HomeMy WebLinkAboutBLD1998-00669 Stormwater Management Plan :st:" Clark Land Office PLLC
ENGINEERING -lc:,:tilj.7: P.O. Box 2199 • 935 North Fifth Avenue
LAND SURVEYING Sequim, WA 98382
WETLAND DELINEATION v (360) 681 2161 • Fax (360) 683-5310
DEVELOPMENT CONSULTING �`; Toll Free (888) 681-2161
November 1998
•
Drainage Plan
for
PURCELL/MEIJER CABIN
Prepared for:
Discovery Bay Construction
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01E3018-PRCLREP-110398
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EXPIRES 8-25-99
Drainage Plan
for
PURCELL/MEIJER CABIN
II
ABSTRACT
Kevin Purcell and Lucia Meijer will be constructing a cabin on a 6 acre
parcel on Marrowstone Island overlooking the north end of Kilisut Harbor
from the top of a high bluff. It is desired to avoid changing the exist-
ing drainage patterns as much as possible and especially, to prevent any
point discharges of stormwater runoff from reaching the bluff. It is
recommended that runoff from the narrow access driveway be diverted back
into the very dense vegetation at regular intervals in a manner used
successfully elsewhere in Jefferson County to prevent the formation of
concentrated runoff. The upper few feet of soil in the area is dense and
fairly impermeable. Deeper soils are clean and free draining. Roof run-
off is to be directed into a deep, narrow infiltration trench. The
trench is designed with provisions to release runoff in a dispensed man-
ner in the event that the infiltration trench does not function as in-
tended.
iii
Drainage Plan
for
PURCELL/MEIJER CABIN
CONTENTS
I. PROJECT OVERVIEW 1
A. SCOPE 1
B. PROJECT DATA 2
C. EXISTING SITE CONDITIONS 2
1. Topography 3
2. Vegetation 3
3. Drainage 4
4. Soils 4
5. Rainfall 6
6. Time of Concentration 6
II. STORMWATER RUNOFF FROM ROOF 6
III. DISPERSION OF DRIVEWAY RUNOFF 8
IV. REFERENCES 9
V. APPENDIX I - INFILTRATION CALCULATIONS 10
iv
.,
p
I
Drainage Plan
for
PURC'p•TJVMEIJER CABIN
I
I
1 I. PROJECT
JE T OVERVIEW
This project consists of the construction of a cabin, including a narrow
access driveway, on an existing 6 acre parcel. The land is presently
covered with second growth
- I --
. `,. _ 4- s . timber and extremely dense
t • brush. The building site
-n: ,,. t� •• has been cleared and a
- narrow access driveway
* ; -
,Pr •
constructed. There has
• been minimal disturbance
.-. • -s :, of the natural ve etation.
+*�' �' g
Photo 1 shows a view from
the building site.
A. SCOPE
Due to the proximity to
salt water, mitigation
of the quantity of
stormwater runoff is
Photo 1 not of concern. This
drainage plan was pre-
pared with the goal of
reducing or eliminating sources of point discharge that could cause
accelerated erosion of the high bluff. Potential concentrated runoff
from the driveway will be dispersed into the existing extremely dense
vegetation where it will be allowed to sheet flow in its existing
drainage pattern. Roof runoff will be directed into an infiltration
trench.
To ensure that protection is adequate even if additional impervious
surfaces are created in the future, this plan provides a simple
method for infiltration facilities to be sized, based on the size of
impervious surfaces, at the time of construction of the improvements.
1
Ir
B. PROJECT DATA
Primary contact for
Stormwater issues: David Hanna, PE
Owners: Kevin Purcell
Lucia Meijer
Engineer: David Hanna, PE
Clark Land Office
935 N. 5th Avenue
Post Office Box 2199
Sequim, WA 98382
(360) 681-2161
(360) 638-5310 (fax)
I
Contractor: Rob Gruye
Discovery Bay Construction
Post Office Box 1410
Port Townsend, WA 98368
(360) 385-4372
(360) 385-9697 (fax)
Architect: Victoria Carter
1 2618 Eastlake Avenue East
Seattle, WA 98102
(206) 322-2065
(206) 328-2981 (fax)
Location: The parcel is located near the southwest
corner of Fort Flagler State Park on Mar-
rowstone Island in the southeast quarter
of the southeast quarter of Section 18,
Township 30 North, Range 1 East, W. M. , in
unincorporated Jefferson County. It over-
looks Kilisut Harbor on the west and
fronts on Reef Road, a private road, on
the east.
(See map at beginning of report)
Stormwater Mitigat'n: Infiltration and dispersion
Receiving Waters: Kilisut Harbor
C. EXISTING SITE CONDITIONS
The following site conditions represent existing conditions.
2
1. Topography
The site is at the top of a high bank overlooking Kilisut Harbor.
The ground landward of the bluff slopes gently toward the Harbor.
�r a
Photo 2
The eastern half of the parcel is nearly flat with a slight slope
to the south and west. Photo 2 shows the area between the building
site and the bluff. The building site is back in the trees to the
left of the photo.
11
2. Vegetation
,t.a
-
I •
I
Photo 3
Other than the bluff and breathtaking view, the most striking fea-
ture of this parcel is the extraordinarily dense brush. Photo 3
shows this brush just below the building site. This brush is a mix
of many tough, woody, drought resistant species, most of them pos-
sessing some type of thorns. The density of this brush is being
1
3
I
relied on to provide dispersion of stormwater runoff from the
driveway.
The brush on the site above the building site is even more dense
than that below. Second growth timber, salal, and similar species
are added to the rose hips and other thorn bushes to create a
truly remarkable and nearly impassable vegetative cover.
Photo 4 shows an area
„. just above the build-
ing site where a break
has been cleared in
the vegetation. The
brush appears to be
reclaiming the area
with a vengeance.
Since the dense vege-
tation is being relied
on to disperse runoff
'" --- from the driveway,
l,w
every effort should be
'.� ; . �`, made to minimize its
Photo 4 disturbance. Areas
disturbed during con-
struction can be ex-
pected to naturally revegetate in one good growing season. Dis-
turbed areas along the driveway and in the vicinity of the well
can be expected to heal in this manner.
lj
3. Drainage
Drainage from the site is primarily sheet flow. There are no eas-
ily discernable drainage courses on the site although intermittent
drainage courses may form through the brush in various parts of
the parcel. The private road along the top of the parcel on the
east side intercepts any runoff that may come from the east. The
upper soils on this site are quite impermeable with only the top
foot or so being capable of receiving significant amounts of in-
filtration. After this top foot is saturated, any further rainfall
will sheet flow down the slope and over the bluff. The intent of
this drainage plan is to mimic this natural action as much as pos-
t sible, with only roof runoff being infiltrated below the impervi-
ous soils.
4. Soils
. The site may be found on map number 43 of the Soil Survey of Jef-
ferson County Area (McCreary 1975) . Map number 43 predicts that
the soils on this site are type HuC, which is a Hoypus soil. Hoy-
pus soils are generally gravelly, clean and free draining. This is
an accurate characterization of the deeper soils but not of the
surface soils on this site. Sinclair (1994) offers a better de-
scription of the underlying geology of this portion of Marrowstone
Island.
4
Sinclair describes a cap of nearly impermeable Vashon till over
clean, free draining, Vashon advance outwash. Cross Section F-F'
on Plate 4 of Sinclair (1994) shows a geologic section that goes
through the center of this parcel.
-Kw
G
•
Photo 5
Photo 5 shows a soil profile exposed during the excavation for the
basement of the cabin. Of particular note is the shallow depth of
the roots, about a foot or so below the surface. The lighter band
of soil above the head of the ice ax is Vashon till. The darker
soils above the lighter band, including the soils among the roots,
were formed by weathering of the same Vashon till. These soils are
quite dense, hard, and impermeable. The lower soils, beginning
just above the head of the ice axe, are clean, free draining
Vashon advance outwash sands.
c
" - ,.
Photo 6
Photo 6, taken on the other side of the basement excavation, shows
a similar profile, with shallow roots, weathered till, and advance
5
outwash sands. Below these layers, beginning just above the head
of the ice ax, is a large lens of clean sandy gravel. While its
appearance is strikingly different from that of the advance out-
wash sands above, the gravel is also an advance outwash soil and
will have essentially the same infiltration characteristics as the
overlying advance outwash sands.
In summary, the overlying soils are quite hard and impervious to a
depth of between 3 and 5 feet in the immediate vicinity of the
building site. The advance outwash soils can be expected to infil-
trate rain water at a rate between 6 and 20 inches per hour or
even more.
5. Rainfall
The total amount of precipitation falling over a 24 hour period
during a storm having a mean recurrence interval of 25 years, will
be 2.0 inches.
PROJECT LOCATION This informa-
tion was taken
} from a 25
�oN 1 year, 24 hour
r '
Isopluvial Map
29^, — published by
the U.S. Soil
t = Conservation
I t . Service (SCS
� l �
;. i 1982) , a por-
� � tion of which
26N 1 d � V '� , �1 is reproduced
I I l l ° as Figure 1.
TOW 9✓Y SW 7N 6W 5W 4N j',y 2W 11,,E 25 year rain-
ISOPLUVIALS OF 25-YEAR 24-HOUR fall data is
PRECIPITATION IN TENTHS OF AN INCH used for de-
sign purposes.
Figure 1
The rainfall
distribution is assumed to be a Type IA distribution per standard
practice in the area.
6. Time of Concentration
As an additional conservative measure, actual instantaneous rain-
fall was used to size the infiltration trench rather than calcu-
lated runoff, which could be as little as half of the rainfall.
For this reason, the Time of Concentration was not needed to cal-
culate runoff.
II. STORMWATER RUNOFF FROM ROOF
This plan uses a hydrograph based method of calculating runoff known as
the Santa Barbara Urban Hydrograph Method. Rainfall hyetographs taken
from the King County Surface Water Design Manual, (King County Public
Works Department 1995) , were used along with rainfall data for the Mar-
rowstone Island area to calculate the rainfall distribution. This rain-
fall distribution was then routed onto the roof and into the infiltra-
tion system using the Santa Barbara Urban Hydrograph Method to determine
hydrographs for infiltration. This method is specifically accepted by
6
•
Section III-1.3 of the Stormwater Management Manual for the Puget Sound
Basin (The Technical Manual) (Birch 1992) .
This method yields runoff volumes that are different from those deter-
mined using the rational method. While the rational method is excellent
for conservatively sizing channels and conduits for small watersheds, it
does not adequately consider the time element of runoff that is neces-
sary in calculating runoff hydrographs.
Infiltration calculations are included in Appendix I in the order dis-
cussed below. These calculations are based on runoff from 1,000 square
feet of roof area.
• A Summary of Stormwater Infiltration System Operational Characteris-
tics provides pertinent results in a concise format. The results of
the 25 year storm are used for design purposes.
• Calculation of a Rainfall hyetograph for the 25 year design storm are
included next. These are simply a mapping of the design storm's in-
tensity at 10 minute intervals throughout the 24 hour period.
• The Infiltration System Staging Table shows various properties of the
infiltration system as a function of the height of the water level in
the system.
• The 25 Year, 24 Hour Flood Routing calculations show flow into and
out of (via infiltration) the system as well as the amount of water
stored and various other properties of interest as a function of time
during the 24 hour design period.
These calculations show that the system will handle flows from 1,000
square feet of roof area during a 25 year, 24 hour design event.
The soils in the vicinity of this project are not particularly perme-
able. Additional stormwater runoff from relatively small, isolated im-
provements such as individual graveled driveways, small (less than 100
square feet) outbuildings, and similar improvements can be expected to
soak into the ground, but only after some time. Due to the larger lot
size, such items need not be provided with infiltration facilities.
Runoff from larger improvements such as the home, garage and the like
should be directly infiltrated into the ground as provided for in this
drainage plan.
It should be noted that infiltration of stormwater above a high bluff is
often not a recommended solution. In this instance, the choice is be-
tween allowing concentrated runoff from the roof to flow directly over
the bluff or infiltrating it into clean soils below the cap of imperme-
able till, where it will eventually seep out of the face of the bluff.
Due to the small area of roof to be drained and the distance from the
face of the bluff, the additional seepage that will eventually occur
through the face of the bluff will be very minor. To ensure that the im-
pact of infiltrating roof runoff is not increased, great care should be
taken that surface water is not allowed to enter the infiltration sys-
tem, either by entering at the base of the roof drains or by being al-
lowed to flow into the top of the infiltration trench.
The infiltration trench is designed to function as a flow dispersion fa-
cility in the event that it becomes clogged or is simply overloaded by a
storm greater than the design storm. In such cases, extra flows will
7
seep out of the top of the trench in sheet flows, eventually flowing
over the top of the bluff in the same manner that they do at present.
This plan provides for the use of infiltration facilities to infiltrate
runoff from roof drains. These facilities must be sized using the meth-
ods given in the construction plans and specifications included as Ap-
pendix III. Permission is hereby granted to copy the plans and specifi-
cations for roof drain infiltration systems for the sole use of this
lot.
a , � ' '-` _.ti The formulas shown in the construc-
; , s tion plans for sizing infiltration
;`' facilities are derived using site
. ° N specific rainfall and soils infor-
tL. •`� ` • 110r
•a, •- mation and will not apply to other
• 5+1`•;i_ projects, even those that may be
;%/1111•: s* . .,1 x .. nearby.
F {,tt, c
i fi t1 ° '
f III. DISPERSION OF DRIVEWAY RUNOFF
*'' R
As shown in Photo 7, final con-
4 -r, struction of the driveway has not
Fl . . been completed, but all clearing
has been accomplished.
Normal, continuous roadside drain-
age ditches should not be con-
structed along the driveway. In-
stead, short ditch sections, each
less than 100 feet in length,
should be constructed with diver-
sions at the bottom of each to di-
vert flows off into the brush.
Cross culverts should be installed
I Photo 7 as needed to allow water that accu-
mulates in ditch sections above the
road to cross the road and be dispersed out of one of the diversion
ditches.
8
The diversion ditches
should be constructed only
to the edge of the vegeta-
-
tion unless additional
length is required to avoid
• - ponding. The goal is to
take potentially concen-
trated runoff from the
driveway and allow it to
spread out as sheet flow as
Y - soon as possible.
= ;; Photo 8 shows a typical
�^� flow dispersion ditch con-
: , ;�.,
structed on another project
western Jefferson
� -:.-Z-141044. County. The ditch section
terminates just to the
right of the photo, allow-
, ing flows to be spread out
in the vegetation.
Photo 8
IV. REFERENCES
Birch, Peter B. , Pressley, Helen E. , Hartigan, Patrick D. , 1992, Storm-
water Management Manual For The Puget Sound Basin, The Technical
Manual: Washington State Department of Ecology
King County Public Works Department, 1995, King County Surface Water De-
sign Manual: King County Public Works Department.
McCreary, Fred R. , 1975, Soil Survey of Jefferson County Area, Washing-
ton: United States Department of Agriculture, Soil Conservation
Service.
Sinclair, Kirk A. ; Garrigues, Robert S. , 1994, Geology, Water Resources,
and Seawater Intrusion Assessment of Marrowstone Island, Jefferson
County, Washington: Washington Department of Ecology, Water Supply
Bulletin No. 59.
9
V. APPENDIX I - INFILTRATION CALCULATIONS
I
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PROJECT: Purcell/Meijer Cabin Date: 11-3-98
SUMMARY OF STORMWATER MITIGATION SYSTEM OPERATIONAL CHARACTERISTICS
Mitigation: Infiltration Trench, 25 feet long 1.00 feet wide
5.00 feet of drain rock in bottom, 4.6 cu yd of
drain rock required
PROJECT: Purcell/Meijer Cabin Date: 11-3-98
SUMMARY OF STORMWATER MITIGATION SYSTEM OPERATIONAL CHARACTERISTICS
Mitigation: Infiltration Trench, 25 feet long 1.00 feet wide
5.00 feet of drain rock in bottom, 4.6 cu yd of
drain rock required
RAINFALL DATA
24 hr rainfall depth Peak Rainfall Intensity
25 yr storm: 2 (in) 0.0150 (cfs)
INFILTRATION DATA
Infiltration Rate (inches/hour) . . 5
Void Ratio of Rock 0.3 ==> 30% voids/70% rock
Sidewall Infilt'n Coefficient. . . 0.01 ==> 0.05 in/hr
MISCELLANEOUS PARAMETERS
Duration of Design Storm: 24 (hr)
Staging Table Starting Depth: 0 (ft)
Staging Table Depth Increment: 0.05 (ft)
Maximum Depth of Staging Table: 10 (ft)
Time Increment, dT = 10 minutes = 600 (sec)
Flood Routing Input Data Taken From Rainfall Hydrograph
25 YEAR STORM ROUTING DATA
Peak Inflow Rate: 0.0150 (cfs)
Peak Outflow Rate: 0.0031 (cfs)
Peak Infiltration Rate: 0.0031 (cfs)
Peak Outflow Rate via Flow Controls: 0.0000 (cfs)
Maximum Allowable Outflow Rate via Controls: 0.0028 (cfs)
Peak Water Depth: 2.7108 (feet)
Peak Water Surface Elevation: 102.7108 (feet)
A
PROJECT: Purcell/Meijer Cabin
25 yr storm (B)
Total Basin Area = 1002 sq ft = 0. 0230 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0. 015 cfs
Total Rainfall Volume = 167 cu ft
Total, 24 hr rainfall = 2. 00 in
Rainfall Data
Standard SCS Type IA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
0 0.00 0.00 0.00 0.0000 0. 0000 0.0000
10 0.40 0.40 0.17 0. 0011 0.0080 0.0080
20 0.40 0. 80 0.33 0.0011 0. 0080 0.0160
30 0.40 1.20 0.50 0.0011 0.0080 0.0240
40 0.40 1. 60 0. 67 0.0011 0. 0080 0. 0320
50 0.40 2.00 0. 83 0.0011 0.0080 0.0400
60 0.40 2.40 1. 00 0.0011 0.0080 0.0480
70 0.40 2.80 1.17 0.0011 0.0080 0.0560
80 0.40 3.20 1.33 0.0011 0.0080 0.0640
90 0.40 3.60 1.50 0.0011 0.0080 0.0720
' 100 0.40 4.00 1.67 0.0011 0.0080 0.0800
110 0.50 4.50 1.83 0.0014 0.0100 0.0900
120 0.50 5.00 2.00 0.0014 0.0100 0.1000
130 0.50 5.50 2.17 0. 0014 0.0100 0.1100
140 0.50 6.00 2.33 0.0014 0.0100 0.1200
150 0.50 6.50 2.50 0.0014 0.0100 0.1300
160 0.50 7.00 2. 67 0.0014 0.0100 0.1400
170 0. 60 7.60 2.83 0.0017 0.0120 0.1520
180 0. 60 8.20 3.00 0.0017 0.0120 0.1640
190 0. 60 8.80 3. 17 0.0017 0.0120 0. 1760
200 0. 60 9.40 3.33 0.0017 0.0120 0.1880
210 0. 60 10. 00 3.50 0.0017 0.0120 0.2000
220 0. 60 10. 60 3. 67 0.0017 0. 0120 0.2120
I 230 0.70 11.30
12.00 3.83 0.0019 0.0140 0.2260
240 0.70 4.00 0.0019 0. 0140 0.2400
250 0.70 12.70 4. 17 0.0019 0.0140 0.2540
260 0.70 13.40 4.33 0.0019 0.0140 0.2680
270 0.70 14. 10 4.50 0. 0019 0.0140 0.2820
280 0.70 14.80 4. 67 0. 0019 0.0140 0.2960
290 0.82 15.62 4. 83 0.0023 0.0164 0.3124
300 0. 82 16.44 5. 00 0.0023 0.0164 0. 3288
310 0. 82 17.26 5. 17 0. 0023 0.0164 0. 3452
320 0. 82 18. 08 5.33 0.0023 0.0164 0.3616
330 0. 82 18.90 5.50 0.0023 0.0164 0.3780
340 0. 82 19.72 5. 67 0.0023 0.0164 0.3944
350 0. 95 20. 67 5.83 0.0026 0.0190 0.4134
360 0. 95 21.62 6.00 0.0026 0.0190 0.4324
370 0. 95 22.57 6.17 0.0026 0.0190 0.4514
380 0.95 23.52 6.33 0.0026 0.0190 0.4704
PROJECT: Purcell/Meijer Cabin
25 yr storm (B)
Total Basin Area = 1002 sq ft = 0.0230 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0. 015 cfs
Total Rainfall Volume = 167 cu ft
Total, 24 hr rainfall = 2.00 in
Rainfall Data
Standard SCS Type LA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
t' 390 0.95 24.47 6.50 0. 0026 0.0190 0.4894
;f 400 0.95 25.42 6. 67 0.0026 0. 0190 0.5084
410 1.33 26.75 6. 83 0.0037 0. 0266 0.5350
420 1.33 28.08 7. 00 0.0037 0.0266 0.5616
430 1.33 29.41 7. 17 0. 0037 0.0266 0.5882
440 1.80 31.21 7.33 0.0050 0.0360 0. 6242
450 1.80 33.01 7.50 0.0050 0.0360 0. 6602
460 3.40 36.41 7. 67 0.0095 0.0680 0.7282
470 5.40 41.81 7.83 0.0150 0.1080 0. 8362
480 2.70 44.51 8. 00 0.0075 0.0540 0.8902
11 490 1.80 46.31 8.17 0.0050 0.0360 0.9262
500 1.34 47.65 8.33 0.0037 0.0268 0.9530
510 1.34 48.99 8.50 0.0037 0.0268 0.9798
520 1.34 50.33 8. 67 0. 0037 0.0268 1. 0066
530 0.88 51.21 8. 83 0. 0024 0.0176 1.0242
540 0.88 52.09 9. 00 0.0024 0.0176 1. 0418
550 0.88 52.97 9. 17 0.0024 0.0176 1.0594
560 0.88 53.85 9.33 0.0024 0.0176 1.0770
570 0.88 54.73 9.50 0.0024 0.0176 1.0946
580 0.88 55.61 9. 67 0.0024 0.0176 1. 1122
0 590 0.88 56.49
57.37 9. 83 0.0024 0.0176 1. 1298
600 0. 88 10. 00 0.0024 0.0176 1. 1474
610 0.88 58.25 10. 17 0.0024 0.0176 1. 1650
620 0.88 59.13 10.33 0.0024 0.0176 1. 1826
630 0. 88 60.01 10.50 0.0024 0.0176 1.2002
640 0.88 60. 89 10. 67 0.0024 0.0176 1.2178
650 0.72 61.61 10. 83 0.0020 0.0144 1.2322
I660 0.72 62.33 11. 00 0.0020 0.0144 1.2466
670 0.72 63.05 11. 17 0. 0020 0.0144 1.2610
680 0.72 63.77 11.33 0. 0020 0.0144 1.2754
I 690
0.72 64.49
65.21 11.50 0. 0020 0.0144 1.2898
700 0.72 11. 67 0.0020 0.0144 1.3042
710 0.72 65.93 11. 83 0. 0020 0.0144 1.3186
720 0.72 66.65 12. 00 0. 0020 0.0144 1.3330
730 0.72 67.37 12. 17 0. 0020 0.0144 1.3474
740 0.72 68.09 12.33 0.0020 0.0144 1.3618
750 0.72 68.81 12.50 0.0020 0.0144 1. 3762
760 0.72 69.53 12. 67 0. 0020 0.0144 1.3906
770 0.57 70.10 12. 83 0.0016 0.0114 1.4020
PROJECT: Purcell/Meijer Cabin
25 yr storm (B)
Total Basin Area = 1002 sq ft = 0. 0230 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0.015 cfs
Total Rainfall Volume = 167 cu ft
Total, 24 hr rainfall = 2.00 in
Rainfall Data
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
780 0.57 70.67 13.00 0.0016 0.0114 1.4134
790 0.57 71.24 13.17 0.0016 0.0114 1.4248
800 0.57 71. 81 13.33 0.0016 0.0114 1.4362
810 0.57 72.38 13.50 0.0016 0.0114 1.4476
820 0.57 72.95 13.67 0.0016 0.0114 1.4590
830 0.57 73.52 13.83 0.0016 0.0114 1.4704
840 0.57 74.09 14.00 0.0016 0.0114 1.4818
850 0.57 74.66 14.17 0.0016 0.0114 1.4932
860 0.57 75.23 14.33 0.0016 0.0114 1.5046
870 0.57 75.80 14.50 0.0016 0.0114 1.5160
880 0.57 76.37 14.67 0.0016 0.0114 1.5274
890 0.50 76.87 14. 83 0.0014 0.0100 1.5374
900 0.50 77.37 15.00 0.0014 0.0100 1.5474
910 0.50 77.87 15.17 0.0014 0.0100 1.5574
920 0.50 78.37 15.33 0.0014 0.0100 1.5674
930 0.50 78.87 15.50 0.0014 0.0100 1.5774
940 0.50 79.37 15.67 0.0014 0.0100 1.5874
950 0.50 79. 87 15. 83 0.0014 0.0100 1.5974
960 0.50 80.37 16.00 0.0014 0.0100 1.6074
970 0.50 80. 87 16. 17 0.0014 0.0100 1.6174
980 0.50 81.37 16.33 0.0014 0.0100 1. 6274
990 0.50 81. 87 16.50 0.0014 0.0100 1.6374
1000 0.50 82.37 16.67 0.0014 0.0100 1.6474
1010 0. 43 82.80 16.83 0.0012 0.0086 1.6560
1020 0.40 83.20 17.00 0.0011 0.0080 1.6640
1030 0.40 83.60 17.17 0.0011 0.0080 1.6720
1040 0.40 84.00 17.33 0.0011 0.0080 1.6800
1050 0.40 84.40 17.50 0.0011 0.0080 1.6880
1060 0.40 84.80 17.67 0. 0011 0.0080 1. 6960
1070 0.40 85.20 17. 83 0.0011 0.0080 1.7040
1080 0.40 85.60 18. 00 0.0011 0.0080 1.7120
1090 0. 40 86. 00 18. 17 0.0011 0.0080 1.7200
1100 0.40 86.40 18.33 0.0011 0. 0080 1.7280
1110 0.40 86. 80 18.50 0.0011 0. 0080 1.7360
1120 0.40 87.20 18. 67 0.0011 0.0080 1.7440
1130 0.40 87.60 18. 83 0.0011 0.0080 1.7520
1140 0.40 88.00 19.00 0.0011 0.0080 1.7600
1150 0.40 88.40 19. 17 0. 0011 0.0080 1.7680
1160 0.40 88.80 19.33 0.0011 0.0080 1.7760
PROJECT: Purcell/Meijer Cabin
C°; 25 yr storm (B)
Total Basin Area = 1002 sq ft = 0. 0230 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0. 015 cfs
Total Rainfall Volume = 167 cu ft
Total, 24 hr rainfall = 2.00 in
Rainfall Data
Standa
rd
d SCS Type 1A
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P
Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
1170 0.40 89.20 19.50 0.0011 0.0080 1.7840
1' 1180 0.40 89. 60 19. 67 0.0011 0.0080 1.7920
1190 0.40 90.00 19. 83 0. 0011 0.0080 1.8000
1200 0.40 90.40 20.00 0. 0011 0.0080 1. 8080
1210 0.40 90. 80 20. 17 0.0011 0.0080 1. 8160
1220 0.40 91.20 20.33 0.0011 0. 0080 1. 8240
1230 0.40 91.60 20.50 0. 0011 0.0080 1. 8320
I 1240 0.40 92. 00 20. 67 0.0011 0.0080 1.8400
1250 0.40 92.40 20.83 0.0011 0.0080 1.8480
1260 0.40 92.80 21.00 0.0011 0.0080 1.8560
1270 0.40 93.20 21.17 0.0011 0.0080 1.8640
1280 0.40 93.60 21.33 0. 0011 0.0080 1.8720
1290 0.40 94.00 21.50 0.0011 0.0080 1. 8800
1300 0.40 94.40 21.67 0.0011 0.0080 1.8880
I 1310 0.40 94.80 21. 83 0.0011 0.0080 1.8960
1320 0.40 95.20 22. 00 0. 0011 0.0080 1. 9040
1330 0.40 95.60 22.17 0. 0011 0.0080 1. 9120
I 1340 0.40 96.00 22.33 0.0011 0.0080 1. 9200
1350 0.40 96.40 22.50 0. 0011 0. 0080 1.9280
1360 0.40 96.80 22.67 0.0011 0.0080 1. 9360
1370 0.40 97.20 22.83 0.0011 0. 0080 1. 9440
1380 0.40 97. 60 23. 00 0. 0011 0.0080 1. 9520
1390 0. 40 98.00 23. 17 0.0011 0.0080 1.9600
1400 0.40 98.40 23.33 0. 0011 0.0080 1. 9680
1410 0.40 98.80 23.50 0.0011 0.0080 1. 9760
1420 0.40 99.20 23. 67 0.0011 0.0080 1. 9840
1430 0.40 99. 60 23. 83 0.0011 0.0080 1. 9920
1440 0.40 100.00 24.00 0.0011 0.0080 2.0000
1450 0.00 100.00 24. 17 0.0000 0.0000 2. 0000
1460 0.00 100. 00 24.33 0. 0000 0.0000 2.0000
1470 0.00 100.00 24.50 0.0000 0.0000 2. 0000
1480 0. 00 100.00 24 . 67 0.0000 0.0000 2.0000
1490 0.00 100.00 24. 83 0. 0000 0.0000 2.0000
1500 0.00 100. 00 25. 00 0.0000 0.0000 2. 0000
100.00 2.0000
Purcell/Meijer Cabin
Infiltration System Staging Table
Water Outflow
Surface via Total
Staging Depth WS Elev Volume Area Infilt'n Outflow
Coef't (feet) (feet)
(cu ft) (sq ft) (cfs) (cfs)
a D WS V A
Q6 Qtot
0.00 0.00 100. 00 0 0 0.000
0.00 0.05 100. 05 0. 000
0 25 0.003 0. 003
0.01 0.10 100. 10 1 25 0. 003
0. 003
0.01 0.15
100. 15 1 25 0. 003 0.003
0.01 0.20 100.20 2 25
0.01 0.25 100.25 0. 003 0. 003
2 25 0. 003 0.003
0.01 0.30 100.30 2 25
0.01 0.35 100.35 0. 003 0.003
3 25 0. 003 0.003
0.01 0.40 100.40 3 25 0.003
0.01 0.45 100.45 0.003
3 25 0. 003 0. 003
0. 02 0.50 100.50 4 25 0. 003
0. 02 0.55 100.55 0.003
4 25 0.003 0.003
0.02 0. 60 100. 60 5 25 0. 003 0.003
0. 02 0.65 100.65 5 25 0.003
0. 02 0.70 100.70 0.003
5 25 0.003 0.003
0.02 0.75' 100.75 6 25 0.003 0.003
0.02 0.80 100. 80 6 25 0.003 0. 003
0.02 0.85 100.85 6 25 0.003
0.03 0.90 0. 003
100. 90 7 25 0.003 0.003
0.03 0.95 100. 95 7 25 0. 003 0.003
0.03 1.00 101.00 8 25 0.003 0.003
0.03 1.05 101.05 8 25 0.003
0.03 1.10 0.003
101. 10 8 25 0. 003 0.003
0.03 1.15 101. 15 9 25 0. 003 0.003
0.03 1.20 101.20 9 25 0.003 0.003
0.03 1.25 101.25 9 25 0. 003
0.04 1.30 0.003
101.30 10 25 0. 003 0.003
0.04 1.35 101. 35 10 25 0. 003
0.04 1.40 0. 003
101.40 11 25 0. 003 0.003
0. 04 1.45 101.45 11 25 0. 003
0. 04 1.50 101.50 0.003
11 25 0.003 0.003
0.04 1.55 101.55 12 25 0.003
0.04 1.60 101.60 0.003
12 25 0. 003 0.003
0. 04 1. 65 101. 65 12 25 0. 003 0.003
0. 05 1.70 101.70 13 25 0.003 0.003
0. 05 1.75 101.75 13 25 0.003
0.05 1.80 0.003
101. 80 14 25 0.003 0.003
0.05 1.85 101. 85 14 25 0. 003 0.003
0.05 1.90 101. 90 14 25 0. 003
0.003
0. 05 1. 95
101. 95 15 25 0.003 0.003
0.05 2.00 102. 00 15 25 0.003 0.003
0.05 2.05 102.05 15 25 0.003 0.003
0.06 2.10 102.10 16 25 0. 003 0.003
0.06 2.15 102.15 16 25 0.003
0.06 2.20 102.20 17 0.003
25 0.003 0.003
Purcell/Meijer Cabin
II
Infiltration System Staging Table
IIWater Outflow
Surface via Total
Staging Depth WS Elev Volume Area Infilt'n Outflow
Coef't (feet) (feet) (cu ft) (sq ft) (cfs) (cfs)
a D WS V A Q6 Qtot
I0.06 2.25 102.25 17 25 0. 003 0.003
0.06 2.30 102.30 17 25 0.003 0.003
0.06 2.35 102.35 18 25 0.003 0.003
I 0.06 2.40 102.40 18 25 0. 003 0. 003
0.06 2.45 102.45 18 25 0.003 0.003
0.07 2.50 102.50 19 25 0. 003 0.003
0.07 2.55 102.55 19 25 0.003 0.003
0.07 2. 60 102.60 19 25 0.003 0.003
0.07 2. 65 102.65 20 25 0.003 0.003
0. 07 2.70 102.70 20 25 0.003 0. 003
I 0.07 2.75 102.75 21 25 0.003 0.003
0.07 2. 80 102.80 21 25 0.003 0.003
0.07 2. 85 102.85 21 25 0.003 0.003
0.08 2.90 102.90 22 25 0.003 0.003
0.08 2.95 102. 95 22 25 0.003 0.003
0.08 3.00 103.00 22 25 0.003 0. 003
I 0.08 3. 05 103.05 23 25 0. 003 0.003
0.08 3. 10 103.10 23 25 0.003 0.003
:. 0.08 3. 15 103.15 24 25 0.003 0.003
0.08 3.20 103.20 24 25 0.003 0. 003
I 0.08 3.25 103.25 24 25 0.003 0.003
0.09 3.30 103.30 25 25 0.003 0.003
0.09 3.35 103.35 25 25 0.003 0.003
I 0.09 3.40 103.40 25 25 0.003 0.003
0.09 3.45 103.45 26 25 0.003 0.003
0.09 3.50 103.50 26 25 0.003 0.003
I 0. 09 3.55 103.55 27 25 0.003 0.003
0.09 3. 60 103. 60 27 25 0. 003 0.003
0.09 3. 65 103.65 27 25 0. 003 0. 003
0.10 3.70 103.70 28 25 0.003 0.003
I 0.10 3.75 103.75 28 25 0.003 0.003
0.10 3.80 103.80 28 25 0.003 0.003
0.10 3.85 103.85 29 25 0.003 0.003
I 0.10 3. 90 103. 90 29 25 0. 003 0.003
0.10 3.95 103.95 30 25 0. 003 0. 003
0.10 4.00 104.00 30 25 0.003 0. 003
1 0.10 4. 05 104. 05 30 25 0.003 0.003
0.11 4. 10 104.10 31 25 0. 003 0.003
0.11 4. 15 104.15 31 25 0.003 0.003
0. 11 4.20 104.20 31 25 0.003 0.003
0.11 4.25 104.25 32 25 0. 003 0.003
0. 11 4.30 104.30 32 25 0.003 0.003
0. 11 4.35 104.35 33 25 0.003 0. 003
0.11 4.40 104.40 33 25 0.003 0.003
0.11 4.45 104.45 33 25 0.003 0. 003
Purcell/Meijer Cabin
Infiltration System Staging Table
.
3
Water Outflow
Surface via Total
Staging Depth WS Elev Volume Area Infilt'n Outflow
Coef't (feet) (feet) (cu ft) (sq ft) (cfs) (cfs)
a D WS V A Q6 Qtot
0. 12 4.50 104.50 34 25 0.003 0. 003
0. 12 4.55 104.55 34 25 0.003 0. 003
0. 12 4.60 104. 60 34 25 0.003 0. 003
0.12 4.65 104. 65 35 25 0.003 0. 003
0.12 4.70 104.70 35 25 0.003 0. 003
0.12 4.75 104.75 36 25 0. 003 0. 003
0.12 4.80 104.80 36 25 0.003 0. 003
0.12 4. 85 104.85 36 25 0.003 0. 003
0.13 4.90 104.90 37 25 0.003 0. 003
0.13 4.95 104.95 37 25 0. 003 0. 003
0.13 5.00 105.00 37 25 0.003 0. 003
•
ll
'4,
-:
I
;1;
II li
F
s
t
Ii
1,1
Ir
PROJECT: Purcell/Meijer Cabin
25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow
via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (cfs)
'_ (feet) (cu ft) Coef't
t Qin Q6
Qtot D V
a
0.00 0.0000 0.000
0.17 0. 0011 0. 000 0.00 0
�'`''` 0. 001 0. 0 01 0. 01 0. 00
0.33 0.0011 0.001 0 0. 00
0.50 0.0011 0. 001 0.02 0
0.001 0. 001 0. 02 0. 00
0.67 0.0011 0.001 0. 001 0.02 0 0.00
0 0. 00
, 0.83 0.0011 0.001 7 + 1. 00 0.0011 0. 001 0.02 0 0.00
0.001 0. 001 0.02
1.17 0.0011 0. 001 0 0.00
0.001 0.02 0
v' 1.33 0.0011 0.001 0. 001 0.02 0. 00
,. 1.50 0.0011 0. 001 0.001 0.02 0 0.00
0 0.00
1. 67 0.0011 0.001 0. 001 0.02
1.83 0.0014 0. 001 0 0. 00
�� 2. 00 0. 0014 0.001 0.001 0.02 0 0. 00
0. 001 0. 02
2.17 0.0014 0.001 0. 001 0.02 0 0. 00
2.33 0.0014 0.001 0 0. 00
2.50 0.0014 0.001 0. 02 0
• 0.001 0.001 0.02 0.00
2.67 0.0014 0.001 0.001 0 0. 00
2.83 0.0017 0.002 0.02 0 0. 00
0.002 0.03 0
,, 3.00 0.0017 0.002 0.002 0.00
3.17 0.0017 0.03 0 0.00
0.002 0.002 0.03
3.33 0.0017 0.002 0 0. 00
3.50 0.0017 0.002 0.03 0
0.002 0.03
0.002 0.00
3.67 0.0017 0.002 0 0..00
3.83 0.0019 0.002 0.03 0
0.002 0. 0020. 00
4. 00 0.0019 0.03 0 0.00
0.002 0.002 0.03
4.17 0.0019 0.002 0.002 0.03 0 0. 00
s 4.33 0. 0019 0.002 0. 002 0.03 0 0.00
4.50 0.0019 0.002 0 0. 00
4 � 4. 67 0. 0019 0. 002 0.03 0
0.002 0. 002 0. 00
4.83 0. 0023 0.03 0 0.00
0.002 0. 002 0.04
' 5.00 0.0023 0.002 0 0. 00
5. 17 0.0023 0. 002 0. 04 0
0.002 0. 002 0. 00
5.33 0.0023 0.04 0 0. 00
:; 0.002 0.002 0. 04
a ' 5.50 0.0023 0.002 0 0.00
5. 67 0. 0023 0. 002 0.04 0
0.002 0. 002 0. 00
5.83 0. 0026 0. 04 0 0. 00
0.003 0. 003 0. 04
P:: 6.00 0.0026 0 0. 00
i 0.003 0.003 0.05
`_ 6. 17 0.0026 0.003 0. 003 0.05 0 0. 00
6.33 0.0026 0.003 0. 003 0.05 0 0. 00
0 0. 00
6.50 0.0026 0.003 0.003 0.05
6. 67 0.0026 0. 003 0. 003 0.05 0 0.00
{ 6. 83 0.0037 0.003 0.003 0.08 0 0. 001
7. 00 0.0037 0.003 0.003 0.14 1 0. 01
1 0.01
7.17 0.0037 0.003 0. 003 0.21
7.33 0.0050 0.003 0.003 0.32 2 0.01
2 0.02
PROJECT: Purcell/Meijer Cabin
25 YEAR, 24 HOUR FLOOD ROUTING (B)
i- Outflow
via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't
t Qin Q6 Qtot D V a
7.50 0.0050 0. 003 0. 003 0. 49 4 0.02
7. 67 0. 0095 0.003 0. 003 0.83 6 0.04
7. 83 0. 0150 0.003 0. 003 1.58 12 0.06
8.00 0.0075 0.003 0. 003 2.24 17 0.07
` 8.17 0.0050 0.003 0. 003 2.49 19 0.07
8.33 0.0037 0.003 0.003 2.60 20 0.07
8.50 0.0037 0.003 0.003 2.65 20 0.07
8.67 0.0037 0.003 0. 003 2.71 20 0.07
8.83 0.0024 0.003 0.003 2.71 20 0.07
9.00 0.0024 0.003 0.003 2. 66 20 0.07
9.17 0.0024 0.003 0.003 2. 61 20 0.07
9.33 0. 0024 0. 003 0.003 2.57 19 0.07
Oikt 9.50 0.0024 0.003 0.003 2.52 19 0.06
9. 67 0.0024 0.003 0.003 2.47 19 0.06
9.83 0.0024 0.003 0.003 2.42 18 0.06
10.00 0.0024 • 0.003 0.003 2.38 18 0.06
_ 10.17 0.0024 0.003 0.003 2.33 17 0.06
4t 10.33 0.0024 0.003 0.003. 2.28 17 0.06
4 10.50 0. 0024 0.003 0.003 2.24 17 0.06
;
10.67 0. 0024 0.003 0.003 2.19 16 0.06
10.83 0.0020 0.003 0.003 2. 13 16 0.05
5 11.00 0. 0020 0. 003 0.003 2.05 15 0.05
11.17 0.0020 0.003 0.003 1. 96 15 0.05
11.33 0.0020 0.003 0.003 1.88 14 0.05
11.50 0.0020 0. 003 0.003 1. 80 14 0.05
11.67 0.0020 0.003 0.003 1.72 13 . 0.04
11.83 0.0020 0.003 0.003 1. 64 12 0.04
4, 12. 00 0. 0020 0.003 0.003 1.57 12 0.04
z; 12.17 0. 0020 0.003 0.003 1.49 11 0.04
12.33 0.0020 0. 003 0.003 1.41 11 0.04
µ:; 12.50 0.0020 0.003 0. 003 1.33 10 0.03
12. 67 0.0020 0.003 0.003 1.25 9 0.03
12. 83 0.0016 0.003 0. 003 1.16 9 0. 03
t; 13. 00 0.0016 0.003 0. 003 1.05 8 0.03
i.
17 13.17 0.0016 0.003 0.003 0. 94 7 0. 02
13.33 0.0016 0.003 0. 003 0. 83 6 0.02
13.50 0.0016 0.003 0. 003 0.72 5 0.02
13.67 0. 0016 0.003 0. 003 0. 62 5 0.02
13. 83 0. 0016 0.003 0. 003 0. 51 4 0.01
14.00 0. 0016 0.003 0.003 0.40 3 0.01
, 14.17 0. 0016 0.003 0.003 0.30 2 0.01
14.33 0.0016 0.003 0.003 0. 19 1 0.01
14.50 0.0016 0.003 0.003 0.08 1 0.00
14.67 0.0016 0.002 0.002 0.03 0 0.00
14.83 0.0014 0.001 0.001 0.02 0 0.00
•
rI
PROJECT: Purc
ell/Meijer Cabin
�. 25 YEAR, 24 HOUR FLOOD ROUTING (B)
1
x - Outflow
via Total
fa
Time Inflow Infilt'n Outflow Depth Volume Staging
A (hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't
T .
Qin Q6 Qtot D V
a
15. 00 0.0014 0.001 0.001 0. 02
15.17 0.0014 0. 001 0.001 0.02 0 0. 00
0 0. 00
15.33 0.0014 0. 001
15.50 0.0014 0.001 0.001 0.02 0 0. 00
0.001 0.02 0 0. 00
15. 67 0.0014 0.001
PY- 15.83 0.0014 0. 001 0.02 0 0. 00
0.001 0. 001 0.02 0
16. 00 0. 0014 0.001 0. 001 0. 02 0. 00
i' 16.17 0.0014 0.001 0 0. 00
16.33 0.0014 0.001 0. 001 0. 02 0 0. 00
0. 001 0. 02 0 0. 00
16.50 0.0014 0.001
0. 001 0.02 0 0.00
16. 67 0. 0014 0. 001
0. 001 0.02 0 0.00
16.83 0. 0012 0. 001
0. 001 0.02 0 0.00
17.00 0. 0011 0.001
0. 001 0.02 0
17. 17 0. 0011 0.001 0.001 0.02 0. 00
17.33 0. 0011 0.001 0. 001 0.02 0 0. 00
0 0. 00
17.50 0.0011 ' 0.001
0. 001 0. 02 0 0.00
17. 67 0.0011 0.001 0. 001 0.02
17.83 0.0011 0. 001 0.001 0.02 0 0. 00
0 0. 00
18. 00 0.0011 0.001
18.17 0.0011 0.001 0. 001 0:02 0 0.00
0. 001 0.02 0 0.00
18.33 0.0011 0.001 0. 001 0.02
18.50 0.0011 0.001 0. 001 0.02 0 0. 00
0 0. 00
18. 67 0.0011 0.001 0. 001 0. 02
0 0.00
18.83 0.0011 0.001
19.00 0.0011 0.001 0. 001 0.02.02 0 0. 00
0 0.00
19. 17 0.0011 0.001 0. 001 0.02
0 0. 00
19.33 0.0011 0.001 0. 001 0.02
0 0. 00
19.50 0.0011 0.001
19.67 0.0011 0.001 0. 001 0.02 0 0. 00
0.001 0.02 0 0. 00
19. 83 0.0011 0. 001
0. 001 0. 02 0 0. 00
20. 00 0.0011 0.001
20.17 0.0011 0. 001 0. 02 0 0. 00
0.001 0. 001 0.02 0
20.33 0. 0011 0. 001 0. 001 0.02 0.00
20.50 0. 0011 0.001 0 0. 00
20. 67 0.0011 0.001 0.02 0 0.00
0.001 0. 001 0. 02 0
20.83 0.0011 0. 001 0. 001 0. 02 0. 00
21.00 0.0011 0. 001 0 0. 00
21.17 0.0011 0. 001 0. 001 0. 02 0 0. 00
0. 001 0.02 0 0. 00
21.33 0. 0011 0.001
21.50 0.0011 0. 001 0. 001 0. 02.02 0 0. 00
0 0. 00
21.67 0. 0011 0.001
21. 83 0.0011 0. 001 0. 001 0. 02 0. 001 0.02 0 0. 00
22.00 0.0011 0. 001 0. 001 0. 02 0 0. 00
0 0. 00
22.17 0.0011 0.001
22.33 0.0011 0. 001 0.001 0.02. 02 0 0. 00
0 0.00
PROJECT: Purcell/Meijer Cabin
25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow
via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't
t Qin Q6 Qtot D V a
22.50 0. 0011 0.001 0.001 0.02 0 0.00
22.67 0.0011 0.001 0.001 0.02 0 0.00
22.83 0.0011 0.001 0.001 0.02 0 0.00
23.00 0.0011 0.001 0.001 0.02 0 0.00
23.17 0.0011 0.001 0.001 0.02 0 0.00
23.33 0.0011 0.001 0.001 0.02 0 0.00
23.50 0.0011 0.001 0.001 0.02 0 0.00
23.67 0.0011 0.001 0.001 0.02 0 0.00
23.83 0.0011 0.001 0.001 0.02 0 0.00
24.00 0.0011 0.001 0.001 0.02 0 0.00
24.17 0.0000 0.000 0.000 0.01 0 0.00
24.33 0.0000 0.000 0.000 0.00 0 0.00
24.50 0.0000 0.000 0.000 0.00 0 0.00
24.67 0.0000 0.000 0.000 0.00 0 0.00
24.83 0.0000 0.000 0.000 0.00 0 0.00
25.00 0.0000 ' 0.000 0.000 0.00 0 0.00