 08/04/2000 FRI 11:36 FAX 509 536 0565 TECHCON INC 100011004
~ .
. _ ,
-
RECEev 3
AUG 0 4 20
FAx TIMNSMISSION
SROKANE CDUNTY ENC_ NEER
TECHCON, INC.
East 1230 Front Avenue
Spokane, V'VA 99202-2148
Tel: (509)536-0406
FAX: (509)536-0565
From: Alan E. Gav1 P.E.
To: )Ed Perrv. P.E.
~ FA►X ( )477-7655 Phone: ( ) 477-3600
. Aatc: A►ugast 4. 2000 Time: Total Pagcs (tnctudcs cover): 4
Deliver To:
Message:
Following are the revised calculations showing the available voiumcs for ``208" disposal, rcvised for
che berm volume and 3% slope. Due to the 10 foot width, even with the 3% slopc the net 208
volume is more than sufficient to meet Spokane County Requircmcnts for each affected basin.
Alan Gay
AUG-04-2000 12:40 509 536 0565 93% P.01
08/04/2000 FRI 11:36 FAX 509 536 0565 TECHCON INC 10002/004
Bonucoelfi Devefopment '
Industrial pevetopment at Sullivan and Marietta
' 04-Aug-00
, TechCon, Inc.
Prepared by Alsn E. Gey, P. E.
; Site Nydrofogy Study r, ; D
• Design for 10 year storm (for review by Spokarte Gaunty Engineers).
t' er^
Roadway Basirt9: West Enrl, North anii 5outh Sidss: (Mirror tmaqes) 0 p,
't ?QQD
Total improved Impervious Surface Area:
7031.8T6 square feet CrJUNTY ENGINEER
AsQhatt tmpervious Sucfaoe Area: ~
new: 5159.04 square feet
Rcof:
rtew: 0 squene feet
Sitiewelk:
nev,r: 1872.837 square teet
Utilize biofltreuon svvale (grassy) for disposai. Assume antecedant saturated soji c:anditicrs:
1 Dlywell necessety
Availabte Grassy Ares:
654.2942 square feet
Qepressed Infiftration Area:
293.7647 squere feet cultiveted surfaCe
Additionat availabte infiltration valume on side stopas:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swate:
440.5298 square faet up to 6" avnitable for storage on 3:1 stopes
Total available for InSitration:
North Side: 654.2942 square tee = 217.0147 ft3
Total Require0 undeT covnty standard:
214.96 ft3 OK
Hydrofogy Check:
Rational Method:
Peak Rccrtofi, 10-year stomt, Q=CIA
Impervious Surfaoe C: 0.9
Penrious Surtace C: 0.25
10.yeer intensity: 3.2 1Nhour ,
Time of Concentratian: 1 min.
Anea Impenrtous: 7031.876 square feet
Area Penrious: 654.2942 square feet
Peak Q: 0.48 Cf8
Peak Inf+ltration Rete: 0.36 in/hour
Pervious Suriaoe, non-swale:
0.00 square feet
Peak Q, perv, Ron-awale:
0.00 cfs
infiltration capacity, perv, non-,sw2tle:
0-Ofl cIs
• Peek Q, remainder:
0.48 Cfs
Swele Infiltr&ii0n Capaaty: '
0.0055 cfs
Oryvrell Infiltretion c8p.: 0.3 efs
Srorage Required, 5 minute Stonn:
51.44 cubic feet
Storage AvaiEable, Swale Only:
217.0147 ft3
Plub Drywell: 54.45 cubic fest
Total: 271.46 cubic feet OK
Peak Runofi, 50-year stotm; (5 minute)
60-yeat intensiry: 5.1 in/hovr
Peak Q: 0.76 cfs
Starage Required, 5 minute Storm:
136.40 OK
Roactwar Basins: Middle, North and South Sidea: (Mlrror tmages)
Engcslcl•G-18
AUG-04-2000 12:41 509 536 0565 93% P.02
y'(04/2000 FRI 11:36 FAx 509 536 4585 TECHCON INC f6003/004
Bonuc:celti Devetopment '
~ Industrial Dsvelopment at Sullivan and Marietta
04-Aug-oo
_ 7echCon, Inc.
. Prspared by Alan E. Gay, P. E.
Site Hydrofogy Study
Design for 10 Year storm (for review by Spokans Counry Engineers).
Total Improved Impervious Surfece Area: RECEOVED
4854 squere feet 4 2000
Asphak Impervious Surfeoe Area: ' Av G Q
new: 3700.00 square feet
Roaf: SPOKANE COUNTY ENGINEER
new: 0 squane feet
Sfdewafk:
new: . 954 square feet '
Utilize biofittrat;on swale (grassy) tor drsposal. Assume antecedant saturated soil conditions:
1 Dryvreti necessery
,
Availabie Grassy Area
' 1090 square feet .
• Qepressed tnfiltration Areas: There ate a series of 8 bermed area on each side at a 3% slope,
Esch bermed area is a total ot 18_16667 tee3 lOng, with the betm 8ocounting for 6
linear feet each. 7neretore tne available infitVation area will be tr8pezoidel in shape, with 10
foot wide tower end, a 12.16667 long CQntrdl seCtion, a verticat rise of 0.545 feet along
the length of each erea, and a resutting top eRd uridth pf 4.55 it wlth a net length of 16.53167
feet gnd e resutfing vofume of 43.7474a wbic feet per bermed anea.
The area avaitabte tor (nf,ttration wiil be: '10 feet wide at the battcm end,
4.55 feet wide &t the tap end, and 16_53167 fQet Iong, for an area of
120.26788 square feet
Total Avaitable !or Infiftration: _ Vofume:
North Side: 721.6073 square feet 282.4846 cubic teet
Tvtat Required under courrty standard:
154.1667 ft3 OK
HydroJogy Chedc:
Rationat Method:
Peak RuROff, 10-year storm, Q=CJA
Impervious Surface C: 0.9
Peroious Surtace C: 0.25
10-year intensity: 3.2 infiour
Tirre Of COnCentrdtion: 1 min. • Area lmpervious: 4654 Squaf+e feet
Acea Pervious: 1090 square feet
Peak Q: 0.33 cfs
Peak Infiitration Rate: 0.36 in/hour
Pervious Surtace, rton-swale:
0.00 squere feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltretion capaCity, p8cv, RpR-sWal@:
0.00 cfs
Peak Q, remainder.
0.33 CfS
Swale Intiltration Capacity:
0.0060 cfa
Dryvrel) Infiltretion cap.: 0.3 cfs
Storege Required, 5 minute Storm:
6.51 cuOic feet
Stocage Availsble, Swa{e Only:
262.4646 ft3
Pius DtyweU' 54.45 cubic feet
TotaL 316_93 cubic feet OK
Peak Runoff, 50-year storm: (5 minut,e)
50-year intensity: 5.1 iNltour
Peak Q: 0.52 ofs
Storage Required, 5 minute Storm:
sa_8s oK
• Engcalcl-G-28
AUG-04-2000 12=41 509 536 0565 93% P.03
V8/09/2000 FRI 11:97 FA$ 509 536 0565 TECHCON INC 044/004
, • Bonucxelli Development ' . .
. industrial Developmeni at Sullivan ana nnarietta
04-Au8-00
TechCon, inc. REC EIVED
Prepared by Aian E. Gay, P.E.
, Site Hydrology Study
Design far 10 year storm (for review by Spokane Couniy Engineefs). QuG 0 4 2000
Roadwey 8asins: Enst End, North and South Sidea: (Mtrror lmages) SPOKANE COUNTY ENGINEER
Totat lmproved lmperviaus Surface Area:
3450 squarefeet
Aspflalt Imperviaus Surface Area:
new: 3561 squ8re feet
RooY
rtewr. 0 square feet
Sidewelk:
new: 1488.75 square feet
. utitize biofiltration swale (grassy) fardisposal. Assume aMecedaM satureted soa conditions:
1 Drywell necessary
Aveileble Gressy Area:
2000 square feet
Oepressed Infittretian Areas: There ara a series of 12 bemted area on each side at a 3% stope,
Each bermed area is e totat of 16.66867 feet long, with thE berm accQUniing (or 6
linear feet esch. Therefore Ure avaitable infi"on area will be trapezoidat in shape, with 10 ~
foot wide lower ertd, a 10.66fi87 lon8 central section, a vertical rise of 0.5 feet along ` ~
the length af each area, and a resulting top end width of 5 ft with 8 net tength of 15.16667
fieet and a resulfing volume of 42.65625 cubic feet per bemned area. 5
. The ares available for intiEuatfon w71 be: 10 feet wide at the bottom end,
5 feet wide at the top eRd, snd 15.96667 feet long, for an area of 113.75 square feet
Totai Availa0le tor tniiltration: Volume:
North Side: 1365 Squar6 feet 511.875 CubiC feet ~
Total Required unCet oounty sbndatd:
148.375 ft3 aK ~ •7 ol ~
Hydrotagy Chedc:
. Ratianal Method.
Peaic Runoff, 14-year starm, Q=ClA
tmpenricus Surtace C: 0.9 ~
Peryious Sucraoe C: 0.28 ~
10-year intensity: 3.2 in/hour
Time ot Gonaentration: 1 min.
Area lmpesvious: 5049.75 squaf+e feet 1
Area Pervious: 2000 squaro feet
Peak 0: 0.37 cfs ~
,,c~
Peak InfiliraGon Rate: 0.36 iNhour ~
~
Pervious Suriace, non-swale: 4-7
0.00 squere feet /0 c Peak Q, perv, non-sw3te: `
0.00 cfs
Infiltration capacity, perv, nDn-Swa{8:
O.QO cf6
Peak 0, remainder.
0.37 cfs ~
Swate Infiftration Capacity:
0.01'14 Ct8 ~
Dryvuell Infiltrativn cap.: 0.3 Cfs
Stotsge Requited, 5 minute Stenrt:
17.77 cubiG feet
~
Storage Available, Swale Only:
511.875 113
Plus Otywell: 54.45 c,ubic feet
Totat: 566.33 cc,bic feet OK
Peak Runofi. 50-yeat storm: (S miRute) ~ §
r
54-year intensdy. 8.1 iNhou
Peak Q: 0.59 cfs ~ S
Storage Requined, 5 minute StOrm:
83_76 OK
EnQcatc1-G-36
AUG-04-2009 12:41 509 536 0565 93% P.04
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1, NOTIFY DESIGN ENGINEER IMMEOIATEIY SHOULO ANY 2. CUL-OE-SAC 5TATIONING COUNIER CLOCKwiSE; 3. CtlRB El
DtSCREPANCIES EXiST 6E1'WEEN WHAT IS S1i0WN ON ROAOWAY CENTERLINE S1A O~t64.48, N. OFFSET AY GUTTER.
10.0 - CUL-OE--SAC STA 0+00 4. 5EE PI,A
THIS FIAN AND ACTUAL FIELO CONOITION$.
~
14 MARIETTA CUL-DE-SAC PROFiLE AT CURB L1NE o
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08/08/2000 TUE 11:15 FAX 509 536 0565 TECHCON INC
. ~
4; ~Qpl/ ~~3
. •
~
~
FAX
: TRANSMISSION
TECHCON, INC. .
East 1230 Front Avenue `
' Spokane, WA 99202-2148
. Tel: (509)536-0406
FAX: (509)536-0565
From: Alan Gav
To: Biil Hemmings ,
FAX ~ )477-7655 Phone: ( l 477-3600
Date: 8/8I00 Time: Tvtal Pages (includes cover): 3
Deliver To:
Mcssagc:
Bill:
Please Iet me know as soon as possible if this meets what you're looking for on BSP-64-98. If so,
T will finalize prints and get Bob Bonuccelli to sign them so that we can get your final approval on
thc road and drainage plans. The curnent changes will affect drawin,gs C2.0, C3.0 and e4.0.
Alan Gay
AUG-08-2000 12=20 509 536 0565 96% P.01
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~ Ted►C~, Inc. Project; Bonuocellrs Marietta Road Extenslon at SuUfvan ~
1?30 E. FmM Proj. No. 9&6025 M
SpakenE, WA 99202 fID: C;ICIent►Bonuce1ikCurbsec1,YYB2
N &Aug-00 ~
N ~
~ Typical Section Oafa MARtETTA Cul-de.Sac
~
Max. Cul•de•Sac halt width 45 tt, ~
Road Name: Marieda cn
LeN a Right Right m
Curb Type: Type R. Spokane Counly Curb Ht, 4 inches
Station Interval: 25 feel w
~
0
MINIMUM MAXIMUM E!P TO ~
Cut•de-Sac CENrER CENTER 46 SLOPE BA9E OF DfSt. % SIOPE DIST, CURB EL. CURB EL. SFLECTED GIIRER ~
kA Cub tINE LINE CENTER CURB C!L TO C11 TO BC FROM E!P (-4.5°k from (•1% from CURB DES{GN TOP CUiiB y
0 p STATION ELEVATION STATlON LINE ELEVATIO~iBC 8C 96 SLOPE TO CURS Cl + CURB HT) CL *.CURB N'EIEVATION % GRADE 96 GRADE n
~
a) ~ n
4 1993.17 64.3 na 1997.79 20 •1.95 TOC ELEV= 1998,12 z
(D 15.11 1998.09 49.82 0.53 1997.65 23.73 •1.89 -0.94 1.50 1997,36 5998.19 1997,98 4.00 •0.94 ~
(A 28.18 1998.13 J" -0.33 1997.38 32,14 •1.69 -0.48 1.50 1997.01 1998.14 1997,92 0.00 •0,48 z
~ ~ 33.64 1998.16 35.78 -0.68 1991.58 35,71 •1.62 -0.11 1.50 1996.88 1998.13 1997,55 0.00 NA n
58.64 1998.31 13.01 -0.68 1997.70 44,78 •1.36 0.60 1,50 1998.83 1998,20 1998,04
~ 63.08 1998.34 1.51 -0.68 1997.73 45 •1.32 1.10 1.50 1996.65 1998,22 1998,06 0.00 4,58
71.71 1998A0 0 -0.68 1 g9,`T.83 44J3 •1.26 1.00 1,50 1996.72 1996,28 ~8,17 O.QO 1,00
81.77 1998.52 -18.21 -0.66 19994T- 38J6 -1.34 1.00 1.54 1997.23 1998.49 19~~3T' o.ou 1,00
' 133.77 1998.46 36.42 0.33 1998.45 0 NA 1.00 1.54 NA NA 1998,79 0.00 1,00
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RECEBVED
Drainage Report, R.A. Bonucce--i AU" o 2 2000
Marietta at Su----ivan:Deve--opment SPOKANECOUnfTY EhGiNEER
~
BSP-64-98
Spokane County, Washington
Stateme-n
The following report was prepared under niy direction. The contents are
engineering oninions derived usi.ng procedures that meet industry and professional
standards. This docuinent was not prepared as a construction document.
Alan E. Gav Professional Engineer
Printed Nanae Title
Civil Enineer August 2, 2000
Date
~.v Of WAS~!
194
A'AL
E-ltPtRES
Trc«CoN, INc.
Yrofessional I;ngineers • Certified Cnvironmental Specialists • Project N-lanagers • Steel Uetailers
r ~
DRA I:NAGE R_I",PORT
I~OBERT A. 'BONUCCELLI
MARIETTA AT SLTLL.I,V.AIN'INDUSr['R.~IAL DEVELOPMENT
SPOKANE COUNT~.', WASHIIVGTON
Praposed iniprovei-nents to ttie sife at the exteiision of M'anetta Road vvest of Sullivan Road,
tragge,r the iieed for storrrh water runoff dispasal improvements by Spokane County regulation.
The calculation sheets following this narrative include details ofthe a.nalysis showing that ttie
proposed drainage irnprovements are adequate to control runoff on the site for a 10-year event,
a:nd safely discharge runoff for larger events at a ratc equivaletit to or less thaii the discliarge rate
in the pre-developed conditian for the site.
Key assulnptions made for the site include assuming that the soils are Garrison gravely loam and
Carn'son very stony loarn with an effective per-ineability equal to ar greater than 0.36 inch per
hour. (0,36"7h.r). A,rrother key assumption is that the intensity-duration-frequency (IDF) curves
for the site confoi-m to the IDF curves for Spokane as publishcd in Chart 34 of the Washington
State Depe-irtment ofTranspartatian (WSL~OT) Hyd,rau]ics 1vTanual.
The draiiiage areas in the developrncnt arQ deszgnated by parrcel and roadway. Parce1 basins are
shown as Parcel 1through 9, with Parcel 4B being held in reserve. Drainage s-Libmittals 'for
Parcels 1 through 9 will be n) ade at khe ttmc ai'application for individua] site buil ding perniits.
Parcea 4$ niay or ynay not be used for draina.ge for onc or more of Parcels I through 9. Roadway
basins are designated as Marietta West, Marietta 1Vliddle and M:arietta East. Each of t:hese basins
includes mirror image basins on either side ofthe Man'etta centerline. rI'he Mariet-ta Middle
basins drains inta the Marietta West basins, efifec#ively 1nalcing a total of four basins. These
drainages are shown with these designations on the drainage a.nd grad-ing plans ,preseiited wi#h
this report, as well as the times of concentration for Marietta West, Marietta II41'ddle and NT'arietta
East.
The Bows#n'ng method was used to assure that the roadside swales will }iave adequate volurne to
contaxn a ten year storm event
Th~ existing hydralogic coriditions for the site are undeveloped. The calculated pealc ruiiaff for
the exisiing site, using the SCS rnethod, fvllows:
Q=(P - 0.2S)21 (P + 0.8S), whcre:
Q= runoff in efs, 'P = total stann rainfall, S = potential abstraction in inches
S= 1 OOD1CN -10 CN = curve number
In this case, the CN = 70, ~~nce the sail group is Garrisan, an "I3" hydrologic safl. T'he land use
is approximately the sanle as pastue-e in fair coildition, thus the 70 ratilig.
S=4.29 P = 3.04 inches in 24 liouYS for a 100 year storm.
Q= 0.737 inches over the site.
The site drainage basin is appl-oximately the 19.3 acres of the site, since the drainage is bounded
on the west by the old Cominco property, which slopes to the west, the north edge of the site is
the Johnson Mathey property with its own hydrologic controls, the south edge of the site is the
old Milwaukee Railroad right-of-way, and drains toward the south, and the east edge is Sullivan
Road. Therefore the total pre-developed runoff from a 100 year event is predicted to be 620,000
cubic fect.
For the peak runoff, the hydraulic length is 1234 feet, which equates to an cquivalent area of 19.3
acres. Using the Type II stonn curve, the estitnated peak runoff for a CN70 is 11 cfs/in of runoff.
This equates to 8.1 cfs allowable peak runoff.
For a 10 year storm, P= 2.12, and Q= 0.287 inches over the site; therefore the allowable peak
runoff is 3.16 cfs for a 10 year storm. The predicted peak amount is 0 cfs for the SW and SE
basins, unless a runoff-over- ice condition develops that fills over 7000 cubic feet of storage, in
which case up to 3 cfs would be discharged through the overflow pipe in the southwest corner of
the SW swale.
1 ~
SIOPE
34.1 SIDEWALK
TO DRaN
~ TO $WALE BETK'£EN
ROAOWAY cfe SlOEWALK ~
113.26 TC 1998.75
~C 1998.25
CL El.
-
L98.0 X` 19996
_ ~ r - - ~ - \ - - - -
-X- A{~'~_~g~,~
w 2" IR T10N SERVICE L= 185 LF ~ 1 t~~
W/ METER AND6'A MATIC G- 0.024 _L. 1998.4~ ~
~ CONTROL. LAYOUT •~Y GRASS AS AlT
\ LANOSCAPit1G INSTALLER CHANNEl ~ '`f1Af15 '
\ ~EE OETAiL El. ~ EL 149
wEST ErvD ~ 6 f 1998.65
\ ►eaRl£TTA L-69 LF, C 0.0?9 CRASS CHAroNEI, SEE OETA►L 5/4
BASIh \ Ci EL, ~ wEST MARIETTA I' WATER RVECE
CA,
\ El. 1997.0 ~ 014gg 16 ~ ROnOSiO SwaLE
STUB, -
TOTAL AR • 602 S.F, t' ETER, GATE vALVE
(TYP EA 5 ) `
sT 9 18 3 ~ BOTTOM E 19 27
STA 0464.4ApCURB PT StA 1+1 0
` STA'0+66.4$ ~ • 192, 3 \
S. OFfSET 20.5 T6C) C' L.
~ 1996 N. OFFSET 20.5 C) t 9.L STA 0t61.11
\ CURB CUiS ( rA 1. 1 ~
oa• Lor,c ~ r,s`"i.s 1~ 9b ~ o s. ofFSEr ss s' \
~ " N. OFfSET 23.5"
TC=BC 1997J9
SEE OETAIL 17/4 TG I ~cOdb> ORYSh£ll RIM EL. 1997.77 ~
~ STA 1+73.1 \ ~ I m SEE OETAIL 15/4 ~
S,`aFFSET 20.5 (T8C) ' SiR t+ 0 (TYPICAL Of 2)
N. OF SET 20.5 (78C) raa 20 ~ STA 0+67; TOP OF BERM EL, t99829
~ URB CUTS (2) ~ BERM BETWEEN LOwER, ~
Q 4 LONG wEST ENO SwALE AND
CL El. \ iC2001.00 N MIDOLE SWaLE (TYP QF 2) \
2004c.3 .5EE~DE,T_NLC7/4-~.~.G - - - o -~~=o°ooa,~.oeooG~ooooo~, ~o„=aoo.~ao
~DOLE MARtEnA
~ - 5TA +e ~ ~1 ROADSaOE SwaLE
~ STA t+-91 70TnliRR a 456 S.F.
(TYP EACN StOQ
~ S. OFFSET 23.5' sTA N gflTTOk! El. SC0~0,~ 1C~C
N. OffSET 23 5 pT G=0.03 2 j ~7
pRYw£LL IM EL. 2001.54
L7 A/.'_`~ i C wc;~SS T Mf~ l.~l~/~;~r S(~•~LL-J
SEE\\OETat 15/4 : ~ o ~ STA ~+8i
(TYPI~AL OF 2) f B£RM BETri£EN LOWER, ` -
f f 1 f ~ ~yu \\~ST ENp SwaLE AND
A TO°~L' m M QDLE SWALE (TYP Of 2)
r-
,CRES ~ ' ~ - - ~ -
STA
\ \ 1_
\ fC ~ L. 2041 ~ STA EASfT,1ARr~TiA ~
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~ STA 3+73.3\ +
~S OFFSET 20.5' (TBC) T~TST2A
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oc2 uue~oG~eoe»m or~uooc.c oooLl L I.--iL 71 rD oeo.\ff!D L= rI't--,
Bonuccelli Development
Marietta & Sullivan
11-Ju1-00
Stormwater Disposal
Entire Site is One Parcel
Drain to Individual Parcel 208 swales '
Areas Required:
Resulting Landscaping Area: TOTAL TOTAL NET NET MAX. UNBUILD- MIN LOADING REQ.
Sublot # Type III Type IV AREA ACRES AREA ACRES BUILDING ABLE PARKING DOCK AVAIL? SWALE Imp,Area acres
1 2892.5 0 83135 1.908517 80242.5 1.842114 32422.65 44094.76 1800 OK 6158.994 73907.93 1.696693
2 3499 0 229719 5.273623 226220 5.193297 137831.4 0 56235.15 3600 OK 16003.59 192043 4.408702
3 993.6 0 106456 2,443893 105462.4 2.421054 63873,6 26060.4 2700 OK 7502.33 90027.96 2.066758
4 203.1 0 78459 1,801171 78255.9 1.796508 47075,4 19206.74 1800 OK 5513.456 66161.47 1.518858
5 993.6 0 93875 2.155073 92881.4 2.132264 56325 22980.58 1800 OK 6567.293 78807.52 1.809172
6 950 950 94052 2.159137 92152 2.115519 56431,2 23023.91 1800 OK 6579.393 78952.72 1.812505
7 1003.05 1250 50000 1.147842 47746.95 1.096119 20000 27199.97 360 OK 3736.665 44839.98 1.029384
8 700 0 35000 0.803489 34300 0.78742 14000 19039.98 360 OK 2624.665 31495.98 0.723048
9 1973.55 0 38135 0.875459 36161.45 0.830153 14872.65 20226.78 360 OK 2786.396 33436.76 0.767602
ROADWAY 0 0 37708 0.865657 37708 0.865657 0 0 0 NA 3142.333 37708 0.865657
SWSwale: 3255 0 74739 1.715771 71484 1,641047
0 0
0 0
TOTAL: 921278 21,14963 TOTAL: 60615.11 SQ. FT. 15.17952
Engcalc1-E-1
~ ~ -
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
Bowstring Method Calculation, Roadside Swale Capacity, Marietta
Area 1: West End, Marietta, TYPICAL EA. SIDE
Swale Area: 654.2942 square feet
Volume: 1997.27 213.7647
1997.52 434.0295 80.97428 cu.ft.
1997.77 654.2942 217.0147 cu.ft.
Pond Infiltration Rate: 0.001781 cfs (0.36"/hr infiltration rate)
Drywell Infiltration Rate 0.3 cfs (Garrison Gravelly loam)
No. of Drywells: 1
Drywell Volume: 54.45 cubic feet
Total Available Storage Volulme:
271.4647 cubic feet
Use Bowstring Method to check adequacy of Swale:
Time increment; 2 min.
Time of Concentration: 2 min. Storage req.:
Outflow (c.f.s.) (up to 0 0.00 cfs 239.792 cf.
Design year flow 10 year 0.16 Acres Imp; C=0.9
Area (acres) 0.18 Developed C factor: 0.86 0.02 Acres Perv: C=0.4
Area x C 0.15
To flow generated within the West end, add the peak flow coming from lhe middle section below,
which also must be drained by the drywell on each side of the West End of Marietta. From
Area 2 outflow: 0.284605 cfs occurs after 460 minutes as shown below:
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in.Ihr) A"C'No.3 Out " No.2
drywell infiltration rate
2 120 318 0.481037 58.05156 0 58.05156
4 240 3.18 0.481037 115.776 0 115.776
6 360 2.9 0.438682 158.2237 0 158.2237
8 480 2.5 0.378174 181.7806 0 181.7806
10 600 2.25 0.340356 204.4453 0 204.4453
15 900 1.76 0.266234 239.792 0 239.792
20 1200 1.45 0.219341 263.3581 90 173.3581 (overflow to drywells)
25 1500 1.22 0.184549 276.9487 103.5906 271.4647 0.045302 cfs
30 1800 1.04 0.15732 283.2835 109.9254 271.4647 0.021116 cfs
35 2100 0.92 0.139168 292.3474 118.9892 271.4647 0.030213 cfs
40 2400 0.82 0.124041 297.7828 124.4246 271.4647 0.018118 cfs
45 2700 0.75 0.113452 306.398 133.0398 271.4647 0.028717 cfs
50 3000 0.69 0.104376 313.1989 139.8408 271.4647 0.02267 cfs
55 3300 0.64 0.096813 319.5471 146.1889 271.4647 0.021161 cfs
60 3600 0.61 0.092274 332.2506 158.8925 271.4647 0.042345 cfs
65 3900 0.60 0.090762 354.0324 180.6743 271.4647 0.072606 cfs
70 4200 0.58 0.087736 368.5522 195.1941 271.4647 0.048399 cfs
75 4500 0.55 0.083198 374.4487 201.0905 271.4647 0.019655 cfs
80 4800 0.53 0.080173 384.8842 211.5261 271.4647 0.034785 cfs
85 5100 0.52 0.077904 397.3624 224.0043 271.4647 0.041594 cfs
90 5400 0.50 0.075635 408.4792 235.121 271.4647 0.037056 cfs
95 5700 0.49 0.074122 422.5462 249.1881 271.4647 0.04689 cfs
100 6000 0.49 0.073366 440.2442 266.8861 271.4647 0.058993 cfs
105 6300 0.45 0.067892 427.7687 254.4106 271.4647 -0.04159 cfs
110 6600 0.44 0.065864 434.75 261.3918 271.4647 0.023271 cfs
115 6900 0.42 0.063983 441.5274 268.1693 271.4647 0.022591 cfs
120 7200 0.41 0.062232 448.1154 274.7572 271.4647 0.02196 cfs
125 7500 0.40 0.060598 454.5268 281.1687 271.4647 0.021371 cfs
130 7800 0.39 0.059068 460.7732 287.4151 271.4647 0.020821 cfs
Engcalc1-E-1+1
'
Bonuccelli Development
1 Marietta & Sullivan
2-Aug-00
Stormwater Disposal
135 8100 0.38 0.057633 466.8649 293.5068 271.4647 0.020306 cfs
140 8400 0.37 0.056283 472.8113 299.4532 271.4647 0.019821 cfs
145 8700 0.36 0.05501 478.6208 305.2627 271.4647 0.019365 cfs
150 9000 0.36 0.053807 484.3012 310.9431 271.4647 0.018935 cfs
155 9300 0.35 0.052669 489.8595 316.5013 271.4647 0.018528 cfs 160 9600 0.34 0.05159 495.3021 321.944 271.4647 0.018142 cfs
165 9900 0.33 0.050566 500.6349 327.2768 271.4647 0.017776 cfs
170 10200 0.33 0.049591 505.8635 332.5053 271.4647 0.017428 cfs
175 10500 0.32 0.048663 510.9927 337.6346 271.4647 0.017097 cfs
180 10800 0.32 0.047777 516.0273 342.6692 271.4647 0.016782 cfs
185 11100 0.31 0.046931 520.9715 347.6134 271.4647 0.016481 cfs
190 11400 0.30 0.046123 525.8294 352.4713 271.4647 0.016193 cfs
195 11700 0.30 0.045348 530.6047 357.2466 271.4647 0.015918 cfs
200 12000 0.29 0.044606 535.3008 361.9427 271.4647 0.015654 cfs
205 12300 0.29 0.043894 539.921 366.5629 271.4647 0.015401 cfs .
210 12600 0.29 0.043209 544.4683 371.1102 271.4647 0.015158 cfs
215 12900 0.28 0.042552 548.9456 375.5875 271.4647 0.014924 cfs
220 13200 0.28 0.041919 553.3555 379.9974 271.4647 0.0147 cfs
225 13500 0.27 0.041309 557.7006 384.3425 271.4647 0.014484 cfs
230 13800 0.27 0.040721 561.9832 388.625 271.4647 0.014275 cfs
235 14100 0.27 0.040154 566.2055 392.8473 271.4647 0.014074 cfs
240 14400 0.26 0.039607 570.3696 397.0115 271.4647 0.013881 cfs
245 14700 0.26 0.039078 574.4776 401.1195 271.4647 0.013693 cfs
250 15000 0.25 0.038567 578.5313 405.1732 271.4647 0.013512 cfs
255 15300 0.25 0.038072 582.5325 409.1744 271.4647 0.013337 cfs
260 15600 0.25 0.037593 586.4829 413.1247 271.4647 0.013168 cfs
265 15900 0.25 0.037129 590.384 417.0259 271.4647 0.013004 cfs
270 16200 024 0.03668 594.2375 420.8794 271.4647 0.012845 cfs
275 16500 0.24 0.036244 598.0447 424.6866 271.4647 0.012691 cfs
280 16800 0.24 0.03582 601.8071 428.449 271.4647 0.012541 cfs
285 17100 0.23 0.035409 605.5259 432.1678 271.4647 0.012396 cfs
290 17400 0.23 0.03501 609.2025 435.8444 271.4647 0.012255 cfs
295 17700 0.23 0.034622 612.8379 439.4798 271.4647 0.012118 cfs
300 18000 0.23 0.034245 616.4335 443.0753 271.4647 0.011985 cfs
305 18300 0.22 0.033878 619.9901 446.632 271.4647 0.011856 cfs
310 18600 0.22 0.033521 623.509 450.1508 271.4647 0.011729 cfs
315 18900 0.22 0.033173 626.991 453.6329 271.4647 0.011607 cfs
320 19200 0.22 0.032834 630.4372 457.0791 271.4647 0.011487 cfs
325 19500 0.21 0.032504 633.8485 460.4903 271.4647 0.011371 cfs
330 19800 0.21 0.032182 637.2257 463.8676 271.4647 0.011257 cfs
335 20100 0.21 0.031868 640.5698 467.2116 271.4647 0.011147 cfs
340 20400 0.21 0.031562 643.8814 470.5233 271.4647 0.011039 cfs
345 20700 0.21 0.031263 647.1615 473.8034 271.4647 0.010934 cfs
350 21000 0.20 0.030971 650.4107 477.0526 271.4647 0.010831 cfs
355 21300 0.20 0.030686 653.6298 480.2717 271.4647 0.01073 cfs
360 21600 0.20 0.030407 656.8195 483.4614 271.4647 0.010632 cfs
365 21900 0.20 0.030135 659.9805 486.6223 271.4647 0.010536 cfs
370 22200 0.20 0.029869 663.1133 489.7552 271.4647 0.010443 cfs
375 22500 0.20 0.029609 666.2187 492.8606 271.4647 0.010351 cfs
380 22800 0.19 0.029354 669.2972 495.939 271.4647 0.010262 cfs
385 23100 0.19 0.029105 672.3494 498.9912 271.4647 0.010174 cfs
390 23400 0.19 0.028861 675.3759 502.0177 271.4647 0.010088 cfs
395 23700 0.19 0.028623 678.3771 505.019 271.4647 0.010004 cfs
400 24000 0.19 0.028389 681.3538 507.9956 271.4647 0.009922 cfs
405 24300 0.19 0.02816 684.3062 510.9481 271.4647 0.009842 cfs
410 24600 0.18 0.027936 687.235 513.8769 271.4647 0.009763 cfs
Engcalc1-E-1+2
1 `
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
415 24900 0.18 0.027716 690.1406 516.7825 271.4647 0.009685 cfs
420 25200 0.18 0.0275 693.0235 519.6654 271.4647 0.00961 cfs
425 25500 0.18 0.027289 695.8841 522.5259 271.4647 0.009535 cfs
430 25800 0.18 0.027082 698.7228 525.3647 271.4647 0.009462 cfs
435 26100 0.18 0.026878 701.5401 528.182 271.4647 0.009391 cfs
440 26400 0.18 0.026679 704.3364 530.9782 271.4647 0.009321 cfs
445 26700 0.18 0.026483 707.112 533.7539 271.4647 0.009252 cfs
450 27000 0.17 0.026291 709.8674 536.5092 271.4647 0.009185 cfs
455 27300 0.17 0.026102 712.6029 539.2447 271.4647 0.009118 cfs
460 27600 0.17 0.025917 715.3188 541.9607 271.4647 0.009053 cfs
465 27900 0.17 0.025735 718.0156 544.6575 271.4647 0008989 cfs
470 28200 0.17 0.025556 720.6936 547.3354 271.4647 0.008927 cfs
475 28500 0.17 0.02538 723.353 549.9949 271.4647 0.008865 cfs
480 28800 0.17 0.025208 725.9943 552.6361 271.4647 0.008804 cfs
485 29100 0.17 0.025038 728.6177 555.2595 271.4647 0.008745 cfs
490 29400 0.16 0.024871 731.2235 557.8653 271.4647 0.008686 cfs
495 29700 0.16 0.024707 733.812 560.4539 271.4647 0.008628 cfs
500 30000 0.16 0.024546 736.3836 563.0254 271.4647 0.008572 cfs
505 30300 0.16 0.024387 738.9384 565.5803 271.4647 0.008516 cfs
510 30600 0.16 0.024231 741.4768 568.1187 271.4647 0.008461 cfs
515 30900 0.16 0.024077 743.999 570.6409 271.4647 0.008407 cfs
520 31200 0.16 0.023926 746.5054 573.1472 271.4647 0.008354 cfs
525 31500 0.16 0.023777 748.996 575.6379 271.4647 0.008302 cfs
530 31800 0.16 0.023631 751.4713 578.1131 271.4647 0.008251 cfs
535 32100 0.16 0.023486 753.9313 580.5732 271.4647 0.0082 cfs
540 32400 0.15 0.023344 756.3765 583.0183 271.4647 0.00815 cfs
545 32700 0.15 0.023205 758.8069 585.4487 271.4647 0.008101 cfs
550 33000 0.15 0.023067 761.2228 587.8646 271.4647 0.008053 cfs
555 33300 0.15 0.022931 763.6244 590.2663 271.4647 0.008005 cfs
560 33600 0.15 0.022798 766.012 592.6539 271.4647 0.007959 cfs
565 33900 0.15 0.022666 768.3857 595.0276 271.4647 0.007912 cfs
570 34200 0.15 0.022536 770.7458 597.3877 271.4647 0.007867 cfs
575 34500 0.15 0.022408 773.0924 599.7343 271.4647 0.007822 cfs
580 34800 0.15 0.022282 775.4258 602.0676 271.4647 0.007778 cfs
585 35100 0.15 0.022158 777.7461 604.3879 271.4647 0.007734 cfs
590 35400 0.15 0.022035 780.0534 606.6953 271.4647 0.007691 cfs
595 35700 0.14 0.021914 782.3481 608.99 271.4647 0.007649 cfs
600 36000 0.14 0.021795 784.6303 611.2721 271.4647 0.007607 cfs
605 36300 0.14 0.021677 786.9 613.5419 271.4647 0.007566 cfs
610 36600 0.14 0.021561 789.1576 615.7995 271.4647 0.007525 cfs
615 36900 0.14 0.021447 791.4031 618.045 271.4647 0007485 cfs
620 37200 0.14 0.021334 793.6368 620.2787 271.4647 0.007446 cfs
625 37500 0.14 0.021223 881.2403 707.8821 271.4647 0.292012 cfs ~~~vlp ~ S
630 37800 0.14 0.021113 968.8322 795.474 271.4647 0.291973 cfs
635 38100 0.14 0.021004 1056.413 883.0545 271.4647 0.291935 cfs
640 38400 0.14 0.020897 1143.982 970.6238 271.4647 0.291897 cfs ~
Note the decline in the infiltration rate into the drywells in the far right column; this ~
ndicates that the peak infiltration rate (and worst case storage) is reached at 625 minutes when
i
the middle section begins to drain into the west section swale, in the event of frozen ground. ~ Qlcv-v ratt !S
6 rz iZ
Area 2: Middle Section, Marietta TYPICAL EA. SIDE- overflows into and is part of Area 1: ~16
square fee cu.ft.
Swale Area: 1090
Volume: 2006.58 30 ~
2006.83 560 73.75 cu.ft.
Engcalc1-E-1+3 /
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
2007.58 1090 692.5 cu.ft.
Once pond volume is exceeded, then outflow over end berm:
Pond Infiltra6on Rate: 0.00025 cfs (0.36"/hr infiltration rate)
Drywell Infiltration Rate 0.3 cfs (Garrison Gravelly loam)
End Berm,"C" 3 (Broadcrested Weir)
End Berm weir equation: 3'L'H^3/2
L= 3 feet; H=.1 feet
Therefore Weir outflow: 0.284605 cfs (capacity)
No. of Drywells: 0
Drywell Volume: 0 cubic feet
Total Available Storage Volulme:
692.5 cubic feet
Use Bowstring Method to check adequacy of Swale:
Time increment; 2 min.
Time of Concentration: 2 min. Storage req.:
Outflow (c.f.s.) 0.00 cfs 693.763 cf. Design year flow 10 year 0.107 Acres Imp; C=0.9
Area (acres) 0.132 Developed C factor: 0.805118 0.025 Acres Perv: C=0.4
Area x C 0.106
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A'C'No.3 Out' No.2
2 120 3.18 0.419328 50.60448 0 50.60448
4 240 3.18 0.419328 100.9238 0 100.9238
6 360 2.9 0.382406 137.9262 0 137.9262
8 480 2.5 0.32966 158.4611 0 158.4611
10 600 2.25 0.296694 178.2183 0 178.2183
15 900 1_76 0.232081 209.0305 0 209.0305
20 1200 1.45 0.191203 229.5735 0 229.5735
25 1500 1.22 0.160874 241.4207 0 241.4207
30 1800 1.04 0.137139 246.9428 0 246.9428
35 2100 0.92 0.121315 254.8439 0 254.8439
40 2400 0.82 0.108129 259.5821 0 259.5821
45 2700 0.75 0.098898 267.092 0 267.092
50 3000 0.69 0.090986 273.0205 0 273.0205
55 3300 0.64 0.084393 278.5544 0 278.5544
60 3600 0.61 0.080437 289.6283 0 289.6283
65 3900 0.60 0.079118 308.6158 0 308.6158
70 4200 0.58 0.076481 321.2729 0 321.2729
75 4500 0.55 0.072525 326.413 0 326.413
80 4800 0.53 0.069888 335.5098 0 335.5098
85 5100 0.52 0.06791 346.3872 0 346.3872
90 5400 0.50 0.065932 356.0779 0 356.0779
95 5700 0.49 0.064613 368.3404 0 368.3404
100 6000 0.49 0.063954 383.768 0 383.768
105 6300 0.45 0.059183 372.8929 0 372.8929
110 6600 0.44 0.057415 378.9786 0 378.9786
115 6900 0.42 0.055775 384.8866 0 384.8866
120 7200 0.41 0.054249 390.6294 0 390.6294
125 7500 0.40 0.052824 396.2184 0 396.2184
130 7800 0.39 0.051491 401.6634 0 401.6634
135 8100 0.38 0.050239 406.9737 0 406.9737
140 8400 0.37 0.049062 412.1572 0 412.1572
145 8700 0.36 0.047953 417.2215 0 4172215
Engcalc1-E-1+4
~
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
150 9000 0.36 0.046905 422.1732 0 422.1732
155 9300 0.35 0.045913 427.0184 0 427.0184
160 9600 0.34 0.044972 431.7628 0 431.7628
165 9900 0.33 0.044079 436.4116 0 436.4116
170 10200 0.33 0.043229 440.9694 0 440.9694
175 10500 0.32 0.04242 445.4406 0 445.4406
180 10800 0.32 0.041648 449.8293 0 449.8293
185 11100 0.31 0.040911 454.1393 0 454.1393
190 11400 0.30 0.040206 458.374 0 458.374
195 11700 0.30 0.039531 462.5367 0 462.5367
200 12000 0.29 0.038884 466.6304 0 466.6304
205 12300 0.29 0.038263 470.6579 0 470.6579
210 12600 0.29 0.037666 474.6218 0 474.6218
215 12900 0.28 0.037093 478.5248 0 478.5248
220 13200 0.28 0.036541 482.369 0 482.369
225 13500 0.27 0.03601 486.1566 0 486.1566
230 13800 0.27 0.035498 489.8898 0 489.8898
235 14100 0.27 0.035003 493.5705 0 493.5705
240 14400 0.26 0.034526 497.2004 0 497.2004
245 14700 0.26 0.034065 500.7814 0 500.7814
250 15000 0.25 0.033619 504.3151 0 504.3151
255 15300 0.25 0.033188 507.803 0 507.803
260 15600 0.25 0.032771 511.2466 0 511.2466
265 15900 0.25 0.032366 514.6473 0 514.6473
270 16200 0.24 0.031974 518.0064 0 518.0064
275 16500 0.24 0.031594 521.3253 0 521.3253
280 16800 0.24 0.031225 524.605 0 524.605
285 17100 0.23 0.030867 527.8467 0 527.8467
290 17400 0.23 0.030519 531.0516 0 531.0516
295 17700 0.23 0.030181 534.2207 0 534.2207
300 18000 0.23 0.029852 537.355 0 537.355
305 18300 0.22 0.029532 540.4554 0 540.4554
310 18600 0.22 0.029221 543.5228 0 543.5228
315 18900 0.22 0.028917 546.5582 0 546.5582
320 19200 0.22 0.028622 549.5623 0 549.5623
325 19500 0.21 0.028334 552.536 0 552.536
330 19800 0.21 0.028054 555.4799 0 555.4799
335 20100 0.21 0.02778 558.395 0 558.395
340 20400 0.21 0.027513 561.2818 0 561.2818
345 20700 0.21 0.027252 564.1411 0 564.1411
350 21000 0.20 0.026998 566.9735 0 566.9735
355 21300 0.20 0.026749 569.7797 0 569.7797
360 21600 0.20 0.026507 572.5602 0 572.5602
365 21900 0.20 0.026269 575.3156 0 575.3156
370 22200 0.20 0.026037 578.0466 0 578.0466
375 22500 0.20 0.02581 580.7536 0 580.7536
380 22800 0.19 0.025589 583.4372 0 583.4372
385 23100 0.19 0.025371 586.0978 0 586.0978
390 23400 0.19 0.025159 588.736 0 588.736
395 23700 0.19 0.024951 591.3523 0 591.3523
400 24000 0.19 0.024747 593.9471 0 593.9471
405 24300 0.19 0.024547 596.5208 0 596.5208
410 24600 0.18 0.024352 599.0739 0 599.0739
415 24900 0.18 0.02416 601.6067 0 601.6067
420 25200 0.18 0.023972 604.1198 0 604.1198
425 25500 0.18 0.023788 606.6134 0 606.6134
Engcalc1-E-1+5
,
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Storrriwater Disposal
430 25800 0.18 0.023607 609.088 0 609.088
435 26100 0.18 0.02343 611.5438 0 611.5438
440 26400 0.18 0.023256 613.9814 0 613.9814
445 26700 0.18 0.023086 616.401 0 616.401
450 27000 0.17 0.022918 618.8029 0 618.8029
455 27300 0.17 0.022754 621.1874 0 621.1874
460 27600 0.17 0.022592 623.555 0 623.555
465 27900 0.17 0.022433 625.9058 0 625.9058
470 28200 0.17 0.022277 628.2402 0 628.2402
475 28500 0.17 0.022124 630.5585 0 630.5585
480 28800 0.17 0.021974 632.8609 0 632.8609
485 29100 0.17 0.021826 635.1478 0 635.1478
490 29400 0.16 0.02168 637.4193 0 637.4193
495 29700 0.16 0.021537 639.6758 0 639.6758
500 30000 0.16 0.021397 641.9174 0 641.9174
505 30300 0.16 0.021258 644.1445 0 644.1445
510 30600 0.16 0.021122 646.3573 0 646.3573
515 30900 0.16 0.020988 648.556 0 648.556
520 31200 0.16 0.020857 650.7408 0 650.7408
525 31500 0.16 0.020727 652.9119 0 652.9119
530 31800 0.16 0.020599 655.0696 0 655.0696
535 32100 0.16 0.020474 657.2141 0 657.2141
540 32400 0.15 0.02035 659.3456 0 659.3456
545 32700 0.15 0.020228 661.4642 0 661.4642
550 33000 0.15 0.020108 663.5702 0 663.5702
555 33300 0.15 0.019989 665.6638 0 665.6638
560 33600 0.15 0.019873 667.745 0 667.745
565 33900 0.15 0.019758 669.8143 0 669.8143
570 34200 0.15 0.019645 671.8716 0 671.8716
575 34500 0.15 0.019533 673.9172 0 673.9172
580 34800 0.15 0.019424 675.9512 0 675.9512
585 35100 0.15 0.019315 677.9738 0 677.9738
590 35400 0.15 0.019208 679.9852 0 679.9852
595 35700 0.14 0.019103 681.9855 0 681.9855
600 36000 0.14 0.018999 683.9749 0 683.9749
605 36300 0.14 0.018896 685.9535 0 685.9535
610 36600 0.14 0.018795 687.9214 0 687.9214
615 36900 0.14 0.018696 689.8789 0 689.8789
620 37200 0.14 0.018597 691.826 0 691.826
625 37500 0.14 0.0185 693.763 0 693.763 Begin Weir Overfiow
630 37800 0.14 0.018404 695.6898 85.3815 610.3083 to Area 1
Area 3: East End, Marietta TYPICAL EA. SIDE
Swale Area: 2000 square feet
Volume: 1997.27 18
1997.52 1009 128.375 cu.ft.
1997.77 2000 504.5 cu.ft.
Pond Infilkration Rate: 0.00015 cfs (0.36"/hr infiltration rate) N 0
Drywell Infiltration Rate 0.3 cfs (Garrison Gravelly loam)
No. of Drywells: 1
Drywell Volume: 54.45 cubic feet C(~pt
Total Available Storage Volulme:
558.95 cubic feet
Use Bowstring Method to check adequacy of Swale:
Time increment; 2 min.
Engcalcl-E-1+6
' i
Bonuccelli Development
Marietta & Sullivan
2-Aug-0O ~
Stormwater Disposal
Time of Concentration: 2 min. Storage req.: ~
Outflow (c.f.s.) (up to 0 0.00 cfs 558.95 cf.
Design year flow 10 year 0.098 Acres Imp; C=0.9
Area (acres) 0.143 Developed C factor: 0.74 0.046 Acres Perv: C=0.4
Area x C 0.106
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A*C"No.3 Out ' No.2
2 120 3.18 0.456267 55.06233 0 55.06233 0
4 240 3.18 0.481037 115.776 0 115.776 0
6 360 2.9 0.438682 158.2237 0 158.2237 0
8 480 2.5 0.378174 181.7806 0 181.7806 0
10 600 2.25 0.340356 204.4453 0 204.4453 0
15 900 1.76 0.266234 239.792 0 239.792 0
20 1200 1.45 0.219341 263.3581 0 263.3581 0
25 1500 1.22 0.184549 276.9487 0 276.9487 0
30 1800 1.04 0.15732 283.2835 0 283.2835 0
35 2100 0.92 0.139168 292.3474 0 292.3474 0
40 2400 0.82 0.124041 297.7828 0 297.7828 0
45 2700 0.75 0.113452 306.398 0 306.398 0
50 3000 0.69 0.104376 313.1989 0 313.1989 0
55 3300 0.64 0.096813 319.5471 0 319.5471 0
60 3600 0.61 0.092274 332 2506 0 332.2506 0
65 3900 0.60 0.090762 354.0324 0 354.0324 0
70 4200 0.58 0.087736 368.5522 0 368.5522 0
75 4500 0.55 0.083198 374.4487 0 374.4487 0
80 4800 0.53 0.080173 384.8842 0 384.8842 0
85 5100 0.52 0.077904 397.3624 0 397.3624 . 0
90 5400 0.50 0.075635 408.4792 0 408.4792 0
95 5700 0.49 0.074122 422.5462 0 422.5462 0
100 6000 0.49 0.073366 440.2442 0 440.2442 0
105 6300 0.45 0.067892 427.7687 0 427.7687 0
110 6600 0.44 0.065864 434.75 0 434.75 0
115 6900 0.42 0.063983 441.5274 0 441.5274 0
120 7200 0.41 0.062232 448.1154 0 448.1154 0
125 7500 0.40 0.060598 454.5268 0 454.5268 0
130 7800 0.39 0.059068 460.7732 0 460.7732 0
135 8100 0.38 0.057633 466.8649 0 466.8649 0
140 8400 0.37 0.056283 472.8113 0 472.8113 0
145 8700 0.36 0.05501 478.6208 0 478.6208 0
150 9000 0.36 0.053807 484.3012 0 484.3012 0
155 9300 0.35 0.052669 489.8595 0 489.8595 0
160 9600 0.34 0.05159 495.3021 0 495.3021 0
165 9900 0.33 0.050566 500.6349 0 500.6349 0
170 10200 0.33 0.049591 505.8635 0 505.8635 0
175 10500 0.32 0.048663 510.9927 90 420.9927 0.3
180 10800 0.32 0.047777 516.0273 95.03459 558.95 0.016782
185 11100 0.31 0.046931 520.9715 99.97883 558.95 0.016481
Note the decline in the infiltration rate into the drywells in the far right column; this
indicates that the peak infrltration rate (and worst case storage) is reached at 175 minutes when
the overflow from the swale begins to enter the drywell grate, in the event of frozen ground.
Worst Case Inlet Depression, Type 1 Inlet: 0.1 ft.
Engcalcl-E-1+7
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
Flow: 0.476934 cfs = Qmax (use TR55 flow calc where applicable)
maximum allowable ponding:
0.2 feet = h
= head for weir of inlet opening
Required area of inlets:
Cw= 3
Q=Cw'Lh^(3/2)
L=Q/(Cw'h^(312))
Lmin.= 1.777428 feet
Therefore a 4' long inlet will be more than adequate for a 10-year storm event for each
curb inlet.
Worst Case Drywell Inlet flow:
Flow: 0.48 cfs = Qmax (use TR55 flow calc where applicable)
maximum allowable ponding: .
0.4 feet = h
= head for weir of drywell opening
Required area of drywell grate:
Cw= 3
Q=Cw'Lh^(3/2)
L=Q/(Cw"h^(3/2))
Lmin.= 0.628416 feet
Therefore a standard type 4 grate with an effective weir length of 5.694137 feet
Is adequate for much more than a 10-year storm event for each drywell.
Engcalc1-E-1+8
' e
Bonuccelli Development
industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Use conservative 5 min. intensity
i= 3.2 in/hr
Disposal Capacity:
Gamson Gravelly Loam/Very Stony Loam Soil
Estimated Turf Infiltration Capacity
q= 0.36 in/hr
Ratio of ilq 8.888889
Maximum Storage Depth:
6 in.
10 year, one hour intensity:
3 2 in/hr
10 year, 24 hour total:
2.12 in.
Parcel 1 Drain Basin
Total Improved Imperoious Surface Area:
73907.93 square feet
Asphalt Impervious Surface Area:
new: 39281 square feet
Roof:
direct: 32422.65 square feet
Sidewalk:
new: 2204.738 square feet
Utilize biofiltralion swale (grassy) for disposal. Assume antecedant saturated soil conditions:
U61ize Spokane County Type A drywells for over(low. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
9227.066 square feet
Depressed Infiltration Area:
6158.994 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
470.8756 square feet additional on slopes
Total Available for Infiltration:
6629 87 square fee = 3197.216 ft3
Total Required Under County Standard:
1636.689 ft3 OK
Hydrology Check:
Rational Method•
Peak Runoff, 10-year storm, Q=CIA
Impervious Sur-face C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 3.65 min.
Area Impervious: 73907.93 square feet
Area Pervious: 9227.066 square feet
Peak Q: 5 06 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
2597.196 square feet Peak Q, perv, non-swale:
0.05 cfs
Infiltration capacity, perv, non swale
0.02 cfs ,
Engcalc1-G-1
y
Bonuccelli Development
Induslrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
I'repared by Alan E. Gay, P.E. _
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, remainder:
5.03 cfs
Swale Infiltration Capacity:
0.0552 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
1403.71 cubic feet
Storage Available, Swale Only:
3197.216 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3251.67 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 8.06 cfs
Storage Required.
2394 30 cubic feet
Swale Plus Drywell:
3251.67 cubic feet OK
Parcel 2 Drain Basin Total Improved Impervious Surface Area-
192043 square feet
Asphalt Impervious Surface Area:
new: 51400 square feet
Roof:
direct: 137831.4 square feet
Sidewalk:
new. 2811 758 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedani saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
37675.96 square feet
Depressed Infiltration Area:
16003.59 square feet cultwated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
759.0317 square feet additional on slopes
Total Available for Infiltration:
16762.62 square fee = 8191.551 ft3
Total Required Under Counly Standard:
2141.662 f13 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year inlensity: 1.95 inlhour
Time of concentration: 13 min.
Area Impervious: 192043 square feet
Area Pervious: 37675.96 square feet
Peak Q: 8.16 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
20913.34 square feet
Engcalcl-G-2
. ,
Bonuccelli Development
Industriai Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, perv, non-swale:
0.23 cfs
Infiltration capacity, perv, non swale:
0.17 cfs
Peak Q, remainder:
7.98 cfs
Swale Infiltration Capacity:
0.1397 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 13 minute Storm:
5885.06 cubic feet
Storage Available, Swale Only:
8191.551 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 8246.006 cubic feet OK
Peak Runoff, 50-year storm: (13 minute)
50-year intensity: 2.7 in/hour
Peak Q: 11.30 cis
Storage Required.
8751.66 cubic feet
Swale Plus Drywell:
8246.006 cubic feet NG
Storage Available, 12": 16762.62 cubic feet OK
Parcel 3 Drain Basin
Total Improved Impervious Surface Area:
90027.96 square feet
Asphalt Impervious Surface Area:
new: 24851 square feet
Roof:
direct: 63873.6 square feet
Sidewalk;
new: 1303.02 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
16428.04 square feet
Depressed Infiltration Area:
7502.33 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
519.696 square feet additional on slopes
Total Available for Infiltration:
8022.026 square fee = 3881 089 ft3
Total Required Under County Standard:
1035.473 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C- 0 25
10-year mtensity• 3.2 inlhour '
Time of concentration: 4.6 min
Area Impervious; 90027.96 square feet
Area Pervious: 16428.04 square feet
Engcalcl-G-3
~ y
Bonuccelli Development
Industrial Devetopment at Sullivan and Marietta
2-Aug-00
YechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year slorm (for review by Spokane County Engineers).
Peak Q: G 25 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
8406.011 square feet
Peak Q, perv, non-swale:
0.15 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
6.18 c(s
Swale Infiltration Capacity:
0.0669 cfs
drywell infiltration cap.• 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
1745.12 cubic feet
Storage Available, Swale Only:
3881.089 cubic feet
Plus Orywells: 54.45 cubic feet
Total• 3935.543 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q: 9.97 cfs
Storage Required:
2967.11 cubic feet
Swale Plus Drywell:
3935.543 cubic feet OK
Parcel 4 Drain Basin
Total Improved Impervious Surface Area
66161 47 square feet
Asphalt Impervious Surface Area:
new: 18126 square feet
Roof:
direct. 47075.4 square feet
Sidewalk•
new: 960.3372 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell mfiltration capacity.
Available Grassy Area:
12297.53 square feet
Depressed Infiltration Area:
5513.456 square feet cultivated surface
Additional available infiltration volume on side slopes•
Perimeter 6" above bottom
445.5159 square feet additional on slopes
Total Available for Infiltration:
5958.972 square fee = 2868.107 ft3
Total Required Under County Standard•
755.2388 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
Engcalc1-G-4
. +
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design l0 10 year storm (for review by Spokane County Engineers).
10-year intensity: 2.5 in/hour
Time of concentralion: 8 min.
Area Impervious: 66161.47 square feet
Area Pervious: 12297.53 square feet
Peak Q: 3.59 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
6338.559 square feet
Peak Q, perv, non-swale:
0.09 cfs
Infiltration capacity, perv, non swale:
0.05 cfs .
Peak Q, remainder:
3.54 cfs
Swale Infiltration Capacity:
0.0497 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 8 minute Storm:
1531.87 cubic feet
Storage Avadable, Swale Only:
2868.107 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2922.561 cubic feet OK
Peak RunoN, 50-year storm: (8 minute)
50-year intensity: 3.65 in/hour
Peak Q: 5.25 cfs
Storage Required:
2481.68 cubic feet
Swale Plus Drywell:
2922.561 cubic feet OK
Parcel 5 Drain Basin
Total Improved Impervious Surface Area:
78807.52 square feet
Asphalt Impervious Surface Area:
new: 21333 square feet
Roof:
direct: 56325 square feet
Sidewalk:
new. 1149.029 square feet
Ulilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
15067.48 square feet
Depressed Infiltration Area:
6567.293 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
486.233 square feet additional on slopes
Total Available for Infiltration:
7053.526 square fee = 3405.205 ft3
Total Required Under Counly Standard.
888.8954 fl3 OK
Hydrology Check:
Engcalcl-G-S
1 ~
Bonuccelli Development
Industnal Development at Suilivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Sludy
Design to 10 year storm (for review by Spokane County Engineers).
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0 25
10-year intensity: 2.6 in/hour
Time of Concentration: 7.5 min.
Area Impervious: 78807.52 square feet
Area Pervious: 15067.48 square feet
Peak Q: 4.46 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
8013.954 square feet ,
Peak Q, penr, non-swate:
0.12 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
4 39 cfs
Swale Infiltration Capacity.
0.0588 cfs
drywell infiltralion cap : 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1814.73 cubic feet Storage Available, Swale Only:
3405 205 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3459 659 cubic feet OK
Peak Runoff, 50-year storm- (7.5 minute)
50-year intensity: 3.8 in/hour
Peak Q: 6.52 cfs
Storage Required:
2897.59 cubic feet
Swale Plus Drywell:
3459.659 cubic feet OK
Parccl 6 Drain Basin
Total Improved Impervious SurFace Area:
78952.72 square feet
Asphalt Impervious Surface Area:
new: 21370 square feet
Roof:
direct: 56431.2 square feet
Sidewalk:
new: 1151.195 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiliration capacity.
Available Grassy Area:
15099.28 square feet
Depressed Infiltration Area. .
6579 393 square feet cultivated surface
Additional available infiltration volume on side slopes-
Perimeter 6" above bottom
486.6807 square feet additional on slopes
Total Available for Infiltration•
Engcalcl-G-6
~ Y
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
7066.074 square fee = 3411.367 ft3
Total Required Under County Standard:
890.43 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 2.6 in/hour
Time of concenlration: 7.5 min.
Area Impervious: 78952.72 square feet
Area Pervious: 15099.28 square feet
Peak Q. 4 47 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious SurFace, non-swale:
8033.21 square feel
Peak Q, perv, non-swale.
012 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
4.40 cfs
Swale Infiltration Capacity:
0.0589 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1818.34 cubic feet
Storage Available, Swale Only:
3411.367 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3465.821 cubic feet OK
Peak Runoff, 50-year storm: (7.5 minute)
50-year intensiiy: 3.8 in/hour
Peak Q. 6.53 cfs
Storage Required:
2903.03 cubic feet
Swale Plus Drywell:
3465.821 cubic feet OK
Parcel 7 Drain Basin
Total Improved Irnpervious SurFace Area.
44839.98 square feet
Asphalt Impervious Surface Area:
new: 23480 square feet
Roof:
direct: 20000 square feet
Sidewalk:
new: 1359.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
5160.024 square feet
Depressed Infiltration Area:
3736 665 square feet cultivated surface
Engcalc1-G-7
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
366.7696 square feet additional on slopes
7otal Available for Infiltration:
4103.434 square fee = 1960.025 ft3
7otal Required Under County Standard:
978.3324 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 3 min.
Area Impervious: 44839.98 square feet
Area Pervious: 5160.024 square feet
Peak Q: 3.06 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
1056.59 square feei
Peak Q, perv, non-swale:
0.02 cfs
Infiltration capacity, perv, non swale:
0.01 cfs
Peak Q, remainder:
3 05 cfs
Swale Infiltration Capacity:
0.0342 cfs
drywell infiltration cap.- 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
814.92 cubic feet
Storage Available, Swale Only:
1960.025 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2014.479 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity• 5.1 in/hour
Peak Q: 4.88 cfs
Storage Required:
1439.70 cubic feet
Swale Plus Drywell:
2014.479 cubic feet OK
Parcel 8 Draln Basin
Total Improved Impervious Surface Area.
31495 98 square feet
Asphalt Impervious Surface Area:
new: 16544 square feet
Roof:
direct: 14000 square feet
Sidewalk.
new: 951.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Engcalcl-G-8
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Available Grassy Area.
_ 3504.017 square feet
Depressed Infiltration Area:
2624.665 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
347.3889 square feet additional on slopes
Total Available for Infiltration:
2932.054 square fee = 1389.18 ft3
Total Required Under County Standard:
689.3327 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Peroious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 5 min.
Area Impervious: 31495.98 square feet
Area Pervious: 3504.017 square feet
Peak Q: 2.15 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale•
571.963 square feet
Peak Q, perv, non-swale:
0.01 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
2.14 cfs
Swale Infiltration Capacity.
0.0244 cfs
drywell mfiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
545.26 cubic feet
Storage Available, Swale Only: .
1389.18 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 1443.634 cubic feet OK -
Peak Runoff, 50-year storm: (5 minute)
50-year intensily: 5.1 inlhour
Peak Q: 3.42 cfs
Storage Required•
1003.34 cubic feet
Swale Plus Drywell:
1443.634 cubic feet OK
Parcel 9 Drain Basin
Total Improved Impervious Surface Area:
33436 76 square feet
Asphalt Impervious Surface Area-
new: 17553 square feet
Roof:
direct: 14872.65 square feet
Sidewalk:
Engcalc1-G-9 '
~ e
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
new: 1011.339 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
4698_245 square feet
Depressed Infiltration Area:
2786.396 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
316.718 square feet additional on slopes
Total Available for Infiltration:
3103.114 square fee = 1472.378 ft3
Total Required Under County Standard:
731.3653 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 5 min.
Area Impervious: 33436.76 square feet
Area Pervious: 4698 245 square feet
Peak Q: 2.30 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
1595.13 square feet
Peak Q, perv, non-swale:
0.03 cfs
Infiltration capacity, perv, non swale:
0.01 cfs
Peak Q, remainder:
2.28 cfs
Swale Infiltration Capacity:
0.0259 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
587.35 cubic feet
Slorage Availabte, Swale Only:
1472.378 cubic feet
Plus Orywells: 54.45 cubic feet
Total: 1526.832 cubic feet OK
Peak Runoff, 50-year storm: (5 mmute)
50-year intensity: 5.1 inlhour
Peak Q: 3.66 cfs
Storage Required:
1075.18 cubic feet
Swale Plus Drywell:
1526.832 cubic feet OK
Roadway Basins: West End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
7031.876 square feet
Asphalt Impervious Surface Area:
Engcalcl-G-10
• 1
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
new: 5159.04 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 1872.837 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
1 Drywell necessary
Available Grassy Area:
654.2942 square feet
Depressed Infiltration Area:
213.7647 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
440.5295 square feet: up to 6" available for storage on 3-1 slopes
Total Available for Infiltration:
North: 654.2942 square fee = 217.0147 ft3
Total Required Under County Standard:
214.96 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 1 min.
Area Impervious: 7031.876 square feet
Area Penrious: 654.2942 square feet ~
Peak Q: 0.48 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
0.48 cfs
Swale Infiltration Capacity:
0.0055 cfs
Drywell infiltratin cap.: 0.3 cfs
Storage Required, 5 minute Storm:
51.44 cubic feet
Storage Available, Swale Only:
217.0147 cubic feet
Plus Drywell. 54.45 cubic feet
Total: 271.469 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 m/hour
Peak Q: 0.76 cfs
Storage Required:
136.40 cubic feet OK
Roadway Basins: Middle, North and South Sides: (Mirror Images)
Engcalcl-G-11
Bonuccelli Development
Industrial Developrneni at Suliivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engmeers).
Total Improved Impervious Surface Area:
4654 squarefeet
Asphalt Impervious Surface Area:
new: 3700 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 954 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturaled soil conditions:
no drywell necessary
Available Grassy Area:
1090 square feet
Depressed Infiltration Area: .
30 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3•1 slopes
1.5 feet wide strip around depression
Swale:
1060 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
North: 1090 square fee = 692.5 ft3 Total Required Under County Standard:
154.1667 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C. 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
7ime of concentration: 1 min.
Area Impervious: 4654 square feet
Area Pervious: 1090 square feet
Peak Q: 0.33 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder.
0.33 cfs
Swale Infiltration Capacity:
0.0091 cfs
Drywell infiltratin cap.: 0 cfs
Storage Required, 5 minute Storm:
95.59 cubic feet
Storage Available, Swale Only:
692.5 cubic feet
Plus Drywell. 0.00 cubic feet
Total: 692.5 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity. 5.1 in/hour
Peak Q: 0.52 cfs
Storage Required:
Engcalc1-G-12
/
Bonuccelli Development
Industrial Development at Sullivan and NAarietta
2-Aug-00
TechCon, Inc
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
153.97 cubic feet OK
Roadway Basins: East End, North and South Sides: (Mirror Images)
Total Improved Impervious Surface Area:
5050 square feet
Asphalt Impervious Surface Area:
new: 3561 square feet
Roof.
new: 0 square feet
Sidewalk.
new: 1488.75 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
1 Orywell
Available Grassy Area:
2000 square feet
Depressed tnfiltration Area:
18 square feet cultivated surface ,
Additional available infiltration volume on side slopes'
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale.
1982 square feet- up to 6" available for storage on 3.1 slopes
Total Available for Infiltration:
North: 2000 square fee = 504.5 ft3
Total Required Under County Standard:
148.3854 ft3 OK Nydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 1 min.
Area Impervious: 5050 square feet
Area Peroious: 2000 square feet
Peak Q: 0.37 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0 00 cfs
Infiltration capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
0.37 cfs
Swale Infiltration Capacity:
0.0167 cfs
Drywell infiltratin cap., 0 cfs
Storage Required, 5 minute Storm:
108.46 cubic feet
Storage Available, Swale Only:
504.5 cubic feet
Plus Drywell: 0 00 cubic feet
Total: 504.5 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
Engcalc 1-G-13
Borrueeelli Develapment
fndustrial Develqpmen# at SuNivan and Marietta
2-Au g-00
TechCon, Inc_
Prepared by Alan E. Gay, P.E.
Si#e Hytirology Study
Design tfl 10 year storrn (for review by Spokane Caun#y Engineer8)-
54-year intensity' 5.1 inlhour
Peak 4: 0_59 cfs
$torage Required:
174.48 cubic feet OK
Existing Pre-developed Site
Total Imprflved Irnperuiaus Surface Area;
0 square feet
Asphal# I mpervious 5urface Area;
new: 0 square feet
Raof:
new• 4 square feet
Sidewalk:
new; 0 square feet
Available Grassy Area:
921218 square ieet
Depressed Infiltration Area_
0 square feet +cultivated surface
Additional 2vailable infi!#ration uolume on side slopes.
Assume 3-1 slapes
0 feet vygde strip around depression
Swale:
0 scluare feet; up ta 6" available for storage vn 3; 1 slopes
7atal AvaiIable far Infiltrakion:
North- 0 square fee = 0 ft3
Tatal Requ+red Under Counl'y Standard,
Q ft3 QK
Hydrofogy Check:
Rational N[ethod: SCS Method :
Peak Runoff, 10-yearstorm, Q-CIA 24 hour storm
Impervious Surface C: 0.9 Tc = 25.25 minutes
Pervious Surface C- 0.25 Tot,al Area 21.15 acres
10-year inten sity: 09 inPhour
Tirne of cancentrakion: 36.2 rrrin.
Area Impervious: 0 square feet SCS cunre Na. fi
Area Pervious: 921275 squarE feet 10-year 24 hour starm:
Peak Q: 4,76 cfs 2.12 inches
SCS Type II Storm
Peak Infiltratian Rate: 0,36 i0hour SCS 140 Hydragraph
Pervious SurFace, non-s>wale:
921278 square 1'eek simulate capacaly of drywell as
Peak Q, Perv, non-swale: 0.75 foot tiiameter orifice (nc) drywell}
4.78 cfs
InfiItFatl4n capaCity, penr, non swafe: Capacity is adequake,
7.68 cf5 HydQaulic Capacity of Dr}rwell is
Peak Q, rernainder: 0 cfs
O,i70 cfs Peak f'IQw: 0,08 cfs
5wale fnfiltration Gapaci#y:
0.0000 crs
Engcalc1-G-14
o
Submittal Checklist s10
,t~
f.or Road & Draiaage Projects in Spokane County - Plats/Short VA,y 0
F~'✓
7'his Subntitlal Checklist is to be completed and signeal by the Sponsor's Engineer, and inclucled with eac~ipon
submittal rnto the Spokane County Cngineers Offtce. If thrs form is not f{lly completed and signecl, do n~t
submit plans and calculatinns to Spokane Counry far review and acceptance. Incomplete submittals will be
returned and will cause unnecessary delays for your client.
im Gc J' C 44a a 4- .'__iffu a4,v
Project Name. .
SPokane CountY ProJ~ect No. ~ Date:
-
Project Engineer: 7AC-4 CONA, ~►'~.~L ~ Phone:
92-
A. qV3Project Sponsor: P, A Phone:
Preliminary Process
Prior to Submittal of. Road and Drainage Plans, the following events are to have already occurred:
(13y checking each itenr off shown helow, yoii are stating that you have verified these evenfs/items have been completed.)
0Adoption of a Hearing Examiner's Report for this long plat, or a Plaruilllg Report for this short plal.
At least one Pre-Design Meeting has been held with County staff at the Engineers Officc.
LR~ An "Agreement to Pay Fees" has been signed by the project sponsor, and submitted to the County
Enguleers Office. B~ A Channelization Plan (e.g. signing and striping plan) of public roadway improvements, has been
coordinated and discussed with the County Engineers Officc.
B. Road and Drainage P1An Submittal
The items listed below are to be provided as a minimum with a road and drainage plan submittal. Additional
information may be required to demonstrate that the plans meet all applicable standards.
(13y checking "yes" for each item shoivn below, you are verifying Ihat these iterns have been conipleted and are included
in this submittal. F'or any box checked "n/a a rvritten jzrstificatian of any omissions at the encl of this sectron is
required.)
~ l.tem Description ,
S;es Road and drainage plans, two print sets. (Certification statEment on cover of plans)
R'r yes 0 n/a One set of plans on 24" x 36" mylar media, or CAD electronic file --.DWG or.DXF fornlat
IKy,ss Each Plan Sheet of record is signed and dated by the project sponsor.
lryes The road and drainage design meets the requirements of State law, WAC 196-27 rcgarding
"conformity with acceptetl standards"; that is, the design reflects the "state of the practicc"
for the proposed concept.
Ef' yes The plans, Drainage Report, basin map(s), and any other calculations are stamped, signed
0, mld dated by an engineer licensed in t11e Sta.te of Washington.
I~ yes 0 n/a Drainage Report, two sets. To include: basin map(s), time of conccntration routes in basin
map, and Certification statement on cover of report and basin map.
.
~s Ul n/a Geotechnical Report, one set. (Include all soil test pit/bonng logs.) .
yes 0pfa Structural Pavcment Calculations; one set
0 yes V n/a Cross-slope grade calculations for road widening projects.
Item Description
♦
/
0 ycs fr ri/a Maintenance Manual and Sinlcing Flmd calculatiotis for drainage facilities locatcd outside af
County road right-of-way.
tJ ycs QK iVa Written explanation of who/what entity will be responsible for maintaining drainage facilitics
which are located outside of public road right-of-way, and that the plan is acceptable to the ,
~ County Engineers Office.
0' yes 0 nJa Channelization Pla.ii, or signing and striping in.fonnation p1-ovidcd in the road plans, To be
included in road and drainage plmi set.
0 yes Vn/a I have read the Hearing Examiner's Report (lorlg plat), or Planning Dept. Findings and
Conditions (short plat), for this project. The design meets the conditions in the report.
0 yes 0 y/a Copy of Approved Design Deviations.
0 yes Q"~a Fire District Approval, for private roads.
0 e ri/a
y s Lot Alans. Requtred for any lots with dratnage easements and whlch front a public road, or
~ for lots which receive and treat runoff from a public right-of-way.
0 yes [V nia Any applicable State and Federal permits have been obtaincd. (i.e. HPA, JARPA, etc.). For
Perrnits with conditions, 1 copy of the pennit and conditions are included in the plan
f submittal.
Vyes I s ~ n/a Inspection Agreement between the sponsor a.nd its engineer.
0 n/a For off-site easements to be ranted to S oka.ne Count the f 11 Nvin g n y, o o g items shall be
included: legal description, exlubit, and proof of ownership.
B'yes 0 n/a Erosion Control Plan, required for "Major Land-Disturbing Activity." To be included in the
road and draulage plan sct. Explanation for any items listed above which are not included in this subnlittal:
_ _ _ . . _ r . u.- - v- - ~ . , _ . . _ _ , - . _ _
. - ~ • . ' • . - .
~ - ' _ • - ,
(Note: an insufficifit jusU6cation of why an item ivas not included in the subnutted, or incomplete doctunents, may result
in the subinittal being returned without review or wilhout acceptance. Provide attachments if necessary.)
By signing below, the engineer is stating that the information provided in the submittal is complctc, thaC the
information providcd in the Submittal Checklist is accurate, aiid the plans and calculations are in accordance with
the Spokane Counfiy Standards for Road & Sewer Construction, and the Guidelines for Slormwaler
Management, except whcre an approved Design DEViation allows othenvise.
Engineer's Signature: Date: <:~9) P 2-~
Engineer's Name:
(plcase print) /
If there are any qzcestrons abozrt this far-rri or appi-opriate proceclut-es, please cnll I>evelopment Sefvices,
Spokane County Picblic Works, at (509) 456-3600.
Foi• Spokanc County Usc Only
Submittal No: County Plan Reviewer:
0 Accepted in for Review or Coiistniction
0 RctuTTied to the engineer wittiout review andlor acceptance, See attached letter of explanation.
Processing Date:
SUb1111t(c11 CIleCkl1St Z
Spokane County Public Works; April 29, 1998
Hemmings, Bill
MNNNN~
From: Parry, Ed
Sent: Friday, July 14, 2000 1:26 PM
To: 'Atan Gay, P.E.'
Cc: Hemmings, Bill
Subject: BSP64
Alan:
I looked over the revised basin map (your earlier e-mail) and tded to correlate it to the drainage
calculations. It appears that there are now 2 basins on each of the north and south sides of the road: from station
1+91 (+J_ ) east to Sullivan, and from 1+91 west to the end of the cul-de-sac (on both the north and south sides of
the road, for a total of 4 basins).
I still have these questions:
1. riett width shouW1be,40' b.etween4Qe of curb (EngineeLC.aadi#GP=#~Staridard Plan #A1).
Plans show o gutter ne.
2. ari tta b ~f-curb width~rtd~e ~,Re uir IA~vu+~l~-is-48(.E.~ineer~o~ibe~-#ror to 3beyond ur plans sof 65'.
3. Remainder of swale & sidewalks should be in a bortler easement to back of sidewalk. It appears that the
stri between the curb and sidewalk should be a minimum of 101, as it is being used for tlrainage. ~
p ~4. How do the calculations show that easterly basin provides enough storage volume for the design storm '
event and enough volume for the 208 treatment requirement (V208 = road area * 112", swale floor area so V208 is \maximum of 6" depth)? Please note that if either the slope of the swales exceeds 1%, or the length of the swale '
exceeds 100 ft, then the swale volume needs to be adjusted as noted in the Guidelines for Stormwafer
Managemenf. The width of the swale between the curb and sidewalk S. Do the plans take into account the fact that the drywell rim needs to be set at least 0.4' below either the
invert of a curb inlet or the bank of a berm in order to develop the design flow rate into the drywell (with a safety
factor)? This typically results in a floor elevation of 0.9' below the normal gutter line/top of berm for a swale with a
drywell in it. What is the top of berm elevation at 1+81 ? AO
.
6. Does any of the area from Sullivan Road drain into the s' e2_The-pxa rades and plan yaf=
seem to di e tha ome po~i u' ains onto - i e. If so, the basin limits nee o e adjusted
according y and shown o e Basin map.
7. Given our conversation of July 13th, it appears that the calculations should be revised so that infiltration
is not considered as a disposal mechanism for the swales. Where the location is suitable for drywells, swale
storage volume should be based on drywell ouiflow.
I am enclosing a copy of the spreadsheet we use to evaluate drywell concepts. It may be of some use. If the
theoretical Tc is less than 5 minutes, then the spreadsheet Tc defaults to 5 minutes to fit the I-D-F curve. If there is
gutter flow, it will need to be adjusted until the values in cells Q14 and Q15 balance (approximately equal values for
these; I wouldn't carry the value of "d" to more than 3 places right of the decimal).
I will be out of the office until July 24th. Please contact Bill Hemmings if you have questions about the spreadsheet
Ed FN f 53 V ~O-G,~ ~ 6
P age 1 gq,-o) mf a ~ ~~jina4
Q,~
~
C~
Draf1- June 26, 2000
Definitions - Add to Section 1.02
"
All-weather Road,,. . A road alignment, profile, and section that may not meetIr ~•03
standards for a Public or Private Road, but is still suitable for the expected emergency
vehicle traffic and soil conditions. The road may or may not be surfaced with asphaltic ~,r►, ?
concrete paving (ACP) or Portland cement concrete (PCC). The minimum traveled way ~
section shall consist of not less than 4" of Crushed Surfacing Base Course over a401
subgrade material compacted to not less than 95% of the Modified Proctor Value (per ~
ASTM Method or equivalent WSDOT Method. The subgrade shall be
compacted to the specified value to a depth of at least 12 inches.
"Sponsor": The party identified as the proponent of a given Land Use Action. The
Sponsor is responsible under Spokane County Code for preparing plans for and
constructing roads, accesses and drainage facilities in conformance with County
Standards. The Project Sponsor is also responsible, where applicable, for the
maintenance of those facilities
"Final Approval": For Subdivisions, Final Approval of the Plat (by the Spokane
County Board of County Commissioners) or Short Plat (by the Planning Department). ~ -
For Commercial Projects, Certificate of Occupancy (by the Building Department
Drc~, f't - June 26, 2000
Add to Section 5.01 - APPLICATION PROCEQURE
The Sponsar, the Sponsor7s Project Representative, the County Engineer, and the
County Utilities Directar shall execute the "Developer Agreement" prior to conduc#ing the
Pre-Design Meeting or submitting any raad, drainage or sewer plans for the Project. The
"Develaper Agreement°" shali be in a form acceptable to the Spokane County Engineer
and approved by the Spakane Caun#yr Prosecuting Attorney. A sample "Developer
Agreement" is pravaded at Technical C~
Qz~
Draft June 26, 2000
APPENDIX A
CONSTRUCTION SURETIES FOR ROAD AND DRAINAGE IMPROVEMENTS
The S okane Coun En ineer will acce t either Assi ments of Funds Letters of Credit or Bondin
A h' ~ p ~ ~ , g
Company Instruments to guarantee construction, inspection, and certification for Final Approval of the
Land Use Action. The Developer is not required to post a financial guarantee prior to Final Approval.
However, Final Approval will only be recommended if either the required improvements have been
constructed by the Developer, and accepted by the County Engineer (to include Record Drawings), or if a
financial guarantee acceptable to the County Engineer has been posted.
1. The Developer may utilize any one of the following methods to obtain Final Plat or Short Plat Approval
A. POST SECURITY IN LIEU OF CONSTRUCTION BEFORE FINAL APPROVAL
The SPONSOR may post with the Spokane County Engineer's Office a Financiai Guarantee
for construction, inspection, and certification of the required road and drainage improvements in order
to obtain Final Plat (or Short Plat) Approval. The Financial Guarantee shall be structured as foliows:
■ A Performance Retainer (in United States currency), of at least $7,500.00 or 10% of the guarantee
amount noted in Block 4 on Page 1 above, whichever is greater, in the form of an assignment of funds,
or Letter of Credit, naming the COUNTY as beneficiary, all in a form acceptable to the Spokane
County Prosecuting Attorney.
■ The remainder of the guarantee amount noted i CB:4 on Page ].~~'ove, in the form of an
Assignment of Funds, Letter of Credit, or Surety r_ff om a Bonding Company, naming the
COUNTY as beneficiary, all in a form acceptable to the Spokane County Prosecutin~ Attorney.
■ Any security reductions, if allowed by the Spokane County Engineer, will not apply to the
Performance Retainer. Security reductions will only be applied on Assignments of Funds or on Letters
of Credit. ln no case will the aggregate amount of security reduction exceed the amount given by the
formula:
Total aggregated redaictiorr = 90% x(Total Surety - Retainer)
Example #1: Total Surery = S100,000.
Retairrer = 10 % xS100, 000
10, 000 as cash savings assignment or Letter of Credit;
$90, 000 as cash savings ussignment, Letter of Credit or \
Bond from a Bonding Company.
~0•~
Total of reductions = 90/ x(100, 000 -10, 000)
e*-
)
= 90% x (90. 000
_$81, 000 total of all reductions.
At least $19, 000 (S10, 000 retainer +S9, 000 other instrument) wi!l be held until the Counry
Engineer accepts the construction certrfication
Examvle #2: Tota! Surety = $50, 000.
Retainer =$7500 (which is greater than 10 % xS50, 000)
=$7500 as cash savings assignment or Letter of Credit;
$42,500 as cash savings assignment, Letter of Credit or
Bond from a Bondirrg Company.
.
Totul of retluctions = 90% x(S0, 000 - 7500)
= 90% x (42, S00)
_ $38,250 total of all reductions.
At least $11,750 ($7500 retainer + 54,250 other instrument) will be held until the County
Engineer uccepts the construction certification
Page A-1
Dra, ft June 26, 2000
1Vote: Partirrl reductivns vn Bonding L'nmpany Surety Instrutnents will rrot he ullawerL Rer#ucti(o,rs in
CaSII SeCuf[ly ft'Ifl I3e eOnS1deJ'L'f,I UltLy fDI pTUJ~~~s wlIicJlr il1 iJ1e C'Of1n1y Elt~',fJteet'S 0pLNlol#, are rnakfrrg
stead,y progress, and.fOF wItlCh fJIe pIalT aCC~~ta1iCe ha5 Jiot e,Cp[l'SfI.
■ Final Release af the Financial Cuarantee {ta include the Perfarnnartce Retainer} will not occur until
such kirne as the following actions have been cornpleted:
l. All required impravements for the PAOJE.CT a,re constructed in accordance with the accepted
plans on f le at the 5pokane County Engineer's Office; and
2, The SPONS4R's Engineer has submitted Certified Record Drawings and associated Inspectian
Reports for the PRO.i'ECT (the "Certificat3on Fackage") to the Spokane Courtt}r Engineer;
3. The Spokane County Engineer has accepted said Certification Package;
4. The SPONSOR has posted a cash security or band for the warranty perrvd required fvr public
rvad and drainage irnprovements, irn accordance with th~ edition of the Spokane County
S1anc#ards for Raad and Sewer° Construction (the "Standards") applicable to the PROJECT; and
5. The Spokane County Buard of County Cornmissioners has acc.epted the public raads and public
drainage faciCities for ownership and rriaintenance.
■ The S.PONSOR's obiigation ta perform work and pay fees and ather amounts is not limited to the
arnount of the associated cash security or band.
B. PARTIAL CON5TRUCTiON BEFO1zE FtNAI, APPRQVAL
The SPOA1SOR may chaose to construct a portian of the required road and drainage irnprovements in order
to obtain Final Land Use Activn Appeoval. The SPONSOR understartds that
■ The County Engineer will accept anly a cash savings assignrnent as security for the pvrtion of #he
PTtOJECT that has not yet been constructed at the time Final Approval is requested. The a.mount will
be recalculated from the ortgiii$1 surety +estimate, ta account for such elements as changed
quantities, revised unit prices, eonstruction of the reiiiaining work through Public Wcarks
contt'ac.fiijlg procedures, project inspection and certif`ication, etc.
■ Final Approval wi13 not oceur until such titne as:
■ The SPONSOR's Engineer nas subrnit#ed Certified l~ecvrd Dravvings and associat~ed Inspection
Repvrts for the PROJECT (the "Certific.ati€an Package") ta the Spokanc County Engineer for the
consiructed improvements;
■ 7"he Spokane Caunty Engineer has provisionally accepted said Certiicativn Package; and
■ The SPDNSOR has posted a ca,sh security for any retnaining road and drainage impravements
(Pubiic or private), irr ac cordan ce w ith the edition af the Spokane Count}+ S'tarrdardsfor Road and
Sewer Corrstrucliun (ttie "1JdCInLLQYC.t.S") applicable to the PRQJECT, and t-he accepted plans on f 1e
at the Spvkane Caunty Engineer's Office. As a rninimurn, the S'PDNSOR shall post the
Performance Retainsr, based on the original quantities shvwn on the approved and
accepted plans on file at the County Engineer's Dffce, as amended.
lYvre: 7`he cash securitv for this aption shall be in the farm of a cash savings assignment and in an amount
as estimated by the County Engineer. The financial guarantee shall include a "date certain" for completion
caf the rernaining wark. The "date certain" rnust occur prior to the orig'ma] expiration date of the plan
acceptance. The financial guarantee sha11 include a provision t}tat failure to obtain the Count}r EngineeE's
acceptance of the rernaining work by the "date cercain" sha11 constitute a rnat;erial hreach, and shall be
grounds fvr immediate demand by the Spvkane County Engineer f.ar full payrnent of the entire amaunt of
aIl financiai guarantee instrurnents relevant to this PROTECT. The proceeds of the financial guarantee shall
be used by the County Engineer to camplete the remaining work. t3►ny surplus shall be refunded to the
SPONSOR upon the County Engineer's acceptance of the ccampleted wark. The SPQNSOR shall reimburse
the County Engtneer's C)ffice for any costs in excess of the amount of khe total arnaunt of the financial
guarantee incurred by the Caunty, includinla but not lirnited tc] Cpn5truCtiDn, irispecirQn, administr'ation,
collection agency fees, and legal expenses ineurred in securing the financial guarantee and completing xhe
work.
Page A-2
Draft June 26, 2000
C. COMPLETE AND CERTIFY CONSTRUCTION BEFORE FINAL APPROVAL
The SPONSOR may choose to construct all of the required road and drainage improvements in order to
obtain Final Approval. The SPONSOR understands that Final Approval will not occur until such time as
■ All required improvements for the PROJECT are constructed in accordance with the accepted plans on
file at the Spokane County Engineer's Off3ce; and
• The APPLICANT's Engineer has submitted Certified Record Drawings and associated Inspection
Reports for the PROJECT (the "Certification Package") to the Spokane County Engineer; and
■ The Spokane County Engineer has accepted said Certification Package; and
■ The SPONSOR has posted a cash security or bond from a bonding company to warcanty the
construction and materials for any required public road and drainage improvements, in accordance
with the current edition of the Spokane Cnunty Standard.s for Road ancl Setiver Constrzrction (the
"Standards"). The term of the cash security or bond shall be for two years .
2. Reductions at time of Substantial Completion ("Punchlist Bonds") are addressed at Attachment A-1
Page A-3
DRAFT - Juire 26, 2000
ATTACHMENT A-1
,
CONSTRUCTION SECURITY AT SUBSTANTIAL COMPLETION
The County Engineer may, at his discretion, further reduce the Plat Construction Security prior
to Final Acceptance of the improvements and Final Plat Approval. This will only occur when the
County Engineer determines that the improvements are "substantially complete".
"Substantial completion" shall mean that the required plat improvements meet these conditions:
Spokane County and/or any applicable Homeowners' Association must have full and
unrestricted use and benefit of the facilities, both from an operational and a safety standpoint.
The facilities must conform to applicable Spokane County Standards
Only minor, incidental repair work, replacement of temporary substitute facilities, or
correction or repair work remains to reach physical completion of the work.
If the work is substantially complete, af:d a Cash Security (Assignment of Funds or Letter of
Credit) has been posted for the plat improvements, then the Cash Security may be further
reduced to twice the estimated cost for Spokane County to complete the remaining work if a
"date certain" (considering weather impacts) is established. The amount of the Cost Estimate
shall be determined by the County Engineer.
. Once the Substantial Completion Financial Guarantee has been posted, the County Engineer
may, at his sole discretion, recommend Final Approval to the Board of County Commissioners.
The Board of County Commissioners is not legally bound by the County Engineer's
recommendation. The County Engineer's recommendation is not to be construed as a guarantee
or warranty of any sort that the Board of County Commissioners will in fact grant Final Plat
Approval.
This option will not be available to the Developer if:
The current amount of the Cash Security (in excess of the Performance Retainer) is less
than twice the estimated cost of completion
A Bonding Company Instrument has been posted
An initial Construction security has not been posted for the project (Scenarios "B" and
"C" noted in Appendix A)
The Sponsor has existing projects that have not been completed prior to the expiration
date of the plan acceptance for the current phase
APPEND1X B
CONSTRUCTIOIV SURETIES FOR SEWER YMPROVElVIENTS
The Spokane County Utilities Division vvill accept either Assignments of Funds, Letters of Credit, or
Bonding Company I«struments with language on1y as appraved by the Spokane County Prvsecutor's
Office to guaranxee construction for Final Appraval of Land LTse Actions. Any Surety submitted with
language other than Nvbat is previousEy approved wiil be subject to review by the Prosecuting Attorney's
Office.
A. For Plats, Short Plats, Qr other land use actions requiring Rublic sewer collection system final
approval will anly be recomrnenderl if either ttae required improvements have been construcfied
by the Developer, accepted by the [Jtilitzes Division (to iiiclude Record Drawings), and secured
a# the warranty arnount, or if a financial guarantee acceptable to the Utilities Director has beert
posted.
l. IfPublic off-site Sewer Extensiam is not reyuired.
The Developer shall post a financial guarantee equal to the amount estimated by the Utilities
Departrraent for the an-site sewer improvements, prior to Fi»al ApProvai.
2. ifFublic ❑ff=site Sewer Extension is required:
The Develaper shall post scparate financial guara.ntees equal to the amount estimated by the
Utilixies Division for the on-site sewer ii-nproveTtients and for the off-site extensiQn, prior to
F'inal Approval.
Whem the canstrucfiion has passed the air test and mandrel test, the guaran#ee rnay be reduced to
50% of the initial arnount.
When the Ut%lities Divisinn has accepted rhe sewer constructian 'for aperation and maintenance,
and Record Drawings have been approved, the guarantee may be reduced to 25% af the inikial
amount. This 25% will be held as securrty far fihe duratyon of a, warranty period. If either of the
ini#ial guarantee amounts exceed 00,000, then t.he secur`rty will be 2(}°lo af the respecfiive rnitial
arnount.
B. For Commercial ProJeets:
l . Private Sewer SysteFn:
IVo fnancial guarantee is required for private sevver systems. Plans must be submitted to the
Utilities Division and accepted for canstructian prior to issuance of a 5ewer Connection
Perrrrit. Inspectinn o-f sewer construction rriust also be scheduled thraugh the Util'eties
DiviSion.
2. Public Sewer Extension required:
Afinancial security, acceptable to the County Utilities Director, musk be posted priar to
sewer construction plans beirag accepted by the Utilities Division. Sewer connection permits
will he issued only when the Utilities Division has accepted the sevver extension construction
far aperativn and main#e«ance (subject to aone year vvarranty period) and record drawings
have been approvede
Page B- l
DRAFT - June 26,2000
.
m - ~
` SPOKANE COUNTY D~PAR,T11ENT OF PUBLIC WORKS
ENGrNEERTNG AND R.OADS DIVISrON
1026 W. Braadway Ave.
Spakane, WA 99260
DEVELOPEI~ ~GREEMENT - PLATS/SHORT PLATS
1. Preliminary Platl.Permit Number and Narne: 2. AGREEMENT Number
3, 5pansor°s Name and Address: 5. Sate LocatianlSeckion-Range-Township:
This AGR-EE1VlENT is made and entered into this day of ,
20 , by and betwveen Spokane County, a political subdivision of the 5tate of Washingtan, having
o-ffices for the transactian ❑#`business at 11 16 West Braadway, 5pokane Washington, 99260, hereinafter
referred to the COUTVTY, and ,
having offices for the transaction of business at
hereinafter referred to as the SPONSOR, and jointly refereed to as the PARTIE8. All references in this
AGREEMENT to the SPONSOR sha11 include the S.PONSOR and its heirs, successors and assigns. A11
references in this AGREEMEN'T to the CO[JIVTY shall include Spokane County and its successor
political jurisdictioros.
Wi''NESSETH
VVHEREAS, SPC}NSOR's Prelimanary Platl 5hort Plat Na. {hereinafter ref+erred ta as the
<`PROJECT"}, containing various canditians of approval impased pursua,nt to RCW 58.17 and the
Spokane County Subdivision Ordinance, was approved on ;
and
VVHEREAS, the SPONSOR seeks to have the road and drainage plans required for the PROJECT
approved by fihe SPONSOR's Engineer and accepted by the Spokane County Engineer; and
WI-IEREAS, the Spokane County Engineer will accept the road and drainage plans for tlle PROXECT
upan the SP4IVSOR's successful campliance wizh this Agreement and all conditions of approval,
Spokane Caunty Gode, other Codes and regulatt'ons, and other conditions of any Design Deviation
Request Approval as deemed necessary by the Spokane County Engineer, applicable ta the PROJECT;
and
Page I of 8 ~
DRAFT
~ ~
- Dk4FT - June 26, 2000
' WHER:EAS, the Spokane County Eng%neer is authorized under the provisians af Spokane County Code
Section 9. ] 4.D40 to require the posting of a surety or 6pnd to (a) gedarantee the performance af conditions
imposed vn various Land Use Actions, and {b} to warranty the quality af wQrkmanship and materials in
al1 rc►ad, approach, and drainage facility construction required hy said Sectian 9.14; and
WHEREAS, this AGRIEENfENT is interaded tv clarify variaus elements of policies of the Spokane
County Engineer's ~ffice, and #o bring to the attention ofthe PARTYES variaus requirements of Spokane
County Code and other regulations applicable to the PROJECT; and
WHEREAS, pursuant to Resolution No. , the Spokane County Board of County
Commissiotiers have authorized the Spokane County Engineer and the Spaka.ne County Utilities Directior
to eriter into Agreei-nents with Praject 5pans[rrs, in which various clements of palicies of the Spakane
CC1UI1ty EI1g111eeI''S Office, and VaI'10U5 requirerrsents af SpQkane County Code and ather regulativns
applicable to various Development Projects are clarified,
NOW THEREFORE, the SPONSOR hereby agrees and binds itself and its legal representatyves,
successors, and assigzis, as follows:
TERMS OF TE-fE AGREENiENT.
This AGREEMEtvr is not to be construed in any manner whatsoever as a waiver of any Condttions of
Prelim inary Plat (or Short Plat) Appeoval, S pokane County Code, other Codes, statutes ar regu lations
applicahle to the PROTECT. Sueh provisions shall cpntintie tQ apply with full force and effect, in
addition to the terrns of this AGU~-~MENT.
2. The SPOIVS4R shalrt fulfill all conditions afappraval ofthe PRO.TECT, and all other requirements of
Spokane County Cnde, other Codes and regulatians, and ather e4nditians of Design Deviation
Request Approval as deemed necessary by the Spokane Couiity Engineer, applicable to the project,
even if these requirements are iiot set forth in this AGR,E_Emr~NT,
3. The SPONS4R has completed the attached "AGREETViENT TD PAY FEES". These fees are
separate fram any ather Planning oe Plat Review.Fees related ta this PRDfECT. `["he SPONSOR shall
reimburse the COL]NTY for all direct and indirect costs incurred by Spokane County related ta this
PROTECT. Payment of said costs shal l be in accordaI7ce wcth the attached "AGREEhMNT TO PAY
FEES" farm, Wl1Ech is made a pai'# of this ACREEMEN7` by reference. if the SPONSQR daes not
submit payment far said fees in accordance wi#h the terms of the at#ached fiAGREEMEN'E' TQ FAY
F.EES"T the SpoEcane County Engineer's Office may suspend plan review, and/or withhold plan
acceptance on this PROJECT, uFith ar without natice, until overdue reimbursernents are received at
the Spaka,ne County Engineer's O.ffrce. All fees rnust be paid before Final Approva1 is given, or any
bands are released a# the conclusion of the project.
4. The SPQNSOR ,hereby designates , whose adclress is
and whase telephone number is
or , as the PROJECT REPRESENTATIVE for
this project, who sha11 be ernpowered ta act within the scope af his or Iier respansibilities as defined
hereioi, for tl~e undersigned SPOIVSUR.
It shall be the PRQ.IECT REP.RFSENTA7'IVE'S responsibility ta ensuee that the Developer's project
tirneline is met, through comiiiunicating arid coordinatin~ betw~een the Developer7 tl~e Design Engineet,
Fage 2 of 8
DA4 FT
i
' DRAFT - June 26, 2040
' and the Caunty, to ensure that all Design Standards and submiCtal reqtiirements are, clearly understoQd
and met. The PROJECT REPRESENTATIVE is the primary cantact person betvveen Spokane County
and all other pa.rties who rnay need to provide services tovvard the suceessful completion af this Project.
The PROJECT REPRESENTATiVE's respansibilities shall include, 6ut not be fimited to: a) Project
coardinatian & communication to ensure that the profect moves forward in a timely maiiner, from
Fraject Applicatron through Construction Compietion; b} Oajectively informing the Deve3oper of the
project status, and potential prablems, and warking with the agplicable parties #a anticipate and resolve
grablems; c} Ensuring that the Developer's Engineer coordinates construction plan changes for approval
thraugh the Cauniky Engirreer's Office, prior to impleinenting the change in the field as much as possibley
d) Coordinating inspection report submittals, construction close-out, banding issues, constructian
payments, and certi-fication, up ta and including acceptance of Record Drawings tiliraugh Final Warranty
Surety Release; c) Caordinating respanscs to project-related questians or infarmatian requests frvm the
CpLLnty Engineer's Office; ensuring that #he Traf~ic Contral Plan is being followed by the Contractor;
g} coordinaking neigliborhood notifications, and h) resalving canstruction cornplaints .
5. Priar to beginning desigii, a pre-design conference shall be held between Che COUNTY, the
SPONSDR, the SP4NSOR's Project Regresentatsve, and the SPONSUR's Engineer. If the PR[)JECT
is located in a{CitylCounty Join# Planning Area, a represeiltative of the Spokane City Engineer may
a[so attend. This conterence rs an avoort:utii~~v for the SPONSOR t;o raise a~iv auest,rons abOLit the
Gountv's Deskm 5tandards. Canditions oF Approval, or administrative items. The SPONSOR is
encauraged to submit questions in writing priar to the conference far consideration at the conference.
b. Prior t-o submittal of any design documents, a px-e-submitkal meeting must be held between the
Developer, the T)esign Engineer, and the County Etigincer's Office, to ensure that Design Dncuments '
conform to the applicable County Standards and the ConditiQns of Approval. Incomplete Design
Documents should not be apgroved by the Sl'ONSOR"S Eng,aneer and should nat be submitted ta
Spakane Caunty for Acccptance, [f the,Design Standards are clearl}+ unders#ood and me#, and if all
subrnittal iterns necessary to furm acomplete and approved submittal are included, then it is possible
for a given project to abtain Canstruction Plan ar Record Drawing acceptance from the County with
a minimutn af resubmittals.
Priar to beginrtirtg constructiora, a pre-constructian con#'erence shall be held betweert the SPC11VSOR,
the SPONSOR's Praject Representative, the S.PONSOR'S Contractor{s} and the SPONSOR's
Construction Engineer. A copy of tlle conference rninutes sha11 be pravided to the County,Engineer's
Office as part of the canstruction docutnents.
S, The SPONSOR must submit to the Spokane County Engineer, and the Spokane County Engineer
must apprave in writing, any major changes from the appraved plans propnsed by the SPO1rTSOR,
prior tn beginning such work in the field. 1Vfinar plan changes are to be documented in the Project
Inspectron Daily Reports and Project Summary Reparts, which are to be submitted an a weekly basis
to the County Engineer. The County Engineer urill utilize a"fast-track" system to process changes
when time does not allaw far processing plan changes in the standard fashion.
9. The SPONSOR shall be responsible for costs afan}r carrective work (construction or warranty) an or
off the site to the extent that such corrective mea.sures are associated with work perfacmed and/ar not
completed pursuant ta Spolcane County Code Sections 9.14.030, .040, .050, .2001.250, and athers as
may be applicable,
Page ~ a f S
DRAFT
i
DRAFT - June 26, 2000
10. The SFONSQR sha11 implement all necessary erosion-seditnentation measures/facit'ities to ensure
sediment-laden water does not enter natural or hurnan-made drainage facili#ies and will maintain
them until such time as erpsian pote,n#ia] has passed pursuant ta Spoka.ne County Baard of Caunty
Commissioners Resolution TVo. 98-0201, as amended. In the event erasion and sedimentation is
observed and upon written notice by Spokane Caunty, the SPONSOk shall immediately take
carrective actions ta prevent ervsivn an or off the site pursuant to said Resolution 98-0~0I, as
amended.
11. Prior to a recammendatiori of F'inal Land Use Approval by the County Engineer, the SPDNSOR may,
at the County Engineer's discretian, post a finarrciai guarantee in xhe amount noted in Black 4 on
Page I abave to guarantee construction, inspection, aiid certification af the road and drainage
improvernents cequired far the PROJECT. The financia[ guarantee shala be rn a form approved by the
Spokane County Prosecuting Attomey and in an amount acceptable ta the County Engineer. The
financial guarantee shall remain in full fnrce and effect unless and until specifically released in
writiiig, or atherwise modified by #he Spokane Courtty Erigineer. All financial guarantees must
include a provision that they may not be cancelled or otherwise impaired unless the Spakane Coun#}r
Engineer has provided expressed Nvritten consent #o t.he proposed canceliation or other impairenent at
[east 30 calendar days prior to the desired clate of cancellatioro. All financial guarantees must also
include a provision that a notEce of cancellatian or ather impairirsent, or a failure to maintain a
financral guarantee as agreed upon herein shall constitute a mater'ral breach and shall be grounds for
iinmediate doinand by the Spokane County Encrineer far full payment of the entire arnount of all
financial guaraiitee instruments relevant to this PROJECT, subject thereafter to revision or refund as
may be determined appropriate by the Spokalie Caunty Engineer.
12. Prior to a recammendatian of Final Land Use Approval by the County Utilities Director, the
5PONSOR may, at the discretian vf the County Utilities Director, post a financial guarantee in the
amount noted in Block 4 on Page I above tv guarantee constructian, inspectian, and certification of
the sanitary sewer impravements required for the PRDJECT. The financial guarantee shall be in a
form approved by the Sgokane County Prasecuting Attorney and in an amount acceptable ta Caunky
Utilities Director, T~e financiai guarantee shall remain in -full force and e-ffect ur,less and until
spec~-fically released in writing, or ntherwise modified by the Spnkane County Utilities I7irector. All
financaal guarantees must include a provisian that they may nnt be cancelled or otherwise impaired
unless the Spakane UtElities Director has provided expressed written cansent ta xhe praposed
cancellation or ather impairment at least 30 calendar days priar to the desired date of cancellation.
All fcnancial guarantees rnust aiso include a provision that a notice qf cancellation or other
impairment, or a faiiure ta maintain a financial guarantee as agreed upon herein shall constitute a
material breach and shall be gruunds for immediate demand by the Spokane County U#ilities
.Director, far fu1l payment of the entire amount of a11 fnancial guararrtee instruments relevant to this
FROJECT, subject therea.fter to revision or refund as may be determined appropriate by the Spokane
CoL111ty UC111t1e5 DlF$CtOF.
13. The SPDNSOR hereby grants the COU'NTY and its o-ffieials, employees, and agents the right to
enter and inspect the praject site, and, in the event of any failure to perforrn terms of this
AGREEMENT, to implement such corrective measures as the COLTNTY deems necessai-y.
14, The SPONSOR agrees not to begin constriiction of any af the road or drainage improvements for the
FROJECT, ❑r nthenvise disturb the PROJECT site, until tl$e canstruction plans for sarrie Iiave heen
accepted by the Spakane Counfiy Engineer -for constructian, and a germit has been issued far said
Page 4 af 8
DRAFT
i
' 13RAFT - June 26, 2040
construction by the Spakattle Caunty Engineer, pursuant to Spokane Coun#y Code Sections 9,14,080,
.110, .23{], and ather sectians as may be applicable.
15. The SPONSDR agrees and covenants that all of the road and drainage construction for the PROJECT
shall be campleted no later than two (2) years from t.he date af the Spokane Cauntiy Engirreer's plan
acceptance. If constructivn is not camplete on the said date of comple#ion, the SPONSOR will be in
default. If SPDNSOR is in default, Spokane Caunty is authorized to call upon the finaiicia1
guarantee in accordance with the ten-ns and conditions of the finaiicial guarantee to complete the
improvements that are covered by saici financial gua.ra.ntee. Any failure on the part of the SP0NSQR
to proceed with due diligence and in good faith in the canstruction, maintenance, andlar monitaring
work provided herein shall, upon written natice by the Spaka,ne County Engineer, con,stitute a default
of the terms af this AGREEMEN T.
16. The SPONSOR shall be respansihle for tlle praper perfarmance, safe conc{uct a.nd adequate palicing
and supervision of the project. This respansibility sliall not be lessened or otherwise affected by #he
COLJ-NTY's review of plans, specifications, or wark, or by the presence at the wark site af the
CC1LTNTY's representative(s), vr by the compliance by the SPONSOR with any written ar verbal
requests made by said representative(s) (e.g., "punchlists", memoranda, ar ather communications).
l?. This AGREEMENT shall rernain in effec-t and any applicable associated financial guarantee
(Warraiity Surety) shall not be released until the applicable warranty period has expired.
18. 3"he SPONSOR shall indemnify and hvld the COLTN~.' and its agents, employees andJor afficers
harmless from and shal] prQCess and defend at its own expense all claims, damages, suits at law or
equity, actians, pertalties, losses, or costs of whatsoever kind ar nature, brought agains# the
CQIJNTY arising out of, in cvnnectian with, or incident ta the execufiion of this AGREEMEIV'T
andlor the SPONSOR's performance or failure ta perfortn any aspect of the AGREEMENT.
Provided, hawever, that nothing herein shall require the SPONSOR to hold harmless or defend the
CO'U'N`CY from any cIaim arising fram the sale negligence of the COUNTY"s agents, employees
and/ar ot'ficers.
19. In the event #hat any PART'.' to fihis AGREEMEIVT deems it necessa.ry to institute legal action or
proceedings #o enforce any right or obligation under this ACREEM.ENT, the PARTIES hereto agree
that any such action or proceeding shall be brought in acourt of cnmpetent jurisdiction situated in
Spokane County, Washington.
20. In the event that any portion afthis ACtREEMENT may 6e held to be invalid by a cvurt of campetent
jurisdiction, all ather portions of this AGREEWNT not held to be invalid shall remain in full fQrce
and effect, and the AGREEMENT shall be rnodified accordingly to the mutual satisfactian of the
PARTTES.
IN WITNESS TIFIEREQF, the parties heret-o have executed this AC'iRLEM'ENT as of the day and year
first above uTritten.
(Select tlze signature hlock(s) as appropriate)
SPONSOR:
(1) For an acknowledgement in an individual capacity
Page 5 af 8
DRAFT
' DRAFT - June 26, 2000
(NAME)
State of Washington )
)ss
County of Spokane )
I certify that I know or have satisfactory evidence that (name of person) is the person who appeared before me, and
said person acknowledged that (he/she) signed this instrument and acknowledged it to be (his/her) free and
voluntary act for the uses and purposes mentioned in the instrument.
Dated
Notary Public in and
for the State of Washington.
My AppointmentExpires:
(2) For an acknowledgment in a representative capacity:
CORPORATlON NAME
A Washington Corporation
By: (NAME)
Its: (TITLE)
State of Washington )
)ss
County of Spokane )
I certify that 1 know or have satisfactory evidence that (name of person) is the person who appeared before me, and
said person acknowledged that (he/she) signed this instrument, on oath stated that (he/she) was authorized to
execute the instrument and acknowledged it as the (tvpe of authoritv, e.e.. officer, trustee, etc.) of (name of party on
behalf of whom instrument was executedl to be the free and voluntary act of such party for the uses and purposes
mentioned in the instrument.
Dated
Notary Public in and
for the State of Washington.
My AppointmentExpires:
FOR ACKNOWLDEGEMENT OF
PROJECT REPRESENTATIVE'S DUTIES
PROJECT REPRESENTATIVE:
Page 6 of 8
DRA FT
' DRAFT - June 26, 2000
(1) For an acknowledgement in an individual capacity
(1`IAtvE)
State of Washington ) .
)ss
County of Spokane )
1 certify that I know or have satisfactory evidence rhat (name of person) is the person who appeared before me, and
said person acl:nowledged that (he/she) signed this instrument and acknowledged it to be (his/her) free and
voluntary act for the uses and purposes mentioned in the instrument.
Dated
Notary Public in and
for the State of Washington.
My AppointmentExpires:
(2) For an acknowledgment in a representative capacity:
CORPORATION NAM_E
A Washington Corporation
By: (NAME)
[ts: (TITLE)
State of Washington )
)ss
County of Spokane )
I certify that I know or have satisfactory evidence that (name of person) is the person who appeared before me, and
said person acknowledged that (he/she) signed this instrument, on oath stated that (he/she) was authorized to
execute the instrument and acknowledged it as the (tvpe of authoritv, e.2., officer, trustee, etc.) of (name of nartv on
behalf of whom instrument was executed) to be the free and voluntary act of such party for the uses and purposes
mentioned in the instrument.
Dated
Notary Public in and
for the State of Washington.
My AppointmentExpires:
Page 7 of 8
DRAFT
' DRAFT - June 26, 2000
SPOKANE COUNTY ENGTNEER'S
OFFICE
By: William A. Johns, P.E.
Title: Spokane County Engineer
Date:
SPOKA.NE COUNTY UTILITIES
By: N. Bruce Rawls, P.E.
Title: Spokane County Utilities Director
Date:
Page 8 of 8
DRA FT
v G~FFICtAI PU6LIC DQCl~tJ~NT
SPQ~~~E JUL'N i~Y ENti!~iEEF~'S UFFICE
OR A~
PRO,{ECT # :$~>e G4;
SUDt-v1I1TAL # ~5 .
Drainage Report, R.A. Bonucce--i RETURN Ta ~UNrY ENGINEER
Marietta at Su----I*van Deve-.opment
RECEIVED
BSP-64-98
Spokane County, Was--iington SPO,E~~ .
~~~~~~~~omp
Stateme n
The following report was prepared under my direction. The contents are
engineerulg opi.nions derived using procedures that meet industry and professional
standards. This document was not prepared as a construction document.
Alan E. Gav Professional EnRineer
Printed Naine Title
Civil Engineer AuLyust 2, 2000
Date
E. Qells
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SfaNAL
EXPIRES
'1'ECHCOV, InSC.
Professional Engineers • Certifieci L+'iivironmental Specialisls • Yroject Managers • Sfeel Detailers
t ~
U1tAINAGE R:CPORT
ROBERT A. BONUCCELLI
NIARIETTA AT SULLIVAN INDUSTRIAL DEVELOPMENT
SPOKANE COUIe1TY, WASHINGTON
Proposed improvements to the site at the extension of Marietta Road west of Sullivan Road,
trigger the need for stornl water runoff disposal improvements by Spokane County regulation.
The calculation sheets following this narrative include details of the analysis showing that the
proposed drainage improvements are adequate to control runoff on the site for a 10-year event,
and safely discharge runoff for larger events at a rate equivalent to or less than the discharge rate
in the pre-developed condition for the site.
Key assumptions made for the site include assuming that the soils are Garrison gravely loam and
Garrison very stony loam with an effective penncability equal to or greater than 0.36 inch per
hour (0.36"/hr.). Another key assumption is that the intensity-duration-frequency (ZDF) curves
for the site confonn to the IDF curves for Spokane as published in Chart 34 of the Washington
State Department of Transportation (WSDOT) Hydraulics Manual.
The drainage areas in the development are designated by parcel and roadway. Parcel basins are
shown as Parcel 1 through 9, with Parcel 4B being held in reserve. Drainage submittals for
Parcels 1 through 9 will be made at the time of application for individual site building pennits.
Parcel 4B may or may not be used for drainage for one or more of Parcels 1 through 9. Roadway
basins are designated as Marietta West, Marietta Middle and Marietta East. Each of these basins
includes mirror image basins on either side of the Marietta centerline. The Marietta Middle
basins drains into the Marietta West basins, effectively making a total of four basins. These
drainages are shown with these designations on the drainage and grading plans presented with
this report, as well as the times of concentration for Marietta West, Marietta Middle and Marietta
East.
The Bowstring method was used to assure that the roadside swales will have adequate volume to ;
contain a ten year storm event ~
The existing hydrologic conditions for fihe site are undeveloped. The calculated peak runoff for
the existing site, using the SCS method, follows:
Q=(P - 0.25)2 / (P + O.SS), where:
Q= runoff in cfs; P= total storm rainfall, S= potential abstraction in inches
S= l 000/CN -10 CN = curve number
In this case, the CN = 70, since the soil group is Garrison, an "B" hydc•ologic soil. The land use
is approximately the saine as pasfiure in fair condition, thus the 70 rating.
S= 4.29 P= 3.04 lI1CllES lIl 24 hOU1'S fOT a 100 year storm.
4 t
Q= 0.737 inches over the site.
Thc site drainage basin is approximately the 19.3 acres of the sitc, since the di-ainage is bounded
on the west by the old Coininco property, which slopes to the west, the north edge of the site is
the Johnson Mathey property with its own hydrologic controls, thc south edgc of the site is the
old Milwaukee Railroad right-of-way, and drains toward the south, and the east edgc is Sullivan
Road. Therefore the total pre-developed runoff from a 100 year event is preciicted to be 620,000
cubic feet.
For the peak runoff, the hydraulic length is 1234 feet, which equates to an equivalent area of 19.3
acres. Using the Type 11 stonn curve, the estimated peak runoff for a CN70 is 11 cfs/in of runoff.
This equates to 8.1 cfs allowable peak runoff..
For a 10 year storm, P= 2.12, and Q= 0.287 inches over the site; therefore the allowable peak
runoff is 3.16 cfs for a 10 year storm. The predicted peak amount is 0 efs for the SW and SE
basins, unless a runoff-over- ice condition develops that fills over 7000 cubic feet of storage, in
which case up to 3 cfs would be discharged through the overflow pipe in the southwest comer of
the SW swale.
SLOPE \ i
~ yq. t~* SiOEwa1,K
~ TO DRAIN
~ TO SWALE BE7vEEH ~
ROAOWAY ac SipEWALK `
t 13.26 \
„ TC 1998.75
'L ~l 1998.25 Cl EL. \
~ x \ A X 98.0 ,X I999.6 ~ _X-
w IR GA71ON SERVICE L- 185 tF ~I + 13.7 7
W/ METER AND Al1LMATIC G e 0A24 _L. 1998.4q j
~ CONTROL, 1AY0UT • CRASS AS At,T ~ I
` LANOSCAPING INSTALLE CiiANNEL "`^•FiN1S ~
\ EE 0£Teul EL. El 149 0
6 1998.65
~ wES7 En+O
\ MARIETTA - \ 1-69 LF, G 0.0 9 CRASS CHANNEI. SEE dETAII 5/4 ~
BASlN G EL. \ ~ WEST MARIETTA i" NtATER RvICE
\ El. 1997.0 ROnOStO SWALE StUB. -
TOTAL AR • 602 S.F. I' ~ETER, GaTE vaLVE
(TYP EAC ~
BOTTO+~t E~ 19 ~ 27 ,
9 i8 3 1
STA 0+64.4 CURB PT STA i+- D
SiA +66.a8 ~ ~g+, 3
~ S. aFFSE-T 20.58C, - • . 1996 N. OFFSET 20.5 ( kC)
\ CURH CUTS ('2-) ~,ATA ~ti A STA 0+61 I I \
Oa' LONC S. OFfS£T 23 5' ~
~ r e.L. 11 99 3 o
~ TC=8C 1997.79 i N. OFFS£7 23.5' 5 E E O E t a L 117 a E{. ~ o o: O R Y W E L L R i l A E l. 1997.77 ~
~ S tA 731 SEE 0£ Tail 15/4 \
~ S.\OffSET 20.5 (TBC) ` StA i+ 0_, D (TYPICAL OF 2)
N. OF SET 20.5 (T8C) ~ TC 1 20 STA 0+67; TOP OF BERM EL 1998 9
~ URB CUTS (2) 6ERM BETWEEN LOwfR, \
` \~4' LpNC ~ \ ~ • ~ n~i ` wEST END SWALE I~ND
.
CL EL. iC-B 2001.00 MIDOLE SWALE (TYP OF 2)
200°~•3 m~,.~e~,aooSE€~o~.TA~~Z~~od~•o ~ ~ _ =moo ~°aqooooooaQOO~.6.oooe~ ` - 00.~- 4
\ LOOLE MARIETTA ~ -
tN
su + & RO'AQ OE StYaIE
\ STA t+9t 2 e.\ `OTnLEn 456 S.F.
S. OffSET 23.5' ~ stA X 60TTO~EI 5 O~0
\ N. OfF5E7 23.5'~ `1 a ~
DRYwELL~RIM EL. 2001.54 ~ AT G=0.03 ~ ~ 9C
~ ~ /J 1-0 c.uc?~T ~'~'/1h~/~/?.~r
5£E~OE Y~ TtiLOF 2} ~ ~~+g
° 5
Ar rG ~ , L. r- \ HERM SETM'EEN LON~ER,
~ \ r~ 3• w'EST ENp SWALE nN0
\ 1 11 ° MILDOLE Swna.E (TrP OF 2)
\ TG t~/ f 1~~ r
,CRES
$TA 1 \ `
1 `
T l. ?(1 N.,
\ STA t+ - ~ EAST-XJARtffiA
~ -,C ~ zo ~5. ROO.O5I0E SWALE ~ TOTAL AREa 1200 S.F, • `
~r ~ C \E ' (TYP EACH SID£) Z ~t~1 1 2 80TTpN EL. SLOFEO
STA 3+73.3"'\ To 1 20-S •II AT G-0.03
+a
$ pfF$£T 20 5' (TBC) ~ tG t SiA
N-,,OfFS£T 20.5' (TBC) ~
3' wsOE Swnt.£ BOT iQ►n
,,WRB CUTS (2) ~ tC E i ~ (TYP) A 4' IONG
TC~@C 2007.10 STA ~ 2
SEE OE~AIL 17/4 f. 7
- O O - d m O - o o G m o O m o o \ o G o o v cS-- Ci o o O o O O O o m a C+ o 0 o O C~ n c.~ GY O G-0 9- 0- C~ -
■
I a.m o o c^~ _rT- q
x
Cl EL. _ 0 0
EL. 2008 9 2008.1 ~
I A
EAST ENO TA
MARIETTA \ ' ~ \ ~ - -
BA$IN i I
0 ~
~ LaucsCape
S£T$ACK ~
~ J
~ (TYP)
i 'L EL. ~
f F2009. SEb'UER EASEMENT RI
~ ~ .
~
\ u
^ ` - - .".b-EL -
_ - - - - - - - - ~ _ ~ ~ - - - - - - - - - - - - , - - - - - - - - _
• t ~
# 94~ ~1901,5 ~ - ~_~---~-~--~---~-~----~----p----~-----
- 1, G- - - _ _ , _
J~-~
~u~aEDU ci ciaooooCA aczi C71 ooonooc~
Bonuccelli Development
Marietta & Sullivan
11-Ju1-00
Stormwater Disposal
Entire Site is One Parcel
Drain to Intlividual Parcel 208 swales '
Areas Required:
Resulting Landscaping Area: TOTAL TOTAL NET NET MAX. UNBUILD- MIN LOADING REQ.
Sublot # Type III Type IV AREA ACRES AREA ACRES BUILDING ABLE PARKING DOCK AVAIL? SWALE Imp.Area acres
1 2892.5 0 83135 1.908517 80242.5 1.842114 32422.65 44094,76 1800 OK 6158.994 73907.93 1.696693
2 3499 0 229719 5273623 226220 5.193297 137831.4 0 56235.15 3600 OK 16003.59 192043 4.408702
3 993.6 0 106456 2.443893 105462.4 2.421084 63873.6 26060.4 2700 OK 7502.33 90027.96 2.066758
4 203.1 0 78459 1.601171 78255.9 1.796508 47075.4 19206.74 1800 OK 5513.456 66161.47 1.518858
5 993.6 0 93875 2.155073 92881.4 2.132264 56325 22980.58 1800 OK 6567.293 78807.52 1.809172
6 950 950 94052 2.159137 92152 2.115519 56431.2 23023.91 1800 OK 6579.393 78952.72 1.812505
7 1003.05 1250 50000 1.147842 47746.95 1.096119 20000 27199.97 360 OK 3736.665 44839.98 1.029384
8 700 0 35000 0.803489 34300 0.78742 14000 19039.98 360 OK 2624.665 31495.98 0.723048
9 1973.55 0 38135 0.875459 36161.45 0.830153 14872.65 20226.78 360 OK 2786.396 33436.76 0.767602
ROADWAY 0 0 37708 0.865657 37708 0.865657 0 0 0 NA 3142.333 37708 0.865657
SWSwale: 3255 0 74739 1.715771 71484 1.641047
0 0
0 0
TOTAL; 921278 21,14963 TOTAL; 60615.11 SQ. FT, 15.17952
Engcalc1-E-1
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
Bowstring Method Calculation, Roadside Swale Capacity, Marietta
Area 1: West End, Marietta, TYPICAL EA. SIDE
Swale Area: 654.2942 square feet
Volume: 1997.27 213.7647
1997.52 434.0295 80.97428 c0t.
1997.77 654.2942 217.0147 cu.ft.
Pond Infiltration Rate: 0.001781 cfs (0.36"/hr infiltration rate)
Drywell Infiltration Rate 0.3 cfs (Garrison Gravelly loam)
No. of Drywells: 1
Drywell Volume: 54.45 cubic feet
Total Available Storage Volulme:
271.4647 cubic feet
Use Bowstring Method to check adequacy of Swale:
Time increment; 2 min.
Time of Concentration: 2 min. Storage req.:
Outflow (c.f.s.) (up to 0. 0.00 cfs 239.792 cf.
Design year flow 10 year 0.16 Acres Imp; C=0.9
Area (acres) 0.18 Developed C factor: 0.86 0.02 Acres Perv: C=0.4
Area x C 0.15
To flow generated within the West end, add the peak flow coming from the middle section below,
which also must be drained by the drywell on each side of the West End of Marietta. From
Area 2 outflow: 0.284605 cfs occurs after 460 minutes as shown below:
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in.lhr) A'C'No.3 Out " No.2
drywell infiltration rate
2 120 3.18 0.481037 58.05156 0 58.05156
4 240 3.18 0.481037 115.776 0 115.776
6 360 2.9 0.438682 158.2237 0 158.2237
8 480 2.5 0.378174 181.7806 0 181.7806
10 600 2.25 0.340356 204.4453 0 204.4453
15 900 1.76 0.266234 239.792 0 239.792
20 1200 1.45 0.219341 263.3581 90 173.3581 (overflow to drywells)
25 1500 1.22 0.184549 276.9487 103.5906 271.4647 0.045302 cfs
30 1800 1.04 0.15732 283.2835 109.9254 271.4647 0.021116 cfs
35 2100 0.92 0.139168 292.3474 118.9892 271.4647 0.030213 cfs
40 2400 0.82 0.124041 297.7828 124.4246 271.4647 0.018118 cfs
45 2700 0.75 0.113452 306.398 133.0398 271.4647 0.028717 cfs
50 3000 0.69 0.104376 313.1989 139.8408 271.4647 0.02267 cfs
55 3300 0.64 0.096813 319.5471 146.1889 271.4647 0.021161 cfs
60 3600 0.61 0.092274 332.2506 158.8925 271.4647 0.042345 cfs
65 3900 0.60 0.090762 354.0324 180.6743 271.4647 0.072606 cfs
70 4200 0.58 0.087736 368.5522 195.1941 271.4647 0.048399 cfs
75 4500 0.55 0.083198 374.4487 201.0905 271.4647 0.019655 cfs
80 4800 0.53 0.080173 384.8842 211.5261 271.4647 0.034785 cfs
85 5100 0.52 0.077904 397.3624 224.0043 271.4647 0.041594 cfs
90 5400 0.50 0.075635 408.4792 235.121 271.4647 0.037056 cfs
95 5700 0.49 0.074122 422.5462 249.1881 271.4647 0.04689 cfs
100 6000 0.49 0.073366 440.2442 266.8861 271.4647 0.058993 cfs
105 6300 0.45 0.067892 427.7687 254.4106 271.4647 -0.04159 cfs
110 6600 0.44 0.065864 434.75 261.3918 271.4647 0.023271 cfs
115 6900 0.42 0.063983 441.5274 268.1693 271.4647 0.022591 cfs
120 7200 0.41 0.062232 448.1154 274.7572 271.4647 0.02196 cfs
125 7500 0.40 0.060598 454.5268 281.1687 271.4647 0.021371 cfs
130 7800 0.39 0.059068 460.7732 287.4151 271.4647 0.020821 cfs
Engcalcl-E-1+1
,
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
135 8100 0.38 0.057633 466.8649 293.5068 271.4647 0.020306 cfs
140 8400 0.37 0.056283 472.8113 299.4532 271.4647 0.019821 cfs
145 8700 0.36 0.05501 478.6208 305.2627 271.4647 0.019365 cfs
150 9000 0.36 0.053807 484.3012 310.9431 271.4647 0.018935 cfs
155 9300 0.35 0.052669 489.8595 316.5013 271.4647 0.018528 cfs
160 9600 0.34 0.05159 495 3021 321.944 271.4647 0.018142 cfs
165 9900 0.33 0.050566 500.6349 327.2768 271.4647 0.017776 cfs
170 10200 0.33 0.049591 505.8635 332.5053 271.4647 0.017428 cfs
175 10500 0.32 0.048663 510.9927 337.6346 271.4647 0.017097 cfs
180 10800 0.32 0.047777 516.0273 342.6692 271.4647 0.016782 cfs
185 11100 0.31 0.046931 520.9715 347.6134 271.4647 0.016481 cfs
190 11400 0.30 0.046123 525.8294 352.4713 271.4647 0.016193 cfs
195 11700 0.30 0.045348 530.6047 357.2466 271.4647 0.015918 cfs
200 12000 0.29 0.044606 535.3008 361.9427 271.4647 0.015654 cfs
205 12300 0.29 0.043894 539.921 366.5629 271.4647 0.015401 cfs
210 12600 0.29 0.043209 544.4683 371.1102 271.4647 0.015158 cfs
215 12900 0.28 0.042552 548.9456 375.5875 271.4647 0.014924 cfs
220 13200 0.28 0.041919 553.3555 379.9974 271.4647 0.0147 cfs
225 13500 0.27 0.041309 557.7006 384.3425 271.4647 0.014484 cfs
230 13800 0.27 0.040721 561.9832 388.625 271.4647 0.014275 cfs
235 14100 0.27 0.040154 566.2055 392.8473 271.4647 0.014074 cfs
240 14400 0.26 0.039607 570.3696 397.0115 271.4647 0.013881 cfs
245 14700 0.26 0.039078 574.4776 401.1195 271.4647 0.013693 cfs
250 15000 0.25 0.038567 578.5313 405.1732 271.4647 0.013512 cfs
255 15300 0.25 0.038072 582.5325 409.1744 271.4647 0.013337 cfs
260 15600 0.25 0.037593 586.4829 413.1247 271.4647 0.013168 cfs
265 15900 0.25 0.037129 590.384 417.0259 271.4647 0.013004 cfs
270 16200 0.24 0.03668 594.2375 420.8794 271.4647 0.012845 cfs
275 16500 0.24 0.036244 598.0447 424.6866 271.4647 0.012691 cfs
280 16800 0.24 0.03582 601.8071 428.449 271.4647 0.012541 cfs
285 17100 0.23 0.035409 605.5259 432.1678 271.4647 0.012396 cfs
290 17400 0.23 0.03501 609.2025 435.8444 271.4647 0.012255 cfs
295 17700 0.23 0.034622 612.8379 439.4798 271.4647 0.012118 cfs
300 18000 0.23 0.034245 616.4335 443.0753 271.4647 0.011985 cfs
305 18300 0.22 0.033878 619.9901 446.632 271.4647 0.011856 cfs
310 18600 0.22 0.033521 623.509 450.1508 271.4647 0.011729 cfs
315 18900 0.22 0.033173 626.991 453.6329 271.4647 0.011607 cfs
320 19200 0.22 0.032834 630.4372 457.0791 271.4647 0.011487 cfs
325 19500 0.21 0.032504 633.8485 460.4903 271.4647 0.011371 cfs
330 19800 0.21 0.032182 637.2257 463.8676 271.4647 0.011257 cfs
335 20100 0.21 0.031868 640.5698 467.2116 271.4647 0.011147 cfs
340 20400 0.21 0.031562 643.8814 470.5233 271.4647 0.011039 cfs
345 20700 0.21 0.031263 647.1615 473.8034 271.4647 0.010934 cfs
350 21000 0.20 0.030971 650.4107 477.0526 271.4647 0.010831 cfs
355 21300 0.20 0.030686 653.6298 480.2717 271.4647 0.01073 cfs
360 21600 0.20 0.030407 656.8195 483.4614 271.4647 0.010632 cfs
365 21900 0.20 0.030135 659.9805 486.6223 271.4647 0.010536 cfs
370 22200 0.20 0.029869 663.1133 489.7552 271.4647 0.010443 cfs
375 22500 0.20 0.029609 666.2187 492.8606 271.4647 0.010351 cfs
380 22800 0.19 0.029354 669.2972 495.939 271.4647 0.010262 cfs
385 23100 0.19 0.029105 672.3494 498.9912 271.4647 0.010174 cfs
390 23400 0.19 0.028861 675.3759 502.0177 271.4647 0.010088 cfs
395 23700 0.19 0.028623 678.3771 505.019 271.4647 0.010004 cfs
400 24000 0.19 0.028389 681.3538 507.9956 271.4647 0.009922 cfs
405 24300 0.19 0.02816 684.3062 510.9481 271.4647 0.009842 cfs
410 24600 0.18 0.027936 687.235 513.8769 271.4647 0.009763 cfs
Engcalcl-E-1 +2
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
415 24900 0.18 0.027716 690.1406 516.7825 271.4647 0.009685 cfs
420 25200 0.18 0.0275 693.0235 519.6654 271.4647 0.00961 cfs
425 25500 0.18 0.027289 695.8841 522.5259 271.4647 0.009535 cfs
430 25800 0.18 0.027082 698.7228 525.3647 271.4647 0.009462 cfs
435 26100 0.18 0.026878 701.5401 528.182 271.4647 0.009391 cfs
440 26400 0.18 0.026679 704.3364 530.9782 271.4647 0.009321 cfs
445 26700 0.18 0.026483 707.112 533.7539 271.4647 0.009252 cfs
450 27000 0.17 0.026291 709.8674 536.5092 271.4647 0.009185 cfs
455 27300 0.17 0.026102 712.6029 539.2447 271.4647 0.009118 cfs
460 27600 0.17 0.025917 715.3188 541.9607 271.4647 0.009053 cfs
465 27900 0.17 0.025735 718.0156 544.6575 271.4647 0.008989 cfs
470 28200 0.17 0.025556 720.6936 547.3354 271.4647 0.008927 cfs
475 28500 0.17 0.02538 723.353 549.9949 271.4647 0.008865 cfs
480 28800 0.17 0.025208 725.9943 552.6361 271.4647 0.008804 cfs
485 29100 0.17 0.025038 728.6177 555.2595 271.4647 0.008745 cfs .
490 29400 0.16 0.024871 731.2235 557.8653 271.4647 0.008686 cfs
495 29700 0.16 0.024707 733.812 560.4539 271.4647 0.008628 cfs
500 30000 0.16 0.024546 736.3836 563.0254 271.4647 0.008572 cfs
505 30300 0.16 0.024387 738.9384 565.5803 271.4647 0.008516 cfs
510 30600 0.16 0.024231 741.4768 568.1187 271.4647 0.008461 cfs
515 30900 0.16 0.024077 743.999 570.6409 271.4647 0.008407 cfs
520 31200 0.16 0.023926 746.5054 573.1472 271.4647 0.008354 cfs
525 31500 0.16 0.023777 748.996 575.6379 271.4647 0.008302 cfs
530 31800 0.16 0.023631 751.4713 578.1131 271.4647 0.008251 cfs
535 32100 0.16 0.023486 753.9313 580.5732 271.4647 0.0082 cfs
540 32400 0.15 0.023344 756.3765 583.0183 271.4647 0.00815 cfs
545 32700 0.15 0.023205 758.8069 585.4487 271.4647 0.008101 cfs
550 33000 0.15 0.023067 761.2228 587.8646 271.4647 0.008053 cfs
555 33300 0.15 0.022931 763.6244 590.2663 271.4647 0.008005 cfs
560 33600 0.15 0.022798 766.012 592.6539 271.4647 0.007959 cfs
565 33900 0.15 0.022666 768.3857 595.0276 271.4647 0.007912 cfs
570 34200 0.15 0.022536 770.7458 597.3877 271.4647 0.007867 cfs
575 34500 0.15 0.022408 773.0924 599.7343 271.4647 0.007822 cfs
580 34800 0.15 0.022282 775.4258 602.0676 271.4647 0.007778 cfs
585 35100 0.15 0.022158 777.7461 604.3879 271.4647 0.007734 cfs
590 35400 0.15 0.022035 780.0534 606.6953 271.4647 0.007691 cfs
595 35700 0.14 0.021914 782.3481 608.99 271.4647 0.007649 cfs
600 36000 0.14 0.021795 784.6303 611.2721 271.4647 0.007607 cfs
605 36300 0.14 0.021677 786.9 613.5419 271.4647 0.007566 cfs
610 36600 0.14 0.021561 789.1576 615.7995 271.4647 0.007525 cfs
615 36900 0.14 0.021447 791.4031 618.045 271.4647 0.007485 cfs
620 37200 0.14 0.021334 793.6368 620.2787 271.4647 0.007446 cfs
625 37500 0.14 0.021223 881.2403 707.8821 271.4647 0.292012 cfs
630 37800 0.14 0.021113 968.8322 795.474 271.4647 0.291973 cfs
635 38100 0.14 0.021004 1056.413 883.0545 271.4647 0.291935 cfs
640 38400 0.14 0.020897 1143.982 970.6238 271.4647 0.291897 cfs
Note the decline in the infiltration rate into the drywells in the far right column; this
indicates that the peak infiltration rate (and worst case storage) is reached at 625 minutes when
the middle section begins to drain into the west section swale, in the event of frozen ground.
Area 2: Middle Section, Marietta TYPICAL EA. SIDE- overflows into and is part of Area 1:
square fee cu.ft.
Swale Area: 1090
Volume: 2006.58 30
2006.83 560 73.75 cu.ft.
Engcalcl-E-1+3
Bonucceili Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
2007.58 1090 692.5 cu.ft.
Once pond volume is exceeded, then outfiow over end berm:
Pond Infiltration Rate: 0.00025 cfs (0.36"/hr infiltration rate)
Drywell Infiltration Rate 0.3 cfs (Garrison Gravelly loam)
End Berm,"C" 3 (Broadcrested Weir)
End Berm weir equation: 3'L"H^3/2
L= 3 feet; H=.1 feet
Therefore Weir outflow: 0.284605 cfs (capacity)
No. of Drywells: 0
Drywell Volume: 0 cubic feet
Total Available Storage Volulme:
692.5 cubic feet
Use Bowstring Method to check adequacy of Swale:
Time increment; 2 min.
Time of Concentration: 2 min. Storage req.:
Outflow (c.f.s.) 0.00 cfs 693.763 cf. Design year flow 10 year 0.107 Acres Imp; C=0.9
Area (acres) 0.132 Developed C factor: 0.805118 0.025 Acres Perv: C=0.4
Area x C 0.106
No.1 No.2 No.3 No.4 No.S No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A"C"No.3 Out 4 No.2
2 120 3.18 0.419328 50.60448 0 50.60448
4 240 3.18 0.419328 100.9238 0 100.9238
6 360 2.9 0.382406 137.9262 0 137.9262
8 480 2.5 0.32966 158.4611 0 158.4611
10 600 2.25 0.296694 178.2183 0 178.2183
15 900 1.76 0.232081 209.0305 0 209.0305
20 1200 1.45 0.191203 229.5735 0 229.5735
25 1500 1.22 0.160874 241.4207 0 241.4207
30 1800 1.04 0.137139 246.9428 0 246.9428
35 2100 0.92 0.121315 254.8439 0 254.8439
40 2400 0.82 0.108129 259.5821 0 259.5821
45 2700 0.75 0.098898 267.092 0 267.092
50 3000 0.69 0.090986 273.0205 0 273.0205
55 3300 0.64 0.084393 278.5544 0 278.5544
60 3600 0.61 0.080437 289.6283 0 289.6283
65 3900 0.60 0.079118 308.6158 0 308.6158
70 4200 0.58 0.076481 321.2729 0 321.2729
75 4500 0.55 0.072525 326.413 0 326.413
80 4800 0.53 0.069888 335.5098 0 335.5098
85 5100 0.52 0.06791 346.3872 0 346.3872
90 5400 0.50 0.065932 356.0779 0 356.0779
95 5700 0.49 0.064613 368 3404 0 368.3404
100 6000 0.49 0.063954 383.768 0 383.768
105 6300 0.45 0059183 372.8929 0 372.8929
110 6600 0.44 0.057415 378.9786 0 378.9786
115 6900 0.42 0.055775 384.8866 0 384.8866
120 7200 0.41 0.054249 390.6294 0 390.6294
125 7500 0.40 0.052824 396.2184 0 396.2184
130 7800 0.39 0.051491 401.6634 0 401.6634
135 8100 0.38 0.050239 406.9737 0 406.9737
140 8400 0.37 0.049062 412.1572 0 412.1572
145 8700 0.36 0.047953 417.2215 0 417.2215
Engcalc1-E-1+4
Bonuccelli Development
Marietta & Suliivan
2-Aug-00
Stormwater Disposal
150 9000 0.36 0.046905 422.1732 0 422.1732
155 9300 0.35 0.045913 427.0184 0 427.0184
160 9600 0.34 0.044972 431.7628 0 431.7628
165 9900 0.33 0.044079 436.4116 0 436.4116
170 10200 0.33 0.043229 440.9694 0 440.9694
175 10500 0.32 0.04242 4454406 0 445.4406
180 10800 0.32 0.041648 449.8293 0 449.8293
185 11100 0.31 0.040911 454.1393 0 454.1393
190 11400 0.30 0.040206 458.374 0 458.374
195 11700 0.30 0.039531 462.5367 0 462.5367
200 12000 0.29 0.038884 466.6304 0 466.6304
205 12300 0.29 0.038263 470.6579 0 470.6579
210 12600 0.29 0.037666 474.6218 0 474.6218
215 12900 0.28 0.037093 478.5248 0 478.5248
220 13200 0.28 0.036541 482.369 0 482.369
225 13500 0.27 0.03601 486.1566 0 486.1566
230 13800 0.27 0.035498 489.8898 0 489.8898
235 14100 0.27 0.035003 493.5705 0 493.5705
240 14400 0.26 0.034526 497.2004 0 497.2004
245 14700 0.26 0.034065 500.7814 0 500.7814
250 15000 0.25 0.033619 504.3151 0 504.3151
255 15300 0.25 0.033188 507.803 0 507.803
260 15600 0.25 0.032771 511.2466 0 511.2466
265 15900 0.25 0.032366 514.6473 0 514.6473
270 16200 0.24 0.031974 518.0064 0 518.0064
275 16500 0.24 0.031594 521.3253 0 521.3253
280 16800 0.24 0.031225 524.605 0 524.605
285 17100 0.23 0.030867 527.8467 0 527.8467
290 17400 0.23 0.030519 531.0516 0 531.0516
295 17700 0.23 0.030181 534.2207 0 534.2207
300 18000 0.23 0.029852 537.355 0 537.355
305 18300 0.22 0.029532 540.4554 0 540.4554
310 18600 0.22 0.029221 543.5228 0 543.5228
315 18900 0.22 0.028917 546.5582 0 546.5582
320 19200 0.22 0.028622 549.5623 0 549.5623
325 19500 0.21 0.028334 552.536 0 552.536
330 19800 0.21 0.028054 555.4799 0 555.4799
335 20100 0.21 0.02778 558.395 0 558.395
340 20400 0.21 0.027513 561.2818 0 561.2818
345 20700 0.21 0.027252 564.1411 0 564.1411
350 21000 0.20 0.026998 566.9735 0 566.9735
355 21300 0.20 0.026749 569.7797 0 569.7797
360 21600 0.20 0.026507 572.5602 0 572.5602
365 21900 0.20 0.026269 575.3156 0 575.3156
370 22200 0.20 0.026037 578.0466 0 578.0466
375 22500 0.20 0.02581 580.7536 0 580.7536
380 22800 0.19 0.025589 583.4372 0 583.4372
385 23100 0.19 0.025371 586.0978 0 586.0978
390 23400 0.19 0.025159 588.736 0 588.736
395 23700 0.19 0.024951 591.3523 0 591.3523
400 24000 0.19 0.024747 593.9471 0 593.9471
405 24300 0.19 0.024547 596.5208 0 596.5208
410 24600 0.18 0.024352 599 0739 0 599.0739
415 24900 0.18 0.02416 601.6067 0 601.6067
420 25200 0.18 0.023972 604.1198 0 604.1198
425 25500 0.18 0.023788 606.6134 0 606.6134
Engcalc1-E-1+5
Bonuccelli Development
Manetta & Sullivan
2-Aug-00
Stormwater Disposal
430 25800 0.18 0.023607 609.088 0 609.088
435 26100 0.18 0.02343 611.5438 0 611.5438
440 26400 0.18 0.023256 613.9814 0 613.9814
445 26700 0.18 0.023086 616.401 0 616.401
450 27000 0.17 0.022918 618.8029 0 618.8029
455 27300 0.17 0.022754 621.1874 0 621.1874
460 27600 0.17 0.022592 623.555 0 623.555
465 27900 0.17 0.022433 625.9058 0 625.9058
470 28200 0.17 0.022277 628.2402 0 628.2402
475 28500 0.17 0.022124 630.5585 0 630.5585
480 28800 0.17 0.021974 632.8609 0 632.8609
485 29100 0.17 0.021826 635.1478 0 635.1478
490 29400 0.16 0.02168 637.4193 0 637.4193
495 29700 0.16 0.021537 639.6758 0 639.6758
. 500 30000 0.16 0.021397 641.9174 0 641.9174
505 30300 0.16 0.021258 644.1445 0 644.1445
510 30600 0.16 0.021122 646.3573 0 646.3573
515 30900 0.16 0.020988 648.556 0 648.556
520 31200 0.16 0.020857 650.7408 0 650.7408
525 31500 0.16 0.020727 652.9119 0 652.9119
530 31800 0.16 0.020599 655.0696 0 655.0696
535 32100 0.16 0.020474 657.2141 0 657.2141
540 32400 0.15 0.02035 659.3456 0 659.3456
545 32700 0.15 0.020228 661.4642 0 661.4642
550 33000 0.15 0.020108 663.5702 0 663.5702
555 33300 0.15 0.019989 665.6638 0 665.6638
560 33600 0.15 0.019873 667.745 0 667.745
565 33900 0.15 0.019758 669.8143 0 669.8143
570 34200 0.15 0.019645 671.8716 0 671.8716
575 34500 0.15 0.019533 673.9172 0 673.9172
580 34800 0.15 0.019424 675.9512 0 675.9512
585 35100 0.15 0.019315 677.9738 0 677.9738 590 35400 0.15 0.019208 679.9852 0 679.9852
595 35700 0.14 0.019103 681.9855 0 681.9855
600 36000 0.14 0.018999 683.9749 0 683.9749
605 36300 0.14 0.018896 685.9535 0 685.9535
610 36600 0.14 0.018795 687.9214 0 687.9214
615 36900 0.14 0.018696 689.8789 0 689.8789
620 37200 0.14 0.018597 691.826 0 691.826
625 37500 0.14 0.0185 693.763 0 693.763 Begin Weir Overflow
630 37800 0.14 0.018404 695.6898 85.3815 610.3083 to Area 1
Area 3: East End, Marietta TYPICAL EA. SIDE
Swale Area: 2000 square feet
Volume: 1997.27 18
1997.52 1009 128.375 cu.ft.
1997.77 2000 504.5 cu.ft.
Pond Infiltration Rate: 0.00015 cfs (0.36"/hr infiltration rate)
Drywell Infiltration Rate 0.3 cfs (Garrison Gravelly loam)
No. of Drywells: 1
Drywell Volume: 54.45 cubic feet
Total Available Storage Volulme:
558.95 cubic feet
Use Bowstring Method to check adequacy of Swale.
Time increment; 2 min.
Engcalcl-E-1+6
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Disposal
Time of Concentration: 2 min. Storage req.:
Outflow (c.f.s.) (up to 0. 0.00 cfs 558.95 cf.
Design year flow 10 year 0.098 Acres Imp; C=0.9
Area (acres) 0.143 Developed C factor: 0.74 0.046 Acres Perv: C=0.4
Area x C 0.106
No.1 No.2 No.3 No.4 No.5 No.6 No.7
Time Inc. t Intensity Q dev. V in V out Storage
No. 1 x 60 (in./hr) A`C'No.3 Out ' No.2
2 120 3.18 0.456267 55.06233 0 55.06233 0
4 240 3.18 0.481037 115.776 0 115.776 0
6 360 2.9 0.438682 158.2237 0 158.2237 0
8 480 2.5 0.378174 181.7806 0 181.7806 0
10 600 2.25 0.340356 204.4453 0 204.4453 0
15 900 1.76 0.266234 239.792 0 239.792 0
20 1200 1.45 0.219341 263.3581 0 263.3581 0
25 1500 1.22 0.184549 276.9487 0 276.9487 0
30 1800 1.04 0.15732 283.2835 0 283.2835 0
35 2100 0.92 0.139168 292.3474 0 292.3474 0
40 2400 0.82 0.124041 297.7828 0 297.7828 0
45 2700 0.75 0.113452 306.398 0 306.398 0
50 3000 0.69 0.104376 313.1989 0 313.1989 0
55 3300 0.64 0.096813 319.5471 0 319.5471 0
60 3600 0.61 0.092274 332.2506 0 332.2506 0
65 3900 0.60 0.090762 354.0324 0 354.0324 0
70 4200 0.58 0.087736 368.5522 0 368.5522 0
75 4500 0.55 0.083198 374.4487 0 374.4487 0
80 4800 0.53 0.080173 384.8842 0 384.8842 0
85 5100 0.52 0.077904 397.3624 0 397.3624 0
90 5400 0.50 0.075635 408.4792 0 408.4792 0
95 5700 0.49 0.074122 422.5462 0 422.5462 0
100 6000 0.49 0.073366 440.2442 0 440.2442 0
105 6300 0.45 0.067892 427.7687 0 427.7687 0
110 6600 0.44 0.065864 434.75 0 434.75 0
115 6900 0.42 0.063983 441.5274 0 441.5274 0
120 7200 0.41 0.062232 448.1154 0 448.1154 0
125 7500 0.40 0.060598 454.5268 0 454.5268 0
130 7800 0.39 0.059068 460.7732 0 460.7732 0
135 8100 0.38 0.057633 466.8649 0 466.8649 0
140 8400 0.37 0.056283 472.8113 0 472.8113 0
145 8700 0.36 0.05501 478.6208 0 478.6208 0
150 9000 0.36 0.053807 484.3012 0 484.3012 0
155 9300 0.35 0.052669 489.8595 0 489.8595 0
160 9600 0.34 0.05159 495.3021 0 495.3021 0
165 9900 0.33 0.050566 500.6349 0 500.6349 0
170 10200 0.33 0.049591 505.8635 0 505.8635 0
175 10500 0.32 0.048663 510.9927 90 420.9927 0.3
180 10800 0.32 0.047777 516.0273 95.03459 558.95 0.016782
185 11100 0.31 0.046931 520.9715 99.97883 558.95 0.016481
Note the decline in the infiltration rate into the drywells in the far right column; this
indicates that the peak infiltration rate (and worst case storage) is reached at 175 minutes when
the overfiow from the swale begins to enter the drywell grate, in the event of frozen ground.
Worst Case Inlet Depression, Type 1 Inlet: 0.1 ft.
Engcalcl-E-1+7
Bonuccelli Development
Marietta & Sullivan
2-Aug-00
Stormwater Oisposal
Flow: 0.476934 cfs = Qmax (use TR55 flow calc where applicable)
maximum allowable ponding:
0.2 feet = h
= head for weir of inlet opening
Required area of inlets:
Cw= 3
Q=Cw*Lh^(3/2)
L=Q/(Cw'h^(3/2))
Lmin.= 1.777428 feet
Therefore a 4' long inlet will be more than adequate for a 10-year storm event for each
curb inlet.
Worst Case Drywell Inlet flow:
Flow: 0.48 cfs = Qmax (use TR55 flow calc where applicable)
maximum allowable ponding:
0.4 feet = h
= head for weir of drywell opening
Required area of drywell grate:
Cw= 3
Q=Cw'Lh^(3/2) ,
L=Q/(Cw'h^(3!2))
Lmin.= 0.628416 feet
Therefore a standard type 4 grate with an effective weir length of 5.694137 feet
Is adequate for much more than a 10-year storm event for each drywell.
Engcalc1-E-1+8
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Sile Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Use conservative 5 min intensity
i= 3.2 in/hr
Disposal Capacity:
Garrison Gravelly LoamNery Stony Loam Soil
Estimated Turf Infiltration Capacity
q= 0.36 in/hr
Ratio of i/q 8.888889
Maximum Storage Depth:
6 in
10 year, one hour intensity:
3.2 in/hr
10 year, 24 hour total:
2.12 in.
Parcel 1 Drain Basin
Total Improved Impervious Surface Area:
73907.93 square feet
Asphalt Impervious Surface Area:
new: 39281 square feet
Roof:
direct, 32422.65 square feet
Sidewalk:
new. 2204.738 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
9227.066 square feet
Depressed Infiltration Area:
6158.994 square feet cultivated surFace
Additional available infiltration volume on side slopes:
Perimeler 6" above boltom
470.8756 square feet additional on slopes
Total Available for Infiltration:
6629.87 square fee = 3197.216 ft3
Total Required Under County Standard:
1636.689 113 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 3.65 min.
Area Impervious: 73907.93 square feet
Area Pervious: 9227.066 square feet
Peak Q: 5.06 cfs
Peak Infiltration Rate: 0.36 inJhour
Pervious Surface, non-swale:
2597 196 square feet
Peak Q, perv, non-swale:
0.05 cfs
Infiltration capacity, perv, non swale:
0.02 cfs
Engcalcl-G-1
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E. ,
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, remainder:
5 03 cfs
' Swale Infiltration Capacity.
0.0552 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
1403.71 cubic (eet
Storage Available, Swale Only:
3197.216 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3251.67 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 iNhour
Peak Q: 8.06 cfs
Storage Required:
2394.30 cubic feet •
Swale Plus Drywell:
3251.67 cubic feet OK
Parcel 2 Drain Basin Total Improved Impenrious Surface Area:
192043 square feet
Asphalt Impervious Surface Area:
new. 51400 square feet
Roof:
direct. 137831.4 square feet
Sidewalk:
new: 2811.758 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane Counly Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
37675.96 square feet
Depressed Infiltration Area.
16003.59 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
759.0317 square feet additional on slopes
Total Available for Infiltration.
16762.62 square fee = 8191.551 ft3
Total Required Under County Standard:
2141.662 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year mtensity: 1.95 inlhour
Time of concentration: 13 min.
Area Impervious: 192043 square feet
Area Pervious- 37675.96 square feet
Peak Q: 8.16 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
20913.34 square feet
Engcalc1-G-2
Bonuccelli Development
Industnal Development at Sullivan and Marietta
2-Aug-00
7echCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q, perv, non-swale:
0.23 cfs
Infiltration capacity, perv, non swale:
0.17 cfs
Peak Q, remainder:
7.98 cfs
Swale Infiltration Capacity:
0.1397 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 13 minute Storm:
5885.06 cubic feet
Storage Available, Swale Only:
8191.551 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 8246.006 cubic feet OK
Peak Runoff, 50-year storm: (13 minute)
50-year intensity: 2.7 in/hour
Peak Q: 11.30 cfs
Storage Required: .
8751.66 cubic feet
Swale Plus Drywell:
8246.006 cubic feet NG
Storage Available, 12": 16762.62 cubic feet OK
Parcel 3 Drain Basin
Total Improved Impervious Surface Area:
90027.96 square feet
Asphalt Impervious Surface Area:
new: 24851 square feet
Roof:
direct: 63873.6 square feet
Sidewalk:
new: 1303.02 square feet
Utdize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
16428 04 square feet
Depressed Infiltration Area:
7502.33 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
519.696 square feet additional on slopes
Total Available for Infiltration:
8022.026 square fee = 3881.089 ft3
Total Required Under County Standard:
1035.473 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 inlhour .
Time of concentration: 4.6 min.
Area Impervious: 90027.96 square feet
Area Pervious. 16428.04 square feet
Engcalc1-G-3
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Nydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Peak Q: 6.25 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
8406 011 square feet
Peak Q, perv, non-swale:
0.15 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
6.18 cfs
Swale Infiltration Capacity:
0.0669 cfs
drywell infiltration cap.:' 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
1745.12 cubic feet
Storage Available, Swale Only:
3881.089 cubic feet
Plus Drywells- 54.45 cubic feet
Total: 3935.543 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 in/hour
Peak Q. 9.97 cfs
Storage Required:
2967.11 cubic feet
Swale Plus Drywell:
3935.543 cubic feet OK
Parcel 4 Drain Basin
Total Improved Impervious Surface Area:
66161.47 square feet
Asphalt Impervious SurFace Area:
new: 18126 square feet
Roof:
direct: 47075.4 square feet
Sidewalk:
new: 960.3372 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
12297.53 square feet
Depressed Infiltration Area:
5513.456 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
445.5159 square feet additional on slopes
Total Available for Infiltration:
5958.972 square fee = 2868.107 ft3
Total Required Under County Standard:
755.2388 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 09
Pervious Surface C: 0.25
Engcalcl-G-4
u ~
Bonuccelli Development
Industnal Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
10-year intensity: 2.5 in/hour
Time o( concentration: 8 min.
Area Impervious• 66161.47 square feet
Area Pervious: 12297.53 square feet
Peak Q: 3.59 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale:
6338.559 square feet
Peak Q, perv, non-swale:
0.09 cfs
Infiltralion capacity, perv, non swale:
0.05 cfs
Peak Q, remainder:
3.54 cfs
Swale Infiltration Capacity.
0.0497 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 8 minute Storm:
1531.87 cubic feet
Storage Available, Swale Only.
2868.107 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2922.561 cubic feet OK
Peak Runoff, 50-year storm: (8 minute)
50-year intensity: 3.65 in/hour
Peak Q. 5.25 cfs
Storage Required:
2481.68 cubic feet
Swale Plus Drywell:
2922.561 cubic feet OK
Parcel 5 Drain Basin
Total Improved Impervious Surface Area:
78807.52 square feet
Asphalt Impervious Surface Area:
new: 21333 square feet
Roof:
direct: 56325 square feet
Sidewalk:
new• 1149.029 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
15067.48 square feet
Depressed Infiltration Area:
6567.293 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
486.233 square feet additional on slopes
Total Available for Infiltration:
7053.526 square fee = 3405.205 ft3
Total Required Under County Standard:
888.8954 ft3 OK
Hydrology Check:
Engcalc1-G-5
, .
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 2.6 in/hour
Time of concentration: 7.5 min.
Area Impervious- 78807.52 square feet
Area Pervious: 15067.48 square feet
Peak Q: 4.46 cfs
Peak Infiltration Rate- 0.36 inlhour •
Pervious Surface, non-swale:
8013.954 square feet
Peak Q, perv, non-swale:
0.12 cfs
Infiltration capacity, perv, non swale:
0.07 cfs
Peak Q, remainder:
4.39 cfs
Swale Infiltration Capacity:
0.0588 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 7.5 minute Storm:
1814 73 cubic feet
Storage Available, Swale Only:
3405.205 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 3459.659 cubic feet OK
Peak Runoff, 50-year storm: (7.5 minute)
50-year intensity: 3.8 in/hour
Peak Q: 6.52 cfs
Storage Required:
2897.59 cubic feet
Swale Plus Drywell:
3459.659 cubic feet OK
Parcel 6 Drain Basin
Total Improved Impervious Surface Area: _
78952.72 square feet
Asphalt Impervious Surface Area:
new: 21370 square feet
Roof:
direct: 56431.2 square feet
Sidewalk.
new. 1151.195 square feet
Utilize biofillration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Available Grassy Area:
15099.28 square feet
Depressed Infiltration Area- .
6579.393 square feet cultivated surface
Additional available infiltration volume on side slopes-
Perimeter 6" above bottom
486.6807 square feet additional on slopes
Total Available for Infiltration:
Engcalcl-G-6
. ,
Bonucceih D2velopment
Industrial Deveiopment 2t SulEivan and Marietta
2-Aug-Q0
TechCofi, Inc.
Prepared by Alan E. Gay, P-r--
Sike HydroEogy Skudy
Design to 10 year storm (for review by Spakane County Engineers).
7066_074 square fee = 3411.367 ft3
Total Required Under Couniy Standard:
890.43 i#3 OK
Hydrology Gheck:
Rational Nlethod:
Peak Runoff, 1 b-year storm, q=CIA
Irnpervious SurFace C: 0_9
Pervious SurFace C. 0_25
14-year intensity: 2.6 inlhour
Time of caneentrakion: 7.5 min.
Area Impervious; 78952.72 square feet
Area Pervious- 15099.28 square feet
-
Peak Q: 4 47 cf5
Peak ~nfiltratian Rate: 0_36 inlhour
Perviaus SurFace, non-swale:
8033.21 square feet
Peak 0, Perv, nora-swale-
4,12 cis
Infiftration capaciky, perv, non swale.
0 07 cfs
Peak 0, recnainder'
4.40 cfs
Swale Infiltraxion Gapaciky'
0.0589 cfs
dryweJl infltratian cap_- 0_3 cfs each {1 4otal)
5torage Required, 7.5 minute Storrn:
1818,34 cu bic feet
S#orage Available, Swale Only:
3411.367 cubic feet
Plus Drywe[!s- 54_45 cubic feet
Total. 3465.821 cuhic feet OK
Peak Runoff, 50-year stcsrm; {7,5 rninute}
50-year ~ntensity: 3,8 iNhour
Peak 0_ 6.53 cfs
Storage Requircd:
2903 03 cubic feet
Swale Plus Drywell'
3465.821 cubic feet QK
Parcel 7 Drain Basin
Totaf Irnproved Impervious Surface Area:
44839,98 square feet
Asphalk Impervious Surface Area:
new; 23480 square feek
Roof:
direct: 20000 square feet
Sidewalk.
new: 1359.999 5quare feet
Ukihze biofiltrakion svrrale (grassy) fqr disposaf_ Assume antecedant saturated soil condilion5'
Utifize Spokane County Type A drywelfs for overflaw. Include stflrage vaiume of drywell$ as
well aa d"ell infiltratipn capacity.
Availabfe Grassy Area-
5160 024 square feet
Depressed Infiltration Area.
3136,665 square feet cultivated surface
Engcalcl-G-7
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
366.7696 square feet additional on slopes
Total Available for Infiltration:
4103.434 square fee = 1960.025 ft3
Tolal Required Under County Standard:
978.3324 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 09
Pervious Surface C: 0.25
10-year intensity: 3.2 inlhour
Time of concentration: 3 min.
Area Impervious: 44839.98 square feet
Area Pervious: 5160.024 square feet
Peak Q: 3.06 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
1056.59 square feet
Peak Q, perv, non-swale:
0.02 cfs
Infiltration capacity, perv, non swale:
4.01 cfs
Peak Q, remainder:
3.05 cfs
Swale Infiltration Capacity:
0.0342 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm•
814.92 cubic feet
Storage Available, Swale Only:
1960.025 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 2014.479 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 4.88 cfs
Storage Required:
1439.70 cubic feet
Swale Plus Drywell:
2014.479 cubic feet OK
Parcel 8 Drain Basin
Total Improved Impervious Surface Area:
31495.98 square feet
Asphalt Impervious Surface Area:
new: 16544 square feet
Roof:
direct: 14000 square feet
Sidewalk:
new: 951.999 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as
well as drywell infiltration capacity.
Engcalcl-G-8
. ,
Bonuccelli Development
Industrial Development al Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers). ,
Available Grassy Area:
_ 3504.017 square feet
Depressed Infiltration Area•
2624.665 square feet cultivated surface
Additional available infiltration volume on side slopes:
Perimeter 6" above bottom
307.3889 square feet additional on slopes
Total Available for Infiltration:
2932.054 square fee = 1389.18 ft3
Total Required Under County Standard:
689.3327 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year intensity: 3.2 in/hour
Time of concentration: 5 min.
Area Impervious- 31495.98 square feet
Area Pervious: 3504 017 square feet
Peak Q: 2.15 cfs
Peak Infiltration Rate: 0.36 in/hour
Pervious Surface, non-swale.
571.963 square feet
Peak Q, perv, non-swale:
0.01 cfs
Infiltralion capacity, perv, non swale:
0.00 cfs
Peak Q, remainder:
2.14 cfs
Swale Infiltration Capacity:
0.0244 cfs
drywell infiltration cap.: 0.3 cfs each (1 total)
Storage Required, 5 minute Storm:
545.26 cubic feet
Storage Available, Swale Only:
1389.18 cubic feet
Plus Drywells: 54.45 cubic feet
Total: 1443.634 cubic feet OK
Peak Runoff, 50-year storm- (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 3.42 cfs
Storage Required:
1003.34 cubic feel
Swale Plus Drywell:
1443.634 cubic feet OK
Parcel 9 Drain Basin
Total Improved Impervious Surface Area:
33436 76 square feet
Asphalt Impervious Surface Area:
new: 17553 square feet
Roof:
direct: 14872.65 square feet
Sidewalk:
Engcalc1-G-9
f ~ a
Bonuccel'lf C}evelopment
Industrial ❑evelopment at Sullivan and Marieika
2-Aug-O0
TechCon, Inc.
Prepared by Alan E. Gay. P E
Site Hydrology 5#udy
aesign ko 10 year skortn (for rewiew by 5pokane County Engineers).
new~ 1011 339 square #eet
Utilize biofiitration swale (grassy) for disposal. Aasume antecedanf saturated soil conditions:
lJtilize Spokane County 7ype A drywells for overflaw. Ertclude sforage volume af drywells as
well as drywell infiltratian capacity.
Available Grassy Area;
469$.245 square feef
Qepre$5ed InFiltra#iran llrea•
27$6.396 square feet cultfvaked surface
Addjkior,al available infiltratrvn vQfume orr sade slopes:
Perimeter 6" above bottom
316.718 squ2re feet additional on sIopes
Total Available for Infiltration:
3103.114 square f'ee = 1472_378 ft3
Total Required Under County Standard:
731,3653 ft3 OK
Hydrology ChEck:
Rational Method:
Pea k Rij noff, 90-year s#orm, Q=CIA
Impervious Sur~ace C: 0.9
Pervious SurFace C: 4.25
10-year intens ity: 12 indhour
Tirne oC concenkra#ion, 5 min.
Area Impeavious, 33436.76 square feek
Area Pervivus: 4898.245 square feet
Peak 0: 2.30 cFs
Peak Infiftration Rate- 0,36 inJhour
Penrious 5ueface, nan-swafe: ,
1595,13 square feet
Peak Q. Perv, non-swale:
0.03 cfs
1nFltratian capacity, perv, nan swale•
0.0 1 cfs
Peak Q, remainder:
2.28 cfs
Swaie Infiltration Capacify,
00259 cf5
drywell infitration cap_ 0 3 cfs eElch (1 tatal)
Storage Required, 5 minute Starm:
587,35 cubic feet
Storage ,4va+lable, Swale Only:
1472378 cubic feet
Plus Drywells. 54.45 cubie feet
Total, 1526832 cubic ieel' DK
Peak Runoff, 50-year starm, (5 minule)
50-year in[ensity: 501 inlhour
Peak Q: 3.66 cfs
Storage Required;
1075,18 cubEC feet
5wa1e PIuS Drywell;
1526-832 cub~c feet OK
Raadway Basins: 1Nest End, fVorth and Sou#h 5itie5; (Mirrpr ImageS)
Tokal Improved Impervious Stirface Area:
7031.$76 square feet.
Asphaht Imperviaus Surface Area•
Engcalci-G-10
_ r
Bonuccelli ae+rel'opment
Industrial Developmenk at Sullivan and Iv9arietta
2-Aug-00
TeehCon, anc.
Prepared by Alan E_ Gay, P_E_
Sike Hydrology Skudy
Design to 10 year stQrm (for review by Spokane County Engineers),
new• 5159.04 square feet
Roof:
new: 0 square feet
Sidewalk-
new, 1872,$37 square feet
UtiliFe bioiltration swale {grassy} for disposaP Assume antecedant sa$urated soil conditians:
1 Dr}+well necessary
Available GEassy Area;
654,2942 square feet
Qepressad Infilkration Area:
213.7647 square feet cultivated 5urface
Additianal available infillration volume on side slopes.
Assume 3'9 slapes
1.5 feet wide strip around depressfon
Swale-
44d.5295 square feet; up ta BR available for storage on 3:1 slapes
Tokal Available for Infiltra#ion:
fVorfh: 654.2942 sCluare fee = 217.0147 ft3
Total Required Urader County S#andard:
214,96 ft3 Ok[
hlydrology Check°
Rational Method:
Peak Runoff, 10-year slorm, Q=CPA
Impervi#us Surface C. 0_9
Pervious SurFace C. 0.25
10-year intensity: 3.2 inlhour
Time of concentrativn: 1 min.
Area Imperviaus: 7031.876 square feet
Area Per,,;ous, 654_2942 square feet
Peak Q: 0.48 cfs
Peak Infiltrakion Rate: 036 infhour
Pervious Surface, non-swale:
0 square feet
F'eak Q, Rerv, non-savale:
0.00 cfs
Infiltration capacity, perv, non swaEe:
0_00 cfs
Peak Q. Eemainder:
0.48 cis
Swale Infiltrakion Capacity:
0.0055 cfs
Drytiveli infltrakin cap.; 0,3 cfs
Storage Required, 5 minute Skorm:
51 44 cubic feek
Storage Available, Swale Only:
217.0147 cubic feet
PCus I]rywelL- 5445 cubic feet
Tatal: 271 _469 cubic feet OK
Peak Runoff, 50-year storm- (5 rninute)
50-year intensity' 5.1 iNhaur
Peafc Q: 0.76 cfs
Storage Required:
136.40 cubic feet OK
Raadway Basins: Middle, hlprth and Sou#h Sides; (Mirrar Irnages}
EngcaIC1-G-11 1
` + •
Bonuccelli Development
Industrial Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc.
Prepared by Alan E. Gay, P E.
Site Hydrology Study
• Design to 10 year storm (for review by Spokane County Engineers).
Total Improved Impervious Surface Area:
4654 square feet
Asphalt Impervious SurFace Area:
new: 3700 square feet
Roof:
new: 0 square feet
Sidewalk:
new: 954 square feet
Utilize biofiltration swale (grassy) for disposal. Assume antecedant saturated soil conditions:
no drywell necessary
Available Grassy Area:
1090 square feet
Depressed Infiltration Area:
30 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
1.5 feet wide strip around depression
Swale:
1060 square feet: up to 6" available for storage on 3.1 slopes
Total Available for Infiltration:
North: 1090 square fee = 692.5 ft3
Total Required Under County Standard:
154.1667 ft3 OK
Hydrology Check:
Rational Method:
Peak Runoff, 10-year storm, Q=CIA
Impervious SurFace C: 0.9
Pervious Surface C: 0.25 10-year intensity: 3.2 in/hour •
7ime of concentration: 1 min.
Area Impervious: 4654 square feet
Area Pervious: 1090 square feet
Peak Q: 0.33 cfs
Peak Infiltration Rate: 0.36 inlhour
Pervious Surface, non-swale:
0 square feet
Peak Q, perv, non-swale:
0.00 cfs
Infiltration capacily, perv, non swale:
0.00 cfs
Peak Q. remainder:
0.33 cfs
Swale Infiltration Capacity:
0.0091 cfs
Drywell infiltratin cap : 0 cfs
Storage Required, 5 minute Storm:
95.59 cubic feet
Storage Available, Swale Only:
692.5 cubic feet
Plus Drywell: 0.00 cubic feet
Total: 692 5 cubic feet OK
Peak Runoff, 50-year storm: (5 minute)
50-year intensity: 5.1 inlhour
Peak Q: 0.52 cfs
Storage Required.
Engcalc1-G-12
~ ! f
Bonuccelli De+relnpment Industrial Dewelopmer,[ aC Sullivan and Mlarietka
2-Aug-00
TechGan, Inc. -
Prepared by Alan E. GaY, P-E-
Site Fiydralogy Study
❑esign to 10 year s#orm (for review by Spokane Caunty Engineers)
153,97 cubfc feet O1C
Raadway Basins: East End, North and Svuth Sides: (Mirrvr fmages)
Total Improved Impervious Surface Area:
5054 square feet
Asphalf kmpervious 5urface Area.
new; 3561 square feet
Raoi:
new, 0 square feet
Sidewalk:
new. 1488.75 square feet
Utilize biafiltratian syvale (grassy) for disposal. Assume antecedan4 saturated soil condi#ions:
1 Drywell
Fs,vailable Grassy Area:
2000 square feet
❑epressed Infiftration Area:
18 square feet cultivated surface
Addikional a+railable infiltrakion valurne on side slopes:
Assurne 3:1 slvpes
1.5 feet wide strip arpund depres$ian
Swale-
1982 square feet' up to 6" available fpr storage on 3' 1 slapes
Total Available for Infilkration:
Norkh• 2000 square Fee = 504 5 f#,3
Total Required Under County Skandard.
148.3854 ft3 D}C
Hydrolagy Che&
Rational Methad:
Peak Runoff, 10-year storm, Q=CIA
Impervious Surface C: 0.9
Pervious Surface C: 0.25
10-year ir tensity: 3.2 inlhaur
Tkme of canceritration: 1 min,
Area Impervivus: 5050 square feet .
Area Pervious: 2000 square feet
Peak Q- 4.37 cfs
Pealc InFltra#idn Ftate= 0.36 inlhour
Perviaus 5urface, non-swale:
0 square feet
Peak Q, perv, nan-swale:
0_00 cfs
Infiltration capacity, Perv, nan swale:
0,00 cfs
Qeak q, remaindeT:
0,37 CFS
Swa3e Infiltratian Capaq-,iky:
0.0167 cfs
drywell infiltratin cap.; 0 cfs
Storage F2equired, 5 minute Starm:
i08_46 cubic feet
Storage A,vailable, Swale Clnly.
5045 cubic feet
PRus arywell• O.00 cubic feet
Tota[• 504_5 cubic feet DIC
Pealc Ruroff, 50-year stcrrn: (5 minute)
Engcalc1-G-13
Bonuccelli Development
Industnal Development at Sullivan and Marietta
2-Aug-00
TechCon, Inc
Prepared by Alan E. Gay, P.E.
Site Hydrology Study
Design to 10 year storm (for review by Spokane County Engineers).
50-year intensity: 5 1 in/hour
Peak Q: 0.59 cfs
Storage Required:
174.48 cubic feet OK
Existing Pre-developed Site
Total Improved Impervious Surface Area:
0 square feet
Asphalt Impervious Surface Area:
new: 0 square feet
Roof:
new: 0 square feet
Sidewalk•
new: 0 square feet
Available Grassy Area,
921278 square feet
Depressed Infiltration Area:
0 square feet cultivated surface
Additional available infiltration volume on side slopes:
Assume 3:1 slopes
0 feet wide strip around depression
Swale:
. 0 square feet: up to 6" available for storage on 3:1 slopes
Total Available for Infiltration:
Norlh: 0 square fee = 0 ft3
Total Required Under County Standard:
0 ft3 OK
Hydrology Check•
Rational Method: SCS Method :
Peak Runoff, 10-year storm, Q=CIA 24 hour storm
Impervious Surface C: 0.9 Tc = 25.26 minutes
Pervious Surface C: 0.25 Total Area 21.15 acres
10-year intensity: 0.9 in/hour
Time of concentration: 36.2 min.
Area Impervious: 0 square feet SCS curve No. 61
Area Pervious: 921278 square feet 10-year 24 hour storm
Peak Q: 4.76 cfs 2.12 inches
SCS Type II Storm
Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph Peroious Surface, non-swale:
921278 square feet simulate capacity of drywell as
Peak Q, perv, non-swale: 0.75 foot diameter orifice (no drywell)
4 76 cfs
Infiltration capacity, perv, non swale. Capacity is adequate.
7.68 cfs Hydraulic Capacity of Drywell is
Peak Q, remainder: 0 cfs
0.00 cfs Peak flow: 0.08 cfs
Swale Infiltration Capacity:
0.0000 cfs
Engcalcl-G-14