HomeMy WebLinkAbout901245004 Geotech Assessment
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for Parcel 901.245.004
New Home
for
Dus · PROV
STORMWATER
Prepared for:
Bishop Brothers Construction
NTI Engineering & Surveying 717 S. Peabody St., Port Angeles, WA 98362, 360-452-8491
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
New Home for Dustin Slimp
Prepared for Bishop Brothers Construction
September 2008
For the Property Described as
Parcel 901-245-004
Located in
Section 24, Township 29 North, Range 1 West,
Jefferson County
Prepared by:
NTI ENGINEERING & SURVEYING
717 S. Peabody Street
Port Angeles, Washington 98362
360-452-8491
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NTI
NTI ENGINEERING & SURVEYING
717 SOUTH PEABODY STREET, PORT ANGELES. WA 98362
Engineers - Land SUNeyors - Geologists
Construction Inspection - Materials Testing
(360) 452-8491 FAX (360) 452-8498
December 18,2008
Cara Leckenby
Jefferson County Department of Community Development
621 Sheridan Street
Port Townsend, WA 98368
Subject:
Loren Bishop Stormwater Site Plan, Transmittal of Corrected
Pages
Dear Ms. Leckenby:
Enclosed as requested are replacements for pages 43 and 59 of the subject
stormwater site plan. The replacements correct erroneous references to a
previous project.
Please call if you have any questions
Sincerely,
David Hanna, PE
Civil Engineer
Enclosure
t z... 19.0t?
cc. Loren Bishop
371 Bishop Hill Road
Chimacum, W A 98325
....
.. . , .
"
1. Minimum Requirement #1: Stormwater Site Plan
This report is the Stormwater Site Plan for the project.
2. Minimum Requirement #2: Construction Stormwater Pollution
Prevention Plan
A complete Construction Stormwater Pollution Prevention Plan is included
with this report, beginning on page 65.
3. Minimum Requirement #3: Source Control of Pollution
The following source control BMPs are recommended for the
management of lawn and landscaping areas.
Common sources of pollution from lawns and landscaped areas are
fertilizers, pesticides and other substances used to control weeds,insects,
mold, bacteria, and other pests.
(i) Landscaping
Applicable Operational BMPs for Landscaping:
. Install engineered soil/landscape systems to improve the
infiltration and regulation of stormwater in landscaped areas.
. Do not dispose of collected vegetation into waterways or storm
drainage systems.
Recommended Additional Operational BMPs for Landscaping:
. Conduct mulch-mowing whenever possible
. Dispose of grass clippings, leaves, sticks, or other collected
vegetation, by composting, if feasible.
. Use mulch or other erosion control measures when soils are
exposed for more than one week during the dry season or two
days during the rainy season.
. If oil of other chemicals are handled, store and maintain
appropriate oil and chemical spill cleanup materials in readily
accessible locations. Ensure that employees are familiar with
proper spill cleanup procedures.
. Till fertilizers into the soil rather that dumping or broadcasting
onto the surface. Determine the proper fertilizer application for
the types of soil and vegetation encountered.
. Till a topsoil mix or com posted organic material into the soil to
create a well-mixed transition layer that encourages deeper root
systems and drought-resistant plants.
. Use manual and/or mechanical methods of vegetation removal
rather than applying herbicides, where practical.
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conditions can vary significantly between test holes and/or surface
outcrops. If there is a substantial lapse of time, conditions at the site have
changed or appear different than those described in this report, NTI
should be contacted and retained to evaluate the changed conditions and
make modifications to this report if necessary.
II. EXISTING CONDITIONS
The following descriptions of the site are its present condition, just before
development.
A. Natural Receiving Waters
The natural receiving water for this project is East Chimacum Creek, a
tributary to Chimacum Creek, which flows into Port Townsend Bay, a marine
water connected to the Strait of Juan de Fuca. Flows from this project site are
conveyed to the natural receiving waters by overland flows.
The entire route of the conveyances from the project to the Chimacum Creek
tributary is shown on Map 4 - Neighborhood Drainage Patterns on Page 11.
Because of ongoing agricultural activities on the East Chimacum Creek Valley
floor, any natural channels from Highway 19 to the creek have been
obliterated. The Soils Map included as Map 8 on Page 36 shows these
drainage channels as they existed in the early 1970s.
B. Area-Specific Requirements
Jefferson County has a list of specific requirements which it requests be
included in each drainage plan. This list is included on page 25 near the
beginning of this report.
1. Local Plans
There are no local plans which affect this project beyond the general
requirements relating to stormwater.
2. Ordinances
There are no special local ordinances which affect this project beyond the
general requirements relating to stormwater.
3. Water Cleanup Plans
This site is not subject to a cleanup plan.
III. OFF-SITE ANALYSIS
An off-site analysis is not required by Jefferson County. Because all new runoff
will be infiltrated, there will be no increase in off site flows.
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
.I
New Home for Dustin Slimp
Contents
r r i-~ ::~
ABSTRACT ........................................................................................................ 26
I. OVERVIEW ................................................................................................27
A. Pre-Developed Condition .................................................................28
1. Pre-Contact Condition................................................................... 28
2. Existing Condition.......................................................................... 28
B. Developed Condition ........................................................................31
C. Proposed Improvements ....... ....... ....................................................31
D. Stormwater Runoff.... ................. ........... .... ........................................32
1. Pre-Contact Stormwater Runoff ....................................................33
2. Pre-Developed Stormwater Runoff................................................ 33
3. Post-Developed Stormwater Runoff.............................................. 33
E. Controlling and Challenging Site Parameters ................................ 34
F. Natural Drainage System .................................................................35
G. Drainage To and From Adjacent Properties ...................................35
1. Bypass Flows................................................................................ 35
H. Vicinity Maps ............................................................................... ......35
I. Site Map .............................................................................................35
J. Surface Soils.... .................................................................................35
K. Geotechnical Report....... .............................................................. ....39
1. Site Description............................................................................. 39
2. Site Geology.................................................................................. 40
3. Conclusions and Recommendations............................................. 40
4. Limitations to Geotechnical Report................................................ 42
II. EXISTING CON DITIONS ............... ............................................................ 43
A. Natural Receiving Waters.................................................................43
B. Area-Specific Requirements ...................................... ...................... 43
1. Local Plans.................................................................................... 43
2. Ordinances.................................................................................... 43
3. Water Cleanup Plans..................................................................... 43
III. OFF-SITE ANALYSIS ................................................................................43
IV. PERMANENT STORMWATER CONTROL PLAN ....................................44
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A. Methodology..................................................................................... 44
B. Existing Site Hydrology ...................................,..................................44
1. Design Sub Basin ..........................................................................45
2. Soils Hydrologic Group.......................... ~ ",' ~..... ..... ..' ........ .... ....,........45
3. Time of Concentration......................... ...~.uL...,),... ..~..~.. ;..~...-,.......45
(i) Pre-development Condition...................................................... 45
(ii) Pre-development Time of Concentration..................................49
4. Runoff Curve Numbers.................................................................. 49
5. Rainfall.......................................................................................... 51
6. Pre-Contact Runoff Volumes......................................................... 53
C. Developed Site Hydrology............................................................... 53
1. Design Sub Basin.......................................................................... 53
2. Soils Hydrologic Group.................................................................. 54
3. Time of Concentration................................................................... 54
(i) Post-development Condition........... .........................................54
(ii) Post-development Time of Concentration ................................56
4. Runoff Curve Numbers.................................................................. 56
5. Rainfall.......................................................................................... 57
6. Post-Development Runoff Volumes............................................... 57
D. Performance Standards and Goals ................................................. 58
1. Minimum Requirement #1: Stormwater Site Plan .......................... 59
2. Minimum Requirement #2: Construction Stormwater
Pollution Prevention Plan.............................................................. 59
3. Minimum Requirement #3: Source Control of Pollution ................. 59
(i) Landscaping............................................................................. 59
(ii) Vegetation Management.......................................................... 60
(iii) Irrigation................................................................................... 61
(iv) Fertilizer Management ................... .............. .................. ..........61
4. Minimum Requirement #4: Preservation of Natural
Drainage Systems and Outfalls ..................................................... 62
5. Minimum Requirement #5: On-site Stormwater
Management................................................................................. 62
6. Minimum Requirement #6: Runoff Treatment................................ 62
7. Minimum Requirement #7: Flow Control....................................... 63
8. Minimum Requirement #8: Wetlands Protection ........................... 63
9. Minimum Requirement #9: BasinlWatershed Planning .................63
10. Minimum Requirement #10: Operation and
Maintenance.................................................................................. 63
E. Flow Control System ........................................................................ 63
F. Water Quality System ....................................................................... 64
G. Conveyance System Analysis and Design ..................................... 64
V. CONSTRUCTION STORMWATER POLLUTION
PREVENTION PLAN .................................................................................65
A. Clearing Limits ..................................................................................66
B. Construction Access ........................................................................66
C. Flow Rate Controls ...........................................................................67
D. Sediment Controls ............................................................................67
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E. Soil Stabilization ...............................................................................67
F. Slope Protection ...............................................................................68
G. Drain Inlet Protection........................................................................68
H. Channel and Outlet Stabilization ..................................................... 68
I. Control of Pollutants ........................................................................68
1. Control of Toxic Substances.......................................................... 68
2. Petroleum Spills............................................................................ 69
(i) Driver Training.......................................................................... 69
(ii) Fueling of Vehicles................................................................... 69
(iii) Parking of Fuel Tankers ...........................................................69
(iv) Containment of Spills............................................................... 69
J. Control of De-Watering .............................. .......... ..... ......... ...............69
K. Maintenance of BMPs ......................................... ........ ...... ................ 70
L. Project Management......................................................................... 71
1. Phasing of Construction ................................................................ 71
2. Seasonal Work Limitations ............................................................ 71
3. Coordination with Utilities and Other Contractors .......................... 71
4. Inspection and Monitoring .............................................................71
5. Maintaining an Updated Construction SWPPP ..............................72
VI. SPECIAL REPORTS AND STUDIES ........................................................ 72
VII. OTHER PERMITS ......................................................................................72
VIII. OPERATION AND MAINTENANCE MANUAL ......................................... 72
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
Figures
Figure 1 - Disturbed Soils Footprint ....................................................................32
Figure 2 - 2 Year Isopluvials ............................................................................... 51
Figure 3 - 25 Year Isopluvials .............................................................................52
Figure 4 - 100 Year Isopluvials ...........................................................................52
Maps
Map 1 - Chimacum Vicinity................................................................................... 8
Map 2 - East Chimacum Creek Valley ..................................................................9
Map 3 - Neighborhood Overview........................................................................ 1 0
Map 4 - Neighborhood Drainage Patterns ..........................................................11
Map 5 - Site Sketch............................................................................................. 12
Map 6 - Drainage Basins ....................................................................................13
Map 7 - USGS Topo Map Segment ....................................................................29
Map 8 - Soils....................................................................................................... 36
Photos
Photo 1 ............................................................................................................... 27
Photo 2 ............................................................................................................... 28
Photo 3 ............................................................................................................... 30
Photo 4 ............................................................................................................... 31
Photo 5 ............................................................................................................... 34
Photo 6 ............................................................................................................... 34
Photo 7 ............................................................................................................... 37
Photo 8 .............................................................................................................. .38
Photo 9 ............................................................................................................... 44
Photo 10 ............................................................................................................. 46
Photo 11 ............................................................................................................. 47
Photo 12 ............................................................................................................. 48
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
Tables
Table 1 - Pre and Post Development Land Uses ..... ........................................... 50
Table 2 - Threshold Flow Chart........................................................................... 58
Table 3 - Stormwater Pipe Design ......................................................................65
Detail Drawings
Detail Drawing 1 - Stormwater Collection System............................................... 14
Detail Drawing 2 - Infiltration/Dispersion Trench................................................. 15
Detail Drawing 3 - Erosion Control...................................................................... 16
Detail Drawing 4 - Erosion Control Notes........................................................... 17
Detail Drawing 5 - Erosion Control Notes (cont.) ................................................18
Detail Drawing 6 - Erosion Control Notes (cont.) ................................................19
Detail Drawing 7 - Erosion Control Notes (cont.) ................................................20
Detail Drawing 8 - Silt Fence Protection of Catch Basin .....................................21
Detail Drawing 9 - Filter Fabric, Gravel, and Wire Mesh
Protection of Catch Basin....................................................... 22
Detail Drawing 10 - Sediment Trap .....................................................................23
Detail Drawing 11 - Erosion Control Wattles.......................................................24
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CHIMACUM VICINITY MAP
3
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30
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NTI
NTI ENGINEERING & SURVEYING
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SCALE IN MILES
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fngineers - Lond Surveyors - Geologists
Construction Inspection - MaterialS Testing
717 SOUTH PEABODY, PORT ANGB.ES, WASHINGTON 98362, (360) 452-8491
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
Map 2 - East Chimacum Creek Valley
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
Map 3 - Neighborhood Overview
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
Map 4 - Neighborhood Drainage Patterns
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
Map 5 - Site Sketch
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
Map 6 - Drainage Basins
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DUSTIN SLIMP HOME
STORMWA TER INFIL TRA TION SYSTEM
RUNOFF FROM BASIN B-2 IS TO
BE 100% INFILTRATED.
CATCH BASINS TO BE TRAFFIC RAtED-,
WHERE SUBJECT TO WHITt L~-' .
FROM ERRANT VEHICLES. MIDDLE
CATCH BASIN MAY 8E OMITTED IF
ALLOWED BY GRADING AND ALIGNMENT
OF STORMWATER PIPE.
ROUTE ALL SURFACE FLOWS FROM
BASIN B-2 OVERLAND TO CATCH
BASINS AS INDICATED BY BLUE
ARROWS. ROUTE FLOWS FROM ROOF
DRAINS DIRECTLY TO STORMWATER
PIPES.
FOR DESIGN PURPOSES BASIN
B-2 HAS BEEN EXPANDED TO
INCLUDE SOME AREA FROM THE
ADJACENT PARCEL ABOVE.
BECAUSE TOPOGRAPHY UMITS
FLOWS FROM THIS AREA. THERE
IS NO NEED TO CONTROL
THESE FLOWS.
STORMWATER PIPE TO BE
6- DIAMETER ASTU 03034
PVC PIPE RATED TO SDR35
WITH GASKETED JOINTS, PLACED
AND BEDDED PER THE UANU-
FACTURER'S RECOMMENDAOON.
ROUTE STORMWATER PIPE AS
INDICATED. ENSURE THAT
SURFACE FLOWS ARE NOT
ALLOWED TO FOLLOW THE
TRENCH DOWN THE SLOPE TO
THE SOUTH AND WEST OF
THE HOME
PLACE 100' LONG INFILTRATION TRENCH AT THE POINT
WHERE THE SLOPE OF THE GROUND BREAKS AT THE
TOE OF THE SLOPE. TRENCH IS TO BE CURVED AS
NEDESSARY TO FOLLOW THE CONTOUR. THE TRENCH
IS DESIGNED AS AN INFILTRATION/DISPERSION TRENCH
AND AS SUCH, THE TOP OF THE TRENCH MUST BE
AT A CONSTANT ELEVATION.
CAUTION - see NOTES ON
EROSION CONTROL PLAN(S)
REGARDING PROTECTION OF
THE INFILTRATION SYSTEM
DURING CONSTRUCTION!
DETAIL DRAWING 1 - STORMWATER COLLECTION SYSTEM
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NTI
NTI ENGINEERING & SURVEYING
Engineers - Land Surveyors - Geologists
Construction Inspection - Materials Testing
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SCALE IN
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717 SOU1M PEABODY, PORT ANGELES, WASHINGTON 98362, (360) 452-8491
FEET
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DUSTIN SLIMP HOME
STORMWATER INFILTRATION SYSTEM
POTmON OF FILTER FABRIC
(6- MIN WIDTH) LEFT
EXPOSED TO THE ELEMENTS
IS INTE:NDm TO PROVIDE
PROTECnON FROM SILTAOON
OF THE TRENCH FOR THE
FIRST SEASON WHILE THE
SOILS ABOVE" BECOME WE'LL
VE"GETATED . IT IS INTENDED
THAT THIS EXPOSED PORnON
OF FABRIC BE Clff OFF OR
LEFT TO DEGRADE IN THE
SUNLIGHT AFTER THE FIRST
SEASON. ~
CONSTRUCT AND BACKFILL
TRENCH SUCH THAT 2 - "
INCHES OF ROCK IS EXPOSED
AFTER RatOVAL OF THE
TEMPORARY FlAP OF FILTER
FABRIC
L
SLOPE OF GROUND
AT FINAL GRADE
~
UNE OF TRENCH
~ . EXCAVATION
BUORE BACKFILL
I
SLOPE OF PIPE CARRYING
~OWS TO THE DISPERSION
TRENCH IS VARIABLE
PERFORATED PIPE
(6- PVC, TYP.)
THROUGH ENTIRE
LENGTH OF TRENCH
FILTER FABRIC SUCH AS
TREV/RA SPUNBOND 1112
OR SIMILAR, PLAcm
ACROSS BOTTOM, BACK,
AND TOP OF TRENCH
AS SHOWN
36 INCH WIDE x 24 INCH DEEP
TRENCH BACKFILLED WITH CLEAN,
WASHED DRAIN ROCK OR PEA GRAVEL
DmRE DISPERSION TRENCH TO BE CONSTRUCTED AT A CONSTANT ELEVATION,
MEANDERING ALONG A SINGLE CONTOUR AS NECESSARY.
LENGTH OF DISPERSION TRENCH TO BE 100 FEE:T.
SCHEMAllC ONLY - NO SCALE
THIS TRENCH WAS DESIGNED TO INFILTRATE 100% OF nows AT THE 25 YEAR
STORM EVENT. THE DISPERSION CAPABIL/71ES ARE TO ALLOW GREATER nows TO
BE DISPERSED AS SHEET nows.
DETAIL DRAWING 2 - INFIL TRA TlON/DISPERSION TRENCH
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NTI
NTI ENGINEERING & SURVEYING
Engineers - Land Surveyors - Geologists
Construction Inspection - Materials Testing
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360)452-8491
15
DUSTIN SLIMP HOME
EROSION CONTROL
QUARRY SPALL UNED TEMPORARY ~
SILTAnON POND PER DETAILS ~
AND NOTES ON OTHER DUAlL
DRAWINGS
QUARRY SPALL LINED TEMPORARY-
CONVEYANCE CHANNEL PER
DUAILS ON OTHER DETAIL
DRAWINGS
EROSION CONTROL PLAN
THESE DUAlL DRAWINGS ILLUSTRATE THE
SEDIMENT AND EROSION CONTROL FEATURES
OF THIS PLAN. SEE THE NOTES AND
DUAILS ON OTHER DETAIL DRAWINGS
AND THE TEXT OF THE ACCOMPANYING
DRAINAGE, SEDIMENT, AND EROSION
CONTROL PLAN.
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LEGEND
~
FILL SLOPE TREATMENT
PER NOTES ON OTHER
DETAIL DRAWINGS
~
CUT SLOPE TREATMENT
PER NOTES ON OTHER
DETAIL DRAWINGS
~
unLfrY TRENCH TREAT-
MENT PER NOTES ON
OTHER DETAIL DRAWINGS
PROTECT CATCH BASINS
PER DUAIL ON OTHER
DETAIL DRAWINGS
~ PLACE EROSION CONTROL
WArnES AS REQUIRED
BY DUAILS AND TEXT ON
OTHER DUAlL DRAWINGS
v.~
\
\ i . :" ' ,\: ,/
J l'
//
/' /
/' /
/' /'
/' /'
/' /'
/' /'
/ /'/'
,/'
DETAIL DRAWING 3 - EROSION CONTROL
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NTI
NTI ENGINEERING & SURVEYING
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25 0
SCALE IN
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50
Engineers - Land Surveyors - Geologists
Construction Inspection - Materials Testing
FEET
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360) 452-8491
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DUSTIN SLIMP HOME
EROSION CONTROL
i!
IV"J .
EROSION CONTROL PLAN NOTES
THE FOLLOWING S~QU~NCE SHALL I!J~ FOLLOWED:
1- STABILIZE ALL SLOPES BY COVERING WITH STRAW. SEE NOTES ON THES~ DQ'AlL DRAWIN(;S fOR
ADDITIONAL INFORMATION. ADDITIONAL MEASURES MAY BE NECESSARY TO STABILIZE THESE SLOPES.
2- CONSTRUCT THE TEMPORARY CONVEYANCE CHANNEL AND SEDIMENTATION POND WHER~ SHOWN ON
THE EROSION CONTROL MAP PER NOTES AND DETAILS ON THESE DETAIL DRAWINGS. COVER EXPOSED
SOILS RESULTING FROM CONSTRUCTION OF THE CHANNEL AND POND WITH STRAW AND THEN TREAT
THIS AREA AS A FILL SLOPE PER ITEM 1 ABOVE:
3- GRADE TH~I!JUlLDINGSITE. SLOPE TO DRAIN TOWARl). THE TEMPORARY SEDIMENT POND PER THE
~ROSION CONTROL MAP WHJL~ PROVIDING FOR PERMAN~NT DRAINAGE TO THE CATCH BASINS WITH
ONL Y MINIMAL ~EVlSIONS.
4- COVER ALL EXPOSED SOIL ON TH~ BUILDING SITE WITH STRAW WITHIN 24 HOURS FOLLOWING
COMPLETION OF GRADING.
5- COVER THE CUT SLOPES SHOWN ON TH~ EROSION CONTROL MAP WITH WET SHREDDED STRAW.
SEE NOTES ON THESE DETAIL DRAWINGS FOR ADDITIONAL INFORMATION. ADDITIONAL MEASURES MAY BE
NECESSARY TO STABILIZE THIS SLOPE.
6- CONSTRUCT THE IMPROVEMENTS, INCLUDING THE INALTRATION FACILITY. tJl) NOT ROUTE FL(JW$
DOWN THE STORMWATER PIPE TO THE lNFILTRATION FACILITY AT THIS STAGE OF THE WORK. CONTINUE
TO COVER NEWLY EXPOSED SOfLS WITH STRAW WITHIN 24 HOURS AND ROUTE FLOWS TO THE
SEDIMENT POND.
7- MAlNIAIN ALL EROSION AND SEDINtNT C()NtRtJL DEVICES, FACILITIES, AND COVERINGS
THROUGHOUT THE LIFE OF THE CONSTRUCTION PROCESS.
8- WHEN THE WORK IS COMPLETE AND ALL EXPOSED .SOILS ARE PERMANENTLY COVERED,ROUTE
FLOWS TO THE CATCH BASINS AND THE INALTRATION FACILITY.. MONITOR SEDIMENT DEPTH IN THE
CATCH BASINS FOLLOWING THE NEXT AVE TO TEN RAINFALL NENTS WHICH GENERATE: SIGNIACANT
FLOWS INTO THE CATCH BASINS.
9- REMOVE THt SILT PROTECTION FROM AROUND THE CATCH BASINS AFTER A MINIMUM OF FIVE
CONSECUTIVE RAINFALL NENTS HAVE PASSED WHICH GENERATED SIGNIFICANT FLOWS WITHOUT
DEPOSITlNG MEASURABLE SEDIMENT IN THE CATCH BASINS.
DETAIL DRAWING 4 - EROSION CONTROL NOTES
o
NTI
EROSION CONTROL PLAN
THESE DETAIL DRAWINGS ILLUSTRATE THE
SEDIMENT AND EROSION CONTROL FEATURES
OF THIS PLAN, SEE THE NOTES AND
DETAILS ON OTHER DETAIL DRAWINGS
AND THE TEXT OF THE ACCOMPANYING
DRAINAGE. SEDIMENT, AND EROSION
CONTROL PLAN.
NTI ENGINEERING & SURVEYING
Engine.ers - LaM Surveyors - Geologists
Construction Inspection - Materials Testing
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360) 452-8491
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DUSTIN SLIMP HOME
EROSION CONTROL
GENERAL SEDIMENT AND EROSION CONTROL NOTES
THE MAPS, DUAlL DRAWINGS, AND NOTES INCLlJDED ON THESE DETAIL DRAWING PAGES ARE
INTENDED TO SlJPPLEUENT AND EXPLAIN THE FULL SEDIMENT AND EROSION CONTROL PLAN
WHICH IS CONTAINED IN THE ACCOMPANYING DRAINAGE, SEDIMENT, AND EROSION CONTROL
PLAN PREPARED FOR BISHOP BROTHERS CONSTRUCTION.
THE FlJLL SEDIMENT AND EROSION CONTROL PLAN CONTAINS ADDmONAL PROVISIONS THAT
APPLY TO THIS PROJECT AS WELL AS PROVISIONS FOR DEALING WITH LESS COWON OR
lJNEXPECTED SITIJATIONS AND EVENTS WHICH MAY OCCUR.
FILL SLOPE TREATMENT
COVER FILL SLOPES WITH AN INITIAL HEAVY COATING OF STRA}f. EXTEND THE STRAW TO
COVER AREAS WHERE lJNVEGUATED SILT HAS COME TO BE LOCATED AT THE BOTTOM OF
THE FILL SLOPES. ALSO EXTEND THE AREA TO BE COVERED A MINIMlJM OF THREE FEU
ONTO THE BlJlLDING SffE.
AFTER THE FIRST MEASlJRABLE RAINFALL PLACE STRAW AGAIN OVER ANY AREAS WHERE THE
FIRST COVERING OF STRAW HAS BEEN WASHED AWAY.
REPEAT AFTER THE SECOND RAINFALL AND THE THIRD.
IF STRAW IS NOT SlJCCESSFlJL IN STABILIZING THE FILL SLOPES AFTER BEING REPLACED
TWICE, REPLACE THE STRAW A THIRD TIME AND COVER WITH JUTE MAroNG STAKED INTO
THE SLOPE PER THE UANlJFACTlJRER'S RECOMMENDATIONS. RlJN THE JUTE UP AND DOWN
THE SLOPE WITH A MINIMlJM OF 12 INCHES OF OVERLAP BE:T'NEEN RlJNS. INSTALL EROSION
CONTROL WATTLES ON THE BOTTOM OF ANY AREAS COVERED WITH JIJTE MAroNG. PlACE
THE WATTLES AS SHOWN ON THE EROSION CONTROL MAP. EXTEND WATTLES A MINIMlJM OF
TEN FEU BEYOND THE LIMITS OF JUTE MAroNG.
IN AREAS WHERE JlJTE COVERED STRAW IS NOT SlJCCESSFlJL IN PROTECTING THE FILL
SLOPE FROM EROSION AS EVIDENCED BY THE CONTlNlJED FORMATION OF RILLS AND
Rt.m7NG, PlJLL BACK Tl-/E JIJTE AND COVER THE RCMAlNING EXPOSED AROtS WffH A
MINIMlJM OF Tl-/REE INCHES OF COMPOST AND REPLACE THE JUTE AND RESTAKE.
IF THESE COVERINGS ARE NOT SlJCCESSFlJL IN ALLOWING A HEAL THY STAND OF GRASS OR
NATIVE VEGUATlON AT THE END OF THE FIRST GROWING SEASON FOLLOWING THE INITIAL
COVERING OF THE SLOPE, HYDROSEED AND MlJLCH THE FILL SLOPES ONCE DURING THE
PERIODS OF APRIL 1 THROlJGH JlJNE 30 OR SEPTEMBER 1 THROUGH OCTOBER 1,
WHICHEVER OCClJRS FIRST.
CONTACT THE ENGINEER, DAVID HANNA, PC AT 360-452-8491 IF REPEATED EFFORTS ARE
NOT SlJCCESSFlJL IN PREVENTING EROSION OR IF THERE ARE ANY QlJESTIONS.
DETAIL DRAWING 5 - EROSION CONTROL NOTES (CONT.)
~
NTI
NTI ENGINEERING & SURVEYING
EROSION CONTROL PLAN
THESE DETAIL DRAWINGS ILLUSTRATE THE
SEDIMENT AND EROSION CONTROL FEATURES
OF THIS PLAN. SEE THE NOTES AND
DETAILS ON OTHER DETAIL DRAWINCS
AND THE TEXT OF THE ACCOMPANYING
DRAINAGE, SEDIMENT, AND EROSION
CONTROL PLAN.
Engineers - Land Surveyors - Geologists
Construction Inspection - Materials Testing
717 SOlITH PEABODY, PORT ANGELES, WASHINGTON 98362, (360) 452-8491
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~
DUSTIN SLIMP HOME
EROSION CONTROL
~
TEMPORARY CONVEYANCE CHANNEL AND SEDIMENT POND
THE CONVEYANCE CHANNEL AND POND SHALL BE EXCAVATED TO THE DIMENSIONS INDICATED
AND UNED WITH GEOTEXTlLE RECOMMENDED BY THE MANUFACTURER FOR USE AS FILTER
FABRIC. PLACE THE POND IN THE RELATIVELY FLAT AREA WHERE INDICATED ON THE EROSION
CONTROL MAP. EXTEND THE CONVEYANCE CHANNEL A MINIMUM OF FIVE FEF:r ONTO THE
BUILDING SITE. THE LOWER EDGE OF THE SEDIMENT POND SHALL BE CONSTRUCTED TO A
CONSTANT ELEVATION TO DISPERSE FLOWS AS SHEET FLOW.
THE CONVEYANCE SHALL THEN BE UNED WITH A MINIMUM OF TWO LAYERS OF QUARRY SPALLS
OR NINE INCHES, WHICHEVER IS THICKER. EXTEND THE QUARRY SPALLS A MINIMUM OF TWELVE
INCHES ONTO THE SURROUNDING GROUND.
THE SEDIMENT POND BOn-OM SHALL BE UNED WITH A SINGLE LAYER OF QUARRY SPALLS OR
SIX INCHES, WHICHEVER IS THICKER. THE SIDES OF THE POND (WITHIN THREE FEET OF THE RIM
INSIDE THE POND AND WITHIN 1 FOOT ON THE OUTSIDE) SHALL BE UNED IN THE SAME
MANNER AS THE CONVEYANCE CHANNEL.
THE CONVEYANCE CHANNEL AND SEDIMENT POND SHALL BE MAINTAINED UNTIL FLOWS ARE
ROUTED TO THE CATCH BASINS AND INFILTRATION SYSTEM AS PROVIDED FOR ELSEWHERE.
REMOVE ACCUMULATIONS OF SILT FROM THE POND WHEN THEY REACH A DEPTH OF SIX INCHES
OR MORE.
SffE GRADING
THE BUILDING SITE, WHICH INCLUDES ALL OF THE LEVEL PORTION OF BASIN B-2, SHALL BE
GRADED CONSISTENT WffH THE PERMANENT STORMWATER PLAN WHICH REQUIRES ALL
STORMWATER TO BE ROUTED TO CATCH BASINS. TEUPORARYCONSTRUCTlON PHASE GRADING
SHALL PROVIDE FOR A SHALLOW SWALE TO ROUTE FLOWS FROM THE AREAS OF THE CATCH
BASINS TO THE TEMPORARY CONVEYANCE SHOWN ON THE maSION CONTROL PLAN.
CARE SHALL BE TAKEN DURING THE INITIAL SITE GRADING THAT NO FLOWS BE ALLOWED TO
PASS DOWN ANY OF THE FILL SLOPES TO THE WEST OR SOUTH OF THE BUILDING SITE.
WHEN INSTALLED, THE CATCH BASINS SHALL BE PROTECTED TO PREVENT SILT FROM ENTERING
THE INFILTRATION FACILITY UNTIL SOILS ON THE BUILDING SITE ARE FULLY COVERED.
IT IS PREFERRED THAT ALL SITE GRADING ACTIVITIES BE CONDUCTED AT THE SAME TIME AND
THEN THE EXPOSED AREAS BE COVERED AND PROTECTED BUT IT IS EXPECTED THAT SOME
AREAS WILL HAVE TO BE EXCAVATED LATER.
EACH AREA OF EXPOSED SOIL SHALL BE COVERED WITH STRAW WITHIN 24 HOURS AFTER
COMPLETION OF THE WORK IN THAT AREA
CARE SHOULD BE TAKEN THAT THE GRADING PROVIDES FOR LATER REROUTING OF FLOWS FROM
THE TEMPORARY CONVEYANCE AND SEDIMENT POND TO THE CATCH BASINS WITH ONLY MINIMUM
DISTURBANCE OF SOIL.
THE CONTRACTOR IS DIRECTED TO THE FULL TEXT OF THE SEDIMENT AND EROSION CONTROL
PLAN WHICH IS INCLUDED IN THE ACCOMPANYING DRAINAGE, SEDIMENT AND EROSION CONTROL
PLAN. THAT PLAN CONTAINS ADDITIONAL PROVISIONS WHICH SPECIFICAU Y APPLY TO SITE
GRADING ON THIS PROJECT.
DETAIL DRAWING 6 - EROSION CONTROL NOTES (CONT.)
~
NTI
EROSION CONTROL PLAN
NTI ENGINEERING & SURVEYING
THESE DETAIL DRAWINGS ILLUSTRATE THE
SEDIMENT AND EROSION CONTROL FEA TURES
OF TJ-fIS PLAN. SEE TJ-fE NOTES AND
DETAILS ON OTHER DETAIL DRAWINGS
AND THE TEXT OF THE ACCOMPANYING
DRAINAGE, SEDIMENT, AND EROSION
CONTROL PLAN.
Engineers - Land Surveyors - Geologists
Construction Inspection - Materials Testing
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360)452-8491
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DUSTIN SLIMP HOME
EROSION CONTROL
~ CUT SLOPE TREATMENT
COVER CUT SLOPES WITH A HEAW COAnNG OF WIT SATURATED SHREDDED S7RAW.
AFTER THE FIRST AND AGAIN AFTER THE SECOND MEASURABLE RAINFALL, RECOVER ANY AREAS
WHERE THE FIRST COVERINGS OF STRAW HAVE BEEN WASHED AWAY.
IF S7RAW IS NOT SUCCESSFUL IN STABIUZING THE FILL SLOPES AFTER BEING REPLACED ONCE.
EXCAVATE A SEDIMENT TRAPPING DITCH A MINIMUM OF 12 INCHES DEEP AND 24 INCHES WIDE
AT BASE OF THE CUT SLOPE EXTENDING A MINIMUM OF TEN FEET BEYOND AREAS THAT REMAIN
UNCOVERED. ROUTE FLOWS FROM THIS DffCH TO THE TEMPORARY CONVEYANCE AND SEDIMENT
POND. REMOVE ANY ACCUMULAnONS OF SILT OF MORE THAN SIX INCHES FROM THE SEDIMENT
DffCH. THIS DffCH IS TO BE MAINTAINED IN PLACE TO PROTECT THE INFlLTRAnON SYSTEM UNTIL
THE CUT SLOPE IS SUCCESSFULLY REVEGITATED.
HYDROSEED AND MULCH THE CUT SLOPE ONCE DURING THE PERIODS OF APRIL 1 THROUGH
JUNE 30 OR SEPTEMBER 1 THROUGH OCTOBER " WHICHEVER OCCURS FIRST.
~
unLfTY TRENCH TREATMENT
ifnLfTY TRENCHES LOCATED OFF OF THE BUILDING SITE AREA. INCLUDING THOSE FOR POWER,
WATER, SEPTIC, STORMWATER, AND OTHER ifnUT/ES SHALL BE COVERED AND PROTECTED IN THE
SAME MANNER AS FILL SLOPES.
PROTEcnON OF CATCH BASINS
CATCH BASINS SHALL BE PROTECTED WITH SILT FENCING UNnL EXPOSED SOILS ARE COVERED
OR REVEGITATED AS PROVIDED FOR ELSEWHERE IN THESE NOTES. IF PROTECOON OF CATCH
BASINS IS NECESSARY FOR MORE THAN THREE MONTHS, INSTALL FILTER FABRIC, GRAVEL. AND
WIRE MESH PROTECnON PER DETAIL
DETAIL DRAWING 7 - EROSION CONTROL NOTES (CONT.)
Engineers - Land Surveyars - Geologists
Construction Inspection ~ Materials Testing
EROSION CONTROL PLAN
THESE DETAIL DRAWINGS ILLUSTRATE THE
SEDIMENT AND EROSION CONTROL FEATURES
OF THIS PLAN. SEE THE NOTES AND
DETAILS ON OTHER DETAIL DRAWINGS
AND THE TExr OF THE ACCOMPANYING
DRAINAGE. SEDIMENT, AND EROSION
CONTROL PLAN.
fj
NTI
NTI ENGINEERING & SURVEYING
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON ~ (360) 452-8491
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DUSTIN SLIMP HOME
EROSION CONTROL
DROP INLET
WITH GRATE
FlLTF:R F~
MIRAFlC 100 NS
OR EQUIVALENT
DETAIL DRAWING 8
ft
NTI
SILT FENCE PROTECTION OF CATCH BASIN
NTI ENGINEERING & SURVEYING
EROSION CONTROL PLAN
THESe DtTA/L DRAWINGS ILLUSTRATe TI1E
SEDIMENT AND EROSION CONTROL FEATURES
OF THIS PLAN. SEE THE NOTES AND
DtTAfLS ON OTHER DtTAIL DRAWINGS
AND THE TEXT OF THE ACCOMPANYING
DRAINAGE. SE[)jMENT, AND EROSION
CONTROL RUM
Engineers - Land Surveyors ~ Geologists
Construction Inspection - Materials Testing
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360)452-8491
21
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DUSTIN SLIMP HOME
EROSION CONTROL
,,',
;j\
r W.A.SHED ROCK
RU'A"'l~ WA="'R "VoV""o~""oVoVoVoV""o",,"oVoVoVoVo' . (12- MIN. DEPTH)
',-fvvrr "",c;,l ..""oooooao()ooo.QoOoO~OoOoOoQoOoOoOoOoOo .
. .0.0 .0 .0 .0 .0 .0 .0 00'.00 .0 .0 .0 DC COO CO 00 00 .0 .00.0 .0 .0 CO o'Oo~",
WITH SEDIMENT . >l~~ggg~ggggggggggggg~gggg~~gggggggggggggggD"~ '0
..--.. --.... . ;;;'''':0,.0.00.00.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.00.0.0.0.00-000:.00 O"l..
~~~~~'gg~gg~gg' " .0.0.0'
-.;- -- --.....
18"MIN.
+
FlL TERED
WATER
,. x 1" WIRE ME
WITH FILTER FABRIC
'ON TOP
N'OTE: AU FILTeR FABRIC SHAU BE MIRAFI 140NS OR EQUAL
DETAIL DRA WING 9 - FILTER FABRIC, GRAVEL, AND WIRE
MESH PROTECTl'ON 'OF CATCH BASIN
Engineers - Land Surveyors - Geologists
Construction Inspection - Moterials Testing
EROSION CONTROL PLAN
'rHESE DETAIL DRAWINGS ILWSTRATE THE
SliDlMENT AND EROSION CONTROL FEATURES
OF THIS PLAN. SEE THE NOTES AND
DETAILS ON OTHER DETAIL DRAWINGS
AND THE TEXT OF THE ACCOMPANYING
DRAINAGE, SEDIMENT, AND EROSION
CONTROL PLAN.
o
NTI
NTI ENGINEERING & SURVEYING
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360) 452-M91
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DUSTIN SLIMP HOME
EROSION CONTROL
o
15'
4' MIN.
QUARRY SPALLS
---L
-~
-Li:"
1.5' MIN. f' - 1.5"
WASHED GRAVEL
f
Qt./ARRY SPALLS
GEOTEXTlLE
____J
Fl.AT BOTTOM
NOTE::
TRAP MAY BE FORMED BY
BERM OR BY PARTIAL
OR COMPLETE EXCAVA770N
PROFILE
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.. 8' MIN.
..
NA77VE SOIL OR
COMPACTED BACKFILL
GEOTEXTlLE
MIN. l' DEPTH
2"-4" ROCK
MIN. l' DEPTH i" -1.5"
WASHED GRAVEL
SECTION A-A
DETAIL DRAWING 10 - SEDIMENT TRAP
Engineers - Land Surveyors - Geologists
Construction tnspectiOi"l - Materials Testing
EROSION CONTROL PLAN
THESE DETAIL DRAWIN{;S .iLLUSTRATE THE
SEDIMENT AND EiiWSION CONTROL FEATURES
OF THIS PWi. SEE THE NOTES AND
DETAILS ON OTHER f)ET/',(L DRAWINGS
AND THE TEXT OF THE ACCOMPANYING
DRAINAGE, SEDIMENT. AND EROSION
CONTROL PLAN
ft
NTI
NTI ENGINEERING & SURVEYING
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON98a62f (360)452-3491
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WATnE CASING IS A BIODEGRADABLE
TUBULAR PLASnC OR SIMILAR ENCASING
MATERIAL ~
PLACE WATTLE IN :3" - 5"
OCU mmm ~
III-III~/I
III
III
1" SQUARE STAKES DRNEN THROUGH
./ WAmE eveRY 3' - 4'
8" - 10" STRAW
FILLED WATnE
(II 111-
I III III
I I II I
STRAW WATTLE - STANDARD STAKING
NO SCALE
FOR SHORT DURAnON PROJECTS
WHERE THE CONTRACTOR DESIRES
TO REUSE THE WATTLES WITHOUT
DAMAGING THE CASING THE ALTERNATE
A-FRAME STAKING METHOD SHOWN
HERE MAY BE USED.
/1/1-"."- ;1//__
-1(1- 1-1,-
---1/1 --Ii / 1---/11 - I
-I, - (1- / -
III III III
STRAW WATTLE - ALTERNATE STAKING
NO SCALE
~
NTI
NTI ENGINEERING & SURVEYING
Engineers - Land Surveyors - Geologists
Construction Inspection - Materials Testing
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362. (360) 452-8491
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
JEFFERSON COUNTY STANDARD STORMWATER SITE PLAN NOTES
. All erosion and sediment control Best Management Practices shall be selected,
constructed, and maintained in accordance with the Washington Department of
Ecology Stormwater ManaQement Manual for Western Washinaton (current
edition).
. The construction and maintenance of erosion and sediment control measures
shall be the responsibility of the contractor. The contractor shall not deviate from
the approved plans without prior approval from the Jefferson County Public
Works Department. The contractor shall have a set of approved plans on the
site whenever construction is in progress.
. The erosion and sediment control measures depicted on this plan are minimum
requirements to meet anticipated site conditions. As conditions dictate during
construction, the contractor shall implement additional measures as necessary
to ensure erosion and sediment control.
. Construction vehicle access shall be limited to one route, whenever possible.
Quarry spalls or crushed rock shall be applied to the access in order to prevent
sediment from being transported onto roads. If this should occur, roads shall be
cleaned thoroughly by shoveling or sweeping.
. Clearing shall be phased so that only areas that are being worked are exposed.
All exposed and unworked soils shall be stabilized by appropriate Best
Management Practices. From October 1 through April 30, unworked soils shall
not be left exposed for more than 2 days. From May 1 through September 30,
unworked soils shall not be left exposed for more than 7 days.
. All erosion and sediment control measures shall be maintained in a satisfactory
condition until such time as land disturbing activities are completed and the
potential for onsite erosion has passed.
. The contractor shall request inspection of temporary erosion and sediment
control measures by the Jefferson County Public Works Department [(360) 385-
9160] as soon as practicable after installation.
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
ABSTRACT
This project consists of the construction of a new home with a 60' x 60' footprint
and related work on a 4.9 acre parcel located at 62 Spring Hill Road in
unincorporated Jefferson County. The new home will occupy only a small portion
of the parcel.
This Stormwater Site Plan (SSP or Plan) was prepared to examine and
recommend Best Management Practices (BMPs) to mitigate stormwater related
impacts of the construction of this project as required by Jefferson County. It is
based on the 2005 Stormwater Management Manual for Western Washington,
published by the Washington Department of Ecology (DOE Manual).
The Geotechnical Report was prepared to document an assessment performed
in response to the property being listed as a landslide hazard area by the
Jefferson County Department of Community Development.
Ground disturbing work will be confined to the building site except for utilities.
Runoff from the building site will be infiltrated and areas disturbed by utility
construction will be stabilized and returned to their natural state.
The infiltration facility was designed based on a geotechnical evaluation of the
soils.
Construction phase erosion and sediment control measures are proposed to
prevent soil from leaving the site during construction of the improvements as well
as to protect the infiltration facility during the construction phase. Detail drawings
showing the proposed BMPs and their location are included with this report.
This Plan includes the Construction Stormwater Pollution Prevention Plan
(CSPPP) in its entirety. As a minimum, the CSPPP requires slope covering,
sediment control wattles and protection of inlets. Additional BMPs are included
for use in the event that unforeseen circumstances require additional measures.
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GEOTECHNICAL REPORT and STORMWATER SITE PLAN
for
Parcel 901-245-004
New Home for Dustin Slimp
Photo 1
I. OVERVIEW
This plan was prepared to provide a reasonable level of protection, as required
by Jefferson County ordinance, against damage being caused to properties
within or without the project during construction or as a result of increased
stormwater runoff after development of the project. It follows the guidelines
contained in the 2005 Edition of the Stormwater Manaaement Manual for
Western Washinaton (2005 Manual), published by the Washington State
Department of Ecology (DOE).
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This project consists of the construction of a new home with a 60' x 60' footprint
and related work on a 4.9 acre parcel located at 62 Spring Hill Road in
unincorporated Jefferson County. The new home will occupy only a small portion
of the parcel.
The building site is shown in Photo 1.
A. Pre-Developed Condition
1. Pre-Contact Condition
It is assumed that the pre-contact condition of the site is old growth timber,
as required by the 2005 Manual.
2. ExistinQ Condition
The site is presently undeveloped except for the road and building site.
Photo 2 shows an overview of the parcel. The cleared building site can be
seen on the right. The existing timber is quite large and more closely
resembles old growth forest than young second growth timber and brush.
This plan uses mature forest as the existing condition of the parcel.
Photo 2
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The surrounding neighborhood consists of a high plateau to the east of the
project location with slopes to the north and south and through the parcel
leading down to the valley floor to the west as shown on Map 4 -
Neighborhood Drainage Patterns on Page 11 and on the USGS topo map
segment included as Map 7.
Map 7 - USGS Topo Map Segment
More detailed topographic information is shown on Map 6 - Drainage
Basins on Page 13. Map 6 shows a small ridge which acts to isolate the
project site from run-on from lands above.
The building site has been cleared and rough graded, creating a level pad
where the home will be constructed as shown in Photo 3 and on Map 5 -
Site Sketch on Page 12.
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Photo 3
A large cut slope above the building site is just beginning to sprout
vegetation but will not be entirely revegetated until one or more growing
seasons have elapsed. Special procedures may be necessary to ensure
that this slope becomes stabilized as discussed in the Erosion Control
Map and Notes beginning on Page 16.
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The lands below the parcel to the west is undeveloped except for a narrow band
of fill slope and small areas just below as shown in Photo 4.
Photo 4
B. Developed Condition
It is proposed to construct a single family home with necessary utility
connections, access, and landscaping. Map 5 - Site Sketch on Page 12
shows the locations of the proposed improvements on the parcel. Additional
design information is included in the Appendices.
C. Proposed Improvements
The parcel area is approximately 4.9 acres. For the purposes of runoff
calculations an area of 213,823 square feet (4.9078 acres) is used to more
easily handle rounding of some runoff areas and coefficients. The project will
disturb a footprint of up to 0.9356 acres of soil as shown on Figure 1 -
Disturbed Soils Footprint on Page 32. If field changes to the project are
contemplated that may increase the area of this footprint, a new area should
be calculated. If the new area will be greater than 1.00 acres, a Construction
Stormwater National Pollution Discharge Elimination System (NPDES) permit
will be required.
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Figure 1 - Disturbed Soils Footprint
The footprint of disturbed soils during the construction phase (shown in Figure
1) will be different from the area that will be permanently converted to lawn,
landscaping, driveway, roof or similar uses because much of the areas
disturbed during utility construction are narrow corridors which will revegetate
with native species without changing the forested character of the location. A
total of 0.4792 acres (20,874 square feet) will be permanently converted. See
computer printouts in the appendices for full calculations. Both of these areas
are different from the total area (0.5235 acres) used to design the
infiltration/dispersion facility which includes 0.0443 acres of forested lands on
the ridge on the adjacent parcel to the east (uphill) of this project as shown in
Map 6 - Drainage Basins on Page 13.
New (pollution generating) impervious surfaces (roof and driveway) will be
0.1629 acres (7,096 square feet) while landscaping (pollution generating
pervious surfaces) will occupy the 0.3163 acres (13,778 square feet)
remainder of the converted area.
D. Stormwater Runoff
Because of the unique location of the building site near the top of a ridge, the
work can be accomplished significantly without adversely impacting the runoff
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leaving the parcel. Map 4 - Neighborhood Drainage Patterns on page 11
shows the basins that affect this project. All but a small amount of runoff from
lands above are intercepted by natural landforms and routed around the
project. The small amount that flows down the cut slope on the east is simply
included in the design flows for the infiltration facility.
All of these basins ultimately drain to the right of way for Highway 19 which
drains via roadside ditches, eventually reaching East Chimacum Creek as
shown on page 9.
1. Pre-Contact Stormwater Runoff
It is assumed that the pre-contact condition of the site is old growth timber,
as required by the 2005 Manual.
There is no evidence of prior large scale grading activities on the site,
indicating that pre-contact stormwater runoff would have been similar to
the existing (pre-development) condition.
After leaving the site, pre-contact flows would have reached East
Chimacum Creek in a meandering flow path.
2. Pre-Developed Stormwater Runoff
In its present, pre-developed, condition flows travel as sheet flows over
building site and then as a combination of sheet and dispersed flows to
the bottom of the parcel. Some concentration of flows does occur at the
existing Spring Hill Road but the road is located in a natural drainage area
so the concentration mimics pre-Contact flows. The existing flow
conditions are shown in Map 6 - Drainage Basins on Page 13.
3. Post-Developed Stormwater Runoff
Basins A, C, and D will remain unchanged by this project. Basin B has
been split into Subbasins B-1 and B-2. Flows from B-1, the undeveloped
portion will remain unchanged. Flows from Subbasin B-2 will be 100%
infiltrated, which will reduce the total flows in Basin B sufficiently to
account for the small increase in flows from the pre-contact condition
caused by the previous construction of Spring Hill Road. Full calculations
are included in the appendices.
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E. Controlling and Challenging Site Parameters
The single major challenge was to provide for the control of erosion from the
building site. The site has already been cleared and a large soil stockpile,
shown in Photo 5, exists on the leveled building site.
Photo 5
While this stockpile has been covered with plastic sheeting, soil has been
eroded and transported into the vegetation on the level area immediately
below the building site as shown in Photo 6.
Photo 6
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One minor challenge was to find a location for the infiltration/dispersion
facility. If it were designed on the building site, the lower permeability of the
Cassolary Soils would have required the trench to be more than 200 feet
long. It was decided to locate it further down the parcel in the Indianola Soils
where a conservative design still allows the trench length to be reduced to
1 00 feet.
F. Natural Drainage System
The natural flow regime from this site consists of sheet flows to the west to
join with concentrated flows from the plateau above as shown on Map 4 -
Neighborhood Drainage Patterns on Page 11. The construction of Spring Hill
Road has increased runoff a small amount but this will be offset by infiltrating
all rain falling on Subbasin B-2. Other than these minor effects, there will be
no changes in the natural drainage systems. Flows will leave the site in their
natural corridors.
G. Drainage To and From Adjacent Properties
Drainage to and from adjacent parcels is shown on Map 4 - Neighborhood
Drainage Patterns on Page 11 and Map 6 - Drainage Basins on Page 13.
This project will not change these drainage patterns.
1. Bypass Flows
There will be no bypass flows.
H. Vicinity Maps
A vicinity map is included as Map 1 on page 8. The Area Map included as
Map 2 - East Chimacum Creek Valley on page 9 and the Neighborhood Map
included as Map 3 - Neighborhood Overview on page 10 also contain useful
information about the surrounding areas.
I. Site Map
A site sketch map is included as Map 5 on page 12. Other maps are included
in the same area at the beginning of this report.
J. Surface Soils
The site may be found on map number 49 of the Soil Survey of Jefferson
County Area (the Soil Survey) published by the U. S. Soil Conservation
Service, a portion of which is reproduced here as Map 8.
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Map 8 - Soils
Map 8 can be compared with the other maps at the beginning of this report for
additional orientation.
Map 8 shows that soils on the upper portion of the parcel are Type CfD
Cassolary sandy loam. These soils have a complex history which began with
the basalt rocks of the Olympic Mountains. During the glacial period, glaciers
scoured away at the underlying basalt bedrock and carried the resulting
material downslope. As the glaciers melted they deposited glacial drift (glacial
drift is any soil carried and deposited by glaciers) over the landscape. The
weight of the continental glaciers actually depressed the underlying soil and
rock formations so they were below sea level, They remained below sea level
long after the glaciers melted. The other parent material, marine sediments,
was then laid down as fine sediment under the sea. The land then slowly
rebounded to near its original elevation over many hundreds of years. During
this process streams cut through the soils, mixing and redepositing them on
flood plains and stream bottoms. This caused the soils to be sorted by grain
size with the larger particles being deposited first as the waters slowed and
the finer particles left in areas where slower velocities were achieved. The
deposition areas where Cassolary soils are now found are located at
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elevations less than 500 feet. As the streams cut through these flood plains
and bottoms, they left flat areas known as terraces exposed above the new
stream elevations. These fine mixed soils on terraces with slopes ranging
from 15 to 30% form the present day CfD Cassolary soils. They are
somewhat fine grained with sufficient cohesion that they are very resistant to
erosion. They are only moderately well drained but do not have a shallow
restrictive layer such as hard pan. This results in a soil that is considered very
deep and will not retain moisture through the driest months of the year. A
shallow perched water table often occurs during the wet months of the year.
Drought resistant species of plants will commonly be found in these soils.
These soils have a permeability of 0.6 - 2.0 inches per hour through the upper
22 inches and 0.2 - 0.6 inches per hour through deeper soils. Cassolary soils
are in hydrologic group C.
Field investigation indicates that the soils exposed on the cut slope above the
building site contain gravels as well as sands as shown in Photo 7.
Photo 7
Observation of the building site indicates that most rain appeared to have
infiltrated rather than running off. Rilling of the cut bank, while present in
some areas, is minimal as shown in Photo 8. While the grain sizes are
different, the permeability and resistance to erosion are consistent with the
expected behavior of Cassolary soils. Because this report is concerned with
the hydrologic behavior of the soils, it assumes the soils on the upper part of
the site behave as Cassolary soils.
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Photo 8
Map number 49 predicts that the soils on the lower portion of this site are type
InC, Indianola loamy sand on slopes ranging from 0 to 15 percent. These
sandy soils resulted from the flow of streams from glaciers. As the glaciers
melted, the meltwater carried sediments in streams flowing on top of and
under the glaciers. When the glaciers melted, sandy and gravelly sediments
were left behind as long (hundreds of feet) meandering deposits, known as
eskers, where these streams had flowed. Other fan shaped deposits, known
as alluvial fans, of similar material were left where the streams slowed as they
ponded on the surface of the glacier, left the glacier or entered a body of
water. These deposits are known as kames. These processes resulted in the
sediments being sorted by the varying velocities of the flows. Larger gravels
and cobbles were deposited in areas of higher velocities and finer particles
such as silts were carried further down the streams. Indianola soils were
formed in the sandy particles deposited by intermediate velocities. In some
instances, the sandy parent material of Indianola soils was deposited on
relatively level meltwater plains.
Later flows cut down through these various types of sandy deposits, leaving a
landscape of terraces and escarpments. Terraces are level areas remaining
and escarpments are the sides of the channels formed by the streams as they
cut into the deposits. As a result Indianola soils may be found on slopes
ranging from 0 - 50 percent although type InC Indianola soils are found on
slopes ranging from 0 - 15 percent. Indianola soils are found at elevations
ranging from sea level to 1000 feet. In some areas they may contain minor
amounts of volcanic ash. Because of their very sandy nature they are
considered to be excessively drained. They do not retain water well, resulting
in a droughty condition for vegetation. They pass water rapidly, especially
when saturated and are in hydrologic group A. Permeability can be expected
to range from 6.0 - 20 inches per hour.
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Based on the predicted behavior of Indianola soils, this plan assumes a
maximum design infiltration rate of 10 inches per hour.
K. Geotechnical Report
As requested, NTI Engineering & Surveying (NTI) completed a geotechnical
assessment of the above referenced property consisting of research of
available literature and geologic maps of the area, and a site visit on
September 17, 2008, for visual observations. This assessment V\IaS:in
response to the property being listed as a landslide hazard area by the
Jefferson County Department of Community Development.
1. Site Description
The subject property is located on Spring Hill Road off of S.R. 19, south of
Chimacum in Jefferson County (Map 2 - East Chimacum Creek Valley on
Page 9). The hilly wooded property is bounded on the north, east and
south by wooded residential property, and on the west by SR 19. Existing
improvements to the property include a driveway and benched home site.
The property is situated on a west facing slope overlooking Chimacum
Valley. The eastern two thirds of the property has an overall average
natural slope angle of approximately 180, and the western one third has a
slope of 130. These slope angles are below the "angle of repose" which is
defined as the maximum slope or angle at which loose, cohesion less
material remains stable, and commonly ranges between 33 and 37
degrees on natural slopes. Three west and southwest trending ravines cut
through portions of the property (Map 6 - Drainage Basins on Page 13).
The benched home site is nearly flat and encompasses an area about 200
feet by 120 feet (Map 5 - Site Sketch on Page 12). The cut slope has a
maximum height of approximately 29 feet with an average slope of 400
and the fill slope is about 23 feet high with a slope of 300. The material
exposed in the cut slope is dense silty sand and gravel.
Except for the benched home site, the property is well vegetated with
young to mature trees and brush. Predominant species include fir, cedar,
maple, alder, and madrona, with an understory of salal and sword fern.
The property has been logged probably twice in the past as evidenced by
old growth stumps with spring board notches as well as second growth
stumps. Some of the trees exhibit curved trunks, suggesting that
downslope creep of the surface soil is occurring in places. No groundwater
seeps were observed on the slopes, however, seeps were visible at the
west side of the property near SR 19. No evidence of past landslides was
noticed on the slopes.
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2. Site GeoloQV
The Department of Ecology's "Geology and Ground-Water Resources of
Eastern Jefferson County, Washington" maps the soil in the area of the
property as Lodgement till (Qvt) and as Undifferentiated glacial, fluvial,
glaciofluvial, lacustrine and glaciolacustrine deposits (Qu). The till is
described as boulders, cobbles and pebbles in a matrix of sand, silt and
clay; a compact and unsorted mixture. The undifferentiated deposits are
older than the Fraser glaciation and include sediments from pre Fraser
glaciations. This unit contains a variety of soil types and is generally
mapped when more detailed data is not available.
According to the Soil Survey of Jefferson County Area, Washington
(United States Department of Agriculture, 1975), the subject site is in an
area mapped as Cassolary sandy loam (CfD), and Indianola loamy sand
(InC & InD) (Map 8 - Soils on Page 36). The Cassolary soil formed in
glacial drift and/or marine deposits on terraces and is composed of sand,
silty sand and silt/clay with gravel. Runoff is listed as medium and the
hazard of water erosion as moderate. The Indianola soil formed on eskers,
kames, or moraines in sandy glacial outwash and is composed of silty
sand with gravel. Runoff is listed as slow to medium and the hazard of
water erosion as slight to moderate.
Visual observations of exposures and cuts on the property are consistent
with the above descriptions.
3. Conclusions and Recommendations
The subject property appears grossly stable and the project seems
feasible from a geotechnical perspective. Based upon our assessment of
the property, it is our opinion that the hillside does not represent a
landslide hazard. However, the property is subject to erosion due to the
sloping terrain. Specific sediment and erosion control measures will be
addressed in the engineered drainage, sediment and erosion control plan
being completed for this property by NTI.
We recommend that building foundations be placed in undisturbed native
soil and comply with Section 1805.3 (see below) of the International
Building Code (IBC) which deals with footings on or adjacent to slopes.
( ~
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1805.3 Footings on or adjacent to slopes. The placement of
buildings and structures on or adjacent to slopes steeper than
one IIIlit vertical in three units hori7..ontal (33.3-percent slope)
shall conform to Sections 1805.3.1 through 1805.3.5.
1805.3.1 Building clearllnce from ascending slopes. In
general, buildings below slopes shall be set a sufficient dis-
tance from the slope to provide protection from slope drain-
age, erosion and shallow failures. Except as provided for in
Section 1805.3.5 and Figure 1805.3.1, the following criteria
will beassurned to provide this protection. Where the exist-
ing slope is steeper than one unit vertical in Qne unit hori-
zontal (1 OQ-percent slope), the toe of the slope shall be
assumed to be at the intersection of a horizontal plane drawn
from the top of the foundation and a plane drawn tangent to
the slope at an angle of 45 degrees (0.79 rad) to tilt' horizon-
tal. Where a retaining wall is constructed at the toe of the
slope, the height of the slope shall be measured ffrom the top
of the wall to the top of the slope.
1805.3.2 Footing setback from descending slope sur-
face. Footings on or adjacent to slope surfaces shall be
founded in fIrm material with an embedment and set back
from the slope surface sufficient to provide vertical and lat-
eral support for the footing without detrimental settlement.
Except as provided for in Section 1805.3.5 and Figure
1805.3.1, the following setbaCk js deemed adequate to
me.etthe criteria. Where the slope is steeper than I unit ver-
tical in 1 unit horizontal (lOQ-percent slope), the required
setback shall be measured fromlln imaginary plane 45
degrees (0.79 rad) to the horizontlll., projected upward
from the toe of the slope.
1805.3.3 Pools. The setback between pools regulated by
this code and slopes shall be equal to one-hilfthc building
footing setback distance required by this section. Thllt por-
tion of the pool wall within a horizontal distance of 7 feet
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r ./FACEOF
K"" STRUCTURE
TOE OF
8lOPE
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Fot sr: 1 foot = 304.8 mm.
FIGURE 1805.3.1
FOUNDATION CLEARANCES FROM SLOPES
2006 INTERNATIONAL BUILDING COD~
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(2134 mm) from the top of the slope shall be capable of sup-
porting the water in the pool without soil support.
1805.3.4 Foundation elevation. On gfllded sites, the top of
any exterior foundation shall extend above the elevation. of
the street gutter at point of discharge or the inlet of an
approved drainage device a minimum of 12 inches (305
mm) plus 2 percent. Alternate elevations are permitted sub-
ject to the approval of the building official, provided it can
be demonstrated that required drainage to the point of dis-
charge and away from the structure is provided at allloca-
tions on the site.
1805.3.5 Alternate setback and clearance. Alternate set-
backs and clearances are permitted, subject to the approval of
the building official. The building official is permitted to
require an investigation and recommendation of a registered
design professional to demonstrate that the intent of this sec.
tion has been satisfIed. Such an investigation shall include
consideration of material, height of slope, slope gradient,
load intensity and erosion characteristics of slope material.
In this case, the face of the structure will need to be a minimum of 14.5
feet from the toe of the cut slope unless a retaining wall is utilized, and the
face of the footing will need to be a minimum of 8 feet from the edge of the
fill slope.
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The following recommendations should also be considered with regards to
development of the subject property:
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1. It will be necessary to replant and maintain vegetative ground cover
on the slopes to reduce erosion from surface runoff. Native deep-
rooted vegetation that requires little or no irrigation would be the
most beneficial.
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2. Heavy irrigation or other activities that would contribute large
quantities of water to the soil should be avoided. One cause of
slope instability is the presence of excessive groundwater (Le.
heavy prolonged winter rains, leaving sprinklers running, water line
breaks, draining hot tubs, etc.).
3. Surface runoff from hard surfaces such as roofs, driveways,
walkways and patios shall be controlled and routed to a drainage
control system as shown in the Detail Drawings included at the
beginning of this report.
4. Surface water should not be allowed to flow freely down the face of
the slopes and cause erosion of the slopes. If this occurs, the water
should be directed away from the slopes and/or conveyed to a safe
discharge area.
5. Silt fences or other sediment control devices shown in the Detail
Drawings will be needed during construction such that
sedimentation off site does not exceed predevelopment conditions.
6. All drainage control devices should be maintained in good working
order and inspected at least once a year.
For further information please review the three publications published by
the Washington State Department of Ecology (DOE) entitled: "Slope
Stabilization and Erosion Control Using Vegetation", "Vegetation
Management: A Guide for Puget Sound Bluff Property Owners" and
"Surface Water and Groundwater on Coastal Bluffs". These publications
are now out of print but can be obtained from the DOE website at:
http://www.ecV.wa.Qov/biblio/sea.html under the 1993 and 1994 year
heading. The DOE website also contains additional useful iqformation
regarding slope stability and site development; this reference. is highly
recommended.
4. Limitations to Geotechnical Report
This Geotechnical Report has been prepared for your exclusive use in
conjunction with the above referenced project. The report has not been
prepared for use by others or for other locations. Others may use it only
with the expressed written permission of the Engineer.
Within the limits of scope, schedule and budget, this report was prepared
in general accordance with accepted professional engineering and
geological principles and practices in this or similar localities at the time
the report was prepared. No other warranty, expressed or implied, is made
as to the conclusions and professional advice included in this report.
The observations, conclusions and recommendations presented in this
report were based on our visual observations of the subject property at the
time of our site visit; no laboratory tests were performed. Soil and geologic
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conditions can vary significantly between test holes and/or surface
outcrops. If there is a substantial lapse of time, conditions at the site have
changed or appear different than those described in this report, NTI
should be contacted and retained to evaluate the changed conditions and
make modifications to this report if necessary.
II. EXISTING CONDITIONS
The following descriptions of the site are its present condition, just before
development.
A. Natural Receiving Waters
The natural receiving water for this project is East Chimacum Creek, a
tributary to Chimacum Creek, which flows into Port Townsend Bay, a marine
water connected to the Strait of Juan de Fuca. Flows from this project site are
conveyed to the natural receiving waters by overland flows.
The entire route of the conveyances from the Calvary Church parcel to the
Chimacum Creek tributary is shown on Map 4 - Neighborhood Drainage
Patterns on Page 11. Because of ongoing agricultural activities on the East
Chimacum Creek Valley floor, any natural channels from Highway 19 to the
creek have been obliterated. The Soils Map included as Map 8 on Page 36
shows these drainage channels as they existed in the early 1970s.
B. Area-Specific Requirements
Jefferson County has a list of specific requirements which it requests be
included in each drainage plan. This list is included on page 25 near the
beginning of this report.
1. Local Plans
There are no local plans which affect this project beyond the general
requirements relating to stormwater.
2. Ordinances
There are no special local ordinances which affect this project beyond the
general requirements relating to stormwater.
3. Water Cleanup Plans
This site is not subject to a cleanup plan.
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III. OFF-SITE ANALYSIS
An off-site analysis is not required by Jefferson County. Because all new runoff
will be infiltrated, there will be no increase in off site flows.
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IV. PERMANENT STORMWATER CONTROL PLAN
This Permanent Stormwater Control Plan governs permanent BMPs relating to
the quality and quantity of stormwater for this project.
A. Methodology
Because the only need for hydrological calculations is to determine the peak
instantaneous flow to verify the capacity of the conveyances and to design
the infiltration/dispersion system, a continuous hydraulics analysis is
unnecessary. This report used the Santa Barbara Urban Hydrograph Method
for these purposes.
B. Existing Site Hydrology
In its present, pre-developed condition flows travel as sheet flows onto,
across, and away from the building site. The soils appear to be infiltrating
rainfall in all except intense events. The dense ground cover below the
building site (See Photo 9) further detains and delays runoff, allowing
additional time for the sheet flows to be naturally infiltrated.
Photo 9
What flows do collect and leave the parcel are conveyed westerly, eventually
reaching East Chimacum Creek as shown on Map 4 - Neighborhood
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Drainage Patterns on page 11. This conveyance route is discussed in more
detail in Section II.A. Natural Receiving Waters beginning on Page 43.
The drainage basins and directions of flows within the Parcel are well
depicted on Map 6 - Drainage Basins on page 13. Flows in these Basins A, C
& D will remain unchanged by this project. Changes in Basin B are discussed
in detail in Section I.D.3. Post-Developed Stormwater Runoff, beginning on
Page 33.
1. Desian Sub Basin
The hydrologic calculations are only performed for those portions of the
basins (shown on Map 6 - Drainage Basins on Page 13) within the parcel
bounds. Since flows in Basins A, C & D will be unchanged and essentially
all of Basin B lies within the parcel, this simplification will yield accurate
results. Changes in subbasins of Basin B are discussed in detail in
Section I.D.3. Post-Developed Stormwater Runoff, beginning on Page 33.
2. Soils Hvdroloaic Group
The soils in this sub basin are in Hydrologic Groups A and C as discussed
in Section I.J. Surface Soils, beginning on page 35.
3. Time of Concentration
The length of time that it takes a drop of rainfall to travel from the
uppermost point of a basin to the point of discharge from the basin, or to
the point where flows are to be calculated, is referred to as the time of
concentration (Tc). This is the sum of the time it takes for runoff to flow
across the various types of flow channels as it crosses the basin.
The following calculations are per Section 111-1.4.2, pages 111-1-13 through
111-1-16, of the Washington State Department of Ecology's Stormwater
Manaaement Manual For The Puaet Sound Basin. The Technic~' .~f:3n~aI1
(DOE 1992). . ',. .... ..
(i) Pre-development Condition
The time of concentration is first determined for the existing toNditlon
of the basin.
(a) Unconcentrated Flow
Immediately after falling to the ground, rainwater initially travels as
unconcentrated sheet flow for a period of time (Tt) calculated by:
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0.80
0.42 (NsL)
Tt = -------------------- = 12.35 min
0.527 0.4
(P2) (SO)
Where:
Ns = 0.400
= Sheet flow Manning's n
(DOE Table 111-1.4)
= 2 yr, 24 hr rainfall (in)
= Slope of flow path (ftIft)
= Length (L) of flow path (ft)
P2 = 1 .5
SO = 0.2000
L = 100
This is sheet flow through light ground cover brush at the top of the
small ridge immediately above the building site. The view in Photo
10 may reflect pre-contact conditions where over mature old growth
trees would have predominated.
Photo 10
(b) Shallow Concentrated Flow
As sheet flows run together and become concentrated, they travel
as shallow concentrated flow for a period of time (Tt) calculated by:
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L
Tt == -------------------- == 2.48 m i n
60 Ks SQRT(SO)
Where: Ks == 3 == Velocity factor (Ks)
(per DOE Table 111-1.4)
SO == 0.2000 == Slope of flow path (ftIft)
L == 200 == Length (L) of flow path (ft)
This is flow through light brush down the swales between the small
ridges immediately below the building site through conditions
similar to those depicted in Photo 11.
Photo 11
(c) Open Channel (Intermittent) Flow
Flows next travel through intermittent open channels for a period of
time (Tt) calculated by:
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L
Tt = -------------------- = 1.05 min
60 Kc SQRT(SO)
Where: Kc = 5
so = 0.1000
L = 100
= Velocity factor (Kc)
(DOE Table 111-1.4)
= Slope of flow path (ftIft)
= Length (L) of flow path (ft)
These are sheet and loosely concentrated flows down the slope
near the bottom of the parcel in conditions similar to those shown at
the bottom of the far slope in Photo 12.
Photo 12
(d) Open Channel (Continuous Stream) Flow
Further down the channel, a continuously flowing stream is formed.
Flows follow continuously flowing streams for a period of time (Tt)
calculated by:
L
Tt = -------------------- = 0.28 min
60 Kc SQRT(SO)
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Where:
Kc
= 27
= Velocity factor (Kc)
(per DOE Table 111-1.4)
= Slope of flow path (fUft)
= Length of flow path (ft)
SO
L
= 0.0500
= 100
While a continuous stream is obviously lacking at this site, this
section of the calculations provides a convenient spot to account for
flow onto and along the highway right of way to the edge of the
parcel.
(ii) Pre-development Time of Concentration
As noted above, the time of concentration (Tc) is the sum of the time it
takes for runoff to flow across the various types of flow channels as it
crosses the basin. For the predevelopment condition:
Tc = the sum of the various Tt's = 16.17 min
This is rounded to 16 min for use in further calculations.
4. Runoff Curve Numbers
Calculations of the Weighted Runoff Curve Number for the parcel in the
pre-contact condition are included in Table 1 - Pre and Post Development
Land Uses on Page 50.
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50
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5. Rainfall
The total amount of precipitation falling over a 24 hour period during a
storm having a mean recurrence interval of 2 years, will be 1.5 inches.
This information was taken from a 2 year, 24 hour Isopluvial Map
published by the U.S. Soil Conservation Service, a portion of which is
reproduced here as Figure 2. The project location is marked on the map.
40~ "-
35~", 50
Figure 2 - 2 Year Isopluvials
2 YEAR, 24 HOUR
ISOPLUVIAL LINES
IN 1/10s OF AN INCH
The isopluvial lines represent total precipitation in 24 hours, in tenths of
inches. 2 year rainfall data is used to calculate runoff and in the calculation
of times of concentration for the site.
The total amount of precipitation falling over a 24 hour period during a
storm having a mean recurrence interval of 25 years, will be 2.8 inches.
This information was taken from a 25 year, 24 hour Isopluvial Map
published by the U.S. Soil Conservation Service, a portion of which is
reproduced here as Figure 3. The project location is marked on the map.
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25 YEAR, 24 HOUR
ISOPLU\1AL UNES
IN 1/10$ OF AN INCH
Figure 3 - 25 Year Isopluvials
The total amount of precipitation falling over a 24 hour period during a
storm having a mean recurrence interval of 100 years, will be 3.3 inches.
This information was taken from a 25 year, 24 hour Isopluvial Map
published by the U.S. Soil Conservation Service, a portion of which is
reproduced here as Figure 4. The project location is marked on the map.
While calculations for 100 year rainfall events are not included in this
report, summary information is presented for the 100 year event.
100 YEAR, 24 HOUR
ISOPUMAl UNES
IN 1/10$ OF AN INCH
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The rainfall distribution is assumed to be a Type IA distribution per
standard practice in the area.
6. Pre-Contact Runoff Volumes
Pre-contact stormwater runoff volumes are important because they form
the base flow against which all other flow regimes are compared. Per the
2005 DOE Manual these flows are based on conditions assumed to exist
prior to European arrival.
Because this project will infiltrate 100% of runoff from the proposed
development the Santa Barbara Urban Hydrograph is appropriate for use.
The more cumbersome continuous simulation model is required for
designing of detention facilities to adequately account for water remaining
in the facility when the next storm begins. Since these conditions will not
exist on the project, the continuous simulation model is unnecessary.
The pre-contact runoff volumes are estimated to be 0.0679, 0.6785, and
1.0657 cfs at the 2 year, 25 year, and 100 year level respectively.
Appendix I contains runoff calculations for the entire parcel for both 2-year
and 25-year storms. While 100 year runoff is tracked in the computerized
calculations, full intermediate calculations are not included. The data in
Appendix I is organized as follows:
Subsection 1 - Summary of various coefficients and operational
values for the site.
Subsection 2 - Catalog of pre- and post-development land uses.
Subsection 3 - Raw rainfall data for the design storms falling on the
site.
Subsection 4 - Pre-development runoff calculations for the design
storms.
Subsection 5 - Post-development runoff calculations for the design
storms.
c. Developed Site Hydrology
Calculation of the hydrology of the site in the developed condition is
necessary to determine post-development runoff and to design the infiltration
system. Areas of the various surfaces are shown in Table 1 - Pre and Post
Development Land Uses on Page 50.
1. Desion Sub Basin
The Post Development basin is the same as the Pre Development basin.
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2. Soils HvdrololJic Group
The soils in this sub basin are in Hydrologic Groups A and C as discussed
in Section I.J. Surface Soils, beginning on page 35.
3. Time of Concentration
The length of time that it takes a drop of rainfall to travel from the
uppermost point of a basin to the point of discharge from the basin, or to
the point where flows are to be calculated, is referred to as the time of
concentration (Tc). This is the sum of the time it takes for runoff to flow
across the various types of flow channels as it crosses the basin.
The following calculations are per Section 111-1.4.2, pages 111-1-13 through
111-1-16, of the Washington State Department of Ecology's Stormwater
ManaQement Manual For The PUQet Sound Basin, The Technical Manual,
(DOE 1992).
(i) Post-development Condition
The time of concentration is next determined for the post-development
condition of the basin.
(a) Unconcentrated Flow
Immediately after falling to the ground, rainwater initially travels as
unconcentrated sheet flow for a period of time (Tt) calculated by:
0.80
0.42 (NsL)
Tt = -------------------- = 10.03 min
0.527 0.4
(P2) (SO)
Where:
Ns = 0.150
= Sheet flow Manning's n
(DOE Table 111-1.4)
= 2 yr, 24 hr rainfall (in)
= Slope of flow path (Wft)
= Length (L) of flow path (ft)
P2 = 1.5
SO = 0.0200
L = 65
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This is sheet flow through healthy lawn on the building site following
completion of the project.
(b) Shallow Concentrated Flow
As sheet flows run together and become concentrated, they travel
as shallow concentrated flow for a period of time (Tt) calculated by:
L
Tt = -------------------- = 2.48 min
60 Ks SQRT(SO)
Where: Ks = 3 = Velocity factor (Ks)
(per DOE Table 111-1.4)
SO = 0.2000 = Slope of flow path (ftIft)
L = 200 = Length (L) of flow path (ft)
This is flow down the slopes below the building site through
conditions similar to those shown in Photo 11 on Page 47.
(c) Open Channel (Intermittent) Flow
Flows next travel through intermittent open channels for a period of
time (Tt) calculated by:
L
Tt = -------------------- = 1.05 min
60 Kc SQRT(SO)
Where: Kc = 5
SO = 0.1000
L = 100
= Velocity factor (Kc)
(DOE Table 111-1.4)
= Slope of flow path (ftIft)
= Length (L) of flow path (ft)
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These are sheet and loosely concentrated flows down the slope
near the bottom of the parcel in conditions similar to those shown at
the bottom of the far slope in Photo 12 on Page 48.
(d) Open Channel (Continuous Stream) Flow
Further down the channel, a continuously flowing stream is formed.
Flows follow continuously flowing streams for a period of time (Tt)
calculated by:
L
Tt = -------------------- = 0.28 min
60 Kc SQRT(SO)
,(: '
Where: Kc = 27 = Velocity factor (Kc)
(per DOE Table 111-1.4)
SO = 0.0500 = Slope of flow path (fUft)
L = 100 = Length of flow path (ft)
While a continuous stream is obviously lacking at this site, this
section of the calculations provides a convenient spot to account for
flow along the highway right of way to the edge of the parcel.
(ii) Post-development Time of Concentration
As noted above, the time of concentration (Tc) is the sum of the time it
takes for runoff to flow across the various types of flow channels as it
crosses the basin. For the predevelopment condition:
Tc = the sum of the various Tt's = 13.84 min
This is rounded to 14 min for use in further calculations.
4. Runoff Curve Numbers
Calculations of the Weighted Runoff Curve Number for the overall site are
included in Table 1 - Pre and Post Development Land Uses on Page 50.
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5. Rainfall
Rainfall is taken to remain unchanged since pre-contact times. A
discussion of rainfall and isopluvial maps for the various storm events is
included in Section IV.B.5. Rainfall, beginning on page 51.
6. Post-Development Runoff Volumes
Post-development stormwater runoff volumes are calculated based on
conditions that will prevail after completion of construction of this facility.
Because this project will infiltrate 100% of runoff from developed areas the
Santa Barbara Urban Hydrograph is appropriate for use. The more
cumbersome continuous simulation model is required for designing of
detention facilities to adequately account for water remaining in the facility
when the next storm begins. Since these conditions will not exist on the
project, the continuous simulation model is unnecessary.
The post-development runoff volumes are estimated to be 0.0631,0.6702,
and 1.0380 cfs at the 2 year, 25 year, and 100 year level respectively. The
small decrease in runoff is the result of 100% infiltration of runoff from the
developed portion of the site. This lowered the weighted overall site runoff
curve number sufficiently to account for the bit of additional runoff from the
previous construction of Spring Hill Road.
Appendix I contains runoff calculations for the entire parcel for both 2-year
and 25-year storms. While 100 year runoff is tracked in the computerized
calculations, full intermediate calculations are not included. The data in
Appendix I is organized as follows:
Subsection 1 - Summary of various coefficients and operational
values for the site.
Subsection 2 - Catalog of pre- and post-development land uses.
Subsection 3 - Raw rainfall data for the design storms falling on the
site.
Subsection 4 - Pre-development runoff calculations for the design
storms.
Subsection 5 - Post-development runoff calculations for the design
storms.
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D. Performance Standards and Goals
The various thresholds of the DOE Manual are used to determine the
required Minimum Requirements for this project. Table 2 is a flow chart taken
from the DOE Manual to determine the minimum requirements for this project.
The path for this project is indicated in red.
Start Here
Does the site have
35% or more of
existing impervious
coverage?
Yes
See Redevelopment
Minimum
Requirements and
Flow Chart
(Figure 2.3)
Does the project add
5,000 square feet or
mote of new
impervious surfaces?
No
Does the project convert
% acres or more of native
vegetation to lawn or
landscaped areas, or
convert 2.5 acres or more
of native vegetation to
pasture?
No
Yes
Does the project have
2,000 square feet or
more of new, replaced,
or new plus replaced
impervious surfaces?
Yes
All Minimum
Requirements apply to
the new impervious
surfaces and converted
penrious surfaces.
No
MinimUIll
Requirements #1
through #5 apply to
the new and replaced
impervious surfaces
and the land disturbed.
Does the project have
land-disturbing
activities of7,OOO
Yes square feet or more?
No
See Minimum
Requirement #2,
Construction
Stormwater Pollution
Prevention
Figure 2.2 - Flow Chart for Determining Requirements for New Development
Table 2 - Threshold Flow Chart
Table 2 indicates that this project must meet all Minimum Requirements.
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1. Minimum Requirement #1: Stormwater Site Plan
This report is the Stormwater Site Plan for the Calvary Community Church
Multipurpose Building project.
2. Minimum Requirement #2: Construction Stormwater Pollution
Prevention Plan
A complete Construction Stormwater Pollution Prevention Plan is included
with this report, beginning on page 65.
3. Minimum Requirement #3: Source Control of Pollution
The following source control BMPs are recommended for the
management of lawn and landscaping areas.
Common sources of pollution from lawns and landscaped areas are
fertilizers, pesticides and other substances used to control weed$~, inse:cts,
mold, bacteria, and other pests. .
(i) Landscaping
Applicable Operational BMPs for Landscaping:
. Install engineered soil/landscape systems to improve the
infiltration and regulation of stormwater in landscaped areas.
. Do not dispose of collected vegetation into waterways or storm
drainage systems.
Recommended Additional Operational BMPs for Landscaping:
. Conduct mulch-mowing whenever possible
. Dispose of grass clippings, leaves, sticks, or other collected
vegetation, by composting, if feasible.
. Use mulch or other erosion control measures when soils are
exposed for more than one week during the dry season or two
days during the rainy season.
. If oil of other chemicals are handled, store and maintain
appropriate oil and chemical spill cleanup materials in readily
accessible locations. Ensure that employees are familiar with
proper spill cleanup procedures.
. Till fertilizers into the soil rather that dumping or broadcasting
onto the surface. Determine the proper fertilizer application for
the types of soil and vegetation encountered.
. Till a topsoil mix or com posted organic material into the soil to
create a well-mixed transition layer that encourages deeper root
systems and drought-resistant plants.
. Use manual and/or mechanical methods of vegetation removal
rather than applying herbicides, where practical.
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(ii) Vegetation Management
Applicable Operational BMPs for Landscaping:
. Use at least an eight-inch "topsoil" layer with at least 8 percent
organic matter to provide a sufficient vegetation-growing
medium. Amending existing landscapes and turf systems by
increasing the percent organic matter and depth of topsoil can
substantially improve the permeability of the soil, the disease
and drought resistance of the vegetation, and reduce fertilizer
demand. This reduces the demand for fertilizers, herbicides,
and pesticides. Organic matter is the least water-soluble form of
nutrients that can be added to the soil. Com posted organic
matter generally releases only between 2 and 10 percent of its
total nitrogen annually, and this release corresponds closely to
the plan growth cycle. If natural plant debris and mulch are
returned to the soil, this system can continue recycling nutrients
indefinitely.
. Select the appropriate turf grass mixture for your climate and
soil type. Certain tall fescues and rye grasses resist insect
attack because the symbiotic entophytic fungi found naturally in
their tissues repel or kill common leaf and stem-eating lawn
insects. They do not, however, repel root-feeding lawn pests
such as Crane Fly larvae, and are toxic to ruminants such as
cattle and sheep. The fungus causes no known adverse effects
to the host plants or to humans.
. Use the following seeding and planting BMPs, or equivalent
BMPs to obtain information on grass mixtures, temporary and
permanent seeding procedures, maintenance of a recently
planted area, and fertilizer application rates: Temporary
Seeding, Mulching and Matting, Clear Plastic Covering,
Permanent Seeding and Planting, and Sodding as described in
Volume II of the DOE Manual.
. Selection of desired plant species can be made by adjusting the
soil properties of the subject site. For example, a constructed
wetland can be designed to resist the invasion of reed canary
grass by layering specific strata of organic matters (e.g.,
compost forest product residuals) and creating a mildly acidic
pH and carbon-rich soil medium. Consult a soil restoration
specialist for site-specific conditions.
. Aerate lawns regularly in areas of heavy use where the soil
tends to become compacted. Aeration should be conducted
while the grasses in the lawn are growing most vigorously.
Remove layers of thatch greater than 3/4 inch deep.
. Mowing is a stress-creating activity for turf grass. When grass is
mowed too short its productivity is decreased and there is less
growth of roots and rhizomes. The turf becomes less tolerant of
environmental stresses, more disease prone and more reliant
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on outside means such as pesticides, fertilizers and irrigation to
remain healthy. Set mowing height at the highest acceptable
level and mow at times and intervals designed to minimize
stress on the turf. Generally mowing only 1/3 of the grass blade
height will prevent stressing the turf.
(iii) Irrigation
BMPs for Landscaping:
. The depth from which a plant normally extracts water depends
on the rooting depth of the plant. Appropriately irrigated lawn
grasses normally root in the top 6 to 12 inches of soil; lawns
irrigated on a daily basis often root only in the top 1 inch of soil.
improper irrigation can encourage pest problems, leach
nutrients, and make a lawn completely dependent on artificial
watering. The amount of water applied depends on the normal
rooting depth of the turf grass species used, the available water
holding capacity of the soil, and the efficiency of the irrigation
system. Consult with the local water utility, Conservation
District, or Cooperative Extension office to help determine
optimum irrigation practices.
(iv) Fertilizer Management
BMPs for Fertilizing:
. Turf grass is most responsive to nitrogen fertilizer, followed by
potassium and phosphorus. Fertilization needs vary by site
depending on plant, soil and climatic conditions. Evaluation of
soil nutrient levels through regular testing ensures the best
possible efficiency and economy of fertilization. For details on
soils testing, contact the local Conservation District or
Cooperative Extension Service.
. Fertilizers should be applied in amounts appropriate for the
target vegetation and at the time of year that minimizes losses
to surface and ground waters. Do not fertilize during a drought
or when the soil is dry. Alternatively, do not apply fertilizers
within three days prior to predicted rainfall. The longer the
period between fertilizer application and either rainfall or
irrigation, the less fertilizer runoff occurs.
. Use slow release fertilizers such as methylene urea, IDBU, or
resin coated fertilizers when appropriate, generally in the spring.
Use of slow release fertilizers is especially important in areas
with sandy or gravelly soils.
. Time the fertilizer application to periods of maximum plant
uptake. Generally fall and spring applications are
recommended, although WSU turf specialists recommend four
fertilizer applications per year.
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. Properly trained persons should apply all fertilizers. At
commercial and industrial facilities fertilizers should not be
applied to grass swales, filter strips, or buffer areas that drain to
sensitive water bodies unless approved by the local jurisdiction.
4. Minimum Requirement #4: Preservation of Natural Drainaqe Systems
and Outfalls
The natural hydrology of this site is discussed in Section IV.B. Existing
Site Hydrology on page 44. This natural discharge is shown in Map 6-
Drainage Basins on Page 13.
Natural flow regimes are preserved by this plan.
5. Minimum Requirement #5: On-site Stormwater Manaqement
This project will infiltrate 100% of runoff from the developed portions of the
site. This will mitigate the increased runoff from the previous construction
of Spring Hill Road.
The net effect will be that flow regimes are preserved. The design of the
infiltration facility is discussed in Section IV.E Flow Control System
beginning on page 63.
6. Minimum Requirement #6: Runoff Treatment
There are two thresholds that will require that runoff treatment BMPs be
implemented:
. Projects in which the total of effective, pollution-generating impervious
surface (PGIS) is 5,000 square feet or more in a threshold discharge
area of the project, or
. Projects in which the total of pollution-generating pervious surfaces
(PGPS) is three-quarters (3/4) of an acre or more in a threshold
discharge area, and from which there is a surface discharge in a
natural or man-made conveyance system from the site.
Both conditions apply to this project. New (pollution generating) impervious
surfaces (roof and driveway) will be 0.1629 acres (7,096 square feet) while
landscaping (pollution generating pervious surfaces) will occupy the 0.3163
acres (13,778 square feet) remainder of the converted area.
This plan utilizes biofiltration followed by infiltration for treatment of runoff
from the developed portion of the site as shown on the Detail Drawings at the
beginning of this report.
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7. Minimum Requirement #7: Flow Control
Flow control for this project will be provided by the infiltration facility
discussed in Section IV.E Flow Control System beginning on page 63 and
depicted in the Detail Drawings included at the beginning or this report.
Because the effect of the infiltration facility is that there will be no
discharge from the developed portion of this project, the remainder of
Minimum Requirement #7 does not apply.
8. Minimum Requirement #8: Wetlands Protection
There are no wetlands known to exist on or adjacent to this site.
9. Minimum Requirement #9: BasinlWatershed Planninq
This project site is not the subject of a BasinlWatershed Plan.
10. Minimum Requirement #10: Operation and Maintenance
Due to the limited size and scope of this project, Operation and
Maintenance issues for permanent water quality control BMPs are
discussed for each BMP as they are introduced in this SSP.
An operation and maintenance manual for Construction Phase water
quality BMPs is included as Section V.K. Maintenance of BMPs, beginning
on page 70.
An Operation and Maintenance Manual for the infiltration facility is
included in Section VIII. Operation and Maintenance Manual, beginning on
page 72.
E. Flow Control System
The flow control system for this project consists of an infiltration facility for all
runoff from the roof.
Design data for the system are included in Appendix II. Appendix II contains
runoff calculations for the design (25-year) storm for the roof area to be
routed into infiltration facilities. The data in Appendix II is organized as
follows:
Subsection 1 - Summary of various coefficients and operational values for
the infiltrated portion of the site.
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Subsection 2 - Catalog of pre- and post-development land uses for the
infiltrated portion of the site.
Subsection 3 - Raw rainfall data for the design storm falling on the
infiltrated portion of the site.
Subsection 4 - Post-development runoff calculations for the design storm.
Subsection 5 - Staging table with operational data related to the infiltration
facility.
Subsection 6 - Flood routing data for the infiltration facilities.
Detail drawings for the infiltration facility are included as at the beginning of
this report.
F. Water Quality System
While all runoff from the developed portion of the parcel will be infiltrated, the
threshold areas requires water quality treatment. Water quality treatment
primarily relies on source controls, including biofiltration, to reduce silts from
entering the infiltration system. See the discussion in Section IV.D.6.
Minimum Requirement #6: Runoff Treatment, beginning on page 62.
Operational BMPs are suggested in Section IV.D.3 Minimum Requirement
#3: Source Control of Pollution, beginning on page 59 for the management of
Landscaping, Vegetation, Irrigation, and Fertilizer.
G. Conveyance System Analysis and Design
Conveyances from the catch basins to the infiltration system was sized based
on 100 year storm event flows using Mannings equation. See Table 3 for
design calculations for the stormwater pipe.
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STORM SEWER PIPE - BARREL CAPACITY & INLET CAPACITY
Assumptions:
HazenlWilliams C value = 80
Min barrel slope is based on pipe flowing
full and is the slope necessary to just overcome
friction losses in the pipe barrel
Min depth of inlet is based on a square edge
circular inlet (inlet coefficient = 0.62) and is
that head necessary to get the water started
flowing down the pipe.
Pipe
Dia. ==>
4 in.
6 in.
8 in.
Min Min Min
Depth Depth Depth
to Min to Min to Min
Flow Pipe IE Barrel Pipe IE Barrel Pipe IE Barrel
(cfs) (ft) Slope (ft) Slope (ft) Slope
------------- ------------- ------------- ------------- ---.-----.-...--- ------------- -------------.
0.20 0.38 1.51% 0.29 0.21% 0.35 0.05%
0.21 0.40 1.65% 0.30 0.23% 0.35 0.06%
0.22 0.42 1.80% 0.30 0.25% 0.35 0.06%
0.23 0.45 1.95% 0.31 0.27% 0.35 0.07%
0.24 0.47 2.11% 0.31 0.29% 0.35 0.07%
0.25 0.50 2.28% 0.32 0.32% 0.35 0.08%
0.26 0.53 2.45% 0.32 0.34% 0.36 0.08%
0.27 0.55 2.63% 0.33 0.37% 0.36 0.09%
0.28 0.58 2.81% 0.33 0.39% 0.36 0.10%
0.29 0.61 3.00% 0.34 0.42% 0.36 0.10%
0.30 0,64 3.20% 0.34 0.44% 0.36 0.11%
0.31 0.68 3.40% 0.35 0.47% 0.37 0.12%
0.32 0.71 3.60% 0.36 0.50% 0.37 0.12%
Table 3 - Stormwater Pipe Design
V. CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN
This portion of the plan was prepared with the goal of preventing damage to
adjoining or downstream properties due to erosion and sediment deposition and
preventing the degradation of the quality of the receiving waters during the
construction phase of this project.
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This Construction Stormwater Pollution Prevention Plan (SPPP) is to be used in
conjunction with the remainder of the overall Stormwater Site Plan, which
contains much of the descriptive material upon which this Construction SPPP is
based.
To ensure that the provisions of this Erosion and Sediment Control Plan are
followed during construction, the complete text of this Erosion and Sediment
Control Plan should be included in the construction plans for this project. Where
formal construction plans will not be prepared for all or portions of the work, a
copy of this document should be made available to the contractor and
appropriate subcontractors. Subcontractors that will not be receiving copies
should be made aware of the plan's existence and advised where copies can be
obtained.
Water quality controls, commonly referred to as Best Management Practices, or
BMPs, are necessary to prevent three distinct types of impacts. The first
consists of damage done as the result of soils being taken up by running water.
This type of damage typically consists of rilling, rutting and loss of topsoil. The
second type of damage is the degradation of water quality that occurs as the
water transports the smaller soil particles. The third type of damage occurs when
the running water reduces its velocity and drops the suspended soils.
The Erosion and Sediment Control features (BMPs) of this plan are designed to
address all three types of damage with the emphasis on preventing the initial soil
uptake. Successful prevention of soil uptake will also prevent damage caused by
degradation of water quality and by soil deposition. While the measures
described below for preventing soil uptake should theoretically prevent any
removal of soil, common sense advises that additional measures will be
necessary and indeed, the DOE Manual requires additional measures. These
additional measures will allow deposition of transported soils under controlled
conditions before flows leave the project site or enter the receiving waters.
Detail drawings for construction stormwater pollution prevention are inclvdedat
the beginning of this report. Specific drawings are referenced as they are
discussed in the narrative below.
A. Clearing Limits
Appropriate clearing limits, property lines, easement lines, and simifar
boundaries shall be determined prior to starting construction. Clearing,
grubbing, grading and similar operations shall not begin until the appropriate
limits are staked in the field. Once these stakes are set, care shall be taken
that the stakes are not disturbed.
B. Construction Access
In addition to the following general requirements, the specific requirement
regarding construction access contained in the Jefferson County Standard
Stormwater Site Plan Notes on page 25 shall be followed.
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It is expected that minor amounts of soil will be tracked onto paved roads,
especially when unexpected circumstances such as rains and delays occur.
To prevent this from becoming a nuisance or source of sedimentation, the
roads shall be cleaned thoroughly at the end of each day if there is evidence
of any significant accumulation of soil. Sediment shall be removed from
roads by shoveling or sweeping and be transported to a controlled sediment
disposal area. Washing of the street shall be allowed only after sediment is
removed in this manner. Wherever construction, delivery, and similar vehicles
enter paved roads from this project, the following provisions shall be followed
to minimize the transport of soil onto the paved road.
During periods of dry weather (where the soil is too dry to adhere to the tires
of construction vehicles) construction vehicles may access paved streets
directly from the project site with monitoring and occasional sweeping of the
paved street as necessary to prevent accumulations of soil.
During periods of wet weather (where soil readily adheres to the tires of
vehicles) the vehicles may access graveled roads directly from the project site
as necessary, but shall not access paved roads without first having been
routed over areas where existing grass or other vegetation remains or routed
down a minimum of 150 feet of graveled road. Access routes over grass or
other vegetation shall be changed occasionally to ensure that wheel ruts are
not allowed to develop and that the vegetation is not unduly worn down.
C. Flow Rate Controls
Flow controls are not required on this project due to lack of runoff leaving the
site.
D. Sediment Controls
Sediment controls shall initially be utilized on this site as specified in,. th~
Detail Drawings included at the beginning of this report. Additionm eontrols
shall be installed if conditions dictate that additional protection is necessary.
E. Soil Stabilization
From October 1 through April 30, no soils shall remain exposedaoo
unworked for more that 2 days. From May 1 to September 30, no soils shall
remain exposed and unworked for more than 7 days. This condition applies to
all soils on site, whether at final grade or not.
Soils shall be stabilized at the end of the shift before a holiday or weekend if
needed based on the weather forecast.
The actual type of soil stabilization used is to be determined by the contractor
based on the requirements of the DOE Manual to match his construction
procedures. Sediment controls as described in the Detail Drawing included at
the beginning of this report are required in addition to the requirement for soil
stabilization.
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F. Slope Protection
Any slopes such as at the ends of retaining walls or the sides of stockpiles
shall be stabilized as required in Section V.E. Soil Stabilization beginning on
page 67.
G. Drain Inlet Protection
Catch Basin protection is required by the notes in the Detail Drawings
included at the beginning of this report.
H. Channel and Outlet Stabilization
This section is not applicable to this project.
I. Control of Pollutants
All potential pollutants other than sediments that may occur on the site during
the construction process shall be handled and disposed of in a manner that
does not cause contamination of stormwater.
1. Control of Toxic Substances
No toxic or noxious substances shall be used, stored or disposed of on or
off the project site in conjunction with the project except in full compliance
with all applicable federal, state and local laws and regulations and the
recommendations of the supplier of the substance. The product label or
instructions for use and the Material Safety Data Sheets (MSDS) for such
products shall be kept on the site until the product has been used up or
removed from the site and properly disposed of.
While not commonly thought of as a hazardous material, common fertilizer
can be very damaging if allowed to enter receiving waters. Fertilizers shall
only be used in accordance with the recommendations of the supplier and
any concentrations such as dribbles or leaks shall be cleaned up.
In the event of a spill or other unusual event involving toxic or hazardous
materials, work in the vicinity shall be immediately stopped and the
following agency notified:
Washington State Department of Ecology, (206) 459-6000 during
normal business hours or (206) 753-2353 after hours.
If the incident presents a threat to life, health, or property, the Fire and
Police Departments shall be notified by dialing 911.
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2. Petroleum Spills
The following requirements are included to ensure compliance with Part
40 of CFR 112 in cases where SPCC Plans are required. They shall be
followed on all projects.
Storage of fuel for construction vehicles and fueling of construction
vehicles shall be performed in accordance with the following requirements:
(i) Driver Training
All employees assigned to operate fuel trucks will be properly trained in
appropriate regulations and safety procedures. Training shall include
proper inspection and use of tanks, hatches, valves, pumps, hoses and
fuel delivery equipment.
(ii) Fueling of Vehicles
Fuel nozzles shall be locked when not attended and hoses shall be
rewound or otherwise properly stored when not in use. Unattended
fueling which relies on the proper operation of automatic shutoff
nozzles shall not be permitted.
(iii) Parking of Fuel Tankers
Parking areas for fuel trucks shall be selected such that spills will not
leave the area. Fuel trucks shall not be parked closer than 25 feet to a
conveyance BMP such as a grassy swale or interceptor swale. When
fuel trucks must be taken to other portions of the project to fuel
equipment, they must be continuously attended or returned to the
staging/storage area. Fuel trucks shall be locked with the wheels
chocked when unattended and not in use.
(iv)Containment of Spills
Spills shall be immediately diked and every effort made to stop
spillage. Each fuel truck shall carry a long handled shovel for use in
containing spills. In the event of a spill, the U. S. Environmental
Protection Agency, Seattle, Washington (206) 442-1263, shall be
notified as soon as possible. If the magnitude of the spill:is such thaLit
presents an immediate threat to life, health, or property; it shalf he '
promptly reported by dialing 911.
J. Control of De-Watering
Underground utility construction shall proceed subject to the folloWlrlg criter4S:
A major source of potentially contaminated flows is from pumping or
otherwise dewatering trenches. For this reason, flows discharged from
pumping or other method of trench dewatering shall be closely monitored
and, except where there is no visible turbidity, treated as described below
in the Section titled "Dewatering Construction Sites."
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Where feasible, no more than 500 feet of trench shall be opened at one
time.
Where consistent with safety and space considerations, stockpiles of
excavated soils shall be placed on the uphill side of the trench. Any such
stockpiles shall be protected from erosion as provided for in this plan.
Trenches shall be backfilled and revegetated as soon as reasonably
possible following placement of utilities. Wherever trenches run more or
less straight up and down a slope, either the backfill shall be mounded
over the trench or waterbars or similar BMPs shall be utilized as
necessary to prevent the backfilled trench from becoming a water course.
Simply covering the exposed soil may not prevent the trench from
conveying waters.
Where the upstream end of a pipe is subject to inundation, it shall be
temporarily capped or plugged at the end of each day's work to prevent
soil from being washed into the pipe.
The underground utility locate service, 1-800-424-5555, shall be called a
minimum of 48 hours (2 working days) prior to beginning any excavation
and arrangements made to have all buried utilities marked.
K. Maintenance of BMPs
This section constitutes the Operation and Maintenance Manual.. for.the
erosion and sediment control BMPs used during the construction phase of
this project.
Most of the various BMPs required to maintain water quality during the
construction phase of this project are of a temporary nature. They are neither
intended nor expected to remain in service for months at a time. The typical
BMP often has a life expectancy of only 6 - 12 weeks unless time and effort
are expended to bring it back to its original condition.
Foul weather, rough use, overloading and similar conditions will reduce the
life of these items. It is critical that all of the erosion and sediment control
BMPs be maintained in their intended condition until they have served their
purpose and are ready to be removed.
The project foreman shall inspect the various parts of the system at least
once daily during rainy weather. In addition, the foreman shall perform
additional inspections during or immediately after significant rainfall. Any
damaged or non-functioning components of the system shall be repaired
before noon of the next day.
In addition to verifying that the various BMPs are functioning as intended, the
foreman shall check for formation of rills, deposits of silt and similar
indications that the system is not functioning properly. If it is found that the
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system is not performing its role in preventing erosion and sedimentation,
additional BMPs shall be provided as necessary.
Specific maintenance instructions for the various erosion and sediment
control BMPs are contained in the DOE Manual.
L. Project Management
The following guidelines are not intended to be a substitute for common
sense and good judgment. They must be tightened when necessary to
accomplish the objective of preventing erosion and siltation. They)nay be
relaxed after consulting with the local authority when the situation wlll allow a
lesser level of protection.
1. Phasino of Construction
The lower portion of the site, including the septic system, interceptor
swales, and catch basins, should be installed first if at all practicable. As
this area is revegetated or is covered with grass, it will act as a filter
medium for minor sheet flows leaving the area of home construction.
2. Seasonal Work Limitations
From October 1 through April 30, clearing, grading, and other soil
disturbing activities shall only be in consultation with the local authority
and upon a consideration of the following:
1. Site conditions including existing vegetation coverage, slope, soil
type, and proximity to receiving waters; and
2. Limitations on activities and the extent of disturbed area; and
3. Proposed erosion and sediment control measures.
3. Coordination with Utilities and Other Contractors
The contractor shall coordinate his work with other entities to the extent
necessary to avoid the need for additional excavation and soil disturbing
activities.
4. Inspection and Monitorina
The project foreman shall inspect the various parts of the system at least
once daily during rainy weather. In addition, the foreman shall perform
additional inspections during or immediately after significant rainfall. Any
damaged or non-functioning components of the system shall be repaired
before noon of the next day.
In addition to verifying that the various BMPs are functioning as intended,
the foreman shall check for formation of rills, deposits of silt and similar
indications that the system is not functioning properly. If it is found that
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the system is not performing its role in preventing erosion and
sedimentation, additional BMPs shall be provided as necessary.
5. MaintaininQ an Updated Construction SWPPP
To ensure that the provisions of this Erosion and Sediment Control Plan
are followed during construction, the complete text of this Erosion and
Sediment Control Plan should be included in the construction plans for this
project. Where formal construction plans will not be prepared for all or
portions of the work, a copy of this document should be made available to
the contractor and appropriate subcontractors. Subcontractors that will
not be receiving copies should be made aware of the plan's existence and
advised where copies can be obtained.
VI. SPECIAL REPORTS AND STUDIES
There are no special studies applicable to this project.
VII. OTHER PERMITS
This project will need a building permit and a septic permit.
VIII. OPERATION AND MAINTENANCE MANUAL
Due to the limited size and scope of this project, Operation and Maintenance
issues for permanent water quality control BMPs are discussed for each BMP as
they are introduced in this SSP.
An operation and maintenance manual for Construction Phase water quality
BMPs is included as Section V.K. Maintenance of BMPs, beginning on page 70.
The Operation and Maintenance Manual for the infiltration facility is included
immediately below.
The infiltration system consists of the roof gutters and down drain pipes, the
catch basins, the buried piping and joints which carry roof flows to the infiltration
facility, and the infiltration facility itself.
The roof gutters and down drain pipes, including screens, is the most likely point
of where maintenance will be needed. While these are outside of the scope of
this report (they are a part of the building design) they should be inspected once
a year and clogged screens, loose pipes, loose joints, and damaged components
repaired or replaced as necessary.
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Catch basins should be monitored monthly during the first wet season following
completion of construction and twice a year during the rainy season thereafter
and any accumulations of silt removed.
There is no easy way to inspect the buried components of the system. The most
likely point of failure requiring maintenance will be the collection piping and joints.
The infiltration system is designed to operate as a flow dispersion system at the
100 year flood event level of flows so overland sheet flows leaving the facility
during typical yearly heavy storms will be an indication of problems with the
system.
The points at the bottoms of the roof drain pipes should be inspected
occasionally to see if any water is backing up during periods of extreme flows.
The system is designed with capacity to handle a 100 year storm event so any
signs of water backing up should be an indication of a blocked, damaged, or
disconnected pipe. This will require the services of a qualified plumber to find and
repair the problem.
Feel free to contact this office at: Northwestern Territories, Inc., 717 S Peabody
Street, Port Angeles, WA 9836, 360-452-8491 with any questions regarding the
operation of the system.
....
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APPENDIX I
Subsection 1
Summary of various coefficients and operational values for the site.
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BISH01.WB2
Date: November 1, 2008
PROJECT: Bishop, Loren 24(29-1) parcel drainage
I
BASIN DATA
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Predevelopment
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Area:
Cn:
Tc:
Undetained
4.9078 (Ac) +
76.0
16 (min)
Infiltrated
0.0000 (Ac)
100.0
16 (min)
Total
4.9078 (Ac)
I
Postdevelopment Basin Data
I
Area:
Cn:
Tc:
Undetained
4.4286 (Ac) +
76.4
14 (min)
Infiltrated
o . 4792 (Ac )
1.0
14 (min)
Total
4.9078 (Ac)
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RAINFALL
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24 hr rainfall depth
Peak
Basin Rainfall
I
2 yr storm:
25 yr storm:
100 yr storm:
1. 50 (in)
2.80 (in)
3.30 (in)
2.4051 (cfs)
4.4895 (cfs)
5.2911 (cfs)
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PREDEVELOPMENT RUNOFF
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Peak
Pre-Devt Runoff
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2 yr storm:
25 yr storm:
100 yr storm:
0.0679 (cfs)
0.6785 (cfs)
1.0657 (cfs)
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POSTDEVELOPMENT RUNOFF
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Peak
Post-Dev't Runoff
(Undetained)
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2 yr storm:
25 yr storm:
100 yr storm:
0.0631 (cfs)
0.6702 (cfs)
1.0380 (cfs)
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APPENDIX I
Su bsection 2
Catalog of pre- and post-development land uses.
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APPENDIX I
Subsection 3
Raw rainfall data for the design storms falling on the site.
76
I
I
I
PROJECT: Bishop, Loren 24(29-1) parcel drainage
2 yr storm (A)
Total Basin Area = 213784 sq ft =
Storm Duration =
Peak Rainfall Intensity
Total Rainfall Volume
Total, 24 hr rainfall
I
I
Standard SCS Type 1A
24 hr hyetograph (adj'd)
from King Co Drn Manual
I
Time
(min)
I
I
I
I
I
I
I
I
I
I
I
I
I
% Cumulative
precip % Precip
o
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
370
380
0.00
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.50
0.50
0.50
0.50
0.50
0.50
0.60
0.60
0.60
0.60
0.60
0.60
0.70
0.70
0.70
0.70
0.70
0.70
0.82
0.82
0.82
0.82
0.82
0.82
0.95
0.95
0.95
0.95
0.00
0.40
0.80
1. 20
1. 60
2.00
2.40
2.80
3.20
3.60
4.00
4.50
5.00
5.50
6.00
6.50
7.00
7.60
8.20
8.80
9.40
10.00
10.60
11. 30
12.00
12.70
13 .40
14.10
14.80
15.62
16.44
17.26
18.08
18.90
19.72
20.67
21.62
22.57
23.52
Time
(hrs)
0.00
0.17
0.33
0.50
0.67
0.83
1. 00
1.17
1. 33
1. 50
1.67
1. 83
2.00
2.17
2.33
2.50
2.67
2.83
3.00
3.17
3.33
3.50
3.67
3.83
4.00
4.17
4.33
4.50
4.67
4.83
5.00
5.17
5.33
5.50
5.67
5.83
6.00
6.17
6.33
4.9078 Ac
24 hr
2.405 cfs
26723 cu ft
1. 50 in
Rainfall Data
Total
Basin
Rainfall
P
(cfs)
0.0000
o .1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.2227
0.2227
0.2227
0.2227
0.2227
0.2227
0.2672
0.2672
0.2672
0.2672
0.2672
0.2672
0.3118
0.3118
0.3118
0.3118
0.3118
0.3118
0.3652
0.3652
0.3652
0.3652
0.3652
0.3652
0.4231
0.4231
0.4231
0.4231
Cumulative
Precip Precip
Depth Depth
Pr Pre
(in) (in)
0.0000
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0075
0.0075
0.0075
0.0075
0.0075
0.0075
0.0090
0.0090
0.0090
0.0090
0.0090
0.0090
0.0105
0.0105
0.0105
0.0105
0.0105
0.0105
0.0123
0.0123
0.0123
0.0123
0.0123
0.0123
0.0143
0.0143
0.0143
0.0143
0.0000
0.0060
0.0120
0.0180
0.0240
0.0300
0.0360
0.0420
0.0480
0.0540
0.0600
0.0675
0.0750
0.0825
0.0900
0.0975
0.1050
o . 1140
0.1230
0.1320
0.1410
0.1500
0.1590
0.1695
0.1800
0.1905
0.2010
0.2115
0.2220
0.2343
0.2466
0.2589
0.2712
0.2835
0.2958
0.3101
0.3243
0.3386
0.3528
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
2 yr storm (A)
-------------------------------------------------------------
I Total Basin Area = 213784 sq ft = 4.9078 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity 2.405 cfs
I Total Rainfall Volume 26723 cu ft
Total, 24 hr rainfall 1.50 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) precip % Precip (hrs) (cfs) (in) (in)
I ------- ------- -------- ------- ------- ------- -------
390 0.95 24.47 6.50 0.4231 0.0143 0.3671
400 0.95 25.42 6.67 0.4231 0.0143 0.3813
410 1. 33 26.75 6.83 0.5924 0.0200 0.4013
I 420 1. 33 28.08 7.00 0.5924 0.0200 0.4212
430 1. 33 29.41 7.17 0.5924 0.0200 0.4412
440 1. 80 31. 21 7.33 0.8017 0.0270 0.4682
I 450 1. 80 33.01 7.50 0.8017 0.0270 0.4952
460 3.40 36.41 7.67 1. 5143 0.0510 0.5462
470 5.40 41.81 7.83 2.4051 0.0810 0.6272
I 480 2.70 44.51 8.00 1. 2025 0.0405 0.6677
490 1. 80 46.31 8.17 0.8017 0.0270 0.6947
500 1.34 47.65 8.33 0.5968 0.0201 o . 7148
510 1.34 48.99 8.50 0.5968 0.0201 0.7349
I 520 1.34 50.33 8.67 0.5968 0.0201 0.7550
530 0.88 51. 21 8.83 0.3919 0.0132 0.7682
540 0.88 52.09 9.00 0.3919 0.0132 0.7814
I 550 0.88 52.97 9.17 0.3919 0.0132 0.7946
560 0.88 53.85 9.33 0.3919 0.0132 0.8078
570 0.88 54.73 9.50 0.3919 0.0132 0.8210
I 580 0.88 55.61 9.67 0.3919 0.0132 0.8342
590 0.88 56.49 9.83 0.3919 0.0132 0.8474
600 0.88 57.37 10.00 0.3919 0.0132 0.8606
610 0.88 58.25 10.17 0.3919 0.0132 0.8738
I 620 0.88 59.13 10.33 0.3919 0.0132 0.8870
630 0.88 60.01 10.50 0.3919 0.0132 0.9002
640 0.88 60.89 10.67 0.3919 0.0132 0.9134
I 650 0.72 61.61 10.83 0.3207 0.0108 0.9242
660 0.72 62.33 11.00 0.3207 0.0108 0.9350
670 0.72 63.05 11.17 0.3207 0.0108 0.9458
680 0.72 63.77 11. 33 0.3207 0.0108 0.9566
I 690 0.72 64.49 11.50 0.3207 0.0108 0.9674
700 0.72 65.21 11.67 0.3207 0.0108 0.9782
710 0.72 65.93 11.83 0.3207 0.0108 0.9890
I 720 0.72 66.65 12.00 0.3207 0.0108 0.9998
730 0.72 67.37 12.17 0.3207 0.0108 1.0106
740 0.72 68.09 12.33 0.3207 0.0108 1.0214
I 750 0.72 68.81 12.50 0.3207 0.0108 1.0322
760 0.72 69.53 12.67 0.3207 0.0108 1.0430
770 0.57 70.10 12.83 0.2539 0.0086 1.0515
I
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
2 yr storm (A)
-------------------------------------------------------------
I Total Basin Area = 213784 sq ft = 4.9078 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity 2.405 cfs
I Total Rainfall Volume 26723 cu ft
Total, 24 hr rainfall 1.50 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) precip ~ Precip (hrs) (cfs) (in) (in)
.
I ------- ------- -------- ------- ------- ------- -------
780 0.57 70.67 13.00 0.2539 0.0086 1.0601
790 0.57 71. 24 13 .17 0.2539 0.0086 1.0686
I 800 0.57 71.81 13.33 0.2539 0.0086 1.0772
810 0.57 72.38 13 .50 0.2539 0.0086 1.0857
820 0.57 72.95 13 .67 0.2539 0.0086 1.0943
830 0.57 73.52 13.83 0.2539 0.0086 1.1028
I 840 0.57 74.09 14.00 0.2539 0.0086 1.1114
850 0.57 74.66 14.17 0.2539 0.0086 1.1199
860 0.57 75.23 14.33 0.2539 0.0086 1.1285
I 870 0.57 75.80 14.50 0.2539 0.0086 1.1370
880 0.57 76.37 14.67 0.2539 0.0086 1.1456
890 0.50 76.87 14.83 0.2227 0.0075 1.1531
900 0.50 77.37 15.00 0.2227 0.0075 1.1606
I 910 0.50 77.87 15.17 0.2227 0.0075 1.1681
920 0.50 78.37 15.33 0.2227 0.0075 1.1756
930 0.50 78.87 15.50 0.2227 0.0075 1.1831
I 940 0.50 79.37 15.67 0.2227 0.0075 1.1906
950 0.50 79.87 15.83 0.2227 0.0075 1.1981
960 0.50 80.37 16.00 0.2227 0.0075 1.2056
I 970 0.50 80.87 16.17 0.2227 0.0075 1.2131
980 0.50 81.37 16.33 0.2227 0.0075 1.2206
990 0.50 81.87 16.50 0.2227 0.0075 1.2281
1000 0.50 82.37 16.67 0.2227 0.0075 1.2356
I 1010 0.43 82.80 16.83 0.1915 0.0065 1. 2420
1020 0.40 83.20 17.00 0.1782 0.0060 1. 2480
1030 0.40 83.60 17.17 0.1782 0.0060 1. 2540
I 1040 0.40 84.00 17.33 0.1782 0.0060 1.2600
1050 0.40 84.40 17.50 0.1782 0.0060 1.2660
1060 0.40 84.80 17.67 0.1782 0.0060 1. 2720
1070 0.40 85.20 17.83 0.1782 0.0060 1.2780
I 1080 0.40 85.60 18.00 0.1782 0.0060 1. 2840
1090 0.40 86.00 18.17 0.1782 0.0060 1.2900
1100 0.40 86.40 18.33 0.1782 0.0060 1.2960
I 1110 0.40 86.80 18.50 0.1782 0.0060 1.3020
1120 0.40 87.20 18.67 0.1782 0.0060 1.3080
1130 0.40 87.60 18.83 0.1782 0.0060 1. 3140
I 1140 0.40 88.00 19.00 0.1782 0.0060 1.3200
1150 0.40 88.40 19.17 0.1782 0.0060 1.3260
1160 0.40 88.80 19.33 0.1782 0.0060 1.3320
I
I
I
I
PROJECT: Bishop, Loren 24(29-1) parcel drainage
2 yr storm (A)
Total Basin Area = 213784 sq ft =
Storm Duration =
Peak Rainfall Intensity
Total Rainfall Volume
Total, 24 hr rainfall
I
I
Standard SCS Type 1A
24 hr hyetograph (adj'd)
from King Co Drn Manual
I
Time
(min)
I
1170
1180
1190
1200
1210
1220
1230
1240
1250
1260
1270
1280
1290
1300
1310
1320
1330
1340
1350
1360
1370
1380
1390
1400
1410
1420
1430
1440
1450
1460
1470
1480
1490
1500
I
I
I
I
I
I
I
I
I
I
I
I
% Cumulative
precip % precip
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.00
0.00
0.00
0.00
0.00
0.00
100.00
89.20
89.60
90.00
90.40
90.80
91. 20
91. 60
92.00
92.40
92.80
93.20
93.60
94.00
94.40
94.80
95.20
95.60
96.00
96 .40
96.80
97.20
97.60
98.00
98.40
98.80
99.20
99.60
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Time
(hrs)
19.50
19.67
19.83
20.00
20.17
20.33
20.50
20.67
20.83
21.00
21.17
21. 33
21. 50
21.67
21.83
22.00
22.17
22.33
22.50
22.67
22.83
23.00
23.17
23.33
23.50
23.67
23.83
24.00
24.17
24.33
24.50
24.67
24.83
25.00
4.9078 Ac
24 hr
2.405 cfs
26723 cu ft
1. 50 in
Rainfall Data
Total
Basin
Rainfall
P
(cfs)
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
o . 1782
o . 1782
o . 1782
o . 1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.1782
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Cumulative
precip precip
Depth Depth
Pr Pre
(in) (in)
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0060
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
1.5000
1.3380
1. 3440
1.3500
1.3560
1.3620
1.3680
1.3740
1.3800
1. 3860
1. 3920
1.3980
1. 4040
1.4100
1. 4160
1. 4220
1. 4280
1. 4340
1. 4400
1. 4460
1. 4520
1.4580
1. 4640
1.4700
1. 4760
1. 4820
1.4880
1. 4940
1.5000
1.5000
1.5000
1.5000
1.5000
1.5000
1.5000
I
I
I
PROJECT: Bishop, Loren 24(29-1) parcel drainage
25 yr storm (B)
Total Basin Area = 213784 sq ft =
Storm Duration =
Peak Rainfall Intensity
Total Rainfall Volume
Total, 24 hr rainfall
I
I
Standard SCS Type 1A
24 hr hyetograph (adj'd)
from King Co Drn Manual
I
Time
(min)
I
I
I
I
I
I
I
I
I
I
I
I
I
% Cumulative
precip % Precip
o
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
370
380
0.00
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.50
0.50
0.50
0.50
0.50
0.50
0.60
0.60
0.60
0.60
0.60
0.60
0.70
0.70
0.70
0.70
0.70
0.70
0.82
0.82
0.82
0.82
0.82
0.82
0.95
0.95
0.95
0.95
0.00
0.40
0.80
1.20
1. 60
2.00
2.40
2.80
3.20
3.60
4.00
4.50
5.00
5.50
6.00
6.50
7.00
7.60
8.20
8.80
9.40
10.00
10.60
11.30
12.00
12.70
13 .40
14.10
14.80
15.62
16.44
17.26
18.08
18.90
19.72
20.67
21.62
22.57
23.52
Time
(hrs)
0.00
0.17
0.33
0.50
0.67
0.83
1. 00
1.17
1. 33
1. 50
1. 67
1. 83
2.00
2.17
2.33
2.50
2.67
2.83
3.00
3.17
3.33
3.50
3.67
3.83
4.00
4.17
4.33
4.50
4.67
4.83
5.00
5.17
5.33
5.50
5.67
5.83
6.00
6.17
6.33
4.9078 Ac
24 hr
4.489 cfs
49883 cu ft
2.80 in
Rainfall Data
Total
Basin
Rainfall
P
(cfs)
0.0000
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.4157
0.4157
0.4157
0.4157
0.4157
0.4157
0.4988
0.4988
0.4988
0.4988
0.4988
0.4988
0.5820
0.5820
0.5820
0.5820
0.5820
0.5820
0.6817
0.6817
0.6817
0.6817
0.6817
0.6817
0.7898
0.7898
0.7898
0.7898
Cumulative
Precip precip
Depth Depth
Pr Pre
(in) (in)
0.0000
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0140
0.0140
0.0140
0.0140
0.0140
0.0140
0.0168
0.0168
0.0168
0.0168
0.0168
0.0168
0.0196
0.0196
0.0196
0.0196
0.0196
0.0196
0.0230
0.0230
0.0230
0.0230
0.0230
0.0230
0.0266
0.0266
0.0266
0.0266
0.0000
0.0112
0.0224
0.0336
0.0448
0.0560
0.0672
0.0784
0.0896
0.1008
o . 1120
0.1260
0.1400
0.1540
0.1680
0.1820
0.1960
0.2128
0.2296
0.2464
0.2632
0.2800
0.2968
0.3164
0.3360
0.3556
0.3752
0.3948
0.4144
0.4374
0.4603
0.4833
0.5062
0.5292
0.5522
0.5788
0.6054
0.6320
0.6586
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
25 yr storm (B)
-------------------------------------------------------------
I Total Basin Area = 213784 sq ft = 4.9078 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity 4.489 cfs
I Total Rainfall Volume 49883 cu ft
Total, 24 hr rainfall 2.80 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin precip precip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) precip % Precip (hrs) (cfs) (in) (in)
I ------- ------- -------- ------- ------- ------- -------
390 0.95 24.47 6.50 0.7898 0.0266 0.6852
400 0.95 25.42 6.67 0.7898 0.0266 0.7118
I 410 1. 33 26.75 6.83 1.1057 0.0372 0.7490
420 1. 33 28.08 7.00 1.1057 0.0372 0.7862
430 1. 33 29.41 7.17 1.1057 0.0372 0.8235
440 1. 80 31. 21 7.33 1. 4965 0.0504 0.8739
I 450 1. 80 33.01 7.50 1. 4965 0.0504 0.9243
460 3.40 36.41 7.67 2.8267 0.0952 1.0195
470 5.40 41.81 7.83 4.4895 0.1512 1.1707
I 480 2.70 44.51 8.00 2.2447 0.0756 1. 2463
490 1. 80 46.31 8.17 1. 4965 0.0504 1.2967
500 1.34 47.65 8.33 1.1141 0.0375 1. 3342
510 1.34 48.99 8.50 1.1141 0.0375 1.3717
I 520 1.34 50.33 8.67 1.1141 0.0375 1. 4092
530 0.88 51. 21 8.83 0.7316 0.0246 1.4339
540 0.88 52.09 9.00 0.7316 0.0246 1. 4585
I 550 0.88 52.97 9.17 0.7316 0.0246 1. 4832
560 0.88 53.85 9.33 0.7316 0.0246 1. 5078
570 0.88 54.73 9.50 0.7316 0.0246 1. 5324
I 580 0.88 55.61 9.67 0.7316 0.0246 1. 5571
590 0.88 56.49 9.83 0.7316 0.0246 1. 5817
600 0.88 57.37 10.00 0.7316 0.0246 1. 6064
610 0.88 58.25 10.17 0.7316 0.0246 1. 6310
I 620 0.88 59.13 10.33 0.7316 0.0246 1.6556
630 0.88 60.01 10.50 0.7316 0.0246 1.6803
640 0.88 60.89 10.67 0.7316 0.0246 1.7049
I 650 0.72 61.61 10.83 0.5986 0.0202 1.7251
660 0.72 62.33 11.00 0.5986 0.0202 1.7452
670 0.72 63.05 11.17 0.5986 0.0202 1.7654
680 0.72 63.77 11. 33 0.5986 0.0202 1.7856
I 690 0.72 64.49 11. 50 0.5986 0.0202 1.8057
700 0.72 65.21 11. 67 0.5986 0.0202 1.8259
710 0.72 65.93 11.83 0.5986 0.0202 1.8460
I 720 0.72 66.65 12.00 0.5986 0.0202 1.8662
730 0.72 67.37 12.17 0.5986 0.0202 1.8864
740 0.72 68.09 12.33 0.5986 0.0202 1.9065
I 750 0.72 68.81 12.50 0.5986 0.0202 1.9267
760 0.72 69.53 12.67 0.5986 0.0202 1.9468
770 0.57 70.10 12.83 0.4739 0.0160 1.9628
I
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
25 yr storm (B)
-------------------------------------------------------------
I Total Basin Area = 213784 sq ft = 4.9078 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity 4.489 cfs
I Total Rainfall Volume 49883 cu ft
Total, 24 hr rainfall 2.80 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin precip precip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) Precip % Precip (hrs) (cfs) (in) (in)
I ------- ------- -------- ------- ------- ------- -------
780 0.57 70.67 13.00 0.4739 0.0160 1.9788
790 0.57 71. 24 13 .17 0.4739 0.0160 1.9947
I 800 0.57 71.81 13 .33 0.4739 0.0160 2.0107
810 0.57 72.38 13.50 0.4739 0.0160 2.0266
820 0.57 72.95 13.67 0.4739 0.0160 2.0426
830 0.57 73.52 13.83 0.4739 0.0160 2.0586
I 840 0.57 74.09 14.00 0.4739 0.0160 2.0745
850 0.57 74.66 14.17 0.4739 0.0160 2.0905
860 0.57 75.23 14.33 0.4739 0.0160 2.1064
I 870 0.57 75.80 14.50 0.4739 0.0160 2.1224
880 0.57 76.37 14.67 0.4739 0.0160 2.1384
890 0.50 76.87 14.83 0.4157 0.0140 2.1524
900 0.50 77.37 15.00 0.4157 0.0140 2.1664
I 910 0.50 77.87 15.17 0.4157 0.0140 2.1804
920 0.50 78.37 15.33 0.4157 0.0140 2.1944
930 0.50 78.87 15.50 0.4157 0.0140 2.2084
I 940 0.50 79.37 15.67 0.4157 0.0140 2.2224
950 0.50 79.87 15.83 0.4157 0.0140 2.2364
960 0.50 80.37 16.00 0.4157 0.0140 2.2504
I 970 0.50 80.87 16.17 0.4157 0.0140 2.2644
980 0.50 81.37 16.33 0.4157 0.0140 2.2784
990 0.50 81. 87 16.50 0.4157 0.0140 2.2924
1000 0.50 82.37 16.67 0.4157 0.0140 2.3064
I 1010 0.43 82.80 16.83 0.3575 0.0120 2.3184
1020 0.40 83.20 17.00 0.3326 o .0112 2.3296
1030 0.40 83.60 17.17 0.3326 o . 0112 2.3408
I 1040 0.40 84.00 17.33 0.3326 0.0112 2.3520
1050 0.40 84.40 17.50 0.3326 0.0112 2.3632
1060 0.40 84.80 17.67 0.3326 0.0112 2.3744
1070 0.40 85.20 17.83 0.3326 0.0112 2.3856
I 1080 0.40 85.60 18.00 0.3326 0.0112 2.3968
1090 0.40 86.00 18.17 0.3326 0.0112 2.4080
1100 0.40 86.40 18.33 0.3326 0.0112 2.4192
I 1110 0.40 86.80 18.50 0.3326 0.0112 2.4304
1120 0.40 87.20 18.67 0.3326 o .0112 2.4416
1130 0.40 87.60 18.83 0.3326 0.0112 2.4528
I 1140 0.40 88.00 19.00 0.3326 0.0112 2.4640
1150 0.40 88.40 19.17 0.3326 0.0112 2.4752
1160 0.40 88.80 19.33 0.3326 0.0112 2.4864
I
I
I
I
PROJECT: Bishop, Loren 24(29-1) parcel drainage
25 yr storm (B)
Total Basin Area = 213784 sq ft =
Storm Duration =
Peak Rainfall Intensity
Total Rainfall Volume
Total, 24 hr rainfall
I
I
Standard SCS Type 1A
24 hr hyetograph (adj'd)
from King Co Drn Manual
I
Time
(min)
I
1170
1180
1190
1200
1210
1220
1230
1240
1250
1260
1270
1280
1290
1300
1310
1320
1330
1340
1350
1360
1370
1380
1390
1400
1410
1420
1430
1440
1450
1460
1470
1480
1490
1500
I
I
I
I
I
I
I
I
I
I
I
I
% Cumulative
precip % Precip
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.00
0.00
0.00
0.00
0.00
0.00
100.00
89.20
89.60
90.00
90.40
90.80
91.20
91. 60
92.00
92.40
92.80
93.20
93.60
94.00
94.40
94.80
95.20
95.60
96.00
96 .40
96.80
97.20
97.60
98.00
98.40
98.80
99.20
99.60
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Time
(hrs)
19.50
19.67
19.83
20.00
20.17
20.33
20.50
20.67
20.83
21.00
21.17
21. 33
21. 50
21. 67
21.83
22.00
22.17
22.33
22.50
22.67
22.83
23.00
23.17
23.33
23.50
23.67
23.83
24.00
24.17
24.33
24.50
24.67
24.83
25.00
4.9078 Ac
24 hr
4.489 cfs
49883 cu ft
2.80 in
Rainfall Data
Total
Basin
Rainfall
P
(cfs)
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.3326
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Cumulative
precip precip
Depth Depth
Pr Pre
(in) (in)
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
o . 0112
o . 0112
o . 0112
o . 0112
o . 0112
o . 0112
o . 0112
o .0112
o .0112
o .0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
2.8000
2.4976
2.5088
2.5200
2.5312
2.5424
2.5536
2.5648
2.5760
2.5872
2.5984
2.6096
2.6208
2.6320
2.6432
2.6544
2.6656
2.6768
2.6880
2.6992
2.7104
2.7216
2.7328
2.7440
2.7552
2.7664
2.7776
2.7888
2.8000
2.8000
2.8000
2.8000
2.8000
2.8000
2.8000
L.... \,'"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX I
Subsection 4
Pre-development runoff calculations for the design storms.
77
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak 0.0679 cfs
I Vtotal 3336 c:.u;ft
Pervious Portion of Basin Impervious Portion 6f Basin
------------------------------------------- -------------------------------------------
Pervious Area = 213783.8 sq ft Impervious Area = 0 sq ft
I 4.9078 Ac: 0.0000 Ac
Runoff Curve Number, Cn 76 Runoff Curve Number, Cn 100
Time of Concentrat1n, Tc 16 min Time of Concentrat'n, Tc: 16 min
Pot'l Max Nat'l Det'n, S 3.1579 in Pot'l Max Nat'l Det'n, S 0.0000 in
I Routing Coefficient, w 0.2381 Routing Coefficient, w 0.2381
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Exc:ess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (c:u ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0060 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0120 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0180 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0240 0.0000 0 0.0000 0.0000
I [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0300 0.0000 0 0.0000 0.0000
[1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0360 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0420 0.0000 0 0.0000 0.0000
[1. 33] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0480 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0540 0.0000 0 0.0000 0.0000
I [1. 67] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0600 0.0000 0 0.0000 0.0000
[1. 83] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0675 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0750 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0825 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0900 0.0000 0 0.0000 0.0000
I [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0975 0.0000 0 0.0000 0.0000
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.1050 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1140 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1230 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1320 0.0000 0 0.0000 0.0000
I [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1410 0.0000 0 0.0000 0.0000
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1500 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1590 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.1695 0.0000 0 0.0000 0.0000
I [4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.1800 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.1905 0.0000 0 0.0000 0.0000
[4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.2010 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.2115 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.2220 0.0000 0 0.0000 0.0000
I [4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2343 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2466 0.0000 0 0.0000 0.0000
[5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2589 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2712 0.0000 0 0.0000 0.0000
[5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2835 0.0000 0 0.0000 0.0000
I [5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2958 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0143 0.3101 0.0000 0 0.0000 0.0000
[6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3243 0.0000 0 0.0000 0.0000
[6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3386 0.0000 0 0.0000 0.0000
I [6.33] 0.0000 0.0000 0.0000 0 0.0000 0.0143 0.3528 0.0000 0 0.0000 0.0000
[6.50] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3671 0.0000 0 0.0000 0.0000
[6.67] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3813 0.0000 0 0.0000 0.0000
[6.83] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.4013 0.0000 0 0.0000 0.0000
[7.00] 0.0000 0.0000 0.0000 0 0.0000 0.0199 0.4212 0.0000 0 0.0000 0.0000
I [7.17] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.4412 0.0000 0 0.0000 0.0000
[7.33] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.4682 0.0000 0 0.0000 0.0000
[7.50] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.4952 0.0000 0 0.0000 0.0000
[7.67] 0.0000 0.0000 0.0000 0 0.0000 0.0510 0.5462 0.0000 0 0.0000 0.0000
[7.83] 0.0000 0.0000 0.0000 0 0.0000 0.0810 0.6272 0.0000 0 0.0000 0.0000
I [8.00] 0.0004 0.0004 0.0121 7 0.0029 0.0405 0.6677 0.0000 0 0.0000 0.0029
[8.17] 0.0008 0.0012 0.0246 22 0.0102 0.0270 0.6947 0.0000 0 0.0000 0.0102
[8.33] 0.0009 0.0021 0.0267 38 0.0176 0.0201 0.7148 0.0000 0 0.0000 0.0176
[8.50] 0.0011 0.0033 0.0337 58 0.0236 0.0201 0.7349 0.0000 0 0.0000 0.0236
[8.67] 0.0014 0.0046 0.0406 83 0.0301 0.0201 0.7550 0.0000 0 0.0000 0.0301
I [8.83] 0.0010 0.0057 0.0304 101 0.0327 o . 0132 0.7682 0.0000 0 0.0000 0.0327
[9.00] 0.0011 0.0068 0.0333 121 0.0323 0.0132 0.7814 0.0000 0 0.0000 0.0323
[9.17] 0.0012 0.0080 0.0361 142 0.0334 0.0132 0.7946 0.0000 0 0.0000 0.0334
[9.33] 0.0013 0.0093 0.0389 166 0.0354 0.0132 0.8078 0.0000 0 0.0000 0.0354
I
I
;1
I PROJECT: Bishop, Loren 24(29-1} parcel drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
I 2 yr storm (A) Qpeak 0.0679 cfs
Vtotal 3336 cu ft
Pervious Portion of Basin Impervious Portion of SasiIl
------------------------------------------- -------------------------------------------
I Pervious Area = 213783.8 sq ft Impervious Area = o sq ft
4.9078 Ac 0.0000 Ac
Runoff Curve Number, Cn 76 Runoff Curve Number, Cn 100
Time of Concentrat'n, Tc 16 min Time of Concentrat'n, Tc 16 min
Pot'l Max Nat'l Det'n, S 3.1579 in pot'l Max Nat'l Det'n, S 0.0000 in
I Routing Coefficient, w 0.2381 Routing Coefficient, w 0.2381
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
I [9.50] 0.0014 0.0107 0.0417 191 0.0377 0.0132 0.8210 0.0000 0 0.0000 0.0377
[9.67] 0.0015 0.0122 0.0445 218 0.0403 0.0132 0.8342 0.0000 0 0.0000 0.0403
[9.83] 0.0016 0.0138 0.0472 246 0.0429 0.0132 0.8474 0.0000 0 0.0000 0.0429
[10.00] 0.0017 0.0155 0.0499 276 0.0456 0.0132 0.8606 0.0000 0 0.0000 0.0456
[10.17] 0.0018 0.0172 0.0525 307 0.0483 0.0132 0.8738 0.0000 0 0.0000 0.0483
I [10.33] 0.0019 0.0191 0.0552 340 0.0509 0.0132 0.8870 0.0000 0 0.0000 0.0509
[10.50] 0.0019 O. 0211 0.0577 375 0.0536 0.0132 0.9002 0.0000 0 0.0000 0.0536
[10.67] 0.0020 0.0231 0.0603 411 0.0562 0.0132 0.9134 0.0000 0 0.0000 0.0562
[10.83] 0.0017 0.0248 0.0512 442 0.0560 0.0108 0.9242 0.0000 0 0.0000 0.0560
[11.00] 0.0018 0.0266 0.0529 474 0.0541 0.0108 0.9350 0.0000 0 0.0000 0.0541
I [11.17] 0.0018 0.0284 0.0546 506 0.0539 0.0108 0.9458 0.0000 0 0.0000 0.0539
[11.33] 0.0019 0.0303 0.0562 540 0.0546 0.0108 0.9566 0.0000 0 0.0000 0.0546
[11.50] 0.0019 0.0323 0.0579 575 0.0558 0.0108 0.9674 0.0000 0 0.0000 0.0558
[11.67] 0.0020 0.0343 0.0595 611 0.0572 0.0108 0.9782 0.0000 0 0.0000 0.0572
I [11.83] 0.0021 0.0363 0.0611 647 0.0586 0.0108 0.9890 0.0000 0 0.0000 0.0586
[12.00] 0.0021 0.0384 0.0627 685 0.0602 0.0108 0.9998 0.0000 0 0.0000 0.0602
[12.17] 0.0022 0.0406 0.0643 723 0.0618 0.0108 1. 0106 0.0000 0 0.0000 0.0618
[12.33] 0.0022 0.0428 0.0658 763 0.0633 0.0108 1. 0214 0.0000 0 0.0000 0.0633
[12.50] 0.0023 0.0451 0.0674 803 0.0649 0.0108 1.0322 0.0000 0 0.0000 0.0649
I [12.67] 0.0023 0.0474 0.0689 845 0.0664 0.0108 1.0430 0.0000 0 0.0000 0.0664
[12.83] 0.0019 0.0493 0.0556 878 0.0644 0.0085 1.0515 0.0000 0 0.0000 0.0644
[13.00] 0.0019 0.0512 0.0566 912 0.0605 0.0086 1.0601 0.0000 0 0.0000 0.0605
[13 .17] 0.0019 0.0531 0.0575 946 0.0588 0.0086 1.0686 0.0000 0 0.0000 0.0588
[13.33] 0.0020 0.0551 0.0584 982 0.0584 0.0086 1. 0772 0.0000 0 0.0000 0.0584
I [13.50] 0.0020 0.0571 0.0594 1017 0.0586 0.0085 1. 0857 0.0000 0 0.0000 0.0586
[13.67] 0.0020 0.0591 0.0603 1053 0.0592 0.0086 1. 0943 0.0000 0 0.0000 0.0592
[13.83] 0.0021 0.0612 0.0612 1090 0.0599 0.0086 1.1028 0.0000 0 0.0000 0.0599
[14.00] 0.0021 0.0633 0.0621 1127 0.0607 0.0086 1. 1114 0.0000 0 0.0000 0.0607
[14 .17] 0.0021 0.0654 0.0630 1165 0.0616 0.0085 1.1199 0.0000 0 0.0000 0.0616
I [14.33] 0.0022 0.0676 0.0639 1203 0.0625 0.0086 1.1285 0.0000 0 0.0000 0.0625
[14.50] 0.0022 0.0697 0.0648 1242 0.0634 0.0086 1.1370 0.0000 0 0.0000 0.0634
[14.67] 0.0022 0.0719 0.0657 1282 0.0642 0.0085 1.1456 0.0000 0 0.0000 0.0642
[14.83] 0.0020 0.0739 0.0583 1317 0.0632 0.0075 1.1531 0.0000 0 0.0000 0.0632
I [15.00] 0.0020 0.0759 0.0590 1352 0.0610 0.0075 1.1606 0.0000 0 0.0000 0.0610
[15.17] 0.0020 0.0779 0.0596 1388 0.0602 0.0075 1.1681 0.0000 0 0.0000 0.0602
[15.33] 0.0020 0.0799 0.0603 1424 0.0601 0.0075 1.1756 0.0000 0 0.0000 0.0601
[15.50] 0.0021 0.0820 0.0610 1461 0.0604 0.0075 1.1831 0.0000 0 0.0000 0.0604
[15.67] 0.0021 0.0841 0.0616 1498 0.0608 0.0075 1.1906 0.0000 0 0.0000 0.0608
I [15.83] 0.0021 0.0862 0.0623 1535 0.0613 0.0075 1.1981 0.0000 0 0.0000 0.0613
[16.00] 0.0021 0.0883 0.0629 1573 0.0619 0.0075 1.2056 0.0000 0 0.0000 0.0619
[16.17] 0.0021 0.0904 0.0636 1611 0.0626 0.0075 1.2131 0.0000 0 0.0000 0.0626
[16.33] 0.0022 0.0926 0.0642 1649 0.0632 0.0075 1. 2206 0.0000 0 0.0000 0.0632
[16.50] 0.0022 0.0948 0.0648 1688 0.0638 0.0075 1. 2281 0.0000 0 0.0000 0.0638
I [16.67] 0.0022 0.0970 0.0655 1728 0.0644 0.0075 1. 2356 0.0000 0 0.0000 0.0644
[16.83] 0.0019 0.0989 0.0568 1762 0.0629 0.0065 1.2420 0.0000 0 0.0000 0.0629
[17.00] 0.0018 0.1007 0.0532 1794 0.0591 0.0060 1. 2480 0.0000 0 0.0000 0.0591
[17.17] 0.0018 0.1025 0.0536 1826 0.0564 0.0060 1. 2540 0.0000 0 0.0000 0.0564
I [17.33] 0.0018 0.1043 0.0540 1858 0.0552 0.0060 1.2600 0.0000 0 0.0000 0.0552
[17.50] 0.0018 0.1061 0.0544 1891 0.0547 0.0060 1. 266 0 0.0000 0 0.0000 0.0547
[17.67] 0.0018 0.1080 0.0548 1924 0.0547 0.0060 1.2720 0.0000 0 0.0000 0.0547
[17.83] 0.0019 0.1098 0.0552 1957 0.0548 0.0060 1.2780 0.0000 0 0.0000 0.0548
[18.00] 0.0019 0.1117 0.0556 1990 0.0551 0.0060 1. 2840 0.0000 0 0.0000 0.0551
I [18.17] 0.0019 0.1136 0.0560 2024 0.0554 0.0060 1.2900 0.0000 0 0.0000 0.0554
[18.33] 0.0019 0.1155 0.0564 2058 0.0558 0.0060 1.2960 0.0000 0 0.0000 0.0558
[18.50] 0.0019 0.11 74 0.0567 2092 0.0561 0.0060 1. 3020 0.0000 0 0.0000 0.0561
[18.67] 0.0019 0.1193 0.0571 2126 0.0565 0.0060 1.3080 0.0000 0 0.0000 0.0565
[18.83] 0.0019 0.1213 0.0575 2160 0.0569 0.0060 1. 3140 0.0000 0 0.0000 0.0569
I
I
I
PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak 0.0679 cfs
Vtotal 3336 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 213783.8 sq ft Impervious Area = o sq ft
4.9078 Ac 0.0000 Ac
Runoff Curve Number, Cn 76 Runoff Curve Number, Cn 100
Time of Concentrat1n, Tc 16 min Time of Concentrat'n, Tc 16 min
Pot'l Max Nat'l Det'n, S 3.1579 in Pot'l Max Nat'l Det'n, S 0.0000 in
Routing Coefficient, w 0.2381 Routing Coefficient, w 0.2381
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0019 0.1232 0.0579 2195 0.0573 0.0060 1. 3200 0.0000 0 0.0000 0.0573
[19.17] 0.0020 0.1252 0.0583 2230 0.0577 0.0060 1. 3260 0.0000 0 0.0000 0.0577
[19.33] 0.0020 0.1272 0.0586 2265 0.0580 0.0060 1. 3320 0.0000 0 0.0000 0.0580
[19.50] 0.0020 0.1291 0.0590 2301 0.0584 0.0060 1.3380 0.0000 0 0.0000 0.0584
[19.67] 0.0020 0.1311 0.0594 2336 0.0588 0.0060 1. 3440 0.0000 0 0.0000 0.0588
[19.83] 0.0020 0.1331 0.0597 2372 0.0591 0.0060 1.3500 0.0000 0 0.0000 0.0591
[20.00] 0.0020 o . 13 52 0.0601 2408 0.0595 0.0060 1.3560 0.0000 0 0.0000 0.0595
[20.17] 0.0020 0.1372 0.0605 2444 0.0599 0.0060 1. 3620 0.0000 0 0.0000 0.0599
[20.33] 0.0020 0.13 93 0.0608 2481 0.0602 0.0060 1.3680 0.0000 0 0.0000 0.0602
[20.50] 0.0021 0.1413 0.0612 2518 0.0606 0.0060 1.3740 0.0000 0 0.0000 0.0606
[20.67] 0.0021 0.1434 0.0615 2555 0.0610 0.0060 1.3800 0.0000 0 0.0000 0.0610
[20.83] 0.0021 0.1455 0.0619 2592 o . 0613 0.0060 1.3860 0.0000 0 0.0000 0.0613
[21.00] 0.0021 0.14 76 0.0623 2629 0.0617 0.0060 1. 3920 0.0000 0 0.0000 0.0617
[21.17] 0.0021 0.14 97 0.0626 2667 0.0620 0.0060 1. 3980 0.0000 0 0.0000 0.0620
[21. 33] 0.0021 0.1518 0.0630 2704 0.0624 0.0060 1. 4040 0.0000 0 0.0000 0.0624
[21. 50] 0.0021 0.1539 0.0633 2742 0.0628 0.0060 1. 4100 0.0000 0 0.0000 0.0628
[21. 67] 0.0021 0.1561 0.0637 2781 0.0631 0.0060 1. 416 0 0.0000 0 0.0000 0.0631
[21. 83] 0.0022 0.1582 0.0640 2819 0.0635 0.0060 1. 422 0 0.0000 0 0.0000 0.0635
[22.00] 0.0022 0.1604 0.0644 2858 0.0638 0.0060 1. 4280 0.0000 0 0.0000 0.0638
[22.17] 0.0022 0.1626 0.0647 2896 0.0642 0.0060 1. 4340 0.0000 0 0.0000 0.0642
[22.33] 0.0022 0.1648 0.0651 2935 0.0645 0.0060 1.4400 0.0000 0 0.0000 0.0645
[22.50] 0.0022 0.1670 0.0654 2975 0.0648 0.0060 1. 4460 0.0000 0 0.0000 0.0648
[22.67] 0.0022 0.1692 0.0657 3014 0.0652 0.0060 1. 4520 0.0000 0 0.0000 0.0652
[22.83] 0.0022 o . 1714 0.0661 3054 0.0655 0.0060 1. 4580 0.0000 0 0.0000 0.0655
[23.00] 0.0022 0.1737 0.0664 3094 0.0659 0.0060 1. 4640 0.0000 0 0.0000 0.0659
[23.17] 0.0022 0.1759 0.0667 3134 0.0662 0.0060 1.4700 0.0000 0 0.0000 0.0662
[23.33] 0.0023 0.1782 0.0671 3174 0.0665 0.0060 1.4760 0.0000 0 0.0000 0.0665
[23.50] 0.0023 0.1804 0.0674 3214 0.0669 0.0060 1. 4820 0.0000 0 0.0000 0.0669
[23.67] 0.0023 0.1827 0.0677 3255 0.0672 0.0060 1. 4880 0.0000 0 0.0000 0.0672
[23.83] 0.0023 0.1850 0.0681 3296 0.0675 0.0060 1. 4940 0.0000 0 0.0000 0.0675
[24.00] 0.0023 0.1873 0.0684 3337 0.0679 0.0060 1.5000 0.0000 0 0.0000 0.0679
[24.17] 0.0000 0.1873 0.0000 3337 0.0518 0.0000 1.5000 0.0000 0 0.0000 0.0518
[24.33] 0.0000 0.1873 0.0000 3337 0.0272 0.0000 1.5000 0.0000 0 0.0000 0.0272
[24.50] 0.0000 0.1873 0.0000 3337 0.0142 0.0000 1.5000 0.0000 0 0.0000 0.0142
[24.67] 0.0000 0.1873 0.0000 3337 0.0075 0.0000 1.5000 0.0000 0 0.0000 0.0075
[24.83] 0.0000 0.1873 0.0000 3337 0.0039 0.0000 1.5000 0.0000 0 0.0000 0.0039
[25.00] 0.0000 0.1873 0.0000 3337 0.0020 0.0000 1.5000 0.0000 0 0.0000 0.0020
0.1873 5.5615 1. 5000 0.0000
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
I 25 yr storm (B) Qpeak 0.6785 cfs
Vtotal 15723 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
I Pervious Area = 213783.8 sq ft Impervious Area ~ o sq ft
4.9078 Ac 0.0000 Ac
Runoff Curve Number, Cn 76 Runoff Curve Number, Cn 100
Time of Concentrat1n, Tc 16 min Time of Concentrat'n, Tc 16 min
Pot'l Max Nat'l Det'n, S 3.1579 in pot'l Max Nat'l Det'n, S 0.0000 in
I Routing Coefficient, w 0.2381 Routing Coefficient, w 0.2381
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
I [0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0112 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 o. 0112 0.0224 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 o . 0112 0.0336 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0448 0.0000 0 0.0000 0.0000
I [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0560 0.0000 0 0.0000 0.0000
[1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0112 o . 0672 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0784 0.0000 0 0.0000 0.0000
[1. 33] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0896 0.0000 0 0.0000 0.0000
[1. 50] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.1008 0.0000 0 0.0000 0.0000
I [1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0112 o . 1120 0.0000 0 0.0000 0.0000
[1. 83] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1260 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1400 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1540 0.0000 0 0.0000 0.0000
I [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1680 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1820 0.0000 0 0.0000 0.0000
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1960 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2128 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0168 o . 2296 0.0000 0 0.0000 0.0000
I [3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2464 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2632 0.0000 0 0.0000 0.0000
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2800 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2968 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3164 0.0000 0 0.0000 0.0000
I [4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3360 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3556 0.0000 0 0.0000 0.0000
[4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3752 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0196 o . 3948 0.0000 0 0.0000 0.0000
I [4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.4144 0.0000 0 0.0000 0.0000
[4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.4374 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.4603 0.0000 0 0.0000 0.0000
[5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.4833 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.5062 0.0000 0 0.0000 0.0000
I [5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.5292 0.0000 0 0.0000 0.0000
[5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.5522 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0266 0.5788 0.0000 0 0.0000 0.0000
[6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0266 0.6054 0.0000 0 0.0000 0.0000
[6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0266 0.6320 0.0000 0 0.0000 0.0000
I [6.33] 0.0002 0.0002 0.0068 4 0.0016 0.0266 0.6586 0.0000 0 0.0000 0.0016
[6.50] 0.0007 0.0009 0.0198 16 0.0072 0.0266 0.6852 0.0000 0 0.0000 0.0072
[6.67] 0.0011 0.0020 0.0324 35 0.0162 0.0266 0.7118 0.0000 0 0.0000 0.0162
[6.83] 0.0022 0.0042 0.0660 75 0.0319 0.0372 0.7490 0.0000 0 0.0000 0.0319
[7.00] 0.0030 0.0072 0.0894 129 0.0537 0.0372 0.7862 0.0000 0 0.0000 0.0537
I [7.17] 0.0038 0.0110 0.1120 196 0.0761 0.0372 0.8235 0.0000 0 0.0000 0.0761
[7.33] 0.0063 0.0173 0.1863 308 0.1109 0.0504 0.8739 0.0000 0 0.0000 0.1109
[7.50] 0.0076 0.0248 0.2245 442 0.1559 0.0504 0.9243 0.0000 0 0.0000 0.1559
[7.67] 0.0176 0.0424 0.5228 756 0.2596 0.0952 1.0195 0.0000 0 0.0000 0.2596
I [7.83] 0.0362 0.0786 1.0742 1401 0.5162 0.1512 1.1707 0.0000 0 0.0000 0.5162
[8.00] 0.0215 0.1002 0.6397 1784 0.6785 0.0756 1. 2463 0.0000 0 0.0000 0.6785
[8.17] 0.0156 0.1157 0.4618 2061 0.6177 0.0504 1. 2967 0.0000 0 0.0000 0.6177
[8.33] 0.0122 0.1279 0.3613 2278 0.5195 0.0375 1. 3342 0.0000 0 0.0000 0.5195
[8.50] 0.0127 0.1405 0.3758 2504 0.4476 0.0375 1.3717 0.0000 0 0.0000 0.4476
I [8.67] 0.0131 0.1537 0.3899 2738 0.4168 0.0375 1. 4092 0.0000 0 0.0000 0.4168
[8.83] 0.0089 0.1625 0.2635 2896 0.3739 0.0246 1. 4339 0.0000 0 0.0000 0.3739
[9.00] 0.0091 0.1716 0.2693 3057 0.3227 0.0246 1. 4585 0.0000 0 0.0000 0.3227
[9.17] 0.0093 0.1809 0.2750 3222 0.2986 0.0246 1. 4832 0.0000 0 0.0000 0.2986
[9.33] 0.0094 0.1903 0.2805 3391 0.2887 0.0246 1. 5078 0.0000 0 0.0000 0.2887
I
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Pre development Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (B) Qpeak 0.6785 cfs
I Vtotal 15723 :eu. :(t'
';,'
Pervious Portion of Basin Impervious Portion of Basin
---------------------------------.--------- -------------------------------------------
Pervious Area = 213783.8 sq ft Impervious Area = o sq ft
I 4.9078 Ac 0.0000 Ac
Runoff Curve Number, Cn 76 Runoff Curve Number, Cn 100
Time of Concentrat1n, Tc 16 min Time of Concentrat1n, Tc 16 min
Pot'l Max Nat'l Det'n, S 3.1579 in pot'l Max Nat'l Det'n, S 0.0000 in
I Routing Coefficient, w 0.2381 Routing Coefficient, w 0.2381
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[9.50] 0.0096 0.2000 0.2860 3562 0.2861 0.0246 1.5324 0.0000 0 0.0000 0.2861
I [9.67] 0.0098 0.2098 o .2914 3737 0.2874 0.0246 1. 5571 0.0000 0 0.0000 0.2874
[9.83] 0.0100 0.2198 0.2967 3915 0.2905 0.0246 1. 5817 0.0000 0 0.0000 0.2905
[10.00] 0.0102 0.2299 0.3019 4096 0.2947 0.0246 1. 6064 0.0000 0 0.0000 0.2947
[10.17] 0.0103 0.2403 0.3070 4280 0.2993 0.0246 1. 6310 0.0000 0 0.0000 0.2993
I [10.33] 0.0105 0.2508 o . 312 0 4468 0.3042 0.0246 1. 6556 0.0000 0 0.0000 0.3042
[10.50] 0.0107 0.2614 0.3169 4658 0.3090 0.0246 1.6803 0.0000 0 0.0000 0.3090
[10.67] 0.0108 0.2723 0.3217 4851 0.3139 0.0246 1. 7049 0.0000 0 0.0000 0.3139
[10.83] 0.0090 0.2813 0.2668 5011 o . 3045 0.0202 1. 7251 0.0000 0 0.0000 0.3045
[11. 00] 0.0091 0.2903 0.2699 5173 0.2873 0.0202 1. 7452 0.0000 0 0.0000 0.2873
I [1l.17] 0.0092 0.2995 0.2730 5336 0.2797 0.0202 1. 7654 0.0000 0 0.0000 0.2797
[1l.33] 0.0093 0.3088 0.2760 5502 0.2772 0.0202 1.7856 0.0000 0 0.0000 0.2772
[1l.50] 0.0094 0.3182 0.2790 5669 0.2774 0.0202 1.8057 0.0000 0 0.0000 0.2774
[1l.67] 0.0095 0.3277 0.2820 5839 0.2789 0.0202 1. 8259 0.0000 0 0.0000 0.2789
[1l.83] 0.0096 0.3373 0.2849 6010 0.2810 0.0202 1. 8460 0.0000 0 0.0000 0.2810
I [12.00] 0.0097 0.3470 0.2878 6182 0.2836 0.0202 1. 8662 0.0000 0 0.0000 0.2836
[12.17] 0.0098 0.3568 0.2906 6357 0.2863 0.0202 1.8864 0.0000 0 0.0000 0.2863
[12.33] 0.0099 0.3667 0.2934 6533 0.2890 0.0202 1.9065 0.0000 0 0.0000 0.2890
[12.50] 0.0100 0.3767 0.2962 6710 0.2918 0.0202 1.9267 0.0000 0 0.0000 0.2918
I [12.67] 0.0101 0.3867 0.2989 6890 0.2945 0.0202 1.9468 0.0000 0 0.0000 0.2945
[12.83] 0.0080 0.3948 0.2385 7033 0.2822 0.0160 1.9628 0.0000 0 0.0000 0.2822
[13.00] 0.0081 0.4029 0.2402 7177 0.2618 0.0160 1. 9788 0.0000 0 0.0000 0.2618
[13 .17] 0.0081 0.4110 0.2419 7322 0.2519 0.0160 1.9947 0.0000 0 0.0000 0.2519
[13 .33] 0.0082 0.4192 0.2435 7468 0.2475 0.0160 2.0107 0.0000 0 0.0000 0.2475
I [13.50] 0.0083 0.4275 0.2451 7615 0.2460 0.0160 2.0266 0.0000 0 0.0000 0.2460
[13.67] 0.0083 0.4358 0.2467 7763 0.2460 0.0160 2.0426 0.0000 0 0.0000 0.2460
[13.83] 0.0084 0.4441 0.2483 7912 0.2467 0.0160 2.0586 0.0000 0 0.0000 0.2467
[14.00] 0.0084 0.4525 0.2499 8062 0.2478 0.0160 2.0745 0.0000 0 0.0000 0.2478
[14 .17] 0.0085 0.4610 0.2514 8213 0.2492 0.0160 2.0905 0.0000 0 0.0000 0.2492
I [14.33] 0.0085 0.4695 0.2529 8365 0.2506 0.0160 2.1064 0.0000 0 0.0000 0.2506
[14 .50] 0.0086 0.4781 0.2545 8517 0.2521 0.0160 2.1224 0.0000 0 0.0000 0.2521
[14.67] 0.0086 0.4867 0.2560 8671 0.2536 0.0160 2.1384 0.0000 0 0.0000 0.2536
[14.83] 0.0076 0.4943 0.2257 8807 0.2475 0.0140 2.1524 0.0000 0 0.0000 0.2475
[15.00] 0.0076 0.5020 0.2269 8943 0.2374 0.0140 2.1664 0.0000 0 0.0000 0.2374
I [15.17] 0.0077 0.5096 0.2280 9079 0.2327 0.0140 2.1804 0.0000 0 0.0000 0.2327
[15.33] 0.0077 0.5174 0.2291 9217 0.2307 0.0140 2.1944 0.0000 0 0.0000 0.2307
[15.50] 0.0078 0.5251 o .2302 9355 0.2302 0.0140 2.2084 0.0000 0 0.0000 o .2302
[15.67] 0.0078 0.5329 0.2313 9494 0.2305 0.0140 2.2224 0.0000 0 0.0000 0.2305
I [15.83] 0.0078 0.5407 0.2324 9633 0.2311 0.0140 2.2364 0.0000 0 0.0000 0.2311
[16.00] 0.0079 0.5486 0.2335 9773 0.2320 0.0140 2.2504 0.0000 0 0.0000 0.2320
[16.17] 0.0079 0.5565 0.2345 9914 0.2330 0.0140 2.2644 0.0000 0 0.0000 0.2330
[16.33] 0.0079 0.5644 0.2356 10055 0.2340 0.0140 2.2784 0.0000 0 0.0000 0.2340
[16.50] 0.0080 0.5724 0.2366 10197 0.2350 0.0140 2.2924 0.0000 0 0.0000 0.2350
I [16.67] 0.0080 0.5804 0.2377 10340 0.2360 0.0140 2.3064 0.0000 0 0.0000 0.2360
[16.83] 0.0069 0.5873 0.2052 10463 0.2291 0.0120 2.3184 0.0000 0 0.0000 0.2291
[17.00] 0.0065 0.5938 0.1916 10578 0.2145 0.01l2 2.3296 0.0000 0 0.0000 0.2145
[17.17] 0.0065 0.6002 0.1922 10693 0.2037 0.01l2 2.3408 0.0000 0 0.0000 0.2037
[17.33] 0.0065 0.6067 0.1929 10809 0.1984 0.01l2 2.3520 0.0000 0 0.0000 0.1984
I [17.50] 0.0065 0.6133 0.1935 10925 0.1959 0.01l2 2.3632 0.0000 0 0.0000 0.1959
[17.67] 0.0065 0.6198 0.1942 11042 o . 1949 0.01l2 2.3744 0.0000 0 0.0000 0.1949
[17.83] 0.0066 0.6264 0.1948 11159 0.1947 0.01l2 2.3856 0.0000 0 0.0000 0.1947
[18.00] 0.0066 0.6329 0.1954 11276 o . 1949 0.01l2 2.3968 0.0000 0 0.0000 0.1949
I [18.17] 0.0066 0.6395 0.1960 11394 0.1953 0.01l2 2.4080 0.0000 0 0.0000 0.1953
[18.33] 0.0066 0.6462 0.1967 11512 0.1958 0.01l2 2.4192 0.0000 0 0.0000 0.1958
[18.50] 0.0066 0.6528 0.1973 11630 0.1963 0.01l2 2.4304 0.0000 0 0.0000 0.1963
[18.67] 0.0067 0.6595 0.1979 11749 0.1969 0.01l2 2.4416 0.0000 0 0.0000 0.1969
[18.83] 0.0067 0.6662 0.1985 11868 0.1975 0.01l2 2.4528 0.0000 0 0.0000 0.1975
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I
PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (B) Qpeak 0.6785 cfs
Vtotal 15723 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 213783.8 sq ft Impervious Area = o sq ft
4.9078 Ac 0.0000 Ac
Runoff Curve Number, Cn 76 Runoff Curve Number, Cn 100
Time of Concentrat'n, Tc 16 min Time of Concentrat1n, Tc 16 min
Pot'l Max Nat'l Det'n, S 3.1579 in Pot'l Max Nat'l Det'n, S 0.0000 in
Routing Coefficient, w 0.2381 Routing Coefficient, w 0.2381
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0067 0.6729 0.1991 11987 0.1981 0.0112 2.4640 0.0000 0 0.0000 0.1981
[19.17] 0.0067 0.6796 0.1997 12107 0.1987 0.0112 2.4752 0.0000 0 0.0000 0.1987
[19.33] 0.0067 0.6863 0.2003 12227 0.1993 0.0112 2.4864 0.0000 0 0.0000 0.1993
[19.50] 0.0068 0.6931 0.2009 12348 0.1999 0.0112 2.4976 0.0000 0 0.0000 0.1999
[19.67] 0.0068 0.6999 0.2015 12469 0.2005 o . 0112 2.5088 0.0000 0 0.0000 0.2005
[19.83] 0.0068 0.7067 0.2020 12590 0.2011 o . 0112 2.5200 0.0000 0 0.0000 0.2011
[20.00] 0.0068 0.7135 0.2026 12711 0.2017 0.0112 2.5312 0.0000 0 0.0000 0.2017
[20.17] 0.0068 0.7203 0.2032 12833 0.2023 0.0112 2.5424 0.0000 0 0.0000 0.2023
[20.33] 0.0069 0.7272 0.2038 12955 0.2028 0.0112 2.5536 0.0000 0 0.0000 0.2028
[20.50] 0.0069 0.7341 0.2043 13078 0.2034 0.0112 2.5648 0.0000 0 0.0000 0.2034
[20.67] 0.0069 0.7410 0.2049 13201 0.2040 0.0112 2.5760 0.0000 0 0.0000 0.2040
[20.83] 0.0069 0 7479 0.2054 13324 0.2045 0.0112 2.5872 0.0000 0 0.0000 0.2045
[21.00] 0.0069 0.7548 0.2060 13448 0.2051 0.0112 2.5984 0.0000 0 0.0000 0.2051
[21.17] 0.0070 0.7618 0.2066 13572 0.2057 0.0112 2.6096 0.0000 0 0.0000 0.2057
[21. 33] 0.0070 0.7688 0.2071 13696 0.2062 0.0112 2.6208 0.0000 0 0.0000 0.2062
[21. 50] 0.0070 0.7758 0.2076 13821 0.2068 0.0112 2.6320 0.0000 0 0.0000 0.2068
[21. 67] 0.0070 0.7828 0.2082 13946 0.2073 0.0112 2.6432 0.0000 0 0.0000 0.2073
[21.83] 0.0070 0.7898 0.2087 14071 0.2079 o . 0112 2.6544 0.0000 0 0.0000 0.2079
[22.00] 0.0070 0.7969 0.2093 14196 0.2084 0.0112 2.6656 0.0000 0 0.0000 0.2084
[22.17] 0.0071 0.8039 0.2098 14322 0.2089 0.0112 2.6768 0.0000 0 0.0000 0.2089
[22.33] 0.0071 0.8110 0.2103 14448 0.2095 0.0112 2.6880 0.0000 0 0.0000 0.2095
[22.50] 0.0071 0.8181 0.2108 14575 0.2100 0.0112 2.6992 0.0000 0 0.0000 0.2100
[22.67] 0.0071 0.8252 0.2114 14702 0.2105 0.0112 2.7104 0.0000 0 0.0000 0.2105
[22.83] 0.0071 0.8324 0.2119 14829 0.2110 0.0112 2.7216 0.0000 0 0.0000 0.2110
[23.00] 0.0072 0.8395 0.2124 14956 0.2116 0.0112 2.7328 0.0000 0 0.0000 0.2116
[23.17] 0.0072 0.8467 0.2129 15084 0.2121 0.0112 2.7440 0.0000 0 0.0000 0.2121
[23.33] 0.0072 0.8539 0.2134 15212 0.2126 0.0112 2.7552 0.0000 0 0.0000 0.2126
[23.50] 0.0072 0.8611 0.2139 15340 0.2131 0.0112 2.7664 0.0000 0 0.0000 0.2131
[23.67] 0.0072 0.8683 0.2144 15469 0.2136 0.0112 2.7776 0.0000 0 0.0000 0.2136
[23.83] 0.0072 0.8755 0.2149 15598 0.2141 0.0112 2.7888 0.0000 0 0.0000 0.2141
[24.00] 0.0073 0.8828 0.2154 15727 0.2146 0.0112 2.8000 0.0000 0 0.0000 0.2146
[24.17] 0.0000 0.8828 0.0000 15727 0.1637 0.0000 2.8000 0.0000 0 0.0000 0.1637
[24.33] 0.0000 0.8828 0.0000 15727 0.0857 0.0000 2.8000 0.0000 0 0.0000 0.0857
[24.50] 0.0000 0.8828 0.0000 15727 0.0449 0.0000 2.8000 0.0000 0 0.0000 0.0449
[24.67] 0.0000 0.8828 0.0000 15727 0.0235 0.0000 2.8000 0.0000 0 0.0000 0.0235
[24.83] 0.0000 0.8828 0.0000 15727 0.0123 0.0000 2.8000 0.0000 0 0.0000 0.0123
[25.00] 0.0000 0.8828 0.0000 15727 0.0065 0.0000 2.8000 0.0000 0 0.0000 0.0065
0.8828 26.2121 2.8000 0.0000
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APPENDIX I
Subsection 5
Post-development runoff calculations for the design storms.
78
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I PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Post development Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak 0.0631 cfs
I Vtotal 3150 Cl,l f.t
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 192909.8 sq ft Impervious Area = 20873.95 sq ft
I 4.4286 Ac 0.4792 Ac
Runoff Curve Number, Cn 76.4 Runoff Curve Number, Cn 1.0
Time of Concentrat1n, Tc 14 min Time of Concentrat1n, Tc 14 min
Pot'l Max Nat'l Det'n, S 3.0890 in Pot'l Max Nat'l Det'n, S 990.0000 in
I Routing Coefficient, w 0.2632 Routing Coefficient, w 0.2632
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [1. 67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [6.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [7.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.83] 0.0000 0.0000 0.0008 0 0.0002 0.0000 0.0000 0.0000 0 0.0000 0.0002
I [8.00] 0.0008 0.0008 0.0205 13 0.0057 0.0000 0.0000 0.0000 0 0.0000 0.0057
[8.17] 0.0011 0.0019 0.0288 30 0.0156 0.0000 0.0000 0.0000 0 0.0000 0.0156
[8.33] 0.0011 0.0030 0.0291 47 0.0226 0.0000 0.0000 0.0000 0 0.0000 0.0226
[8.50] 0.0013 0.0043 0.0355 69 0.0277 0.0000 0.0000 0.0000 0 0.0000 0.0277
[8.67] 0.0016 0.0058 0.0417 94 0.0334 0.0000 0.0000 0.0000 0 0.0000 0.0334
I [8.83] 0.0011 0.0070 0.0308 112 0.0349 0.0000 0.0000 0.0000 0 0.0000 0.0349
[9.00] 0.0012 0.0082 0.0334 132 0.0334 0.0000 0.0000 0.0000 0 0.0000 0.0334
[9.17] 0.0013 0.0096 0.0360 154 0.0341 0.0000 0.0000 0.0000 0 0.0000 0.0341
[9.33] 0.0014 0.0110 0.0385 177 0.0357 0.0000 0.0000 0.0000 0 0.0000 0.0357
I
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak 0.0631 cfs
I Vtotal 3150 cu"ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area 192909.8 sq ft Impervious Area = 20873.95 sq ft
I 4.4286 Ac 0.4792 Ac
Runoff Curve Number, Cn 76.4 Runoff Curve Number, Cn 1.0
Time of Concentrat'n, Tc 14 min Time of Concentrat'n, Tc 14 min
Pot'l Max Nat'l Det'n, S 3.0890 in Pot'l Max Nat'l Det'n, S 990.0000 in
I Routing Coefficient, w 0.2632 Routing Coefficient, w 0.2632
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[9.50] 0.0015 0.0125 0.0410 202 0.0379 0.0000 0.0000 0.0000 0 0.0000 0.0379
I [9.67] 0.0016 0.0142 0.0435 228 0.0402 0.0000 0.0000 0.0000 0 0.0000 0.0402
[9.83] 0.0017 0.0159 0.0460 255 0.0426 0.0000 0.0000 0.0000 0 0.0000 0.0426
[10.00] 0.0018 0.0177 0.0484 284 0.0450 0.0000 0.0000 0.0000 0 0.0000 0.0450
[10.17] 0.0019 0.0196 0.0509 315 0.0475 0.0000 0.0000 0.0000 0 0.0000 0.0475
I [10.33] 0.0020 0.0216 0.0532 347 0.0499 0.0000 0.0000 0.0000 0 0.0000 0.0499
[10.50] 0.0021 0.0236 0.0556 380 0.0523 0.0000 0.0000 0.0000 0 0.0000 0.0523
[10.67] 0.0022 0.0258 0.0579 415 0.0546 0.0000 0.0000 0.0000 0 0.0000 0.0546
[10.83] 0.0018 0.0276 0.0491 444 0.0540 0.0000 0.0000 0.0000 0 0.0000 0.0540
[11.00] 0.0019 0.0295 0.0506 475 0.0518 0.0000 0.0000 0.0000 0 0.0000 0.0518
I [11.17] 0.0019 0.0315 0.0521 506 0.0516 0.0000 0.0000 0.0000 0 0.0000 0.0516
[11.33] 0.0020 0.0335 0.0536 538 0.0523 0.0000 0.0000 0.0000 0 0.0000 0.0523
[11.50] 0.0021 0.0355 0.0551 571 0.0534 0.0000 0.0000 0.0000 0 0.0000 0.0534
[11.67] 0.0021 0.0376 0.0566 605 0.0547 0.0000 0.0000 0.0000 0 0.0000 0.0547
[11.83] 0.0022 0.0398 0.0580 640 0.0561 0.0000 0.0000 0.0000 0 0.0000 0.0561
I [12.00] 0.0022 0.0420 0.0595 676 0.0575 0.0000 0.0000 0.0000 0 0.0000 0.0575
[12.17] 0.0023 0.0443 0.0609 712 0.0589 0.0000 0.0000 0.0000 0 0.0000 0.0589
[12.33] 0.0023 0.0466 0.0623 750 0.0603 0.0000 0.0000 0.0000 0 0.0000 0.0603
[12.50] 0.0024 0.0490 0.0637 788 0.0617 0.0000 0.0000 0.0000 0 0.0000 0.0617
[12.67] 0.0024 0.0514 0.0651 827 0.0631 0.0000 0.0000 0.0000 0 0.0000 0.0631
I [12.83] 0.0020 0.0534 0.0525 858 0.0609 0.0000 0.0000 0.0000 0 0.0000 0.0609
[13.00] 0.0020 0.0554 0.0534 890 0.0567 0.0000 0.0000 0.0000 0 0.0000 0.0567
[13 .17] 0.0020 0.0574 0.0542 923 0.0552 0.0000 0.0000 0.0000 0 0.0000 0.0552
[13.33] 0.0021 0.0595 0.0551 956 0.0549 0.0000 0.0000 0.0000 0 0.0000 0.0549
I [13.50] 0.0021 0.0616 0.0559 989 0.0552 0.0000 0.0000 0.0000 0 0.0000 0.0552
[13.67] 0.0021 0.0637 0.0567 1024 0.0558 0.0000 0.0000 0.0000 0 0.0000 0.0558
[13.83] 0.0021 0.0658 0.0575 1058 0.0565 0.0000 0.0000 0.0000 0 0.0000 0.0565
[14.00] 0.0022 0.0680 0.0584 1093 0.0573 0.0000 0.0000 0.0000 0 0.0000 0.0573
[14.17] 0.0022 0.0702 0.0592 1129 0.0581 0.0000 0.0000 0.0000 0 0.0000 0.0581
I [14 .33] 0.0022 0.0724 0.0600 1165 0.0589 0.0000 0.0000 0.0000 0 0.0000 0.0589
[14.50] 0.0023 0.0747 0.0608 1201 0.0597 0.0000 0.0000 0.0000 0 0.0000 0.0597
[14.67] 0.0023 0.0770 0.0616 1238 0.0605 0.0000 0.0000 0.0000 0 0.0000 0.0605
[14.83] o . 0020 0.0790 0.0547 1271 0.0592 0.0000 0.0000 0.0000 0 0.0000 0.0592
[15.00] 0.0021 0.0811 0.0553 1304 0.0570 0.0000 0.0000 0.0000 0 0.0000 0.0570
I [15.17] 0.0021 0.0832 0.0559 1337 0.0562 0.0000 0.0000 0.0000 0 0.0000 0.0562
[15.33] 0.0021 0.0853 0.0565 1371 0.0562 0.0000 0.0000 0.0000 0 0.0000 0.0562
[15.50] 0.0021 0.0874 0.0571 1406 0.0565 0.0000 0.0000 0.0000 0 0.0000 0.0565
[15.67] 0.0022 0.0896 0.0577 1440 0.0570 0.0000 0.0000 0.0000 0 0.0000 0.0570
I [15.83] 0.0022 0.0918 0.0582 1475 0.0575 0.0000 0.0000 0.0000 0 0.0000 0.0575
[16.00] 0.0022 0.0940 0.0588 1510 0.0580 0.0000 0.0000 0.0000 0 0.0000 0.0580
[16.17] 0.0022 0.0962 0.0594 1546 0.0586 0.0000 0.0000 0.0000 0 0.0000 0.0586
[16.33] 0.0022 0.0984 0.0600 1582 0.0592 0.0000 0.0000 0.0000 0 0.0000 0.0592
[16.50] 0.0023 0.1007 0.0605 1618 0.0597 0.0000 0.0000 0.0000 0 0.0000 0.0597
I [16.67] 0.0023 0.1030 0.0611 1655 0.0603 0.0000 0.0000 0.0000 0 0.0000 0.0603
[16.83] 0.0020 0.1049 0.0530 1687 0.0586 0.0000 0.0000 0.0000 0 0.0000 0.0586
[17.00] 0.0019 0.1068 0.0497 1717 0.0548 0.0000 0.0000 0.0000 0 0.0000 0.0548
[17.17] 0.0019 0.1087 0.0500 1747 0.0522 0.0000 0.0000 0.0000 0 0.0000 0.0522
[17.33] 0.0019 0.1105 0.0504 1777 0.0512 0.0000 0.0000 0.0000 0 0.0000 0.0512
I [17.50] 0.0019 0.1124 0.0508 1807 0.0509 0.0000 0.0000 0.0000 0 0.0000 0.0509
[17.67] 0.0019 0.1143 0.0511 1838 0.0509 0.0000 0.0000 0.0000 0 0.0000 0.0509
[17.83] 0.0019 0.1163 0.0515 1869 0.0511 0.0000 0.0000 0.0000 0 0.0000 o . 0511
[18.00] 0.0019 0.1182 0.0518 1900 0.0514 0.0000 0.0000 0.0000 0 0.0000 0.0514
[18.17] 0.0019 0.1201 0.0522 1931 0.0517 0.0000 0.0000 0.0000 0 0.0000 0.0517
I [18.33] 0.0020 0.1221 0.0525 1963 0.0520 0.0000 0.0000 0.0000 0 0.0000 0.0520
[18.50] 0.0020 0.1241 0.0528 1994 0.0524 0.0000 0.0000 0.0000 0 0.0000 0.0524
[18.67] 0.0020 0.1261 0.0532 2026 0.0527 0.0000 0.0000 0.0000 0 0.0000 0.0527
[18.83] 0.0020 0.1280 0.0535 2058 0.0530 0.0000 0.0000 0.0000 0 0.0000 0.0530
I
I
I
PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak 0.0631 cfs
Vtotal 3150 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 192909.8 sq ft Impervious Area = 20873.95 sq ft
4.4286 Ac 0.4792 Ac
Runoff Curve Number, Cn 76.4 Runoff Curve Number, Cn 1.0
Time of Concentrat1n, Tc 14 min Time of Concentrat'n, Tc 14 min
Pot'l Max Nat'l Det'n, S 3.0890 in Pot'l Max Nat'l Det'n, S 990.0000 in
Routing Coefficient, w 0.2632 Routing Coefficient, w 0.2632
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff precip precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0020 0.13 01 0.0539 2091 0.0534 0.0000 0.0000 0.0000 0 0.0000 0.0534
[19.17] 0.0020 0.1321 0.0542 2123 0.0537 0.0000 0.0000 0.0000 0 0.0000 0.0537
[19.33] 0.0020 0.1341 0.0545 2156 0.0541 0.0000 0.0000 0.0000 0 0.0000 0.0541
[19.50] 0.0020 0.1362 0.0549 2189 0.0544 0.0000 0.0000 0.0000 0 0.0000 0.0544
[19.67] 0.0021 o . 13 82 0.0552 2222 0.0547 0.0000 0.0000 0.0000 0 0.0000 0.0547
[19.83] 0.0021 0.1403 0.0555 2255 0.0551 0.0000 0.0000 0.0000 0 0.0000 0.0551
[20.00] 0.0021 0.1424 0.0559 2289 0.0554 0.0000 0.0000 0.0000 0 0.0000 0.0554
[20.17] 0.0021 0.1445 0.0562 2323 0.0557 0.0000 0.0000 0.0000 0 0.0000 0.0557
[20.33] 0.0021 0.1466 0.0565 2357 0.0561 0.0000 0.0000 0.0000 0 0.0000 0.0561
[20.50] 0.0021 0.1487 0.0568 2391 0.0564 0.0000 0.0000 0.0000 0 0.0000 0.0564
[20.67] 0.0021 0.1508 0.0572 2425 0.0567 0.0000 0.0000 0.0000 0 0.0000 0.0567
[20.83] 0.0021 0.1530 0.0575 2460 0.0570 0.0000 0.0000 0.0000 0 0.0000 0.0570
[21. 00] 0.0022 0.1552 0.0578 2494 0.0574 0.0000 0.0000 0.0000 0 0.0000 0.0574
[21.17] 0.0022 0.1573 0.0581 2529 0.0577 0.0000 0.0000 0.0000 0 0.0000 0.0577
[21. 33] 0.0022 0.1595 0.0585 2564 0.0580 0.0000 0.0000 0.0000 0 0.0000 0.0580
[21.50] 0.0022 0.1617 0.0588 2599 0.0583 0.0000 0.0000 0.0000 0 0.0000 0.0583
[21.67] 0.0022 0.1639 0.0591 2635 0.0586 0.0000 0.0000 0.0000 0 0.0000 0.0586
[21.83] 0.0022 0.1661 0.0594 2671 0.0590 0.0000 0.0000 0.0000 0 0.0000 0.0590
[22.00] 0.0022 0.1683 0.0597 2706 0.0593 0.0000 0.0000 0.0000 0 0.0000 0.0593
[22.17] 0.0022 0.1706 0.0600 2742 0.0596 0.0000 0.0000 0.0000 0 0.0000 0.0596
[22.33] 0.0023 0.1728 0.0603 2779 0.0599 0.0000 0.0000 0.0000 0 0.0000 0.0599
[22.50] 0.0023 0.1751 0.0606 2815 0.0602 0.0000 0.0000 0.0000 0 0.0000 0.0602
[22.67] 0.0023 0.1774 0.0609 2851 0.0605 0.0000 0.0000 0.0000 0 0.0000 0.0605
[22.83] 0.0023 0.1797 0.0612 2888 0.0608 0.0000 0.0000 0.0000 0 0.0000 0.0608
[23.00] 0.0023 0.1820 0.0616 2925 0.0611 0.0000 0.0000 0.0000 0 0.0000 0.0611
[23.17] 0.0023 0.1843 0.0619 2962 0.0614 0.0000 0.0000 0.0000 0 0.0000 0.0614
[23.33] 0.0023 0.1866 0.0622 3000 0.0617 0.0000 0.0000 0.0000 0 0.0000 0.0617
[23.50] 0.0023 0.1889 0.0625 3037 0.0620 0.0000 0.0000 0.0000 0 0.0000 0.0620
[23.67] 0.0023 0.1913 0.0628 3075 0.0623 0.0000 0.0000 0.0000 0 0.0000 0.0623
[23.83] 0.0024 0.1936 0.0630 3113 0.0626 0.0000 0.0000 0.0000 0 0.0000 0.0626
[24.00] 0.0024 0.1960 0.0633 3151 0.0629 0.0000 0.0000 0.0000 0 0.0000 0.0629
[24.17] 0.0000 0.1960 0.0000 3151 0.0465 0.0000 0.0000 0.0000 0 0.0000 0.0465
[24.33] 0.0000 0.1960 0.0000 3151 0.0220 0.0000 0.0000 0.0000 0 0.0000 0.0220
[24.50] 0.0000 0.1960 0.0000 3151 0.0104 0.0000 0.0000 0.0000 0 0.0000 0.0104
[24.67] 0.0000 0.1960 0.0000 3151 0.0049 0.0000 0.0000 0.0000 0 0.0000 0.0049
[24.83] 0.0000 0.1960 0.0000 3151 0.0023 0.0000 0.0000 0.0000 0 0.0000 0.0023
[25.00] 0.0000 0.1960 0.0000 3151 0.0011 0.0000 0.0000 0.0000 0 0.0000 0.0011
0.1960 5.2509 max = 0.0631 0.0000 0.0000 max 0.0000 0.0631
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (B) Qpeak 0.6702 cfs
I Vtotal 14521 cuft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 192909.8 sq ft Impervious Area = 20873.95 sq ft
I 4.4286 Ac 0.4792 Ac
Runoff Curve Number, Cn 76.4 Runoff Curve Number, Cn 1.0
Time of Concentrat1n, Tc 14 min Time of Concentrat1n, Tc 14 min
Pot'l Max Nat'l Det'n, S 3.0890 in Pot'l Max Nat'l Det'n, S 990.0000 in
I Routing Coefficient, w 0.2632 Routing Coefficient, w 0.2632
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.17] 0.0001 0.0001 0.0017 1 0.0005 0.0000 0.0000 0.0000 0 0.0000 0.0005
[6.33] 0.0005 0.0005 0.0125 9 0.0040 0.0000 0.0000 0.0000 0 0.0000 0.0040
I [6.50] 0.0009 0.0014 0.0243 23 0.0116 0.0000 0.0000 0.0000 0 0.0000 0.0116
[6.67] 0.0013 0.0028 0.0358 45 O. 0213 0.0000 0.0000 0.0000 0 0.0000 0.0213
[6.83] 0.0026 0.0053 0.0689 86 0.0376 0.0000 0.0000 0.0000 0 0.0000 0.0376
[7.00] 0.0034 0.0087 0.0901 140 0.0597 0.0000 0.0000 0.0000 0 0.0000 0.0597
I [7.17] 0.0041 0.0128 0.1107 206 0.0811 0.0000 0.0000 0.0000 0 0.0000 0.0811
[7.33] 0.0068 0.0196 0.1812 315 0.1152 0.0000 0.0000 0.0000 0 0.0000 0.1152
[7.50] 0.0081 0.0277 0.2159 445 0.1591 0.0000 0.0000 0.0000 0 0.0000 0.1591
[7.67] 0.0186 0.0462 0.4972 743 0.2630 0.0000 0.0000 0.0000 0 0.0000 0.2630
[7.83] 0.0377 0.0839 1. 0104 1349 0.5213 0.0000 0.0000 0.0000 0 0.0000 o . 5213
I [8.00] 0.0223 0.1063 0.5980 1708 0.6702 0.0000 0.0000 0.0000 0 0.0000 0.6702
[8.17] 0.0161 0.1223 0.4305 1966 0.5881 0.0000 0.0000 0.0000 0 0.0000 0.5881
[8.33] 0.0126 0.1349 0.3363 2168 0.4803 0.0000 0.0000 0.0000 0 0.0000 0.4803
[8.50] 0.0130 0.1479 0.3493 2378 0.4080 0.0000 0.0000 0.0000 0 0.0000 0.4080
[8.67] 0.0135 0.1614 0.3620 2595 0.3804 0.0000 0.0000 0.0000 0 0.0000 0.3804
I [8.83] 0.0091 0.1705 0.2445 2742 0.3398 0.0000 0.0000 0.0000 0 0.0000 0.3398
[9.00] 0.0093 0.1799 0.2497 2891 0.2910 0.0000 0.0000 0.0000 0 0.0000 0.2910
[9.17] 0.0095 0.1894 0.2548 3044 0.2706 0.0000 0.0000 0.0000 0 0.0000 0.2706
[9.33] 0.0097 0.1991 0.2598 3200 0.2636 0.0000 0.0000 0.0000 0 0.0000 0.2636
I
I
I PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (B) Qpeak 0.6702 cfs
I Vtotal 14521 cu-it
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 192909.8 sq ft Impervious Area = 20873.95 sq ft
I 4.4286 Ac 0.4792 Ac
Runoff Curve Number, Cn 76.4 Runoff Curve Number, Cn 1.0
Time of Concentrat'n, Tc 14 min Time of Concentrat'n, Tc 14 min
Pot'l Max Nat'l Det'n, S 3.0890 in Pot'l Max Nat'l Det'n, S 990.0000 in
I Routing Coefficient, w 0.2632 Routing Coefficient, w 0.2632
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[9.50] 0.0099 0.2090 0.2647 3359 0.2629 0.0000 0.0000 0.0000 0 0.0000 0.2629
I [9.67] 0.0101 0.2190 0.2696 3521 0.2652 0.0000 0.0000 0.0000 0 0.0000 0.2652
[9.83] 0.0102 0.2293 0.2743 3685 0.2687 0.0000 0.0000 0.0000 0 0.0000 0.2687
[10.00] 0.0104 0.2397 0.2790 3853 0.2729 0.0000 0.0000 0.0000 0 0.0000 0.2729
[10.17] 0.0106 0.2502 0.2836 4023 0.2773 0.0000 0.0000 0.0000 0 0.0000 0.2773
[10.33] 0.0108 0.2610 0.2881 4196 0.2818 0.0000 0.0000 0.0000 0 0.0000 0.2818
I [10.50] 0.0109 0.2719 0.2925 4371 0.2863 0.0000 0.0000 0.0000 0 0.0000 0.2863
[10.67] 0.0111 0.2830 0.2968 4549 0.2907 0.0000 0.0000 0.0000 0 0.0000 0.2907
[10.83] 0.0092 0.2922 0.2460 4697 0.2806 0.0000 0.0000 0.0000 0 0.0000 0.2806
[11.00] 0.0093 0.3015 0.2488 4846 0.2631 0.0000 0.0000 0.0000 0 0.0000 0.2631
I [11.17] 0.0094 0.3109 0.2516 4997 0.2563 0.0000 0.0000 0.0000 0 0.0000 0.2563
[11.33] 0.0095 0.3204 0.2544 5150 0.2546 0.0000 0.0000 0.0000 0 0.0000 0.2546
[11.50] 0.0096 0.3299 0.2570 5304 0.2552 0.0000 0.0000 0.0000 0 0.0000 0.2552
[11.67] 0.0097 0.3396 0.2597 5460 0.2569 0.0000 0.0000 0.0000 0 0.0000 0.2569
[11. 83] 0.0098 0.3494 0.2623 5617 0.2590 0.0000 0.0000 0.0000 0 0.0000 0.2590
I [12.00] 0.0099 0.3593 0.2649 5776 0.2615 0.0000 0.0000 0.0000 0 0.0000 0.2615
[12.17] 0.0100 0.3693 0.2675 5937 0.2639 0.0000 0.0000 0.0000 0 0.0000 0.2639
[12.33] 0.0101 0.3794 0.2700 6099 0.2664 0.0000 0.0000 0.0000 0 0.0000 0.2664
[12.50] 0.0102 0.3895 0.2724 6262 0.2690 0.0000 0.0000 0.0000 0 0.0000 0.2690
[12.67] 0.0103 0.3998 0.2749 6427 o .2714 0.0000 0.0000 0.0000 0 0.0000 0.2714
I [12.83] 0.0082 0.4080 0.2193 6559 0.2586 0.0000 0.0000 0.0000 0 0.0000 0.2586
[13.00] 0.0082 0.4162 0.2208 6691 0.2383 0.0000 0.0000 0.0000 0 0.0000 0.2383
[13 .17] 0.0083 0.4245 0.2223 6825 0.2295 0.0000 0.0000 0.0000 0 0.0000 0.2295
[13.33] 0.0084 0.4329 0.2238 6959 0.2261 0.0000 0.0000 0.0000 0 0.0000 0.2261
I [13.50] 0.0084 0.4413 0.2252 7094 0.2252 0.0000 0.0000 0.0000 0 0.0000 0.2252
[13.67] 0.0085 0.4497 0.2266 7230 0.2256 0.0000 0.0000 0.0000 0 0.0000 0.2256
[13.83] 0.0085 0.4583 0.2281 7367 0.2265 0.0000 0.0000 0.0000 0 0.0000 0.2265
[14.00] 0.0086 0.4668 0.2295 7504 0.2277 0.0000 0.0000 0.0000 0 0.0000 0.2277
[14 .17] 0.0086 0.4754 0.2308 7643 0.2290 0.0000 0.0000 0.0000 0 0.0000 0.2290
I [14.33] 0.0087 0.4841 0.2322 7782 0.2303 0.0000 0.0000 0.0000 0 0.0000 0.2303
[14.50] 0.0087 0.4928 0.2336 7922 0.2317 0.0000 0.0000 0.0000 0 0.0000 0.2317
[14.67] 0.0088 0.5016 0.2349 8063 0.2330 0.0000 0.0000 0.0000 0 0.0000 0.2330
[14.83] 0.0077 0.5093 0.2072 8188 0.2267 0.0000 0.0000 0.0000 0 0.0000 0.2267
[15.00] 0.0078 0.5171 0.2082 8313 0.2167 0.0000 0.0000 0.0000 0 0.0000 0.2167
I [15.17] 0.0078 0.5249 0.2092 8438 0.2125 0.0000 0.0000 0.0000 0 0.0000 0.2125
[15.33] 0.0078 0.5327 0.2102 8564 0.2110 0.0000 0.0000 0.0000 0 0.0000 0.2110
[15.50] 0.0079 0.5406 0.2112 8691 0.2108 0.0000 0.0000 0.0000 0 0.0000 0.2108
[15.67] 0.0079 0.5485 0.2121 8818 0.2113 0.0000 0.0000 0.0000 0 0.0000 0.2113
[15.83] 0.0080 0.5565 0.2131 8946 o . 212 0 0.0000 0.0000 0.0000 0 0.0000 o . 212 0
I [16.00] 0.0080 0.5645 0.2141 9075 0.2128 0.0000 0.0000 0.0000 0 0.0000 0.2128
[16.17] 0.0080 0.5725 0.2150 9204 0.213 7 0.0000 0.0000 0.0000 0 0.0000 0.213 7
[16.33] 0.0081 0.5806 0.2160 9333 0.2147 0.0000 0.0000 0.0000 0 0.0000 0.214 7
[16.50] 0.0081 0.5887 0.2169 9463 0.2156 0.0000 0.0000 0.0000 0 0.0000 0.2156
I [16.67] 0.0081 0.5968 0.2178 9594 0.2165 0.0000 0.0000 0.0000 0 0.0000 0.2165
[16.83] 0.0070 0.6038 0.1881 9707 0.2094 0.0000 0.0000 0.0000 0 0.0000 0.2094
[17.00] 0.0066 0.6104 0.1756 9812 0.1949 0.0000 0.0000 0.0000 0 0.0000 0.1949
[17.17] 0.0066 0.6169 0.1761 9918 0.1849 0.0000 0.0000 0.0000 0 0.0000 0.1849
[17.33] 0.0066 0.6235 0.1767 10024 0.1804 0.0000 0.0000 0.0000 0 0.0000 0.1804
I [17.50] 0.0066 0.6302 0.1773 10130 0.1786 0.0000 0.0000 0.0000 0 0.0000 0.1786
[17.67] 0.0066 0.6368 0.1778 10237 0.1781 0.0000 0.0000 0.0000 0 0.0000 0.1781
[17.83] 0.0067 0.6435 0.1784 10344 0.1781 0.0000 0.0000 0.0000 0 0.0000 0.1781
[18.00] 0.0067 0.6501 0.1790 10451 0.1784 0.0000 0.0000 0.0000 0 0.0000 0.1784
[18.17] 0.0067 0.6568 0.1795 10559 0.1789 0.0000 0.0000 0.0000 0 0.0000 0.1789
I [18.33] 0.0067 0.6636 0.1801 10667 0.1794 0.0000 0.0000 0.0000 0 0.0000 0.1794
[18.50] 0.0067 0.6703 0.1806 10776 0.1799 0.0000 0.0000 0.0000 0 0.0000 0.1799
[18.67] 0.0068 0.6771 0.1812 10884 0.1804 0.0000 0.0000 0.0000 0 0.0000 0.1804
[18.83] 0.0068 0.6838 0.1817 10993 0.1810 0.0000 0.0000 0.0000 0 0.0000 0.1810
I
I
I
PROJECT: Bishop, Loren 24(29-1) parcel drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (B) Qpeak 0.6702 cfs
Vtotal 14521 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 192909.8 sq ft Impervious Area = 20873.95 sq ft
4.4286 Ac 0.4792 Ac
Runoff Curve Number, Cn 76.4 Runoff Curve Number, Cn 1.0
Time of Concentrat1n, Tc 14 min Time of Concentrat'n, Tc 14 min
Pot'l Max Nat'l Det'n, S 3.0890 in Pot'l Max Nat'l Det'n, S 990.0000 in
Routing Coefficient, w 0.2632 Routing Coefficient, w 0.2632
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0068 0.6906 0.1823 11103 0.1815 0.0000 0.0000 0.0000 0 0.0000 0.1815
[19.17] 0.0068 0.6975 0.1828 11212 0.1820 0.0000 0.0000 0.0000 0 0.0000 0.1820
[19.33] 0.0068 0.7043 0.1833 11322 0.1826 0.0000 0.0000 0.0000 0 0.0000 0.1826
[19.50] 0.0069 0.7112 0.1838 11433 0.1831 0.0000 0.0000 0.0000 0 0.0000 0.1831
[19.67] 0.0069 0.7180 0.1844 11543 0.1836 0.0000 0.0000 0.0000 0 0.0000 0.1836
[19.83] 0.0069 0.7249 0.1849 11654 0.1842 0.0000 0.0000 0.0000 0 0.0000 0.1842
[20.00] 0.0069 0.7319 0.1854 11 765 0.1847 0.0000 0.0000 0.0000 0 0.0000 0.1847
[20.17] 0.0069 0.7388 0.1859 11877 0.1852 0.0000 0.0000 0.0000 0 0.0000 0.1852
[20.33] 0.0070 0.7458 0.1864 11989 0.1857 0.0000 0.0000 0.0000 0 0.0000 0.1857
[20.50] 0.0070 0.7527 0.1869 12101 0.1862 0.0000 0.0000 0.0000 0 0.0000 0.1862
[20.67] 0.0070 0.7597 0.1874 12213 0.1867 0.0000 0.0000 0.0000 0 0.0000 0.1867
[20.83] 0.0070 0.7668 0.1879 12326 0.1872 0.0000 0.0000 0.0000 0 0.0000 0.1872
[21.00] 0.0070 0.7738 0.1884 12439 0.1877 0.0000 0.0000 0.0000 0 0.0000 0.1877
[21.17] 0.0071 0.7808 0.1889 12553 0.1882 0.0000 0.0000 0.0000 0 0.0000 0.1882
[21. 33] 0.0071 0.7879 0.1894 12666 0.1887 0.0000 0.0000 0.0000 0 0.0000 0.1887
[21.50] 0.0071 0.7950 0.1899 12780 0.1892 0.0000 0.0000 0.0000 0 0.0000 0.1892
[21.67] 0.0071 0.8021 0.1904 12894 0.1897 0.0000 0.0000 0.0000 0 0.0000 0.1897
[21.83] 0.0071 0.8092 0.1909 13009 0.1902 0.0000 0.0000 0.0000 0 0.0000 0.1902
[22.00] 0.0071 0.8164 0.1913 13124 0.1907 0.0000 0.0000 0.0000 0 0.0000 0.1907
[22.17] 0.0072 0.8235 0.1918 13239 0.1911 0.0000 0.0000 0.0000 0 0.0000 0.1911
[22.33] 0.0072 0.8307 0.1923 13354 0.1916 0.0000 0.0000 0.0000 0 0.0000 0.1916
[22.50] 0.0072 0.8379 0.1927 13470 0.1921 0.0000 0.0000 0.0000 0 0.0000 0.1921
[22.67] 0.0072 0.8451 0.1932 13586 0.1926 0.0000 0.0000 0.0000 0 0.0000 0.1926
[22.83] 0.0072 0.8523 0.1937 13702 0.1930 0.0000 0.0000 0.0000 0 0.0000 0.1930
[23.00] 0.0072 0.8596 0.1941 13818 0.1935 0.0000 0.0000 0.0000 0 0.0000 0.1935
[23.17] 0.0073 0.8668 0.1946 13935 0.1939 0.0000 0.0000 0.0000 0 0.0000 0.1939
[23.33] 0.0073 0.8741 0.1950 14052 0.1944 0.0000 0.0000 0.0000 0 0.0000 0.1944
[23.50] 0.0073 0.8814 0.1955 14169 0.1948 0.0000 0.0000 0.0000 0 0.0000 0.1948
[23.67] 0.0073 0.8887 0.1959 14287 0.1953 0.0000 0.0000 0.0000 0 0.0000 0.1953
[23.83] 0.0073 0.8961 0.1964 14405 0.1957 0.0000 0.0000 0.0000 0 0.0000 0.1957
[24.00] 0.0073 0.9034 0.1968 14523 0.1962 0.0000 0.0000 0.0000 0 0.0000 0.1962
[24.17] 0.0000 0.9034 0.0000 14523 0.1447 0.0000 0.0000 0.0000 0 0.0000 0.1447
[24.33] 0.0000 0.9034 0.0000 14523 0.0686 0.0000 0.0000 0.0000 0 0.0000 0.0686
[24.50] 0.0000 0.9034 0.0000 14523 0.0325 0.0000 0.0000 0.0000 0 0.0000 0.0325
[24.67] 0.0000 0.9034 0.0000 14523 0.0154 0.0000 0.0000 0.0000 0 0.0000 0.0154
[24.83] 0.0000 0.9034 0.0000 14523 0.0073 0.0000 0.0000 0.0000 0 0.0000 0.0073
[25.00] 0.0000 0.9034 0.0000 14523 0.0035 0.0000 0.0000 0.0000 0 0.0000 0.0035
0.9034 24.2048 max = 0.6702 0.0000 0.0000 max 0.0000 0.6702
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APPENDIX II
Subsection 1
Summary of various coefficients and operational values for the infiltrated portion
of the site.
79
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PROJECT: Bishop, Loren 24(29-1) infiltrat:
Date: November 1, 2008
SUMMARY OF STORMWATER MITIGATION SYSTEM OPERATIONAL CHARACTERISTICS
I
Mitigation:
Infiltration Trench, 100 feet long 3.00 feet wide
2.50 feet of drain rock in bottom, 27.8 cu yd of
drain rock required
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POST-DEVELOPMENT BASIN DATA
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Area:
Cn:
Tc:
0.5235 acres
89.8
11 minutes
RAINFALL DATA
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24 hr rainfall depth
Peak Rainfall Intensity
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2 yr storm:
25 yr storm:
100 yr storm:
1.5 (in)
2.8 (in)
3.3 (in)
0.2565 (cfs)
0.4789 (cfs)
0.5644 (cfs)
RUNOFF DATA
I
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2
25
100
yr storm:
yr storm:
yr storm:
Peak Runoff
(cfs)
0.0774
0.2325
0.2962
INFILTRATION DATA
I
Infiltration Rate (inches/hour).
Void Ratio of Rock . . . . . .
Sidewall Infilt'n Coefficient. .
7
0.33
1
==> 33% voids/67% rock
==> 7.00 in/hr
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MISCELLANEOUS PARAMETERS
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Duration of Design Storm:
24 (hr)
Flood Routing Input Data Taken From Postdevelopment Runoff Hydrograph
I
2 YEAR STORM ROUTING DATA
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Peak Inflow Rate:
Peak Outflow Rate:
Peak Infiltration Rate:
Peak Water Depth:
Peak Water Surface Elevation:
0.0774 (cfs)
0.0578 (cfs)
0.0578 (cfs)
0.27 (feet)
100.27 (feet)
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25 YEAR STORM ROUTING DATA
I
Peak Inflow Rate:
Peak Outflow Rate:
Peak Infiltration Rate:
Peak Water Depth:
Peak Water Surface Elevation:
0.2325 (cfs)
0.1324 (cfs)
0.1324 (cfs)
2.51 (feet)
102.51 (feet)
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100 YEAR STORM ROUTING DATA
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Peak Inflow Rate: 0.2962 (cfs)
Peak Outflow Rate: 0.1677 (cfs)
Peak Infiltration Rate: 0.1677 (cfs)
Peak Water Depth: 3.57 (feet)
Peak Water Surface Elevation: 103.57 (feet)
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APPENDIX II
Subsection 2
Catalog of pre- and post-development land uses for the infiltrated portion of the
site.
80
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APPENDIX II
Subsection 3
Raw rainfall data for the design storm falling on the infiltrated portion of the site.
81
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I
PROJECT: Bishop, Loren 24(29-1) infiltration design
25 yr storm (B)
Total Basin Area = 22804 sq ft =
Storm Duration =
Peak Rainfall Intensity
Total Rainfall Volume
Total, 24 hr rainfall
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I
Standard SCS Type 1A
24 hr hyetograph (adj'd)
from King Co Drn Manual
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Time
(min)
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I
% Cumulative
preeip % Preeip
o
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
370
380
0.00
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.50
0.50
0.50
0.50
0.50
0.50
0.60
0.60
0.60
0.60
0.60
0.60
0.70
0.70
0.70
0.70
0.70
0.70
0.82
0.82
0.82
0.82
0.82
0.82
0.95
0.95
0.95
0.95
0.00
0.40
0.80
1.20
1.60
2.00
2.40
2.80
3.20
3.60
4.00
4.50
5.00
5.50
6.00
6.50
7.00
7.60
8.20
8.80
9.40
10.00
10.60
1l.30
12.00
12.70
13 .40
14.10
14.80
15.62
16.44
17.26
18.08
18.90
19.72
20.67
21. 62
22.57
23.52
Time
(hrs)
0.00
0.17
0.33
0.50
0.67
0.83
1. 00
1.17
1. 33
1. 50
1. 67
1. 83
2.00
2.17
2.33
2.50
2.67
2.83
3.00
3.17
3.33
3.50
3.67
3.83
4.00
4.17
4.33
4.50
4.67
4.83
5.00
5.17
5.33
5.50
5.67
5.83
6.00
6.17
6.33
0.5235 Ae
24 hr
0.479 efs
5321 eu ft
2.80 in
Rainfall Data
Total
Basin
Rainfall
P
(cfs)
0.0000
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0443
0.0443
0.0443
0.0443
0.0443
0.0443
0.0532
0.0532
0.0532
0.0532
0.0532
0.0532
0.0621
0.0621
0.0621
0.0621
0.0621
0.0621
0.0727
0.0727
0.0727
0.0727
0.0727
0.0727
0.0842
0.0842
0.0842
0.0842
Cumulative
Preeip Preeip
Depth Depth
Pr Pre
(in) (in)
0.0000
0.01l2
0.0112
0.0112
0.01l2
0.01l2
0.0112
0.0112
0.01l2
o . 0 112
0.01l2
0.0140
0.0140
0.0140
0.0140
0.0140
0.0140
0.0168
0.0168
0.0168
0.0168
0.0168
0.0168
0.0196
0.0196
0.0196
0.0196
0.0196
0.0196
0.0230
0.0230
0.0230
0.0230
0.0230
0.0230
0.0266
0.0266
0.0266
0.0266
0.0000
o . 0 112
0.0224
0.0336
0.0448
0.0560
0.0672
0.0784
0.0896
0.1008
O. 112 0
0.1260
0.1400
0.1540
0.1680
0.1820
0.1960
0.2128
0.2296
0.2464
0.2632
0.2800
0.2968
0.3164
0.3360
0.3556
0.3752
0.3948
0.4144
0.4374
0.4603
0.4833
0.5062
0.5292
0.5522
0.5788
0.6054
0.6320
0.6586
I
I PROJECT: Bishop, Loren 24(29-1) infiltration design
25 yr storm (B)
-------------------------------------------------------------
I Total Basin Area = 22804 sq ft = 0.5235 Ae
Storm Duration = 24 hr
Peak Rainfall Intensity 0.479 efs
I Total Rainfall Volume 5321 eu ft
Total, 24 hr rainfall 2.80 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Preeip Preeip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) Preeip % preeip (hrs) (cfs) (in) (in)
I - - -.- - -- ------- -------- ------- ------- ------- -------
390 0.95 24.47 6.50 0.0842 0.0266 0.6852
400 0.95 25.42 6.67 0.0842 0.0266 0.7118
I 410 1. 33 26.75 6.83 0.1179 0.0372 0.7490
420 1. 33 28.08 7.00 0.1179 0.0372 0.7862
430 1. 33 29.41 7.17 0.1179 0.0372 0.8235
440 1. 80 31. 21 7.33 0.1596 0.0504 0.8739
I 450 1. 80 33.01 7.50 0.1596 0.0504 0.9243
460 3.40 36.41 7.67 0.3015 0.0952 1.0195
470 5.40 41.81 7.83 0.4789 0.1512 1.1707
I 480 2.70 44.51 8.00 0.2394 0.0756 1. 2463
490 1. 80 46.31 8.17 0.1596 0.0504 1. 2967
500 1.34 47.65 8.33 0.1188 0.0375 1.3342
510 1.34 48.99 8.50 0.1188 0.0375 1.3717
I 520 1. 34 50.33 8.67 0.1188 0.0375 1. 4092
530 0.88 51. 21 8.83 0.0780 0.0246 1.4339
540 0.88 52.09 9.00 0.0780 0.0246 1. 4585
I 550 0.88 52.97 9.17 0.0780 0.0246 1.4832
560 0.88 53.85 9.33 0.0780 0.0246 1. 5078
570 0.88 54.73 9.50 0.0780 0.0246 1.5324
I 580 0.88 55.61 9.67 0.0780 0.0246 1.5571
590 0.88 56.49 9.83 0.0780 0.0246 1. 5817
600 0.88 57.37 10.00 0.0780 0.0246 1. 6064
610 0.88 58.25 10.17 0.0780 0.0246 1.6310
I 620 0.88 59.13 10.33 0.0780 0.0246 1.6556
630 0.88 60.01 10.50 0.0780 0.0246 1. 6803
640 0.88 60.89 10.67 0.0780 0.0246 1. 7049
I 650 0.72 61. 61 10.83 0.0639 0.0202 1.7251
660 0.72 62.33 11.00 0.0639 0.0202 1.7452
670 0.72 63.05 11.17 0.0639 0.0202 1.7654
I 680 0.72 63.77 11.33 0.0639 0.0202 1.7856
690 0.72 64.49 11.50 0.0639 0.0202 1.8057
700 0.72 65.21 11. 67 0.0639 0.0202 1.8259
710 0.72 65.93 11.83 0.0639 0.0202 1.8460
I 720 0.72 66.65 12.00 0.0639 0.0202 1.8662
730 0.72 67.37 12.17 0.0639 0.0202 1.8864
740 0.72 68.09 12.33 0.0639 0.0202 1.9065
I 750 0.72 68.81 12.50 0.0639 0.0202 1.9267
760 0.72 69.53 12.67 0.0639 0.0202 1.9468
770 0.57 70.10 12.83 0.0505 0.0160 1.9628
I
I
I PROJECT: Bishop, Loren 24(29-1) infiltration design
25 yr storm (B)
-------------------------------------------------------------
I Total Basin Area = 22804 sq ft = 0.5235 Ae
Storm Duration = 24 hr
Peak Rainfall Intensity 0.479 efs
I Total Rainfall Volume 5321 eu ft
Total, 24 hr rainfall 2.80 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin preeip Preeip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) preeip % preeip (hrs) (cfs) (in) (in)
I ------- ------- -------- ------- ------- ------- -------
780 0.57 70.67 13.00 0.0505 0.0160 1. 9788
790 0.57 71. 24 13 .17 0.0505 0.0160 1. 9947
I 800 0.57 71.81 13 .33 0.0505 0.0160 2.0107
810 0.57 72.38 13.50 0.0505 0.0160 2.0266
820 0.57 72.95 13.67 0.0505 0.0160 2.0426
830 0.57 73.52 13.83 0.0505 0.0160 2.0586
I 840 0.57 74.09 14.00 0.0505 0.0160 2.0745
850 0.57 74.66 14.17 0.0505 0.0160 2.0905
860 0.57 75.23 14.33 0.0505 0.0160 2.1064
I 870 0.57 75.80 14.50 0.0505 0.0160 2.1224
880 0.57 76.37 14.67 0.0505 0.0160 2.13 84
890 0.50 76.87 14.83 0.0443 0.0140 2.1524
900 0.50 77.37 15.00 0.0443 0.0140 2.1664
I 910 0.50 77.87 15.17 0.0443 0.0140 2.1804
920 0.50 78 .37 15.33 0.0443 0.0140 2.1944
930 0.50 78.87 15.50 0.0443 0.0140 2.2084
I 940 0.50 79.37 15.67 0.0443 0.0140 2.2224
950 0.50 79.87 15.83 0.0443 0.0140 2.2364
960 0.50 80.37 16.00 0.0443 0.0140 2.2504
I 970 0.50 80.87 16.17 0.0443 0.0140 2.2644
980 0.50 81.37 16.33 0.0443 0.0140 2.2784
990 0.50 81.87 16.50 0.0443 0.0140 2.2924
1000 0.50 82.37 16.67 0.0443 0.0140 2.3064
I 1010 0.43 82.80 16.83 0.0381 0.0120 2.3184
1020 0.40 83.20 17.00 0.0355 o .0112 2.3296
1030 0.40 83.60 17.17 0.0355 o . 0112 2.3408
I 1040 0.40 84.00 17.33 0.0355 0.0112 2.3520
1050 0.40 84.40 17.50 0.0355 0.0112 2.3632
1060 0.40 84.80 17.67 0.0355 0.0112 2.3744
I 1070 0.40 85.20 17.83 0.0355 0.0112 2.3856
1080 0.40 85.60 18.00 0.0355 0.0112 2.3968
1090 0.40 86.00 18.17 0.0355 0.0112 2.4080
1100 0.40 86.40 18.33 0.0355 0.0112 2.4192
I 1110 0.40 86.80 18.50 0.0355 o . 0112 2.4304
1120 0.40 87.20 18.67 0.0355 o . 0112 2.4416
1130 0.40 87.60 18.83 0.0355 0.0112 2.4528
I 1140 0.40 88.00 19.00 0.0355 0.0112 2.4640
1150 0.40 88.40 19.17 0.0355 0.0112 2.4752
1160 0.40 88.80 19.33 0.0355 0.0112 2.4864
I
I
I
I
PROJECT: Bishop, Loren 24(29-1) infiltration design
25 yr storm (B)
Total Basin Area = 22804 sg ft =
Storm Duration =
Peak Rainfall Intensity
Total Rainfall Volume
Total, 24 hr rainfall
I
I
Standard SCS Type 1A
24 hr hyetograph (adj'd)
from King Co Drn Manual
I
Time
(min)
I
1170
1180
1190
1200
1210
1220
1230
1240
1250
1260
1270
1280
1290
1300
1310
1320
1330
1340
1350
1360
1370
1380
1390
1400
1410
1420
1430
1440
1450
1460
1470
1480
1490
1500
I
I
I
I
I
I
I
I
I
I
I
I
% Cumulative
Preeip % preeip
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.00
0.00
0.00
0.00
0.00
0.00
100.00
89.20
89.60
90.00
90.40
90.80
91. 20
91.60
92.00
92.40
92.80
93.20
93.60
94.00
94.40
94.80
95.20
95.60
96.00
96.40
96.80
97.20
97.60
98.00
98.40
98.80
99.20
99.60
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Time
(hrs)
19.50
19.67
19.83
20.00
20.17
20.33
20.50
20.67
20.83
21.00
21.17
21.33
21.50
21.67
21.83
22.00
22.17
22.33
22.50
22.67
22.83
23.00
23.17
23.33
23.50
23.67
23.83
24.00
24.17
24.33
24.50
24.67
24.83
25.00
0.5235 Ae
24 hr
0.479 efs
5321 eu ft
2.80 in
Rainfall Data
Total
Basin
Rainfall
P
(ds)
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0355
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Cumulative
Precip Preeip
Depth Depth
Pr Pre
(in) (in)
o . 0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
o . 0112
0.0112
o . 0112
o . 0112
o . 0112
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
2.8000
2.4976
2.5088
2.5200
2.5312
2.5424
2.5536
2.5648
2.5760
2.5872
2.5984
2.6096
2.6208
2.6320
2.6432
2.6544
2.6656
2.6768
2.6880
2.6992
2.7104
2.7216
2.7328
2.7440
2.7552
2.7664
2.7776
2.7888
2.8000
2.8000
2.8000
2.8000
2.8000
2.8000
2.8000
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX II
Subsection 4
Post-development runoff calculations for the design storm.
82
I
I PROJECT: Bishop, Loren 24(29-1) infiltration design (low)
Generation of Post development Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (B) Qpeak 0.2325 cfs
I Vtotal 3392 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 22803.66 sq ft Impervious Area = o sq ft
I 0.5235 Ac 0.0000 Ac
Runoff Curve Number, Cn 89.8 Runoff Curve Number, Cn 100.0
Time of Concentrat'n, Tc 11 min Time of Con cent rat In, Tc 11 min
Pot'l Max Nat'l Det'n, S 1.1359 in Pot'l Max Nat'l Det'n, S 0.0000 in
I Routing Coefficient, w 0.3125 Routing Coefficient, w 0.3125
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0112 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0224 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0336 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 o . 0112 0.0448 0.0000 0 0.0000 0.0000
I [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0560 0.0000 0 0.0000 0.0000
[1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0672 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0784 0.0000 0 0.0000 0.0000
[1. 33] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0896 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.1008 0.0000 0 0.0000 0.0000
I [1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.1120 0.0000 0 0.0000 0.0000
[1. 83] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1260 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1400 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1540 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1680 0.0000 0 0.0000 0.0000
I [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1820 0.0000 0 0.0000 0.0000
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.014 0 0.1960 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2128 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2296 0.0000 0 0.0000 0.0000
[3.17] 0.0003 0.0003 0.0010 1 0.0003 0.0168 0.2464 0.0000 0 0.0000 0.0003
I [3.33] 0.0008 0.0011 0.0025 2 0.0012 0.0168 0.2632 0.0000 0 0.0000 0.0012
[3.50] 0.0012 0.0023 0.0039 4 0.0025 0.0168 0.2800 0.0000 0 0.0000 0.0025
[3.67] 0.0017 0.0040 0.0053 8 0.0038 0.0168 0.2968 0.0000 0 0.0000 0.0038
[3.83] 0.0025 0.0065 0.0078 12 0.0055 0.0196 0.3164 0.0000 0 0.0000 0.0055
I [4.00] 0.0030 0.0095 0.0096 18 0.0075 0.0196 0.3360 0.0000 0 0.0000 0.0075
[4.17] 0.0035 0.013 0 0.0112 25 0.0093 0.0196 0.3556 0.0000 0 0.0000 0.0093
[4.33] 0.0040 0.0171 0.0127 32 0.0110 0.0196 0.3752 0.0000 0 0.0000 0.0110
[4.50] 0.0045 0.0216 O. 0142 41 0.0125 0.0196 0.3948 0.0000 0 0.0000 0.0125
[4.67] 0.0049 0.0265 0.0156 50 0.0140 0.0196 0.4144 0.0000 0 0.0000 0.0140
I [4.83] 0.0063 0.0328 0.0200 62 0.0164 0.0230 0.4374 0.0000 0 0.0000 0.0164
[5.00] 0.0069 0.0397 0.0218 75 0.0192 0.0230 0.4603 0.0000 0 0.0000 0.0192
[5.17] 0.0074 o . 0471 0.0235 90 0.0214 0.0230 0.4833 0.0000 0 0.0000 0.0214
[5.33] 0.0079 0.0550 0.0251 105 0.0232 0.0230 0.5062 0.0000 0 0.0000 0.0232
[5.50] 0.0084 0.0634 0.0266 121 0.0248 0.0230 o . 5292 0.0000 0 0.0000 0.0248
I [5.67] 0.0089 0.0723 0.0281 137 0.0264 0.0230 0.5522 0.0000 0 0.0000 0.0264
[5.83] 0.0108 0.0831 0.0342 158 0.0294 0.0266 0.5788 0.0000 0 0.0000 0.0294
[6.00] 0.0114 0.0945 0.0360 180 0.0330 0.0266 0.6054 0.0000 0 0.0000 0.0330
[6.17] 0.0119 0.1064 0.0376 202 0.0354 0.0266 0.6320 0.0000 0 0.0000 0.0354
I [6.33] 0.0124 0.1187 0.0392 226 0.0373 0.0266 0.6586 0.0000 0 0.0000 0.0373
[6.50] 0.0129 o . 1316 0.0407 250 0.0390 0.0266 0.6852 0.0000 0 0.0000 0.0390
[6.67] o . 0133 0.1449 0.0422 275 0.0405 0.0266 0.7118 0.0000 0 0.0000 0.0405
[6.83] 0.0194 0.1643 0.0613 312 0.0475 0.0372 0.7490 0.0000 0 0.0000 0.0475
[7.00] 0.0201 0.1844 0.0638 350 0.0569 0.0372 0.7862 0.0000 0 0.0000 0.0569
I [7.17] 0.0209 0.2053 0.0661 390 0.0619 0.0372 0.8235 0.0000 0 0.0000 0.0619
[7.33] 0.0293 0.2346 0.0929 446 0.0729 0.0504 0.8739 0.0000 0 0.0000 0.0729
[7.50] 0.0305 0.2651 0.0966 504 0.0866 0.0504 0.9243 0.0000 0 0.0000 0.0866
[7.67] 0.0604 0.3256 0.1914 619 0.1225 0.0952 1. 0195 0.0000 0 0.0000 0.1225
[7.83] 0.1025 0.4281 0.3248 814 0.2073 0.1512 1.1707 0.0000 0 0.0000 0.2073
I [8.00] 0.0538 0.4819 0.1705 916 0.2325 0.0756 1. 2463 0.0000 0 0.0000 0.2325
[8.17] 0.0367 0.5187 0.1163 986 0.1768 0.0504 1. 2967 0.0000 0 0.0000 0.1768
[8.33] o . 0277 0.5464 0.0878 1038 o . 13 01 0.0375 1. 3342 0.0000 0 0.0000 0.1301
[8.50] 0.0281 0.5745 0.0889 1092 0.1040 0.0375 1.3717 0.0000 0 0.0000 0.1040
[8.67] 0.0284 0.6028 0.0898 1146 0.0948 0.0375 1. 4092 0.0000 0 0.0000 0.0948
I [8.83] 0.0188 0.6216 0.0595 1181 0.0822 0.0246 1. 4339 0.0000 0 0.0000 0.0822
[9.00] 0.0189 0.6405 0.0599 1217 0.0681 0.0246 1. 4585 0.0000 0 0.0000 0.0681
[9.17] 0.0190 0.6595 0.0603 1253 0.0631 0.0246 1.4832 0.0000 0 0.0000 0.0631
[9.33] 0.0191 0.6787 0.0606 1290 0.0614 0.0246 1. 5078 0.0000 0 0.0000 0.0614
I
I
I PROJECT: Bishop, Loren 24(29-1) infiltration design (low)
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (B) Qpeak 0.2325 efs
I Vtotal 3392 eu ft
Pervious Portion of Basin Impervious Portion of ,Basin
------------------------------------------- -------------------------------------------
Pervious Area = 22803.66 sq ft Impervious Area = o sq ft
I 0.5235 Ac 0.0000 Ac
Runoff Curve Number, Cn 89.8 Runoff Curve Number, Cn 100.0
Time of Concentrat'n, Te 11 min Time of Concentrat'n, Tc 11 min
Pot'l Max Nat'l Det'n, S 1.1359 in Pot'l Max Nat'l Det'n, S 0.0000 in
I Routing Coefficient, w o .3125 Routing Coefficient, w 0.3125
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Preeip Runoff Runoff Runoff Precip Preeip Runoff Runoff Runoff Runoff
Time R Re Qi Ve Qr R Re Qi Ve Qr Q
(hrs) (in) (in) (cfs) (eu ft) (efs) (in) (in) (efs) (eu ft) (cfs) (efs)
[9.50] 0.0193 0.6979 0.0610 1326 0.0610 0.0246 1.5324 0.0000 0 0.0000 0.0610
I [9.67] 0.0194 0.7173 0.0613 1363 0.0611 0.0246 1.5571 0.0000 0 0.0000 0.0611
[9.83] 0.0195 0.7367 0.0616 1400 0.0613 0.0246 1. 5817 0.0000 0 0.0000 0.0613
[10.00] 0.0196 0.7563 0.0620 1437 0.0616 0.0246 1. 6064 0.0000 0 0.0000 0.0616
[10.17] 0.0197 0.7760 0.0623 1475 0.0619 0.0246 1. 6310 0.0000 0 0.0000 0.0619
[10.33] 0.0198 0.7957 0.0626 1512 0.0622 0.0246 1. 6556 0.0000 0 0.0000 0.0622
I [10.50] 0.0199 0.8156 0.0629 1550 0.0625 0.0246 1.6803 0.0000 0 0.0000 0.0625
[10.67] 0.0199 0.8355 0.0632 1588 0.0628 0.0246 1.7049 0.0000 0 0.0000 0.0628
[10.83] 0.0164 0.8519 0.0519 1619 0.0595 0.0202 1.7251 0.0000 0 0.0000 0.0595
[11.00] 0.0164 0.8683 0.0521 1650 0.0548 0.0202 1.7452 0.0000 0 0.0000 0.0548
I [11.17] 0.0165 0.8848 0.0522 1681 0.0531 0.0202 1. 7654 0.0000 0 0.0000 0.0531
[11.33] 0.0165 0.9014 0.0524 1713 0.0526 0.0202 1.7856 0.0000 0 0.0000 0.0526
[11. 50] 0.0166 0.9180 0.0526 1744 0.0526 0.0202 1. 8057 0.0000 0 0.0000 0.0526
[11.67] 0.0167 0.9347 0.0528 1776 0.0526 0.0202 1. 8259 0.0000 0 0.0000 0.0526
[11.83] 0.0167 0.9514 0.0529 1808 0.0528 0.0202 1. 8460 0.0000 0 0.0000 0.0528
I [12.00] 0.0168 0.9681 0.0531 1840 0.0529 0.0202 1. 8662 0.0000 0 0.0000 0.0529
[12.17] 0.0168 0.9849 0.0532 1872 0.0531 0.0202 1. 8864 0.0000 0 0.0000 0.0531
[12.33] 0.0169 1. 0018 0.0534 1904 0.0532 0.0202 1. 9065 0.0000 0 0.0000 0.0532
[12.50] 0.0169 1. 0187 0.0535 1936 0.0534 0.0202 1. 9267 0.0000 0 0.0000 0.0534
[12.67] 0.0169 1. 0356 0.0537 1968 0.0535 0.0202 1. 9468 0.0000 0 0.0000 0.0535
I [12.83] 0.0134 1. 0491 0.0426 1994 0.0502 0.0160 1.9628 0.0000 0 0.0000 0.0502
[13.00] 0.0135 1. 0626 0.0427 2019 0.0455 0.0160 1. 9788 0.0000 0 0.0000 0.0455
[13 .17] 0.013 5 1.0761 0.0428 2045 0.0437 0.0160 1. 9947 0.0000 0 0.0000 0.0437
[13.33] 0.013 5 1.0896 0.0429 2071 0.0432 0.0160 2.0107 0.0000 0 0.0000 0.0432
I [13.50] 0.013 6 1.1031 0.0429 2096 0.0430 0.0160 2.0266 0.0000 0 0.0000 0.0430
[13.67] 0.013 6 1.1167 0.0430 2122 0.0430 0.0160 2.0426 0.0000 0 0.0000 0.0430
[13.83] 0.013 6 1.1303 0.0431 2148 0.0430 0.0160 2.0586 0.0000 0 0.0000 0.0430
[14.00] 0.013 6 1.1440 0.0432 2174 O. 0431 0.0160 2.0745 0.0000 0 0.0000 0.0431
[14.17] 0.013 7 1.1576 0.0433 2200 0.0432 0.0160 2.0905 0.0000 0 0.0000 0.0432
I [14.33] o . 013 7 1.1713 0.0433 2226 0.0433 0.0160 2.1064 0.0000 0 0.0000 0.0433
[14.50] o . 013 7 1.1850 0.0434 2252 0.0433 0.0160 2.1224 0.0000 0 0.0000 0.0433
[14.67] o . 013 7 1.1987 0.0435 2278 0.0434 0.0160 2.1384 0.0000 0 0.0000 0.0434
[14.83] 0.0121 1. 2108 0.0382 2301 0.0418 0.014 0 2.1524 0.0000 0 0.0000 0.0418
[15.00] 0.0121 1.2229 0.0383 2324 0.0396 0.014 0 2.1664 0.0000 0 0.0000 0.0396
I [15.17] 0.0121 1. 2350 0.0383 2347 0.0388 0.014 0 2.1804 0.0000 0 0.0000 0.0388
[15.33] 0.0121 1. 2471 0.0384 2370 0.0385 0.014 0 2.1944 0.0000 0 0.0000 0.0385
[15.50] 0.0121 1.2592 0.0384 2393 0.0384 0.014 0 2.2084 0.0000 0 0.0000 0.0384
[15.67] 0.0121 1.2714 0.0385 2416 0.0384 0.014 0 2.2224 0.0000 0 0.0000 0.0384
[15.83] 0.0122 1. 2836 0.0385 2439 0.0385 0.0140 2.2364 0.0000 0 0.0000 0.0385
I [16.00] 0.0122 1.2957 0.0386 2462 0.0385 0.0140 2.2504 0.0000 0 0.0000 0.0385
[16.17] 0.0122 1. 3079 0.0386 2485 0.0386 0.0140 2.2644 0.0000 0 0.0000 0.0386
[16.33] 0.0122 1. 3201 0.0387 2509 0.0386 0.0140 2.2784 0.0000 0 0.0000 0.0386
[16.50] 0.0122 1. 3324 0.0387 2532 0.0387 0.0140 2.2924 0.0000 0 0.0000 0.0387
I [16.67] 0.0122 1. 3446 0.0388 2555 0.0387 0.0140 2.3064 0.0000 0 0.0000 0.0387
[16.83] 0.0105 1. 3552 0.0334 2575 o . 0371 0.0120 2.3184 0.0000 0 0.0000 0.0371
[17.00] 0.0098 1.3650 0.0311 2594 0.0341 o . 0112 2.3296 0.0000 0 0.0000 0.0341
[17.17] 0.0098 1.3748 o . 0311 2613 0.0322 0.0112 2.3408 0.0000 0 0.0000 0.0322
[17.33] 0.0098 1. 3846 0.0312 2631 0.0315 o . 0112 2.3520 0.0000 0 0.0000 0.0315
I [17.50] 0.0098 1. 3945 0.0312 2650 0.0313 o . 0112 2.3632 0.0000 0 0.0000 0.0313
[17.67] 0.0099 1. 4043 0.0312 2669 0.0312 o . 0112 2.3744 0.0000 0 0.0000 0.0312
[17.83] 0.0099 1.4142 0.0312 2687 0.0312 o . 0112 2.3856 0.0000 0 0.0000 0.0312
[18.00] 0.0099 1.4241 0.0313 2706 0.0312 o . 0112 2.3968 0.0000 0 0.0000 0.0312
[18.17] 0.0099 1.4340 0.0313 2725 o . 0313 o . 0112 2.4080 0.0000 0 0.0000 0.0313
I [18.33] 0.0099 1. 4439 0.0313 2744 0.0313 o . 0112 2.4192 0.0000 0 0.0000 0.0313
[18.50] 0.0099 1. 4538 0.0314 2763 o . 0313 o . 0112 2.4304 0.0000 0 0.0000 0.0313
[18.67] 0.0099 1. 4637 0.0314 2781 0.0314 0.0112 2.4416 0.0000 0 0.0000 0.0314
[18.83] 0.0099 1.4736 0.0314 2800 0.0314 0.0112 2.4528 0.0000 0 0.0000 0.0314
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PROJECT: Bishop, Loren 24 (29-1) infiltration design (low)
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (B) Qpeak 0.2325 cfs
Vtotal 3392 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 22803.66 sq ft Impervious Area = o sq ft
0.5235 Ac 0.0000 Ac
Runoff Curve Number, Cn 89.8 Runoff Curve Number, Cn 100.0
Time of Concentrat'n, Tc 11 min Time of Concentrat1n, Tc 11 min
Pot'l Max Nat'l Det'n, S 1.1359 in pot'l Max Nat'l Det'n, S 0.0000 in
Routing Coefficient, w 0.3125 Routing Coefficient, w 0.3125
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0099 1. 4835 0.0314 2819 0.0314 o .0112 204640 0.0000 0 0.0000 0.0314
[19.17] 0.0099 1. 4934 0.0315 2838 0.0314 0.0112 204752 0.0000 0 0.0000 0.0314
[19.33] 0.0099 1.5034 0.0315 2857 0.0315 0.0112 204864 0.0000 0 0.0000 0.0315
[19.50] 0.0100 1.5133 0.0315 2876 0.0315 0.0112 204976 0.0000 0 0.0000 0.0315
[19.67] 0.0100 1. 5233 0.0315 2895 0.0315 0.0112 2.5088 0.0000 0 0.0000 0.0315
[19.83] 0.0100 1. 5333 0.0316 2914 0.0315 0.0112 2.5200 0.0000 0 0.0000 0.0315
[20.00] 0.0100 1. 5432 0.0316 2933 0.0316 0.0112 2.5312 0.0000 0 0.0000 0.0316
[20.17] 0.0100 1.5532 0.0316 2952 0.0316 0.0112 2.5424 0.0000 0 0.0000 0.0316
[20.33] 0.0100 1.5632 0.0316 2971 0.0316 0.0112 2.5536 0.0000 0 0.0000 0.0316
[20.50] 0.0100 1. 5732 0.0317 2990 0.0316 0.0112 2.5648 0.0000 0 0.0000 0.0316
[20.67] 0.0100 1. 5832 0.0317 3009 0.0317 0.0112 2.5760 0.0000 0 0.0000 0.0317
[20.83] 0.0100 1. 5932 0.0317 3028 0.0317 0.0112 2.5872 0.0000 0 0.0000 0.0317
[21.00] 0.0100 1. 6032 0.0317 3047 0.0317 0.0112 2.5984 0.0000 0 0.0000 0.0317
[21.17] 0.0100 1.6133 0.0318 3066 0.0317 0.0112 2.6096 0.0000 0 0.0000 0.0317
[21. 33] 0.0100 1. 6233 0.0318 3085 0.0318 0.0112 2.6208 0.0000 0 0.0000 0.0318
[21.50] 0.0100 1. 6334 0.0318 3104 0.0318 0.0112 2.6320 0.0000 0 0.0000 0.0318
[21. 67] 0.0101 1.6434 0.0318 3123 0.0318 0.0112 2.6432 0.0000 0 0.0000 0.0318
[21. 83] 0.0101 1.6535 0.0319 3142 0.0318 0.0112 2.6544 0.0000 0 0.0000 0.0318
[22.00] 0.0101 1.6635 0.0319 3161 0.0319 0.0112 2.6656 0.0000 0 0.0000 0.0319
[22.17] 0.0101 1.6736 0.0319 3180 0.0319 O. 0112 2.6768 0.0000 0 0.0000 0.0319
[22.33] 0.0101 1.6837 0.0319 3200 0.0319 0.0112 2.6880 0.0000 0 0.0000 0.0319
[22.50] 0.0101 1.6938 0.0319 3219 0.0319 o . 0112 2.6992 0.0000 0 0.0000 0.0319
[22.67] 0.0101 1. 7039 0.0320 3238 0.0319 o . 0112 2 . 71 04 0.0000 0 0.0000 0.0319
[22.83] 0.0101 1. 7140 0.0320 3257 0.0320 o . 0112 2.7216 0.0000 0 0.0000 0.0320
[23.00] 0.0101 1. 7241 0.0320 3276 0.0320 O. 0112 2.7328 0.0000 0 0.0000 0.0320
[23.17] 0.0101 1.7342 0.0320 3295 0.0320 O. 0112 2.7440 0.0000 0 0.0000 0.0320
[23.33] 0.0101 1.7443 0.0321 3315 0.0320 O. 0112 2.7552 0.0000 0 0.0000 0.0320
[23.50] 0.0101 1.7544 0.0321 3334 0.0321 o . 0112 2.7664 0.0000 0 0.0000 0.0321
[23.67] 0.0101 1.7646 0.0321 3353 0.0321 o . 0112 2.7776 0.0000 0 0.0000 0.0321
[23.83] 0.0101 1.7747 0.0321 3372 0.0321 o . 0112 2.7888 0.0000 0 0.0000 0.0321
[24.00] 0.0101 1. 7848 0.0321 3392 0.0321 o . 0112 2.8000 0.0000 0 0.0000 0.0321
[24.17] 0.0000 1.7848 0.0000 3392 0.0221 0.0000 2.8000 0.0000 0 0.0000 0.0221
[24.33] 0.0000 1. 7848 0.0000 3392 0.0083 0.0000 2.8000 0.0000 0 0.0000 0.0083
[24.50] 0.0000 1. 7848 0.0000 3392 0.0031 0.0000 2.8000 0.0000 0 0.0000 0.0031
[24.67] 0.0000 1.7848 0.0000 3392 0.0012 0.0000 2.8000 0.0000 0 0.0000 0.0012
[24.83] 0.0000 1.7848 0.0000 3392 0.0004 0 0000 2.8000 0.0000 0 0.0000 0.0004
[25.00] 0.0000 1.7848 0.0000 3392 0.0002 0.0000 2.8000 0.0000 0 0.0000 0.0002
1.7848 5.6529 max = 0.2325 2.8000 0.0000 max 0.0000 0.2325
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APPENDIX II
Subsection 5
Staging table with operational data related to the infiltration facility.
83
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I Bishop, Loren 24(29-1) infiltration design (low)
Infiltration System Staging Table
I Water Outflow
Surface via Total
Staging Depth WS Elev Volume Area Infilt'n Outflow
I Coef't (feet) (feet) (cu ft) (sq ft) (cfs) (cfs)
a D WS V A Q6 Qtot
-------- -------- ------- -------- -------- --------
0.00 0.00 100.00 0 0 0.000 0.000
I 0.07 0.05 100.05 5 300 0.050 0.050
0.08 0.10 100.10 10 300 0.052 0.052
0.10 0.15 100.15 15 300 0.054 0.054
0.12 0.20 100.20 20 300 0.055 0.055
0.14 0.25 100.25 25 300 0.057 0.057
I 0.16 0.30 100.30 30 300 0.059 0.059
0.18 0.35 100.35 35 300 0.060 0.060
0.19 0.40 100.40 40 300 0.062 0.062
0.21 0.45 100.45 45 300 0.064 0.064
I 0.23 0.50 100.50 50 300 0.065 0.065
0.25 0.55 100.55 54 300 0.067 0.067
0.27 0.60 100.60 59 300 0.069 0.069
0.28 0.65 100.65 64 300 0.070 0.070
I 0.30 0.70 100.70 69 300 0.072 0.072
0.32 0.75 100.75 74 300 0.074 0.074
0.34 0.80 100.80 79 300 0.075 0.075
0.36 0.85 100.85 84 300 0.077 0.077
I 0.38 0.90 100.90 89 300 0.079 0.079
0.39 0.95 100.95 94 300 0.080 0.080
0.41 1. 00 101.00 99 300 0.082 0.082
0.43 1. 05 101. 05 104 300 0.084 0.084
0.45 1.10 101.10 109 300 0.085 0.085
I 0.47 1.15 101.15 114 300 0.087 0.087
0.48 1. 20 101. 20 119 300 0.089 0.089
0.50 1. 25 101.25 124 300 0.090 0.090
0.52 1. 30 101. 30 129 300 0.092 0.092
I 0.54 1. 35 101. 35 134 300 0.094 0.094
0.56 1.40 101.40 139 300 0.095 0.095
0.58 1.45 101.45 144 300 0.097 0.097
0.59 1. 50 101. 50 149 300 0.099 0.099
I 0.61 1. 55 101.55 153 300 0.100 0.100
0.63 1. 60 101. 60 158 300 0.102 0.102
0.65 1.65 101.65 163 300 0.104 0.104
0.67 1. 70 101. 70 168 300 0.105 0.105
0.68 1. 75 101. 75 173 300 0.107 0.107
I 0.70 1. 80 101. 80 178 300 0.109 0.109
0.72 1. 85 101.85 183 300 0.110 0.110
0.74 1. 90 101. 90 188 300 0.112 0.112
0.76 1. 95 101.95 193 300 0.114 0.114
I 0.78 2.00 102.00 198 300 0.115 0.115
0.79 2.05 102.05 203 300 0.117 0.117
0.81 2.10 102.10 208 300 0.119 0.119
0.83 2.15 102.15 213 300 0.120 0.120
I 0.85 2.20 102.20 218 300 0.122 0.122
0.87 2.25 102.25 223 300 0.124 0.124
0.88 2.30 102.30 228 300 0.125 0.125
0.90 2.35 102.35 233 300 0.127 0.127
I 0.92 2.40 102.40 238 300 0.129 0.129
0.94 2.45 102.45 243 300 0.130 0.130
0.96 2.50 102.50 247 300 0.132 0.132
0.98 2.55 102.55 252 300 0.134 0.134
0.99 2.60 102.60 257 300 0.135 0.135
I 1. 01 2.65 102.65 262 300 0.137 0.137
1. 03 2.70 102.70 267 300 0.139 0.139
1. 05 2.75 102.75 272 300 0.140 0.140
1. 07 2.80 102.80 277 300 0.142 0.142
I 1. 08 2.85 102.85 282 300 0.144 0.144
1.10 2.90 102.90 287 300 0.145 0.145
1.12 2.95 102.95 292 300 0.147 0.147
1.14 3.00 103.00 297 300 0.149 0.149
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APPENDIX II
Subsection 6
Flood routing data for the infiltration facilities.
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I PROJECT: Bishop, Loren 24(29-1) infiltration desig:
I 25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow
I via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't
I t Qin Q6 Qtot D V a
------ ------- ------- -------- ------ ------- -------
0.00 0.0000 0.000 0.000 0.00 0 0.00
0.17 0.0000 0.000 0.000 0.00 0 0.00
I 0.33 0.0000 0.000 0.000 0.00 0 0.00
0.50 0.0000 0.000 0.000 0.00 0 0.00
0.67 0.0000 0.000 0.000 0.00 0 0.00
I 0.83 0.0000 0.000 0.000 0.00 0 0.00
1. 00 0.0000 0.000 0.000 0.00 0 0.00
1.17 0.0000 0.000 0.000 0.00 0 0.00
I 1. 33 0.0000 0.000 0.000 0.00 0 0.00
1. 50 0.0000 0.000 0.000 0.00 0 0.00
1. 67 0.0000 0.000 0.000 0.00 0 0.00
1. 83 0.0000 0.000 0.000 0.00 0 0.00
I 2.00 0.0000 0.000 0.000 0.00 0 0.00
2.17 0.0000 0.000 0.000 0.00 0 0.00
2.33 0.0000 0.000 0.000 0.00 0 0.00
I 2.50 0.0000 0.000 0.000 0.00 0 0.00
2.67 0.0000 0.000 0.000 0.00 0 0.00
2.83 0.0000 0.000 0.000 0.00 0 0.00
I 3.00 0.0000 0.000 0.000 0.00 0 0.00
3.17 0.0003 0.000 0.000 0.00 0 0.00
3.33 0.0012 0.001 0.001 0.00 0 0.00
3.50 0.0025 0.002 0.002 0.00 0 0.00
I 3.67 0.0038 0.004 0.004 0.00 0 0.01
3.83 0.0055 0.005 0.005 0.01 1 0.01
4.00 0.0075 0.007 0.007 0.01 1 0.01
I 4.17 0.0093 0.009 0.009 0.01 1 0.01
4.33 0.0110 0.011 0.011 0.01 1 0.02
4.50 0.0125 0.012 0.012 0.01 1 0.02
4.67 0.0140 0.014 0.014 0.01 1 0.02
I 4.83 0.0164 0.016 0.016 0.02 2 0.02
5.00 0.0192 0.019 0.019 0.02 2 0.03
5.17 0.0214 0.021 0.021 0.02 2 0.03
I 5.33 0.0232 0.023 0.023 0.02 2 0.03
5.50 0.0248 0.025 0.025 0.02 2 0.03
5.67 0.0264 0.026 0.026 0.03 3 0.04
I 5.83 0.0294 0.029 0.029 0.03 3 0.04
6.00 0.0330 0.032 0.032 0.03 3 0.05
6.17 0.0354 0.035 0.035 0.03 3 0.05
6.33 0.0373 0.037 0.037 0.04 4 0.05
I 6.50 0.0390 0.039 0.039 0.04 4 0.05
6.67 0.0405 0.040 0.040 0.04 4 0.06
6.83 0.0475 0.046 0.046 0.05 5 0.07
I 7.00 0.0569 0.051 0.051 0.07 7 0.09
7.17 0.0619 0.052 0.052 0.12 11 0.12
7.33 0.0729 0.055 0.055 0.20 20 0.17
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I PROJECT: Bishop, Loren 24(29-1) infiltration desig:
I 25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow
I via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (cfs) (feet) (eu ft) Coef't
I t Qin Q6 Qtot D V a
------ ------- ------- -------- ------ ------- -------
7.50 0.0866 0.060 0.060 0.33 33 0.26
7.67 0.1225 0.068 0.068 0.58 57 0.45
I 7.83 0.2073 0.086 0.086 1.11 110 0.72
8.00 0.2325 0.110 0.110 1. 85 183 0.91
8.17 0.1768 0.128 0.128 2.37 235 0.96
I 8.33 0.1301 0.132 0.132 2.51 249 0.93
8.50 0.1040 0.130 0.130 2.43 240 0.87
8.67 0.0948 0.124 0.124 2.26 224 0.80
I 8.83 0.0822 0.118 0.118 2.06 204 0.71
9.00 0.0681 0.110 0.110 1. 83 181 0.63
9.17 0.0631 0.102 0.102 1. 59 157 0.55
9.33 0.0614 0.094 0.094 1. 37 136 0.48
I 9.50 0.0610 0.088 0.088 1.19 118 0.43
9.67 0.0611 0.083 0.083 1. 04 103 0.38
9.83 0.0613 0.079 0.079 0.92 91 0.35
I 10.00 0.0616 0.076 0.076 0.82 81 0.32
10.17 0.0619 0.073 0.073 0.74 73 0.30
10.33 0.0622 0.071 0.071 0.68 67 0.28
10.50 0.0625 0.070 0.070 0.63 62 0.26
I 10.67 0.0628 0.068 0.068 0.59 59 0.25
10.83 0.0595 0.067 0.067 0.55 55 0.23
11. 00 0.0548 0.065 0.065 0.50 49 0.21
I 11.17 0.0531 0.063 0.063 0.44 43 0.19
11.33 0.0526 0.061 0.061 0.38 38 0.17
11.50 0.0526 0.060 0.060 0.33 33 0.15
I 11.67 0.0526 0.058 0.058 0.29 29 0.14
11.83 0.0528 0.057 0.057 0.26 26 0.13
12.00 0.0529 0.057 0.057 0.24 23 0.13
12.17 0.0531 0.056 0.056 0.22 22 0.12
I 12.33 0.0532 0.055 0.055 0.20 20 0.12
12.50 0.0534 0.055 0.055 0.19 19 0.11
12.67 0.0535 0.055 0.055 0.18 18 0.11
I 12.83 0.0502 0.054 0.054 0.17 16 0.10
13.00 0.0455 0.053 0.053 0.13 13 0.08
13.17 0.0437 0.051 0.051 0.09 8 0.06
I 13.33 0.0432 0.048 0.048 0.05 5 0.05
13 .50 0.0430 0.041 0.041 0.04 4 0.06
13 .67 0.0430 0.044 0.044 0.04 4 0.06
13.83 0.0430 0.042 0.042 0.04 4 0.06
I 14.00 0.0431 0.043 0.043 0.04 4 0.06
14.17 0.0432 0.043 0.043 0.04 4 0.06
14.33 0.0433 0.043 0.043 0.04 4 0.06
I 14.50 0.0433 0.043 0.043 0.04 4 0.06
14.67 0.0434 0.043 0.043 0.04 4 0.06
14.83 0.0418 0.042 0.042 0.04 4 0.05
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I PROJECT: Bishop, Loren 24(29-1) infiltration desig:
I 25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow
I via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't
I t Qin Q6 Qtot D V a
------ ------- ------- -------- ------ ------- -------
15.00 0.0396 0.040 0.040 0.04 4 0.05
15.17 0.0388 0.039 0.039 0.04 4 0.05
I 15.33 0.0385 0.039 0.039 0.04 4 0.05
15.50 0.0384 0.038 0.038 0.04 4 0.05
15.67 0.0384 0.038 0.038 0.04 4 0.05
I 15.83 0.0385 0.038 0.038 0.04 4 0.05
16.00 0.0385 0.039 0.039 0.04 4 0.05
16.17 0.0386 0.039 0.039 0.04 4 0.05
I 16.33 0.0386 0.039 0.039 0.04 4 0.05
16.50 0.0387 0.039 0.039 0.04 4 0.05
16.67 0.0387 0.039 0.039 0.04 4 0.05
16.83 0.0371 0.037 0.037 0.04 4 0.05
I 17.00 0.0341 0.035 0.035 0.03 3 0.04
17.17 0.0322 0.032 0.032 0.03 3 0.04
17.33 0.0315 0.032 0.032 0.03 3 0.04
I 17.50 0.0313 0.031 0.031 0.03 3 0.04
17.67 0.0312 0.031 0.031 0.03 3 0.04
17.83 0.0312 0.031 0.031 0.03 3 0.04
I 18.00 0.0312 0.031 0.031 0.03 3 0.04
18.17 0.0313 0.031 0.031 0.03 3 0.04
18.33 0.0313 0.031 0.031 0.03 3 0.04
18.50 0.0313 0.031 0.031 0.03 3 0.04
I 18.67 0.0314 0.031 0.031 0.03 3 0.04
18.83 0.0314 0.031 0.031 0.03 3 0.04
19.00 0.0314 0.031 0.031 0.03 3 0.04
I 19.17 0.0314 0.031 0.031 0.03 3 0.04
19.33 0.0315 0.031 0.031 0.03 3 0.04
19.50 0.0315 0.031 0.031 0.03 3 0.04
19.67 0.0315 0.032 0.032 0.03 3 0.04
I 19.83 0.0315 0.032 0.032 0.03 3 0.04
20.00 0.0316 0.032 0.032 0.03 3 0.04
20.17 0.0316 0.032 0.032 0.03 3 0.04
I 20.33 0.0316 0.032 0.032 0.03 3 0.04
20.50 0.0316 0.032 0.032 0.03 3 0.04
20.67 0.0317 0.032 0.032 0.03 3 0.04
I 20.83 0.0317 0.032 0.032 0.03 3 0.04
21.00 0.0317 0.032 0.032 0.03 3 0.04
21.17 0.0317 0.032 0.032 0.03 3 0.04
21. 33 0.0318 0.032 0.032 0.03 3 0.04
I 21.50 0.0318 0.032 0.032 0.03 3 0.04
21.67 0.0318 0.032 0.032 0.03 3 0.04
21.83 0.0318 0.032 0.032 0.03 3 0.04
I 22.00 0.0319 0.032 0.032 0.03 3 0.04
22.17 0.0319 0.032 0.032 0.03 3 0.04
22.33 0.0319 0.032 0.032 0.03 3 0.04
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PROJECT: Bishop, Loren 24(29-1) infiltration desig:
25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow
via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (cfs) (feet) (eu ft) Coef't
t Qin Q6 Qtot D V a
------ ------- ------- -------- ------ ------- -------
22.50 0.0319 0.032 0.032 0.03 3 0.04
22.67 0.0319 0.032 0.032 0.03 3 0.04
22.83 0.0320 0.032 0.032 0.03 3 0.04
23.00 0.0320 0.032 0.032 0.03 3 0.04
23.17 0.0320 0.032 0.032 0.03 3 0.04
23.33 0.0320 0.032 0.032 0.03 3 0.04
23.50 0.0321 0.032 0.032 0.03 3 0.04
23.67 0.0321 0.032 0.032 0.03 3 0.04
23.83 0.0321 0.032 0.032 0.03 3 0.04
24.00 0.0321 0.032 0.032 0.03 3 0.03
24.17 0.0221 0.025 0.025 0.02 2 0.01
24.33 0.0083 0.010 0.010 0.01 1 0.00
24.50 0.0031 0.003 0.003 0.00 0 0.00
24.67 0.0012 0.002 0.002 0.00 0 0.00
24.83 0.0004 0.000 0.000 0.00 0 0.00
25.00 0.0002 0.000 0.000 0.00 0 0.00
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