HomeMy WebLinkAboutSWP272329(1) 40
STORM DRAINAGE
TECHNICAL INFORMATION REPORT (TIR)
For
HUMBLE BUILDING
Located at the NE corner of the Intersection
at
SR169 (Renton-Maple Valley Road)
and
Maplewood Place SE
RENTON, WASHINGTON
un,Oc aEhl ON
REr, NEE Date : April 16, 1995
APR 2 2 1997
BUILDING DIVISION AN F. pO
Prepared for: qVo"F WA tc
HUMBLE & ASSOCIATES INS . , INC .
F-
Prepared by: ROBERT E . HANKINS
DEREs 3 4a
POE Engineering , Inc .
CIVIL & STRUCTURAL ENGINEERING/CONSULTING
610 WEST MEEKER STREET, SUITE 101
KENT, WASHINGTON 98032
(206) 859-5121
PE JOB NO. 94-084
z
23y �
� 16
code
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TABLE OF CONTENTS
I. INTRODUCTION/GENERAL INFORMATION:
A. General Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1. TIR Work sheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2. Site Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
II. PRELIMINARY CONDITION SUMMARY
M. OFF SITE ANALYSIS
a. Upstream Drainage Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
b. Downstream Drainage Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
IV. RETENTION/DETENTION ANALYSIS AND DESIGN
a. Existing Site Hydrology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
b. Developed Site Hydrology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
C. Hydraulic Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
d. Retention/Detention System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
V. CONVEYANCE SYSTEM DESIGN AND ANALYSIS
VI. SPECIAL REPORT AND STUDY
VII. BASIN AND COMMUNITY PLAN AREAS
VIII. OTHER PERMITS
IX. EROSION/SEDIMENTATION CONTROL DESIGN
X. ADDITIONAL DOCUMENTS
a. Bond Quantity Worksheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
b. Retention/Detention Facility Summary Sheet and Sketch . . . . . . . . . . . . . .
C. Declaration of Covenant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
XI. MAINTENANCE AND OPERATION MANUAL
I . INTRODUCTION / GENERAL INFORMATION
INTRODUCTION/GENERAL INFORMATION
This project is located in Section 16, of Township 23N. ,Range
5E. , W.M. along the northern side of SR169 (Maple Valley Hwy. )
approximately 1 .5 miles east of I-405 in Renton, Washington. The
property is bounded on the south by SR169, to the west by
Maplewood Place S .E . , to the North by S .E. 6th Street and to the.
West by a residential lot .
The proposed site is a existing vacant lot that will be developed
as an office building with associated parking and landscaping for
Humble & Associates Ins . , Inc. .
13, 0Z7.11-
The site contains 9,�(+/-) sf of which 7, 076 (+/-) sf will be new
impervious surface area created. Since the proposed project site
post-developed peak runoff rate for the 100-year, 24-hour
duration storm event is calculated to be less than 0 .50 cfs more
than the peak runoff rate for the existing site conditions, then,
on-site peak runoff control as required in KCSWM section 1. 2 .3
(Core Requirement #3) will not be required for this site.
Out of the 7 , 076 sf of new impervious surface area created, only
3 , 794 (+/-) sf will be subject to vehicular use onsite. This
Project is exempt from KCSWM section 1 . 2 . 3 (Core Requirement #3,
Biofiltration) , because the project lies under the threshold of
5 , 000 sf of impervious area subject to vehicular use. Therefore,
it will be proposed that the storm drainage generated from the
site will be collected and conveyed via pipe directly offsite to
the existing catch basin located at the southwest corner of the
property. There will be no runoff control, detention system, or
biofiltration provided for this project .
UPSTREAM DRAINAGE CONSIDERATIONS
There is no upstream drainage flows to be considered for this
site . The site is bounded on three sides by curb/gutter and
sidewalks and the upstream flows are intercepted by the existing
storm conveyance system. The existing site is level with the
property to the east and it would be difficult to determine
whether measurable drainage flow enters or leaves the project
site.
DOWNSTREAM DRAINAGE CONSIDERATIONS
The drainage from the project will be conveyed to the catch basin
located as shown on the storm drainage design plans . The storm
drainage after leaving the site is conveyed through a series of
pipes as detailed in the Offsite Analysis Drainage System Table .
The piped drainage system daylights into Cedar River
approximately 1, 000 feet downstream.
r
ONSITE STORM DRAINAGE
The site is a vacant lot that is currently cleared and sparsely
vegetated with grass . The site slightly slopes towards the north
at approximately 0 . 0 - 0 .5 percent .
As mentioned above, the storm drainage will be collected from the
roof/footing drains and sidewalks/paving areas then tightlined to
the existing public storm drainage system.
RETENTION/DETENTION ANALYSIS AND DESIGN
a. Existing Site Hydrology
The existing site has been cleared and graded as
mentioned above. It is believed runoff from the site
currently sheet flows towards the north and enters the
existing catch basin located in the flowline of
Maplewood Place S .E . (The site is fairly flat and it
is difficult to determined that exact direction of
surface runoff . )
b. Developed Site Hydrology
All storm water runoff generated from the developed
portion of the site will be collected via the storm
drainage system from the roof/footing drains and the
paved surfaces . This drainage will be conveyed
undetained to the offsite system.
C . Hydraulic Analysis
NOT APPLICABLE
d. Retention/Detention System
NOT APPLICABLE
Page 1 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
PART 1 PROJECT OWNER AND PART 2 PROJECT LOCATION
PROJECT ENGINEER D DESCRIPTION
ProjectOwner HU1A6LE £ Assoc fAls., ING. Project Name NUMAGLE BUil.DiAG
Address Po BoX iiSq Rr.mTO WA 90657 Location
Phone Z o6) 2 Z 6 B L 2 1 Township Z 3 r\1
Project Engineer RoBERT E. l+AfJK/KS Range 5 E
Company 801= CN&AIEERJA/6 0 rNG Section 140
Project Size
Address Phone 6/0 W M456ka St 503CIo) Upstream Drainage Basin Size AC
K o - z —
PART 3 TYPE OF • OTHER
Q Subdivision Q DOF/G HPA Q Shoreline Management
Q Short Subdivision Q COE404 Q Rockery
Q Grading Q DOE Dam Safety Q Structural Vaults
Commercial Q FEMA Floodplain Q Other
Q Other Q COE Wetlands Q HPA
COMMUNITYPART 5 SITE DRAINAGE BASIN N&W G A sT-L-
Drainage Basin C-EDpclZ )Zi V FZ j37NG jAi
PART i SITE CHARACTIERISMCS
River Q Floodplain
Q Stream Q Wetlands
Q Critical Stream Reach Q Seeps/Springs
Q Depressions/Swales Q High Groundwater Table
Q Lake Q Groundwater Recharge
Q Steep Slopes Q Uher
Q Lakeside/Erosion Hazard
/VOA E
PART 7 SOILS
Soil Type Slopes Erosion Potential Erosive Velocities
PV C-3 L o W
Q Additional Sheets Attatched
1/90
Page 2 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
PART 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITECONSTRAINT
Ch.4-Downstream Analysis A/C:,AJE
0
0
0 Additional Sheets Attatched
PART 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION FOLLOWING CONSTRUCTION
0 Sedimentation Facilities Stabilize Exposed Surface
Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities
Perimeter Runoff Control , Clean and Remove All Silt and Debris
0 Clearing and Grading Restrictions Ensure Operation of Permanent Facilities
Cover Practices Flag Limits of NGPES
0 Construction Sequence Other $C;ooM Stoaep STREET-S•
0 Other
PART 110 SURFACE WATER SYSTEM
0 Grass Lined Channel Tank Infiltration Method of Analysis
Pipe System ] Vault Depression Nl,,V-
Open Channel Energy Dissapator Flow Dispersal Compensation/Mitigation
Dry Pond o Wetland Waiver of Eliminated to Storage
Wet Pond Stream 0 Regional Detention
Brief Description of System Operation 50xFAc.r� Z)/1-4IAtA6E Ta C14-7LJt ZAC;,J 74 v-t•
To P1#Lc� .rti,c_12-7 T dEDflvZ r-r✓F�
Facility Related Site Limitations Additional Sheets Attatched
Reference Facility Limitation
(May require special siructural review)
Q Drainage Easement
Cast in Place Vault Other � Access Easement
0 Retaining Wall /� Q Native Growth Protection Easement
Rockery>4'High 0 Tract t /
Structural on Steep Slope = Other /V
PART 14 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision have visited the site. Actual
site conditions as observed were incorporated into this worksheet and the
attatchments. To the best of my knowledge the information provided
here is accurate.
1/t90
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H. PRELDIINARY CONDMON SUMMARY
sisArivNv ans AAO 'III
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Surface Water Design Manual, Core Requirement #2
Basin: Subbasin Name: Subbasin Number:
Symbol .,.Drainage. ptairiape COmpOnerlt Slope <<: 018t0tYC9 Ezlstlop AOt9tltlAl pb9erveti0n9 of field inspector
Component Type, DesCfiptfgtt tror>7 site proglarY)$ Pfgblems lesOUr a reviewer, or. resident
Name and Size :' tlfschar"s g ,...; a, : .,.,..::
Type:Sheet n".Swab, i CWIgUIClIDJ14 un4erCbpacRy pending,
see map ;Cream,charthel,p1pe, onilnagepasin,Vegafetlgn,oavar, 94 1/4EnE�l,92Gt'< oyetlppping,tl�Ddl�B,hAblCrtl9tCtpM15111 ��� j[1b{llgryarla Ilkelihoodorproblem;
Size:diameter, depth typeb{eeneall3eareavolume :r denjilfolbrt,ecaUrinOrnk6loGOhingrr zooverllowpathwayspoterllellmpads.
surface area ! ,w >; •eoAEhlertl90b11.lnchbn 6166[Efbelo .....,
CEDAR R1�ER 1, 2SC.l
Eg ,EB-4 PIPE /. /�35
1t3E5-3 f'IPC r,c>rc
I52E8-6 PIPE
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(B e 9-1 PJPC 7/0
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SEE SHEET 23 STORM SHEET 18
RC -Co
Revised 117EMBER 15, 1993
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IV. RETENTION/DETENTION ANALYSIS AND DESIGN
4/19/95 page 1
HUMBLE OFFICE
FLOW CALCULATIONS
REH ( 94-048) DATE:
---------------------------------------------------------------------
BASIN SUMMARY
BASIN ID: lA NAME: 100YR- DEV. CONDITIONS
SCS METHODOLOGY
TOTAL AREA. . . . . . . .. 0 .22 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE . . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 .22 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . .. 0 . 00 94 . 00
TC. . . . : 0 . 00 min 6 .30 min
ABSTRACTION COEFF: 0 . 20
PEAK RATE: 0 . 17 cfs VOL : 0 .06 Ac-ft TIME : 500 min
BASIN ID: 1B NAME : 100YR- EX. CONDITIONS
SCS METHODOLOGY
TOTAL AREA. . . . . . . : 0 . 22 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 .22 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 78 .00
TC . . . . : 0 . 00 min 6 . 30 min
ABSTRACTION COEFF: 0 . 20
PEAK RATE : 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME: 500 min
BASIN ID: 2A NAME : 1 25 - DEV. CONDITIONS
SCS METHODOLOGY
TOTAL AREA. . . . . . . : 0 .22 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 .22 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 94 . 00
TC . . . . : 0 . 00 min 6 . 30 min
ABSTRACTION COEFF: 0 .20
PEAK RATE : 0 . 15 cfs VOL: 0 .05 Ac-ft TIME : 500 min
BASIN ID : 2B NAME: 1 25 - EX. CONDITIONS
SCS METHODOLOGY
TOTAL AREA. . . . . . . : 0 . 22 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 .22 Acres
TIME INTERVAL . . . . : 10 . 00 min CN. . . . : 0 .00 78 . 00
TC. . . . : 0 . 00 min 6 .30 min
ABSTRACTION COEFF: 0 .20
PEAK RATE: 0 . 06 cfs VOL: 0 . 03 Ac-ft TIME : 500 min
5rTE ExEntp-F F='2on^ b!J siT�
PEAK RATE IZu ra a FF= CoNT'2aL
Fo, AF-GL,eTi9LE PEAK (ZuN cPF"
RATE iticR'Egse- (See- kc 6W Dc.sr%kl
Z. 3-5 ) (��c.a�.r•
c o. cam c,FS)
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TABLE 3.5.2B 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 1A
rainfall distribution, 24-hour storm duration.
CURVE NUMBERS BY
HYDROL 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: 65 78 85 89
Wood or forest land: undisturbed 42 64 76 81
Wood or forest land: young second growth or brush 8 88 92 86
Orchard: with cover crop
94
Open spaces, lawns. parks, golf courses, cemeteries,
landscaping.
good condition: grass cover on 75%
or more of the area 68 90 8G 90
fair condition: grass cover on 50%
to 75% of the area 77 85 90 92
Giavel roads and parking lots 76 85 fig 91
Dirt roads and parking lots .72 82 87 89
Impervious surfaces, pavement, roofs, etc. 98 98 98 98
Open water bodies: Lakes, wetlands, ponds, etc. 100 100 100 100
Single Family Residential (2)
Dwelling Unit/Gross Acre % Impervious (3)
1.0 OU/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 5o
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
r Planned unit developments, % impervious
condominiums, apartments, must be computed
commercial business and
industrial areas-
(1) For a more detailed description of agricultural lard use curve numbers refer to National Engineering
Handbook, Section 4, 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 1,90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY
1
HYDROLOGIC HYDROLOGIC
SOIL GROUP GROUP* SOIL GROUP GROUP*
Alderwood C Orcas Peat D
Arens, Alderwood Material - C Ordia D
Arents. Everett Material B Ovall C
Beausde C Pdchuck C
Bellingham D Puget D
Briscot D P Ilu f3
Buckley D Ragnar 8
Coastal Beaches Variable Renton D
Earlmont Sit Loam D Riverwash Variable
Edgewick C saw C
Everett A Sammamish D
Indianola A Seattle D
K9sap C Shacar D
Kaus C Si Sat C
Mixed Alluvial Land Variable Snohomish D
Newton A Sultan C
Newberg B Tukwila D
Nooksack C Urban Variable
Normal Sandy Loam D Woodinville D
HYDROLOGIC SOIL GROUP CLAssincATIONS
A- (Low runoff potential). Soils having high infiltration rates,even when thoroughly wetted,and consisting
chiefly of deep, well-to-excessively drained sands or gravels. These sods have a high rate of water
transmission.
B. (Moderately low runoff potential). Sods having moderate infiltration rates when thoroughly wetted, and
consisting chiefly of moderately fine to moderately coarse textures. These sods have a moderate rate of
water transmission.
C. (Moderately high runoff potential). Sods having slow infiltration rates when thoroughly wetted, and
consisting chiefly of soils with a layer that impedes downward movement of water,or soils with moderately
fine to fine textures. These sods have a slow rate of water transmission.
D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting
chiefly of day soils with a high swelling potential, sods with a permanent high water table, sods with a
hardpan or day layer at or near the surface, and shallow sods over nearly impervious material. These soils
have a very slow rate of water transmission.
From SCS.TR-55, Second Edition.June 19W. Exhibit A-i. Revisions made from SCS. Sod Interpretation
'• Record, Form #5, September 1988. f
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1 ••� ,No +Ou- _•._--- 9'bp TiSk.
BM
InC - .a
i AgD • ATB t .t P8• leq'♦fTa Kx' n / I e: f
• -. BMA .S n t, ;• z)'; i ii ti M A6C ABB
196 I n AgB.. > a Sk
IL wow
10
' AgC a �•• r- 4
' I MU AmCa •'1• d . " r. o°a _ . xl 7
32 Ag8 _AS ,5 G ^•50:
U. $. DEPARTMENT OF AGRICULTURE
SOIL CONSERVATION SERVICE KING COUNTY AREA, V
SOIL LEGEND
The Rnr capital lerr.f is ti ;nnwl one of the soil none. A second cool knw,
A. 8,C.D, E,w F. :nd;cares tl.c class d slope. S,aosols..nheut a slaw 4uen
we these of newl,le..l foils.
SYMBOL NAME i+..
Ag8 Aldw..opd yarelly sandy lapis,0..6 pwcenr slopes
AyC Akknmood Warnelly sandy lasts,610 15 pwcanr slopes -
A,D Aldw.-pad gnwellr and,loam. 15 to 30 pane.slaps,
AkF Alder+pod and Kula,soils,err,•rasp
A-8 Anwus,Aldnr.pod mals•;al,0 1a 6 percent slope•• l
A-C Arena, Aldw>.aad morw:al,6 ra 15 pwcenl silicone
An A•ears, Erwen m-wkl• v
BeC -B.onsir.grenlit, and, non-,61a 15 pollen,slopes =
B.D B.11.yrorelly sandy loom. 151.30 percent slaps . . .
p.F 8ewrvt•.g.arel!;aandp k..,h is'S fcrv:u slen.ea.
8h 8.11;Nho-sill lass, 1.�
8r Briscar slit Ionst
Bu Buckley sill lass, T.-
Cis C....1 B.«h..
Ea Ewknonr•i11 Is,-
Ed Edge-ick fine•ardy lasm
E.8 E.w.,,gnine❑y sandy luo-,Ora 5 pwcenn slopes
E.0 Ere•..,gravelly sandy least,51a 15 pweenr•lopes
E.D E.enell gmnelly sandy Iwm, 15 Its 30 percent slaves
E-C E.e•en-Alden..aad gro.elly sandy 1as-s,61.15 police-alppes
fi..,
InA Indianola Icon,fine send,0 lad percent slopes
Inc Indianola Ica n,y fine island,d ro 15 pwcenl slopes
$no Indianola lon-y fine and, 15 ra 30 preen slopes
KPB K:tsop sill lass,,2 to 8 percent slopes
KPC Kil.,sell Ion-,810 15 W..,slops
KPD Kin.,silt Iasm, 15 ra 30 percent slopes k 1•.
K c Klaus 9•a.ellr lasmr,sand,61.15 ptcenl slopes
Ala Weed a11w:aI lead
N.0 N.01on very gwwlly loom,sand,2 to 15 pwcenl slopes
Ng Newberg silt loom
Nk Naoliaock sill I.- c...n
No Nwe,o sandy Imm Or apt,pan
Os 0,;di. ill loan
O.0 0.11 grarellr Imm.01.15 pwc.nr,laps
0.0 0.11 grO..I lr laa-, 151a 25 pwce n
peF O.pll gra..11y Ion-,40 to 75 pfcem slaps,
Pc Pilchuck loamy fine sand
Pk P;Ichuck Lite sandy Imm
Pa P ,ilny cbr loom
P Puyalkv line sand, tam
R.0 Ragnw f.ne sally lop-,61. 15 pwcenl slopes
R.D R"non line sandy Ion-, 15,.25 pwae,n slopes
RdC Raaw-lnd;a,•olp essa:onlon,slop;fg e
RdE R",a,-Indianola association,-adwalely sl.ep•
Re Re.awn sH• loam
Rh Aw--ash :
So Sa1o1 sell I.-
Sh $an.ron:sh s.l, Ippm
Sk Sasnl.,a..ck
S- Shaker-.ck
Sn Si salt loon
5o sno m..h,.lr Ica-
Sf Snaha-ls6 rdl Is,-, ll,ku"face canon
S„ Soho',., lam
T. T.kk«,to m..
lea r:ond.nr.l 1.t.1, Ito- -
TI.. -pq...:n al._ n> ..uFl. . ..•b..a •..... . . .r ..
m•n,a�• , •� 1. n,y..uclln Q..ru ran,'i,
eo a•.ad a>e o- •ties. > • s � •
N. � .
PC
�E� �d �►. '_..ram .�j r�,�
�4��lii� �iney� �o�• 9=�
■EMI\ �►\, �. `�����. � ` 1,�,,,,�
wNINE,
lip vim-, pi
m
pill
• . �,��►!'fir' -
FAN Itrol
I I l p
1f tu
R
ffAW
-...
IV, 91
w�rs�FA
••�� � ,�r� � -!rat,{ ♦p. c
DETENTION POND
1 v
BIOFILTRATION SWALE
SIZING CALCULATIONS
IVIA
V. CONVEYANCE SYSTEM DESIGN AND ANALYSIS
Circular Channel Analysis & Design
Solved with Manning' s Equation
Open Channel - Uniform flow
Worksheet Name : HUMBLE OFFICE
Comment : PIPE CAPCITY CHECK
Solve For Actual Depth
Given Input Data:
Diameter. . . . . . . . . . 0 . 67 ft
Slope . . . . . . . . . . . . . 0 . 0588 ft/ft
Manning' s n. . . . . . . 0 . 014
Discharge . . . . . . . . . 0 . 15 cfs
Computed Results :
Depth. . . . . . . . . . . . . 0 . 11 ft
Velocity. . . . . . . . . . 4 . 18 fps
Flow Area. . . . . . . . . 0 . 04 sf
Critical Depth. . . . 0 . 18 ft
Critical Slope. . . . 0 . 0075 ft/ft
Percent Full . . . . . . 15 . 84 %
Full Capacity. . . . . 2 . 76 cfs
QMAX @. 94D. . . . . . . . 2 . 97 cfs
Froude Number. . . . . 2 . 72 (flow is Supercritical)
f/
Z S y,e 8 to,Pe s . g8c7a
Open Channel Flow Module, Version 3 .43 (c) 1991
Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708
Circular Channel Analysis & Design
Solved with Manning' s Equation
Open Channel - Uniform flow
Worksheet Name: HUMBLE OFFICE
Comment : PIPE CAPCITY CHECK
Solve For Actual Depth
Given Input Data:
Diameter. . . . . . . . . . 0 . 67 ft
Slope. . . . . . . . . . . . . 0 . 0588 ft/ft
Manning' s n. . . . . . . 0 . 014
Discharge . . . . . . . . . 0 . 17 As
Computed Results :
Depth. . . . . . . . . . . . . 0 . 11 ft
Velocity. . . . . . . . . . 4 .34 fps
Flow Area. . . . . . . . . 0 . 04 sf
Critical Depth. . . . 0 . 19 ft
Critical Slope . . . . 0 . 0074 ft/ft
Percent Full . . . . . . 16 . 84 %
Full Capacity. . . . . 2 . 76 cfs
QMAX @. 94D. . . . . . . . 2 . 97 cfs
Froude Number. . . . . 2 . 73 (flow is Supercritical)
I oo y2 PIPE
Open Channel Flow Module, Version 3 .43 (c) 1991
Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708
PIPE SIZING
DRAINAGE AREA MAP
E JTQl S rTE
VI. SPECIAL REPORT AND STUDY
GEOTECHNICAL ASSESSMENT
"ram the kEImiG AsSoCIAtes _ PHONE No. 206 735 1309 Apr. 12 1995 1:24PM P02
ASSOCIATED
AAMMI
EARTH
SCIENCES, INC
April 11, 1995
Project No. H95071A
The Keimig Associates
261 A Street NW
Auburn, Washington 98001
Attention: Alan Keimig
Subject: Site Reconnaissance and Preliminary
Gentechnical Assessment
Proposed New Office Building
Tract A and B Maplewood Division 11
Renton, Washington
Dear Mr. Keimig:
At. your request on April 6, 1995 a representative from our firm completed, a visual
reconnaissance or your propubcd new office building site, located at the corner of Maplewood
place SE and State Highway 169, in the Maplewood subdivision of Renton, Washington. We
understand that a City of Renton Conditional Use Permit is required prior to site development.
The permit states that a geotechnical assessment must be completed at the site which addresses
potential soil and slope stability concerns, as well as other items including foundation design and
building setback limits. To satisfy the permit requirements and for general design
considerations, a subsurface exploration program at the site will be necessary, as described
further in this letter under OPINIONS AND RECOMMENDATIONS, We do feel however,
that the site will he suitable for the proposed development, with an understanding that,
depending on the actual subsurface sediments and ground water conditions, there is a potential
for deep foundations. The actual recommended foundation type atnl depths can be recommended
after a subsurface exploration program of this site. .
A plat map and preliminary building description were provided by your firm prior to our site
visit. According to your description the building will he wood frame with a partial second story,
and a slab-on-grade floor at the main level. Structural loads are estimated at 665 pounds per
square foot for the single story portion of the structure, and 1465 pounds per square foot for that
portion of the building with two stories.
SITE RECONNAISSANCE
The site consisted of Tracts A and B of the Maplewood Division 11 subdivision in Renton,
Washington and was located between SE 6th Street and State Route 16.9, along the east side of
Maplewood Place SE. The property was within an existing residential neighborhood that
contained a number of small businesses. A small market and barber shop were located to the
northwest of the site, and a drive-through eepresso stand was located on the parcel to the west
911 -5th Avenuc, Suite 100 724 .Eacksen Ave. NE, Suite 204
Kirkland,Washington 98033 Bainbridge Island,WA 98110
(206)827-7701 • FAX (206) 827-5424 (206) 780-9370 • FAX (206)780-9438
,
(if the site, on the other side of Maplewood PIace SE. According to the provided plat, the site
measured 120 feet in a north-south direction by about 85 feet in an east west direction. The rite
was relatively flat and grass covered. It was undeveloped except for an old sidewalk along the
north side of the property, and a concrete sound barrier and buried utilities along the south side
of the site, adjacent to Highway 169.
The site was located along the north flood plain of the Cedar River, and the stratigraphy of this
area has bccn clapped as undivided Quaternary alluvium (geologically recent stream deposits).
'1.1in site was several hundred feel removed from steeply sloping areas, and there were no
observed drainages at tlic site. The subsurface stratigraphy of the site could not. be observed,
but in areas where the grass had been removed in vehicle tracks the sediments were sandy and
appeared well drained. No standing water was observed at the site.
OPINIONS AND RECOMMENDATIONS
From a geolechnical standpoint it is our opinion that the site should be suitable for the proposed
office building construction. The site is well away from steep slopes and therefore building
setbacks from steep slopes are not a concern. The site is judged to be underlain by alluvial soils
that could be subject to liquefaction hazards during large seismic events. In addition to the
potential liquefaction hazards, the foundation bearing capacity of the site soils and foundation
types or foundation depths could not be determined during the visual site reconnaissance, as no
subsurface sediments were exposed.
To assess the potential for liquefaction hazards and to determine the foundation soil bearing
capacity and foundation depths would require additional information about the subsurfacc
stratigraphy. The subsurface information would allow us to make recommendations regarding
site preparation and structural fill requirements, type(s) of suitable foundation(s), allowable
foundation soil hearing pressures, foundation depths, anticipated settlements, fluor support
recommendations, as well as drainage considerations.
We should reiterate that the site appears suitable for the proposed construction. However,
without subsurface information, we cannot give you the desired data for foundation
considerations. If you have any questions or wish for a cost estimate of an exploration program,
please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
u �
George If. Bennett, C.P.G.
Staff �,ologist
Ronald A. Pa er,
Principal GH91Id -1I9507.1A.I -WP.1/1/95 Id
2
00,
Sens ve Areas10
Map Fo�ia � l
JN
rung County, Vt'ashngton
December, 1990
WNt f r gpcar Island .- t 'r.! ,. ..a;, Cp,.l k
CrN
� ' ,S ,
1 i �r T ^t'� ,.} ! I ` .��qq I I ! ! r' 1
j �
lJp4J ti } I ' i ''I I t I/I ( �t I ' ' t' ` •,
I ; � r r• 'I I ` } , \> >a rn ' Washingtemn '
4
Lake ,f 9
12
May Croak
v' 28b
Ouwemfah River
`\ East
d q S
i�• \ of r '+`"t~n� y
.�2 3 !- 1jb. } t, \ .� REr,}'sir,• da", i. , �,.
i � 1 , I„ t J aal, ...n .n 1 �lsko t81 t I
Salmon.Cr+�o9 ,}F } ! 12 - f -,fit r shiplurl 'FS'^ �I�
1Ws
i
.1r . \ t 1. -1 •} 'I _ Tf { .. 2� fOb
as
--
,_
. }- I I� 1 �. [A i ` ` Y.. l . .. CEDAR C�� l r�' /1 �l r •., Li
I1JS.R„ ,1 r it `-' ( t0tt 4REFR
1 1
I ,
� Waterr'Ptv4r.� ` { S
\ I ,A �Jtf i t J`-�I
I [� t
'Crook �..-... TT
t 1i : J� ... r ,� it
I'lr �.f I
k i
aRl
(li!I 'Ju
'I r'. J1. . J I i_J l 1 ,\ 1 1 ,' OOi ry • ,Z . ' I '
eas Numbered wetlands, exce
undaries of the sensitive ar pt those with he Wetlands � wetlands DuWamlSh
on n,esp maps are ap Proximate. "a" or "b" deal9gnation are Inpudetl In the
0 sonsillve areas that Gave not King Co unlY lVelfands In'enfory, Tne mm Open Water 3 —�
iappetl maY be present on
a devel- locations of walla n d$ tl051 gnaled a" have
proposal site. Whcrc dlfierences been verified on the site by a varietY of JJJ
,etween what is illustrated un thu5e sources.the wetlands designated 'b" are reap gasin Boundaries
,d the site co utlitions, the actual pre- Petl in U.S. Fish.a andd' Wildlife
.,Lv:u c.� au n.o �.�,. ,�, nn. ..._.�euw. ..rt.,n u1 11"rfl.vul. hu .q�• b,d Ib,i,ci n•�� � , __._ n- _..,-.._.
.T
sAAA
IV A
e-
t IF
\.{
'l\�s —� ` I. �� MY� 1' t'� t ' e I � � \I��r� i1� � Il<�.. �v i y •\ � �. i r � ri T,1�: �I•� � �.
1:. _ 14%
•t "),a y I. t
r fr III \ �'. a \VII i d . �'. ' -i @ �• A!
At It
}}
AT
L1 I -
* / ,, •J is f1i 'r,.�1, s -' —L,cl
S +�t t/ I�. s4 f' (- ! 1
r �+�lI : .` v \�=\ 1T.r I, II. I ..�„j_ jx., tom;/y It\ �(r\ r� Itl.
��=
is
I r II • I , ' �•,
I,
f� I ht'
`pyy i
senslnve areas tlis- One- huntlre0year Ilootlplalns extend
be- - Streams and 100-n are approximate. yond those shown on maps. Flood In- DUWamISh 4,
.leas that have not surance Rate Maps do not always show the '}� Chass2(with salmonids)
present an a tlevel. flootlplaln to the headwaters of streams. year Floodplains
where differences Clara 2(perennial;tsalmonid fa
Illustrated on these use undetermine(j) rS
tions,the actual pre t /4 f
e site of the sensitive • • • • Cless3
Use Sensitive Area 106year Flood sins n t_
control. pl _ _ _ Unclass�ed .c
is
to
"�' I �, �-_I� J � i�� e t ti t p?t t Z ' r � - •' 1 III '
'••` ^. � i ,l l '�. 11ry � y._ _ `,•(I �i?�. 17 f � E , 1 r\- r .r �`- k
u. J r, a.: iY �' -.�.1 \ �, , 1� CTII '_ 1� L, I•.� / `1� J S<t f - �'[rj-
II
_
I Iir
d � Y t y tll v 1 •i r\y . ..�
\ t y e
r
L7
' 1 • s f 1:'7
,1 > ,
zf
t r � is�•'� s I �`, � .'�',.����.. `1}t` ``� n r a k I`tll I i I� •�S t I �L�� 1 � :� ,^a � ` �r �_
-
t ^,� - I x n . t .� .. I `1• ( .r i tr' �: 1 �1. ` 1� -till ' w -I L
J ( {
�I .� t -1 j r� \ •y pY -
t 1
a��r
r
"�o III, I, � _ _ tom• , , 1 ��
rr
lais-
te. r Erosion fla7.an i Duwamish
not (��1 ices r el- ArC ` . 3 7
ra 3
hese
pre- 9 14
rtive
irea ��-
6. 11
12 _
�mwr1�YY1NJ� Y�YuIn N.•l� •-,.:f"vafAfr�."
,�• � r t Y n tt �• � � � �,a 1:� C1Y �i/ l 1 � (
.1 v
u n ,
r .. L♦ 1 B (�
1. 1
� II`
.,t ` , .. W P 1 ,4 , :• ,; ,
- -
1
f ) I �t . � ` , Y'\ r:j' .. � ij� •� ! t Y�f ����` � �' 1� t , L , ` � u/ �1
T�
01
� I /VVI\ -• ! 1 ) �, '� = I r I f�' r � 1 -ve \�.� T T \ . / a I,I.
,III/`�1I [• >\ � �_.. � t _ i �� � , �� ',{� _, _ lam _ •. �- 1 .i ,+ ...�
j `,((� l 04:� �l. l ;F I � T .� ��. l 'li. `' r. .♦ •, V`
See wetlands and landslide hazard maps for SV1SII11C Hazard
Duwamish
additional petentlal seismic hazard areas. Seismic
to failure
andduring
landslide areas are susceptible Areas
to failure during earthquakes. Other seltelb U2 �
hazard areas not shownonthismapareshorelines underlain by lacustrine sediments;these are susceptible to liquefaction.
f 1'�"�� �--��. �f'---� T^`�� w"---". •�--" _—_-,. .----'t I""��I �`—I+ "---mot '; 1 ��[
v
n F \
" � t' 1 w;- rwy g4c'�,. ' !l. „�•�v�e.f >f' 1 -}.. �� - ^%� _
�. - I ,1 \ � \�1.3-t+ I] \ � I`•'- r 44 r a as � S� y �., r � � [----
U � , '� ar. rlr y.�r . �•.` 1 I , � Il ' 11 ,�i �� �.>I"bj _ K ' —
`, � ,I ;. T' F.��-; �� le:)�i� `._.,r '� d r � �\\� "1111��•I (i Lli�� III � � _ _ — •---�1
LD
IN
� LI � I ',� l +�.. �, � \�� � L�Ft�J � li �i' �I 11 \ t•W �aZ �\
�Y{7 ���. r —1��•fTT,j i \�`r�..1.�1� ��I�. I' \ \ ���\\ �� I LI,.{ JCS 1 1� I r/ �, �}�`� \�jf(�� �` /r r
4.. Le
1 ` t _I, ll.W.y.. ,!� `. \ i r .�. IYi .�.�� � i\� , '�`1 A\ �Y�"til , J�{!'� i L�•Iu..Y.
11�
�IIU ! '1 , 1(l{ 1 �i/.PPP/ 11I I fl � �C 1 }�\ •♦ I � ...1
' Duwamish
r Landslide Hazard
Areas
9 14
10
.6 11
— 2
r
Q T —
� .,. G'► s i f I W. 1 .� ... . rtl".rr J� �':� ( �!i'17/ �- t,�. ylt.-r!I i t > > ��\
C1Y
� � .� �3 _ ,� , I� � .I �. wry. �a l'�.. /' / F.i.. ...� jr ,•.�4� ._� ' '
1� [ ���'� 2` ,���I'�.- 1 .,� - , '' �_ -�, 1 III �: •�\
I � 1
V
�� I t, 12 IJ; .In y?a,M� �.l � �� � 1 .`5���`��+f,. I � ,.n � \ .`fir{T _ .!: I'Ji � � '_ �, �� � ��•_� � •,•,,.
,� 1l
,
w _
�1U/, �i ! I I• �� � � _� alp �. 1.,..�}} � t l ..�, �/��I., ` I y,� '� '� * 1
I I ,.A
TT.., Duwamish L
*These coal rmost have had additional min- COL Mine
Hazard
rd
Ing since the most recent maD was flied with 1rjj1jV lit«•Cl ' f
Re-
'he Washington Department of Natural Re- ���� 3
adjacent to these areaso should be p=ded
g 14
by a thorough study to confirm or deny the � 10
existence of additional subsurface tunnels. b 22
VII. BASIN AND COMMUNITY PLAN AREAS
.1 may' d *wv'
� � ./•� - it � �°°�- a '""� SKYKOMlSH
G..
I
RIVER
SN oil MIE
{ �� , BASIN
RIVER `
PUGET f
:BASIN ;
., SOUN
/' +Idler _ - — (' -:#. � J j \�� ta.. `� '`' �! ._ -_• ..- _ r %�N'. .. -' �i
Figure E-7 i
�tZ - yLahtisw `
;' r Y DRAINAGE. BASINS
=1 C DRAINAG_ = - ^� S- King aunty
s � ) ! -/ onar wsifts.•:su.so :
0� Major Basin Boundary
�� y Sub-Basin Boundary
Source: King County Sensitive Areas
Map Folio.Wetlands Supplement
BASIN
o t 2 J G 5 6 ] a Miles
I "..)non
6. 1
r
O t 0 -BEAR
CREEK :.I _ -• - - '' - _ .ram
CREEK_ ---y' ` __._. __.—_- - - ,l —•:-_. _ , .r-
�NOQU�Ak/MIE y f' p=' a _ �i.
I ! - AST
� u
KINx
C NTY _
�S .• 1 i
AVEN HEI1 `
Figure i
ij G- KING COUNTY
. � f COMMUNITY PLANNING AREAS
King County
1985
j' T410Y4 P- 4i: l .. "� •-, .._ _ - \J� —. 1 ( A S�I �
C w � r• — - --- -- i r
-- J
r O 1 2 3 4 3 6 7 8 Mllw
\.
y
1:300,000 LJ,
x
VM. OTHER PERMTTS
IX. EROSION/SEDIMENTATION CONTROL DESIGN
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
e. Grid Pavers - modular concrete units with interspersed void areas which can be used to
armor the streambank while maintaining porosity and allowing the establishment of
vegetation.
5.4.3.6 .VEGETATIVE STREAMBANK STABILIZATION
Purpose
To protect streambanks from erosion through the use of vegetation.
Conditions Where Practice Applies
Creek, stream and river banks downstream from, or within, a construction site which may be adversely
affected by excess runoff resulting from construction activities.
Design Criteria/Specifications
o ` Design must be prepared based on criteria and input/review from a qualified fisheries biologist.
See Chapter 4, Section 4.3.7, Open Channels, Bioengineered Channels and Bank Stabilization.
5.4.4 SEDIMENT RETENTION
A sediment trap of sediment pond must be used as the primary structural control measure to treat silt-
laden runoff from.exposed areas, wherever feasible. Permanent peak rate runoff control facilities (except
infiltration systems) may also be used for sediment retention. They must be thoroughly cleaned prior to
construction approval.
In those cases where site constraints will not allow small areas to be served by a sediment trap or
sediment pond, one or more of the other measures described in this section shall be employed.
tSediment traps_are!usedfior"dr'dinj'd%-Feas"601d'3�a*CresIand sediment ponds used for drainage areas
up to 1 o acres. 71iese llimitations on drainage areas will require that several or more sediment retention
measures will be required for any project with drainages areas of more than 10 acres. Figure 5AAA
illustrates the use of these ESC structural practices.
5.4.4.1 SEDIMENT TRAP
Purpose
To collect and store sediment from site cleared and/or graded during construction. it is intended for use
on drainage areas with no unusual drainage features, and for projects with anticipated short build-out
time (approximately 6 months or less). It is a temporary measure with a design life less than 1 year. It
Is to be maintained until the site area is permanently protected against erosion by vegetation and runoff
from impervious surfaces is directed to permanent drainage facilities.
Conditions Where Practice Applies
Where the tributary drainage area is 3 acres or less.
'. . besign Criteria/Specifications
The sediment trap may be formed completely by excavation or by construction of a compacted
embankment. It shall have a 1.5 foot deep sump for sediment storage. The outlet shall be a
weir/spillway section, with the lower 2 feet acting as a filter for sediment and the upper foot as the
overflow spillway depth. A filter fabric fence must be provided to filter the runoff from the trap prior to
discharge from the site. Do See Figure 5.4.46 for detail.
Z ' ss.t. F,L-t,
tol$ t•s' Sena .
too —�
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
o The temporary sediment trap volume is the volume of sediment storage computed (not to
exceed 1.5' in depth) Dius the volume resulting from providing a 2' deep settlement zone above a
the sediment storage, while not exceeding trap side slopes of 3:1. ,;
o Comoutina the sediment storaoe volume -The sediment storage volume required Is the volume
required to contain the annual sediment yield to the trap and can be estimated by using the
Universal Soil Loss Equation (USLE) developed by the United States Department of Agriculture.
ASEO = R•K-LS*CV•PR
Where ASEO annual sediment yield in tons per acre
R = rainfall erosion index; use R-=2.22(P2)22; where P. is the
2 year/24 hour precipitation in Inches (See 2 year - 24
hour Isopluvial Map In Figure 3.5.1C)
K = soil erodibility factor, from Table 5.4.4A or as determined
by field and laboratory testing by a geologist, soil
scientist, or geotechnical engineer.
LS = length-slope factor; from Table 5.4.4E (note, lengths
measured are horizontal distance from a plan view)
CV = cover factor, use 1.0 which represents no ground cover
during the construction process.
PR = erosion control practice factor; use 1.3 which represents
compacted and smooth slopes.
Note, the USLE rainfall erosion index equation for the SCS Type 1A storm region is R=10.2
(P2)22, where P. is the total precipitation for the_2 year; 6 hour duration design storm. Since the
total precipitation for the 2 year, 6 hour duration design storm is equal to exactly one-half of the
total precipitation for the 2 year, 24 hour, duration design storm, the equation can be rearranged
as shown.
o Annual sediment yield calculation, step-by-step procedure:
a. Compute the R value by obtaining the P2 value from the 2-year/24-hour isopluvial Map in
Figure 3.5.1C.
b. Divide the site into areas of homogeneous SCS. soil type and of uniform slope and
length.
C. Note the K value from the SCS soils chart (Table 5.4.4A) for each soil type.
d. Determine the LS value for each uniform area (See Table 5.4,48).
e. Compute the annual sediment yield (Ad) In tons per acre for each
homogeneous/uniform area by multiplying R times the K and LS values for each area.
f. Multiply the annual sediment yield (Ad) for-each area by the acreage to be exposed
(only that area to be clearedr6f each area. Sum the results to compute the total annual
sediment load (in tons) to the trap
o The sediment storage volume (V„d) is then determined by dividing the total annual sediment load
In tons (L„d) by an average density for the sediment deposited (P�). UseP,,,= 0.05 ton per
cubic foot. V.
l
5.4.4.1-2 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
o To complete the design of the temoorary sediment trap:
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 5AAC 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 SAAC) 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 5AAA HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY
SOIL SOIL
EROO. EROD-
HYDROLOGIC IBIUTY HYDROLOGIC IBIUTY
_SOI,L GROUP GROUP* FACTOR;K' .SOIL GROUP GRDUP• FACTOR;K-
Alderwood C 0.15 Orcas Peat D 0.00
Arens,Aldemood C 0.15 Oridia D 0.49
Arens, Everett B 0.17 Oval) C 0.17
Beausite C 0.15 Pdchuck C 0.10
Bellingham D 0.32 Puget 0 0.28
Briscot 0 0.32 Puyallup B 0.28
Buckley 0 0.32 Ragmr B 0.32
Coastal Beaches Variable 0.05 Renton D 0.43
Earlmon Silt Loam 0 0.37 Riverwash Variable -
Edgewlck C 0.32 Salal C 0.37
Everett - -- A .0-17 Sammamish D 0.37
Indianola A OAS Seattle D 0.00
Krlsap C 0.32 Shacar 0 0.00
l9aus C 0.17 SI Silt C 0.37
Mixed Alluvial Land Variable 0.10 Snohomish D 0.32
Nedton A 0.10 Sultan C 0,37
Newberg 8 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). Sods having high Infiltration rates, even when thoroughly wetted,and consisting
chiefly of deep,well-to-excessively drained sands or gravels. These sods have a high rate of water
transmission.
- B. (Moderately low runoff potential). -Soils having moderate Infiltration rates when thoroughly wetted,and
consisting chiefly of moderately fine to moderately ooatse textures. These sods have a moderate rate of
water transmission.
C. (Moderately high runoff potential). Sods having slow Infiltration rates when thoroughly wetted,and
consisting chiefly of sods with a layer that Impedes downward movement of water, or sods with moderately
fine to fine textures. These soils have a slow rate of water transmission.
D. (High runoff potential). Soils having very slow Infiltration rates when thoroughly wetted and consisting
chiefly of day sods with a high swelling potential,sods with a permanent high water table, sods with a
^ hardpan or clay 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 1986, Exhibit A-1. Revisions made from SCS. Sods Interpretation
Record, Form #5.September 19e8.
a
IMP n
m z
1,9 vnlues for following dope I.nptL.1,ft(m) I$.nluca for following.lope Icnl;lhe f,ft(m) !^
- A
tilup. Krndiutl 10 '!IY 9l1 •10 50 CIO 70 80 90 IW IN 200 250 3W 350 4W 450 5W 6W 7W BW 9W IOW co
(�
rnI in , •, (3.0) (G.I) (9.1) (12.2) (15.2) (IBA) (21.9) 1.24.4) (27.4) (30.5) (.tG) (OU (76) (91) (107) (122) (117) (152) (183) (213) (244) (274) (305) pry Q
_ 41.5 0.06 0.07 1667 0.08 0.08 0.09 O.m O.W 0.m 0.10 0.10 6.11 1).11 D.12 0.12 0.13 0.11 0.11 0.14 0.14 0.14 0.15 0.15 -"
1(10:1 1 0.118 O.I%1 0.10 n.10 0.11 0.11 0.12 41.12 0.12 0.11 '0.1.1 0.1.1 o.ls 0.16 mr, Q,j 0.17 0.17 0.18 0.18 0.19 0.10 0.20 z
2 0.10 0.12 11.11 0.15 O.Iri 0.17 0.18 41.19 0.19 0.20 ' 0.2:1 0.25 0.26 0.28 0.29 0.10 0.32 0.33 014 0.36 017 0.39 0.40 > ) y
:1 11.1.1 (1,18 0.20 0.22 0.2I1 D.25 0.26 0.27 0.28 0.29 0.32 0,:15 0.38 0.40 0.42 Ire
0./1 0.4.5 OA6 O.49i Osl 0.54 Oss Os7 I.
4 4).In 0.21 0.25 0.28 0.'X) 0.11 0.35 0.37 0.10 0.40 0.•47 0.53 0r58 0.62 0.66 0.70 0.73 0.7G 0.82 0.87 0.92 0.96 I.W N
* E
'!tta 5 0.17 11.24 0.29. 11.34 0.38 0,/1 0.4.5 0.48 0.51 0.63 O,fiO 0.76 0.85 0.91 LW 1.07 1.13 1.20 1.31 1.42 1.51 I.60 I.69 G
G It.'!1 6:10 0.17 441 0.48 0.52 MISS 6.60 0.G4 O.G7 0.82 0.95 1.06 1.16 1.26 1.34 1.41 •1.50 1.65 1.78 1.90 2.02 2.13
7 0.2ri 0.37 0.45 0.52 0.58 0.64 O.r,9` 0.74 0.'18 0.82 1.01 1.17 1.30 1.41 1.54 1,65 1.75 LB4 2.02 2.18 2.33 2.47 2.61 14
MAI 8 0.31 0,44 0.54 0.63 0.70 0.77 0.81 0.89 0,04 0.99 1.21 1.40 1.57 1.72 1.86 1.98 2.10 2.22 2.43 2.62 2.80 2.97 3.13
__. 9 0.37 `O.52' 0.64 0.14 O.B•7 0.91 0.98 1.05 1.11 1.17 1.44 1.60 1.85 2.03 2.19 2.35 2.49 2.62 2.87 3.10 3.32 3.52 3.71
I It:1 10 0.43 0.61 0.75 0.87 0.97 1.00 1.15 1.22 1.30 1.37 1.68 1.94 2.16 2.37 2.66 2.74 2.90 3.00 3,35 3.62 3.87 4.11 4.33 Z
11 0.W 0.71 0.86 1.00 1.12 1.22 1.32 1.41 1.50 1.58 1.93 2.23 2.50 2.74 2.95 3.16 3.35 3,33 3.87 4,IQ 4.47 4.74 4.99
8:1 12.5 0.61 0.86 1.05 1.22 116 1.49 1.61 1,72 1.82 1.02 2.35 2.72 3.04 313 3.69 3.84 4.08 4.30 4.71 5.08 5.43 5.76 6.08
15 0.81 1.14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.5G 3.13 3.62 4.05 4.43 4.79 6.12 5.43 5.72 6.27 6.77 7.24 7.68 8.09 0
0:1 16.7 0.90 1.36 1.67 1.92 2.15 216 2.54 2.72 2.88 3.04 3.72 4.30 4.81 5.27 5.69 6.08 6.45 6.80 7.45 8,01 8.60 9.12 9.132 'z
5:1 20 L29 41.12 2.2.1 2.68 2.88 1.16 3.41 1.65 3.87 4.08 S.W 5.77 6.45 1.06 7.63 8.16 8.65 9.12 9.99 10.79' 11,54 12.24 12.90 0
ja M l 22 1.51 'D 3 2.61 3.02 3.37 3.69 1.99 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 ("
4:1 25 1.86 2.63 3.21 3.73 4.16 4.56 4.03 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 16.66 17.67 18.63
'-' 30 2.S1 '3.56 1.36 5.01 6.62 6.16 6.65 7.11 7.64 7.95 9.74 11.25 12.67 13.77 14.88 15.91 16.87 17.78 19.40 21.04 22.49 23.86 25.15
3:1 11.1 2,98 4.22 5.17 5.96 6.67 7.10 7.89 0.43 8,95 9.43 11.55 13.34 14.91 1G.33 17.64 18.86 20.00 21.09 23.10 24.95 26.67 28.29 29.82
35 1.21 4.57 6.110 6.48 7.23 7.92 8.55 9.14 9.70 10.22 12.52 14.46 16.16 17.70 10.12 20.44 21.68 22.80 26.04 27.04 28.91 30.67 32.32 0
2%:1 40 4.00 616 6.93 8.00 8.95 9.80 10.59 11.32 12.00 12.65 15.50 17.89 20,01 21.91 23.67 25.30 20.84 28.29 30.99 33.48 36.79 37.9G 40.01 (7'J
45 4.81 8.80 8.31 0.01 10.75 11.71 12.72 13.60 14.42 15.20 18.62 21.50 24.03 26.33 28.44 30.40 32,24 33.90 37.23 40.22 42.99 45.60 48.07
2:1 S0 5.64 7.97 9.76 11.27 12.60 13.81 14.91 15.94 16.91 17.82 21,8.7 25.21 28.18 30.87 33.34 35,65 37.81 39.85 43.60 47.16 50.41 53.47 $6.36 G
55 6.48 9.16 11.22 12.96 14.48 15.87 17.14 18.32 19.43 20.48 25.09 28.07 32,39 35.48 38.32 40.97 43.45 45.80 $0.18 54.20 57.94 61.45 64.78 ,a
I X:1 57 6.82 9.64 11.80 11.61 15.24 MOO 18.03 19,28 20,46 21.55 26.40 10.48 14.08 37.33 40.32 41.10 45.72 48.10 52.79 67.02 60.00 04.66 68.16
GO 7,12 10.35 12.G8 14.44 16.37 17.93 19.37 20.71 21.90 23.15 28.35 32.14 36.00 •10.10 43.31 46.30 49.11 51.77 SO.71 61.25 65.48 69.45 73.21
19:1 G6.7 8.44 11.9.1 14.61 16.88 18.87 20.67 22.32 23.87 25.31 26-64 32M 31.74 42.19 46,22 49.92 63.37 56.60 59.66 65.313 MOO 75.47 80,05 84.38 � t
70 8.98 12.70 15.55 17.96 20.08 21.99 2.1.75 25.39 26.93 28.39 34,71 40.15 44.89 49.17 53.11 56.78 60.23 6.1.48 69.54 75.12 80,30 85.11 $9,75 d
75 9.78 13.81 10.94 19.56 21.87 2.1,95 25.87 27.66 29.34 30.92 37.87 43.73 48.89 53.56 57.85 G1.85 65.60 69.15 75,75 81.82 87.46 92.77 97.79
m
I X:I W IO.hS 11,91 18.R8 2I.11 R3.W 25.85 27.93 29.85 31.66 33.18 40.88 47.20 52.71 57.81 62.44 66.75 70.80 74.63 81.76 88.31 04.41 100.13 105.55 W
8s 1110 15.98 19.58 22.61 25.27 27.69 29.90 :11.97 31.91 35.74 43.78 50.55 56.51 61.91 66.87 71.48 76.82 79.92 87.55 94.57 101.09 107.23 113.03
DO 12.02 17.00 20.82 24.04 26.88 29.44 11.80 34.W 36.0131 38.01 46.5S 53.7ri 60.10 65.84 71.11 76.02 80.63 84.99 93.11 IW.57 107.51 114.03 120.20 �-
95 12.71 17.97 22.01 25.41 28.41 .11.12 33.112 3S.94 .18.12 40.16 49.21 56.82 63.53 69.59 75.17 80.36 85.23 89.84 98.42 100.30 113.64 120.54 127.06 z
1:1 IIXI 11.16 18.89 2.1.14 28.72 29.87 32,72 35.34 37.78 40.08 42.24 SIM 59.74 66.79 73.17 79.01 $4.49 89.61 94.46 101.48 111.77 119.48 12G.73 133.59
•Cdeulm.cl frmn r
(0.6.41 x.r .4b6 X e 1 a
IS `P 4 10,0t10+ i to,IX10 4 O.DG6�(77.6)T IS..Inlpe lenit5 t6 lm X 0.3048) z
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0.4 for done.3.6 to 4.5%,end r
v� 0.5 fur dope.>6%) .
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POE Engineering, Inc. JOB dom(3L'= e:)FFrGE &I Dr,
Civil & Structural Engineering/Consulting SHEET NO. 9q OF
610 West Meeker Street, Suite 101 CALCULATED By DATE
Kent, WA 98032
(206) 859.5121 FAX (206) 859-5207 CHECKED BY DATE
SCALE
C.aLe-9.LATro� .
/bo Y2 SYoA-" 0-17 C S
1q 4�- k-Ls Gv • pR
A &co)
LsFD • ZZ X �014(ef) = 0. 03r2 To
D.OS rt-oh�CY.
USE .VE2'r 5Mf4L(, T2.a jp
StzC 3� X 45
UE2y Co,vsel2Vp.-t ive T244p. r F NEEDGf7
I "
X. ADDITIONAL DOCUMENTS
r
't C-01 Depaw t of Dttdupwm and uwre mtew Service G
V 1361h piece Sme d -
kvue,W-Ak4Wn 9E006 1400
y l
t
)Jett Name: SIERRA Project No.: Date:
cation: Sierra Activity No.
a affi -ssv...Yrq
ROSIONMEOIMENT L'ONTBOL
ante,Mt t 1.30 LY
ITlroeeedlrq .40 SY .
ne Meeh 1.00 SY
viah,try hed,rtrew,2-deep .35 SY
vlch,by MMMM,etMw. 1'deep .40 SY
ck Comtr Entrance,SO'x 16'x 1' 1.030.00 Eaoh
2k Co Enbance,100'x 161x1' 1,500.00 Each
e4n9.by hard .35 SY
ESC SUBTOTAL
WkFA
NEML ITEMSr/RerBnuh,by hd .24
BUMOTAL "PA.t
�.n.tnv M tnena
• Pa0e 1
Slerre PreJeat No. _
low
•l
t Weua y•, of Rrb PAM[ ES Nu
N �;OND 1}FS3U S
? v ,y5
F (1iiiM
'GENERAL rMW(Con't.) xa+ w
Clear( H1rubM /Removal tree 8160.00 Aan
Evaevdan-bulk 1 d 0 gy
Exeevetlen-trorrah 3.00 CY
ReakRn b Co so8an-embankment 3.80 CY
Se VM b eodan.trench 8.70 CY
Fnib Cohv&M-sanmwn barrow 11.10 CY
Fin b vet- revel bme 18.80 CY
FIAb sat-soreerrod to sbn 18.40 CV
Gra&ty,fins wRh ard.r .70 SY'
0 rdi lfm had 11.30 1 SY
Farrci odor 8'N h 25.00 LF
Ferrel aheln Rn 8'N h S." LF
Ferral ahcin nnk ate 20' 880.00 Esch ,
Fend t n (NOPE7 - 1.10 LF
bad 4.82 SY
Morem Tlong 84.00 Each
S6malOtg,lot IooetlOhMi 830.00 Aan
Arre b e 510.00 D
TrfA 4-a hd cider 8.60 sY
TreA VIM Doane 8.00 SY
Geblon 3'INak rw senhwork 87.00 SY
Wen ntciN mke w/eenhwerk 21.00 sF
SUBTOTAL f011 PAW
t k'+fr r ' I ���' � 5kp �% 1dfnEro stv ufe nkue f n`ItYf. +air# :ss x zi' � �C _
��', r � _ ayn�, hrwrt lwAY s Inoee s° +isx PltI�A�TE .( " �KA� Es�Ai�bt}bf e'er `�� bK� (P'
{�,COkVcY YJLB *�� i ywE�a } :
4
WIN. . MR
IN,ME
�„�,s$��"r�{LOAD IMP11oVlx1 .•,._EM9
AC Cdndi 4'mecHne ).00 SY - �
AC flemovet/q dr 90.00 SY
&rMade m 30.00 LF
Oed• 1 20.00 LF .
Ork eztrudd Ophaft 1.90 LF
ark we ded aonorele 1.90 LF
ark A Gutter rolled 9.30 LF
a rb A Gutter:verded 9.90 LF
> W dOft" eel curb A sr 10.30 LF
lemdid-MAX ed,.klewdk 22.50 SY
4w 3'depth 1.30 LF
'+ romrete rl'd th 1.10 LF
ederrt .70 LF
ladder AC 9"AC nod SY
winder, 9.40 SY
de '4't4a verdad curb 20.90 SY .
denelk S'thlo rolled curb 23.90 SY
d 4'rdleotedred 9ne .20 LF
d con 2.90 Each
loketnd Edge 470 'LF
SAD SWAC9Y0
'rook-2.E bee.A 1.6' Deans
f
Owd 1.6'AC 6.40 SY
Oved 2'AC 5.60 SV
SUETOTAL "PACE
.w.rnn M >y.nt
Page 3
SI.na Pm).et No. _
�Y•''- i i 7"�3' )-- Zr i hxgi : .s4naffi'^p ¢•
�' � De.T 4 �4 c , i y,4yiP saM:s8+3 .� �'^" 's 4 hero•r.�s '
A tW �� HTE _ '� RA2 FACR.fTI E'y BDNtl F�DG 8 i
RIM
'
CY
ROAD SURFACING(Con't.) 5
AC Rod 2' 4'mk,Flmt 2500 BY 13.70 6Y
AC Rod 2',4*mk,Qty.ovor2SOOSY 9.10 BY
—
AC Red 3' 4'mo Flmt 2500 BY 1 em SY
AC Rod 3' 4-rook Oty.owr 2500 BY 11.00 BY -
AC Rod S' FTW 2S00 SY 16.30 5Y
AC Rod S• Oty.owr 2500 BY 10.80 SY
AC Rod d• FIW 25M BY 19.10 SY
AC Rod tP Ory.ewr 2500 6Y 12.70 SY
AY halt Tmed Rare IATR)(Ain.2.06 top! ) 36.00 Ton
Q,"Rod 4'rook,Flnt 2500 BY 7.20 SY
Ca"Mond 4'rock.Oty.ovwr 2500 BY 4.70 BY
PCC Rod S' m hn. 14.30 6Y
PCC Rod t1' m hers 18.50 BY
DRAMAGE
CPP .Corru v d Plerdo% N-12 or. hvlant)
Aeerr.Rod AM 9.30 SY
Betl.rd.-n.ad 2 ,290.00 Eh
".rd.- of m.bla 475.00 E.ch
(CB.In-w.forma."d- )
CBT i ESO.DO Each
CBT IL 1000.00 Exh
CBT 0 48•dlemehr 1 300.00 4'd
for ddl0onal d lh owr 4' +320.00 +1'd th
SUBTOTAL
�s�d� _ �� � Slam Proleel ko
Mfa 1f�. "� al oh, dig e 'f 1� �'S apiWo�� nirutEjifeOc Pl♦ '1E s +�` �K--. anxs "?.a�'s& '+xfx+5
a { S tMPq 3•, '80Nd BEtl� $"'
g4 , >
DBAINAOE(Con t.l ='• Pt a+' > "Ptld„
CB T 0,64'dlemetef 1 450.00 4'de �
for eddMoftel d th over 4' +370.00 +1'd th
CB T 8 80'dlemeter 1 800,00 4'de
fer eddidone(d th over 4' +410.00 +i'd th
CB Typt 0 72'dlemeter I 200.00 4'd th
fm addltlorM depth ever 4' +520,00 +1'd th
ThIoVgKculh He Framework(Add) 225M Eeoh -
qee PVC 4- 88,00 Each
cf. PVC 8' 115.00 Enoh
Cleenotd PVC 8- 142.00 Each
_LM PVC 4- 4 50 LF
ztvert CPP 8- - 9.30 LF
LM Pvc a-
a.4o LF
Ltvert CMP a- 9,w L
UM eonerete a- 12.90 LF
vtvert CPP a'. 10,00 LF
utwn PVC a- 8.00 L
Weft CMPI 11- 14.60 .LF
'+h+ oenefete 12' 17.90 (F
CPP 12- 18,5U LF
Ave CMP 15- 18.70 LF .
dve oomnts 15' 22.50 LF
Mort CPP 15' 18.50 LF
Men,CMP, ia- 2190 LF
SUBTOTAL fog raw[
Page 5
Slem Proteot No, t
' ���� D €� .� + 71�+ �£ 4 F y ua,5' � L /. .,.. ,�) s a � z ro '.�f E' }m y(s•6 x�1 'YY! ;
�.a ! - ]!IXMEettl Mw q$ PfWAYE �p rffi a EM'u v.-
i
CON AN
MM
M9 NA -
Fri I A ., 't t 1 a ✓x I�Prio.�c. � �• ,„` a8 •.R ,; F
DRAINAGE Can't,) "
C1]Ivs eomMa 18• 27.80 LF _
CUM CPP 19' 22.00 LF
CuM CMP 24' 30.30 LF
C."rt,eencrMe 24' 39,80 LF
Cut» CPP 24' 29,D0 LF
0dve CMP 30' 38.W LF
C.N,att,oonarota 30• 84.70 LF
Culwrt,CMP 38• 82.80 LF
Culwrt concrete 38• 83.20 LF
Cul» CPP 38• 39.00 LF
W.rL co.ren 42• 101.80 LF
Cul"It,CMP 49• 80.00 LF
Cu1w oanarots 48' 113.00 LP
wve CMP 60- 112,00 LF
Cuh,artcanorste 60' 184.00 LF -
Dit.hiry,ben M dddt 5.40 CY
Flaw Cleperanl Trench 1,100 bass +
15.00 LF
French Oratn 12.30 LF-
"d-tank Acoen F9aar 3C• 700.00 Each
Pond Overflow SpMway 4.70 SY
Reetdotor/OII S arator 12• 706.00 Each
RMdotor/08 S aMor 16• 886,00 Each HE
Reetdotod086e entor, 18' 1 075.00 Each -
SUBTOTAL Foe rAOE
rand h
t ,Slem ProJecl No.
4 dip a (�� o� 1 y x c ;�+ *,, 1% YS • .,� poo.iNd �F Eb Yo.:� asca
• . ..�"a:,. �'r.aaf2v x xy � a g ,'�� £ g �N, € `� s� x �kA 7> t �!
DflAINAGE(Con'1.)
plemp,plec.d 28.00 CY
Tenk Erd Reducer
Treeh Reck 12* 180.00 Eech
Tteeh Reck 15' 185.00 Eech
Treeh Reck 18' 210.00 Each -
Trash Reck 21' 240.DO Eech
PAFWNO LOTBNRFACINO
2'A.C. 2'topcoupe rook A 4'eelect battow 8.10 SY
I
1.5't-P coons rook!2.5'bee*eouree 4.70 SY
4'eelect borrow 1.75 SY
WmTE4N REMS
SVRTOTAL(SUM ALL PAGESI:
80%CONTINGENCY 6 MODILIZATION:
TOTAL: (A) IB)
1C)
Quantities above were completed by:
Signature. Sierra Proleat No.
PE Registralfon Number: Data:
Firm Name: Telephone Number:
Address:
771/s seclbn to be nompleled by 17ng County
BOND COMPUTATIONS:
SlabilratlonlFroalon Sediment Control fESCI EMFORMA ICE BOND AMOUNTS
Exists RI (0) Jv1AINTFNAN BOND MOltivr Existing Public
Road
Improvements P CFFErT B' AMOUNT
Future Public Road Improvements Ili)
Private Impmvemena fFl
RID Facfiltles and Conveyance Systems (E+F)x 0.25
—��
TOTAL
PERFORMANCE fn _._ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 'x OAS e
BOND AMOUNT
RIGHT-OF-wAy 8 SITE RESTORATION BOND
(First 67,600 of bond shall be cash., 10+EI
!1
f2
PERFORMANCE BOND TOTAL AFTER BOND REDUCTIONS !3
NOTE: The word 'bond' Is used to mpreserrt (T'A,8 OR CI
KMf�ndal guarantee acceptable to Original bond computations
rq unty. Prepared by:
Date:—__ Signature of Person Preparing Bond Reduction
� f1
!2 �
' f3 ater
NOTE: Total bad amount'nrnekifd ahee to
bs leas then 30%of tM odglnd attamt ar the aum of the
maintenance end defect a""M shown above,whict..h greater.
Page 8
XI. MAINTENANCE AND OPERATION MANUAL
, r �1
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
MAINTENANCE REQUIREMENTS FOR
PRIVATELY MAINTAINED DRAINAGE FACILITIES
NO. 1 - PONDS
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
General Trash&Debris Any trash and debris which exceed t Trash and debris cleared from site.
cubic foot per 1000 square feet (this is
about equal to the amount of trash It
would take to fill up one standard size
office garbage can). In general,there
should be no visual evidence of dumping.
Poisonous Any poisonous vegetation which may No danger of poisonous vegetation where
Vegetation constitute a hazard to County personnel County personnel or the public might
or the public. Examples of poisonous normally be. (Coordination with
vegetation include: tansy ragwort, poison Seattle/Kng County Health Department)
oak,stinging nettles, devils club.
Pollution Oil, gasoline,or other contaminants of No contaminants present other than a
one gallon or more or any amount found surface film. (Coordination with
that could: 1)cause damage to plant, Seattle/I(ing County Health Department)
animal,or marine life; 2) constitute a fire
hazard; or 3) be flushed downstream
during rain storms.
Unmowed Grass/ N facility is located in private residential When mowing is needed,grass/ground
Ground Cover area,mowing is needed when grass cover should be mowed to 2 inches In
exceeds IS inches in height. In other height.
areas,the general policy is to make the
pond site match adjacent ground cover
and terrain as long as there is no
interference with the function of the
facility.
Rodent Holes Any evidence of rodent holes if facility is Rodents destroyed and dam or berm
acting as a dam or berm,or any evidence repaired. (Coordination with Seattle/
of water piping through dam or berm via 10ng County Health Department)
rodent holes.
Insects When insects such as wasps and hornets insects destroyed or removed from site.
interfere with maintenance activities.
Tree Growth Tree growth does not allow maintenance Trees do not hinder maintenance
access or interferes with maintenance activities. Selectively cultivate trees such
activity(i.e.,slope mowing,silt removal, as alders for firewood.
vectoring or equipment movements). N
trees are not interfering with access,leave
trees alone.
Side Slopes of Erosion Eroded damage over 2 inches deep - Slopes should be stabilized by using
Pond - where cause of damage is still present or appropriate erosion control measure(s):
where there is potential for continued e.g.,rock reinforcement, planting of
erosion. grass, compaction.
Storage Area Sediment Accumulated sediment that exceeds 10% Sediment cleaned out to designed pond
of the designed pond depth. shape and depth; pond reseeded N
necessary to control erosion.
Pond Dikes Settlements - Any part of dike which has settled 4 Dike should be built back to the design
inches lower than the design elevation. elevation.
Emergency Rock Missing Only one layer of rock exists above native Replace rocks to design standards.
Overflow/Spillway soil in area five square feet or larger, or
any exposure of native soil.
A-1 1/90
y
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 2 - INFILTRATION
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
General Trash &Debris See 'Ponds' Standard No. 1 See 'Ponds Standard No. 1
Poisonous See 'Ponds' Standard No. 1 See'Ponds Standard No. 1
Vegetation
Pollution See"Ponds'Standard No. 1 See'Ponds Standard No. 1
Unmowed Grass/ See'Ponds'Standard No. 1 See"Ponds Standard No. 1
Ground Cover
Rodent Holes See 'Ponds' Standard No. 1 See "Ponds Standard No. t
Insects See"Ponds' Standard No. i See'Ponds Standard No. t
Storage Area Sediment A percolation test pit or test of facility Sediment is removed and/or facility is
Indicates facility Is only working at 90%of cleaned so that infiltration system works
Its designed capabilities. accrording to design.
Street Cover Sheet cover Is visible and has more than Sheet cover repaired or replaced.
(if Applicable) three 1/44nch holes in it.
Sump Filled With Any sediment and debris filling vault to Clean out sump to design depth.
Sediment and 10%of depth from sump bottom to
Debris (I1 bottom o1 outlet pipe or obstructing flow
Applicable) into the connector pipe.
Filter Bags Filled with Sediment and debris fill bag more than Replace filter bag or redesign system.
Sediment and 1/2 full.
Debris
Rock Filters Sediment and By visual inspection little or no water Replace gravel in rock filter.
Debris flows through filter during heavy rain
storms.
A-2 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS)
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
Storage Area Plugged Air Vents One-half of the cross section of a vent is Vents free of debris and sediment.
blocked at any point with debris and
sediment.
Debris and Accumulated sediment depth exceeds All sediment and debris removed from
Sediment 10%of the diameter of the storage area storage area.
for 1/2 length of storage vault or any
point depth exceeds 15% of diameter.
Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2
length of tank.
Joints Between Any crack allowing material to be All joints between tank/pipe sections are
Tank/Pipe Section transported into facility. sealed.
Tank/Pipe Gent Any part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design.
Out of Shape more than 10% of its design shape.
Manhole Cover not in Place Cover is missing or only partially in place. Manhole Is closed.
Any open manhole requires maintenance.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
Mechanism Not maintenance person with proper tools.
Working Bolts into frame have less than 1/2 inch
of thread (may not apply to self-locking
lids).
Cover Difficult to One maintenance person cannot remove Cover can be removed and reinstalled by
Remove lid after applying 80 pounds of lift. Intent one maintenance person.
is to keep cover from sealing off access
to maintenance.
Ladder Rungs King County Safety Office and/or (adder meets design standards and
Unsafe maintenance person judges that ladder is allows maintenance persons safe access.
unsafe due to missing rungs,
misalignment, rust, or cracks.
Catch Basins See 'Catch Basins' Standard No.5 See 'Catch Basins'Standard No. 5
A-3 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Conditions When Maintenance Resufts Expected
Component Defect. Is Needed When Maintenance Is Performed
General Trash and Debris Distance between debris build-up and All trash and debris removed.
(Includes bottom of orifice plate is less than 1-1/2
Sediment) feet.
Structural Damage Structure is not securely attached to Structure securely attached to wall and
manhole wall and outlet pipe structure outlet pipe.
should support at least 1.000 pounds of
up or down pressure.
Structure is not in upright position (allow Structure in correct position.
up to 10%from plumb).
Connections to outlet pipe are not Connections to outlet pipe are watertight;
watertight and show signs of rust. structure repaired or replaced and works
as designed.
Any holes —other than designed holes— Structure has no holes other than
In the structure. designed holes.
Cleanout Gate Damaged or Cleanout gate is not watertight or is Gate is watertight and works as designed.
Missing missing.
Gate cannot be moved up and down by Gate moves up and down easily and is
one maintenance person. watertight.
Chain leading to gate is missing or Chain is in place and works as designed.
damaged.
Gate Is rusted over 50% of its surface Gate is repaired or replaced to meet _
area. design standards.
Orifice Plate Damaged or Control device is not working property Plate is In place and works as designed.
Missing due to missing,out of place, or bent
orifice plate.
Obstructions Any trash, debris,sediment,or vegetation Plate is free of all obstructions and works
blocking the plate. - as designed.
Overflow Pipe Obstructions Any trash or debris blocking (or having Pipe is free of all obstructions and works
the potential of blocking) the overflow as designed.
pipe.
Manhole See 'Closed Detention Systems' Standard See 'Closed Detention Systems' Standard
No. 3. No.3.
Catch Basin See 'Catch Basins'Standard No. 5. See 'Catch Basins'Standard No. 5.
A-4 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
General Trash &Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in
(Includes foot which is located immediately in front front of catch basin opening.
Sediment) - of the catch basin opening or is blocking
capacity of basin by more than 10%.
Trash or debris (n the.basin)that No trash or debris in the catch basin.
exceeds 1/3 the depth from the bottom
of basin to invert of the lowest pipe into
or out of the basin.
Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or
blocking more than 113 of its height debris.
Dead animals or vegetation that could No dead animals or vegetation present
generate odors that would cause within the catch basin.
complaints or dangerous gases (e.g.,
methane).
Deposits of garbage exceeding 1 cubic No condition present which would attract
foot in volume. or support the breeding of Insects or
rodents.
Structural Damage Comer of frame extends more than 3/4 Frame is even with curb.
to Frame and/or inch past curb face into the street (if
Top Slab applicable).
Top slab has holes larger than 2 square Top slab is free of holes and cracks.
Inches or cracks wider than 1/4 inch
(intent is to make sure all material is
running into the basin).
Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab.
-separation of more than 3/4 inch of the
frame from the top slab.
Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design
Walls/Bottom than 3 feet,any evidence of soil particles standards.
entering catch basin through cracks,or
maintenance person judges that structure
Is unsound.
Cracks wider than 1/2 inch and longer No cracks more than 1/4 inch wide at the
than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe,
pipe of any evidence of soil particles
entering catch basin through cracks.
Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design
Misalignment rotated more than 2 inches out of standards.
alignment.
Fire Hazard Presence of chemicals such as natural No flammable chemicals present.
gas,oil, and gasoline.
Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin.
more than 10%of the basin opening.
Vegetation growing in inlet/outlet pipe No vegetation or root growth present.
joints that is more than six inches tall and
less than six inches apart.
Pollution Nonflammable chemicals of more than No pollution present other than surface
1/2 cubic foot per three feet of basin film.
length.
A-5 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS (Continued)
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
Catch Basin Cover Cover Not In Place Cover is missing or only partially in place. Catch basin cover is closed.
Any open catch basin requires
maintenance.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
Mechanism Not maintenance person with proper tools.
Working Bolts Into frame have less than,1/2 inch
of thread.
Cover Difficult•o One maintenance person cannot remove Cover can be removed by one
Remove lid after applying 80 lbs.of lift; intent is maintenance person.
keep cover from sealing off access to
maintenance.
Ladder ladder Rungs Ladder Is unsafe due to missing rungs, Ladder meets design standards and
Unsafe misalignment,rust,cracks,or sharp allows maintenance person safe access.
edges.
Metal Grates - Grate with opening wider than 7/8 inch. Grate openings meet design standards.
(if applicable)
Trash and Debris Trash and debris that is blocking more Grate free of trash and debris.
than 20%of grate surface.
Damaged or Grate missing or broken member(s) of Grate is in place and meets design
Missing the grate. standards.
A-6 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 6 - DEBRIS BARRIERS (e.g. Trash Racks)
Maintenance conditions When Maintenance Reaulta Expected
Component Defect Is Needed When Maintenance Is Performed
General Trash and Debris Trash or debris that is plugging more Barrier clear to receive capacity flow.
than 20%of the openings In the barrier.
Metal Damaged/Missing Bars we bent out of shape more than 3 Bars In place wlth no bends more than
Bars inches. 3/4 inch.
Bars are missing or entire barrier Is Bars in place according to design.
missing.
Bars are loose and rust Is causing 50% Repair or replace barrier to design
deterioration to any part of barrier. standards.
A_7 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 7 - ENERGY DISSIPATORS
Maintenance - Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance is Performed
External:
Rock Pad Missing or Moved Only one layer of rock exists above native . Replace rocks to design standard.
Rock soil in area five square feet or larger,or
any exposure of native soil.
Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% Pipe cleaned/flushed so that it matches
Sediment of the design depth, design.
Not Discharging Visual evidence of water discharging at Trench must be redesigned or rebuilt to
Water Properly concentrated points along trench (normal standard.
condition is a'sheet flow'of water along
trench). Intent is to prevent erosion
damage.
Perforations Over 1/2 of perforations in pipe are Clean or replace perforated pipe.
Plugged plugged with debris and sediment.
Water Fuws Cut Maintenance person observes water Facility must be rebuilt or redesigned to
Top of'Distributor' flowing out during any storm less than standards.
Catch Basin the design storm or it is causing or
appears likely to cause damage.
Receiving Area Water in receiving area is causing or has No danger of landslides.
Over-Saturated potential of causing landslide problems.
Internal:
Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to Replace structure to design standards.
Posts, Battles, 1/2 or original size or any concentrated
Sides of Chamber worn spot exceeding one square foot
which would make structure unsound.
Other Defects See 'Catch Basins' Standard No. 5 See 'Catch Basins' Standard No. 5
A_S I/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 8 - FENCING
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
General Missing or Broken Any defect in the fence that permits easy Parts in place to provide adequate
Parts entry to a facility. security.
Parts broken or missing. Broken or missing parts replaced.
Erosion Erosion more than 4 inches high and 12- No opening under the fence that exceeds
18 Inches wide permitting an opening 4 inches in height.
under a fence.
Wire Fences Damaged Parts Posts out of plumb more than 6 inches. Posts plumb to within 1-1/2 inches.
Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch.
Any part of fence (including posts,top Fence is aligned and meets design
rails,and fabric) more than 1 foot out of standards.
design alignment.
Missing or loose tension wire. Tension wire in place and holding fabric.
Missing or loose barbed wire that is Barbed wire in place with less than 3/4.
sagging more than 2-1/2 inches between inch sag between posts.
posts.
Extension arm missing, broken,or bent Extension arm in place with no bends
out of shape more than 1-1/2 inches. larger than 3/4 inch.
Deteriorated Paint Part or parts that have a rusting or scaling Structurally adequate posts or parts with
or Protective condition that has affected structural a uniform protective coating.
Coating adequacy.
Openings In Fabric Openings in fabric are such that an 8- No openings in fabric.
inch-diameter ball could fit through.
A-9 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 9 - GATES
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Pedormed
General Damaged or Missing gate or locking devices. Gates and looking devices in place.
Missing Members
Broken or missing hinges such that gate Hinges Intact and lubed. Gate is working
cannot be easily opened and closed by a freely.
maintenance person.
Gate Is out of plumb mare than 6 Inches Gate is aligned and vertical.
and more than 1 foot out of design
alignment.
Missing stretcher bar, stretcher bands, Stretcher bar, bands,and ties in place.
and ties.
Openings In Fabric See 'Fencing'Standard No. 8 See 'Fencing' Standard No.8
A-10 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches)
Maintenance Gondltlons When Maintenance Results Expected
Component Defect Is Needed When Maintenance is Performed
Pipes Sediment &Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris,
of the diameter of the pipe.
Vegetation Vegetation that reduces free movement of All vegetation removed so water flows
water through pipes, freely through pipes.
Damaged Protective coating is damaged; rust is Pipe repaired or replaced.
causing more than 50%deterioration to
any pan of pipe.
Any dent that decreases the cross section Pipe repaired or replaced.
area of pipe by more than 20%.
Open Ditches Trash &Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches.
per 1,000 square feet of ditch and slopes.
Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and
of the design depth. debris so that it matches design.
Vegetation Vegetation that reduces free movement of Water flows freely through ditches.
water through ditches.
Erosion Damage to Sea "Ponds' Standard No. 1 See 'Ponds' Standard No. 1
Slopes
Rock Lining Out of Maintenance person can see native soil Replace rocks to design standard.
Place or Missing (tf beneath the rock lining.
Applicable)
Catch Basins See'Catch Basins'Standard No, 5 See 'Catch Basins'Standard No. 5
Debris Barriers See*Debris Barriers'Standard No. 6 See 'Debris Barriers' Standard No.6
(e.g.,Trash Rack)
A-11 1190
ai
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 11 - GROUNDS (Landscaping)
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
General. Weeds Weeds growing in mare than 20% of the Weeds present in less than 5%of the
(Nonpoisonous) landscaped area (trees and shrubs only). landscaped area.
Safety Hazard Any presence of poison Ivy or other No poisonous vegetation present in a
poisonous vegetation, landscaped area.
Trash or Utter Paper,can, bottles,totalling more than 1 Area dear of Titter.
cubic foot within a landscaped area (trees
and shrubs only) of 1,000 square feet.
Trees and Shrubs Damage Limbs or parts of trees or shrubs that are Trees and shrubs with less than 5%of the
split or broken which affect more than total foliage with split or broken limbs.
25%of the total foliage of the tree or
shrub.
Trees or shrubs that have been blown Tree or shrub in place free of injury.
down or knocked over.
Trees or shrubs which are not adequately Tree or shrub in place and adequately
supported or are leaning over,causing supported; remove any dead or diseased
exposure of the roots. trees.
A-12 I/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 12 - ACCESS ROADS/EASEMENTS
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
General Trash and Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from site.
per I=square feet, i.e., trash and
debris would fill up one standard size
garbage can.
Blocked Roadway Debris which could damage vehicle tires Roadway free of debris which could
(glass or metal), damage tires.
Any obstructions which reduce clearance Roadway overhead clear to 14 feet high.
above road surface to less than 14 feet.
Any obstructions restricting the access to Obstruction removed to allow at least a
a 10-to 12-foot width for a distance of 12•foct access.
more than 12 feet or any point restricting
access to less than a lo-foot width.
Road Surface Settlement, When any surface defect exceeds 6 Road surface uniformly smooth with no
Potholes, Mush Inches in depth and 6 square feet in area. evidence of settlement, potholes, mush
Spots, Ruts In general, any surface defect which spots,or ruts.
hinders or prevents maintenance access.
Vegetation in Road Weeds growing in the road surface that Road surface free of weeds taller than 2
Surface are more than 6 inches tell and less than inches.
6 inches apart within a 400-square400t
area.
Shoulders and Erosion Damage Erosion within 1 foot of the roadway more Shoulder free of erosion and matching
Ditches than 8 inches wide and 6 inches deep. the surrounding road.
Weeds and Brush Weeds and brush exceed 18 inches in Weeds and brush cut to 2 inches In
height or hinder maintenance access, height or cleared in such a way as to
allow maintenance access.
A-13 1/90