HomeMy WebLinkAboutSWP272973(1) T RLAD
' ASSOCIATES
11814 115th Avenue NE
Kirkland,WA 98034-6923
' 425.821.8448
425,821.3481 fax
800.488.0756 toll free
www.triadassoc.com
Sienna
TE
CHNICAL INFORMATION REPORT
' King County, Washington
1
' Prepared For:
Conner Homes
' Issued March 21 , 2002
Revised May 20, 2002
1
t
Job# 01-108
' Storm Water Drainage Analysis
' Prepared For:
Conner Homes Company
Issued March 21 , 2002
' Revised May 20, 2002
of ns
Prepared By:
' Rebecca Cushman, PE
NAL
EXPIRES -Z L-v Z
' Reviewed By:
Clay A. Loomis, PE
' May 20,2002 Page 1
Job#01-108 rT T�7 A D
S�f I,�I F,
Storm Water Drainage Analysis
Table of Contents
1
1
1 PROJECT OVERVIEW.......................................................................................1
' Vicinity Map...................................................................................................................................... 1
2 CONDITIONS AND REQUIREMENTS SUMMARY............................................2
' 2.1 CORE REQUIREMENTS..................................................................................................... 2
3 OFFSITE ANALYSIS..........................................................................................4
4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND
DESIGN .....................................................................................................................8
' 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN.........................................9
5.1 Conveyance for Upstream Flows...................................................................................... 9
' 6 SPECIAL REPORTS AND STUDIES ...............................................................11
7 OTHER PERMITS.............................................................................................12
8 ESC ANALYSIS AND DESIGN ........................................................................13
9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF
COVENANT.............................................................................................................14
' 10 OPERATIONS AND MAINTENANCE MANUAL ..........................................15
Appendix..................................................................................................................A
Drainage path through Sienna to 24" Cross Culvert
Storm Sewers Output
Excel Output
In pockets at end of appendix:
Upstream Tributary Map
Approximate 100-yr Flood Plain Exhibit
' May 20,2002 Page ii
Job#01-108
Ti 11L'11J
' Storm Water Drainage Analysis
1 1 PROJECT OVERVIEW
' The project proposes to provide conveyance for flows produced by approximately 170 acres
located north of SE 128"' Street as requested by the City of Renton. Approximately 600 feet
of King County Right-of-Way will be included in the conveyance portion of the development
site. The King County portion of the site is located on Jericho Ave from NE 2'd St. to 600
' feet south of NE 2nd St.. In general, the site lies within Section 15, Township 23 North,
Range 5 East, W.M., King County, Washington. Please see the Vicinity Map below.
1
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vlSE::6 to 5:
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2 f
I SE lzct+ St
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I` I << 7TE
Renton
' Vicinity Map
Not to Scale
' A site visit was performed on July 2, 2001, a warm, sunny day. Jericho Ave. consists of
pavement and gravel shoulders with a shallow 12" conveyance system for drainage control.
' May 20,2002 \ Page 1
Job#01-108
TRIAD
Storm Water Drainage Analysis
2 CONDITIONS AND REQUIREMENTS SUMMARY
Please note that the only recommendation from the City of Renton that is applicable to
' the Right-Of-Way permit is condition #6 as shown below.
' RECOMMENDATIONS:
The City Council should approve the proposed plat subject to the following conditions:
6. The applicant and City shall work together to make sure that even the temporary
system does not exacerbate the flooding and the City in its sole discretion may require
additional interim measures to reduce or eliminate flooding potential.
The applicant and the City have worked together to reduce or eliminate flooding
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potential. Please seethe Road and Storm Plans.
' 2.1 CORE REQUIREMENTS
2.1.1 Core Requirement #1: Discharge at the Natural Location
All of the upstream storm water flows to a 24-inch culvert that crosses under 144�h Ave SE
' approximately 600 feet south of NE 2r'd Street.
2.1.2 Core Requirement #2: Offsite Analysis
Please see the Level 1 downstream analysis provided in Section 3.
2.1.3 Core Requirement #3: Flow Control
' No new impervious areas are proposed. The pipe system will be placed under the existing
' street.
' May 20, 2002 Page 2
Job#01-108 �TR A Tl
Storm Water Drainage Analysis
' 2.1.4 Core Requirement #4: Conveyance System
The new pipe system will be designed with sufficient capacity to convey and contain the
' 100-year peak flow.
2.1.5 Core Requirement #5: Erosion and Sediment Control
Both temporary and permanent erosion and sediment controls shall be implemented. BMP's
provided shall consist of cover measures and traffic area stabilization and dust control.
' 2.1.6 Special Requirement #1: Other Adopted Area-Specific
Requirements
The site is located in the Cedar River Basin Plan.
May 20,2002 Page 3
Job#01-108
4RIAD
' Storm Water Drainage Analysis
' 3 OFFSITE ANALYSIS
' Introduction
The project proposes to create 62 single-family lots on a 15.92-acre property. 15.7 acres will
be included in the development site, and the remainder left as protected wetlands and
' associated buffers. The site is located north of NE 2nd St. and east of Jericho Ave. In general,
the site lies within Section 15, Township 23 North, Range 5 East, W.M., King County,
Washington.
UPSTREAM DRAINAGE ANALYSIS
A site visit was performed on July 2, 2991 to observe the upstream, site and downstream
drainage conditions. The following analysis is based on that site visit and related research of
' available records.
Upstream Basin
' There are approximately 170 acres of upstream area tributary to the site as delineated on the
Upstream Tributary Map. This area consists mainly of existing nursery, single-family
residences, roadway and miscellaneous wetlands. Storm water tends to sheet flow over the
yard and roadway areas where it is picked up by ditches and pipes. A 42-inch storm line
carries the flow south under SE 128`h St. where it discharges into a ditch behind a residence
' at 14415 SE 128" St. The ditch ranges from 2 to 3 feet deep and then travels under a
' driveway via an 18-inch culvert. The storm water enters the north property line of parcel
north of NE 2r'd Street via the ditch and meanders through an existing swale in a southerly
direction where it outfalls into the ditch system on NE 2nd Street.
May 20,2002 Page 4
Job#01-108
4RLAD
' Storm Water Drainage Analysis
' DOWNSTREAM DRAINAGE ANALYSIS
Site and Downstream Runoff
The runoff flows through 12-inch pipes, ditches and sheet flow over the roadway in a
' southerly direction. The water is transported via the above-mentioned systems into a 24-inch
concrete culvert that crosses under 144th Ave SE. The water discharges on the west side of
144th Ave SE into a seasonal stream called Maplewood Creek. The creek bed was dry at the
time of the site visit. It is well vegetated with grass and meanders through a pasture. The
stream flows in a west-southwesterly direction to 142nd Ave SE where it then flows south and
into the Cedar River. There were no apparent signs of flooding outside of the ditch/swale
' streambed. Please see the "Drainage path through Sienna to 24" Cross Culvert" exhibit that
shows the natural drainage path and the proposed 36"pipe system.
' Drainage Problems
According to complaints compiled by the King County Water and Land Resources Division,
' flooding has occurred between the NE 2nd Street and the 24-inch concrete culvert.
Specifically, complaints #86-0739 and #90-0556 reported of flooding of private property at
' 13323 1461h Ave SE. (See the Drainage Complaints exhibit located in the appendix).
' The first enclosed complaint was received on July 23, 1986. The complaint was of water
flowing from Maplewood Heights Elementary School onto the property. The investigation
narrated that the school property is 3-6 feet lower than the complainants' property. Therefore
the complaint was closed. The second complaint was received on February 6, 1990. It
appears that a neighbor filled a low area in their yard that forced drainage to pond in an
adjacent yard. The action taken by King County Department of Public Works was not
included in the report. At the time of the site visit performed on July 2, 2001, the drainage
swale at this location was poorly defined for approximately 100 feet. At this point, the
' drainage converges with the outflow of the 18-inch pipe from the north. The channel is well
defined at the convergence point.
May 20,2002 1..\ Page 5
Job#01-108
SSnCI.\T F,ti
' Storm Water Drainage Analysis
' The ditches along NE 2nd St and 146"' appear to have not been maintained in several years.
There are numerous alder saplings along with heavy growth of vegetation. The resident at
the corner of NE 2nd St. and 1461h Ave SE stated that he has not seen a maintenance crew in
over 5 years. He also stated that the ditches have not overflowed but have come close to the
top. No flow was observed on the day of the site visit.
' RESOURCES USED FOR ANALYSIS
' Refer to the appendix for a copy of the following maps and figures.
' Sensitive Areas Folio
Maps from the King County Sensitive Areas Folio, dated December 1990, show that the site
is not in a sensitive area with regards to seismic hazards, coal mines, landslide hazard,
erosion hazard, streams or wetlands.
King County Basin Reconnaissance Program
According to the King County Basin Reconnaissance Program, the site is located within the
Lower Cedar River sub-basin of the Cedar River Drainage Basin.
Soils Survey for the King County Area
The site is underlain with Alderwood gravelly sand loam according to the Soils Survey for
� Y Y g Y
the King County Area.
King County Community Planning Area
The site is located within the Newcastle Community Planning Area.
May 20,2002 Page 6
Job#01-108 TD
SS C IAT EY
' Storm Water Drainage Analysis
DRAINAGE CONCEPT
The proposed drainage system will consist of a 36" pipe connecting into an existing 24"
cross culvert to convey storm water from approximately 160 acres to the north from NE 2"d
Street to 600 feet to the south.
May 20,2002 Page 7
Job#01-108
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SHEET NO- 11
' KING COUNTY AREA, WASHINGTON
IREN'TON QUADRANGLE)
1 680000 FEET 122°07'30"
47`30'
'?MI. 10'
AgD
' AmC
i AgC
----- o AgC j�✓ Brd-
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9
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i AgD
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F
428 i AgB\11
27 AmB AgB , SAILS SURVEY
ur i 492I
PARTMENT OF AGRICULTURE
NSERVATION SERVICE KING COUNTY AREA,WASHINGT
SOIL LEGEND
The first capitol letter is the initial one of The soil none. A second capitol letter,
A, B,C, D, E,or F, indicates the class of slope. Symbols withovt o slope letter
are those of nearly level soils.
SYMBOL NAME 13—dory, notion,
AgB Alderwood grovelly sandy loom,0 to 6 percent slopes Stare.............
AgC Alderwood gravelly sondy loom,6 to 15 percent slopes County, Parish
' AgD Alderwood gravelly sandy loom, 15 to 30 percent slopes
AkF Alderwood and Kitsop soils,very steep Civil township,
AmB Arents,Alderwood moteriol,0 to 6 percent slopes+
AmC Arents,Alderwood materiol,6 to 15 percent slopes+ Incorporoted ci:
An Arents, Everett materiol• Rezervotion,nc
' BeC Beousire gravelly sandy loom,6 to 15 percent slopes $moll pork,ten
13e0 Beousite gravelly sandy loom, 15 to 30 percent slopes
0 F Beousile gravelly sandy loom,40 to 75 percent slopes ^•f y..•...---
Bh Be11ingt.om e'.rt :oam
Br Briscot silt loom Township rr ronT
' B. Buckley silt loom I.,..t.:...y•,,ro•.u.
Cb Coastal Beaches Section hne,Unit
Ea Eorlmont silt loom Section line,opp,
' Ed Edgewick fine sandy loom Township line, no
EvB Everett grovelly sandy loom, 0 to 5 percent slopes
EvC Everett grovelly sandy loom, 5 to 15 percent slopes Section line,not t
EvD Everett grovelly sandy loom, 15 to 30 percent slopes Section corner, fat
EwC Everett-Alderwood gravelly sandy looms, 6 to 15 percent slopes
Bounder y manner
InA Indianola loony fine Bond,0 to percent slopes
1r,c Indionolo loamy fine send,4 to)5 percent slopes United Stores mrnt
InD Indionolo loony fine send, 15 to 30 percent slopes
KpB Kitsop silt loom, 2 to 8 percent slopes
KpC Kitsop silt loom, 8 to 15 percent slopes Buildings (dwelhn
KpD Kirsop silt loom, 15 to 30 percent slopes School,church,on
KsC Klaus gravelly loamy send,61. 15 percent slopes
Buildings (born,..
M. Mi.ed ollwiol land
Power rronsrnissio
' Nec Neilton very gravelly loamy Bond,2 to 15 percent slopes Telephone line,pi
Ng Newberg silt loom
Nk Nooksock silt loom Wells nrher than w•
No Normo sandy I—
Tonks;oil,water,
' Or Orcos peat Located or land—,
Oz 0ridia silt loom
O+C Ovoll gravelly loam,Oto 15 percent slopes
OvD Ovoll gravelly loom, 15 to 25 percent slopes
OvF Ovoll gravelly loom,40 to 75 Horizontal and vM
9r Y percent slopes
' Pc Pi Tablet, spirit Ier
khuck loamy line cor d
Pk Pilchvck fine sandy loom Other recaverobl-
Pa Pvger silty cloy loom
Py Puyallup fine sandy loom Horir—tol control
RoC Rognor fine sorely loam,6 to 15 percent slopes Any recoverable
Rol) Rognor fine sandy loom, 15 to 25 percent slopes Vertical control s1a
RdC Rognor-Indionolo association,sloping+
RdE Rognor-Indionolo association,moderately steep+ Other rec.veroblr
Re Renton silt loom
Rh Rivcrwosh
Checked spot elevo
So Wei silt loom Unchec Ltd spar ele
Sh Soomomish silt loom
Sk Seattle muck
' S. Shaker muck
Sn Si silt loom
So Snohomish silt loom
Sr Snohomish silt loom, thick surface variant
Su $upon silt loom
' Tu Tukwilo muck
Ur Urban land
W. Woodinville silt loom
f The composition of these vnits is more variable than that of the others
in the area,bur it has been controlled well enovgh to interpret for the
.*petted use of the soils.
v
:TABLE 3 B'EQUIYA-LIENC-FKTBTWEEN SCS SOIL fiYPE-AND'KCRTS SOIL-TYPES
_ � F.L
' SCS Soil Type SCS KCRTS Soil Notes
Hydrologic Group
Soil Group
--� Alderwood (AgB, AgC,AgD) C Till
Arents, Alderwood Material (AmB, AmC) C Till
Arents, Everett Material (An) B Outwash 1
' Beausite (BeC, BeD, BeF) C Till 2
Bellingham (Bh) D Till 3
Briscot (Br) D Till 3
Buckley (Bu) D Till 4
' Earlmont (Ea) D Till 3
Edgewick (Ed) C Till 3
Everett (EvB, EvC, EvD, EwC) A/B Outwash 1
' Indianola (InC, InA, InD) A Outwash 1
Kitsap (KpB, KpC, KpD) C Till
Klaus(KsC) C Outwash 1
' Neilton (NeC) A Outwash 1
Newberg (Ng) B Till 3
Nooksack (Nk) C Till 3
' Norma (No) D Till 3
Orcas (Or) D Wetland
Oridia (Os) D Till 3
' Ovall(OvC, OvD, OvF) C Till 2
Pilchuck (Pc) C Till 3
Puget (Pu) D Till 3
Puyallup (Py) B Till 3
Ragnar(RaC, RaD, RaC, RaE) B Outwash 1
Renton (Re) D Till 3
Salal (Sa) C Till 3
Sammamish (Sh) D Till 3
Seattle (Sk) D Wetland
Shalcar(Sm) D Till 3
Si (Sn) C Till 3
Snohomish (So, Sr) D Till 3
' Sultan (Su) C Till 3
Tukwila (Tu) D Till 3
Woodinville (Wo) D Till 3
' Notes:
1. Where outwash soils are saturated or underlain at shallow depth(<5 feet) by glacial till,they should
be treated as till soils.
2. These are bedrock soils, but calibration of HSPF by King County DNR shows bedrock soils to have
similar hydrologic response to till soils.
3. These are alluvial soils,some of which are underlain by glacial till or have a seasonally high water
table. In the absence of detailed study,these soils should be treated as till soils.
4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is
assumed to be similar to that of till soils.
1998 Surface Water Design Manual 9/1/98
3-25
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1 I
g County Water and land Resources Division-Drainage Services Seddon
At SBBPCh Printed '. 8127101 4:24:42 PM
o.pidl'l NI' Typo of Problem A;ddross of Problem Comments Tbros Pago
abor Code _
1975-0135 C FLDG 13921 SE 136TH PL SWAMP/SE 136TH PUHIDEWAY HTS 656J2
�81-0197 C DRNG 13832 SE131STST BLKED 656J2
82-0341 C FLDG 14005 SE 133RD ST 656J2
982-0386 C DRNG 12808 138TH AVE SE &FLDG 656,12
62-0491 C FLDG 14009 SE 128TH ST MAPLEWOOD HTS 656,12
1982-0525 C DVR 16935 116TH AVE SE @ SE 132ND/144TH AVE SE 656,12
83-0353 C FLDG 13224 144TH AVE SE "' 656J2
�84-0221 C DVR 140XX SE 132ND ST FLDG 656J2
1985-1010 C DRNG 14100 SE 132ND ST SEE 84-10051TO ROADS 656J2
186-01 D9 C DRNG 14011 SE 132ND ST SURFACE WATER 656J2
86-0256 C 658J2
656J2
1986-0256 F
t98"2S1
56COMMITTED DATE:IST QTR 1989. 656J2
86-03A4 C DRNG 138TH AVE SE SYSTEM SILTED 656J2
86-03A4 E I PROB CRTD. 656J2
86-0739 C FLDG 13323 146TH AVE SE WATER FROM SCHOOL 656J2
f
1007-0255 C FLDG 14639 SE 132ND ST STANDING WATER& MUD 656J2
0328 C DRNG 13323 146TH AVE �E CO DIVERTED DRNG ONTO PROPERTY 656J2 <— -
I� )405 C FLDG 13025 138TH AVE S`E SEE 87-0463 OVER STREET 656J2
1987-0445 C FLDG 13837 SE 128TH ST FILLING OF LOT 656J2
1987-0445 ER FLDG 13837 SE 128TH ST tt SEE 66-03A4 PENTON. 87-0707 656J2
987-0463 X FLDG 13025 138TH AVE SE ON 138TH AVE SE 656J2
1988-0280 C DRNG 14106 SE 135TH ST STRORM DRAIN FAILURE 656J2
4989-0036 C DEBRIS 14003 SE 132ND ST DEBRI ON RD TO DET POND 656J2
989-0113 C DRNG 13852 SE 128TH AVE DRAINAGE OF NEIGHBORS FILL/ROAD CO 656J2
989-0200 C SETTLING 13120 138TH AVE 8E SINK HOLE IN YARD 658,12
I9BM461 S2 FLDG/DVR 14011 SE 132ND ST SEE:86-0256YAHN PH 1 656J2
1989-0472 X INQUIRY 14105 SE 133RD ST STATUS OF STUDY(YAHN STUDY) 656J2
989-0636 X DRNG 14103 SE 132ND ST YAHN STUDY COMPLAINTS 656J2
1990-0209 C FLDG 14639 SE 132ND ST DITCH OVERFLOW/STORM EVENT 656.12
1990-0388 C DRNG 14105 SE 133RD ST FLOODING IN NBRHD 656J2
�990-0512 C DRNG 13600 138TH AVE �E CROSS PIPE ERODING RAVINE 656J2
990 0556 C DRNG 13323 146TH AVE SE DITCH ENDS/DIVERTED WATER 656J2�
1990-0556 ER DRNG 13323 146TH AVE SE XPIPE AND POND/DITCH ENDS 656J2
1990-,0804 X FLDG 14105 SE 133RD ST COMPLETION OF STUDY 656,12
1990-1511 X FLDG 14105 SE 133RD ST CAPACITY OF PLAT DRNG 656J2
1991-0081 SR DRNG 14105 S 133RD ST PUGET COLONY HOMES 656,12
Page 1 of 3
Gomefii Type Type of Problem Address of Problem Comments Tbrae Pape
amber Code
0081 X DRNG 14105 S 133RD ST CCF#191-32]YAHN STUDY/FLOODED YAR 656J2
9, ,098 SR DRNG 14105 SE 133RD ST CCF#SWM0124 PUGET COLONY HOMES 656J2
�991-0098 X DRNG 14105 SE 133RD ST CCF#SWM0124/DEVELOPEMENT 656,12
1991-0248 C DRNG 14013 SE 133RD ST PLUGGED 656,12
r991-0246 SR DRNG 14013 SE 133RD ST PLUGGED PUGET COLONY HOMES 656,12
991-0315 C FLOG 14011 SE 132ND DIVERSION/CULVERT OVERFLOW 656.12
1991-0619 NDA DRAINAGE 10403 147TH AVE SE STORM EVENT-DAV FLOODING 656J2
1 991-0636 NDA FLOG 14105 SE 133RD ST CCF#491-32 NOT NDA PUGET COLONY H 656.12
991-0636 X FLOG 14105 SE 133RD ST CCF#491-32lPLAT DRAINAGE 656.12
1991-0650 NDA DRNG 14105 SE 133RD ST i CCF#591-2 NOT NDA PUGET COLONY HO 658,12
4991-0650 X DRNG 14105 SE 133RD ST t CCF#591-2 SAME OLD PROB 656,12
991-0682 CL FLOG 14105 SE 133RD ST _ CCF#591-2 DUE JULY 656J2
991-0712 NDA DRNG 14103 SE 132ND ST CCF#SWM 0520 NOT NDA PUGET COLON 656J2
�991-0712 X DRNG 14103 SE 132ND ST CCF#SWM 0520 MANY COMP 656J2
1991-0715 C DRAINAGE 14105 SE 133RD ST NEIGHBORHOOD FLOODING 656J2
1991-0715 SR DRAINAGE 14105 SE 133RD ST PUGET COLONY HOMES 656J2
991-0723 SR DRAINAGE 14105 SE 133RD ST CCF#591-37 PUGET COLONY HOMES 656J2
1991-0723 X DRAINAGE 14105 SE 133RD ST CCF#501-37 656J2
0991-0732 C DRAINAGE 14024 SE 133RD ST /LAMB (CLAIM) 656J2
991-0732 SR DRAINAGE 14024 SE 133RD ST [LAMB(CLAIM) NOT NDAP 656,12
-0739 SR DRNG/FLD 14103 SE 132ND ST CCF#SWM-0610 NOT NDAP 656,12
W77 NDA FLOODING 14103 SE 132ND ST CCF#591-39 NOT NDA PUGET COLONY 656.12
195 1-0777 X FLOODING 14103 SE 132ND ST CCF#591-39 656J2
11991-0868
991-0812 C DRAINAGE 14639 SE 132ND ST 656J2
SR DRAINAGE 14010 SE 134TH ST CCF#SWM0279 NOT NDAP 656J2
1991-0868 X DRAINAGE 14010 SE 134TH ST CCF#SWM0279/PUGET COLONY 656,12
1991-0885 X FLOODING 13405 142ND AVE SE CCF#SWM-0854/DRAINAGE IMPROVEME 656J2
991-0888 SR FLOODING 13800 SE 128TH ST CCF#SWM-0852-NOT NDA-PUGET COLON 656J2
1991-0888 X FLOODING 13800 SE 128TH ST CCF#SWM-0852WETLAND PROBLEMS 656J2
R991-0946 X DRAINAGE 14105 SE 133RD ST CCF#: 91-0822/GRANTING EASEMENTS 656J2
991-1214 X DRAINAGE 14105 SE 133RD CCF#SWM 1217/PROJECT SCHEDULE 656J2
1993-0179 C DIVERSON 137XX 144TH AVE $E POSS CLEARING VIOLATION 656J2
1993-1064 C FLOG 14400 SE 136TH ST GROUND WATER UNDER ROADWAY 658,12
1993-1085 E DRNG 14600 SE 132ND ST CHKSTATBYCMDT 656J2
993-1085 ER DRNG 14600 SE 132ND ST 656J2
�1997-0055 C FLOG 14105 SE 133RD ST PUGET COLONY HOMES 656,12
1997-0055 NDA FLOG 14105 SE 133RD ST PUGET COLONY HOMES 656J2
t997-0055 R FLOG 14105 SE 133RD ST PUGET COLONY HOMES 656,12
998-0360 C DRAINAGE 14454 SE 132ND ST APPEARS PRE GRADING ACTIVITY NO PE 656.12
1998-0534 WQC WASHWAT 13224 144TH AVE SE APPARENT GREY WATER DISCHARGE 656.12
Page 2 of 3
_ r
i
Complaint Type Type of Problem Address of Proldom Comments Tbros Pape
�umber We !:
-0534 WOR WASHWAT 13224 144TH AVE SE APPARENT GREY WATER DISCHARGE 656J2
J609 C CONSTRUC 14606 SE 136TH ST CONCERNS RE NEW DEVELP CITY OF RE 656J2
�999-0625 C STND H2O 13741 148TH PL SE SOGGY BACKYARD SOURCE OF WATER 656J2
r
i
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k
i
Page 3 of 3
i
i
w SURFACE WATER MANAGEMENT DIVISION ,
COMPLAINT INVESTIGATION REPORT E ORT
URE OF COMPLAINT:
LOCATION:• l 3 3 Z 3 SEC E15TwP 7 RGE
KROLL P(3. � 3 S
COMPLAINANT: 1 LL �d FAD I COUNCILDIST.
PHONE No.
ACOress 33Z 3 / 7 ��� S'� City State Zip HOME ZS5—�550
WORK-
DETAILS
OF COMPLAINT:
wA�E� or�t ELF . s� 0 /As c.✓A r&,z
�f COCA ti ow�P,_ --Cb iA
1
tOMPLAINT RECEIVED BY:
r --�IL.S OF INVESTIGATION: Sketch on reverse side:Yes O No D Photos:Yea D No El
1 OuaneRy
ObPA
13 14.3
MPLAINTINVESTICATED BY: - ------ i
7
ON TAKEN: DATE:
- VN
p,dnent advleed of action poesftrie or ,bon utter Q . Persane!contact ❑: -
' - -- ��
mtpIWnt ADiion H&Adiad 8y ' nl
CIOG4ad: ( OK'd
r. nee 1 ; Phl■b .
Sketch ,' 3
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MAPLE- 4T-S-
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DEPARTMENT OF PUILIC WORKS 1 s z3 -S DIVISION
—�
COMPLAINT INVESTIGATION REPORT 35 241790
DATE:
l Comploint Rec d
)RE OF COMPLAIN
Radio ❑ Citizen [j j
COmPLAINANT
^TION. Phone �n•view
ADDRESS PHONEo2,)l5' `[
etoils of Complaint:
CIF : Cocp,Now>E D
2
.omploint Received By:/-� L—�EF 8�-'�13/ WOI~FOR t7� ---���
E V
Complaint Referred To: e- • 6zrZ Dote:
ICTION TAKEN: -
�.�
t"."oinont advised of Acton possible or token by: Phone ❑ Lerte Personal Concoct ❑
�mploint Action Handled By
N A M E OAT E
RETAIN PINK CARBON: SEND YELLOW AND WHITE FORWARD.
DEPARTMENT OF PUBLIC WORKS rs-3-s ON NO
' 610 DIVISION NO
00152 COMPLAINT INVESTIGATION REPORT DATE. ?
'RE OF COMPLAINT: Q o i.n Complaint Rec d
Radio Q • Citizen [g'
AT10N: 4 S 3 Phone B On-view ❑
SOMPLAINANT: ADDRESS PHONE-,F;72— 8900
etoils of Complaint:
#OhaGo +,ih inAYe� vtivet- 7e/l
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L•�Il � e )- 0 ILe i_S l d
Qn e- h C ��
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-rnploiny Received By: �[ >>-t e }plaint Referred To: Dote.
CTION TAKEN:
P I/Za/8
m�2� yAj+fvs (�Ayn Q-
Complainant advised of Action possible r n Phone ❑ Lertet ❑ Personal ContacT 0
Frnplaint Action Hondled By
E DATE
RETAIN PINK CARBON,SEND YELLOW AND WHITE FORWARD-
I
i
1
1
KbNG COUNTY DE2ARTMENT OF PUBLIC WORKS
SURFACE WATER MANAGEMENT DIVISION-
O
COMPLAINT INVESTIGATION REPORT
_ Date Reed:
AtURE OF COMPLAINT: ►(-xi c K+q-5-1= — J
SEc L5 TwP 23 RGE -5-
LOCATION: • KROLL PG.
OMPLAINANT: \)�( Wc1���J�`-� 'COUNCIL D PHONE NO. IST.
HOME: 7J
Address 3 3 3 Z-3 city state Zlp WORK
ETAILS OF COMPLAINT: 3) J,
V14-
' Tr: IT-
r--PLAINT RECEIVED BY: '"d''-' °-^�`"� _
ILS OF INVES nGATION: Sketch on reverse side:Yes QK No❑ Photos:Yes C3r No
I site 3-8-90. 'n�
It had been raining earlier in the day and there was considerable run off at the time. Topo-
graphic maps for this area indicates run off should flour towards the Wofford property, and
ditches direct the flow in this direction. Woffo� d has approx 30 loads of fill in the north
east corner of his lot. The lot to the north, has' a ponded area adjacent to the fill . Part of
that pond drains to the west and part over tops Ithe drive to Woffords house and drains to
the east into the newly cleared area (photo 4). 1 was told by Wofford that fill had been
brought into the back portion of the cleared lot and the owner ditched run off to the south
(photo 5 & 6) , diverting it from the original drainage direction, southeasterly. This im-
pacts Wofford' s 5 acre parcel to the south of the newly cleared area, and to other parcels
in that area.
Photo 1) Looks south on 146th from SE 132nd.
2) Shows fill at the northeast corner of Wofforts lot.
3) Shows culvert outlet on east side of 146th at cleared lot.
4) Cleared lot. Area beyond gravel is saidito have been a 3 ' pond before fill with out-
let in swaled background.
5) Said to be diverted drainage flaw.
6 Diverted flow into Wofford's acreage.
------ ----4 3 - — o
13-M-P-LA,IN-T--I-N-VES-T-1—GA-T--E—D BY; DATE:
ACTION TAKEN:
r
�V- - '-'- --- - - — - '
mplainant advised of action possible or taker. by: Phone D Leiter D Persona{Contact
. -- - -_-.---------.. ._.----. Closed: �5 /2�'` �D � OK'd:
mplaint Action Handled By
Ne�ne [)at* _ Inl[tolQ
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KING COUNTY SURFACE WATER MANAGEMENT DIVI� COPY
DRAINAGE IrrvESTIGATIONT REPO
PROBLEMPage t: INVESTIGATION REDUEST TYPE
-eived by. Date: /q , 43 OK'd by. File No. D s
Aviceiv&d from. (P%oww print plainly tot s'anninpk. (aY} ( I
Nc.ME: /GL CO�y�02 PHONE
ADDRESS: 114A Clty Stale 7jp
Location of pro5lem, H different SG— �32.✓d E�S� OF �5`(� ,/ /fie f�-CHARGE T
'Details of Problem: /-7
S O,�/ �¢� S� l�2i✓�i9
1 - _
_ -,jz'J
' 2
0
G�ic 0 S c�1 Lo 7 7 /
I
Othe= agencies involved: (Give details)
eponedlmpacrr #. Properties: Dates/f ea_uency of occurrences:
Home
_ Access road
VSeptic system
Outbuildings, garage
Yard/landscaping
Other property
Stream, lake, wetland V
Comments:
1ocation/Track,ng Info: _L�L1/a S�s T R� Parcel No. O$��/C -y G c �)'Pe
(A oLIAj PO-6P-5 —
basin �C-� Council Dist DIR Ref/Chg No: Cn. Field investication needed?__-
, r"-I :lame: 1 �,v � - 5 Block: No: Lot No:
I
taken. Assigned to: Tumed to on / / Inhials: KROLL
'THOMAS BROS HEW: I
G6(n 32- DATE CLOSED-_f / OK'd:
OLD:
3s- DS
' - - n-.tt�tJl,VUlV1Y 1'YA1�H�s'�Ft�An'Lt�;JUUKl.�51J1Y1�IUN �(J�_
' DRAINA.GE INVESTIGATION REPORT
Page 1: INVESTIGATION REQUEST Type G
PROBLEM:_�
' RECECVED BY: t Date: `'� 2. OK'd b� �ILE No-
Received from:
' (Day) 1-22S (Eve) l
NAME:
ADDRESS: 1 7-�2-'�� Jr City 9V1+b State Zip��f
Location of problem, if different: i
' Reported Problem: CALL FIRST ❑ (Would Like To Be Pijesent)
��laeI- tv� C n �—Ir( in6 , WhtU,� 15 navJ o-
Ylt9lv ►--- tS�k'� l�C�r-►r7e�1 GC �7JL;1�" �tticr
CYl40 0fiy- PT y'1'L
l'3'Ytlt7l--7,1; 0-n
' Nat name: Lot No-, 7 Block No:
Other agencies involved: No field investigation required
TO BE COMPLETED BY CONIPWN-T PROGRAM STAFF
j 1�
I/a S T R Parcel No• n?, ` -110 Dt)��`� Kroll 210 E Tb.Bros. New [I
Old 3'S D
' Basir"t= Council District U' Chargc No.
RESPONSE: Citizen notified on -2`l- 8 by: phone letter in'person
-5el'1 fa D DES - ��Yad ✓i ' CO J,-TfaC-� ,ee�nd S�.Y,d: r7 ,
r � _
F e y-vv,: f S -t p u r, d -FJ r g ro. C1 �, y l�J� ►� �) P o S5 : to l� w�A Ci ��
' DISPOSITION: Turned to on / / by OR: No further action recommended because:
} F
Lead agency has been notified;
Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
' SFe FiLz ri
Private problem -NDAP will not consider because:
Water originates onsite and/or on neighboring parcel.
Location is outside WLRD Servi I a Other (Specify):
DATE CLOSED., rr �/�� By:
Complaint 98-0360 Meyer
Investigated by Robert Manns on 5-27-98
F! _
I found that a large area had been cleared,approximately 1/2 acre.An existing depression with
water is located at the south side of Tax parcel 08471� 045,next to Meyer's property. Some dirt
and debris has been pushed into the water from the gAftg work being done on parcel—0045.I
for the grading work Clarence Weyer is the property owner
checked Sierra and found no permits
of this parcel.9s house is on the adjoining parcel;house# 14602.
Meyees property is not impacted by the work,becAse of the higher elevation above the grading.
Graded area
e'y'�V'•�' .x�' 9.K" p s
f,M. k.S.KI<,.,,:''. "f.s$`�c�•'C:� 4�`-� �>;y`>{3ffi;3s�y,K' 1f! ,
.� f =
"q '' hC-Y ' Sfr`s'>, rs. n ' Barn
gx
S! MAX,
xR�S'�: y; Garage
e0 Tax Lot �
Depression 084110-0045
'. Weyer
p.Lines 14602
Meyer
14454
NTS
12" conc.
12"cone.
18"cone SE. 132nd ST.
it cone.
1
t
146th AVE. SE-
t ,
t
t
t
y
AGE INVESTIGATION REPORT
Pagel: IN"%,=C3ATI0N REQUEST Type
PROBLEM: Q 2
CEIVED BY: Date: S `V�S4 OK'd by: F TI-E NO.
ceived from:
' (Day) (Eve)
S
NAME: PHONE 3 `a�y3
ADDRESS: / ity StateC Zip
Location of problem, if different:
UeportedProhlenn CALL FIRST ❑ (Would Uke To Be Present)
D
�"
' ���C.G73 Y� -
hie ✓ � �� log-mil l� 5-- lj �cd `J
97- D /�03 6!
iarne9�3�� �o � Lot No: 11 Block No:
then agencies ins ol�ed:HLE COP45a� / No field investigation required
(initials)
To BE COwLETEP BY COMPLAINT PROGRAM STAFF
S T R Parcel No. O87 7WX 11,3 KrolI,�� Th-Bros: New 6541-
Old L35
r. Basin L G/f Council District Charge No.
RESPonvsE: Citizen notified on by: phone letter in'person
ISPOSITION: Turned to on / / by OR: No further action recommended because:
Lea
d agency has been notified:
Problem has been.corrected. No problem has been identified. Prior investigation addresses problem:
• - SEE FILE 1(
Private problem •NDAP will not consider because:-
Water originates onsite and/or on neighboring parcel.
Location is outside WLRD Service Area. Other (Specify):
ATE CLOSED: / / By:
' Storm Water Drainage Analysis
' 4 FLOW CONTROL AND WATER QUALITY FACILITY
i ANALYSIS AND DESIGN
Not applicable to the Right-of-Way permit. No new impervious area is being created to
trigger the core requirement of detention or water quality.
May 20,2002 Page 8
Job#01-108
TRIAD
Storm Water Drainage Analysis
' 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
' The proposed tight line conveyance system for tributary storm drainage is designed in
accordance with section 4.2.1.2 of the 1998 King County Surface Water Design Manual
' (KCSWDM) to convey the 25-year recurrence flows without overtopping. The 100-year
flows were modeled and show that no overtopping occurs. Please note that no additional
' drainage from adjacent parcels including Jericho Ave are picked up and conveyed in the
proposed system. The drainage from adjacent parcels and Jericho Ave is conveyed via the
' existing shallow pipe and ditch system.
' The tight line conveyance designs and hydraulic grade line calculations for this project were
completed using Eagle Point's Storm Sewers software. The Storm Sewers program sums the
flows tributary to each reach (pipe) and then performs a standard step backwater analysis on
the network. The steady state energy equation (Bernoulli equation) is used along each reach
' (pipe) in the network. The friction slope is calculated by averaging Manning's equation at
the upstream and downstream ends of the pipe. Storm Sewers performs three iterations to
determine the hydraulic grade line along each reach. The hydraulic grade line is calculated
from downstream to upstream (as typical for backwater calculations). The complete
' annotated Storm Sewers output for the pipe system is included in the Appendix.
' 5.1 Conveyance for Upstream Flows
The KCRTS 15-minute time step was used to determine the overall flows tributary to the
' pipe system conveyance. 67.2 acres upstream area has been recently developed. Those areas
pertaining to new development were modeled using the information obtained from previous
Technical Information Reports. The remaining areas were modeled using approved
Technical Information Reports, Aerial maps and actual survey. All of NE 41h Street right-of-
way was assumed impervious. An additional 7.81 cfs from the 100-year outflow of the
detention pond from the City of Renton approved project of Sienna was added at CB 4
making the total flows piped at 75.41 cfs. Please see the upstream tributary map. The
' following is the ground cover breakdown of the 159.43-acre tributary area upstream and the
KCRTS 15-minute time step printout.
May 20,2002 Page 9
Job#01-108 TRIAD�
ASSOC I.\Tfl
w
KING COUNTY DEPARTMENT OF PUBLIC WORKS
Surface Water Management Division
HYDROGRAPH PROGRAMS
Version 4.21 B
1 - INFO ON THIS PROGRAM
2 - SBUHYD
3 - MODIFIED SBUHYD
4 - ROUTE
5 - ROUTE2
6 - ADDHYD
7 - BASEFLOW
8 - PLOTHYD
9 - DATA
10 - RDFAC
11 - RETURN TO DOS
ENTER OPTION:
2
SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
STORM OPTIONS:
1 - S.C.S. TYPE-1A
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S.C.S. TYPE-1A RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
100,24,3.93
----------------------------------------------------------------------
**********"********* S.C.S. TYPE-1A DISTRIBUTION *******************
********* 100-YEAR 24-HOUR STORM **** 3.93" TOTAL PRECIP. *********
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
123.37,81.5,36.06,98,65.81
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
159.4 123.4 81.5 36.1 98.0 65.8
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
48.49 8.00 1409926
ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
' Storm Water Drainage Analysis
' Till Forest: 74.94 acre Wetland: 4.81 acre
Till Pasture: 9.76 acre Impervious: 36.06 acre
Till Grass: 33.86 acre
Flow Frequency Analysis
Time Series File.jan28.tsf
' Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
FlowRate Rank Time of Peak --Peaks-- Rank Return Prob
(CFS) (CFS) Period
20.50 6 2/09/0112:30 67.60 1 100.00 0.990
14.40 7 1/05/0215:00 44.13 2 25.00 0.960
44.13 2 12/08/0217:15 25.62 3 10.00 0.900
13.82 8 8/23/0414:30 24.49 4 5.00 0.800
25.62 3 11/17/04 5:00 21.65 5 3.00 0.667
21.65 5 10/27/0510:45 20.50 6 2.00 0.500
24.49 4 10/25/06 22:45 14.40 7 1.30 0.231
' 67.60 1 1/09/08 6:30 13.82 8 1.10 0.091
Computed Peaks 59.78 50.00 0.980
The new upstream tributary conveyances have been designed to convey flows for up to the
' 100-year storm without overtopping. (See Storm Sewer print out at the end of this section).
Freeboard Tables from Storm Sewer Output
Upstream Tributary Pipe System
Catch Basin Rim Elev. HGL Elev. Freeboard
outfall-1 410.00 409.08 .92
1-upstream 410.00 409.10 .90
' 2 415. 80 409.96 5.84
3 420. 10 411.96 8.14
4 421.84 419.37 2 .46
5 428.50 423.27 5.23
6 430.65 424.72 5.92
7 431.32 425.43 5.88
' 8 432.52 429.49 3 .02
9 433.00 430.17 2.82
10 431.25 430.88 .37
May 20,2002 Page 10
Job#01-108 /TD T A 71
AS SACI,ITFS
1�
Storm Water Drainage Analysis
' REPORTS D T 6 SPECIAL EPOR S AN STUDIES
DIE S
1
6.1 100-year Flood Plain Assessment
' The 100-year flood plain was assessed for the downstream parcel (number 084710-0115) at
the outfall of the proposed pipe system. The proposed 36" pipe system will tie into the
existing 24" cross culvert outfall therefore, not changing existing flows to this point, only
conveying the same flows per the request of the City of Renton to solve flooding problems
on NE 2nd Street and Lyons Ave. The existing channel on parcel number 084710-0115 was
evaluated using Aerial maps. The channel appears to be well defined. A spreadsheet
' program using "Excel" by Microsoft was used to solve for the depth of the water using an
open channel equation. The base width, side slopes and channel slopes were determined by
' scaling. A Mannings "n" value of 0.025 was chosen to simulate the hard packed soil at the
channel bottom. The three points in the channel course were chosen for typical cross
sections. This was determined by noting three typical areas of"moderate"; "mild" and "flat"
slopes in the channel. A cross section of the ditch along 142nd Ave was also evaluated (cross
section 4). Please see the enclosed "Approximate 100 yr Flood Plain Exhibit" and the Excel
output. The floodplain was then interpolated by using the depth, base width and side cross
slopes at each of the three points. These points were then plotted on the exhibit and lines
were extended to match each point. The maximum depth at the flattest channel slope was
1.05'. The floodplain does not reach the existing house.
May 20,2002 Page 1 I
Job#01-108
TRIAD
' Storm Water Drainage Analysis
7 OTHER PERMITS
Not applicable
' May 20,2002 Page 12
Job#01-108
TRIAD
Storm Water Drainage Analysis
8 TESC ANALYSIS AND DESIGN
The project area soils have minimal runoff and erosion potential during construction.
However, a Temporary Erosion and Sediment Control (TESC) Plan will be designed and
implemented for the onsite construction per the 1998 KCSWDM (Appendix D: Erosion and
Sediment Control Standards) to meet Core Requirement #5: Erosion and Sediment Control,
as adopted by the City of Renton. The TESC plan is intended to prevent the transport of
sediment from the site to significant drainage features and adjacent properties. The plan will
' include recommended Best Management Practices (BMPs) measures recognized by the
KCSWDM of Traffic Area Stabilization (trench cover), Dust Control and catch basin
protection. Please see Sheet 2 of the plan set.
May 20,2002 Page 13
Job#01-108 RIAD
ASP--
Storm Water Drainage Analysis
9 BOND QUANTITIES, FACILITY SUMMARIES, AND
DECLARATION OF COVENANT
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' May 20,2002 Page 14
Job#01-108 /TRIAD
Site Improvement Bond Quantity Worksheet
King County Department of Development& Environmental Services
900 Oakesdale Avenue Southwest
Renton,Washington 98055-1219
Project Name: Sienna Date: 3/21/2002
Location: King County/City of Renton SIERRA Project No.:
SIERRA Activity No.:
Note: All prices include labor, equipment, materials, overhead and
Clearing greater than or equal to 5000 board feet of timber? profit. Prices are from IRS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
yes x no
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Page 1 of 9
Unit prices updated 01/01 Using ENR CCI 01/01
Revision date: 3/21/2002
Site Improvement Bond Quantity Worksheet
Unit #of
Reference # Price Unit Quantity Applications Cost
EROSION/SEDIMENT CONTROL
Backfill &compaction-embankment $ 5.24 CY -
Check dams,4"minus rock SWDM 5.4.6.3 $ 62.94 Fach $
Crushed surfacing 1 1/4"minus WSDOT 9-03.9(3) $ 79.67 CY $ -
Ditching $ 7.54 CY $ -
Excavation-bulk $ 1.39 CY $ -
Fence, silt SWDM 5.4.3.1 $ 1.29 LF $
Fence,Temporary(NGPE) $ 1.29 LF $
H droseedin SWDM 5.4.2.4 $ 0.55 SY $
Jute Mesh SWDM 5.4.2.2 $ 1.35 SY $
Mulch, by hand, straw, 3"deep SWDM 5.4.2.1 $ 1.88 SY $
Mulch, by machine, straw, 2"deep SWDM 5.4.2.1 $ 0.49 SY $
Piping,temporary, CPP, 6" $ 9.97 LF $ -
Piping,temporary, CPP, 8" $ 15.01 LF $ -
Piping, temporary, CPP, 12" $ 19.30 LF $
Plastic covering, 6mm thick, sandbagged SWDM 5.4.2.3 $ 2.14 SY $
Rip Rap, machine placed; slopes WSDOT 9-13.1(2) $ 39.43 CY $
Rock Construction Entrance, 50'x15'x1' SWDM 5.4.4.1 $ 1,365.29 Each $
Rock Construction Entrance, 100'x15'x1' SWDM 5.4.4.1 $ 2,730.57 Each $
Sediment pond riser assembly SWDM 5.4.5.2 $ 1,817.51 Each $ -
Sediment trap, 5' high berm SWDM 5.4.5.1 $ 16.69 LF $ -
Sed.trap,5'high,riprapped spillway berm section SWDM 5.4.5.1 $ 63.90 LF $
Seeding, by hand SWDM 5.4.2.4 $ 0.47 SY $
Sodding, 1"deep, level ground SWDM 5.4.2.5 $ 5.62 SY $
Sodding, 1"deep, sloped ground SWDM 5.4.2.5 $ 6.95 SY $
TESC Supervisor $ 69.69 HR $ -
Water truck, dust control SWDM 5.4.7 $ 91.14 HP 10 1 S 911.40
WRITE'-IN-ITEMS
Temp 18"Culvert $ 25.73 LF $
Rockery $ 8.85 SF
ESC SUBTOTAL: $ 911.40
COLUMN: A
Page 2 of 9
Unit prices updated 01/01 Using ENR CCI 01/01
Revision date: 3/21/2002
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction`
Right-of-Way Road Improvements Improvements
&Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
GENERAL ITEMS
Backfill&Compaction-embankment S 5.24 CY
Backfili&Compaction-trench S 7.96 CY 1300 $10,348.00
Clear/Remove Brush,by hand $ 0.33 SY
Clearing/Grubbing/Tree Removal $ 8,275.74 Acre
Excavation-bulk S 1.39 CY
Excavation-Trench $ 3.78 CY 1300 $4,914.00
Fencing,cedar,6'high S 17.29 LF
Fencing,chain link,vinyl coated, 6'high $ 12.53 LF
Fencing,chain link,gate,vinyl coated, 20' S 1.185.78 Each
Fencing,split rail,3'high $ 11.30 LF
Fill&compact-common barrow $ 21.05 CY
Fill&compact-gravel base $ 23.76 CY
Fill&compact-screened topsoil $ 35.29 CY
Gabion, 12"deep,stone filled mesh $ 50.64 SY
Gabion, 18"deep,stone filled mesh $ 69.79 SY
Gabion,36"deep,stone filled mesh $ 123.52 SY
Grading,fine,by hand $ 1.89 SY
Grading,fine,with grader S 0.89 SY
Monuments,3'long $ 125.98 Each
Sensitive Areas Sign S 2.68 Each
Sodding, 1"deep,sloped ground $ 6.96 SY
Surveying,line&grade $ 734.93 Day
Surveying,lot location/lines $ 1.451.34 Acre
Traffic control crew(2 flaggers ) $ 79.42 HR
Trail,4"chipped wood $ 7.08 SY
Trail,4"crushed cinder $ 7.76 SY
Trail,4"top course $ 7.63 SY
Wall,retaining,concrete S 41.17 SF
Wall,rockery S 8.85 SF
Page 3 of 9 SUBTOTAL $15,262.00
"KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01
Revision date: 3/21/2002
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction"
Right-of-way Road Improvements Improvements
&Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Quant. Cost Complete Cost
ROADIMPROVEMENT
AC Grinding,4'wide machine< 1000sy $ 21.44 SY
AC Grinding,4'wide machine 1000-2000sy $ 5.36 SY
AC Grinding,4'wide machine>2000sy $ 1.29 SY
AC Removal/Disposal/Repair $ 38.35 SY
Barricade,type i $ 28.00 LF
Barricade,type III (Permanent) $ 42.00 LF
Curb&Gutter,rolled $ 12.37 LF
Curb&Gutter,vertical $ 9.04 LF
Curb and Gutter,demolition and disposal $ 12.66 LF
Curb,extruded asphalt $ 2.27 LF
Curb,extruded concrete $ 2.39 LF
Sawcut,asphalt,3"depth $ 1.73 LF 600 $1,038.00
Sawcut,concrete,per 1"depth $ 1.58 LF
Sealant,asphalt $ 0.92 LF
Shoulder,AC, (see AC road unit price ) $ SY
Shoulder,gravel,4"thick $ 7.02 SY
Sidewalk,4"thick $ 28.46 SY
Sidewalk,4"thick,demolition and disposal $ 25.85 SY
Sidewalk,5"thick $ 32.57 SY
Sidewalk,5"thick,demolition and disposal $ 32.31 SY
Sign,handicap $ 79.52 Each
Striping, per stall $ 5.43 Each
Striping,thermoplastic, (for crosswalk j $ 2.22 SF
Striping,4"reflectorized line $ 0.24 1 LF 600 $144.00
Page 4 of 9 SUBTOTAL $1,182.00
'KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01
Revision date, 3/21/2002
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Road Improvements Improvements
&Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant, I Cost Quant. Cost Complete Cost
ROAD SURFACING (4"Rock=2.5 base& 1.5"top course) For'93 KCRS(6.5"Rock=5"base& 1.5"top course)
For KCRS'93,(additional 2.5"base)add: $ 3.36 SY 700 $2,352.00
AC Overlay, 1.5"AC $ 6.89 SY
AC Overlay,2"AC $ 8.16 SY
AC Road,2",4"rock,First 2500 SY $ 16.07 SY
AC Road,2",4"rock,City.over 2500SY $ 12.46 SY
AC Road,3",4"rock,First 2500 SY $ 18.36 SY 700 $12,852.00
AC Road,3",4"rock,Qty.over 2500 SY $ 14.74 SY
AC Road,5",First 2500 SY $ 13.58 SY
AC Road,5",Qty.Over 2500 SY $ 13.00 SY
AC Road,6",First 2500 SY $ 15.62 SY
AC Road,6",Qty.Over 2500 SY $ 15.03 SY
Asphalt Treated Base,4"thick $ 8.59 SY
Gravel Road,4"rock,First 2500 SY $ 10.64 SY
Gravel Road,4"rock,Qty.over 2500 SY $ 7.02 SY
PCC Road,5",no base,over 2500 SY $ 20.05 SY
PCC Road, 6",no base,over 2500 SY $ 20.39 SY
Thickened Edge $ 6.42 LF
Page 5 of 9 SUBTOTAL $15,204.00
*KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01
Revision date: 3/21/2002
Site Improvement Bond Quantity Worksheet
Existing` Future Public Private Bond Reduction'
Right-of-way Road Improvements Improvements
&Draina a Facilities Quant.
Unit Price Unit Quant Cost Quant. I Cost` Quant. Cost Complete Cost
DRAINAGE (CPP=Corrugated Plastic Pipe,N12 or Equivalent) Eor Culvert prices, Average of 4'cover was assumed.Assume perforated PVC is same price as solid pipe.
Access Road,R/D $ 15.61 SY
Bollards-fixed $ 224.46 Each
Bollards-removable $ 421.74 Each
(CBs include frame and lid)
CB Type 1 $ 1,172.57 Each
CB T pe IL $ 1,336.62 Each
CB Type II,48"diameter $ 1,896.01 Each
for additional depth over 4' $ 406.99 FT
CB Type 11,54"diameter $ 2,044.23 Each
for additional depth over 4' $ 453.62 FT
CB Type II,60"diameter $ 2,192.45 Each 3 $6,577.35
for additional depth over 4' $ 500.25 FT 1 $5,502.75
CB Type 11,72"diameter $ 2,995.32 Each
for additional depth over 4' $ 645.38 FT
Through-curb Inlet Framework(Add) $ 341.33 Each
Cleanout,PVC,4" $ 121.72 Each
Cleanout,PVC,6" $ 163.07 Each
Cleanout,PVC,8" $ 209.03 Each
Culvert,PVC,4" $ 8.05 LF
Culvert,PVC,6" $ 11.75 LF
Culvert,PVC, 8" $ 12.43 LF
Culvert,PVC, 12" $ 20.30 LF
Culvert,CMP,8" $ 16,08 LF
Culvert,CMP, 12" $ 24.66 LF
Culvert,CMP, 15" $ 30.52 LF
Culvert,CMP, 18" $ 35.16 LF
Culvert,CMP,24" $ 49.72 LF
Culvert,CMP,30" $ 66.62 LF
Culvert,CMP,36" $ 104.53 LF
Culvert,CMP,48" $ 131.30 LF
Culvert,CMP,60" $ 219.52 LF
Culvert,CMP,72" $ 282.11 LF
Page 6 of 9 SUBTOTAL 12,080.10
"KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01
Revision date: 3/21/2002
Site Improvement Bond Quantity Worksheet
Existing Future Public' Private Bond Reduction*
Right-of-way Road improvements Improvements
DRAINAGE CONTINUED &Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
Culvert,Concrete,8" $ 19.60 LF
Culvert,Concrete, 12" $ 28.02 LF
Culvert,Concrete, 15" $ 34.81 LF
Culvert,Concrete, 18" $ 41.49 LF
Culvert,Concrete,24" $ 56.93 LF
Culvert,Concrete,30" $ 97.13 LF
Culvert,Concrete,36" $ 128.32 LF
Culvert,Concrete,42" $ 147.71 LF
Culvert,Concrete,48" $ 164.04 LF
Culvert,CPP,6" $ 9.97 LF
Culvert,CPP,8" $ 15.01 LF
Culvert,CPP, 12" $ 19.30 LF
Culvert,CPP, 15" $ 21.44 LF
Culvert,CPP, 18" $ 25.73 LF
Culvert,CPP,24" $ 34.31 LF
Culvert,CPP,30" $ 45.03 LF
Culvert,CPP,36" $ 51.47 LF "-,031 $30,882.00
Ditching $ 7.54 CY
Flow Dispersal Trench (1,436 base+) $ 24.23 LF
French Drain (3'depth) $ 21.07 LF
Geotextile,laid in trench,polypropylene $ 2.24 SY
Infiltration pond testing $ 69.69 HR
Mid-tank Access Riser,48"dia, 6'deep $ 1,496.80 Each
Pond Overflow Spillway $ 13.06 SY
Restrictor/Oil Separator, 12" $ 974.49 Each
Restrictor/Oil Separator, 15" $ 1,021.45 Each
Restrictor/Oil Separator, 18" $ 1.068.63 Each
Riprap,placed $ 36.43 CY 3 $109,29
Tank End Reducer(36"diameter) $ 932.82 Each
Trash Rack, 12" $ 197.63 Each
Trash Rack, 15" $ 221.22 Each
Trash Rack, 18" $ 250.70 Each
Trash Rack,36" $ 466.00 Each $466.00
Page 7 of 9 SUBTOTAL $31,457.29
'KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01
Revision date: 3/21/2002
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Road Improvements Improvements _
&Drainage Facilities Quant.
Unit Price Unit Quant, Price Quant. Cost Quant. Cost Complete Cost
PARKING LOT SURFACING
2"AC,2"top course rock&4"borrow $ 14.76 SY
2"AC, 1.5" top course& 2.5"base course $ 16.07 SY
4"select borrow $ 4.25 SY
1.5"top course rock&2.5"base course $ 10.64 SY
WRITE-IN-ITEMS
Culvert, CPP,42" $ 58.00 EA,
SUBTOTAL
SUBTOTAL(SUM ALL PAGES): $75,185.39
30%CONTINGENCY&MOBILIZATION: $22,555.62
GRANDTOTAL: $97,741.01
COLUMN: B C D E
Page 8 of 9
*KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01
Revision date: 3/21/2002
Site Improvement Bond Quantity Worksheet
Original bond computations prepared by:
Name: Rebecca S. Cushman, PE Date: 3/21/2002
PE Registration Number: 37359 Tel.#: 425-821-8448
Firm Name: Triad Associates
Address: 11814 115th Ave NE Kirkland,WA 98034
PUBLIC ROAD IMPROVEMENTS
PERFORMANCE &DRAINAGE FACILITIES
Column BOND'AMOUNT MAINTENANCE/DEFECT
Stabilization/Erosion Sediment Control(ESC) (A) $ 911.40 BOND'AMOUNT
Existing Right-of-Way Improvements (B) $ 97,741.01
Future Public Road Improvements& Drainage Facilities (C) $ - (B+C)X 0.25= $ 24,435.25
Private Improvements (D) $ -
(A+B+C+D) =TOTAL(T) $ 98,652.41
PERFORMANCE
BOND AMOUNT
SITE RESTORATION BOND (A) $ 911.40
(First$7,500 of bond shall be cash.)
RIGHT-OF-WAY BOND (B) $ 97,741.0
TOTAL RIGHT-OF-WAY&SITE RESTORATION BOND** (A+B) $ 98,652.4
(First$7,500 of bond shall be cash.)
PERFORMANCE BOND TOTAL AFTER BOND (T-E)
REDUCTION—
NAME OF PERSON PREPARING BOND REDUCTION: Date:
*NOTE:The word"bond"is used to
represent any financial guarantee acceptable to King County.
**NOTE: KCC 27A authorizes bonds to be combined when both are required.
Unit prices updated 01/01 Using ENR CCI 01/01
Revision date: 3/21/2002
' Storm Water Drainage Analysis
10 OPERATIONS AND MAINTENANCE MANUAL
' An operations and maintenance manual for the proposed conveyance facilities is not needed
due to being publicly maintained.
' May 20,2002 Page 15
Job#01-108 T\
a s s n1 tLL71_!
' Storm Water Drainage Analysis
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May 20,2002 Page A
Job#01-108
MAD
' 05/20/02 STORM SEWER DETAILED REPORT
SIE24
Data File : SIENNA.STM Return Period: 100 Yrs
' Rainfall file: I = 0.000/ ( Tc + 0.000) ^ 0.000
LINE 1 STORM SEWER HYDRAULIC REPORT
outfall-1
Diameter (in) = 24 N = 0.012 Critical Depth (in) = 23 . 99
Length (ft) = 47 Kj (JLC) = 0.5 Downstream Line # = OUTFALL
' INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 401.98 23 .99 403 .98 414.18 403 .98 410.00 3.14 25.63
' DNSTREAM 401.50 23 .99 403 .50 413.70 403 .50 403 .50 3 .14 25.63
SLOPE(%) 1.021 1.021 1.021 13.830
' _ CATCHMENT CUMULATIVE
Area (ac) 0.0 0.0
Drainage Time (min) = 0.00 2.96
Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM
' Runoff Coefficient = 0.00 0.00 FLOW CAPACITY
Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs)
Known Flow (cfs) = 80.52 80.52 80.52 24.76
' LINE 2 STORM SEWER HYDRAULIC REPORT
1-2
Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32.94
Length (ft) = 303 Kj (JLC) = 0.5 Downstream Line # = 1
' INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 404.52 36.00 409.08 410. 85 407.52 415.80 7.07 10.67
' DNSTREAM 401.98 36.00 409.08 410.85 404.98 410.00 7.07 10.67
SLOPE(%) 0.838 0.000 0.000 1.914
CATCHMENT CUMULATIVE
' Area (ac) = 0.0 0.0
Drainage Time (min) = 0.00 2 .48
Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM
' Runoff Coefficient 0.00 0.00 FLOW CAPACITY
Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs)
Known Flow (cfs) 75.41 75.41 75.41 66.15
Note: Upstream surcharge (ft) = 1.56
' LINE 3 STORM SEWER HYDRAULIC REPORT
2-3
' Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32 .94
Length (ft) 299 Kj (JLC) = 0.5 Downstream Line # = 2
INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 408.25 32.94 411.00 412 .92 411.25 420.10 6.78 11.12
DNSTREAM 406.76 36.00 409.96 411.73 409.76 415.80 7.07 10.67
' SLOPE(%) 0.498 0.345 0.397 1.438
CATCHMENT CUMULATIVE
' Area (ac) 0.0 0.0
Drainage Time (min) = 0.00 2.02
Intensity (in/h) - 0.00 0.00 TOTAL UNIFORM
Runoff Coefficient = 0.00 0.00 FLOW CAPACITY
' Rational Flow (cfs) 0.00 0.00 (cfs) (cfs)
Known Flow (cfs) 75.41 75.41 75.41 51.00
Note: Transitional flow exists in this line
LINE 4 STORM SEWER HYDRAULIC REPORT
3-4
' Diameter (in) = 36 N = 0.012 Critical Depth (in) = 32.94
Length (ft) = 192 Kj (JLC) = 0.5 Downstream Line # = 3
' INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 410.47 32 .94 413 .22 415.14 413.47 421.84 6.78 11.12
' DNSTREAM 408.25 36.00 411.96 413 .72 411.25 420.10 7.07 10.67
SLOPE(%) 1.156 0.656 0.736 0.906
CATCHMENT CUMULATIVE
Area (ac) = 0.0 0.0
Drainage Time (min) = 0.00 1.73
Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM
Runoff Coefficient = 0.00 0.00 FLOW CAPACITY
Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs)
Known Flow (cfs) = 75.41 75.41 75.41 77.69
Note: Transitional flow exists in this line
LINE 5 STORM SEWER HYDRAULIC REPORT
4-5
' Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86
Length (ft) = 363 Kj (JLC) = 0.5 Downstream Line # = 4
' INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 419.86 30.41 422 .39 424.14 422.86 428.50 6.37 10.61
DNSTREAM 416.84 30.41 419.37 421.12 419.84 421.84 6.37 10.61
' SLOPE(°%) 0.832 0.832 0.832 1.835
CATCHMENT CUMULATIVE
' Area (ac) 0.0 0.0
Drainage Time (min) = 0.00 1.16
Intensity (in/h) 0.00 0.00 TOTAL UNIFORM
Runoff Coefficient = 0.00 0.00 FLOW CAPACITY
' Rational Flow (cfs) 0.00 0.00 (cfs) (cfs)
Known Flow (cfs) 67.60 67.60 67.60 65.90
Note: Supercritical flow detected - Normal depth assumed
LINE 6 STORM SEWER HYDRAULIC REPORT
5-6
Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86
Length (ft) = 168 Kj (JLC) = 0.5 Downstream Line # = 5
' INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 421.25 31.86 423 .91 425.53 424 .25 430.65 6.62 10.21
' DNSTREAM 419.86 36,00 423 .27 424 ,69 422 .86 428.50 7.07 9,56
SLOPE(%) 0.827 0.379 0.498 1.280
CATCHMENT CUMULATIVE
' Area (ac) = 0.0 0.0
Drainage Time (min) = 0.00 0.88
Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM
Runoff Coefficient 0.00 0,00 FLOW CAPACITY
Rational Flow (cfs) = 0.00 0.00 (cfs) (cfs)
Known Flow (cfs) 67.60 67.60 67.60 65.72
Note: Transitional flow exists in this line
r
LINE 7 STORM SEWER HYDRAULIC REPORT
6-7
Diameter (in) - 36 N = 0.012 Critical Depth (in) = 31. 86
Length (ft) 51 Kj (JLC) = 0.5 Downstream Line # = 6
INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
' (ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 421.67 36.00 424.72 426.14 424 .67 431.32 7 .07 9.56
DNSTREAM 421.25 36.00 424.72 426.14 424 .25 430.65 7.07 9.56
rSLOPE(%) 0.824 0.000 0.000 1.314
CATCHMENT CUMULATIVE
Area (ac) = 0.0 0.0
' Drainage Time (min) 0.00 0.79
Intensity (in/h) 0.00 0.00 TOTAL UNIFORM
Runoff Coefficient = 0.00 0.00 FLOW CAPACITY
Rational Flow (cfs) _ -0.00 0.00 (cfs) (cfs)
Known Flow (cfs) 67.60 67.60 67.60 65.57
Note: Upstream surcharge (ft) = 0.05
LINE 8 STORM SEWER HYDRAULIC REPORT
7-8
Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31.86
Length (ft) = 258 Kj (JLC) = 0.5 Downstream Line # = 7
' INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 426.02 31.86 428.68 430.30 429.02 432.52 6.62 10.21
DNSTREAM 421.67 36.00 425.43 426. 85 424 .67 431.32 7.07 9.56
' SLOPE(%) 1.686 1.260 1.337 0.465
CATCHMENT CUMULATIVE
' Area (ac) = 0.0 0.0
Drainage Time (min) = 0.00 0.35
Intensity (in/h) = 0.00 0.00 TOTAL UNIFORM
Runoff Coefficient = 0.00 0.00 FLOW CAPACITY
r Rational Flow (cfs) 0.00 0.00 (cfs) (cfs)
Known Flow (cfs) 67.60 67.60 67.60 93.82
Note: Transitional flow exists in this line
r
r
1
r
i
1
' LINE 9 STORM SEWER HYDRAULIC REPORT
8-9
Diameter (in) = 36 N = 0.012 Critical Depth (in) = 31. 86
Length (ft) = ill Kj (JLC) = 0.5 Downstream Line # = 8
' INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 426.58 34 .27 429.44 430.91 429.58 433 .00 6.94 9.73
DNSTREAM 426.02 36.00 429.49 430.91 429.02 432.52 7.07 9.56
SLOPE(%) 0.505 -0.044 0.002 0.432
CATCHMENT CUMULATIVE
' Area (ac) 0.0 0.0
Drainage Time (min) = 0.00 0.16
Intensity (in/h) 0.00 0.00 TOTAL UNIFORM
Runoff Coefficient = 0.00 0.00 FLOW CAPACITY
Rational Flow (cfs) 0.00 0.00 (cfs) (cfs)
Known Flow (cfs) 67.60 67.60 67 .60 51.32
Note: Transitional flow exists in this line
' LINE 10 STORM SEWER HYDRAULIC REPORT
9-10
Diameter (in) 36 N = 0.012 Critical Depth (in) = 31.86
Length (ft) - 93 Kj (JLC) = 0.5 Downstream Line # = 9
' INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 427.05 36.00 430.88 432.30 430.05 431.25 7.07 9.56
DNSTREAM 426.58 36.00 430.17 431.59 429.58 433 .00 7.07 9.56
SLOPE (%) 0.505 0.764 0.764 -1.882
CATCHMENT CUMULATIVE
' Area (ac) = 0. 0 0.0
Drainage Time (min) = 0.00 0.00
Intensity (in/h) = 0. 00 0.00 TOTAL UNIFORM
Runoff Coefficient = 0.00 0.00 FLOW CAPACITY
' Rational Flow (cfs) 0.00 0.00 (cfs) (cfs)
Known Flow (cfs) 67. 60 67.60 67.60 51.36
Note: Upstream surcharge (ft) = 0.83
t
LINE 11 STORM SEWER HYDRAULIC REPORT
UPSTREAM 24
Diameter (in) _ 24 N = 0.012 Critical Depth (in) = 9.60
Length (ft) 40 Kj (JLC) = 0.5 Downstream Line # = 1
INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL
(ft) (in) (ft) (ft) (ft) (ft) (fty) (ft/s)
UPSTREAM 402.40 24 .00 409.10 409.14 404.40 409.00 3 .14 1.63
DNSTREAM 401.98 24 .00 409.08 409.12 403 .98 410.00 3 .14 1.63
SLOPE(%) 1.050 0.051 0.051 -2.500
CATCHMENT CUMULATIVE
Area (ac) = 0.0 0.0
Drainage Time (min) 0.00 0.00
Intensity (in/h) 0.00 0.00 TOTAL UNIFORM
Runoff Coefficient = 0.00 0.00 FLOW CAPACITY
Rational Flow (cfs) _ -0.00 0.00 (cfs) (cfs)
Known Flow (cfs) 5.11 5.11 5.11 25.11
Note: Upstream surcharge (ft) 4 .70
t
' Ditch
Input Output
Q (cfs) 0.00 80.00
n 0.025 0.025
B (ft) 5.00 5.00 Trap.
' LSSIope (X:1) 8.00 8.00
RSSIope (X:1) 8.00 8.00
y(ft) 0.87 0.87
S (ft/ft) 0.038 0.038
A(sf) 10.346
Pw (ft) 18.978 V(ft/s) 7.732
R (ft) 0.545
Job: Sienna Description: cross section 1
By: R. Cushman Date: 5/15/2002
Page 1
' Ditch
Input Output
Q (cfs) 0.00 80.00
n 0.025 0.025
B (ft) 5.00 5.00 Trap.
1 LSSlope (X:1) 10.00 10.00
RSSlope(X:1) 10.00 10.00
y(ft) 1.05 1.05
' S (ft/ft) 0.013 0.013
' A(sf) 16.201
Pw (ft) 26.048 V(ft/s) 4.938
R(ft) 0.622
Job: Sienna Description: cross section 2
By: R. Cushman Date: 5/15/2002
Page 1
Ditch
Input Output
' Q (cfs) 0.00 80.00
n 0.025 0.025
B (ft) 10.00 10.00 Trap.
1 LSSIope (X:1) 19.00 19.00
RSSIope (X:1) 19.00 19.00
y(ft) 0.70 0.70
S (ft/ft) 0.020 0.020
A(sf) 16.320
' Pw (ft) 36.648 V(ft/s) 4.902
R (ft) 0.445
' Job: Sienna Description: cross section 3
By: R. Cushman Date: 5/15/2002
Page 1
' Ditch
Input Output
Q (cfs) 0.00 80.00
n 0.025 0.025
B (ft) 5.00 5.00 Trap.
LSSIope (X:1) 2.00 2.00
RSSIope (X:1) 2.00 2.00
y(ft) 1.58 1.58
S (ft/ft) 0.010 0.010
A(sf) 12.882
' Pw (ft) 12.062 V(ft/s) 6.210
R (ft) 1.068
Job: Sienna Description: cross section 4
By: R. Cushman Date: 5/20/2002
Page 1
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