HomeMy WebLinkAboutSWP272327 SURFACE WATER DRAINAGE ANALYSIS
FOR THE
GURUDWARA SINGH SABA OF WASHINGTON
Renton, Washington
December 2, 1996
IFtgo? of
DEC 3 - 1996
801-014G tpio 4 - S
CJ F WAS Nc�iG
aP O
STE¢E�
ONAL
EXPIRES:3/1 2/97
Job No. : 96-046
SEGA Engineers/
Structural & Civil Consulting Engineers
22928 SE 312"ST (360)886-1017
Kent,WA 98042
Cupyri&t 1996,SEGA Engk�
1
SURFACE WATER DRAINAGE ANALYSIS
FOR THE
GURUDWARA SINGH SABA OF WASHINGTN
SECTION 31, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.
RENTON, WASHINGTON
December 2, 1996
Introduction
This portion of the analysis is included to give a brief overview of the project and a description
of the existing storm drainage system on and off the site. For this analysis two site visit(s) were
made to note the condition of the existing drainage system. Field observations were completed
on April 8, 1996.
The proposed project involves the construction of a new temple building, parking facilities, and
associated improvements. The project also involves demolition of a two existing buildings.
Existing site topographic maps, U.S.G.S. maps, City of Renton Storm Drainage maps, and a
field investigation were used to determine the existing drainage configuration.
Proposed Site
The proposed Sikh Temple is located on Talbot Road approximately 1/4 mile north of the
intersection of S 55th Street and Talbot Road, in Renton, Washington. The site is approximately
4 acres and is currently developed with two existing temple buildings, a private residence,
landscaping, a paved parking lot and a grass area used for parking. The new temple building
will be located at the west central portion of the site. An existing residence on the north side of
the site and the eastern most temple building will be demolished and removed.
Approximately 64,000 sf of new paved parking lots will be constructed on the north, south and
west side of the new Temple building. The existing church parking lot(approximately 20,000
so will be re-graded to match new grades.
Existing Drainage Conditions
Surface runoff from the existing site is conveyed to a storm drain system located on the temple
grounds. Surface runoff from the parking lot is collected in catch basins and conveyed to the
existing 12-inch storm sewer at the southwest comer of the existing parking lot. Flows are then
conveyed into an underground detention system located at the southwest comer of the site.
Runoff from the detention pipe is conveyed into a swale that flows southerly along Talbot
Road. Approximately 120 feet south of the site, runoff enters a culvert that crosses Talbot Road
from east to west and discharges into a wetland area.
• Gurudwara Singh Saba Church.
Storm Water Drainage Analysis.
Two well defined drainage channels convey storm water off-site from the area to the east of the
site. The southern most channel conveys storm water from uphill areas and a well house that
is located at the south east comer of the site. Flows in this channel are conveyed into an 8-inch
ductile iron pipe that connects to the existing storm water collection system on the site. The
northern swale conveys flows from the uphill areas to the east of the site. The tributary area
for both of these swales is approximately 7.35 acres. This area is wooded and slopes to the
west at about 7%.
An existing wetland is located at the southeast end of the site. This wetland has been
delineated by wetland consultants and is approximately 0.28 acres. The wetland is located on a
hillside with slopes to 7%. A portion of the wetland (approximately 0.10 acres) will be
removed as a result of this project. To mitigate this a new wetland area (approximately 0.12
acres) will be constructed on the east side of the site.
Method of Analysis
Drainage calculations were performed using methods described in Chapter 3 -- Hydrologic
Analysis, of the King County Surface Water Drainage Manual. Peak runoff rates for the pre-
developed and post developed conditions were calculated using the Santa Barbara Urban
Hydrograph Method. The Water Works design program by Engenious Systems was used to
develop peak runoff rates for the various hydrographs.
King County Drainage Manual— Core Requirements
Core Requirement # 1. Discharge at the Natural Location:
Runoff in the area of the proposed building addition currently discharges into a series of
ditches and storm drain pipes that convey flows southerly along the east side of Talbot Road.
Approximately 120 feet south of the site, runoff enters an 18-inch storm drain pipe that crosses
Talbot Road from east to west and discharges into a wetland area.
The proposed development will in no way divert or change the location of the existing surface
water discharge point. Runoff from the proposed development will be tight-lined into the
existing on-site conveyance system and will be routed into a new two cell combination
detention/wet pond. Storm water will be conveyed from this facility into a new storm drain
system that will be constructed along the east side of Talbot Road. Runoff will be discharged
into an existing ditch just south of the site. These flows will continue to drain south in the
existing ditch to the storm drain pipe that crosses Talbot Road.
The existing drainage swale that carries flows from the area to the east of the site will be routed
into the new conveyance system in Talbot Road and conveyed into the ditch to the west of the
site.
The combination detention/wet pond facility will be designed to discharge peak flows from the
developed site from the 2-vr., 10-yr. and 100-yr. 24-hr. storms at the pre-developed flow rates
(refer to Core Requirement#3). Runoff from the entire area of development will be routed into
2
Gurudwara Singh Saba Church.
Storm Water Drainage Analysis.
the detention facility. Runoff from the areas to the east of the development will be diverted
around the site and routed into the new off-site conveyance system along Talbot Road. There
should no significant adverse impacts to the downstream properties.
Core Requirement#2. Off Site Analysis:
There is approximately 7.35 acres of upstream area tributary to the site. Runoff from this site
currently discharges into two swales located on the site. Runoff from the entire site is currently
conveyed in these swales to the series of ditches and culverts that are presently located along
Talbot Road. From these ditches flows are conveyed to the storm drain pipe that crosses Talbot
Road to the west and discharges into a wetland area on the west side of the roadway.
The proposed conceptual drainage system will intercept the off-site flow and route it into the
existing channel to the north of the development. The runoff will be conveyed westerly
through the channel into the new storm drain system at Talbot Road. This storm drain system
will convey flows to the existing ditch west of the site.
Currently there is no evidence of any drainage problems that may exist in the project area, nor
are any drainage problems predicted after development. The level I downstream analysis
indicated that downstream conveyance system appeared adequate. At the time of our field
investigation there was no evidence of flooding in the storm drainage system
Core Requirement#3: Runoff Control:
The existing site contains approximately 28,300 square feet(0.65 ac) of impervious area. After
development, the new impervious area will be about 95,800 square feet(2.20 ac), resulting in a
net increase of 67,500 square feet of impervious area. The proposed developed site will contain
60% impervious area and 40% pervious area. The drainage analysis indicates that the pre-
developed condition peak flow for the 100-yr., 24-hr storm is 1.83 cfs, and the post-developed
condition peak flow for the 100-yr., 24 hour storm is 2.52 cfs. Since the increase in the peak
runoff for the 100-yr. storm event exceeds the 0.5 cfs threshold per King Countv SWDM, on-
site storm water detention will be provided for this project.
The detention pond will be constructed at the west end of the site near the entrance driveway.
The maximum storage elevation will be 149.0 feet (100-yr., 24-hour storm event). Discharge
from the detention system will be controlled by an outlet device with three orifices that will be
sized for the controlled discharge rate requirements of the 2, 10 and 100 year storm events. The
bottom orifice will be 5.58 inches the second orifice will be 5.13 inches and the third orifice will
be 5.25 inches. The detention pond will provide 1.5 feet of live storage. The wetpond portion
of the basin will have a minimum depth of 3.5 feet for water quality treatment. The proposed
pond will provide an additional one foot of dead storage for sedimentation. A 10-foot
emergency spillway will be constructed at elevation 149.5.
The King County SWM requires a 30 percent safety factor for the detention pond volume.
Detention for the site will be provided by a two cell detention pond that will provide
3
Gurudwara Singh Saba Church.
Storm Water Drainage Analysis.
approximately 4,175 cf of detention capacity. The required volume for the site is 3,113 cubic
feet. The proposed pond will have a safety factor of 1.34.
Computer generated hydrographs for the developed site were routed through the proposed
detention pond and control manhole to determine the capacity of the proposed system. The
results of the routing analysis indicate that the proposed system meets current requirements.
See results of hydrograph routing analysis below:
Table 1 H dro ra h Routing
Storm Event Existing Peak Developed Peak Storage Peak Outflow
Inflow Inflow Required (cf)
cfs cfs c
2-yr. Storm 0.61 1.09 1,715 0.61
10- r. Storm 1.16 1.76 2,909 1.16
100-vr. Storm 1.26 1.84 3,113 1.23
As shown in the table above, the proposed pond and outlet control manhole with orifice riser
will provide sufficient detention capacity.
A 16 foot high (maximum) 'Keystone' retaining wall will be constructed along two of the sides
of the detention pond. A guard rail will be placed along the top of the wall. The other two
sides of the pond will be sloped at 3:1 maximum. The pond will be constructed in a driveway
island and will be accessible from all sides. The maximum length from the driveway to the
center of either cell is 30 feet. Since access for maintenance can be from the adjacent road, a
standard maintenance access road into the pond will not be provided.
Water Quality Control.
Approximately 1.55 acres of new impervious vehicular parking and driving surface will be
created as a result of this prnc+ -TheFefore,-watex quality treatment will be provided for the,
-------- -
new impervious surfaces (Physical-constraints on the site make cpnstruchon of a biofiltration
wale very diffiSult ,(A mbined detention/wet pond will be provided for water quality
con 6T.-"f'he--King County SWM requires that the area provided for water quality be at least 1
percent of the new impervious surface area and that the volume provided for water quality be
1/3 of the runoff volume for the 2-yr.-24 hour storm event for the new impervious surface area.
Additionally, the City of Renton is requiring an additional 50 percent increase in the storage
volume and the surface area. The required water quality treatment surface area is 1012.5
square feet and the water quality storage volume was determined to b 4,950 c bic feet. The
wet pond will have approximately 5,666 cubic feet of water quality storage and will have a
surface area of approximately 3,568 square feet.
Core Requirement #4: Conveyance System:
The proposed on-site conveyance system will consist of a roof collection system, parking lot
catch basins, and an underground storm sewer system that will carry flows to the detention
basin.
4
Gurudwara Singh Saba Church.
Storm Water Drainage Analysis.
The proposed conveyance system will be sized to carry flow from the 25 year storm event.
Since the design drainage basin is less than 25 acres, and the time of concentration is less than
100 minutes, the capacity of the conveyance elements will be determined using the Modified
Rational Method as described in SW DM Section 4.3.3.
The existing channel on the north side of the site was sized to determine the required cross
section for carrying flows from the uphill areas. The results of the sizing show that a 1.5 foot
deep channel with 3:1 side slopes will have sufficient capacity to carry flows for the 25-yr
storm, and will not crest during the 100-yr. storm event.
Core Requirement #5:Erosion & Sedimentation Control Plan:
A temporary erosion and sediment control plan has been prepared for the site to reduce the
risk of erosion or sediment laden runoff leaving the site. We recommend the following
measures be taken:
• A silt fence should located along the west side of the new parking along the frontage with
Talbot Road. The fence should be extended approximately 120 feet east along either side of
the development area.
• Temporary drainage interceptor ditches with rock check dams placed at 50 foot intervals
should be constructed to convey runoff from the uphill areas of the site into a temporary
sedimentation pond to be installed in the location of the proposed detention/wet pond
facility.
• Existing catch basins will be fitted with filter fabric to prevent sediment from entering the
storm drain system.
• New catch basins will be fitted with a filter BMP as pavement is installed.
• A permanent wetpond / detention pond will be constructed during the clearing period of
construction and used as a temporary sediment pond for the duration of construction.
After all construction is complete and the site is stabilized, the sediment pond and the
storm drainage system will be cleaned and the sediment pond will be converted to the
wetpond / detention pond. We do not anticipate any adverse impact to the down stream
features due to the oversized sediment pond. A cross section of the sediment, including all
necessary dimensions, is shown on the plans.
The sediment pond storage volume was computed per King County SWDM section 5.4.4.2.
The required sediment storage volume was computed to be 480 cf. The supplied sediment
storage volume is 5,666 cf and allows for a factor of safety of 11.8. The required surface
area was calculated to be 2,200 sf. The supplied surface area for the sediment pond is 3,568
sf and allows for a 1.6 factor of safety.
• The temporary sedimentation pond should be equipped with a cone riser and gravel filter
and will be connected to the new storm drainage conveyance system.
• The site should be monitored and additional BMP's implemented, if necessary, as
construction continues.
• The project construction drawings shall include the City of Renton Standard Construction
and Erosion Control Notes. These notes address the additional T.E.S.C. BMP's that may be
necessarv.
5
Gurudwara Singh Saba Church.
Storm Water Drainage Analysis.
Core Requirement#6:Maintenance and Operation:
A maintenance and operation requirement for private facilities will be provided per the King
County SWM.
Core Requirement#7. Bonds and Liability:
Bonding will be provided per the King County SWM.
Special Requirement#5: Special Water Quality Controls:
The proposed drainage system will drain into an existing wetland area. Special water quality
controls will be provided for the project. The combined detention/wet pond will be sized to
meet the King County SWM requirements for special water quality controls. See Core
Requirement #3: Runoff Control: above.
Summary
Our investigation indicated that there is no record of any drainage problem within the 1/4 mile
downstream conveyance system. The proposed development will not divert runoff from the
natural existing location. A detention/wet pond facility will be constructed to control release
rates from the site for the 2, 10, and, 100 year storm events. The proposed expansion is in
compliance with the City of Renton drainage codes and the King County Surface Water Design
Manual. There is no evidence of any drainage problems that may exist in the project area, nor
are any drainage problems predicted after development. The Level I downstream analysis
indicates the conveyance system appears adequate and there was no evidence of any bank
sloughing or erosion.
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Draage Basin Identification (5 char): '1 r (� - I r re,
in
Description(30 char):
r
Total Area:
Precipitation:
(500/-)2yr_ zyr L0 537 ioy7r z •9 25yr 50yr Iooyr 3.9
Hydrograph Numbers:
(50%)2yr_ zyr Syr ioyr 25yr 50yr 10oyr
Time of Concentration:
length slope surface type "ri'value time
u,S
100 / Gera <
G .6 ��ss / G Gee/ —
;i
Total Travel Time: 1 �•
Pervious Area: 3.o 3 Impervious Area:
Curve Number. (pervious) (impervious)
J
Land Use Grass l�nr � h 9-r� �aveCJ �caG's � ry55 �rgcL
f �
Soil Type AI /2ru cnrl SGY LS
Hydrologic Soil Group: C
CPL Job No. �6 0066 6! I
Date• �� l7 Cl�
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217 PIKE SiREE7 SURE 520 SEAME.WA 96101 -P:206l343-0160 F:M6r� 5691
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Drainage Basin Identification(5 char): / -�/� / /� aP- �/ /y O a r 02✓
Description(30 char): GJ e /v �eU S �e•
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Total Area: 3 R
Precipitation:
(50%)2yr_ 2yr �Z, O 5}� l0yr •�l 25yr 50yr 100yr
Hydrograph Numbers:
(50%)2yrJ 2yr Syr 10yr 25yr 50yr 100yr
Time of Concentration:
length slope surface type "ri' value time
6 d 5 = C/oser� &46, 4 O.O/ /0 �V,n
Total Travel Time: /0 m
Pervious Area: / y AG Impervious Area: 2. 2 0" c-
Curve Number. (pervious) 8'6 (impervious) /9
Land Use: /1 lrl / sl /�G v �v 1 Una La �1 s � OL 0 1»a
1 , � 1
Soil Type: dLJXr ,
Hydrologic Soil Group: C
CPL job No. y O
Date: a /7 �76
1
.17 PONES:REET,SUgE= SEAME.WA 9E1G: is bu<?-0460 F�D6/S<35691
KING COUNTY, W AS HINGTON. SURFACE WATER DESIGN MANUAL
FIGURE 3.5.1C 2-YEAR 24-HOUR ISOPLUVIALS
e
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2-YEAR 24-HOUR PRECIPITATION
�3.4^ ISOPLUVIALS OF 2-YEAR 24-HOUR
TOTAL PRECIPITATION N INCHES ry =
0 1 2 3 4 5 6 7 8 Mlles /5� --
1: 300.000
KING COUNTY, W AS HINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 3.5.1E 10•YEAR 24-HOUR ISOPLUVIALS
—
22
23
I
24 ' 4
2 -
27
2.8 I ' � ° � ,� � •�Y
3.0
33
41
c 4L n� _
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. i
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10-YEAR 24-HOUR PRECIPITATION
3.4-` ISOPLUVIALS OF 10-YEAR 24-HOUR
TOTAL PRECIPITATION IN INCHES O ,�
0 1 2 3 4 5 6 ] 6 Mlles
1: 300,000 3.5.1-10 1/90
KING COUNTY, W ASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 3.5.11H 100-YEAR 24-HOUR ISOPLUVIALS
3 -- ----- _ - --- - - - -- - -
lL
1 •� � y
41
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tv
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140-YEAR 24-HOUR PRECIPITATION a� ✓ 6.�
i 3.4—ISOPLUVIALS OF 100-YEAR 24-HOUR Q�• y Jr.$
TOTAL PRECIPITATION IN INCHES
0 1 2 3 4 5 6 7 8 Mlles O C•.".` +
3.5.1-13 �. 1
11/15/96 2 :48 : 2 pm page 1
Sikh Temple
Drainage Analysis
-----_____ __________________
-
BASIN SUMMARY {SA firs
BASIN ID: 100 r-dv NAME: 10 DEV LOPED SITE
SBUH METHODOLOGY _
TOTAL AREA. . . . . . . . (2 40 Acres ABASE LOWS : 0 . 00 cfs ,
RAINFALL TYPE . . . . . �YzlA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AR A. . : 0 . 20 Acres 2 . 20 Acres
TIME INTERVAL. . . . : 10 . 00 min C . . . . : 86 . 00 98 . 00
T . . . . . 10 . 00 min 10 . 00 min
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 300 . 00 ns : 0 . 150 p2yr: 2 . 00 s : 0 . 0660
TcReach - Shallow L : 280 . 00 ks : 11 . 0 s : 0 . 0660
PEAK RATE: 1 . 84 cfs VOL: 0 . 71 c-ft TIME: 480 min
BASIN ID: 100 r- r NAME : 1 -YR PRE DEVELOPED SITE
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 2 . 40 Ac BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : --TY15-E-lA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 75 Acres 0 . 65 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00
TC. . . . : 17 . 91 min 17 . 91 min
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 300 . 00 ns : 0 . 1300 p2yr: 2 . 00 s : 0 . 0660
TcReach - Shallow L: 280 . 00 ks : 13 . 00 s : 0 . 0660
PEAK RATE: 1 .26 cfs VOL: 0 . 54 Ac-ft TIME : 480 min
BASIN ID: 10 r-dev NAME: 10-YR DEVELOPED SITE
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3 . 68 Ac BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : lA PERV IMP
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 .48 Acres 2 . 20 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . : 10 . 00 min 10 . 00 min
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr : 2 . 00 s : 0 . 0660
TcReach - Shallow L: 280 . 00 k5 : 11 . 00 s : 0 . 0660
PEAK RATE: 1 . 76 cfs VOL: 0 . 68 Ac-ft TIME : 480 min
11/15/96 2 :48 : 2 pm page 2
Sikh Temple
Drainage Analysis
BASIN SUMMARY
BASIN ID: 10 r- re N 10-YR PRE DEVELOPED SITE
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3 . 68 cres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE . . . . : ElA PERV IMP
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 3 . 03 Acres 0 . 65 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00
TC. . . . : 17 . 91 min 17 . 91 min
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0660
TcReach - Shallow L: 280 . 00 ks : 11 . 00 s : 0 . 0660
PEAK RATE : 1 . 16 cfs VOL: 0 . 52 Ac-ft TIME: 480 min
BASIN ID : 2 r-dev NAME: DEVELOPED SITE
SBUH METHODOLOGY '
TOTAL AREA. . . . . . . : 3 . 68 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : - -TYPElA PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 48 Acres 2 . 20 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . : 10 . 00 min 10 . 00 min
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0660
TcReach - Shallow L: 280 . 00 ks : 11 . 00 s : 0 . 0660
PEAK RATE: 1 . 09 cfs VOL: 0 .43 Ac-ft TIME : 480 min
BASIN ID : 2yr-pre NAME• -YR PRE DEVELOPED SITE
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3 . 68 Acre BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : PE PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 3 . 03 Acres 0 . 65 Acres
TIME INTERVAL. . . . : 10 . O0 min CN. . . . : 85 . 00 98 . 00
TC. . . . : 17 . 91 min 17 . 91 min
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0660
TcReach - Shallow L: 280 . 00 ks : 11 . 00 s : 0 . 0660
PEAK RATE: 0 . 61 cfs VOL: 0 . 30 Ac-ft TIME: 480 min
11/15/96 2 : 52 : 35 pm _�____ ___ _ . page 1
Sikh Temple
Drainage Analysis
---------------------------------------------------------------------
--------------- ----- ----- --------------
STAGE STORAGE TABLE
CUSTOM STORAGE ID No. D-POND1
Description: DETENTION POND 1
STAGE <----STORAGE----> STAGE -----STORAGE----- STAGE -----STORAGE----> STAGE a----STORAGE---->
(ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft-
------------------------ Ana_ =----------=------------warm-----_--- ----_.-.---.----__---_---
147.50 0.0000 0.0000 148.20 2338 0.0537 148.90 4676 0.1073 149.60 7896 0.1813
147.60 334.00 0.0077 148.30 2672 0.0613 149.00 Salo 0.1150 149.70 8377 0.1923
147.70 668.00 0.0153 148.40 3006 0.0690 149.10 5491 0.1261 149.80 8858 0.2034
147.80 1002 0.0230 148.50 3340 0.0767 149.20 5972 0.1371 149.90 9339 0.2144
147.90 1336 0.0307 148.60 3674 0.0843 149.30 6453 0.1481 150.00 9820 0.2254
148.00 1670 0.0383 148.70 4008 0.0920 149.40 6934 0.1592
148.10 2004 0,0460 148.80 4342 0.0997 149.50 7415 0.1702
11/13/96 8 : 5 : 10 am page 5
Sikh Temple
Drainage Analysis -
---------------------------------------------------------------------
---------------------------------------------------------------------
DISCHARGE STRUCTURE LIST
COMBINATION DISCHARGE ID No. NEW-COMB
Description: NEW COMBINATION ORIFIC/RISER
Structure : NEW-ORIF Structure :
Structure : NEW-RISK Structure :
Structure :
MULTIPLE ORIFICE ID No. NEW-ORIF
Description: NEW MULTIPLE ORIFICE
Outlet Elev: 147 . 50
Elev: 145 . 50 ft Orifice Diameter: 5 . 5840 in.
Elev: 148 . 10 ft Orifice 2 Diameter: 5 . 1328 in.
Elev: 148 . 50 ft Orifice 3 Diameter: 5 . 2500 in.
RISER DISCHARGE ID No. NEW-RISR
Description: NEW RISER
Riser Diameter (in) : 12 . 00 elev: 149 . 00 ft
Weir Coefficient . . . : 9 . 739 height : 150 . 00 ft
Orif Coefficient . . . : 3 . 782 increm: 0 . 10 ft
11/13/96 8 : 5 : 11 am page 6
Sikh Temple
Drainage Analysis
---------------------------------------------------------------------
---------------------------------------------------------------------
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- c-PEAR-> STORAGE
a--------DESCRIPTION---------- (cfs) (cfs) --id- --id- a-STAGE, id VOL (cf) ff Gas
»>.A'.�=_-'---------------------.-0.61-e--1e=ms»--,N-D=-,N..an.:a-ae1-4-8�s-1me-I-v-1-
2 YEAR STORM ............ ..... 0.61 1.09 D-POND1 NEW-COMB 148.01 1 1715.01 cf 0,61
10 YEAR STORM ................ 1.16 1.76 D-POND1 NEW-COMB 148.37 2 2909.53 cf 1, 5
100 YEAR STORM ............... 1.26 .84 -POND1 NEW-COMB 148.43 3 3112.65 c 1, 23
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SEGA Engineers PROJECT
titrmtural & Civil Cunsuiting Engineers
JOB NO. o�r.> FIGURED BY �N�
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BASIN SUMMARY
BASIN ID: 2yr-wq NAME : 2-YR DEVELOPED SITE
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1 . 55 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPEIA PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 00 Acres 1. 55 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . : 10 . 00 min 10 . 00 min
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0660
TcReach - Shallow L: 280 . 00 ks: 11 . 00 s : 0 . 0660
PEAR RATE: 0 . 61 cfs VOL: 0 .23 Ac-ft TIME: 480 min
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'KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
-TABLE 3.5?11 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982)
Runoff curve numbers for selected agricultural, suburban and urban land use for Type to
rainfall distribution, 24-hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A B C D
Cultivated land(1): winter condition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 82 89 92
Meadow or pasture: I 65 78 85 89
Wood or forest land: undisturbed or older second growth 42 64 76 81
Wood or forest land: young second growth or brush 55 72 81 86
Orchard: with cover crop 8t 88 92 9a
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping.
good condition: grass cover on 75%
or more of the area 68 80 9 90
fair condition: grass cover on 50%
to 75% of the area 77 85 90 92
Gravel roads and parking lots 76 85 89 91
Dirt roads and parking lots 72 82 87 89
Impervious surfaces, pavement, roofs, etc. I 98 98 98 98
Open water bodies: lakes, wetlands, ponds, etc. 100 100 100
Single Family Residential (2)
Dwelling Unit/Gross Acre % Impervious (3)
1.0 DU/GA 15 Separate curve number
1.5 DU/GA 20 shall be selected
2.0 DU/GA 25 for pervious and
2.5 DU/GA 30 impervious portion
3.0 DU/GA 34 of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
Planned.unit developments, % impervious
condominiums, apartments, must be computed
commercial business and
industrial areas.
(1) For a more detailed description of agricultural land use curve numbers refer to National Engineering
Handbook, Section a, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/storm system.
(3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers.
3.5.2-3 11/92
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SEGA Engineers PROJECT 51JO mmae
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22928 SE 312th ST • Ken[, Washington 98042 �
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22928 SE 312th ST • Kent, Washington 98042
(360) 886-1017 • Fax (360) 886-L016 CHECKED BY DATE11/1VIt. SHEET OF
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
o To complete the desian of the temporary sediment trap:
I
a. The 'Pond Geometry Equations" section in the "Reference portion at the back of the
Manual may also be useful in designing the sediment trap.
b. A 3:1 aspect ratio between the trap length and width of the trap is desirable. Length Is
defined as the average distance from the inlet to the outlet of the trap. This ratio is
included in the computations for Figure 5.4.4C for the surface area at the interface
between the settling zone and sediment storage volume.
C. Determine the bottom and top surface area of the sediment storage volume to be
provided (see Figure 5.4.40) while not exceeding 1.5' in depth and 3:1 side slope from
the bottom of the trap. Note the trap bottom should be level.
d. Determine the total trap dimensions by adding an additional 2' of depth above the
surface of the sediment storage volume, while not exceeding 3:1 side slopes, for the
required settling volume. (see Figure 5.4.4C)
TABLE SAAA HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY
SOIL SOIL
EROD- EROD-
HYDROLOGIC IBILITY HYDROLOGIC IBIUTY
SOIL GROUP GROUP' FACTOR;W SOIL GROUP GROUP' FACTOR.W
Alderwood C 0.15 Oroas Peat 0 0.00
rants,Aiderwoca C 0.15 Orkla 0 0.49
Arents, Everett B 0.17 Ovalf C 0.17
Beausite C 0.15 Pilchuck C 0.10
Bellingham 0 0.32 Puget D 0.28
Briscot 0 0.32 Puyallup B 0.28
Buckley 0 0.32 Ragnar B 0.32
Coastal Beaches Variable 0.05 Renton D 0.43
Eadmont Silt Loam 0 0.37 Rlverwash Variable
Edgewick C 0.32 Saul C 0.37
Everett A 0.17' Sammamish 0 0.37
Indianola A 0.15 Seattle 0 0.00
Mtsap C 0.32 Shacar 0 0.00
Maus C 0.17 SI Silt C 0.37
Mixed Alluvial Land Variable 0.10 Snohomish 0 0.32
Nedton A 0.10 Sultan C 0.37
Newberg B 0.32 Tukwila 0 0.00
Nooksack C 0.37 Urban Variable
Norm. Sandy Loam D 0.24 Woodinville D 0,37
HYDROLOGIC SOIL GROUP CLASSIFICATIONS
A. (Low runoff potential). Soils having high lnNtratlon rates, even when thoroughly wetted,and consisting
chiefly of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water
transmission.
S. (Moderately low runoff potentiet). Soils having moderate Infiltration rates when thoroughly wetted, and
consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of
water transmission.
C. (Moderately high runoff potential). Soils having slow Infiltration rates when thoroughly wetted,and
consisting chiefly of soils with a layer that Impedes dowrrward movement of water, or soils with moderately
fine to fine textures. These sods have a stow rate of water transmission.
D. (High runoff potential). Soils having very slow Infiltratlon rates when thoroughly wetted and consisting
chiefly of Gay sods with a high swelling potential, sods with a permanent high water table, sods with a
hardpan or Gay layer at or near the surface, and shallow sods over nearly Impervious material. These sods
have a very slow rate of water transmission.
From SCS,TR-55, Second Edition,June 1988, Exhibit A-1. Revisions made from SCS, Soils Interpretation
Record, Form 05.September.1988.
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100:1 1 O.Oli 0.181 11.10 11.10 0.11 11.11 0.12 0.12 0.12 0.0 0.14 0-14 0.15 O.16 0.16 O.Ifi 0.17 0.17 0.18 0.18 0.19 0.19 0.20 - z
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:1 11.11 0.111 0.20 0.22 0.23 0.25 0.26 0.27 0.28 0.29 0.32 0.35 0.38 0.40 OA2 0.43 0.45 0.46 0.40 0.51 0.54 0.55 0.57
4 11.16 0.21 0.25 0.28 0.30 0.33 O95 0.31 0.38 0.40 0.47 0.53 0.58 0.62 A.f.6 0.70 0.73 0.76 0.82 0.87 0.92 0.96 1.00 y
IS•!I1;1 5 0.17 11.24 0.29 0.14 0.96 0.41 0.45 0.48 0.51 0.53 046 0.76 0.85 0.93 1.00 1.07 1.1:1 1.20 1.31 1.12 1.51 1.60 I.69
6 41.21 0.:111 0.17 0.43 0.48 0.52 0.66 0.60 O.G.1 0.67 0.82 095 1.06 1.16 1.26 1.34 1.43 1.50 1.65 1.78 1.90 2.02 2,13 'D
7 LL26 0.37 11.45 0.52 0.58 0.61 O.fi9 0.74 0.78 0.82 1.01 1.17 1.30 1.43 1.54 PAS 1.75 1.81 2.02 2.18 2.33 2.47 2.61 V'
123:1 8 0.31 (1,44 0.54 0.63 0.70 0.77 083 0.89 0.91 O.J'J 1.21 1.40 1.57 1.72 1.85 1.98 2.10 2.22 2.43 2.62 2.00 2.97 3.13 .T.
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1r 0.81 1.14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.56 3.13 3.62 4.05 4.43 4.79 6.12 5.4 5.72 6.27 6.77 7.24 7.68 8.09 0
6:1 16.7 0.96 1.36 PAR 1.92 2.15 2.36 2.54 2.72 2.88 3.04 3.72 4.30 4.81 5.27 5.69 6.08 6.45 6.811 7.45 8.04 8.60 9.12 9.62 z
5:1 20 1.29 1.92 2.23 2.58 2.88 3.16 3.41 3.65 3.87 4.08 5.00 5.77 6.45 7.06 7.63 8.16 8.65 9.12 9.99 10.79 11.54 12.24 12.90
p 4%:1 22 1.51 2.13 2.61 3.02 3.37 3.69 8.99 4.27 4.53 4.77 5.84 6.75 7.54 8.26 8.92 9.54 10.12 10.67 11.68 12.62 13.49 14.31 15.08 C"
A 4A 25 1.86 2.63 3.23 3.73 4.16 4M. 4.93 5.27 5.59 5.89 7.21 8.33 9.31 10.20 11.02 11.78 12.49 13.17 14.43 15.58 19.66 17.67 18.63 �7
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35 3.23 4.57 &GO 6.46 7.23 7.92 &M 9.14 9.70 10.22 12.52 1.1.46 16.16 17.70 19.12 20.44 21.68 22.86 25.04 27.04 28.91 30.67 32.32 f)
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45 4.81 6.80 8.33 9.61 10.75 11.77 12.72 13.60 14.42 15.20 18.62 21.50 24.03 2G.33 28.44 30.40 32.24 33.99 37.23 40.22 42.99 45.60 48.07
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55 6.48 9.16 11.22 12.96 14.48 15.87 17.14 18.32 19.43 20.46 25,09 28.97 32.39 35.48 38.32 40.97 43.45 45.80 50.18 64.20 57.94 61.45 64.78
Ig:1 57 6.62 9.64 11.80 13.63 15.24 16.69 18.03 19.28 20.45 21.55 2G.40 30.48 34.08 37.33 40.32 43.10 45.72 48.19 52.79 57.02 60.96 64.66 68.15
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MI 66.7 8.44 11.93 14.61 16.88 18.87 20.67 22.32 23.87 25,31 26.6111 32.68 37.74 42.19 46.22 49.92 53.37 56.60 50.66 65.36 70.GO 76.47 80.05 84.38 �
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90 12.412 MOO 20.82 24.04 26.88 29.41 31.00 34-00 Woo 38.01 46.55 63.76 M.10 65.84 71.11 76.02 80.63 84.99 93.11 100.57 107.51 114.03 120.20 �
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