Hydraulic Drainage ReportWillow Glen III
Final Hydraulic Report ~~,,
January 2006 ~q~~ ~~~~
X1006 ~?
Prepared For:
Yelm Property Development LLC
Attn: Dennis Balascio
16422 Middle Rd. SE
Yelm, WA 98597
Prepared by:
Skillings-Connolly, Inc.
5016 Lacey Boulevard SE
Lacey, Washington 98503
(360) 491-3399
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TABLE OF CONTENTS
SECTION
PAGE
1. Introduction .............................................................................................. i
2. Existing Conditions ..................................................................................1
3. Infiltration Rates /Soils Report ................................................................1
4. Wells and Septic Systems .......................................................................1
5. Fuel Tanks ...............................................................................................1
6. Sub-Basin Description .............................................................................1
7. Analysis of 100-Yr Flood ......................................................................... 2
8. Aesthetic Considerations for Facilities ..................................................... 2
9. Facility Sizing ...........................................................................................2
10.Covenants, Dedications, Easements .......................................................5
11. Property Owner's Articles of Incorporation ............................................ 5
12. Erosion Control ..................................................................................... 5
APPENDICES
A. Project Maps
Vicinity Map
USGS Regional Topography
100-Yr Flood Map (FEMA)
Site Plan
Basin Map
Treatment Areas Map
B. Calculations & Computer Analysis
Stormwater Treatment Calculations
Stormwater Storage Calculations
Waterworks Computer Modeling
Facility Cross Sections
C. Supporting Documentation
Soils Data
Soils Map
Soil Log Map
D. Maintenance Schedule
SKILLINGS-CONNOLLY, INC. I Willow Glenn 111
Consulting Engineers Storm Drainage Analysis & Report
SECTION 1 INTRODUCTION
The proposed plat of Willow Glenn, Phase IV subdivision, is a 55 lot residential development
located between Greenleaf Road and Grove Road in the City of Yelm. The land is currently
pasture with no trees. The project includes the addition of 55 residential lots for single-family
homes, new roadways and sidewalks, sewer, water services and stormwater facilities to treat
and dispose of the project's stormwater. The proposed roadway features and utilities will be
extended from both Greenleaf Road and Grove Road to the development.
The project is located in Sections 20, Township 17 North, Range 2 East, W.M. The Thurston
County's tax parcel number associated with the project is 64303500200.
The increased stormwater runoff resulting from the addition of 5.9 acres of impervious area will
be treated and retained in accordance with the Washington State Department of Ecology's
stormwater Management Manual for the Puget Sound Basin (The Technical Manual) 1992.
The stormwater will be treated by filter strips and bioswales. After treatment, the stormwater
will be infiltrated back into the ground water.
SECTION 2 EXISTING CONDITIONS
The existing plat site is approximately 10.00 acres currently covered with grass and primarily
slopes toward the west. There are no existing structures on the property.
SECTION 3 INFILTRATION RATE /SOILS REPORT
Site soils are identified by the Soil Conservation Service Soil Survey of Thurston County,
Washington as a Spanaway gravelly sandy loam, a Type `B' soil. This soil is characterized as
very deep, somewhat excessively drained and formed on terraces.
Soil test holes were dug in the vicinity of the proposed infiltration basins of the project, and
observations confirm that the soil types match the SCS soil description. A soil log map showing
the location of the test holes is attached in Appendix C. Based on observations of the soil
texture in these test holes, the sandy soil will have a subsurface percolation rate in excess of
120in / hr. A design rate of 10 inches per hour is used.
SECTION 4 WELL AND SEPTIC SYSTEM
Each lot will be served by City of Yelm STEP collection system. The holding tank will be
maintained by the city and pumped on a regular basis. Domestic water will be provided by the
City of Yelm's water distribution system.
SECTION 5 FUEL TANKS
There are no known underground storage tanks in the immediate area.
SECTION 6 SUB-BASIN DESCRIPTION
Local topography and the surrounding roadways preclude any off-site contributions. The
proposed site has been divided into three sub-basin areas. All three basins will treat and retain
the water in separate stormwater facilities which will infiltrate 100% of the 100yr storm. Drywells
SK/LLINGS-CONNOLLY, INC. 1 Willow Glenn Ill
Consulting Engineers Storm Drainage Analysis & Report
will also be used to infiltrate roof runoff from the proposed homes. Sub-basin `B' has also been
divide into smaller treatment areas which will treat the with stormwater with filter strips or bio-
swales depending on their discharge location and constructability. Please see Appendix `A' for a
Basin Map and Treatment Areas Map.
SECTION 7 ANALYSIS OF THE 100-YR FLOOD
Federal Emergency Management Agency Mapping does not indicate flooding in the immediate
area. Please see the exhibit in Appendix A.
SECTION 8 AESTHETIC CONSIDERATIONS FOR FACILITIES
The basins will be grassed and feature gentle side slopes to blend into the surrounding
landscaping.
SECTION 9 FACILITY SIZING AND DOWNSTREAM ANALYSIS
The basins were sized and analyzed using Waterworks software and the Santa Barbara Unit
Hydrograph method the a 100-yr, 24-hr SBUH Thurston County storm event. As previously
described, conservative infiltration rates were used for the design calculations.
TREATMENT
Each infiltration basin has been designed per the Washington State Department of Ecology's
stormwater Management Manual for the Puget Sound Basin (The Technical Manual) 1992 for
treatment of the stormwater prior to infiltration. Treatment areas A, B1, 64 and C will use filter
strips to treat the stormwater water, while treatment areas B2 and 63 will utilized bioswales. All
the treatment facilities were designed per Appendix AIII-6.1 of the manual. Both the filter strips
and bioswales, will have slopes between 1-4% and will be lined with a PVC liner to prevent
premature infiltration. Please see Appendix `B' for the treatment facilities sizing calculations.
STORMWATER BASIN
After the stormwater is treated it will flow by gravity to the storage basin where it will infiltrate
back into the groundwater. The basins were sized to infiltrate 100% of the 100 year storm
event. The proposed storage basins have underground rock galleries to provide additional
storage and greater infiltration surface. .
Runoff from the proposed home's roofs will be collected and infiltrated in drywells and will not
be included in the calculations of the proposed infiltration basins.
Basin `A'
Basin A's Infiltration basin was sized to retain stormwater from 1.19 acres of impervious area
and 1.39 acres of landscaped area. See Appendix `A' for a Basin Map
A 3.0' deep rock gallery with a surface area of 3,314sf will be constructed underneath the open
basin. The gallery will be filled with 1 ~h - 2" washed drain rock and was assumed to have a
void ratio of 0.33. Accordingly the gallery will have a total storage volume of 3,280cf (3314sf x
3.0' x 0.33). The gallery will be lined with filter fabric to prevent sediment from entering the
facility.
SKILLINGS-CONNOLLY, INC. 2 Willow Glenn 111
Consulting Engineers Storm Drainage Analysis & Report
The open basin will be 3' deep with a bottom area of 1175sf and a top area of 3,314sf giving it
a total volume of 6,733cf ( =3(1175+3314)/2 ). The basin will have side slopes varying from
6:1 to 4:1 to create an aesthetically pleasing drainage facility. At the bottom of the open basin
Type 1 catch basins connect by 12" perforated pipe will collect and distribute the stormwater
from the open basin to the rock gallery.
Event Water Works
Max Stored Volume Design Volume
100 r Storm 3,505 cf 10,013 cf
Maximum water surface elevations in the drainage facility for the 6 month and 100yr storms
were also calculated using the Water Works program. The maximum water surface elevation
of the 6 month storm is required to be below the lowest filter strip elevation to ensure proper
treatment of the stormwater. The 100yr storm event is required to have a maximum water
surface elevation so as to allow a minimum of 1.0' of freeboard in the drainage facility. The
table below summarizes the maximum allowed and actual water surface elevations.
6 Month Event:
Bottom of Filter Strip
Max W.S. Elev:
Difference:
100yr Event:
338.80 Top of Facility: 342.80
334.90 Max W.S. Elev: 340.34
3.9' Freeboard: 1.46'
Basin `B'
Basin B's Infiltration basin was sized to retain stormwater from 2.06 acres of impervious area
and 2.65 acres of landscaped area. See Appendix `A' for a Basin Map
The facility will consist of a 3.0' deep rock gallery with an open basin above of it. The facility will
be located on either side of Fir Ct. interconnected by a 12" stormwater pipe. The rock gallery
will have a surface area of 6,889sf and will be filled with 1 'h - 2" washed drain rock.
Accordingly the gallery will have a total storage volume of 6,820cf (6,889sf x 3.0' x 0.33). The
gallery will be lined with filter fabric to prevent sediment from entering the facility.
The open basin will be 2' deep with a total volume of 9,658cf. The basin will have side slopes
varying from 6:1 to 4:1 to create an aesthetically pleasing drainage facility. At the bottom of the
open basin Type 1 catch basins connect by 12" perforated pipe will collect and distribute the
stormwater from the open basin to the rock gallery.
Event Water Works
Max Stored Volume Design Volume
100 r Storm 10,939 cf 16,478 cf
SKILLINGS-CONNOLLY, INC. 3 Willow Glenn Ill
Consulting Engineers Storm Drainage Analysis & Report
Maximum water surface elevations in the drainage facility for the 6 month and 100yr storms
were also calculated using the Water Works program. The maximum water surface elevation
of the 6 month storm is required to be below the lowest filter strip elevation to ensure proper
treatment of the stormwater. The 100yr storm event is required to have a maximum water
surface elevation so as to allow a minimum of 1.0' of freeboard in the drainage facility. The
table below summarizes the maximum allowed and actual water surface elevations.
6 Month Event: 100yr Event:
Bottom of Filter Strip 339.97 Top of Facility: 342.42
Max W.S. Elev: 336.10 Max W.S. Elev: 341.08
Difference: 3.87' Freeboard: 1.34'
Basin `C'
Basin C's Infiltration basin was sized to retain stormwater from 0.25 acres of impervious area.
See Appendix `A' for a Basin Map
The facility will be a 3.0' deep rock gallery with. The gallery will have a surface area of 700sf
and will be filled with 1 ~/z - 2" washed drain rock. Accordingly the gallery will have a total
storage volume of 693cf (700sf x 3.0' x 0.33). The gallery will be lined with filter fabric to
prevent sediment from entering the facility.
Event Water Works
Max Stored Volume Design Volume
100 r Storm 434 cf 693 cf
Maximum water surface elevations in the drainage facility for the 6 month and 100yr storms
were also calculated using the Water Works program. The maximum water surface elevation
of the 6 month storm is required to be below the lowest filter strip elevation to ensure proper
treatment of the stormwater. The 100yr storm event is required to have a maximum water
surface elevation so as to allow a minimum of 1.0' of freeboard in the drainage facility. The
table below summarizes the maximum allowed and actual water surface elevations.
6 Month Event: 100yr Event:
Bottom of Filter Strip -: 344.77 Top of Facility: 346.00
Max W.S. Elev: 340.80 Max W.S. Elev: 342.58
Difference: 3.97' Freeboard: 3.52'
SKILLINGS-CONNOLLY, INC. 4 Willow Glenn 111
Consulting Engineers Storm Drainage Analysis & Report
SECTION 10 COVENANTS, DEDICATIONS, EASEMENTS
TO BE INCLUDED IN THE FINAL PLAT DOCUMENTATION
SECTION 11 PROPERTY OWNERS ARTICLES OF INCORPORATION
TO BE INCLUDED IN THE FINAL PLAT DOCUMENTATION
SECTION 12 EROSION CONTROL
Erosion control features and a construction sequence shall be included on the construction
plans. If properly administered, the erosion control features will prevent sedimentation
migration from the site. The site is flat, possesses extremely porous soils and will remain
protected along the perimeters during grading activities. Construction entrances will also be
included as part of the Temporary Erosion and Sedimentation Control Plan.
SKILLINGS-CONNOLLY, INC. 5 Willow Glenn 111
Consulting Engineers Storm Drainage Analysis & Report
APPENDIX A
Project Maps
Vicinity Map
USGS Regional Topography
100-Year Flood Map (FEMA)
Site Plan
Basin Map
Treatment Areas Map
SK1LLlNGS-CONNOLLY, INC. Willow Glenn Phase 111 Subdivision
Consulting Engineers Storm Drainage Analysis & Report
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APPENDIX B
Calculations & Computer Modeling
Stormwater Treatment Calculations
Stormwater Storage Calculations
Waterworks Computer Modeling
Stormwater Facility Cross Sections
SKILLINGS-CONNOLLY, INC. Willow Glenn Phase 111 Subdivision
Consulting Engineers Storm Drainage Analysis & Report
S K I L L I N G S Project Name: ~~ ~ ~ ~~r ~ ~ ~ ~ ~ ~~ --~
Project No.: D ~ ~° ~
C O N N O L LY Dater s1'a~-~ By: 6~-T
Lacey, Washington 360-491-3399 Sheet: ~ .e',E`/~Ti~~"it~',T S~~rY a Page of
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1/6/06 10:57:13 am Skillings Connolly, Inc page 1
WILLOW GLENN III
05011
-------------- BASIN SUMMARY
BASIN ID: A-100YR NAME: BASIN A 100-YEAR EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 2.58 Acres BASEFLOWS: 0.00 Cfs
RAINFALL TYPE....: THUR100Y PERV IMP
PRECIPITATION....: 6.15 inches AREA..: 1.39 Acres 1.19 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 15.00 min 15.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 3.18 cfs VOL: 1.03 Ac-ft TIME: 490 min
BASIN ID: A-6M0 NAME: BASIN A 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 2.58 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR6M0 PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 1.39 Acres 1.19 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.39 cfs VOL: 0.13 Ac-ft TIME: 450 min
BASIN ID: B-100YR NAME: BASIN B 100-YEAR EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 4.71 Acres BASEFLOWS: 0.00 Cfs
RAINFALL TYPE....: THUR100Y PERV IMP
PRECIPITATION....: 6.15 inches AREA..: 2.65 Acres 2.06 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 6.58 cfs VOL: 1.87 Ac-ft TIME: 480 min
BASIN ID: B-6M0 NAME: BASIN B 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 3.65 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR6M0 PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 1.59 Acres 2.06 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.67 cfs VOL: 0.21 Ac-ft TIME: 450 min
1/6/06 10:57:13 am Skillings Connolly, Inc page 2
WILLOW GLENN III
05011
------------- BASIN SUMMARY
BASIN ID: Bl-6M0 NAME: BASIN B1 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 1.29 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR6M0 PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 0.85 Acres 0.44 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.14 cfs VOL: 0.05 Ac-ft TIME : 450 min
BASIN ID: B2-6M0 NAME: BASIN B2 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA .......: 0.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR6M0 PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 0.50 Acres 0.30 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEA#~ RATE: 0.10 cfs VOL: 0.03 Ac-ft TIME: 450 min
BASIN ID: B3-6M0 NAME: BASIN B3 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 1.18 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: TYPElA PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 0.58 Acres 0.60 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC..... 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.14 cfs VOL: 0.06 Ac-ft TIME: 480 min
BASIN ID: B4-6M0 NAME: BASIN B4 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 1.60 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THURl00Y PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 0.90 Acres 0.70 Acres
TIME INTERVAL....: - 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.23 cfs VOL: 0.08 Ac-ft TIME: 480 min
1/6/06 10:57:13 am Skillings Connolly, Inc page 3
WILLOW GLENN III
05011
BASIN SUMMARY
BASIN ID: C-100YR NAME: BASIN C 100-YEAR EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 0.25 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THURl00Y PERV IMP
PRECIPITATION....: 6.15 inches AREA..: 0.00 Acres 0.25 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.45 cfs VOL: 0.12 Ac-ft TIME : 480 min
BASIN ID: C-6M0 NAME: BASIN C 6-MONTH EV ENT
SBUH METHODOLOGY
TOTAL AREA.......: 0.25 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR6M0 PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 0.00 Acres 0.25 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.08 cfs VOL: 0.02 Ac-ft TIME: 450 min
1/6/06 10:57:13 am Skillings Connolly, Inc page 4
WILLOW GLENN III
0501
---~--
DETAIL BASIN SUMMARY
BASIN ID: A-100YR NAME: BASIN A 100-YEAR EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 2.58 Acres BP,SEFLOWS: 0.00 cfs
RAINFALL TYPE....: THURl00Y PERV IMP
PRECIPITATION....: 6.15 inches AREA..: 1.39 Acres 1.19 Acres
TIME-INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 15.00 min 15.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 3.18 cfs VOL: 1.03 AC-ft TIME: 490 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) {min) {cfs) (min) (cfs) (min) (cfs) (min) (cfs)
10 310 0.3139 610 0.9653 910 0.5686 1210 0.3695 1510
20 320 0.3369 620 1.0042 920 0.5578 1220 0.3697 1520
30 0.0002 330 0.3648 630 1.0353 930 0.5526 1230 0.3698 1530
40 0.0033 340 0.4008 640 0.9566 940 0.5388 1240 0.3700 1540
50 0.0107 350 0.4357 650 0.8174 950 0.5149 1250 0.3701 1550
60 0.0200 360 0.4592 660 0.7465 960 0.4916 1260 0.3703 1560
70 0.0293 370 0.4826 670 0.7030 970 0.4744 1270 0.3704 1570
80 0.0376 360 0.5064 680 0.6692 980 0.4659 1280 0.3706 1580
90 0.0454 390 0.5237 690 0.6529 990 0.4619 1290 0.3707 1590
100 0.0545 400 0.5764 700 0.6453 1000 0.4448 1300 0.3708 1600
110 0.0661 410 0.6479 710 0.6420 1010 0.4213 1310 0.3710 1610
120 0.0781 420 0.6912 720 0.6409 1020 0.4096 1320 0.3711 1620
130 0.0887 430 0.7018 730 0.6409 1030 0.3960 1330 0.3713 1630
140 0.0965 440 0.6951 740 0.6414 1040 0.3814 1340 0.3668 1640
150 0.1026 450 0.6968 750 0.6421 1050 0.3742 1350 0.3554 1650
160 0.1160 460 0.9928 760 0.6204 1060 0.3707 1360 0.3452 1660
170 0.1333 470 1.8392 770 0.5875 1070 0.3690 1370 0.3401 1670
180 0.1441 480 3.1158 780 0.5714 1080 0.3683 1380 0.3376 1680
190 0.1514 490 3.1784 790 0.5523 1090 0.3680 1390 0.3271 1690
200 0.1566 500 2.1382 800 0.5364 1100 0.3679 1400 0.3127 1700
210 0.1606 510 1.5202 810 0.5448 1110 0.3680 1410 0.3055 1710
220 0.1683 520 1.2406 820 0.5572 1120 0.3681 1420 0.3020 1720
230 0.1813 530 1.1489 830 0.5715 1130 0.3682 1430 0.3003 1730
240 0.1960 540 1.0410 840 0.5898 1140 0.3684 1440 0.2995 1740
250 0.2124 550 0.9556 850 0.6046 1150 0.3686 1450 1750
260 0.2279 560 0.9559 860 0.6124 1160 0.3687 1460 1760
270 0.2405 570 1.0429 870 0.6167 1170 0.3689 1470 1770
280 0.2591 580 1.1544 880 0.6060 1180 0.3690 1480 1780
290 0.2809 590 1.1660 890 0.5877 1190 0.3692 1490 1790
300 0.2969 600 1.0337 900 0.5788 1200 0.3694 1500 1800
1/6/06 10:57:13 am Skillings Connolly, Inc page 5
WILLOW GLENN III
05051
DETAIL BASIN SUMMARY
BASIN ID: A-6M0 NAME: BASIN A 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 2.58 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR6M0 PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 1.39 Acres 1.19 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.39 cfs VOL: 0.13 Ac-ft TIME: 450 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfa) (min) (cfa) (min) (cfs) (min) (cfs) {mia) (cfs) (min) (cfs)
10 310 0.0218 610 0.1188 910 0.0710 1210 0.0482 1510
ZO 320 0.0233 620 0.1102 920 0.0690 1220 0.0483 1520
30 330 0.0247 630 0.1113 930 0.0685 1230 0.0484 1530
40 340 0.0290 640 0.1043 940 0.0684 1240 0.0485 1540
50 350 0.0346 650 0.0929 950 0.0686 1250 0.0486 1550
60 360 0.0377 660 0.0696 960 0.0688 1260 0.0486 1560
70 370 0.0399 670 0.0889 970 0.0689 1270 0.0467 1570
60 380 0.0480 680 0.0891 980 0.0692 1280 0.0488 1580
90 390 0.0654 690 0.0896 990 0.0694 1290 0.0489 1590
100 400 0.0661 700 0.0868 1000 0.0657 1300 0.0489 1600
110 410 0.0662 710 0.0829 1010 0.0607 1310 0.0490 1610
120 420 0.0926 720 0.0819 1020 0.0591 1320 0.0491 1620
130 430 0.1368 730 0.0819 1030 0.0548 1330 0.0492 1630
140 440 0.2314 740 0.0622 1040 0.0495 1340 0.0492 1640
150 450 0.3855 750 0.0827 1050 0.0478 1350 0.0493 1650
160 460 0.3301 760 0.0901 1060 0.0473 1360 0.0494 1660
170 470 0.1554 770 0.1000 1070 0.0472 1370 0.0495 1670
180 480 0.1279 780 0.1037 1080 0.0472 1380 0.0495 1680
190 490 0.1346 790 0.1054 1090 0.0473 1390 0.0496 1690
200 0.0004 500 0.1314 800 0.1065 1100 0.0473 1400 0.0497 1700
210 0.0014 510 0.1186 810 0.1073 1110 0.0474 1410 0.0498 1710
220 0.0031 520 O.1D94- 820 0.1080 1120 0.0475 1420 0.0498 1720
230 0.0051 530 0.1160 630 0.1068 1130 0.0476 1430 0.0499 1730
240 0.0070 540 0.1366 840 0.1032 1140 0.0477 1440 0.0500 1740
250 0.0089 550 0.1426 850 0.0968 1150 0.0477 1450 1750
260 0.0110 560 0.1290 860 0.0913 1160 0.0478 1460 1760
270 0.0137 570 0.1139 870 0.0897 1170 0.0479 1470 1770
280 0.0163 580 0.0977 880 0.0895 1180 0.0480 1480 1780
290 0.0184 590 0.0961 890 0.0859 1190 0.0481 1490 1790
300 0.0202 600 0.1147 900 0.0774 1200 0.0482 1500 1800
1/6/06 10:57:13 am Skillings Connolly, Inc page 6
WILLOW GLENN III
05011
------------------ --- DETAIL BASIN SUMMARY
BASIN ID: B-100YR NAME: BASIN B 100-YEAR EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 4.71 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR100Y PERV IMP
PRECIPITATION....: 6.15 inches AREA..: 2.65 Acres 2.06 Acres
TIME INTERVAL:....: 10.00 min CN....: 80.00 98.00
TC..... 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 6.58 cfs VOL: 1.87 Ac-ft TIME: 480 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfa) (min) (cfs)
10 310 0.5671 610 1.6875 910 1.0251 1210 0.6729 1510
20 320 0.6123 620 1.8248 920 1.0050 1220 0.6732 1520
30 0.0004 330 0.6667 630 1.8991 930 0.9989 1230 0.6735 1530
40 0.0075 340 0.7379 640 1.6957 940 0.9697 1240 0.6737 1540
50 0.0234 350 0.8025 650 1.3863 950 0.9188 1250 0.6740 1550
60 0.0416 360 0.8393 660 1.2850 960 0.8744 1260 0.6743 1560
70 0.0584 370 0.8804 670 1.2247 970 0.8460 1270 0.6746 1570
80 0.0730 380 0.9229 680 1.1778 980 0.6369 1260 0.6749 1560
90 0.0854 390 0.9511 690 1.1636 990 0.8343 1290 0.6751 1590
100 0.1020 400 1.0662 700 1.1603 1000 0.7971 1300 0.6754 1600
110 0.1236 410 1.2132 710 1.1605 1010 0.7483 1310 0.6756 1610
120 0.1452 420 1.2811 720 1.1620 1020 0.7322 1320 0.6759 1620
130 0.1629 430 1.2784 730 1.1638 1030 0.7060 1330 0.6762 1630
140 0.1747 440 1.2496 740 1.1656 1040 0.6810 1340 0.6653 1640
150 0.1837 450 1.2528 750 1.1675 1050 0.6723 1350 0.6394 1650
160 0.2106 460 1.9626 760 1.1147 1060 0.6696 1360 0.6197 1660
170 0.2439 470 3.8792 770 1.0436 1070 0.6689 1370 0.6132 1670
180 0.2602 480 6.5796 7H0 1.0208 1060 0.6689 1380 0.6112 1680
190 0.2699 490 6.0989 790 0.9867 1090 0.6692 1390 0.5882 1690
200 0.2767 500 3.3577 800 0.9645 1100 0.6695 1400 0.5582 1700
210 0.2822 510 2.2083 810 0.9896 1110 0.6698 1410 0.5483 1710
220 0.2971 520 1.&964. 820 1.0205 1120 0.6701 1420 0.5452 1720
230 0.3232 530 1.9069 830 1.0504 1130 0.6704 1430 0.5442 1730
240 0.3510 540 1.7636 640 1.0873 1140 0.6707 1440 0.5440 1740
250 0.3814 550 1.6394 850 1.1135 1150 0.6710 1450 1750
260 9.4092 560 1.7022 860 1.1232 1160 0.6714 1460 1760
270 0.4306 570 1.9333 870 1.1273 1170 0.6717 1470 1770
280 0.4672 580 2.1754 880 1.0976 1180 0.6720 1480 1780
290 0.5095 590 2.1495 890 1.0564 1190 0.6723 1490 1790
300 0.5363 600 1.8070 900 1.0433 1200 0.6726 1500 1800
1/6/06 10:57:13 am Skillings Connolly, Inc page 7
WILLOW GLENN III
050X1
DETAIL BASIN SUMMARY
BASIN ID: B-6M0 NAME : BASIN B 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA. .... ..: 3.65 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE.. ..: THUR6 M0 P ERV IMP
PRECI PITATION.. ..: 1.28 inches AREA..: 1 .59 A cres 2.06 Acres
TIME INTERVAL.. ..: 10. 00 min CN....: 80 .00 98.00
TC....: 10 .00 m in 10.00 min
ABSTRACTION COE FF: 0.20
PEAK RATE: 0. 67 cf s VOL: 0. 21 Ac-ft TIME: 45 0 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfa) (min) (cfa)
10 310 0.0377 610 0.1964 910 0.1117 1210. 0.0747 1510
20 320 0.0403 620 0.1616 920 0.1085 1220 0.0748 1520
30 330 0.0427 630 0.1828 930 0.1076 1230 0.0749 1530
40 340 0.0503 640 0.1710 940 0.1075 1240 0.0750 1540
50 350 0.0600 650 0.1520 950 0.1076 1250 0.0751 1550
60 360 0.0653 660 0.1462 960 0.1078 1260 0.0752 1560
70 370 0.0690 670 0.1446 970 0.1080 1270 0.0753 1570
80 380 0.0832 660 0.1449 980 0.1063 1280 0.0754 1560
90 390 0.1132 690 0.1454 990 0.1085 1290 0.0755 1590
100 400 0.1144 700 0.1407 1000 0.1027 1300 0.0755 1600
110 410 0.1145 710 0.1341 1010 0.0948 1310 0.0756 1610
120 420 0.1603 720 0.1323 1020 0.0923 1320 0.0757 1620
130 430 0.2369 730 0.1321 1030 0.0855 1330 0.0758 1630
140 440 0.4006 740 0.1324 1040 0.0772 1340 0.0759 1640
150 450 0.6674 750 0.1329 1050 0.0745 1350 0.0760 1650
160 460 0.5714 760 0.1446 1060 0.0737 1360 0.0761 1660
170 470 0.2691 770 0.1602 1070 0.0735 1370 0.0762 1670
180 480 0.2215 780 0.1660 1060 0.0735 1380 0.0763 1680
190 490 0.2329 790 0.1685 1090 0.0736 1390 0.0763 1690
200 0.0007 500 0.2272 600 0.1696 1100 0.0736 1400 0.0764 1700
210 0.0024 510 0.2047 810 0.1709 1110 0.0737 1410 0.0765 1710
220 0.0053 520 0.1878 - 820 0.1717 1120 0.0738 1420 0.0766 1720
230 0.0066 530 0.1980 830 0.1696 1130 0.0739 1430 0.0767 1730
240 0.0122 540 0.2319 840 0.1636 1140 0.0740 1440 0.0768 1740
250 0.0153 550 0.2409 850 0.1534 1150 0.0741 1450 1750
260 0.0190 560 0.2169 660 0.1444 1160 0.0742 1460 1760
270 0.0237 570 0.1907 870 0.1416 1170 0.0743 1470 1770
280 0.0282 580 0.1631 880 0.1412 1180 0.0744 1480 1780
290 0.0318 590 0.1599 890 0.1355 1190 0.0745 1490 1790
300 0.0349 600 0.1902 900 0.1220 1200 0.0746 1500 1600
1/6/06 10:57:13 am Skillings Connolly, Inc page 8
WILLOW GLENN III
05011
______________________________________________ ____________ ___________
DETAIL BASIN SUMMARY
BASIN ID: Bl-6M0 NAME: BASIN B1 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 1.29 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR6M0 PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 0.85 Acres 0.44 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.14 cfs VOL: 0.05 Ac-ft TIME: 450 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) (min) (cfe) (min) (cfs) (min) (cfs) (min) (cfs)
10 310 0.0081 610 0.0478 910 0.0308 1210 0.0214 1510
20 320 0.0086 620 0.0445 920 0.0300 1220 0.0215 1520
30 330 0.0091 630 0.0452 930 0.0298 1230 0.0215 1530
40 340 0.0107 640 0.0425 940 0.0298 1240 0.0216 1540
50 350 0.0128 650 0.0380 950 0.0299 1250 0.0216 1550
60 360 0.0139 660 0.0368 960 0.0300 1260 0.0217 1560
70 370 0.0147 670 0.0366 970 0.0302 1270 0.0217 1570
80 380 0.0178 680 0.0366 980 0.0303 1280 0.0218 1580
90 390 0.0242 690 0.0371 990 0.0304 1290 0.0218 1590
100 400 0.0244 700 0.0361 1000 O.D288 1300 0.0219 1600
110 410 0.0245 710 0.0345 1010 0.0266 1310 0.0219 1610
120 420 0.0342 720 0.0342 1020 0.0260 1320 0.0220 1620
130 430 0.0506 730 0.0343 1030 0.0241 1330 0.0220 1630
140 440 0.0856 740 0.0345 1040 0.0218 1340 0.0221 1640
150 450 0.1426 750 0.0348 1050 0.0211 1350 0.0221 1650
160 460 0.1221 760 0.0380 1060 0.0208 1360 0.0221 1660
170 470 0.0575 770 0.0422 1070 0.0208 1370 0.0222 1670
180 460 0.0473 780 0.0439 1080 0.0208 1380 0.0222 1680
190 490 0.0498 790 0.0448 1090 0.0209 1390 0.0223 1690
200 0.0002 500 0.0487 800 0.0453 1100 0.0209 1400 0.0223 1700
210 0.0005 510 0.0443 810 0.0458 1110 0.0210 1410 0.0224 1710
220 0.0011 520 0.0411- 820 0.0462 1120 0.0210 1420 0.0224 1720
230 0.0019 530 0.0440 830 0.0458 1130 0.0211 1430 0.0224 1730
240 0.0026 540 0.0524 840 0.0443 1140 0.0211 1440 0.0225 1740
250 0.0033 550 0.0552 850 0.0417 1150 0.0212 1450 1750
260 0.0041 560 0.0503 860 0.0394 1160 0.0212 1460 1760
270 0.0051 570 0.0447 870 0.0388 1170 0.0213 1470 1770
280 0.0060 580 0.0386 880 0.0387 1180 0.0213 1480 1780
290 0.0068 590 0.0382 890 0.0372 1190 0.0214 1490 1790
300 0.0075 600 0.0459 900 0.0336 1200 0.0214 1500 1800
1/6/06 10:57:14 am Skillings Connolly, Inc page 9
WILLOW GLENN III
05011
--------------------
--------------------
__________________________ ------------
------------ ----------
--
DETAIL BASIN SUMMARY
BASIN ID: B2-6M0 NAME: BASIN B2 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 0.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR6M0 PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 0.50 Acres 0.30 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC..... 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.10 cfs VOL: 0.03 Ac-ft TIME: 450 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) {cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs)
10 310 0.0055 610 0.0317 910 0.0199 1210 0.0138 1510
20 320 0.0059 620 0.0295 920 0.0194 1220 0.0138 1520
30 330 0.0062 630 0.0298 930 0.0193 1230 0.0138 1530
40 340 0.0073 640 0.0281 940 0.0193 1240 0.0139 1540
50 350 0.0067 650 0.0251 950 0.0193 1250 0.0139 1550
60 360 0.0095 660 0.0242 960 0.0194 1260 0.0139 1560
70 370 0.0101 670 0.0241 970 0.0195 1270 0.0139 1570
60 360 0.0121 680 0.0242 960 0.0195 1280 0.0140 1580
90 390 0.0165 690 0.0244 990 0.0196 1290 0.0140 1590
100 400 0.0167 700 0.0237 1000 0.0186 1300 0.0140 1600
110 410 0.0167 710 0.0226 1010 0.0172 1310 0.0140 1610
120 420 0.0233 720 0.0224 1020 0.0167 1320 0.0141 1620
130 430 0.0345 730 0.0224 1030 0.0155 1330 0.0141 1630
140 440 0.0583 740 0.0226 1040 0.0140 1340 0.0141 1640
150 450 0.0972 750 0.0227 1050 0.0136 1350 0.0142 1650
160 460 0.0832 760 0.0248 1060 0.0134 1360 0.0142 1660
170 470 0.0392 770 0.0276 1070 0.0134 1370 0.0142 1670
180 480 0.0323 780 0.0286 1090 0.0134 1380 0.0142 1680
190 490 0.0339 790 0.0292 1090 0.0134 1390 0.0143 1690
200 0.0001 500 0.0332 600 0.0295 1100 0.0135 1400 0.0143 1700
210 0.0004 510 0.0301 610 0.0298 1110 0.0135 1410 0.0143 1710
220 0.0008 520 O.OE79- 820 0.0300 1120 0.0135 1420 0.0143 1720
230 0.0013 530 0.0298 830 0.0297 1130 0.0135 1430 0.0144 1730
240 0,0018 540 0.0353 840 0.0288 1140 0.0136 1440 0.0144 1740
250 0.0022 550 0.0371 650 0.0270 1150 0.0136 1450 1750
260 0.0028 560 0.0337 860 0.0255 1160 0.0136 1460 1760
270 0.0034 570 0.0299 870 0.0251 1170 0.0137 1470 1770
280 O.OD41 580 0.0258 880 0.0251 1180 0.0137 1480 1780
290 0.0046 590 0.0254 890 0.0241 1190 0.0137 1490 1790
300 0.0051 600 0.0305 900 0.0217 1200 0.0137 1500 1800
1/6/06 10:57:14 am Skillings Connolly, Inc page 10
WILLOW GLENN III
05011
---------------------------
--------------------------- ------------
------------ -----------
-----------
DETAIL BASIN SUMMARY
BASIN ID: B3-6M0 NAME: BASIN B3 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 1.18 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: TYPElA PERU IMP
PRECIPITATION....: 1.28 inches AREA..: 0.58 Acres 0.60 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.14 cfs VOL: 0.06 Ac-ft TIME: 480 min
TIME DESIGN TIME DfiSIGN TIME DfiSIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) {cfs) (min) {cfs) {min) (cfs)
10 310 0.0249 610 0.0458 910 0.0340
20 320 0.0304 620 0.0443 920 0.0343
30 330 0.0328 630 0.0439 930 0.0344
40 340 0.0341 640 0.0438 940 0.0344
50 350 0.0350 650 0.0442 950 0.0346
60 360 0.0357 660 0.0444 960 0.0347
70 370 0.0354 670 0.0417 970 0.0297
60 380 0.0346 680 0.0378 980 0.0232
90 390 0.0345 690 0.0366 990 0.0211
100 0.0006 400 0.0347 700 0.0365 1000 0.0202
110 0.0017 410 0.0352 710 0.0364 1010 0.0202
120 0.0026 420 0.0354 720 0.0365 1020 0.0201
130 0.0042 430 0.0500 730 0.0368 1030 0.0234
140 0.0058 440 0.0698 740 0.0369 1040 0.0279
150 0.0072 450 0.0772 750 0.0370 1050 0.0295
160 0.0083 460 0.1011 760 0.0373 1060 0.0300
170 0.0095 470 0.1311 770 0.0373 1070 0.0303
180 0.0105 480 0.1442 780 0.0374 1080 0.0304
190 0.0113 490 0.1221 790 0.0345 1090 0.0289
200 0.0122 500 0.0865 800 0.0304 1100 0.0265
210 0.0130 510 0.0754 810 0.0291 1110 0.0258
220 0.0137 520 0.0698 820 0.0287 1120 0.0319
230 0.0144 530 0.0660 830 0.0287 1130 0.0277
240 0.0150 540 0.0653 840 0.0287 1140 0.0201
250 0.0164 550 0.0587 650 0.0303 1150 0.0240
260 0.0179 560 0.0499 860 0.0326 1160 0.0251
270 0.0189 570 0.0472 870 0.0335 1170 0.0255
280 0.0197 580 0.0467 880 0.0336 1180 0.0259
290 0.0202 590 0.0467 890 0.0339 1190 0.0256
300 0.0207 600 0.0469 900 0.0341 1200 0.0258
TIME DESIGN TIME DfiSIGN
RUNOFF RUNOFF
(min) (cfs) (min) (cfs)
1210 0.0261 1510
1220 0.0260 1520
1230 0.0260 1530
1240 0.0262 1540
1250 0.0261 1550
1260 0.0261 1560
1270 0.0263 1570
1280 0.0262 1580
1290 0.0262 1590
1300 0.0264 1600
1310 0.0263 1610
1320 0.0263 1620
1330 0.0247 1630
1340 0.0224 1640
1350 0.0217 1650
1360 0.0213 1660
1370 0.0213 1670
1380 0.0214 1680
1390 0.0212 1690
1400 0.0214 1700
1410 0.0215 1710
1420 0.0213 1720
1430 0.0215 1730
1440 0.0215 1740
1450 0.0143 1750
1460 0.0048 1760
1470 0.0016 1770
1480 0.0005 1780
1490 0.0002 1790
1500 1800
1/6/06 10:57:14 am Skillings Connolly, Inc page 11
WILLOW GLENN III
05011
r - DETAIL BASIN SUMMARY
BASIN ID: B4-6M0 NAME: BASIN B4 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 1.60 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR100Y PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 0.90 Acres 0.70 Acres
TIME~INTERVAL....: 10.00 min CN....: 80.00 98.00
TC..... 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.23 cfs VOL: 0.08 Ac-ft TIME: 480 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs)
10 310 0.0201 610 0.0668 910 0.0465 1210 0.0323 1510
20 320 0.0216 620 0.0730 920 0.0457 1220 0.0324 1520
30 330 0.0239 630 0.0766 930 0.0456 1230 0.0325 1530
40 340 0.0266 640 0.0689 940 0.0444 1240 0.0325 1540
50 350 0.0290 650 0.0567 950 0.0421 1250 0.0326 1550
60 360 0.0304 660 0.0529 960 0.0402 1260 0.0326 1560
70 370 0.0319 670 0.0507 970 0.0390 1270 0.0327 1570
80 380 0.0334 680 0.0490 980 0.0387 1260 0.0328 1580
90 390 0.0344 690 0.0486 990 0.0366 1290 0.0328 1590
100 400 0.0386 700 0.0487 1000 0.0370 1300 0.0329 1600
110 410 0.0438 710 O.D490 1010 0.0346 1310 0.0329 1610
120 420 0.0462 720 0.0492 1020 0.0341 1320 0.0330 1620
130 430 0.0460 730 0.0495 1030 0.0330 1330 0.0331 1630
140 0.0005 440 0.0448 740 0.0498 1040 0.0318 1340 0.0326 1640
150 0.0010 450 0.0448 750 0.0501 1050 0.0315 1350 0.0314 1650
160 0.0019 460 0.0698 760 0.0480 1060 0.0314 1360 0.0304 1660
170 0.0030 470 0.1369 770 0.0452 1070 0.0314 1370 0.0301 1670
180 0.0040 480 0.2295 780 0.0443 1080 0.0315 1380 0.0301 1680
190 0.0050 490 0.2118 790 0.0430 1090 0.0315 1390 0.0290 1690
200 0.0056 500 0.1172 800 0.0422 1100 0.0316 1400 0.0275 1700
210 0.0066 510 0.0779 810 0.0434 1110 0.0317 1410 0.0271 1710
220 0.0077 520 0.0679 820 0.0449 1120 O.D317 1420 0.0270 1720
230 0.0090 530 0.0693 830 0.0464 1130 0.0318 1430 0.0269 1730
240 0.0106 540 0.0648 840 0.0482 1140 0.0319 1440 0.0270 1740
250 0.0122 550 0.0609 850 0.0495 1150 0.0319 1450 1750
260 O.D135 560 0.0640 860 0.0501 1160 0.0320 1460 1760
270 0.0145 570 0.0735 870 0.0505 1170 0.0321 1470 1770
280 0.0160 580 0.0837 880 0.0493 1180 0.0321 1480 1780
290 0.0177 590 0.0835 690 0.0476 1190 0.0322 1490 1790
300 0.0188 600 0.0709 900 0.0472 1200 0.0323 1500 1800
1/6/06 10:57:14 am Skillings Connolly, Inc page 12
WILLOW GLENN III
05011
__________________ ____________________________ ____________ ___________
DETAIL BASIN SUMMARY
BASIN ID: C-100YR NAME: BASIN C 100-YEAR EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 0.25 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THURl00Y PERV IMP
PRECIPITATION....: 6.15 inches AREA..: 0.00 Acres 0.25 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.45 cfs VOL: 0.12 Ac-ft TIME: 480 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfa) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs)
10 310 0.0571 610 0.1021 910 0.0589 1210 0.0380 1510
20 320 0.0600 620 0.1100 920 0.0577 1220 0.0360 1520
30 330 0.0636 630 0.1140 930 0.0573 1230 0.0380 1530
40 0.0009 340 0.0686 640 0.1015 940 0.0556 1240 0.0380 1540
50 0.0028 350 0.0728 650 0.0628 950 0.0526 1250 0.0380 1550
60 0.0051 360 0.0743 660 0.0765 960 0.0501 1260 0.0380 1560
70 0.0071 370 0.0762 670 0.0728 970 0.0484 1270 0.0380 1570
60 0.0089 380 0.0782 660 0.0699 980 0.0478 1260 0.0380 1580
90 0.0104 390 0.0790 690 0.0689 990 0.0477 1290 0.0360 1590
100 0.0124 400 0.0867 700 0.0686 1000 0.0455 1300 0.0380 1600
110 0.0150 410 0.0967 710 0.0685 1010 O.D427 1310 0.0380 1610
120 0.0176 420 0.1002 720 0.0684 1020 0.0418 1320 0.0360 1620
130 0.0198 430 0.0982 730 0.0684 1030 0.0403 1330 0.0380 1630
140 0.0212 440 0.0944 740 0.0684 1040 0.0388 1340 0.0374 1640
150 0.0223 450 0.0932 750 0.0684 1050 0.0383 1350 0.0359 1650
160 0.0256 460 0.1425 760 0.0652 1060 0.0381 1360 0.0348 1660
170 0.0296 470 0.2731 770 0.0610 1070 0.0380 1370 0.0344 1670
180 0.0316 480 0.4457 780 0.0596 1080 0.0380 1360 0.0343 1680
190 0.0327 490 0.4045 790 0.0575 1090 0.0380 1390 0.0330 1690
200 0.0336 500 0.2195 800 0.0562 1100 0.0380 1400 0.0313 1700
210 0.0342 510 0.1423 810 0.0575 1110 0.0380 1410 0.0308 1710
220 0.0361 520 0.1206 820 0.0593 1120 0.0380 1420 0.0306 1720
230 0.0392 530 0.1203 830 0.0609 1130 0.0380 1430 0.0305 1730
240 0.0426 540 0.1104 840 0.0630 1140 0.0380 1440 0.0305 1740
250 0.0458 550 0.1021 850 0.0644 1150 0.0380 1450 1750
260 0.0479 560 0.1054 860 0.0649 1160 0.0380 1460 1760
270 0.0489 570 0.1191 870 0.0651 1170 0.0380 1470 1770
280 0.0514 580 0.1333 880 0.0633 1180 0.0380 1480 1780
290 0.0543 590 0.1311 890 0.0609 1190 0.0380 1490 1790
300 0.0555 600 0.1098 900 0.0601 1200 0.0380 1500 1800
1/6/06 10:57:14 am Skillings Connolly, Inc page 13
WILLOW GLENN III
05011
DETAIL BASIN SUMMARY
BASIN ID: C-6M0 NAME: BASIN C 6-MONTH EVENT
SBUH METHODOLOGY
TOTAL AREA.......: 0.25 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: THUR6M0 PERV IMP
PRECIPITATION....: 1.28 inches AREA..: 0.00 Acres 0.25 Acres
TIME INTERVAL....: 10.00 min CN....: 80.00 98.00
TC....: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.08 cfs VOL: 0.02 Ac-ft TIME: 450 min
TIME DESIGN TIME DESIGN TIME DfiSIGN TIME DESIGN TIME DfiSIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfa) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs)
10 310 0.0046 610 0.0216 910 0.0109 1210 0.0070 1510
20 320 0.0049 620 0.0199 920 0.0106 1220 0.0070 1520
30 330 0.0052 630 0.0199 930 0.0105 1230 0.0070 1530
40 340 0.0061 640 0.0185 940 0.0104 1240 0.0070 1540
50 350 0.0073 650 0.0163 950 0.0104 1250 0.0070 1550
60 360 0.0079 660 0.0156 960 0.0104 1260 0.0070 1560
70 370 0.0064 670 0.0154 970 0.0104 1270 0.0070 1570
80 380 0.0101 680 0.0154 960 0.0104 1280 0.0070 1580
90 390 0.0137 690 0.0154 990 0.0104 1290 0.0070 1590
100 400 0.0139 700 0.0148 1000 0.0099 1300 0.0070 1600
110 410 0.0139 710 0.0140 1010 0.0091 1310 0.0070 1610
120 420 0.0194 720 0.0138 1020 0.0088 1320 0.0070 1620
130 430 0.0287 730 0.0137 1030 0.0082 1330 0.0070 1630
140 440 0.0466 740 0.0137 1040 0.0074 1340 0.0070 1640
150 450 0.0810 750 0.0137 1050 0.0071 1350 0.0070 1650
160 460 0.0693 760 0.0149 1060 0.0070 1360 0.0070 1660
170 470 0.0327 770 0.0164 1070 0.0070 1370 0.0070 1670
180 480 0.0269 780 0.0169 1080 0.0070 1380 0.0070 1680
190 490 0.0283 790 0.0171 1090 0.0070 1390 0.0070 1690
200 500 0.0275 800 0.0172 1100 0.0070 1400 0.0070 1700
210 0.0003 510 0.0246 810 0.0172 1110 0.0070 1410 0.0070 1710
220 0.0006 520 O.OS24 820 0.0172 1120 0.0070 1420 0.0070 1720
230 0.0011 530 0.0234 830 0.0170 1130 0.0070 1430 0.0070 1730
240 0.0015 540 0.0271 840 0.0163 1140 0.0070 1440 0.0070 1740
250 0.0019 550 0.0278 850 0.0152 1150 0.0070 1450 1750
260 0.0023 560 0.0248 860 0.0143 1160 0.0070 1460 1760
270 0.0029 570 0.0216 870 0.0140 1170 0.0070 1470 1770
280 0.0034 580 0.0184 880 0.0139 1180 0.0070 1480 1780
290 0.0039 590 0.0179 890 0.0133 1190 0.0070 1490 1790
300 0.0042 600 0.0211 900 0.0119 1200 0.0070 1500 1800
1/6/06 10:57:14 am Skillings Connolly, Inc page 14
WILLOW GLENN III
05011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 1
Peak runoff : 2. 6054 cfs Total Vol: 0.84 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfa) (min) (a£al (mini (cfa) (min) (cP~l
10 - 410 0.5541 810 0.4340 1210 0.2927 1610
20 420 0.5883 820 0.4438 1220 0.2928 1620
30 0.0002 430 0.5949 830 0.4551 1230 0.2929 1630
40 0.0031 440 0.5869 640 0.4696 1240 0.2930 1640
50 0.0102 450 0.5862 850 0.4813 1250 0.2931 1650
60 0.0192 460 0.6303 860 0.4874 1260 0.2932 1660
70 0.0281 470 1.5269 870 0.4906 1270 0.2933 1670
80 0.0362 480 2.5652 880 0.4820 1280 0.2934 1660
90 0.0435 490 2.6054 890 0.4674 1290 0.2935 1690
100 0.0522 500 1.7484 900 0.4602 1300 0.2936 1700
110 0.0633 510 1.2400 910 0.4520 1310 0.2937 1710
120 0.0746 520 1.0090 920 0.4433 1320 0.2938 1720
130 0.0850 530 0.9320 930 0.4391 1330 0.2938 1730
140 0.0925 540 0.8429 940 0.4280 1340 0.2903 1740
150 0.0963 550 0.7726 950 0.4090 1350 0.2813 1750
160 0.1111 560 0.7718 960 0.3905 1360 0.2731 1760
170 0.1277 570 0.8409 970 0.3767 1370 0.2691 1770
180 0.1381 580 0.9296 980 0.3700 1380 0.2671 1780
190 0.1450 590 0.9382 990 0.3667 1390 0.2588 1790
200 0.1500 600 0.8310 1000 0.3531 1400 0.2414 1800
210 0.1539 610 0.7754 1010 0.3344 1410 0.2417 1810
220 0.1612 620 0.8059 1020 0.3251 1420 0.2389 1820
230 0.1737 630 0.8303 1030 0.3142 1430 0.2375 1830
240 0.1878 640 0.7667 1040 0.3026 1440 0.2369 1840
Z50 0.2029 650 0.6548 1050 0.2969 1450 1850
260 0.2164 660 0.5993 1060 0.2941 1460 1860
270 0.2265 670 0.5626 1070 0.2927 1470 1870
280 0.2418 680 0.5353 1060 0.2921 1480 1880
290 0.2599 690 0.5221 1090 0.2918 1490 1890
300 0.2724 700 O.Si58- 1100 0.2918 1500 1900
310 0.2856 710 0.5130 1110 0.2918 1510 1910
320 0.3043 720 0.5119 1120 0.2918 1520 1920
330 0.3270 730 0.5117 1130 0.2919 1530 1930
340 0.3568 740 0.5119 1140 0.2920 1540 1940
350 0.3853 750 0.5123 1150 0.2921 1350 1950
360 0.4035 760 0.4949 1160 0.2922 1560 1960
370 0.4217 770 0.4685 1170 0.2923 1570 1970
380 0.4399 780 0.4555 1180 0.2924 1580 1980
390 0.4526 790 0.4403 1190 0.2925 1590 1990
400 0.4954 800 0.4290 1200 0.2926 1600 2000
1/6/06 10:57:14 am Skillings Connolly, Inc page 15
WILLOW GLENN III
0507.1
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH NO. 2
Peak runoff• 0 0454 cfs Total Vol: 0.03 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfal (mini (cfsl (mint (cfs) (min) (ofsl (mini (afs)
10 - 41D 0.0078 810 0.0257 1210 0.0134 1610
20 420 0.0109 820 0.0260 1220 0.0134 1620
30 430 0.0161 830 0.0260 1230 0.0135 1630
40 440 0.0272 840 0.0253 1240 0.0135 1640
50 450 0.0454 850 0.0239 1250 0.0136 1650
60 460 0.0366 860 0.0227 1260 0.0136 1660
70 470 0.0183 870 0.0225 1270 0.0137 1670
80 480 0.0151 880 0.0225 1260 0.0137 1680
90 490 0.0158 890 0.0217 1290 0.0138 1690
1D0 500 0.0157 900 0.0197 130D 0.0138 1700
110 510 0.0147 910 0.0181 1310 0.0139 1710
120 520 0.0143 920 0.0177 1320 0.0139 1720
130 530 0.0161 930 D.0177 1330 0.0139 1730
140 540 0.0201 940 0.0177 1340 0.0140 1740
150 550 0.0220 950 0.0178 1350 0.0140 1750
160 560 0.02D8 960 0.0179 1360 0.0141 1760
170 570 0.0190 970 0.0181 1370 0.0141 1770
180 580 0.0168 980 0.0182 1380 0.0142 1780
190 590 0.0170 990 0.0183 1390 0.0142 1790
200 600 0.0209 1000 0.0174 1400 0.0143 1800
210 0.0002 610 0.0221 1010 0.0161 1410 0.0143 1810
220 0.0004 620 0.0210 1020 O.D157 1420 0.0143 1820
230 0.0006 630 0.0217 1030 0.0146 1430 0.0144 1830
240 0.0008 640 0.0207 1040 0.0133 1440 0.0144 1840
250 0.0010 650 0.0187 1050 0.0126 1450 1850
260 0.0013 660 0.0163 1060 0.0127 1460 1860
270 9.0016 670 0.0185 1070 0.0127 1470 1870
280 0.0019 680 0.0187 1080 0.0128 1480 1860
290 0.0022 690 0.0191 1090 0.0128 1490 1890
300 0.0024 700 0.0387 1100 0.0128 15D0 1900
310 0.0026 710 0.0180 1110 0.0129 1510 1910
320 0.0027 720 0.0180 1120 0.0129 1520 1920
330 0.0029 730 0.0182 1130 0.0130 1530 1930
340 O.OD34 740 0.0184 1140 0.0130 1540 1940
35D 0.0041 750 0.0187 1150 0.0131 1550 1950
36D 0.0044 760 0.0206 1160 O.D131 1560 1960
370 0.0047 770 0.0230 1170 0.0132 1570 1970
380 0.0057 780 0.0241 1180 0.0132 1580 1980
390 0.0077 790 0.0248 1190 0.0133 1590 1990
400 0.0078 BOD 0.0252 1200 0.0133 1600 2000
1/6/06 10:57:14 am Skillings Connolly, Inc page 16
WILLOW GLENN III
05011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 3
Peak runoff : 6. 5796 cfs Total Vol: 1.87 ac-ft
TZME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) lcfs)
10 ~ 410 1.2132 810 0.9896 1210 0.6729 1610
20 420 1.2811 820 1.0205 1220 0.6732 1620
30 D.0004 430 1.2784 630 1.0504 1230 0.6735 1630
40 0.0075 440 1.2496 840 1.0873 1240 0.6737 1640
50 0.0234 450 1.2528 850 1.1135 1250 0.6740 1650
60 0.0416 460 1.9626 860 1.1232 1260 0.6743 1660
70 0.0584 470 3.8792 870 1.1273 1270 0.6746 1670
80 0.0730 480 6.5796 880 1.0976 1280 0.6749 1680
90 0.0854 490 6.0989 890 1.0564 1290 0.6751 1690
100 0.1020 500 3.3577 900 1.0433 1300 0.6754 1700
110 0.1236 510 2.2083 910 1.0251 1310 0.6756 1710
120 0.1452 520 1.8964 920 1.0050 1320 0.6759 1720
130 0.1629 530 1.9089 930 0.9989 1330 0.6762 1730
140 0.1747 540 1.7636 940 0.9697 1340 0.6653 1740
150 0.1837 550 1.6394 950 0.9188 1350 0.6394 1750
160 0.2106 560 1.7022 960 0.8744 1360 0.6197 1760
170 0.2439 570 1.9333 970 0.8460 1370 0.6132 1770
180 0.2602 580 2.1754 960 0.8369 1380 0.6112 1780
190 0.2699 590 2.1495 990 O.B343 1390 0.5882 1790
200 0.2767 600 1.8070 1000 0.7971 1400 0.5582 1800
210 0.2822 610 1.6875 1010 0.7483 1410 0.5463 1810
220 0.2971 620 1.8246 1020 0.7322 1420 0.5452 1820
230 0.3232 630 1.8991 1030 0.7080 1430 0.5442 1830
240 0.3510 640 1.6957 1040 0.6810 1440 0.5440 1840
250 0.3814 650 1.3863 1050 0.6723 1450 1850
260 0.4092 660 1.2850 1060 0.6696 1460 1860
270 0.4306 670 1.2247 1070 0.6689 1470 1870
280 0.4672 680 1.1778 1080 0.6689 1460 1880
290 0.5095 690 1.1636 1090 0.6692 1490 1890
300 0.5363 700 1.1b03 1100 0.6695 1500 1900
310 0.5671 710 1.1605 1110 0.6699 1510 1910
320 0.6123 720 1.1620 1120 0.6701 1520 1920
330 0.6667 730 1.1638 1130 0.6704 1530 193Q
340 0.7379 740 1.1656 1140 0.6707 1540 1940
350 0.8025 750 1.1675 1150 0.6710 1550 1950
360 0.8393 760 1.1147 1160 0.6714 1560 1960
370 0.6604 770 1.0436 1170 0.6717 1570 1970
380 0.9229 780 1.0208 1180 0.6720 1580 1980
390 0.9511 790 0.9867 1190 0.6723 1590 1990
400 1.0662 800 0.9645 1200 0.6726 1600 2000
1/6/06 10:57:14 am Skillings Connolly, Inc page 17
WILLOW GLENN III
05011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH
Peak runof
TIME DESIGN
RUNOFF
(min) (cfs)
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200 0.0007
210 0.0024
220 0.0053
230 0.0088
240 0.0122
250 0.0153
260 0.0190
270 0.0237
280 0.0282
290 0.0318
300 0.0349
310 0.0377
320 0.0403
330 0.0427
340 0.0503
350 0.0600
360 0.0653
370 0.0690
380 0.0832
390 0.1132
400 0.1144
No.
E:
TIME
(min)
- 410
420
430
440
450
460
470
480
490
500
510
52 0
53 0
540
550
560
570
580
590
600
610
620
630
640
650
660
6?0
660
690
700
710
720
730
740
750
760
770
780
790
800
4
0
DESIGN
RUNOFF
(cfs)
0.1145
0.1603
0.2369
0.4006
0.6674
0.5714
0.2691
0.2215
0.2329
0.2272
0.2047
0.1678
0.1980
0.2319
0.2409
0.2169
0.1907
0.1631
0.1599
0.1902
0.1964
0.1816
0.1828
0.1710
O.15Z0
0.1462
0.1448
0.1449
0.1454
0.1407
0.1341
0.1323
0.1321
0.1324
0.1329
0.1446
0.1602
0.1660
0.1685
0.1698
6674 cfs
TIME DESIGN
RUNOFF
(min) (cfa)
810 0.1709
820 0.1717
630 0.1696
840 0.1636
850 0.1534
860 0.1444
870 0.1418
880 0.1412
890 0.1355
900 0.1220
910 0.1117
920 0.1085
930 0.1076
940 0.1075
950 0.1076
960 0.1078
970 0.1080
980 0.1083
990 0.1085
1000 0.1027
1010 0.0948
1020 0.0923
1030 0.0855
1040 0.0772
1050 0.0745
1060 0.0737
1070 0.0735
1080 0.0735
1090 0.0736
1100 0.0736
1110 0.0737
1120 0.0738
1130 0.0739
1140 0.0740
1150 0.0741
1160 0.0742
1170 0.0743
1180 0.0744
1190 0.0745
1200 0.0746
Total Vol: 0.21 ac-ft
TIME DESIGN TIME DESIGN
RUNOFF RUNOFF
(min) (cfa) (man) (cfa)
1210 0.0747 1610
1220 0,0748 1620
1230 0.0749 1630
1240 0.0750 1640
1250 0.0751 1650
1260 0.0752 1660
1270 0.0753 1670
1280 0.0754 1680
1290 0.0755 1690
1300 0.0755 1700
1310 0.0756 1710
1320 0.0757 1720
1330 0.0758 1730
1340 0.0754 1740
1350 0.0760 1750
1360 0.0761 1760
1370 0.0762 1770
1380 0.0763 1780
1390 0.0763 1790
1400 0.0764 1800
1410 0.0765 1810
1420 0.0766 1820
1430 0.0767 1830
1440 0.0768 1840
1450 1850
1460 1660
1470 1870
1480 1880
1490 1890
1500 1900
1510 1910
1520 1920
1530 1930
1540 1940
1550 1950
1560 1960
1570 1970
1580 1980
1590 1990
1600 2000
1/6/06 10:57:14 am Skillings Connolly, Inc page 18
WILLOW GLENN III
05011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 5
Peak runoff : 0 .4457 cfs Total Vol: 0.12 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) {cfs) (min) (cfs) {m~.n) {sf~) {min) (cfs)
10 - 410 0.0967 810 0.0575 1210 0.0380 1610
20 420 0.1002 820 0.0593 1220 0.0380 1620
30 430 0.0982 830 0.0609 1230 0.0380 1630
40 0.0009 440 0.0944 840 0.0630 1240 0.0380 1640
50 0.0028 450 0.0932 850 0.0644 1250 0.0380 1650
60 0.0051 460 0.1425 860 0.0649 1260 0.0380 1660
70 0.0071 470 0.2731 870 0.0651 1270 0.0360 1670
80 0.0089 460 0.4457 880 0.0633 1280 0.0380 1680
90 0.0104 490 0.4045 890 0.0609 1290 0.0380 1690
100 0.0124 500 0.2195 900 0.0601 1300 0.0380 1700
110 0.0150 510 0.1423 910 0.0589 1310 0.0380 1710
120 0.0176 520 0.1206 920 0.0577 1320 0.0380 1720
130 0.0198 530 0.1203 930 0.0573 1330 0.0380 1730
140 0.0212 540 0.1104 940 0.0556 1340 0.0374 1740
150 0.0223 550 0.1021 950 0.0526 1350 0.0359 1750
160 0.0256 560 0.1054 960 0.0501 1360 0.0348 1760
170 0.0296 570 0.1191 970 0.0484 1370 0.0344 1770
180 0.0316 580 0.1333 980 0.0478 1380 0.0343 1780
190 0.0327 590 0.1311 990 0.0477 1390 0.0330 1790
200 0.0336 600 0.1098 1000 0.0455 1400 0.0313 1800
210 0.0342 610 0.1021 1010 0.0427 1410 0.0306 1810
220 0.0361 620 0.1100 1020 0.0418 1420 0.0306 1820
230 0.0392 630 0.1140 1030 0.0403 1430 0.0305 1830
240 0.0426 640 0.1015 1040 0.0386 1440 0.0305 1640
250 0.0458 650 0.0828 1050 0.0383 1450 1850
260 0.0479 660 0.0765 1060 0.0381 1460 1860
270 0.0489 670 0.0726 1070 0.0380 1470 1870
280 0.0514 680 0.0699 1080 0.0380 1480 1880
290 0.0543 690 0.0689 1090 0.0360 1490 1890
300 0.0555 700 0.0686- 1100 0.0380 1500 1900
310 0.0571 710 0.0665 1110 0.0380 1510 1910
320 0.0600 720 0.0684 1120 0.0380 1520 1920
330 0.0636 730 0.0684 1130 0.0380 1530 1930
340 0.0686 740 0.0684 1140 0.0380 1540 1940
350 0.0728 750 0.0684 1150 0.0380 1550 1950
360 0.0743 760 0.0652 1160 0.0380 1560 1960
370 0.0762 770 0.0610 1170 0.0380 1570 1970
380 0.0762 780 0.0596 1180 0.0380 1580 1980
390 0.0790 790 0.0575 1190 0.0380 1590 1990
400 0.0867 800 0.0562 1200 0.0380 1600 200D
1/6/06 10:57:14 am Skillings Connolly, Inc page 19
WILLOW GLENN III
05011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No.
Peak runoff
TIME DESIGN TIME
RUNOFF
(min) (cfs) (min,
6
Total Vol: 0.02 ac-ft
0.0810 cfs
DfiSIGN TIME DfiSIGN
RUNOFF RUNOFF
(cfs) (min) (cfs)
10 ~ 410 0.0139 810 0.0172
20 420 0.0194 820 0.0172
30 430 0.0287 830 0.0170
40 440 0.0486 840 0.0163
50 450 0.0810 850 0.0152
60 460 0.0693 860 0.0143
70 470 0.0327 870 0.0140
80 480 0.0269 880 0.0139
90 490 0.0283 890 0.0133
100 500 0.0275 900 0.0119
110 510 0.0246 910 0.0109
120 520 0.0224 920 0.0106
130 530 0.0234 930 0.0105
140 540 0.0271 940 0.0104
150 550 0.0278 950 0.0104
160 560 0.0248 960 0.0104
170 570 0.0216 970 0.0104
180 580 0.0184 980 0.0104
190 590 0.0179 990 0.0104
200 600 0.0211 1000 0.0099
210 0.0003 610 0.0216 1010 0.0091
220 0.0006 620 0.0199 1020 0.0088
230 0.0011 630 0.0199 1030 0.0082
240 0.0015 640 0.0185 1040 0.0074
250 0.0019 650 0.0163 1050 0.0071
260 0.0023 660 0.0156 1060 0.0070
270 0.0029 670 0.0154 1070 0.0070
280 0.0034 680 0.0154 1060 0.0070
290 0.0039 690 0.0154 1090 0.0070
300 0.0042 700 O.Ot48 1100 0.0070
310 0.0046 710 0.0140 1110 0.0070
320 0.0049 720 0.0138 1120 0.0070
330 0.0052 730 0.0137 1130 0.0070
340 0.0061 740 0.0137 1140 0.0070
350 0.0073 750 0.0137 1150 0.0070
360 0.0079 760 0.0149 1160 0.0070
370 0.0084 770 0.0164 1170 0.0070
380 0.0101 780 0.0169 1180 0.0070
390 0.0137 790 0.0171 1190 0.0070
400 0.0139 800 0.0172 1200 0.0070
TIME DESIGN TIMB DESIGN
RUNOFF RUNOFF
(min) (cfs) (min) (cfs)
1210 0.0070 1610
1220 0.0070 1620
1230 0.0070 1630
1240 0.0070 1640
1250 0.0070 1650
1260 0.0070 1660
1270 0.0070 1670
1280 0.0070 1660
1290 0.0070 1690
1300 0.0070 1700
1310 0.0070 1710
1320 0.0070 1720
1330 0.0070 1730
1340 0.0070 1740
1350 0.0070 1750
1360 0.0070 1760
1370 0.0070 1770
1380 0.0070 1780
1390 0.0070 1790
1400 0.0070 1800
1410 0.0070 1810
1420 0.0070 1820
1430 0.0070 1830
1440 0.0070 1840
1450 1850
1460 1860
1470 1670
1480 1880
1490 1890
1500 1900
1510 1910
1520 1920
1530 1930
1540 1940
1550 1950
1560 1960
1570 1970
1580 1980
1590 1990
1600 2000
1/6/06 10:57:14 am Skillings Connolly, Inc page 20
WILLOW GLENN III
05011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH NO. 11
Peak runoff : 0. 7670 cfs Total Vol: 0.84 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOF'F' RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs)
10 410 0.4825 810 0.7670 1210 0.2926 1610
20 420 0.5398 820 0.7670 1220 0.2927 1620
30 430 0.5824 830 0.7670 1230 0.2928 1630
40 0.0001 440 0.5949 840 0.7670 1240 0.2929 1640
50 0.0022 450 0.5894 850 0.7670 1250 0.2930 1650
60 0.0083 460 0.5855 860 0.7670 1260 0.2931 1660
70 0.0170 470 0.7519 870 0.7670 1270 0.2932 1670
80 0.0260 460 0.7670 880 0.7670 1280 0.2933 1660
90 0.0344 490 0.7670 890 0.7670 1290 0.2934 1690
100 0.0416 500 0.7670 900 0.7670 1300 0.2935 1700
110 0.0500 510 0.7670 910 0.7670 1310 0.2936 1710
120 0.0606 520 0.7670 920 0.4593 1320 0.2936 1720
130 0.0721 530 0.7670 930 0.4436 1330 0.2937 1730
140 0.0827 540 0.7670 940 0.4404 1340 0.2938 1740
150 0.0909 550 0.7670 950 0.4312 1350 0.2914 1750
160 0.0970 560 0.7670 960 0.4140 1360 0.2838 1760
170 0.1075 570 0.7670 970 0.3946 1370 0.2749 1770
180 0.1237 560 0.7670 980 0.3797 1380 0.2698 1780
190 0.1362 590 0.7670 990 0.3711 1390 0.2675 1790
200 0.1435 600 0.7670 1000 0.3673 1400 0.2613 1800
210 0.1490 610 0.7670 1010 0.3573 1410 0.2502 1610
220 0.1530 620 0.7670 1020 0.3389 1420 0.2425 1820
230 0.1591 630 0.7670 1030 0.3265 1430 0.2395 1830
240 0.1704 640 0.7670 1040 0.3172 1440 0.2378 1840
250 0.1844 650 0.7670 1050 0.3053 1450 0.2370 1650
260 0.1993 660 0.7670 1060 0.2978 1460 0.0763 1860
270 0.2134 670 0.7670 1070 0.2946 1470 1870
260 0.2243 680 0.7670 1080 0.2929 1480 1860
290 0.2377 690 0.7670 1090 0.2922 1490 1890
300 0.2556 700 0.7670 1100 0.2919 1500 1900
310 0.2699 710 0.7670 1110 0.2918 1510 1910
320 0.2823 720 0.7670 1120 0.2918 1520 1920
330 0.2995 730 0.7670 1130 0.2918 1530 1930
340 0.3214 740 0.7670 1140 0.2919 1540 1940
350 0.3492 750 0.7670 1150 0.2920 1550 1950
360 0.3788 760 0.7670 1160 0.2921 1560 1960
370 0.3999 770 0.7670 1170 0.2922 1570 1970
380 0.4171 780 0.7670 1180 0.2923 1580 1980
390 0.4357 790 0.7670 1190 0.2924 1590 1990
400 0.4500 800 0.7670 1200 0.2925 1600 2000
1/6/06 10:57:14 am Skillings Connoll~r, Inc page 21
WILLOW GLENN III
05011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 12
Peak runoff- 0.0426 cfs Total vol: 0.03 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(mina (cfa) (min) (cfs) (min) (cfa) Smin) (afs) (min? (cfs)
10 410 0.0079 810 0.0251 1210 0.0133 1610
20 420 0.0077 820 0.0255 1220 0.0134 1620
30 430 0.0099 830 0.0260 1230 0.0134 1630
40 440 0.0148 840 0.0260 1240 0.0135 1640
50 450 0.0241 850 0.0255 1250 0.0135 1650
60 460 0.0406 860 0.0243 1260 0.0136 1660
70 470 0.0426 870 0.0230 1270 0.0136 1670
BO 480 0.0236 880 0.0224 1280 0.0137 1680
90 490 0.0142 890 0.0225 1290 0.0137 1690
100 500 0.0159 900 0.0220 1300 0.0137 1700
110 510 0.0157 910 0.0203 1310 0.0138 1710
120 520 0.0150 920 0.0184 1320 0.0138 1720
130 530 0.0143 930 0.0177 1330 0.0139 1730
140 540 0.0155 940 0.0177 1340 0.0139 1740
150 550 0.0190 950 0.0177 1350 0.0140 1750
160 560 0.0218 960 0.0178 1360 0.0140 1760
170 570 0.0213 970 0.0179 1370 0.0141 1770
160 580 0.0194 980 0.0180 1380 0.0141 1780
190 590 0.0174 990 0.0181 1390 0.0142 1790
200 600 0.0168 1000 0.0163 1400 0.0142 1800
210 610 0.0198 1010 0.0177 1410 0.0142 1810
220 0.0001 620 0.0222 1020 0.0164 1420 0.0143 1820
230 0.0003 630 0.0214 1030 0.0158 1430 0.0143 1830
240 0.0005 640 0.0213 1040 0.0150 1440 0.0144 1840
250 0.0008 650 0.0211 1050 0.0136 1450 0.0144 1850
260 0.0010 660 0.0192 1060 0.0129 1460 0.0047 1860
270 9.0012 670 0.0183 1070 0.0127 1470 1870
280 0.0015 680 0.0184 1080 0.0127 1480 1880
290 0.0018 690 0.0187 1090 0.0127 1490 1890
300 0.0021 700 O.OI90 1100 0.0128 1500 1900
310 0.0023 710 0.0188 1110 0.0128 1510 1910
320 0.0025 720 0.0182 1120 0.0129 1520 1920
330 9.0027 730 0.0180 1130 0.0129 1530 1930
340 0.0029 740 0.0181 1140 0.0130 1540 1940
350 0.0033 750 0.0184 1150 0.0130 1550 1950
360 0.0039 760 0.0186 1160 0.0131 1560 1960
370 0.0044 770 0.0200 1170 0.0131 1570 1970
380 0.0046 780 0.0224 1180 0.0132 1580 1980
390 0.0054 790 0.0240 1190 0.0132 1590 1990
400 0.0071 800 0.0246 1200 0.0133 1600 2000
1/6/06 10:57:14 am Skillings Connolly, Inc page 22
WILLOW GLENN III
G5011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 13
Peak runoff : 1. 5790 cfs Total Vol: 1.87 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) {min) (cfa) (min) (cfs) {min) (cfs) (mint (c:fa)
10 ~ 410 1.0309 810 1.5790 1210 0.6725 1610
20 420 1.1780 820 1.5790 1220 0.6728 1620
30 430 1.2715 830 1.5790 1230 0.6731 1630
40 0.0003 440 1.2827 840 1.5790 1240 0.6734 1640
50 0.0052 450 1.2574 650 1.5790 1250 0.6737 1650
60 0.0190 460 1.2490 860 1.5790 1260 0.6740 1660
70 0.0373 470 1.5790 870 1.5790 1270 0.6742 1670
80 0.0545 480 1.5790 880 1.5790 1260 0.6745 1680
90 0.0696 490 1.5790 890 1.5790 1290 0.6748 1690
100 0.0825 500 1.5790 900 1.5790 1300 0.6751 1700
110 0.0976 510 1.5790 910 1.5790 1310 0.6753 1710
120 0.1182 520 1.5790 920 1.5790 1320 0.6756 1720
130 0.1402 530 1.5790 930 1.5790 1330 0.6758 1730
140 0.1590 540 1.5790 940 1.5790 1340 0.6761 1740
150 0.1723 550 1.5790 950 1.5790 1350 0.6688 1750
160 0.1816 560 1.5790 960 1.5790 1360 0.6466 1760
170 0.2026 570 1.5790 970 1.5790 1370 0.6236 1770
180 0.2359 580 1.5790 980 1.5790 1380 0.6140 1780
190 0.2577 590 1.5790 990 1.5790 1390 0.6116 1790
200 0.2676 600 1.5790 1000 1.5790 1400 0.5955 1800
210 0.2753 610 1.5790 1010 1.3096 1410 0.5654 1810
220 0.2609 620 1.5790 1020 0.5840 1420 0.5490 1820
230 0.2927 630 1.5790 1030 0.7952 1430 0.5460 1830
240 0.3163 640 1.5790 1040 0.6937 1440 0.5443 1640
250 0.3445 650 1.5790 1050 0.6948 1450 0.5441 1650
260 0.3738 660 1.5790 1060 0.6703 1460 0.1764 1860
270 0.4028 670 1.5790 1070 0.6712 1470 1870
280 0.4259 680 1.5790 1080 0.6686 1480 1880
290 0.4570 690 1.5790 1090 0.6690 1490 1890
300 0.4994 700 1.5990 1100 0.6690 1500 1900
310 0.5311 710 1.5790 1110 0.6694 1510 1910
320 0.5589 720 1.5790 1120 0.6697 1520 1920
330 0.6005 730 1.5790 1130 0.6700 1530 1930
340 0.6532 740 1.5790 1140 0.6703 1540 1940
350 0.7196 750 1.5790 1150 0.6707 1550 1950
360 0.7880 760 1.5790 1160 0.6710 1560 1960
370 0.8324 770 1.5790 1170 0.6713 1570 1970
360 0.8695 780 1.5790 1180 0.6716 1580 1980
390 0.9130 790 1.5790 1190 0.6719 1590 1990
400 0.9455 800 1.5790 1200 0.6722 1600 2000
1/6/06 10:57:14 am Skillings Connolly, Inc page 23
WILLOW GLENN III
05011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH NO. 14
Peak runoff : 0. 6273 cfs Total Vol: 0.21 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfa) (min) (cfa) (min) (cfs) (min) (cfa) (min) (cfs)
10 ~ 410 0.1169 810 0.1696 1210 0.0746 1610
20 420 0.1136 820 0.1706 1220 0.0747 1620
30 430 0.1458 830 0.1715 1230 0.0748 1630
40 440 0.2171 840 0.1704 1240 0.0749 1640
50 450 0.3544 850 0.1653 1250 0.0750 1650
60 460 0.5971 660 0.1561 1260 0.0751 1660
70 470 0.6273 870 0.1464 1270 0.0"752 1670
80 480 0.3475 880 0.1420 1280 0.0753 1680
90 490 0.2093 890 0.1414 1290 0.0753 1690
100 500 0.2335 900 0.1373 1300 0.0754 1700
110 510 0.2289 910 0.1257 1310 0.0755 1710
120 520 0.2114 920 0.1137 1320 0.0756 1720
130 530 0.1909 930 0.1089 1330 0.0757 1730
140 540 0.1936 940 0.1078 1340 0.0758 1740
150 550 0.2225 950 0.1074 1350 0.0759 1750
160 560 0.2413 960 0.1076 1360 0.0760 1760
170 570 0.2245 970 0.1077 1370 0.0761 1770
180 580 0.1965 980 0.1080 1380 0.0762 1780
190 590 0.1700 990 0.1082 1390 0.0762 1790
200 600 0.1585 1000 0.1085 1400 0.0763 1800
210 0.0005 610 0.1808 1010 0.1046 1410 0.0764 1810
220 0.0019 620 0.1976 1020 0.0967 1420 0.0765 1820
230 0.0045 630 0.1859 1030 0.0925 1430 0.0766 1630
240 0.0080 640 0.1809 1040 0.0876 1440 0.0767 1840
250 0.0114 650 0.1755 1050 0.0791 1450 0.0768 1850
260 0.0146 660 0.1566 1060 0.0747 1460 0.0249 1860
270 0.0181 670 0.1465 1070 0.0739 1470 1870
280 0.0225 680 0.1452 1080 0.0735 1460 1880
290 0.0271 690 0.1447 1090 0.0735 1490 1890
300 0.0310 700 0.1453 1100 0.0735 1500 1900
310 0.0342 710 0.1423 1110 0.0736 1510 1910
320 0.0371 720 0.1357 1120 0.0737 1520 1920
330 0.0397 730 0.1323 1130 0.0738 1530 1930
340 0.0421 740 0.1322 1140 0.0739 1540 1940
350 0.0480 750 0.1323 1150 0.0740 1550 1950
360 0.0576 760 0.1328 1160 0.0741 1560 1960
370 0.0644 770 0.1409 1170 0.0742 1570 1970
380 0.0681 780 0.1565 1180 0.0743 1580 1980
390 0.0769 790 0.1654 1190 0.0744 1590 1990
400 0.1049 800 0.1679 1200 0.0745 1600 2000
1/6/06 10:57:14 am Skillings Connolly, Inc page 24
WILLOW GLENN III
05011
_____________________________________________________________________
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH NO. 15
Peak runoff : 0. 1620 cfs Total Vol: 0.12 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfa) (min) (cfs) (min) (cfa) (min) (cfe) (min) (cfs)
10 ~ 410 0.0857 810 0.0554 1210 0.0380 1610
20 420 0.0961 820 0.0579 1220 0.0380 1620
30 430 0.1001 830 0.0588 1230 0.0380 1630
40 440 0.0985 840 0.0611 1240 0.0380 1640
50 0.0008 450 0.0947 850 0.0626 1250 0.0380 1650
60 0.0027 460 0.0932 860 0.0646 1260 0.0380 1660
70 0.0049 470 0.1364 870 0.0648 1270 0.0380 1670
80 0.0070 480 0.1620 880 0.0652 1280 0.0380 1680
90 0.0087 490 0.1620 890 0.0635 1290 0.0380 1690
100 0.0103 500 0.1620 900 0.0611 1300 0.0380 1700
110 0.0122 510 0.1620 910 0.0600 1310 0.0380 1710
120 0.0148 520 0.1620 920 0.0591 1320 0.0380 1720
130 0.0174 530 0.1620 930 0.0576 1330 0.0380 1730
140 0.0196 540 0.1620 940 0.0574 1340 0.0380 1740
150 0.0211 550 0.1620 950 0.0556 1350 0.0375 1750
160 0.0222 560 0.1620 960 0.0529 1360 0.0361 1760
170 0.0252 570 0.1620 970 0.0502 1370 0.0349 1770
180 0.0294 580 0.1620 980 0.0485 1380 0.0344 1760
190 0.0315 590 0.1620 990 0.0478 1390 0.0343 1790
200 0.0327 600 0.1620 1000 0.0477 1400 0.0332 1800
210 0.0336 610 0.1620 1010 0.0458 1410 0.0314 1810
220 0.0342 620 0.1620 1020 0.0429 1420 0.0306 1620
230 0.0359 630 0.1620 1030 0.0417 1430 0.0306 1630
240 0.0390 640 0.1620 1040 0.0405 1440 0.0305 1840
250 0.0424 650 0.1620 1050 0.0389 1450 0.0305 1850
260 0.0455 660 0.1620 1060 0.0383 1460 0.0038 1860
270 0.0478 670 0.0357 1070 0.0381 1470 1870
280 0.0469 680 0.1039 1060 0.0380 1480 1880
290 0.0511 690 0.0469 1090 0.0380 1490 1890
300 0.0541 700 0.0863 1100 0.0360 1500 1900
310 0.0555 710 0.0556 1110 0.0380 1510 1910
320 0.0569 720 0.0762 1120 0.0380 1520 1920
330 4.0597 730 0.0611 1130 0.0380 1530 1930
340 0.0633 740 0.0739 1140 0.0380 1540 1940
350 0.0662 750 0.0643 1150 0.0360 1550 1950
360 0.0726 760 0.0715 1160 0.0360 1560 1960
370 0.0743 770 0.0633 1170 0.0380 1570 1970
380 0.0760 780 0.0630 1180 0.0380 1580 1980
390 0.0781 790 0.0583 1190 0.0380 1.590 1990
400 0.0790 800 0.0588 1200 0.0360 1600 2000
1/6/06 10:57:14 am Skillings Connolly, Inc page 25
WILLOW GLENN III
05011
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 16
Peak runoff : 0 .0784 cfs Total Vol: 0.02 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfa) (min) (cfa) (min) (cfe) (min) (cfa) (min) (cfa)
10 ~ 410 0.0141 810 0.0172 1210 0.0070 1610
20 420 0.0137 820 0.0172 1220 0.0070 1620
30 430 0.0189 830 0.0173 1230 0.0070 1630
40 440 0.0280 840 0.0170 1240 0.0070 1640
50 450 0.0467 850 0.0164 1250 0.0070 1650
60 460 0.0784 860 0.0153 1260 0.0070 1660
70 470 0.0727 870 0.0144 1270 0.0070 1670
60 480 0.0347 880 0.0140 1280 0.0070 1680
90 490 0.0261 890 0.0139 1290 0.0070 1690
100 500 0.0287 900 0.0134 1300 0.0070 1700
110 510 0.0273 910 0.0121 1310 0.0070 1710
120 520 0.0252 920 0.0110 1320 0.0070 1720
130 530 0.0223 930 0.0106 1330 0.0070 1730
140 540 0.0233 940 0.0105 1340 0.0070 1740
150 550 0.0266 950 0.0104 1350 0.0070 1750
160 560 0.0280 960 0.0104 1360 0.0070 1760
170 570 0.0250 970 0.0104 1370 0.0070 1770
180 580 0.0219 980 0.0104 1380 0.0070 1780
190 590 0.0186 990 0.0104 1390 0.0070 1790
200 600 0.0178 1000 0.0104 1400 0.0070 1800
210 610 0.0206 1010 0.0099 1410 0.0070 1810
220 0.0003 620 0.0216 1020 0.0091 1420 0.0070 1820
230 0.0006 630 0.0200 1030 0.0088 1430 0.0070 1830
240 0.0010 640 0.0196 1040 0,0083 1440 0.0070 1840
250 0.0015 650 0.0187 1050 0.0074 1450 0.0070 1850
260 0.0018 660 0.0164 1060 0.0071 1460 0.0009 1860
270 0.0023 670 0.0157 1070 0.0070 1470 1870
280 0.0028 680 0.0154 1080 0.0070 1480 1680
290 0.0034 690 0.0154 1090 0.0070 1490 1890
300 0.0038 700 0.0354 1100 0.0070 1500 1900
310 0.0042 710 0.0149 1110 0.0070 1510 1910
320 0.0046 720 0.0141 1120 0.0070 1520 1920
330 0.0049 730 0.0138 1130 0.0070 1530 1930
340 0.0052 740 0.0137 1140 0.0070 1540 1940
350 0.0060 750 0.0137 1150 0.0070 1550 1950
360 0.0072 760 0.0137 1160 0.0070 1560 1960
370 0.0079 770 0.0147 1170 0.0070 1570 1970
380 0.0083 780 0.0163 1180 0.0070 1580 1980
390 0.0099 790 0.0169 1190 0.0070 1590 1990
400 0.0134 800 0.0171 1200 0.0070 1600 2000
1/6/06 10:57:15 am Skillings Connolly, Inc page 26
WILLOW GLENN III
05011
STAGE STORAGE TABLE
LuSTCGitiI STORAGE ID No . S1
Description: BASIN A Rc7CK GALLERY
STAGS <----STORAGE---->
(ft) ---cf--- -°AC-Ft-
334.80 0.0000 0.0000
334.80 0.0000 0.0000
334.90 109.38 0.0025
335.Q0 218.75 0.0050
335.10 326.13 0.0075
335.20 437:50 0.0100
335.30 546.68 0.0126
335.40 656.25 0.0151
335.50 765.63 0.0176
335.60 875.00 0.0201
335."JO 964.38 0.0226
335.60 1094 0.0251
335.90 1203 0.0276
336.00 1312 0.0301
336.10 1422 0.0326
336.20 1531 0.0351
336.30 1640 0.0377
336.40 1750 0.0402
STAGE <----STORAGE---->
(ft) ---cf--- --Ac-Ft-
336.50 1859 0.0427
336.60 1968 0.0452
336.70 2078 0.0477
336.80 2187 0.0502
336.90 2296 0.0527
337.00 2406 0.0552
337.10 2515 0.0577
337.20 2624 0.0602
337.30 2734 0.0628
337.40 2643 0.0653
337.50 2952 0.0678
337.60 3061 0.0703
337.70 3171 0.0728
337.80 3280 0.0753
337.90 3280 0.0753
338.00 3280 0.0753
338.10 3280 0.0753
338.20 3280 0.0753
STAGE <----STORAGE----> STAGE <----STORAGE---->
(ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft-
338.30 3280 0.0753 340.10 3943 0.0882
338.40 3280 0.0753 340.20 4030 0.0925
338.50 3280 0.0753 340.30 4218 0.0968
338.60 3280 0.0753 340.40 4406 0.1011
338.70 3280 0.0753 340.50 4593 0.1054
338.80 3280 0.0753 340.60 4781 0.1098
338.90 3280 0.0753 340.70 4968 0.1141
339.00 3280 0.0753 340.80 5156 0.1184
339.10 3280 0.0753 340.90 5446 0.1250
339.20 3280 0.0753 341.00 5735 0.1317
339.30 3280 0.0753 341.10 6025 0.1363
339.40 3280 0.0753 341.20 6314 0.1450
339.50 3280 0.0753 341.30 6604 0.1516
339.60 3280 0.0753 341.40 6644 0.1583
339.70 3280 0.0753 341.50 7183 0.1649
339.80 3280 0.0753 341.60 7473 0.1716
339.90 3468 0.0796 341.70 7762 0.1782
340.00 3655 0.0839 341.80 8052 0.1848
1j6j06 10:57:15 am Skillings Connolly, Inc page 27
WILLOW GLENN III
05011
STAGE STORAGE TABLE
CUSTOM STORAGE ID No. S2
Description:
STAGE <----STORAGE---->
(ft) ---cf--- --Ac-Ft-
336.00 0.0000 0.0000
336.10 227.30 0.0052
336.29 454.60 0.0104
336.0 681.90 0.0157
336.40 909.20 0.0209
336.50 1137 0.0261
336.60 1364 0.0313
336.70 1591 0.0365
336.80 1816 0.0417
336.90 2046 0.0470
337.Q0 2273 0.0522
337.10 2500 0.0574
337.20 2728 0.0626
337.30 2955 0.0678
337.40 3182 0.0731
337.50 3410 0.0783
STAGE <----STORAGE---->
(ft) ---cf--- --Ac-Ft-
337.60 3637 0.0835
337.70 3864 0.0887
337.80 4091 0.0939
337.90 4319 0.0991
338.00 4546 0.1044
338.10 4773 0.1096
338.20 5001 0.1148
338.30 5228 0.1200
338.40 5456 0.1252
338.50 5683 0.1305
338.60 5910 0.1357
338.70 6138 0.1409
338.80 6365 0.1461
338.90 6593 0.1513
339.00 6820 0.1566
339.10 6620 0.1566
STAGE <----STORAGE----> STAGE <----STORAGE---->
(ft) ---cf--- --Ac-Ft- (ft) ---ef--- --Ac-Ft-
339.20 6820 0.1566 340.60 9844 0.2260
339.30 6820 0.1566 340.90 10222 0.2347
339.40 6820 0.1566 341.00 10600 0.2433
339.50 6820 0.1566 341.10 11187 0.2568
339.60 6820 0.1566 341.20 11775 0.2703
339.70 6820 0.1566 341.30 12363 0.2838
339.80 6820 0.1566 341.40 12951 0.2973
339.90 6820 0.1566 341.50 13539 0.3108
340.00 6820 0.1566 341.60 14127 0.3243
340.10 7198 0.1652 341.70 14714 0.3378
340.20 7576 0.1739 341.80 15302 0.3513
340.30 7954 0.1826 341.90 15890 0.3646
340.40 8332 0.1913 342.00 16478 0.3783
340.50 8710 0.1999
340.60 9068 0.2086
340.70 9466 0.2173
1/6/06 10:57:15 am Skillings Connolly, Inc page 28
WILLOW GLENN III
05011
_____________________________________________________________________
STAGE STORAGE TABLE
CUSTOM STORAGE ID NO. S3
Description: BASIN C ROCK GALLERY
STAG$ c----STORAGE----> STAGE <----STORAGE---->
(ft) ---cf--- - Ac-Ft- (ft) ---cf--- --AC-Ft-
340.77 0.0000 0.0000 341.50 168.63 0.0039
340.80 6.9300 0.0002 341.60 191.73 0.0044
340.90 30.030 0.0007 341.70 214.83 0.0049
341.00 53.130 0.0012 341.80 237.93 0.0055
341.10 76.230 0.0018 341.90 261.03 0.0060
341.20 99.330 0.0023 342.00 284.13 0.0065
341.30 122.43 0.0028 342.10 307.23 0.0071
341.40 145.53 0.0033 342.20 330.33 0.0076
STAGE <----STORAGE---->
(ft) ---cf--- --Ac-Ft-
342.30 353.43 0.0081
342.40 376.53 0.0086
342.50 399.63 0.0092
342.60 422.73 0.0097
342.70 445.83 0.0102
342.80 468.93 0.0108
342.90 492.03 0.0113
343.00 515.13 0.0116
STAGE <----STORAGE---->
(ft) ---cf--- --Ac-Ft-
-----------------------
343.10 538.23 0.0124
343.20 561.33 0.0129
343.3D 564.43 0.0134
343.40 607.53 0.0139
343.50 630.63 0.0145
343.60 653.73 0.0150
343.70 676.83 0.0155
343.77 693.00 0.0159
1/6/06 10:57:15 am Skillings Connolly, Inc page 29
WILLOW GLENN III
05011
STAGE DISCHARGE TABLE
DISCHARGE LIST ID No. D1
Description: BASIN A DISCHARGE
STAGS <--DISCHARGfi---> STAGE <--DISCHARGE--- > STAGE <--DISCHARGE--- > STAGE <--DISCHARGE--->
(ft) ---cfs-- =------ (ft) ---cfs-- ------ - (ft) ---cfs-- ------ - (ft) ---cfs-- -------
334.80 0.7670 336.30 0.7670 337.90 0.7670 339.50 0.7670
334.80 0.7670 336.40 0.7670 338.00 0.7670 339.60 0.7670
334.90 0.7670 336.50 0.7670 338.10 0.7670 339.70 0.7670
335.00 0.7670 336.60 0.7670 338.20 0.7670 339.80 0.7670
335.0 0.7670 336.70 0.7670 336.30 0.7670 339.90 0.7670
335.20 0.7670 336.80 0.7670 338.40 0.7670 340.00 0.7670
335.30 0.7670 336.90 0.7670 338.50 0.7670 340.10 0.7670
335.40 0.7670 337.00 0.7670 338.60 0.7670 340.20 0.7670
335.50 0.7670 337.10 0.7670 338.70 0.7670 340.30 0.7670
335.$0 0.7670 337.20 0.7670 336.80 0.7670 340.40 0.7670
335.70 0.7670 337.30 0.7670 338.90 0.7670 34D.50 0.7670
335.80 0.7670 337.40 0.7670 339.00 0.7670 340.60 0.7670
335.90 0.7670 337.50 0.7670 339.10 0.7670 340.70 0.7670
336.00 0.7670 337.60 0.7670 339.20 0.7670 340.80 0.7670
336.10 0.7670 337.70 0.7670 339.30 0.7670
336.20 0.7670 337.80 0,7670 339.40 0.7670
1/6j06 10:57:15 am Skillings Connolly, Inc page 30
WILLOW GLENN III
05011
_____________________________________________________________________
STAGE DISCHARGE TABLE
DISCHARGE LIST ID NO. D2
Description: BASIN B DISCHARGE
STAG$ <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE--- > STAGE <--DISCHARGE--->
(ft) ---cfs-- =-----' (ft) ---cfs-- ------- (ft) ---cfs-- ------ - (ft) ---cfs-- -------
336.00 1.5790 337.60 1.5790 339.20 1.5790 340.80 1.5790
336.10 1.5790 337.70 1.5790 339.30 1.5790 340.90 1.5790
336.20 1.5790 337.60 1.5790 339.40 1.5790 341.00 1.5790
336.30 1.5790 337.90 1.5790 339.50 1.5790 341.10 1.5790
336.Q0 1.5790 338.00 1.5790 339.60 1.5790 341.20 1.5790
336.50 1.5790 338.10 1.5790 339.70 1.5790 341.30 1.5790
336.60 1.5790 338.20 1.5790 339.80 1.5790 341.40 1.5790
336.70 1.5790 338.30 1.5790 339.90 1.5790 341.50 1.5790
336.80 1.5790 338.40 1.5790 340.00 1.5790 341.60 1.5790
336.90 1.5790 338.50 1.5790 340.10 1.5790 341.70 1.5790
337.Q0 1.5790 338.60 1.5790 340.20 1.5790 341.80 1.5790
337.10 1.5790 338.70 1.5790 340.30 1.5790 341.90 1.5790
337.20 1.5790 338,80 1.5790 340.40 1.5790 342.00 1.5790
337.30 1.5790 338.90 1.5790 340.50 1.5790
337.40 1.5790 339.00 1.5790 340.60 1.5790
337.50 1.5790 339.10 1.5790 340.70 1.5790
1/6/06 10:57:15 am Skillings Connolly, Inc page 31
WILLOW GLENN III
05011
STAGE DISCHARGE TABLE
DISCHARGE LIST ID No. D3
Description: BASIN C DISCHARGE
STAGE <--DISCHARGE--- > STAGE <--DISCHARGE--->
(ft) ---cfs-- =----- - (ft) ---cfs-- -------
340.77 0.1620 341.60 0.1620
340.80 0.1620 341.70 0.1620
340.9q 0.1620 341.77 0.1620
341.00 0.1620 341.80 0.1620
341.10 0.1620 341.90 0.1620
341.20 0.1620 342.00 0.1620
341.30 0.1620 342.10 0.1620
341.40 0.1620 342.20 0.1620
341.50 0.1620 342.30 0.1620
STAGE <--DISCHARGE--- > STAGE <--DISCHARGE--->
(ft) ---cfs-- ------ - (ft) ---cfa-- -------
342.40 0.1620 343.20 0.1620
342.50 0.1620 343.30 0.1620
342.60 0.1620 343.40 0.1620
342.70 0.1620 343.50 0.1620
342.77 0.1620 343.60 0.1620
342.60 0.1620 343.70 0.1620
342.90 0.1620 343.77 0.1620
343.00 0.1620
343.10 0.1620
16/06 10:57:16 am Skillings Connolly, Inc page 32
WILLOW GLENN III
05011
LEVEL POOL TABLE SUMMARY
<--------DESCRIPTION--------->
C 100YR ......................
C 6M0 ........................
8 100YR ......................
S 6M0 ........................
A 100YR ......................
A 6M0 ........................
MATCH
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE
(cfs) --id- --id- <-STAGE> id (cfs) VOL (cf)
0.45 S3 D3 342.56 15 0.16 418.60 cf
0.08 S3 D3 340.80 16 0.08 6.93 cf
6.56 S2 D2 341.08 13 1.58 11046.86 cf
0.67 S2 D2 336.10 14 0.63 227.30 cf
2.61 S1 D1 340.34 11 0.77 4286.73 cf
0.05 S1 D1 334.90 12 0.04 109.38 cf
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APPENDIX C
Supporting Documentation
Soils Data
Soils Map
Soils Log Map
SKILLINGS-CONNOLLY, INC. Willow Glenn Phase 111 Subdivision
Consulting Engineers Storm Drainage Analysis & Report
Map Output
Page 1 of 1
httn://ice.or.nres.usda_~ev/servlet/cnm e~ri
158
Spanaway Series
The Spanaway series consists of very deep,
somewhat excessively drained soils on terraces. These
soils formed in glacial outwash and volcanic ash. Slope
is 0 to 15 percent. Elevation is 100 to 400 feet. The
average annual precipitation is 40 to 55 inches, the
average annual air temperature is about 5t decrees ~,
and the average frost-free season is 150 to 200 days.
These soils are sandy-skeletal, mixed, mesic Andic
Xerumbrepts.
Typical pedon of Spanaway gravelly sandy 'oam, 0 to
3 percent slopes, 4 miles southeast of Lacey; about 250
feet west and 400 feet south of the northeast corner of
sec. 25. T. 36 N.. R. 1 W.
A-0 to 15 inches: black (10YR 2!1) gravelly sandy
loam, very dark grayish brawn (10YR 3/2) dry; weak
fine granular structure: loose. very friable, nonsticky
and nonplastic: many fine, medium, and coarse
roots: 25 percent pebbles; strongly acid; clear
smooth boundary.
Bw-15 to 20 inches; dark yellowish brown (10YR 3/4)
very gravelly sandy loam, light olive brown (2.SY
Sr4) dry; weak fine subangular blocky structure;
loose. very friable, nonsticky and nonplastic; many
fine. medium, and coarse roots; 55 percent pebbles;
medium acid; clear smooth boundary.
C-20 to 60 inches; dark yellowish brown (10YR 4!a)
extremely graveiiy sand, yellowish brawn (i OYR
5(a) dry; single grained; loose; few fine roots; 80
percent pebbles, 10 percent cobbles; slightly acid_
The thickness of the solum ranges from 15 to 25
inches. The content of coarse fragments in the control
section ranges from 50 to 85 percent. The weighted
average texture of this section is very gravelly sand or
extremely gravelly sand. The umbric epipedon is 10 to
20 inches thick.
The A horizon has hue of 10YR or 7.SYR, value of 3
or 4 when dry, and chroma of 1 yr 2 when moist or dry.
It is medium acid or strongly acid. The Bw horizon has
value of 4 or 5 when dry and 3 or 4 when moist. It is
very gravelly sandy loam, very gravelly loam. or
extremely gravelly sandy loam. The C horizon has hue
of 1 OYR or 2.5Y, value of 5 or 6 when dry and ..i or 5
when moist. and chroma of 3 or s when dry or moist. It
is extremely gravelly sand or extremely gravelly loamy
sand and is siiahtly acid or neutral.
series consists or ~ ,o, moderately
Soil Survey
\weil drained soils on flood plains. These soils farmed it
~IIUViUm. Slope is 0 to 3 percent. Elevation is 20 to 7~
feet. The average annual precipitation is 40 to 50
in~es. the average annual air temperature is about 50
deg ees F, and the average frost-free season is 1 to
200 days.
Th se soils are fine-silty, mixed, nonacid, m ~ c
Aouic erofluvents.
Typic I pedon of Sultan silt !oam. 7 miles east of
Lacey; a~ ut 1,000 feat east and 1,975 feet ~ rth of the
southwes corner of sec. 16, T. 18 N., R. 1
Ap-0 to 7 ~ chest dark yeiiowish brown (~YR 3/4) slit
loam, br wn (10YR 5/3) dry; modest fine and
medium g anular structure; slightly rd, very
friable, slightly sticky and slightly pl stic; many fine,
medium, an coarse roots; many ery fine and fine
tubular pores slightly acid; abru smooth
boundary.
BA-7 to 20 inche dark yellowis brawn (10YR 4!4)
sift loam, brown 10YR 5/3) d ;moderate fine and
medium subangu r blocky s ructure; slightly hard,
very friable, slight) sticky d slightly plastic; many
very fine, fine, and ediu roots; many very fine
and fine tubular por ; sli htiy acid; clear wavy
boundary.
Bw1-20 to 25 inches; da brawn (10YR 3/3) silt loam,
grayish brawn (2.5Y 5 dry; common fine
prominent red (25Y 5! mottles; moderate fine
and medium subah tar ocky structure; slightly
hard, very friable, ightly 'cky and slightly plastic;
common fine and edium r ots; common very fine
and fine tubular ores; slight acid; gradual wavy
boundary.
Bw2-25 to 45 in es; dark brown 10YR 4/3) silt loam,
light brownis gray (10YR 6J2) ;common
medium pro inert red (Z.SYR 5/)mottles;
moderate edium and coarse sub ngular blocky
structure; lightly hard, very friable, slightly sticky
and sligh y plastic; few very fine an fine roots; few
very fin and fine tubular pores; sligh y acid;
aradu wavy boundary.
C--45 to 0 inches; grayish brown (10YR ~2} silt loam,
light ray (10YR 7/2} dry; common medi m
prominent dark brown {; .SYR 41d) mottlea; massive:
sli htly hard, very friable, slightly sticky an'\siightly
pJ~stic: slightly acid. ~
jhe soils are slightly acid or neutral in the control
section and range from sightly acid to strongly acrd
below a depth of ~0 inches. ,Mottles that have- chroma
cif 0 or more are ar a. depth of more than 20 inches.
Thurston County, Washington
Included areas make up about 10 percent of the total
creaoe.
Permeability is moderately rapid in the Spana so .
A liable water capacity is moderate. Effective ro ing
de th is 20 to 40 inches. A seasonal high ~Nater t ble is
at a epth of about 12 to 36 inches from Novem er to
April. unoff is slaw. and the hazard of water e osien is
slight.
~~tost areas are used as hayland and pasture. This
unit is s ~ted to hay and pasture. The main I~ itaticns
are the s song! high water table and the r~derate
available ter capacity. Proper stocking tee, pasture
rotation, any restricted grazing during we periods help
to keep the sture in good condition a protect the
sail from eros~ n. Rotation grazing hel to maintain the
quality of forag .Periodic mowing hel s to maintain
uniform growth, iscourages seiectiv grazing, and
controls weeds. I~ most years irriga on is needed for
maY~mum product~n. Sprinkler irri orlon is the best
me'`'ad of applying ater. The a aunt of water applied
should be sufficient wet the ro t zone but small
enough to minimize t leachin of plant nutrients.
A few areas are us as w dland. On the basis of a
100-year site curve, the earl red site index for
Douglas-fir is 144. On th b sis of a 50-year site curve,
it is 110. The estimated g h rate of an unmanaged,
even-aged: stand of Doug! -fir is 150 cubic feet per
acre per year at 6~ year o ge.
The main limitation a ecti the harvesting of„tim~ier
is the muddiness taus by s anal wetness. Use of
wheeled and tracked quipmen when the soil is wet
results in ruts and so compacti . Unsurfaced roads
and skid. trails are s ft and can b impassable when
wet. Lagging road require suitabl surfacing material
far year-round us .Rounded pebbi and cobbles for
road constructio are readily availab on this unit. i ne
seasonal high ter table limits the u of equipment to
dry periods. Oi turbance of the protecti e layer of duff
can be minim ed by the careful use of heeled and
tracked equi meat.
Seedling establishment is the main con rn in the
production of timber. Reforestation can be
accompli ed by planting Douglas-fir seedlin s. If the
stand in~ludes seed trees, natural reforestati by red
airier occurs periodically in cutover areas. The~easonal
high vYdter table inhibits root respiration and thud results
in so~rte seedling mortality. When openings are rrlade in
the canopy, invading brushy plants can prevent ii1
establisnment of planted Douglas-fir seedlings. ~
;Common forest undersiory plants are cascade \\
~regon-grape, saiai. ~~iine maple, ~,vestern brackenfern,
,and Oregon white. oak. \~
89
This moo uni i ~ - otiose Illw
110-Spanaway gravelly sandy loam, 0 to 3
percent slopes. This very deep, somewhat excessively
drained soil is on terraces. It formed in glacial outwash
and volcanic ash. The native vegetation is mainly
grasses, ferns, and a few conifers. Elevation is 100 to
400 feet. The average annual precipitation is 45 to 55
inches, the average annual air temperature is about 51
deorees F, and the average frost-free period is 150 to
200 days.
Typically, the surface layer is black oravelly sandy
loam about 15 inches thick. The subsoil is dark
yellowish brown very gravelly loam about 5 inches thick.
The substratum to a depth of 60 inches or mare is dark
yellowish brawn extremely gravelly sand.
Included in this unit are small areas of Alderwood
soils on till plains; Everett, Indianola, and Nisqually sails
on outwash terraces; and Spana soils in depressions.
Also included are small areas of Spanaway sails that
have a stony sandy loam surface layer and small areas
of Spanaway gravelly sandy loam that have slopes of 3
to 15 percent. Included areas mane up about 20
percent of the total acrear2.
Permeability is moderate!;; rapid in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting depth
is 60 inches or more. Runoff is slow, and the hazard of
water erosion is slight.
This unit is used mainly as hayland, pasture, or
cropland, as a site far homes, or as a source of gravel.
It is also used as woodland.
The main limitation affecting hay and pasture is the
low available water capacity. Proper grazing practices,
weed control, and fertilizer are needed to ensure
maximum quality of forage. Rotation grazing helps to
maintain the quality of forage. Periodic mowing helps to
maintain uniform growth, discourages selective grazing,
and controls weeds. Animal manure can be applied
periodically during the growing season. Areas that
receive heavy applications should be harrowed at least
once a year. In summer, irrigation is needed far
maximum production of most forage crops. Sprinkler
irrigation is the best method of applying water. The
amount of water applied should be sufficient to wet the
root zone but small enough to minimize the leaching of
plant nutrients.
This urnt is suited to crops. `Nheat, oats.
strawberries, raspberhes, blackberries, ;nd sweat corn
are commonly grown. The main limitation is the low
avaiiaale water capacity. In summer, irrigatiarr is
needed for maximum aroduc::ion or mast gaps.
°0
Sprinklers can be used, but a slow application rate is
needed to minimize runoff. The amount of water applied
should be sufficient to wet the root zone but small
enough to minimize the leaching of plant nutrients. The
application rate should be adjusted to the available
water capacity, the water intake rate, and the needs of
the crop. Animal manure can be applied periodically
during the crowing season. Areas that receive heavy
applications should be harrowed at least once a year.
This unit is well suited to homesites. Pebbles and
cobbles should be removed, particularly in areas used
for lawns. In summer, irrigation is needed far lawn
grasses, shrubs, vines, shade trees, and ornamental
trees. Mulch, fertilizer, and irrigation are needed to
establish lawn grasses and other small-seeded plants.
The main limitation affecting septic tank absorption
fields is a poor filtering capacity. If the density of
housing is moderate or high, community sewage
systems are needed to prevent the contamination of
water supplies caused by seepage from onsite sewage
disposal systems. Cutbanks are not stable and are
subject to sloughing.
Douglas-fir is the main woodland species on this unit.
Among the trees of limited extent are Oregon white oak,
Iodgepole pine, and red alder. Douglas-`rr and Scotch
pine are grown on Christmas tree plantations. On the
basis of a 100-year site curve, the mean site index for
Douglas-fir is 144. On the basis of a 50-year site curve,
it is 108. The highest average growth rate of an
unmanaged, even-aged stand of Douglas-fir is 145
cubic feet per acre per year at 65 years of age.
This soli is suited to year-round lagging. Unsurfaced
roads and skid trails are slippery when wet. Logging
roads require suitable surfacing material for year-round
use. Rounded pebbles and cabbies for road
construction are readily available orr this unit.
Disturbance of the protective layer of duff can be
minimized by the careful use of wheeled and tracked
equipment.
Seedling establishment and seedling mortality are the
main concerns in the production of timber. Reforestation
can be accomplished by planting Douglas-`ir seedlings.
If the stand includes seed trees, natural reforestation by
Douglas-fir, Oregon white oak, and lodgevole pine
occurs periodically in cutover areas. Droughtiness in the
surface layer reduces the seedling survival rate. When
openings are mane in the canopy, invading brushy
plants can delay the establishment of planted Dougtas-
~ir seedlings.
Gammon forest understory plants are ~~ascade
uregon-~~raoe, salal, Nesters brac'.<enfern, western
swordfem, Indian plurrr. ,nd Scotc;r-broom.
Soil Survey
This map unit is in capability subclass IVs.
~~ 111-Spanaway gravelly sandy loam, 3 to ib
percent slopes. This very deep, somewhat excessiv ly
drained soil is on terraces. It formed in glacial outw sh
ana volcanic ash. The native vegetation is mainly
gras es, ferns, and a few conifiers. Elevation is 1 0 to
X00 f~ et. The average annual precipitation is 45 to 55
inches, the average annual air temperature is out 51
degree r, and the average frost-free period is 150 to
200 days
Typically, the surface layer is black gravelly sandy
loam about\15 inches thick. The subsoil is,dark
yellowish br wn very gravelly sandy loam about 5
inches thick~he substratum to a depth ~f 60 inches or
mare is dark yellowish brown extremely gravelly sand.
Included in tP`s unit are small areas of Aiderwood
soils on till plain and Everett. Indianola, and PJisqually
sails on terraces~iso included are~mall areas of
Spanaway snits that have a stcny only loam surface
layer and small areas of Spanaway gravelly sandy loam
that have slopes of Otto 3 percent. Included areas make
up about 20 percent of the tota~ac:eage.
Permeability is moderately r pfd in the subsoil of the
Spanaway soli and very~rapi in the substratum.
Available water capacity ~~ I .Effective rooting depth
is 60 inches or more. Rump is slow, and the hazard of
water erosion is slight.
This unit is used maini,~a hayiand or pasture, as a
site for homes, or as a ~OUrc~ of gravel. It is also used
as woodland. /
The main limitat~on~affect~ng ay and pasture is the
low available water pacify dur g the growing season.
Proper grazing. pro ices, weed cgntrol, and fertilizer are
needed to ensure~nax~mum quaiity~ of forage. Rotation
grazing helps to atntain the quail of forage. Periodic
mowing helps t maintain uniform gr wth, discourages
selective grazi ,and controls weeds Animal manure
can be applie periodically during the awing season.
Areas that r eive heavy applications s pull be
harrowed at/least once a year. In summ ,irrigation is
needed fo~maximum production of most forage crops.
Sprinklerrrrrgation is the best method of a~plying water.
The amount of water applied should be sufficient to wet
the root!zone but small enough to minimize two leaching
of piartt nutrients.
T hrs unit is suited tg homesites. The main I\ itaticn
s the slope. Cutbanks are not stable and are sui?iect tc
sio~aghing..~ plant cover can be established ana ~,
.maintained through proper fertilizing, seeding, mui~hing,
;rrd shaping of the slopes. Pebbles and cobbles should
ne removed, particuiariy in areas used for lawns. In
260
TABLE 14.--&YGINEERING INDEX PROPERTIES --Continued
Soil Survey
Classification
,
,Frog-
, Percentage passing ,
i
1
-
'ments ; sieve number-- ;Liquid as
, P
Soil name and ;Depth; IISDA texture
~ ' ;
' Unified ,
; aAS'dT0 ; >s i , , , ; limit ; ticit7
ma s of
p Y~ , ,
~ '
~ , ~
,inches ~
, 4 ~ 1
0 ' 40 i 200 ~
, index
~ ,
In ,
~
~
Pc'_
~
,
i
, , ,
~
PCt
,
,
-~ 110, 111--------
-; 0-15;Grave117 sandy ~
~G~9, St4 ~
,A-l, A-2 '
, 0-~ '~5-85
,.. ,50-75 130-SO ,15-25 i 35-50 ~ N"P-10
Soandwdy
`.~_ i i loam.
115-20iVery gravelly i
,GM i
,A-i, .~.-2
, 0-i0
~
135-55
~
,25-50
~
115-45 110-35 i
~ i ~
35-50
i VP-l0
,
loam, very , ~
,
,
~
~
~
,
, ~
~ , ~
gravelly sandy i i ~ ~ ~ ~
loam, extremely ; i ~ ~ ~ ~
gravelly sandy i ~ ~ ; ; i i i ~
X20-SOi~tremely ,G?, G"r~ iA-i 110-25 125-35 ,20-30 110-20 i 0-5 i --- i ~~
gravelly sand, ; ~ i ~
, ~
, ~ '
, '
e.tremely
i
i
i
i
~ ~
~ , ,
gravelly loamy
i
,
i
, i ,
i
sand. i
~ i
~ ~
' '
' ~
' ' ' ' ~
, i
i ,
112, 113--------i 0"'-6;Stony sandy loam
;SM
;A-2
2
; 5-20
0
; 0-' ,
;70-00
;35-55 ,
;60-80
;25-50
;40-50 ;25-35 ;
;20-40 ;10-30 ;
35-50
35-~0
; NP-10
; .Vi'-i0
Spanaway ;16-22;Very gravelly ;Cn! iA-1, A- _
, , , , , ~ ~
~ , loam, verj i ~ ~
gravelly sandy ; i ~ ~ ' ' ' '
i i '
10am, extremel1 i i i i i i
i ~ '
i gravelly sandy i i i i
i i
, i
t , , ,
i ~
loam.
22-60;E~tremely i
;Q, ~ i
~A-1 i
{10-?5 i
125-35 ~
;20-30 ' ' ~
;10-ZO ; 0-5 ;
~
--- ~
~ •`~
gravelly sand, ; i ~
, ~
, ~
, ' '
, , , '
,
extreme 1 y ~ j , , , , , , ,
~ , gravelly loamy i i i i i i i
, , Sand. i ~ ' , , ' ' , ~
114*:
Spanavray--
i i
; 0-ZS;Graveily sandy
~
;GM, ~!
~
;A-1, A-2 ,
; 0-5 ,
155-35 ,
;SO-75 , ,
;30-5x-;15-25 ;
35-50
; NP-l0
i
' ~ loam.
,
IS-ZO;Very gravelly ,
;GM i
;A-1, A-Z i
; 0-10 i
;35-55 ~
;~-SO i i i
;I5-45 ;10-35 ;
35-:0
, W-10
, , loam, very , , , ' ; i ~
~ ~ gravelly sandy i ~ , i i i i i ~
~ ; loam, extremely i ; , , ' ' ' '
i i i ,
~
i gravelly sandy ~ i i
' i i i
i
X20-50;EYtZ~ely ~
iGP, Gr7 '
i~:-1
110-25 ,
i~-35 ~
iZ0-30 i
iI0-20 i 0-5 _~
i i gravelly sand,
,
,
i
, , i
~
extremely i ~ ' ' ' ' ' '
~ , gravelly loamy , ~ , ~
, ' Sand.
i i i ~
~
' , ' , , ' '
'
Nisqually ; 0-5 ;Loamy fine sand ;SM ;A-2 ; 0
, 0 ; 100
i 100 ; 100
i 100 ;50-80 , L-30 ;
160-80 120-30 ~ -~ i '~'~'
i +~
5-31iLoamy sand, loampiSM iA-2
fine sand.
X31-60,Loamy fine. sand, ;
~SP-SM, SM ~
~A-3, r1-Z ~
i 0 ~
i 100 ~
i 100 ' ' '
X65-75 { 5-20 ~
-- '
i NP
IOamy sand, ~ ,
saII
, , '
1
i , i , i , i
i i
,
i
115--------- i 0-7 'Silt loam- -i ML
CL
?'iL
i A-~
A-~
iA-4 i
i 0
i 0 i
i I00
i 100 i
i 100
i 100 i i
, 80-00 , 70-H0 i
i°5-10080-90 i
20-30
25-35 i
~ '7P-5
i -`-15
Sultan i 7-50iSilt loam, silty ,
,C- r ~ , i , ,
clay loam. i ~ ~ ~ ~ ' ' ' '
-- i ~J-7 i Silt loam-----i ~+
'OL iA-s i 0 i '-00 i _00 i °0-100 ~ 70-?0 '; =0-SO i VP-10
16----
Tacoma. ; 7-SO;Silt loam. very i
;:SL ;A-s ; ~] i 100
~ ~ ''_00
~ ;?5-100;85-95 i
~ ~ 25-35 ~ `IP-l0
_ine sandy loam-_ ;
50-50iSilt loam, silty ~C
~A-H, -i-?
~ J
~ 100
; :00
'°5-:00~°fl-1001
'
=0--0
; ,0_'-5
i i 1 i ,.1
, , c ay oam, .. ay
~ i
. ,
~ ~ i
, i ~
~ i i
;
~ ~ ~
See _`ootnote- at ,tea- of tai~le..
Thurston County. Washington
TABLE 15.--?HYSIGAI, AND CHEMICAL PRGPERTIES OF THE SAILS--Continued
27~
tsos ion ;
Soil name and ;Depthi Clay ; Permeability ; Available ; Soil ; Shrink-swell ; factors ;Organic
moo symbol ; ; ; ; water capacity ;reaction ; potential i i i matter
, i ~ ~ , i i K ~ T ~
, ,
In ,
-
?c:
, In/hr
~
, In/in
~
, pii
~ -
, , ~
i
,
~ rct
-
~
a
------------
10 ,
~
' 0-~2'
_ ,
-- 7-15 ~ 2.0-5.0 ~
; 0.12-0.14 ~
;5.6-5.0 , i i
;Low------------10.24; 5; 5-15
.
Spana ,
122-26; 5-15 ; 2.0-5.0 ; 0.14-0.17 ;5.5-6.0 ;Low------------10.171
'26-38; 5-15 ; 2.0-5.0 i 0.09-0.12 ;5.5-6.0 iLow------------;0.10;
38-501 2-5 i 6.0-20 i 0.05-0.08 15.5-5.0 ,Low------------10.051
._110, 111-------
--~ 0-15;
, 2.0-5.0 ~
i 0.11-0.13 ,
X5.1-5.0
5
1-5
;5 , ~ ,
Low------------~0.15~
10
u--- -;0
L ~
2 ~ 5-15
Saanaway
--~------- 115-20;
,20-60, ---
0-: ; 2.0-5.0
i >20 i 0.09-0.12
i 0.03-0.05 .
.
ib.l-7.3 ,
.
,
o
,Low- --10.021
,
113-------
112 I i
--i 0-16~
--- ~
i 2.0-6.0
i
~ 0.11-0.13
,5.1-0'.0
,Low------------i0.15~
2 i 5-15
,
~aanaway
y ;16-221 --- i 2.0-6.0 ; 0.09-0.12
03-0
05
i 0 X5.1-5.5
1-7
3
b Low------------~0.10~
Low------------,0.02, ~
,
;22-60, 0-5 ; >20 .
. .
.
, ,
114*:
Soanaway------ , ~
--i 0-151
--- ~
i~ 2.0-6.0
; 0.11-J.13
;S.i-o.0 ' '
iLow---------- ;0. Li '
2 i 5-15
15-201 --- i 2.0-5.0 i 0.09-0.12 15.1-5.5 ,Low------------10.101
20-60, 0-5 i >20
, i 0.03-0.05
, ,6.1-7.3
, iLow-----------~0.02~
, i
, ,
~ ,
Nisqually---~---~ 0-5 ;
0-~ ,
~ 2.0-5.0
; 0.09-0.12
;5.6-5.5 , ~
;Low------------10.20; ,
5 ; :-'-^
~ 5-31, 0-5 i 2.0-5.0 , 0.08-0.12 ,5.6-5.5 Low-----------10.281
31-60$ 0-5 i >20
, , 0.04-0.07
i ib.l-7.3
, iLow------°----10.241
i i
,
,
i
e i
, ,
-' 0-7 '
i1.,------------ , ,
15-_0 i
; 0.6-2.0
i 0.18-0.20 ,
;6.1-7.3 , i
i
,Low----------10.37;
5 ; ~ 1C
Sultan ; 7-60;
i 20-30 ; 0.6-2.0
~ ; 0.18-0.20 ;6.1-7.3 ;Moderate------°;0.32;
II6--------- ,
' 0-7 '
--, , S-18 i 0.6-Z.0 i 0_25-0.35 13.6-5.5 ,Low-----------10.281 5 ; 10-20
Tacoma i 7-50, 5-18 i 0.2-0.6 , 0.20-0.30 13.6-5.5 iLox-----°----~10.321
50-60; 20-50 ; 0.2-0.b ; 0.19-0.21 ;3.6-5.0
' ~:Soderate-------~0.32~ ~
ll7 118 119
~
i i
i 0-lli
10-15
i
~ 0,6-2.0 ~
,
i 0.12-0.14
,
X5.1-5.0 ,
,
Low----------+0.20
20~
i0
2 i 5-ZO
Tenino ill-361 10-15 i 0.6-2.0 , .'7.12'-0.14 15.1-6.0 .
iLox-
40-60,
2-ZO
i >20 ,
i 0.06-0.07 ,
,5.1-5.0 ,
iLov-- ~O.OZi
;
i
,
~
0-
1 ~
' 0-111
-- --- ~
i 0.6-2.0 ~
i 0.25-0.35 ~
15.6-7.3 , ,
iLow-- ---~10.281 5 i 3-10
..
Tisch ,
111-50~
--
; 0.2-0.6
i 0.25-0.35
30-0
40
i 0
15.6-7.3
6-7
3
5
;Low---------~0.28~
Low---- ---~O.OO
~
50-b0i --- i O.b-2.0 .
. .
X
.
, , , i i ,
1.11, I22 --i 0-101 --- i 0.6-2.0 i 0.25-0.35 15.1-5.0 ,Low----- -i0.24~
24;
-10 3 i 5-10
Vailton ;10-15;
15-48, --
--- i 0.6-2_0
i 0.6-2.0 ; 0.25-0.35
i 0.20-0.30 ;S.I-6.0
15.1-6.0 .
;Lox-
,Low---°- i0.15~ i
, 48 , _~ ~ ,
~ ~ , , , ~
124----
123 , ,
,
---i 0-Zli
10-25 ~
~
i 0.6-2.0
,
~ 0.17-4.20 ,
15.1-6.0 ,
,Low-------i0_32~
5 i 5-10
,
Wilkesan ;11-47; 25-35 ; 0.6-2.0 ; 0.12-0.17
20
15-4
i 0 15.1-6.0
1-6
0
15 ;Moderate- -;0.20;
;Moderate------;0.20; ~
~
47-60;
~ ' 18-35 ; 0.6-2.0
~ .
.
~ .
.
125. , i
~ , i
~ i
~
; , i
; , , ,
Xerorthents ; ~
, ~
~ ~
~ '
,
, ,
'
, , ,
'
'
,
128---i 0-8 ,
127
126 --- i ?..0-5.0 i 0_25-~J.35 ~
.5.6-fi.5 i ~
--10.321
,Low---- 5 i :-°
,
,
Yelm i 9-461 --- ~ 2.0-5.0 ~ O.iS-0.25 ;5.6-~.. __ -
;Low--- --10.32;
101
--- -10
-
i
46-501
~ ~
i ~ 0-~ i 5.0-20
~ i 0.04-0.09
~ i5.o-6.5
i .
-
iLow-
~ ~
i i i
~.:ee iesc`iptioa of she son emit .or composition and ~~ehavior chazzcteristics of the :non unit.
v n m° \~ -J U) W O N ~ ~ 0o rt- O
~ x z m
o ~ m ~ O ~
~ ~ m z fTl
zo°o z (n ~ ~yi ~
~ m m m ~ ~ - - - - - - - - - - - - - - - - - -
<j ~
o D = ~ ~ _ ~ :GREE I LEAF L QP SE
w- w--s-w --w-- w-_' -
P O ~ - s-=w-_ w-- v~~---w- L-w-- w---w-
Z7 r c. ~ ~ .
m ~ '
m ~ a ~ ~
- ~ -
~ _
s Z ~ Z 0 ~ _ _ - - - _ - `~ t„ _ 64.98
p O C J I'~ ~ r---~ r---~ r---~~`'s IF y'~r----~
r ~~ d - I I I I I I
I I
j D ~ Iq I I I ~I ~I i °
-- I=1 I I I I ~' L_ J
m D Z L---J L---J L---J L---J
m ~ 4.00 5 , 00 5 .00 ~' I
~ N ~ O O
O L - J
~ O -. I", O I I I I~ I f N I I
m N~CTI N~U1 ~ I I I I q I °o l I o
l I I I I I
_ " m I I I ~_-_~, l ~ ~ L- J
~ ~ _ I I ~ ~ 54.84 ~
m~0 r~0 z L_ J i .r~s~ ~6~ I U I----
~ D ~ D D S ~ °d~ g `j 7.91 6'L f N I I
D D D O /~ s °o l I °
z < z < ~J L - J
Z_ Z_ /
~ r- (~ ~ r- ~ ~ o '„ 3 SSkt4+e SS
r----~
fT1 \ ~ m \ ~ D / ° as w as w ~, I I
N z 0 0 z 0 0 I I I~--~' r ~ vNi c,+ I I
O D D O m D ~ I~ I I ~ I I f o ~
~n~ ~n~ °~ I I I,d I~ I L- J
\~ \~ \ I I l a---J ~---J ~ I r----~
NI I
~ ~ ~ ~ ~ ~ ~---J ---~ 33.00 62.00 ~ ~ o I I
O (~ rn (n ` ` \ 54.00 52.00 9.0 o f - - - - ~ ~ V L - J
__~ ~ I I
--7 L- -J
D c/) D (n I i~ I ----- ~
m z f` z i i ~ I 7/ ~ ~o ~-----
I I / A`pi^~----
L__ p, --~
4ti yy p `; I
r----~ pp .' o ?~ I
v.
o I ,t„ sJ
~ ---~G, 5 p° I I
/ ~ e
e ~ I / p~ I
/' u v I / ti 81.42 --
°: °
- J ~~ / I u,
o r----~ ~ 1 I o ~'---, r---1
° a I I w I °
w o 00 U7 N O OD CIS N O _ I I I e
rn ~ °o I l o. in iE ~"' L J I I w
ay -, ~~ N ~~~ N L -J °' I I I I l y
cop (n O O O (~ O O O o I I ti, I `~sl~---J ° V~gv 4g s[qy v o
om ^ ~ z y D D z D D y \ ° L-- -J °o, ~ ~ ~ 2600 .9
g 3 O ~ D ~ ~<,, Z D ~ rG Z \ r - - - - , _ M --.+,r~a+ M --ere--~
m _~ ~ ~-. ~ r- ~ ^ r- r ~ ~ o i i ti ? ss - ss - ss
v frf ~ f C ~ r- C \ ° I I °o g ...
4 26. IO
K ~Q\ ~Q\ ---- r_-._-, N tib -- 9253.
O C7 D C7 D ~ I I ~ - ~' -~ ~ s „'.~e
xy~ OzD~ OzDr o I lo' wl~ I e ~\ ~ q4~'I
o~ ~~ C D rrl OD C D f<Tl DO ° L - - J ° F L- J v ~ I I I
~ r----~ ~ I~ I
<c ~ D m~ D N I I~ ~ ~ I I u, I I R
w ao fTl ~ fTl n,
~Np ~ z ~ z o° j I °°` o f I o L---J L---J
~w D O D O L _~ ~ I I °
- L - J
z (~ z (~
~ O O (n O O (n r-----~ I r----~
m ~ C D C D N j ~ N ~ ti l I ti
r D m D m ------ J L J w
r ~ ~ o I t o ~ N I ~ o I I
O ° I I° '^ m l N I I
- O O L - -J F II J (.. L---J
O - -~
U
O 00 Ui N O 00 (Ji N O o I - i o I '' 9.0o p ?'sN 41P~~
00 CTS 00 CIS r-----~ M _ I/
Z ~ - " - ~ I I ~ ' SS SS t
N
D - r cn o c~ o cn o c~ O - - - - - o ~ ~ o ' w~J~ ~ 3~0
- rn D ~ ~ ~ D ~ ~ ~ L ~JO~iT - J 6 0 .tom tip ~ ~~ - - - ,
Z <~ - <m - ~, I I ~ f/ 1 I I
G~ Z ~ f Tl ~ (7 ~ f ~l r- C7 o I I p ': I I I --- "I I I I
~ fir- ~ ~r ~ ° L -J o' ° ~ ~y I Iy' II
Z ~ ~'^\ ~ ~ ~\ ~ w l I I I I '~ I
W _.
n D n D 89.99 v" 49.72. 52.00 52.00 54.00
OzD~ OzDr o. .. ..,._ .....
O O _. ,._..,. ., _. -
..
C ~ < C 0 < - - --- -° . -. .
~ fTl D ~ fTl D - - - o-----
~~I- ~ ~~r- ~ - ss
O ~ o z `J ~ z -- T GROVE ROAD SE
~ D ~ D D
r z~ z~
oo~ oo~
C D C D
r s
~~o ~~o DSO ~~
O D m D rn ~ o--
< < m
m ~ n N
- ~ 7ST,v Z A
O
< ~~ ~ ~ m
` J ~° D O (J~ (~ O N !~1
O ~ ~ m N N ~
_ ~ o
o-~ { ~ o z z~ °~ ~ ~_
a ~~
-{ -1 ~ ~ Z D N O
f7 ~ Z m O A tp
m ~ o r" z x c~ ~
D "' _ -
~ o '^ °o m
n N ~
~ m
Oa 3~0?J~ f
O $ (n
~ ~ ~ i ~
.. ; fTl
APPENDIX D
Maintenance Schedule
SK~L.:_1NGS-:::.NNOLL'l.:NC. .Ylilaw ~=;err:-!ease ~u ~unu~v~srorr
!'onswting ng;neers 3iozrr ~r;nage~rr~arasrs ,~ i~~no>z
RESIDENTIAL
AGREEMENT TO 1~L-~INTAIN
STORNIWATER FACILITIES AND TO Il-IPLEI~IENT A
POLLUTION SOURCE CONTROL PLAN
BY ~~~ BETWEEN
YELI~I PROPERTY DEVELOPiLIEVT, LLC
:~ WASHINGTON LII~IITED LIABILITY COiVIPAivZ'.
THEIR I~EIRS, SUCCESSORS, OR ASSIGNS
(HEREINAFTER "COMPANY")
AND
CITY OF YEL~I
(HEREI~i 1A.FT'ER ".TL'RISDICTION")
The upkeep and maintenance of stormwater facilities and the implementation of
pollution source control best management practices (BMPs) is essential to the protection of
water resources. All property owners are expected to conduct business in a manner that promotes
environment protection. This Agreement contains specifc provisions with respect
to maintenance of stotmwater facilities and use or pollution source control BrVIPs.
LEGAL DESCRIPTION: (of the proposed plat of Willow Glenn, Division 3):
McKenna IRR TR Lot 2 Bleck 35
SITUATE in City of Yelm, Thurston County, Washington.
Whereas, the COMPAI~tZ' has constructed improvements, including but not limited to,
buildings, pavement, and stormwater facilities on the property described above. In order to
further the ;oafs of the Jurisdiction to ensure the protection and enhancement of
water resources, the Jurisdiction and the COMPANY hereby enter into this Agree;nent. The
responsibilities of each party to this Agreement are identified below.
COMPAi~TY SHALL:
(1) Implement the stormwater facility maintenance program included herein as Attachment
„ ~..
l2) Implement the pollution source control program included herein as Attachment "B".
(3) ylaintain a record (in the form of a log book) of steps taken to imniement the
pro~ams reerencedin (1) and t~` above. The log book shall be available for
inspection by appointment at ! 6~ Middle Road SE. Yeim_ WA X8597. The log book
shall cataio~ the action taken. ~,vho took it, when it was done. how it was done, and anv
problems encaunteredorfollow~~n actions ;~cammended_ tilaintenance ;terns
~: ~.fcrms~dramaae~ooenak?T ~ ~' 9T
("problems") listed in Attachment "~." shall be inspected as specified in the attached
instructions or more often if necessary. The CONIPA~iY is encouraged to
photocopy the individual checklists in Attachment "A" and use them to complete its
inspections. These completed checklists would then, in combination, comprise the log
book.
(~) Submit an annual report to the Jurisdiction regarding implementation of the programs
referenced in (1) and (2) above. The report must be submitted on or before NSay l~ of
each calendar year and shall contain, at a minimum, the following:
(a) dame, address, and telephone number of the businesses, the persons, or the
firms responsible for plan implementation, and the person completing the report.
(b) Time period covered by the report.
(c) A chronological summary of activities conducted to implement the programs
referenced in (1) and (?) above. ~ photocopy of the applicable sections of the
log look, with any additional explanation needed, shall normally sufrice. For
any activities conducted by paid parties, include a copy of the invoice for
services.
(d) r1n outline of planned activities for the next year.
(5) Execute the following. periodic major maintenance on the subdivision's ~stotmwater
facilities: sediment removal from ponds, managing vegetation in wet ponds, resetting
orifice sizes and elevation, and adding baffles.
Tf~ 7URISDICTION SHALL:
(I) Maintain all stormwatersystem elements in the public rights-of-way, such as catch
basins, oil-water separators, and pipes.
(2) Provide technical assistance to the COMP.~V`f in support of its operation and
maintenance activities conducted pursuant to its maintenance and source control
programs. Said assistance shall be provided upon repuest and as Jurisdiction time and
resources permit.
(?) Review the annual report and conduct a minimum of one (1) site visit per year to
discuss performance and problems with the CONLP:~~TY .
(~) Review this agreement with the COIVIP_~y" and modify it as necessary at !east once
every three (~) gears.
r.~,formswrainage~aooenak.PT ~ OIaT
RELIED IES
(1) If the Jurisdiction determines that maintenance or repair work is required to be done to
the stormwater facilities located in the subdivision. the Jurisdiction shall dive the
COMPANY notice of the specific maintenance and/or repair required. The Jurisdiction
shall set a reasonable time in ~.vhich such work is to be completed by the persons who
were given notice. If the above required maintenance and/or repair is not completed
within the time set by the Jurisdiction. written notice will be sent to the COiyIP.~~"
stating the Jurisdiction's intention to perform such maintenance and bill the CONIP.~~~
for all incurred expenses.
(?) If at any time the Jurisdiction derermines that the existing system creates any imminent
threat to public health or welfare, the Jurisdiction may take immediate measures to
remedy said threat. No notice. to the persons listed in Remedies (1), above. shall be
required under such circumstances. :~11 other COMPA:~I`I responsibilities shall remain in
effect.
(::; ; ~I"ne COMP ~~`l grants unrestricted authority to the Jurisdiction for
access to any and all stormwater system features for the purpose of performing
maintenance or repair as may become necessary under Remedies (1) anc~lor (2).
(4) The CO>VIP:~yY shall assume responsibility for the cost of maintenance
and repairs to the stormwater facility, except for those maintenance actions explicitly
assumed by the Jurisdiction in the preceding section. Such responsibilir, shall ~rciude
reimbursement to the Jurisaiction within 90 days of the receipt of the irivoi:e for any
such work performed_ Overawe payments will require payment of interest at the
current legal rate for ligtudated judgments. If legal action ensues, any costs or fees
incurred by the Jurisdiction will be borne by the parties responsible for said
reimbursements.
This :=~gzeement is intended. to protect the value and desirbility of the real property described
above and to benefit all the citizens of the Jurisdiction. It shall run with the land and. be
binding on all parties having or acquiring any right, title, or interest, or any part thereof, of
real property in the subdivision_ They shall inure to the benefit of each present or future
successor in interest of said property or any part thereof, or interest therein, and to the benefit of
all citizens of the Jurisdiction. .
Denny Balascio.
Yelm Property Development. LLC.
.3 Washington Limited Liability Company
,.,',orms~orainaaevnpenelc.'' i ' 0/97
:~TTACHIi LE~+T ":~" ~I~INTENANCE PROGR..-~l~I
COVER SKEET
inspection Period:
Number of Sheets Attached:
Date Inspected:
Name of Inspector.
Inspector's Signature:
r.~forms~dramage~aonenak.97 ' G!° r
ATT~CHI~LE~T "B"
.:`.crms~araina~e~annenak.?; ' ^!9`i
Maintenance Checklist for Infiltration Systems
Frequency Dm~nage System Problem Conditions to Check For Conditions That Should Exist
Feature ~
~f
S Gentml Trash ~c debris bmidup m See :Maintenance Checklist See ~laincenance CheCkllS[
. ~ pond for Ponds. tar Ponds.
M Poisonous vegetauan See iVtaintenance Checklist See `nainceaance CheckGs[
~ `or Ponds for Ponds.
~l S Fire hazard or polluuon See ~larntenance Lheclhst gee Mamtenane.. C.ne..khst
'~ for Ponds. for Ponds.
bl Vesetauon not growing or is See Main[enance Checklist Sze Maintenance Checklist
' '~ uverorown for Ponds. for Ponds.
~l ( Rodent holes See Maintenance Checklist See Maintenance Checklist
y- for Ponds. for Poads.
;n$eo,~ See Maintenance Checklist See Maintenance Checklist
~l t/ for Ponds. for Ponds.
.~ Storase area Sediment buildup in system .-~ soil restore test indicates Sedimen[ is removed aaa/or
facility is not working at its facility is cienned so that
designed capabilities ur was inhlttaion system workcs
V incorrectly designed. according to design. .~
sediment trappiae arty is
installed to reduce sediment
transport into intiitraaon area-
Storage area drains slowly A soil texture test indicates additional volume is added
~ ~ more than -t8 hours 1 or ~ facility is not working at its through excavation to provide
I ovenlows designed capabilities or was Herded storage. Soil is
I U incorrectly designed. aerated and rototilled to
improve drainage. Contact
the Citv fer information oa i~
ret}ttircmeats re~-udiag i
excavation. I
~1 Sediment trapping area ~.ny sediment and debris Clean out sump to design I
J tilling area to 10f°o of depth depth.
from sump bottom to bottom
of outlet pipe or obstructing
flow into the connector loc.
One "I"me Sediment trapping :urn rot Storm water eaters iatiltraaon i .add a trapping ares by i
1
pttseat area difectly without constructing a sump for
trtatmeat. settling of soGdc. Segregate
settling alts from rest of
facility. Contact City for
sttidance. ~
M Rock FtIters ~ Sediment and debris By visual inspection liNe or Replace grove! in rock filter.
no water flows through filter
donne heavy min storms.
If you ate ^..nsure whether a problem exists. please contact Jurisdiction and ask for
Comments:
'<ev ~ _ .~nnttai (March ar.~+pni oreierred) `~1 = Momhly ~ see tchedwet S =after mator ~totms
r:•.formstarainaaevnatnoro °r ~~°oP -1 - Y .~,1
9•
ATTaCHNw"I' "~„ (CONTINL"ED)
Maintenance Checklist for Fencing/Shrubbery Screen/Other Landscaping
Frequency Drainage System Problem Conditions to Cbeck For Conditions Tha[ Shouid
Feature ~ Exist
~1 General Missing ur broken -any detect in the fence ur screen that perrrttts Fence is mended ur shrubs
, parWdead easy enw to a facility. replaced to form a solid
~ shrubbrrv bamer ro entrv. ~
X1
5 Erostan erosion has resulted in an openine under a fence ~ Replace spit under fence so
. / that allows entry by people or pets. i that no opening exceeds 1
' inches in height.
yl Unruly veeetatiun Shrubbery is Sowing out of control or is Shrubbery is trammed and
i V infested with weeds. weeded to provide appealing
~ aesthetics. Do not use
::hemicals to control ~.veeds.
~ 'Nice fences Darnaged parts Posts out of plumb more than 6 inches. Posts plumb ro w•tthin l!4
~ a inches of vlumb.
..~ Too ruts bent more than 6 inches. Too rail free of bends neater
V than I inch.
~ ~ any part of fence including posts. top tads. and Fence is aligned and meets
V fabrics more than t foot out or design alienment. desien standards.
,~ ~tisstng or loose tension wire_ Tenstoa wire in place and
~~ hoitiine fabric.
, Missing or loose barbed wire that is saggne ~ Barbed wire in place with I
.
~ V more than_'.4 inches between posts. Tess than ?'+-inch sae between
~
I
pose.
.....
.~
Extensoa arm tttisstng, broken, ur bent uut ui I Extension arts :n p:aoe with ~
~ I J shape :Wore than I'h inches. I no bends ;aree: than ", inch.
~ Deteriorated paint Part or parts that have a rusting or scaling Structttrtlly adequate posts
(/ or protective condition that has affected structural adequacy. or parts with a ~.ttuform
coaring protective coating.
N ~ f Openings in fabric Qpenin~ in Fabric arc such that an 3-inch No openings in fabric.
diameter ball could fit throueh.
(f you are unsure whether a problem exists, please contact the ,lunsatcnon anti asx for tecnntcat asststance.
Cornments_
iev : _ ?~nnuai t:~'iarcn ur.lvni nrcicrru) `n =.~iontnly tree scneautel J = ~.ttermatorstnrms
.•,'orrrtstaramaceurtatnoroo.ci -~"°? ~ - 'j .'~°7
~,TT~CI-~IENT "A" (CONY 1NL'ED)
Maintenance Checklist for :access Roads/Easements
Frequency Drainage System Problem Conditions [o Check For Cundiuons That Should Exis[ '~
Feature ~
One Time General Vo access road exists If ponds ur other dratnaee system Features Determine whether an easement
needing maintenance by motorized to drainase feature exists. if
equipment are present. either an access road ves. obtain City permits and
i% ur access Corm public streets is required. consuuct gravel (or equate
access road. If not. report face
of easement to City atten[ion
M ~~ Bla:ked roadway Debns which could damage vehicle tires Roadway free of debris ~.vhich
i glass or metall. could aamaee fires.
~ any obs[rucuons which reduce clearance Roadway overhead clear to I-1
i above road surface to less than 14 feet feet hieh.
,~ .any obscrucdons restncnng the access co ~ Consrructio^ removed to allow
less than l5 feet width. at leas[ a I5-Foot-wide access.
~.S Road Surface i Settlement. potholes. When any surface defect exceeds 6 inches Road surface uniformly smooch
mush spots. ruts in depth and 6 square feet in area. In with no evidence of settlement
V
general. any surface detect which hinders or
potholes. mush spots. or ruts.
prevents maintenance access. Occasionally applicanon of
additional gravel ur pit-run rock i
wilt be needed.
Vesetation in road Woody growth that could block vehicular Remove woody ~owth at early ~
f surface access. Excessive weed cover. stale to prevent vehicular
bioc:agc. Cut back wecd5 if
i [hey txgia to encroach on road
~ surface.
M.S Shoulders and Erosion damage Erosion ~xithin t root of the roadway more i Shoulder tree of erosion and
ditches V than 3 inches wide and 6 inches deea. ~ matching the surrounding road. ~,
!f you are unsure whether a problem exists, please contact Jurisdiction and ask for technical assistance.
Comments:
<c~; ~ _ ~,nnuat (Marta or Anni areferrenl '~A = ,Monthly I see scnedulei . _ ,tier major storms
~ .. a-
-~.formstdratnagetmatnoroa.°7 ~~°-~ ~ - = '/"~
ATTACI~IEy°I' ":~" (CONTINti'ED)
Maintenance Checklist for Ponds
Frequency Drainage System Problem Conditions to Check For Conditions That Should Extst
Feature ~
M
S Gzneral Trash ~c Dumping of vard waste such :v amass Remove trash Jr. debns and dispose as pre-
. debris build- clippings and branches into basin. Unsiolttly scribed b_v City Waste Ylanagement Section.
/ up in pond. accumulation of non-degradable materials
t such as _!ass, plastic. metal. foam and coaled
paper.
X1
5 Trach rack Bar screen over outlet more than .5 `'o covered Replace screen. Remove trash and debns
. plugged ur by debns or rrtissins. and repose as prescribed by City Waste
'~ miSSin4 Management Section.
M Poisonous .any poisonous ~~e~etatioa in which may Remove poisonous vegetation. Do not spray
vegetahon constitute a hazard to the public. Examples of chemicals ua vegetation without obtaining
If poisonous vegetation include: tansy ragwort. ;utdance from the Cuoperahve Extension
poison. oak. sen~ns nettles. devils club. Service and approval from the City.
M.S Fire hazard Presence of chemicals such as natural gas, oil. Find sources of pollution and eliminate them.
or pollution and gasoline, obnoxious color, odor. or sludge Water is free from noticeable color, odor. or
/ noted. contamination.
M Vegetation For Sassy ponds. grass cover is sparse anti For grassy ponds. electively thatch, aerate.
not growing weedy or is overetowa. For wetland ponds. and reseed ponds. Gcass cutting unnecessary
or is plants are sparse or invasive species are unless dictated by aesthetics. For wetland
overgrown. presen~ ponds. handplant nursery-grown wetland
~ plants in baze areas. Contact the Cooperative
Extension Service for direction oa invasive
species such as purple loosestriie and reed
canary gross. Pond bottoms shold have
uniform dense coverage of desired plant
s ecies.
,yl Rodent holes .any evidence of rodent holes if faciliry is Rodents destroyed and duo er berm repaired.
~ acting as a dam or berm, or any evidence of Contact the Thtttstoa Counry Health
water piping through dam or berm via rodent Department for guidance.
holes.
yl Insects When insects such as wasps and hornets Insects desroyed or removed from site.
, 1 interfere with maintenance actinides. or when ~ Cont:u:: Cooperative Extension Service for
. `/ i mosquitoes berntae a nuisance_ - ~ widance. i
,>, Treegrowth '' 'I'tee ~owth does not allow inaintenance Trees de not hinds maihi~aace activities.
access or interferes with mainttaance acriviry Seiectiveiy cultivzx trees such as alders for
~/ (i.e_ slope mowing, silt removal or equipment hrewood_
movements), ff tixs are not interfering with
access, have tires alone.
1r1 Side slopes of pond Erosion oa Check around inlets and polies for siaas of 1 Find causes or erosion and eliminate theta
beans or at erosion. Check berms for sittas of sliding ur Thrn slopes should be stabilized by using
eatraacvezit settling. ,action is needed where eroded appropriate erosion control measurers): e.g.,
'
orcemeat, planting of gran.
dataage over? inches deep and where there is rocfc reinY
oteatial for continued erosion. compaction.
~Vl Storage area Sediment .accumulated sediment that azceeds 1046 of Sediment cleaned ou[ to designed pond shape
/
J buildup in the designed pond depth_ Buried or partially sad depth: pond re-seeded iF necessary to
pond boned outlet structure probably indicates control erosion.
- sir>nificant sediment deaosits,
A Pond tikes i/ Settlements .any part of dike which has settled ~ inches ~ Dike should be built back to the design
lower than the desitm elevation. elevation.
A Emergency / Rock Only one layer of roack exists above native Replace rocks to design stantiuds.
overdowispillway t/ missing soil is area ~ <-auare feet ur fareer, or any
exposure of native soil.
One 7 ime i Emergency ~ Overrlow Side of pond has no ties with large rocks to I Contact City for sutdaace.
overtlowlspillwav ~ nhssine handle emereear~ overiows.
If you are unsure tivhethera problem exists. please contact Jurudtenon aria nett for teenntcat asststaace.
Comments:
:ev ~ _ ,annual {Martin ur.aonl oreierrea) `A = ititonttilv ~ see scnedtllei . =after motor storms
ra;omts~atatnagevnatnorca :;7 ~"RP L - - ' ./9T
Vista Green Plat
Yelm, WA
Preliminary Drainage Report
October 2005
Prepared by: Olympic Engineering
1252 Devon Loop NE
Olympia WA 98506
360.870.2561
360.705.9361 fax
merritt@olyes.com
PRELIMINARY DRAINAGE REPORT
Yelm, Washington
October 2005
Project Information
Project:
Prepared for:
Contact:
Vista Green
John Lubbesmeyer
John Lubbesmeyer
1151 East 112th Street
Tacoma, WA 98445
(253) 537-6370
Reviewing Agency
Jurisdiction:
Project Number:
Project Contact
City of Yelm
Tami Merriman
(360) 458-8496
Project Engineer
Prepared by:
Contact:
OE Project No.:
File Name:
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EXPIR~~151.%
Olympic Engineering
1252 Devon Loop NE
Olympia, WA 98506
(360) 870-2561
Chris M. Merritt, P.E.
05009
05009 pdr.doc
FAX (360) 705-9361
PROJECT ENGINEERS CERTIFICATION: I hereby certify that this
Preliminary Drainage Report for the Vista Green Plat in the City of
Yelm, Washington has been prepared by me or under my supervision and
meets the intent of the WSDOE 1992 Stormwater Management Manual,
unless noted otherwise, and normal standards of engineering practice. I
understand that the jurisdiction does not and will not assume liability for
the sufficiency, suitability, or performance of drainage facilities designed
for this development.
1
Table of Contents
PART I STORM DRAINAGE REPORT ........................................................ 2
SECTION 1 -PROPOSED PROJECT DESCRIPTION .......................... ..... 2
SECTION 2 -EXISTING CONDITIONS ................................................ ..... 3
SECTION 3 -INFILTRATION RATES /SOILS REPORT .................... ...... 3
SECTION 4 - WELLS AND SEPTIC SYSTEMS ................................... ...... 4
SECTION 5 -FUEL TANKS .................................................................. ...... 4
SECTION 6 - SUB-BASIN DESCRIPTION ........................................... ...... 4
SECTION 7 -ANALYSIS OF 100-YEAR FLOOD ................................. ...... 4
SECTION 8 -AESTHETIC CONSIDERATIONS FOR FACILITIES... ...... 4
SECTION 9 -DOWNSTREAM ANALYSIS ........................................... ...... 4
SECTION 10 -COVENANTS, DEDICATIONS, EASEMENTS ............. ...... 5
SECTION 11 -ARTICLES OF INCORPORATION ................................. ...... 5
PART II EROSION CONTROL REPORT .................................................... 6
SECTION 1 -CONSTRUCTION SEQUENCE AND PROCEDURE .......... 6
SECTION 2 -TRAPPING SEDIMENT ........................................................ 6
SECTION 3 -PERMANENT EROSION CONTROL ................................... 7
SECTION 4 - GEOTECHNICAL ANALYSIS AND REPORT ..................... 7
SECTION 5 -INSPECTION SEQUENCE ...................................................7
SECTION 6 - CONTROL OF POLLUTANTS .............................................. 8
PART III MAINTENANCE PLAN ................................................................ 9
SECTION 1 -REQUIRED MAINTENANCE ............................................... 9
SECTION 2 -RESPONSIBLE ORGANIZATION ...................................... 18
SECTION 3 -VEGETATION MANAGEMENT PLAN .............................. 18
SECTION 4 - SOURCE CONTROL ............................................................ 18
APPENDICES
Appendix 1-Preliminary Drainage
Calculations
Appendix 2- Vicinity Map
Appendix 3 -Drainage Basin Map
Appendix 4 -Soils Report
ii
PART I STORM DRAINAGE REPORT
SECTION 1 -PROPOSED PROJECT DESCRIPTION
Prepared for:
Contact:
John Lubbesmeyer
John Lubbesmeyer
1151 East 112th Street
Tacoma, WA 98445
(253) 537-6370
Parcel Number:
Total Site Area:
Zoned:
Site Address:
Required Permits:
Section, Township, Range:
Project Overview
21724420800
4.55 Acres
R-4
15132 Longmire St SE
Yelm, WA 98597
Grading, Utility, Building, etc.
Section 24
Township 17 North
Range 1 East, W.M.
The project site is located adjacent to Longmire St. SE in Yelm. The applicant
proposes to construct a new public roadway through the parcel connecting to
Longmire St. and to install utility services to serve 19 single family lots. Access to
the proposed lots will be from the new public roadway connected to Longmire
Street. Road stub outs will be provided to the east and west for future roadway
connections.. Longmire Street frontage improvements including roadway
widening, sidewalks, storm drainage, water, and sanitary sewer will be designed
and installed by others as part of a master planned community project to the west.
The development will be constructed in one phase. Construction will include
clearing and grading of the site, storm drainage improvements, underground
utilities, and paving. City of Yelm sanitary sewer and water mains will be
extended into the site to provide services to the residential lots.
Stormwater facilities will be constructed that consist of a proposed wetpond for
storm water treatment along with an infiltration pond for retention and
infiltration of Stormwater runoff created by the new development. For stormwater
design purposes, the proposed development has been subdivided into one drainage
sub-basin (see preliminary calculations in Appendix).
Stormwater Treatment:
All stormwater runoff from the new roadway will be collected in a series of catch
basins and conveyed to a wetpond for treatment. The proposed wetpond exceeds
the minimum WSDOE requirements. See Preliminary Drainage Calculations in
Appendix.
Stormwater Storage:
Discharge from the wetpond will overflow into an infiltration pond for stormwater
retention and infiltration to groundwater. The proposed stormwater pond exceeds
the minimum storage requirements per the WSDOE. Runoff from the Longmire
St. frontage will be collected by a series of catch basins and discharged to a
proposed storm facility within the master planned community to the west. This
infrastructure will be constructed by others. See Preliminary Drainage
Calculations in Appendix.
Roof Runoff:
Roof runoff from each residential home will be tightlined to individual lot
infiltration drainrock drywells. The drywells shall be sized to accommodate 125 cf
of storage volume per 1,000 sf of roof area.
SECTION 2 -EXISTING CONDITIONS
The project site contains a single family residence that will remain with two
outbuildings that will be demolished. Site relief is nearly level. The southern 180'
of this parcel slopes to the south at a 1% slope. The remaining project site slopes
to the north at a 1-2% slope. Elevations range from a high of 353' to a low of 346'
at the northeast property corner. Site vegetation consists of uncropped field
grasses on the majority of the site, with maintained grass lawn and landscaping
adjacent to the existing house. The project site is bounded by residential property
to the north, east and west, and by Longmire Street SE to the south.
See Section 6 for description of off-site drainage to the property, if any.
The project site is located in an aquifer sensitive area based on review of Thurston
County Comprehensive Plan Map M-8. This project will comply with the
stormwater treatment requirements of the DOE Manual.
SECTION 3 -INFILTRATION RATES /SOILS REPORT
The Soil Conservation Service (SCS) soil survey of Thurston County classifies the
on-site soils as Spanaway Gravelly Sandy Loam (Hydrologic Group A). Soil
testing by Parnell Engineering confirmed the Spanaway series classification.
Two test pits were excavated by backhoe to a depth of 152" below the existing
grade. One double ring infiltration test was completed in test pit #1 at 96" below
the existing grade. Test pit soil log data sheets and infiltration test results are
included in the Appendix of this report.
SECTION 4 -WELLS AND SEPTIC SYSTEMS
Two wells were located within 200-feet of this project, with one well's 100'
protective radius falling inside this projects boundary. Protective covenants will
be put in place at the time of final platting. An existing on-site well will be
decommissioned prior to final project approval.
Water and sanitary sewer services for the proposed project will be provided by the
City of Yelm.
A septic system currently serves the existing home. This will be abandoned per
Department of Health standards during development.
SECTION 5 -FUEL TANKS
No fuel tanks were located during our site inspection or soils work. The latest
"LUST" list (Leaking Underground Storage Tank) was reviewed and no listing for
the subject site was found.
SECTION 6 -SUB-BASIN DESCRIPTION
The project site is located within the Nisqually River Drainage Basin per the
Thurston County Geodata Center. From our site visit there were no signs of
existing drainage swales or channels on the proposed property. There did not
appear to be a significant amount of off-site runoff onto the site from the adjacent
properties.
Hazardous material handling or transportation is not expected in the area
tributary to the on-site detention facility.
SECTION 7 -ANALYSIS OF 100-YEAR FLOOD
This site does not appear to be located within a flood plain.
SECTION 8 -AESTHETIC CONSIDERATIONS FOR FACILITIES
All disturbed pervious areas including the storm drainage area and open space
tract will be vegetated and landscaped.
SECTION 9 -DOWNSTREAM ANALYSIS
Preliminary calculations for the project stormwater treatment and storage
systems are included in the Appendix of this report.
All stormwater runoff generated by site development will be treated, stored, and
infiltrated on-site. In the event of a failure, storm water will overflow over the
spillway into the wetpond. Adjacent properties should not be affected due to
failure of the proposed stormwater system.
SECTION 10 -COVENANTS, DEDICATIONS, EASEMENTS
On-site drainage facilities will require routine maintenance. A maintenance
agreement will be prepared and finalized prior to final project approval.
SECTION 11 -PROPERTY OWNERS ASSOCIATION ARTICLES OF INCORPORATION
In light of the residential nature of this project, special covenants covering
landscape, maintenance, signage, stormwater and site maintenance may be put in
place at the time of final platting. The Owner's and/or their representatives will
perform maintenance of these private storm drainage facilities.
PART II EROSION CONTROL REPORT
SECTION 1 -CONSTRUCTION SEQUENCE AND PROCEDURE
Proposed development of the residential property will include site grading and
erosion control measures designed to contain silt and soil within the project
boundaries during construction until permanent erosion control is in place.
Erosion/sedimentation control will be achieved by a combination of
structuraUvegetative cover measures and construction practices tailored to fit the
site.
Best Construction Management Practices (BMP's) will be employed to properly
clear and grade the site and to schedule construction activities. Before any
construction begins on-site, erosion control facilities shall first be installed. The
planned construction sequence is as follows:
1. Install rock construction entrance. Use 4" to 8" diameter spalls with 12"
minimum depth.
2. Install filter fabric fencing, where appropriate.
3. Construct temporary sedimentation basins, if necessary.
4. Clear site (grubbing and rough grading).
5. During November 1 through March 31, all disturbed areas greater than 5,000
sf that are to be left un-worked for more than twelve (12) hours, shall be
stabilized by one of the following: mulch, sodding, or plastic covering.
6. Install underground utilities (cable, telephone, power, etc.).
7. If applicable, provide catch basin protection by installing filter fabric and hay
bales around all inlets to drainage system.
8. After paving is complete, install landscape, sod and/or seed, and mulch all
disturbed areas.
9. Maintain all erosion control facilities until the entire site is stabilized and silt
runoff ceases.
10. Designate an area for washing of equipment and concrete trucks to control the
runoff and eliminate entry into storm drainage systems.
SECTION 2 -TRAPPING SEDIMENT
A stabilized construction entrance shall be installed at the entrance to the
proposed plat to prevent vehicles from tracking soil away from the disturbed
areas. If sediment is tracked onto public roadways, sediment shall, on a daily
basis, be swept or shoveled from paved surfaces and not washed down into the
roadside storm drainage system.
The contractor shall not be allowed to leave disturbed areas greater than 5,000 sf
that are to be left un-worked for more than twelve (12) hours uncovered during the
rainy season from November 1 through March 31. Mulch, sodding or plastic
covering will be used to prevent erosion in these areas.
During construction, the contractor will also be required to install filter fabric
fencing as needed, per the erosion control plan and as directed by the engineer, or
City Inspector
SECTION 3 -PERMANENT EROSION CONTROL 8~ SITE RESTORATION
All disturbed areas will be paved, covered with a building or landscaped with
grass, shrubbery or trees.
SECTION 4 -GEOTECHNICAL ANALYSIS AND REPORT
There are no slopes exceeding 15% on-site, therefore, a geotechnical analysis was
deemed unnecessary.
SECTION 5 -INSPECTION SEQUENCE
In addition to the normal City inspections, the Project Engineer shall inspect the
facilities related to storm water treatment, erosion control, storage and
conveyance during construction. At a minimum, the following items shall be
inspected at the time specified:
1. The erosion control facilities shall be inspected before the start of clearing
and grading to ensure the following structures are in place:
a. Construction Entrance
b. Filter Fabric Fences
2. The conveyance systems will be inspected after construction of the facility,
but before the project is completed to ensure the following are in working
order:
a. Road Drainage Conveyance System
b. Wetpond
c. Infiltration Pond
3. The permanent site restoration measures should be inspected after
landscaping is completed.
A final inspection shall be performed to verify final grades, settings of structures
and all necessary information to complete Engineer's Construction Inspection
Report Form and Residential Agreement to maintain stormwater facilities. These
forms must be completed prior to fmal public works construction approval.
SECTION 6 -CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS
Washout from a concrete truck shall not be dumped into the storm drain, or onto
soil or pavement, which carries stormwater runoff. It can be dumped into a
designated area to be later backfilled or hardened and broken up for disposal into
a dumpster. The Contractor will be required to designate a wash down area for
equipment and concrete trucks.
PART III MAINTENANCE PLAN
SECTION 1 -REQUIRED MAINTENANCE
The following pages contain maintenance needs for most of the components that are
part of your drainage system, as well as for some components that you may not have.
Let us know if there are any components that are missing from these pages. Ignore
the requirements that do not apply to your system. You should plan to complete a
checklist for all system components on the following schedule:
1.Monthly from November through April.
2.Once in late summer (preferably September).
3.After any major storm (use 1" in 24 hours as a guideline) items marked "S" only.
Using photocopies of these pages, check off the problems you looked for each time you
did an inspection. Add comments on problems found and actions taken. Keep these
"Checked" sheets in your files, as they will be used to write your annual report (due in
May). Some items do not need to be looked at every time an inspection is done. Use
the suggest frequency at the left of each item as a guideline for your inspection.
You may call the jurisdiction for technical assistance. Please do not hesitate to call,
especially if you are unsure whether a situation you have discovered may be a
problem.
ATTACHMENT `A'
Inspection Period:
MAINTENANCE PROGRAM
COVER SHEET
Number of Sheets Attached:
Date Inspected:
Inspector's Signature:
ATTACHMENT "A": MAINTENANCE PROGRAM
Maintenance Checklist for Conveyance Systems (Pipes, Ditches and Swales)
Frequency Drainage ~ Req'd Problem Conditions To Check For Conditions That Should Exist
System Feature
M.S. Pipes ~ Sediment & Accumulated sediment that Pipe cleaned of all sediment and
debris exceeds 20% of the diameter debris.
of the pipe.
M ,I Vegetation Vegetation that reduces free All vegetation removed so water
movement of water through flows freely.
pipes.
A .J Damaged Protective coating is Pipe repaired or replaced.
(rusted, bent damaged, rust is causing
or crushed) more than 50% deterioration
to any part of pipe.
.J Any dent that significantly Pipe repaired or replaced.
M
impedes flow (i.e., decreases
the cross section area of pipe
by more then 20%).
M ,~ Pipe has major cracks or Pipe repaired or replaced.
tears allowing groundwater
leakage.
M
S Swales ~l Trash & Dumping of yard wastes such Remove trash and debris and
.
. debris as grass clippings and dispose as prescribed by County
branches into Swale. Waste Management Section.
Unsightly accumulation of
non-degradable materials
such as glass, plastic, metal,
foam and coated paper.
M ,~ Sediment Accumulated sediment that Swale cleaned of all sediment and
buildup exceeds 20% of the design debris so that it matches design.
depth.
M ~ Vegetation Grass cover is sparse and Aerate soils and reseed and mulch
not growing weedy or areas are bare areas. Maintain grass height
or over-grown overgrown with woody at a minimum of 6" for best
vegetation. stormwater treatment. Remove
woody growth, recontour and
reseed as necessary.
M ~ Conversion Swale has been filled in or If possible, speak with homeowner
by home- blocked by shed, woodpile, and request that swale area be
owner to shrubbery, etc. restored. Contact County to
incompatible report problem if not rectified
use voluntarily.
A ~ Swale does Water stands in swale or A survey may be needed to check
not drain flow velocity is very slow. grades. Grades need to be in 1%
Stagnation occurs. range if possible. If grade is less
than 1%, under drains may need
to be installed.
If you are unsure whether a problem exists, please contact the dunsmcLion ana asx mr ~c~~.~,.~a, a~~.~~...,.~.
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Catch Basins and Inlets
Frequency Drainage J Req'd Problem Conditions To Check For Conditions That Should Exist
System Feature
M,S General ~ Trash, Trash or debris in front of the No trash or debris located
debris, and catch basin opening is blocking immediately in front of catch
sediment capacity by more than 10%. basin opening. Grate is kept
in or on clean and allows water to
basin enter.
M ,~ Sediment or debris (in the No sediment or debris in the
basin) that exceeds 1/3 the catch basin. Catch basin is
depth from the bottom of basin dug out and clean.
to invert of the lowest pipe into
or out of the basin.
M,S ~ Trash or debris in any inlet or Inlet and outlet pipes free of
pipe blocking more than 1/3 of trash or debris.
its height.
M ~ Structural Corner of frame extends more Frame is even with curb.
damage to than 3/4 inch past curb face
frame into the street (if applicable).
and/or top
slab
M ~ Top slab has holes larger than 2 Top slab is free of holes and
square inches or cracks wider cracks.
than 1/4 inch (intent is to make
sure all material is running
into the basin).
M ~ Frame not sitting flush on top Frame is sitting flush on top
slab, i.e., separation of more slab.
than 3/4 inch of the frame from
the top slab.
A ~ Cracks in Cracks wider than 1/2 inch and Basin replaced or repaired to
basin longer than 3 feet, any evidence design standards. Contact a
walls/ of soil particles entering catch professional engineer for
bottom basin through cracks, or evaluation.
maintenance person judges
that structure is unsound.
A ,~ Cracks wider than 1/2 inch and No cracks more than 1/4 inch
longer than 1 foot at the joint of wide at the joint of inlet/outlet
any inlet/outlet pipe or any pipe.
evidence of soil particles
entering catch basin through
cracks.
A J Settlement Basin has settled more than 1 Basin replaced or repaired to
/misalign- inch or has rotated more than 2 design standards. Contact a
ment inches out of alignment. professional engineer for
evaluation.
Frequency Drainage
System Feature J Req'd Problem Conditions To Check For Conditions That Should Exist
M,S J Fire hazard Presence of chemicals such No color, odor, or sludge. Basin is
or other as natural gas, oil, and dug out and clean.
pollution gasoline. Obnoxious color,
odor, or sludge noted.
M,S J Outlet pipe is Vegetation or roots growing No vegetation or root growth
clogged with in inlet/outlet pipe joints present-
vegetation that is more than six inches
tall and less than six inches
apart.
If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments:
Kev A =Annual (March or April preferred)
M =Monthly (see schedule)
S =After major storms
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Grounds (Landscaping)
Frequency Drainage ~ Problem Conditions to Check For Conditions That Should Exist
System
Feature
M General ~ Weeds Weeds growing in more than Weeds present in less than 5% of
(nonpoisonous) 20% of the landscaped area the landscaped area.
(trees and shrubs only).
M ~ Safety hazard Any presence of poison ivy or No poisonous vegetation or
other poisonous vegetation or insect nests present in
insect nests. landscaped area.
M,S ~ Trash or litter See Ponds Checklist. See Ponds Checklist.
M,S ~ Erosion of Noticeable rills are seen in Causes of erosion are identified
Ground Surface landscaped areas. and steps taken to slow
down/spread out the water.
Eroded areas are filled,
contoured, and seeded.
A Trees and ~ Damage Limbs or parts of trees or Trim trees/shrubs to restore
shrubs shrubs that are split or shape. Replace trees/shrubs
broken which affect more with severe damage.
than 25% of the total foliage
of the tree or shrub.
M •I Trees or shrubs that have Replant tree, inspecting for
been blown down or knocked injury to stem or roots. Replace
over. if severely damaged.
A .I Trees or shrubs which are Place stakes and rubber-coated
not adequately supported or ties around young trees/shrubs
are leaning over, causing for support.
exposure of the mots.
If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments:
Kev
A =Annual (March or April preferred)
M =Monthly (see schedule)
S =After major storms
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Energy Dissipaters
Freq. Drainage ~ Problem Conditions to Check For Conditions That Should Exist
System
Feature
A Rock Pad ~ Missing or Only one layer of rock exists Replace rocks to design
moved rock above native soil in area 5 standard.
square feet or larger, or any
exposure of native soil.
A Rock-filled Missing or Trench is not full of rock. Add large rock (t301b. each) so
trench for moved rock that rock is visible above edge
discharge from of trench.
pond
M Dispersion Pipe plugged Accumulated sediment that Pipe Cleaned/flushed.
trench with sediment exceeds 20% of the design
depth.
M Perforations Over 1/2 of perforations in Clean or replace perforated pipe.
plugged pipe are plugged with debris
and sediment.
M
S Not discharging Visual evidence of water Trench must be redesigned or
, water properly discharging at concentrated rebuilt to standard. Elevation of
points along trench (normal lip of trench should be the same
condition is a "sheetflow" of (flat) at all points.
water along trench). Intent
is to prevent erosion
damage.
M,S Water flows out Maintenance person Facility must be rebuilt or
top of observes water flowing out redesigned to standards. Pipe is
"distributor" during any storm less than probably plugged or damaged
catch basin the design storm or its and needs replacement.
causing or appears likely to
cause damage.
M,S Receiving area Water in receiving area is Stabilize slope with grass or
over-saturated causing or has potential of other vegetation, or rock if
causing landslide. condition is severe.
If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments:
Key: A =Annual (March or April preferred)
M =Monthly (see schedule)
S =After major storms
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Ponds
Freq. Drainage ~ Problem Conditions to Check For Conditions That Should Exist
System
Feature
M.S. General ~ Trash & debris Dumping of yard wastes Remove trash and debris and
buildup in pond such as grass clippings and dispose as prescribed by County
branches into basin. Waste Management Section
Unsightly accumulation of
non-degradable materials
such as glass, plastic, metal,
foam, and coated paper.
M.S. ~ Trash rack Bar screen over outlet more Replace screen. Remove trash
plugged or than 25% covered by debris and debris and dispose as
missing or missing. prescribed by County Waste
Management Section.
M ~ Poisonous Any poisonous vegetation Remove poisonous vegetation.
vegetation which may constitute a Do not spray chemicals on
hazard to the public. vegetation without obtaining
Examples of poisonous guidance from the Cooperative
vegetation include: tansy Extension Service and approval
ragwort, poison oak, from the County.
stinging nettles, devilsclub
M.S. ~ Fire hazard or Presence of chemicals such Find sources of pollution and
pollution as natural gas, oil, and eliminate them. Water is free
gasoline, obnoxious color, from noticeable color, odor, or
odor, or sludge noted. contamination.
M ~ Vegetation not For grassy ponds, grass For grassy ponds, selectively
growing or is cover is sparse and weedy thatch, aerate, and reseed ponds.
overgrown or is overgrown. For Grass cutting unnecessary unless
wetland ponds, plants are dictated by aesthetics. For
sparse or invasive species wetland ponds, hand-plant
are present. nursery-grown wetland plants in
bare areas. Contact the
Cooperative Extension Service
for direction in invasive species
such as purple looseime and reed
canary grass. Pond bottoms
should have uniform dense
coverage of desired plant species.
M ~ Rodent holes Any evidence of rodent Rodents destroyed and dam or
holes if facility is acting as berm repaired. Contact the
a dam or berm, or any Thurston County Health Dept.
evidence of water piping for guidance.
through dam or berm via
rodent holes.
M Insects When insects such as wasps Insects destroyed or removed
and hornets interfere with from site. Contact Cooperative
maintenance activities, or Extension Service for guidance.
when mosquitoes become a
nuisance.
A ,~ Tree Growth Tree growth does not allow Trees do not hinder maintenance
maintenance access or activities. Selectively cultivate
interferes with maintenance trees such as alders for firewood.
activity (i.e., slope mowing,
silt removal, ore ui ment
Freq. Drainage ~ Problem Conditions to Check For Conditions That Should Exist
System
Feature
movements). If trees are
not interfering with access,
leave trees alone.
M Side slopes of ~ Erosion on Check around inlets and Find causes of erosion and
pond berms or at outlets for signs of erosion. eliminate them. Then slopes
entrance/ Check berms for signs of should be stabilized by using
exit sliding or settling. Action appropriate erosion control
is needed where eroded measure(s); e.g., rock
damage over 2 inches deep reinforcement, planting of grass,
and where there is potential compaction.
for continued erosion.
M Storage area ~ Sediment Accumulated sediment that Sediment cleaned out to designed
buildup in pond exceeds 10% of the pond shape and depth; pond
designed pond depth. reseeded if necessary to control
Buried or partially buried erosion.
outlet structure probably
indicates significant
sediment deposits.
A Pond dikes ~ Settlements Any part of dike which has Dike should be built back to the
settled 4 inches lower than design elevation.
the design elevation.
A Emer-gency ~ Rock missing Only one layer of rock Replace rocks to design
overflow/ exists above native soil in standards.
spillway area 5 square feet or larger,
or any exposure of native
soil.
One time Emer-gency ~ Overflow Side of pond has no area Contact County for guidance.
overflow/ missing with large rocks to handle
spillway emergency overflows.
If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments:
Key: A =Annual (March or April preferred)
M =Monthly (see schedule)
S =After major storms
SECTION 2 -RESPONSIBLE ORGANIZATION
The Homeowner's Association shall be responsible for the operation and
maintenance of all on-site drainage facilities.
SECTION 3 -VEGETATION MANAGEMENT PLAN
All disturbed pervious areas within the site will be landscaped to provide an
aesthetically pleasing environment.
SECTION 4 -SOURCE CONTROL
Warning signs (e.g., "Dump No Waste -Drains to Groundwater") will be embossed
or painted on or adjacent to all storm drain inlets and will be repainted
periodically as necessary.
Appendix I
Preliminary Drainage Calculations
PRELIMINARY DRAINAGE CALCULATIONS
The following calculations were based on the requirements contained in the WSDOE
Stormwater Management Manual, 1992 edition.
DESIGN AND BASIN INFORMATION SUMMARY:
Post Development Basin Area Summary (Acres)
Sub-Basin A Total
Impervious Roadway 0.69 0.69
Concrete Sidewalk 0.08 0.08
Impervious Driveway 0.26 0.26
Impervious Roof Area 0.87 0'87
Disturbed Pervious 1.84 1.84
Non-Tributary 0.81 0.81
Total 4.55 4.55
Roof Area: 2,000 sf/lot
Driveway Area: 600 sf/lot
Soil Classification:
SCS Soil Classification: Spanaway Gravelly Sandy Loam
Hydrologic Group: A
Design Infiltration Rate: 20"/hr
SUB BASIN `A' WATER QUALITY CALCULATIONS
Minimum Stormwater Treatment Area Required:
StormShed software was used to model the runoff from the on-site roadway,
sidewalks, and driveway areas. The 6-month storm event resulted in a peak
volume of 3,955 cf.
The DOE manual requires that "the permanent pool volume equals the runoff
volume from the 6-month, 24-hour design storm.
Stormwater Treatment Area Provided:
A proposed wetpond with a 3-foot permanent pool depth and 5,218-cf permanent
pool volume exceeds the required volume of 3,955 cf.
See the following StormShed modeling output.
SUB-BASIN `A' WATER QUANTITY CALCULATIONS
*See attached StormShed software output
Stage Elevation
Pond Bottom 343.0
344.0
Peak Stage* 345.02
1 ft Freeboard 346.0
Total Storage Volume Provided
Live Storage Volume
0 cf
1,460 cf
3,737 cf
6,677 cf
=6,677cf>3,737cf .: OK
48 Hour Drawdown:
(1,100 sf)(20 in/hr)(1'/12")(48 hours)
= 88, 000 c f
ROOF RUNOFF
Roof runoff from each residential home will be tightlined to individual lot
infiltration drainrock drywells. The drywells shall be sized to accommodate 125 cf
of storage volume per 1,000 sf of roof area.
Olympic Engineering Vista Green Plat StormShed
#05009 9/30/2005
Sub-Basin A -Water Qualit
Basin A - 6 mo Event Summary:
BasinlD PeakQ Peak T
Event
------- (cfs) (hrs)
Basin A - 6 mo 0.28 8.00
Drainage Area: Basin A - 6 mo
Hyd Method: SCS Unit Hyd
Peak Factor: 484.00
Storm Dur 24.00 hrs
Area CN
Pervious 0.0000 ac 78.00
Impervious 1.0300 ac 98.00
Total 1.0300 ac
Supporting Data:
Impervious CN Data:
Roadway 98.00
Sidewalks 98.00
Driveways 98.00
Pervious T C Data:
Flow type: Description:
Fixed None Entered
Impervious TC Data:
Flow type: Description:
Shallow Roadway
Channel Storm Pipe
Peak Vol Area Method Raintype
(ac-ft) ac /Loss
0.0908 1.03 SCS/SCS TYPE1A 6 mo
Loss Method: SCS CN Number
SCS Abs: 0.20
TC
0.00 hrs
0.10 hrs
0.6900 ac
0.0800 ac
0.2600 ac
Length: Slope:
0.00 ft 0.00%
Length: Slope:
213.00 ft 0.50%
335.00 ft 0.50%
Sub-Basin A -Water Quantity
Coeff: Travel Time
0.0100 0.01 min
Coeff: Travel Time
27.0000 2.47 min
21.0000 3.76 min
RLPCOMPUTE [Pond Level Pool] SUMMARY
100 yr MatchQ=PeakQ= 1.1825 cfs Peak Out Q: 0.5100 cfs -Peak Stg: 345.02 ft -
Active Vol: 3736.86 cf '^
Summary Report of all RLPooI Data
Project Precips
[2 yr] 2.00 in
[5 yr] 2.50 in
[10 yr] 3.00 in
[25 yr] 3.00 in
[100 yr] 4.00 in
[6 mo] 1.28 in
BASLIST2
[Basin A] Using [TYPE1A] As (100 yr]
LSTEND
BasinlD PeakQ Peak T Peak Vol Area Method Raintype
Event
1 of 3
Olympic Engineering Vista Green Plat StormShed
#05009 9/30/2005
------- (cfs) (hrs) (ac-ft)
Basin A 1.1825 8.00 0.6085
BASLIST [TYPE1A] AS [100 yr] DETAILED
[Basin A]
LSTEND
Drainage Area: Basin A
Hyd Method: SCS Unit Hyd
Peak Factor: 484.00
Storm Dur 24.00 hrs
Area
Pervious 1.8400 ac
Impervious 1.0300 ac
Total 2.8700 ac
Supporting Data:
Pervious CN Data:
Landscaping
Impervious CN Data:
Roadway
Sidewalks
Driveways
Pervious TC Data:
Flow type: Description:
Sheet Landscaping
Impervious TC Data:
Flow type: Description:
Shallow Roadway
Channel Storm Pipe
ac /Loss
2.87 SCS/SCS TYPE1A 100 yr
Loss Method: SCS CN Number
SCS Abs: 0.20
CN TC
78.00 0.90 hrs
98.00 0.10 hrs
78.00 1.8400 ac
98.00 0.6900 ac
98.00 0.0800 ac
98.00 0.2600 ac
Length: Slope:
446.00 ft 1.00%
Length: Slope:
213.00 ft 0.50%
335.00 ft 0.50%
HYDLIST SUMMARY
[Basin A 100-yr out]
LSTEND
HydID Peak Q Peak T
------- (cfs) (hrs)
Basin A 100-yr out 0.51 8.00
STORLIST
[Infiltration Pond]
LSTEND
Node ID: Infiltration Pond
Desc: Infiltration Pond
Start EI: 343.0000 ft
Contrib Basin:
Stage Input Volume
343.00 0.00 cf 0.00 cf
344.00 1460.00 cf 1460.00 cf
345.00 3667.00 cf 3667.00 cf
346.00 6677.00 cf 6677.00 cf
DISCHLIST
[Infiltration Pond]
Coeff: Travel Time
0.1500 54.08 min
Coeff: Travel Time
27.0000 2.47 min
21.0000 3.76 min
Peak Vol Cont Area
(ac-ft) (ac)
0.6083 2.8700
Max EI: 346.0000 ft
Contrib Hyd:
Volume
0.0000 acft
0.0335 acft
0.0842 acft
0.1533 acft
2of3
Olympic Engineering Vista Green Plat
#05009
LSTEND
StormShed
9/30/2005
Control Structure ID: Infiltration Pond -Stage Discharge rating curve
Descrip: Infiltration Pond
Start EI Max EI Increment
343.0000 ft 346.0000 ft 0.10
Stage Discharge 1 1
343.0000 ft 0.0000 cfs \ ~ ~ ~`~ :>~' i ~ = ` ; ~~,, ~ , )
344.0000 ft 0.5100 cfs
345.0000 ft 0.5100 cfs
346.0000 ft 0.5100 cfs
5a c.,~ ~ -~_.
3of3
Appendix II
Vicinity Map
W
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mom, Q~
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Ln M
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..... .~ O
Appendix III
Drainage Basin Map
.~.
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W
~ N
W
w
w ~ ~-
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~.. ~ .-, O
t~
Appendix IV
Soils Report
LUBBESMEYER LONGMIRE PLAT
Soils Report For Drainage Purposes
Site Address: 15132 Longmire Street Yelm, Wa. 98597
Tax Parcel Number: 21724420800
Prepared For: Olympic Engineering
1252 Devon Loop NE
Olympia, WA 98506
(360) 870-2561
Contact: Chris Merritt, P.E.
Prepared By: Parnell Engineering
10623 Hunters Lane S.E.
Olympia, WA 98513
(360) 491-3243 Fax
Contact: William Parnell, P.E.
(360) 491-3243
PE
PARNELL ENGINEERING
SOIL EVALUATION REPORT
FORM 1: GENERAL SITE INFORMATION
PROJECT TITLE: Lubbesmeyer Longmire Plat SHEET: 1 OF 1
PROJECT NO. :05134 DATE: 8/24/05
PREPARED BY :William Parnell, P.E.
1. SITE ADDRESS: 15132 Longmire Street Yelm, Wa. 98597
TAX PARCEL NUMBER: 21724420800
2. PROJECT DESCRIPTION: Create a 20 lot residential subdivision.
3. SITE DESCRIPTION: The 4.7 acre project site is currently occupied by a single residential dwelling and
two outbuildings. Site relief is nearly level. The southern 180' of this parcel slopes to the south at a 1 % slope.
The remaining project site slopes to the north at a 1-2% slope. Elevations range from a high of 353 ft. to a
low of 346 ft. at the northeast property corner. There are no site distinguishing features other than an existing
domestic well. Site vegetation consists of uncropped field grasses on the majority of the site, with maintained
grass lawn and landscaping adjacent to the existing house. The project site is bounded by residential
property to the north, east and west, and by Longmire Street SE to the south. On-site soils are swell-drained
Spanaway series formed in glacial outwash.
4. SUMMARY OF SOILS WORK PERFORMED: Two test pits were excavated by backhoe to a depth of
152" below the existing grade. Soils were inspected by entering and visually logging each test pit to a depth
of four feet. Soils beyond four feet were inspected by examining backhoe tailings. One double ring infiltration
test was completed in test pit #1 at 96" below the existing grade. Test pit soil log data sheets and a double
ring infiltration test result are included in this report.
5. ADDITIONAL SOILS WORK RECOMMENDED: Additional soils work should not be necessary unless
drainage infiltration facilities are located outside the general area encompassed by the soil test pits.
6. FINDINGS: The Natural Resource Conservation Service soil survey for Thurston County mapped the on-
site soils as a Spanaway Gravelly Sandy Loam (110). The two test pits confirmed the Spanaway designation
generally profiling a gravelly fine sandy loam surface soil overlying an extremely gravelly & cobbley coarse-
medium sand substratum. The substratum gravels and sands were slightly loose. Winter water table was not
present and indicators were not visible. A double ring infiltration test completed at 96" below the existing
grade revealed an infiltration rate of 46.5 in/hr.
7. RECOMMENDATIONS: The Spanaway soil series is a somewhat excessively drained soil that formed in
gravelly glacial outwash. Infiltration rates are generally rapid in the substratum soils. The specified
substratum C-horizon soils should be targeted for all drainage infiltration facilities as noted in the attached
soil log data sheets. A design infiltration rate of 20 in/hr or less would be appropriate for these targeted soils.
During construction, care must betaken to prevent the erosion of exposed soils. Drainage facility infiltration
surfaces must be properly protected from contamination by the fine-grained upper horizon soils and from
compaction by construction site activities. Soils not properly protected will cause drainage infiltration facilities
to prematurely fail.
I hereby certify that I prepared this report, and conducted or supervised the performance of related work. I
certify that I am qualified to do this work. I represent my work to be complete an accurate within the bounds
of uncertainty inher~en~t too the, p~ra'ctic ,rof s ils sci~enc/e, and to be suitable for its intended use.
SIGNED: i..~/f~~~1!.~ 1 ~t--"--=~~
DATE: ~ ~~ ~~~~~
SOIL EVALUATION REPORT
FORM 2: SOIL LOG INFORMATION
PROJECT TITLE: Lubbesmeyer Longmire Plat SHEET: 1 OF 1
PROJECT NO. :05134 DATE: 8/18/05
PREPARED BY :William Parnell, P.E.
SOIL LOG: #1 '
LOCATION: 80 ft. west and 40 ft. south of the northeast property corner.
1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM:
Double Ring Infiltration Spanaway (110) Terrace
4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW:
GROUP:
Glacial Outwash AIB Unknown
7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS:
DEPTH: LAYER:
Greater than bottom of hole Greater than bottom of hole Nearly Level
10. POTENTIAL FOR: EROSION RUNOFF PONDING
Minimal Slow Minimal
11. SOIL STRATA DESCRIPTION: See Following chart
12. SITE PERCOLATION RATE: See FSP
13. FINDINGS & RECOMMENDATIONS: A double ring infiltration test completed at 96" below the
existing grade revealed an infiltration rate of 46.5 in/hr. Use a design infiltration rate of 20 in/hr or less for
drainage infiltration facilities located in the C1, C2 and C3 horizon soils.
Soils Strata Description
Soil Log #1
Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP
A 0"- 24" 10YR2/1 GrFSaLm <20 <5 <20 1 SBK - - - ff 2-6 2
Bw 24"- 36" 10YR3/6 ExGrSaLm <15 - <80 SG - - - ff 2-6 6
C1
36"- 48"
10YR3/6
ExGrCSa <1 - <95 SG
- >20
- - - >40
C2 48"- 90" 10YR5/1 ExGr&Cob <1 - <98 SG -
>20
- - -
>40
CSa
C3 90"-152" 10YR4/1 GrC-MSa <5 - <45 SG -
>20
- - -
46.5
SOIL EVALUATION REPORT
FORM 2: SOIL LOG INFORMATION
PROJECT TITLE: Lubbesmeyer Longmire Plat SHEET: 2 OF 2
PROJECT NO. :05134 DATE: 8/18/05
PREPARED BY :William Parnell, P.E.
SOIL LOG: #2
LOCATION: 60 ft. west and 20 ft. north of the southeast property corner.
1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM:
None Spanaway (110) Terrace
4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW:
GROUP:
Glacial Outwash A/B Unknown
7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS:
DEPTH: LAYER:
Greater than bottom of hole Greater than bottom of hole Nearly Level
10. POTENTIAL FOR: EROSION RUNOFF PONDING
Minimal Slow Minimal
11. SOIL STRATA DESCRIPTION: See Following chart
12. SITE PERCOLATION RATE: See FSP
13. FINDINGS & RECOMMENDATIONS: Use a design infiltration rate of 20 in/hr or less for drainage
infiltration facilities located in the C1 and C2 horizon soils.
Soils Strata Description
Soil Log #2
Horz Depth Color Texture
A 0"- 24" 10YR2/1 CobFSaLm
Bw 24"- 30" 10YR3/6 ExGrSaLm
C1 30"- 60" 10YR3/6 ExGr&Cob
MSa
C2 60"-120" 10YR5/1 ExGr&Cob
C-MSa
%CL %ORG CF STR MOT IND CEM ROO <X> FSP
<20 <5 <25 1 SBK - - - ff 2-6 2
<15 - <80 SG - - - ff 2-6 6
<1 - <75 SG - - - - >20 >40
<1 - <85 SG - - - - >20 >40
Abbreviations
Textural Class
(Texture) Structure
(STR) Grades of Structure
Cobble -Cob Granular - Gr Stron - 3
Stoney - St Blocky - Blky Moderate - 2
Gravelly - Gr Platy - PI Weak - 1
Sand - Sa Massive - Mas
Loamy - Lm Single Grained - SG
Silt - Si Sub-An ular Block - SBK
Clayey - CI
Coarse - C
Ve - V
Extremely - Ex
Fine - F
Medium - M
Induration & Cementation
(IND) (CEM)
Weak - Wk
Moderate -Mod
Strong - Str
Mottles (MOT)
1 Letter Abundance 1st Number Size 2nd Letter Contrast
Few - F Fine - 1 Faint - F
Common - C Medium - 2 Distinct - D
Many - M Coarse - 3 Prominent - P
Roots (ROO)
1st Letter Abundance 2nd Letter Size
Few - f Fine - f
Common - c Medium - m
Many - m Coarse - c
<X> -Generalized range of infiltration rates from SCS soil survey (<X>)
FSP -Estimated Field Saturated Percolation rate based on horizon specific
factors.
DOUBLE RING INFILTRATION TEST
LUBBESMEYER LONGMIRE PLAT
Test Date :8/18/2005
Completed By : William Parnell, P.E.
PE Job #05134
DOUBLE RING INFILTRATION TEST
Test Hole # 1 (test run @ 96" below existing ground surface )
Start Sto Ela sed Time Total Dro Infiltration Rate
( Min) (Min) (Min) (Inches) (In/Hr )
0 2' 30" 2' 30" 6
2' 30" 5' 45" 3' 15" 6
5' 45" 10' 00" 4' 15" 6
10' 00" 15' 00" 5' 00" 6
15' 00" 20' 30" 5' 30" 6
20' 30" 26' 15" 5' 45" 6
26' 15" 32' 15" 6' 00" 6
32' 15" 39' 00" 6' 45" 6
39' 00" 46' 00" 7' 00" 6
46' 00" 53' 15" 7' 15" 6
53° 15" 1:01' 00" 7' 45" 6
1:01' 00" 1:08' 45" 7' 45" 6
1:08' 45" 1: 16' 30" 7' 45" 6
1: 16' 30" 1:24' 15" 7' 45" 6 46.5