HomeMy WebLinkAboutSWP272331(1) TECHNICAL INFORMATION REPORT
FOR
JEFFERSON AVENUE FAMILY HOUSING
LOCATED AT
1000 JEFFERSON AVENUE NE
RENTON, WASHINGTON
FOR
G.E. CHAPMAN & ASSOCIATES
BY
BUSH, ROED & HITCHINGS, INC.
2009 MINOR AVENUE EAST
SEATTLE, WA 98102
(206)323-4144
IR- CITY O N
F�� ��F )
BRH JOB NO. 97159.00 JUN 2 6 1997
BUILDING DIVISION
DATE
JUNE 5, 1997
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TABLE OF CONTENTS
I. Project Overview I
II. Preliminary Conditions Summary 5
III. Off-site Analysis 12-
IV. Retention/Detention Analysis Design
V. Conveyance Systems Analysis and Design Wit'
VI. Special Reports and Studies ,39
VII. Basin and Community Planning Areas 40
VIII. Other Permits 41
IX. Erosion/Sedimentation Control Design 42-
X. Bond Quantities Work Sheet, Retention/Detention Facility,
Summary Sheet and Sketch, and Declaration of Covenant 43
XI. Maintenance and Operation Manual 53
XH. Appendix 5-1
yv
• I. PROJECT OVERVIEW
The proposed development consists of construction of four new houses next to the vacated
Jefferson Avenue NE right-of-way in the northwest quarter of section 9, township 23 north,
range 5 east. The development includes a drainage basin area of 0.93 acre. Included in this
section of the report is a vicinity map and layout of the tax parcel in question.
Proposed stormwater controls on-site include a biofiltration swale for water quality and a
detention V" r for water quantity control. The biofiltration swale is designed per King
County guidelines and is placed downstream of the detention system in order to minimize the
peak flow rates to the swale.
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N Hi b `O Ave S �c' N y m Ave N z O.�- m ' w
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e't. A� Fgtr NE o m z Bi 4 Blaine ° Ave NE o I
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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 • / DESCRIPTION
ProjectOwner Project Name AVF-,r-A—,L-y f oLy,;k,
Address l CC * /a v'C-, 5- Location
Phone 324' 5k 4-S 1417-i✓: S Jim D" Township 'Z3
Project Engineer _Tittit PEcce.C� Range
Company F21 S4 20—D Section
Project Size 0, ci AC
Address Phone yc)o m NoQ Ati'C-_ G- Upstream Drainage Basin Size AC
OF • OTHER
Subdivision = DOF/G HPA = Shoreline Management
Short Subdivision 0 COE 404 0 Rockery
Grading E:1 DOE Dam Safety � Structural Vaults
_ Commercial 0 FEMA Floodplain = Other _
0 Other = COE Wetlands 0 HPA
COMMUNITYPART 5 SITE - •
Community
fZ i rC nl l tlC�df G-�h.J�S
Drainage Basin
CHARACTERISTICSPART 6 SITE
River Floodplain
Stream Wetlands
Critical Stream Reach 0 Seeps/Springs
0 Depressions/Swales High Groundwater Table
Lake Groundwater Recharge
Steep Slopes '" 2- - ( Other
Lakeside/Erosion Hazard
SOILSPART 7
Soil Type Slopes Erosion Potential Erosive Velocities
>✓✓eat C f 2h*4 - N Z:i AL rvi05T _iLt Llf r kJ
64/ &J6 t 7'R-4,ri0 J
Additional Sheets Attatched
1/90
Page 2 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
DEVELOPMENTPART 8 LIMITATIONS
REFERENCE LIMITATIONISITE CONSTRAINT
Ch.4-Downstream Analysis T, r,/L
a
a
Additional Sheets Attatched
PART 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION FOLLOWING CONSTRUCTION
Sedimentation Facilities 0 Stabilize Exposed Surface
r�-<;T Stabilized Construction Entrance 0 Remove and Restore Temporary ESC Facilities
F�—<l Perimeter Runoff Control 0 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 0 Other
0 Other
I
® Grass Lined Channel Tank Infiltration Method of Analysis
Pipe System Vault Depression -jts,L 1H.
0 Open Channel Energy Dissapator 0 Flow Dispersal Compensation/Mitigation
Dry Pond 0-Wetland = Waiver of Eliminated Site Storage
Wet Pond 0 Stream 0 Regional Detention
Brief Description of System Operation C L-L-�r J �•�' �o�F p�Lg7; ,q, rp ,q�2�A D2�;,,) SYy�m� _
��nl✓��J.4rv'c�i Tr IAVt_T- ✓14s;
Facility Related Site Limitations Additional Sheets Attatched
Reference Facility Limitation
PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTSfTRACTS
y require special structural review)
. Drainage Easement
Cast in Place Vault Other Access Easement
0 Retaining Wall Native Growth Protection Easement _
Rockery>4'High Tract
Structural on Steep Slope Other
e
I or a civil engineer under my supervision have visited the site Acted
site conditions as observed were incorporated into this worksheet and the
attatchments. To the best of my knowledge the Information provided
here Is accurate.
1190
�s
• H. PRELIMINARY CONDITIONS SUMMARY
Calculations for detention sizing and biofitration swale sizing are per King County guidelines.
Calculations for the detention system are located in the "Retention/Detention Analysis and
Design" section of this report. Calculations for the biofiltration swale are located in the
"Conveyance Systems Analysis and Design" section of this report.
A soils report for the subject site was prepared by GeoEngineers and is dated March 21, 1997.
The findings in the report have been used to establish the hydrologic soil type and the curve
numbers as shown in this section of the report. A portion of the soils report is included in the
appendix for reference.
Basin area maps have been prepared for pipe sizing as well as for detention sizing and are located
in the respective sections of this report.
•
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2
00 O
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• Parcel Boundary
A= 40594.2 sq. feet
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00 0
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C1 N
R= 175.000
L.A.= 210.542
A= 68°55'56"
T= 120.122
1 .110 11
S16'05'00"W
10
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S�p W 9
N7677-690
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
(2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20
CN points). However, high CN areas should not be combined with low CN areas (unless the
• low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be
generated and summed to form one hydrograph.
FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY
HYDROLOGIC HYDROLOGIC
SOIL GROUP GROUP* SOIL GROUP GROUP*
Alderwood C Orcas Peat- D
Arents, Alderwood Material C Oridia D
Arents, Everett Material B Ovall C
Beausite C Pilchuck C
Bellingham D Puget D
Briscot D Puyallup B
Buckley D Ragnar B
Coastal Beaches Variable Renton D
Earimont Silt Loam D Riverwash Variable
Ed ewick C Salal C
% rett 713j °Sammamish p
n iano a Seattle D
Kitsap C Shacar D
Klaus C Si Silt C
Mixed Alluvial Land Variable Snohomish. D
Neilton A Sultan C
Newberg B Tukwila D
Nooksack C Urban Variable
• Normal Sandy Loam D Woodinville D
HYDROLOGIC SOIL GROUP CLASSIFICATIONS
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 soils 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 coarse textures. These soils have a moderate rate of
water transmission.
C. (Moderately high runoff potentiai). Soils 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 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 clay soils with a high swelling potential, soils with a permanent high water table, soils with a
hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils
have a very slow rate of water transmission.
* From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation
Record, Form #5, September 1988.
•
3.5.2-2 41/92
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TABLE 3.5.213 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
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A B C D
Cultivated land(1): winter condition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 82 89 92
Meadow or pasture: 65 78 85 89
Wood or forest land: undisturbed or older second growth 42 64 76 81
Wood or forest land: young second growth or brush 55 72 81 86
Orchard: with cover crop 81 88 92 94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping. EK 5, o t OU$
gdod condition: grass cover on 75%
or more of the area O 80 �9(0)
fair condition: grass cover on 50% I OVS
to 75% of the area 77 85 90 92
Gravel roads and parking lots 76 85 89 91
Dirt roads and parking lots _ 72 82 87 89 tl
Impervious surfaces, pavement, roofs, etc. 98 98 98 98
Open water bodies: lakes, wetlands, ponds, etc. 0 100 100 100
Single Family Residential (2) �, irnP -V►0�5
Dwelling Unit/Gross Acre % Impervious (3)
1.0 DU/GA 15 Separate curve number
1.5 DU/GA 20 shall be selected
2.0 DU/GA 25 for pervious and
2.5 DU/GA 30 impervious portion
3.0 DU/GA 34 _ of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA - 54
7.0 DU/GA 56
Planned unit developments, % impervious
condominiums, apartments, must be computed
commercial business and
industrial areas.
(1) For a more detailed description of agricultural land use curve numbers refer to National Engineering
Handbook, Section 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.
j 3.5.2-3 11/92
�O
Some areas are up to 15 percent inclusions of the Renton Series .
very deep, sandy Indianola soils; some are up to
15 percent the very gravelly Everett and Klaus The Renton series is made up of somewhat poorly
soils; and some are up to 10 percent Alderwood drained soils that formed in alluvium in river
• gravelly sandy loam. valleys. Slopes are 0 to 1 percent. The annual
Permeability is moderately rapid in the upper precipitation is 35 to 55 inches, and the mean
part of this soil and rapid in the substratum. annual air temperature is about 500 F. The frost-
Silty layers in the substratum are slowly permeable. free season is about 200 days. Elevation ranges
The effective rooting depth is 60 inches or more. from near sea level to 85 feet.
Available water capacity is moderately high. Runoff In a representative profile, the surface layer is
is medium, and the erosion hazard is moderate. very dark grayish-brown silt loam about 6 inches
This soil is used for timber and for urban de- thick. The subsoil is mottled dark grayish-brown
velopment. Capability unit IVe-3; woodland group 4s1. very fine sandy loam and fine sandy loam about 10
inches thick. The substratum is mottled black sand
to a depth of 60 inches or more.
Ragnar fine sandy loam, 15 to 25 percent slopes Renton soils are used for row crops and seeded
(RaD) .--This soil is similar to Ragnar fine sandy grass pasture and for urban development.
loam, 6 to 15 percent slopes, but it is on long
narrow terrace fronts between terraces or adjacent Renton silt loam (Re) .--This soil is nearly level
to streams. Underlying silty layers are common. to very gently undulating. Slopes are 0 to 1 per-
Areas range from 5 to 100 acres in size. cent. Areas are irregular in shape and range from
Some areas mapped are up to 10 percent inclusions 2 to nearly 300 acres in size.
of the very gravelly Everett and Klaus soils; some Representative profile of cultivated Renton silt
are up to 15 percent the very deep, sandy Indianola loam, 470 feet west and 1,050 feet north of the
soils; and some are up to 10 percent Alderwood east quarter corner of sec. 23, T. 22 N., R. 4 E.:
gravelly sandy loam. Inclusions total less than 25
percent of the acreage. Ap--O to 6 inches, very dark grayish-brown (10YR
Runoff is medium to rapid, and the erosion hazard 3/2) silt loam, light brownish gray (10YR
is severe. 6/2) dry; moderate, medium' and coarse,
This Ragnar soil is used for timber. Capability granular structure; slightly hard, very
unit VIe-2; woodland group 4sl. friable, slightly sticky, slightly plastic;
many roots; medium acid; abrupt, wavy
Ra nar-Indianola asso o in RdC - boundary. 6 to 8 inches thick.
This associa ion is about equal parts Ragnar fine B21--6 to 11 inches, dark grayish-brown (2.5Y 4/2)
• sandy loam and Indianola loamy fine sand. Slopes very fine sandy loam, grayish brown
are 2 to 15 percent and are mostly convex. Areas (2.5Y 5/2) dry; many, medium, prominent,
are irregular to somewhat rounded in shape and range dark-brown (7.5YR 4/4) mottles, yellow
(lOYR 7/6) dry; massive; -slightly hard, very
from 30 to about 300 acres in size. Both soils
occupy similar parts of the landscape and have friable, slightly sticky, slightly plastic;
similar vegetation.
many roots; neutral (pit 6.6); clear, wavy Some areas are up to 15 percent inclusions of the boundary. 3 to 12 inches thick.
very gravelly Everett and Klaus soils. B22--11 to 16 inches, dark grayish-brown (2.5Y 4/2)
These soils are used for timber. Ragnar soil in fine sandy loam and thin lenses of fine sand,
capability unit IVe-3, woodland group 4sl; Indianola grayish brown (2.5Y 5/2) dry; many, medium,
soil in capability unit IVs-2, woodland group 4s3. prominent, dark-brown (7.5YR 4/4) mottles,
reddish yellow (7.5YR 6/6 and 7/6) dry;
massive; soft, very friable, nonsticky, non-
Ragnar-Indianola association, moderately steep plastic; common roots; slightly acid; abrupt,
(RdE) .--This association is nearly equal parts irregular boundary. 3 to 12 inches thick.
Ragnar fine sandy loam and Indianola loamy fine IIC--16 to 60 inches, black (10YR 2/1) sand, dark
sand. Slopes are 15 to 25 percent and convex to grayish-brown (10YR 4/2) dry; common, medium,
concave. Areas are irregular in shape and range prominent, strong-brown (7.5YR 5/6) mottles,
from 10 to 40 acres in size. reddish yellow (7.5YR 7/6) and strong brown
Some areas are up to 20 percent inclusions of the (7.5YR 5/6) dr
y- ; single grain; loose, non-
very gravelly Everett soils; some are up to 15 per- sticky, nonplastic; few roots; slightly acid.
cent Alderwood gravelly sandy loam; and some are up
to 10 percent Kitsap silt loam. The A horizon ranges from dark grayish brown to
These soils are used for timber. Ragnar soil in very dark grayish brown. The B horizon ranges from
capability unit Vle-2, woodland group 4sl; Indianola mottled dark gray to grayish brown or dark grayish
soil in capability unit VIe-1, woodland group brown and from silt loam to fine sandy loam. The
4s2. IIC horizon is mottled, ranges from black to dark
• 26
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• 2 Miles
This map is one of a set of 20.
KING COUNTY AREA, • y...i~..<.
• M. OFF-SITE ANALYSIS
The site is located in the Lake Washington drainage basin. Drainage from the proposed
development enters a 177.5 foot long 12-inch diameter, concrete storm drainage pipe in Index
Avenue NE at 0.3 percent slope. Drainage then enters a concrete 12-inch pipe in NE 1 Oth Street
and flows approximately 305 feet northwesterly to Sunset Blvd at 2.4 percent slope. At this
point drainage enters a 12-inch concrete pipe heading southwesterly in Sunset Blvd. The slope of
this system is unknown but the average slope of Sunset Blvd. is 4-percent. Shortly after Sunset
Blvd turns northwesterly (approximately 1,300 feet downstream of the site), the 12-inch culvert
system turns southwest toward NE 9th Place (this turn follows the downstream contours). The
average surface slope in this region is 20-percent. This is the end of the quarter mile downstream
analysis.
•
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zQ Di
an Ave N v
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as Hams Z Ave N
ells ? Ave
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o PettyAve a
N Park Z Ave N Park
cn 6U"
arden `' Ave N Vol
M adow . Ave N N O arden PJ Pn\0 0
N N Ave N Z O y r" cn
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e� y e f�tas
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n
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x incoln Z o=,m
PL E _ -0 > Ave m N m
Z ri el. ' Monterey PJe onterey
r^ ve N
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lame B
Blaine Ave NE
n y NE A Blame Ave m m `� m Camas Ave NE
yy
O n G! Coti l Q �.� pa on D Da t n n Ave m
H torrx,noa E monds Ave p NE NE
Z Fe al Z
H CT U F Cir m Glenn t+ Z� m m
aaie = CT Nawe Av NE f NE 0 0
I wood Harrin t Ave -�
H AvP Ham on Ave NE tndex
ro
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son Ave
l_ n G Je'�erscn. ` Kir and Lane NE o
T vety a Ave NEEn
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yy n o m m I a Ave Ave NE Z-
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IV. RETENTION/DETENTION ANALYSIS AND DESIGN
Calculations have been prepared for a stormwater detention tank sized for the 2, 10, and 100
year/24 hour SBUH storm. In order to prepare the calculations, the "WaterWorks" hydrologic
software program was used.
The results show that the designed detention system provides storage on an average volume of
3,4,00 cubic feet per acre.
Calculations supporting these conclusions are found on the following pages.
DIN,a MITNOWT
.�■YEA � � `' �ii
pp
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BRH Job No. : �Z -7 7 Oy
Date:
H Y D R 0 6 R A P H INPUT WORK SHEET �ScJ►+nm��,y�
Project :.
Basin Identification (S char): Z �t� /DO
Description (30 char): Cat ST��/C GOi�.��Tid� Z y✓�. /C�
Total Area: -
r '
Precipitation: _
2yr Z -O a Syr 10yr Z•1 � 25yr SOyr I Oeyr 3• �U
Hydropraph Numbers:
2yr�_ Syr 10yr�_ 2Syr SOyr IOOyr _
Time of Concentration:
lengthy sl C surface type 'n' value time
-t4 i 30 r�4 6►Rorss
Total Travel Time: 2
Pervious Area: ® � -f Q 5 A44te _
Land Use: Dpe^) '
Soil Type:
Hydrologic Group:
Curve Number:
HYD.INP
BRH Job No. : �l sGI • ��
Date:
H Y 0 R 0 6 R A P H INPUT WORK SHEET �ScJr+�y►�JMY ,
Project : - G �'✓ , FAmt L.y 4ou-&, n
Basin Identification (S char):
Descript ion (30 char): )CVE!-OFE-6 c^jal r,0-J 0 Y4i l OO yJ-
Total Area: 0► 615 -
r r
Precipitation:
2yr 2 .o ' Syr 10yr ?--'I 25yr SOyr 108yr�J• f7 u
Hydrograph Numbers:
2yr—Z-�_ Syr 10yr_ 2Syr SOyr IOOyr
Time o-f Concentration:
length slope surface type 'n" value time
7V C,2Ass
, DI jT
Total Travel Time:
Pervious Area:
Land Use:
Soil Type:
Hydrologic Group: A
Curve Number:
HYD.INP
6%'ST"i,J& Cv J Pr770,4 Tc Z2/
File Basin Hydrograph Storage Discharge Level pool
3 5
SHEET FLOW CALCULATOR - INITIAL 300 FEET
DES Mannings Sheet Flow. . . . . : 0.2400
ARE Flow Length (ft) . . . . . . . . : 44 . 00 HOICES
RAI 2 yr 24 hr rainfall (in) : 2 .00
TIM Land Slope (ft/ft) . . . . . . : 0. 1400
TIM COMPUTED TRAVEL TIME (min) : 4 . 30
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS
BAS Smooth Surfaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . . 0.05 Y
Cultivated Soil with residue cover (s<=0. 2 ft/ft) : 0. 06
PER Cultivated Soil with residue cover (s>0 .2 ft/ft) . : 0.17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . . 0. 15
CNDense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24
Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 41
Range (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0. 40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80
TOT
t-- IF10Key: QUIT F5Key: CLEAR fete
Pg' ' it
File Basin Hydrograph Storage Discharge Level pool
3
INPUT, MODIFY OR BROWSE DATA
5
DES SHALLOW CONCENTRATED FLOW CALCULATOR
ARE
RAI Flow Length (ft) . . . : 130. 00
TIM Land Slope (ft/ft) . : 0 .0300
TIM Kc, Velocity Factor: 9 . 0
RAI COMPUTED TRAVEL TIME (min) : 1 . 39
ABS TYPICAL VELOCITY FACTOR VALUES - R=0. 1
BAS
STO Forest with heavy ground litter and meadows (n=0.10) . : 3
Brushy ground with some trees (n=0.060) . . . . . . . . . . . . . . : 5
PER Fallow or minimum tillage cultivation (n=0. 04) . . . . . . . : 8
ARE High grass (n=0.035) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
CN Short grass, pasture and lawns (n=0.030) . . . . . . . . . . . . . : 11
Nearly bare ground (n=0.025) . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Paved and gravel areas (n=0. 012) . . . . . . . . . . . . . . . . . . . . . . 27
PEA
PEA F10Key: QUIT F5Key: CLEAR
TOT
t-►t HOME END F1:Find F2:New F3 :Get F4:Tc-Calc F5:Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
•
z3/s
File Basin Hydrograph Storage Discharge Level pool
3 5
0 SHEET FLOW CALCULATOR - INITIAL 300 FEET
DES Mannings Sheet Flow. . . . . : 0 .2400
ARE Flow Length (ft) . . . . . . . . : 22. 00 HOICES
RAI 2 yr 24 hr rainfall (in) : 2 .00
TIM Land Slope (ft/ft) . . . . . . : 0. 3600
TIM COMPUTED TRAVEL TIME (min) : 1 .69
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS
BAS Smooth Surfaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . . 0.05 Y
Cultivated Soil with residue cover (s<=0. 2 ft/ft) : 0.06
PER Cultivated Soil with residue cover (s>0.2 ft/ft) . : 0 .17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . . 0. 15
CNDense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24
Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41
Range (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80
TOT
t-►jF10Key: QUIT F5Key: CLEAR fete
Pg I ' it
File Basin Hydrograph Storage Discharge revel pool
3 5
• SHEET FLOW CALCULATOR - INITIAL 300 FEET
DES Mannings Sheet Flow. . . . . : 0. 2400
ARE Flow Length (ft) . . . . . . . . : 64.00 HOICES
RAI 2 yr 24 hr rainfall (in) : 2. 00
TIM Land Slope (ft/ft) . . . . . . : 0 .0300
TIM COMPUTED TRAVEL TIME (min) : 10.74
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS
BAS Smooth Surfaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . . 0. 05 Y
Cultivated Soil with residue cover (s<=0 . 2 ft/ft) : 0.06
PER Cultivated Soil with residue cover (s>0. 2 ft/ft) . : 0.17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . . 0.15
CNDense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 24
Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .41
Range (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0. 80
TOT
t-►IF10Key: QUIT F5Key: CLEAR fete
Pg' ' it
0
2V5
File Basin Hydrograph Storage Discharge Level pool
3
INPUT, MODIFY OR BROWSE DATA
BASIN ID ex2 SBUH HYDROGRAPH
DES4
ARE TIME OF CONC WORKSHEET NFALL CHOICES
RAI <----Tc Reach Type----> Tt(min) TYPE IA
TIM TYPE I
TIM REACH 1 [SHEET] [SHALLOW] [CHANNEL] 1 .69 TYPE II
RAI REACH 2 [SHEET] [SHALLOW] [CHANNEL] 10.74 TYPE IIA
ABS REACH 3 [SHEET] [SHALLOW] [CHANNEL] 4. 30 TYPE 3
BAS REACH 4 [SHEET] [SHALLOW] [CHANNEL] 1. 39 USER 1
STO REACH 5 [SHEET] [SHALLOW] [CHANNEL] 0.00 KC 7 DAY
CUSTOM
PER Tc, sum of travel times (min) . . . . 18 .12
ARE
CN F10Key: QUIT F5Key: CLEAR
SUMMARY DATA
PEAK HYDROGRAPH TIME: 12.67 hrs
PEAK HYDROGRAPH FLOW: 0 .0235 cfs
TOTAL HYDROGRAPH VOL: 0. 0271 ac-ft
?-►1 HOME END F1:Find F2 :New F3 :Get F4:Tc-Calc F5 :Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
s
DeJCL-OPED LO.,j P i-n o f L
GAL(-VLA-r0,,J S
File Basin Hydrograph Storage Discharge Level pool
3 5
0 SHEET FLOW CALCULATOR - INITIAL 300 FEET
DES Mannings Sheet Flow. . . . . : 0.1500
ARE Flow Length (ft) . . . . . . . . : 78. 00 HOICES
RAI 2 yr 24 hr rainfall (in) : 2 .00
TIM Land Slope (ft/ft) . . . . . . : 0. 1000
TIM COMPUTED TRAVEL TIME (min) : 5 . 34
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS
BAS Smooth Surfaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0 .05 Y
Cultivated Soil with residue cover (s<=0. 2 ft/ft) : 0.06
PER Cultivated Soil with residue cover (s>0 .2 ft/ft) . : 0.17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . . 0.15
CNDense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .24
Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41
Range (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0 .80
TOT
1-- IF10Key: QUIT F5Key: CLEAR fete
PgI ' it
File Basin Hydrograph Storage Discharge Level pool
3 5
SHEET FLOW CALCULATOR - INITIAL 300 FEET
DES Mannings Sheet Flow. . . . . : 0. 0110
ARE Flow Length (ft) . . . . . . . . : 112 .00 HOICES
RAI 2 yr 24 hr rainfall (in) : 2. 00
TIM Land Slope (ft/ft) . . . . . . : 0 .0180
TIM COMPUTED TRAVEL TIME (min) : 1.75
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS
BAS Smooth Surfaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0. 05 Y
Cultivated Soil with residue cover (s<=0.2 ft/ft) : 0 .06
PER Cultivated Soil with residue cover (s>0. 2 ft/ft) . : 0. 17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . . 0 .15
CN Dense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 24
Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41
Range (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0. 80
TOT
T- IF10Key: QUIT F5Key: CLEAR fete
Pg ' it
0
2'/
File Basin Hydrograph Storage Discharge Level pool
3 5
0 CHANNEL FLOW CALCULATOR
DES Flow Length (ft) . . . : 144.00
ARE Land Slope (ft/ft) . : 0. 0380
RAI Kc, Velocity Factor: 42 .0
TIM COMPUTED TRAVEL TIME (min) : 0. 29
TIM TYPICAL VELOCITY FACTOR VALUES
RAI
ABS Intermittent Flow - R=0 .2
BAS Forested swale w/ heavy ground litter (n=0. 10) . . . . . . . . . . . . . . . . . . 5
STO Forested drainage course/ravine w/ defined channel bed (n=0 .50) : 10
Rock-lined (n=0. 035) . . . : 15 Grassed (n=0. 030) . . . : 17
PER Earth-lined (n=0 .025) . . : 20 CMP pipe (n=0 .024) . . : 21
ARE Concrete pipe (n=0. 012) : 42 other. . . . . . . . . . . 0.508/n
CN Continous Flow - R=0 . 4
Meandering stream w/ some pools (n=0.040) . . . . . . . . . . . . . . . . . . . . . . . 20
Rock-lined stream (n=0.035) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
PEA Grassed-lined stream (n=0. 030) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
PEA Other streams, man-made channels and pipe. . . . . . . . . . . . . . . . . : 0 .807/n
TOT
t-*jF10Key: QUIT F5Key: CLEAR
PgI
File Basin Hydrograph Storage Discharge Level pool
3
INPUT, MODIFY OR BROWSE DATA
BASIN ID d10 SBUH HYDROGRAPH
DES4
ARE TIME OF CONC WORKSHEET NFALL CHOICES
RAI <----Tc Reach Type----> Tt(min) TYPE IA
TIM TYPE I
TIM REACH 1 [SHEET] [SHALLOW] [CHANNEL] 5. 34 TYPE II
RAI REACH 2 [SHEET] [SHALLOW] [CHANNEL] 1.75 TYPE IIA
ABS REACH 3 [SHEET] [SHALLOW] [CHANNEL] 0. 29 TYPE 3
BAS REACH 4 [SHEET] [SHALLOW] [CHANNEL] 0 .00 USER 1
STO REACH 5 [SHEET] [SHALLOW] [CHANNEL] 0. 00 KC 7 DAY
CUSTOM
PER Tc, sum of travel times (min) . . . . 7. 38
ARE
CN F10Key: QUIT F5Key: CLEAR
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8 .00 hrs
PEAK HYDROGRAPH FLOW: 0. 4723 cfs
TOTAL HYDROGRAPH VOL: 0.1567 ac-ft
1-►1 HOME END F1:Find F2:New F3 :Get F4:Tc-Calc F5:Delete
Pgup Pgdn F6:Compute F7: F8 :Method F9:Template F10:Exit
0
File Basin Hydrograph Storage Discharge Level pool
3
INPUT, MODIFY OR BROWSE DATA
BASIN ID ex2 SBUH HYDROGRAPH
DESCRIPTION exist. 2 yr/ 24 hour
AREA (acres) 0. 930 RAINFALL CHOICES
RAIN PRECIP (in) 2 .00 1 . TYPE IA
TIME INTERVAL(min) : 10. 00 2. TYPE I
TIME OF CONC (min) : 18 .12 3 . TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 5. TYPE 3
BASE FLOW (cfs) 0.000 6. USER 1
STORM DUR (hrs) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 0. 930 acres AREA: 0. 000 acres
CN 74.00 CN 98 .00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 12 .67 hrs
PEAK HYDROGRAPH FLOW: 0.0235 cfs
TOTAL HYDROGRAPH VOL: 0. 0271 ac-ft
t->1 HOME END F1 :Find F2 :New F3 :Get F4:Tc-Calc F5:Delete
Pgup Pgdn F6:Compute F7 : F8:Method F9:Template F10:Exit
File Basin Hydrograph Storage Discharge Level pool
3
INPUT, MODIFY OR BROWSE DATA
BASIN ID ex10 SBUH HYDROGRAPH
IAR�EA
SCRIPTION exist. 10 yr/ 24 hour(acres) 0 .930 RAINFALL CHOICES
RAIN PRECIP ( in) 2. 90 1 . TYPE IA
TIME INTERVAL(min) : 10 .00 2 . TYPE I
TIME OF CONC (min) : 18. 12 3 . TYPE II
RAINFALL SELECTION: 6 4 . TYPE IIA
ABSTRACT COEFF 0. 20 5. TYPE 3
BASE FLOW (cfs) 0.000 6 . USER 1
STORM DUR (hrs) 24.000 7. KC 7 DAY
8 . CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 0.930 acres AREA: 0 . 000 acres
CN 74. 00 CN 98. 00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8 .00 hrs
PEAK HYDROGRAPH FLOW: 0. 1085 cfs
TOTAL HYDROGRAPH VOL: 0 .0655 ac-ft
t-►1 HOME END F1:Find F2:New F3 :Get F4:Tc-Calc F5:Delete
Pgup Pgdn F6 :Compute F7: F8 :Method F9:Template F10 :Exit
0
�/�
3 File Basin Hydrograph Storage Discharge Level pool
INPUT, MODIFY OR BROWSE DATA
BASIN ID ex100 SBUH HYDROGRAPH
ESCRIPTION exist. 100 yr. 24 hour
AREA (acres) 0. 930 RAINFALL CHOICES
RAIN PRECIP (in) 3 . 90 1 . TYPE IA
TIME INTERVAL(min) : 10. 00 2. TYPE I
TIME OF CONC (min) : 18.12 3 . TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 5 . TYPE 3
BASE FLOW (cfs) 0. 000 6. USER 1
STORM DUR (hrs) 24.000 7. KC 7 DAY
PERVIOUS PARCEL IMPERVIOUS PARCEL 8. CUSTOM
AREA: 0. 930 acres AREA: 0. 000 acres
CN 74.00 CN 98 .00
SUMMARY DATA.
PEAK HYDROGRAPH TIME: 8. 00 hrs
PEAK HYDROGRAPH FLOW: 0 .2496 cfs
TOTAL HYDROGRAPH VOL: 0. 1181 ac-ft
t-1 HOME END F1:Find F2 :New F3 :Get F4:Tc-Calc FS:Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
•
3 File Basin Hydrograph Storage Discharge Level pool
INPUT, MODIFY OR BROWSE DATA
BASIN ID d2 SBUH HYDROGRAPH
DESCRIPTION devel . 2 yr/ 24 hour
AREA (acres) 0. 930 RAINFALL CHOICES
RAIN PRECIP (in) 2.00 1 . TYPE IA
TIME INTERVAL(min) : 10.00 2. TYPE I
TIME OF CONC (min) : 7. 38 3 . TYPE II
RAINFALL SELECTION: 6 4 . TYPE IIA
ABSTRACT COEFF 0.20 5. TYPE 3
BASE FLOW (cfs) 0. 000 6. USER 1
STORM DUR (hrs) 24.000 7. KC 7 DAY
PERVIOUS PARCEL IMPERVIOUS PARCEL 8. CUSTOM
AREA: 0. 420 acres AREA: 0. 510 acres
CN 81 .00 CN 98 . 00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8. 00 hrs
PEAK HYDROGRAPH FLOW: 0 . 2852 cfs
TOTAL HYDROGRAPH VOL: 0. 0966 ac-ft
t-+1 HOME END Fl :Find F2 :New F3 :Get F4:Tc-Calc F5 :Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
3 File Basin Hydrograph Storage Discharge Level pool
INPUT, MODIFY OR BROWSE DATA
BASIN ID d10 SBUH HYDROGRAPH
DESCRIPTION devel . 10 yr. 24 hour
AREA (acres) 0.930 RAINFALL CHOICES
RAIN PRECIP (in) 2. 90 1 . TYPE IA
TIME INTERVAL(min) : 10.00 2 . TYPE I
TIME OF CONC (min) : 7. 38 3. TYPE II
RAINFALL SELECTION: 6 4 . TYPE IIA
ABSTRACT COEFF 0. 20 5. TYPE 3
BASE FLOW (cfs) 0.000 6 . USER 1
STORM DUR (hrs) 24.000 7. KC 7 DAY
8 . CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 0 .420 acres AREA: 0 .510 acres
CN 81 .00 CN 98. 00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8 .00 hrs
PEAK HYDROGRAPH FLOW: 0. 4723 cfs
TOTAL HYDROGRAPH VOL: 0.1567 ac-ft
t-t HOME END F1 :Find F2:New F3 :Get F4:Tc-Calc F5:Delete i
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10 :Exit
30
V
3 File Basin Hydrograph Storage Discharge Level pool
INPUT, MODIFY OR BROWSE DATA
BASIN ID d100 SBUH HYDROGRAPH
DESCRIPTION devel . 100 yr. 24 hour
AREA (acres) 0. 930 RAINFALL CHOICES
RAIN PRECIP (in) 3 . 90 1. TYPE IA
TIME INTERVAL(min) : 10. 00 2. TYPE I
TIME OF CONC (min) : 7. 38 3 . TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0 .20 5. TYPE 3
BASE FLOW (cfs) 0.000 6. USER 1
STORM DUR (hrs) 24 .000 7. KC 7 DAY
S. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 0. 420 acres AREA: 0. 510 acres
CN 81 .00 CN 98 .00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.00 hrs
PEAK HYDROGRAPH FLOW: 0.6925 cfs
TOTAL HYDROGRAPH VOL: 0. 2271 ac-ft
?-►1 HOME END F1:Find F2 :New F3 :Get F4:Tc-Calc F5:Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
•
31G5
File Basin Hydrograph Storage Discharge Level pool
Bush, 2
• Rectangular vault
Trapezoidal basin
Underground pipe
Sto list
3
RECTANGULAR VAULT
STORAGE STRUCTURE ID: s2 ble
Name. : trial vault structure
Length (ft) . . . . . . . . . 20 .00
Width (ft) . . . . . . . . . . 40. 00
Starting Elevation. : 100 .00 -:!!�7 la(,; �v Leap- -- `
Max Elev of Vault. . : 104. 00 74
Stage-Sto Increment: 0.10
Structure Vol (cf) . : 3200. 00
Ac-ft. : 0 .07
PGUP PGDN F3 : Get F6 : Delete F10 : Exit
Available Memory remaining: 180080 bytes
Current Data Set Name: u:\works\jdd\97159
File Basin Hydrograph Storage Discharge Level pool
3
MULTIPLE ORIFICE
DISCHARGE STRUCTURE ID:dl
Name: trial outflow structure
Peak Dsgn Release Rate: 0 .00 cfs Orif /flow/elev
Orifice Coefficient. . . : 0.62 Dia _Lin)/cfs/ ft
Lowest Orifice Dia (in) . . . 0 .68 0 .68 0.03 cfs
h1 : Outlet to 2nd Orifice: 3.60 I 103. 60 ft
Second Orifice Dia (in) . . : 3 .28 3 .28 ! 0 .35 cfs
h2: 2nd to 3rd Orifice. . . : 0. 20 I 103 . 80 ft
Third Orifice Dia (in) . . : 1 .96 i1 .96 I 0.11 cfs
h3 : 3rd to 4th Orifice. . . : 0.00
Fourth Orifice Dia (in) . . . 0 .00 l�
h4: 4th to 5th Orifice. . . : 0. 00 ��itrJ' ' Z'
Top Orifice Dia (in) . . . 0 .00 J
Elevation of Lowest Orifice. . . . : 100.00 v
Outlet Elevation. . . . . . . . . . . . . . . . 100.00
Max Elev Above Outlet. . . . . . . . . . . 105.00
Stage-Disch Increment. . . . . . . . . . . 0. 10
Av PGUP PGDN F3 : Get F6: Delete F10: Exit
Cu
0
3
�s
File Basin Hydrograph Storage Discharge Level pool
Bush, Roed & Hitchings, Inc 2
LEVEL POOL ROUTING INSTRUCTIONS
PRE INFLO STG STG OUTFL
DESCRIPTION HYD # HYD # STOR DIS HYD #
ID ID
[2 year for 2 year ] [1 J [4 ] [s2 ] [d1 ] [ 15]
I [10 yr for 10 year J [2 ] [5 ] [s2 ] [d1 ] [ 16]
I [100 year for 100 yr] [3 ] [6 J [s2 J [di ] [ 17]
[ ] [ ] [ J [ l [ J [ ]
[ ] [ ] [ ] [ J [ ] [ ]
F6: CLEAR F10: EXIT
Available Memory remaining: 180080 bytes
Current Data Set Name: u:\works\jdd\97159
File Basin Hydrograph Storage Discharge Level pool
Bush, Roed & Hitchings, Inc 2
ROUTING COMPARISON TABLE
MATCH INFLOW STO DIS PEAK PEAK OUT
DESCRIPTION PEAK PEAK No. No. STG OUT HYD
----------------------------------
2 year for 2 year 0.02 0 . 29 s2 di 103 .54 0 .02 15
10 yr for 10 year 0. 11 0.47 s2 d1 103 . 69 0. 11 16
100 year for 100 yr 0.25 0. 69 s2 di 103� 0 .25 17
" G
Available Memory remaining: 180080 bytes
Current Data Set Name: u:\works\jdd\97159
U-)en/AvL-T ve5 it►J 33/5
File Basin Hydrograph Storage Discharge Level pool
3
INPUT, MODIFY OR BROWSE DATA
BASIN ID pt-wq SBUH HYDROGRAPH
DESCRIPTION water quality design storm
AREA (acres) 0. 510 F— ToTAt ►v,�PtJ2'%/. RAINFALL CHOICES
RAIN PRECIP (in) 0 .67 SEA 1. TYPE IA
TIME INTERVAL(min) : 10.00 2. TYPE I
TIME OF CONC (min) : 7. 38 3 . TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0 .20 5. TYPE 3
BASE FLOW (cfs) 0. 000 6. USER 1
STORM DUR (hrs) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 0. 000 acres AREA: 0. 510 acres
CN 81.00 CN 98 .00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.00 hrs
PEAK HYDROGRAPH FLOW: 0 .0647 cfs
TOTAL HYDROGRAPH VOL: 0.0202 ac-ft < 8 AI GF
1-1 HOME END F1:Find F2 :New F3 :Get F4 :Tc-Calc F5:Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
DE i&4,j of (,vE'r' ✓AvLT �l2Ut�f/2E
�(L-lTE2�i� : iG:�1(a GO��� /2�.,irv„� 5%A►�4�K.dS
i/vi.vw,�: !,S K ✓OLvw�E vF Pt — GtJb �v+�;��r,,,✓•r.)
= 1.sK 8Fo c-F
1, .S Zd LF -< -- -- ---- - __ - - V Ol�w.E A a2 r b
�✓(L��LE /4'�L�/4 Z-* or-
PILO I Deco �: (?,o` wr�Q,�)L4�,' 1 n ) _ 3�ZOO c r V"p K,
5 v a-Fkc.- A116A PZ0,4 oc-t ; (20' w��.�(4v' 1 � = 800
V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN
The proposed biofiltration Swale, and pipe system are analyzed using procedures outlined in the
King County Surface water design manual.
The biofiltration Swale is designed using the King County method for the 2 year/24 hour outflow
rate from the detention system. The conveyance capacity of the swale is confirmed using the 25
year and 100 year storms. The biofiltration swale is shown to convey the 25 year storm with a
minimum of 0.5 foot of freeboard while the 100 year storm does not overtop the swale. The
swale was sized to meet the minimum width requirement of 2-feet.
The pipe system is sized using the 25 year rational method model.
Calculations for the biofiltration swale and the pipe system are on the following pages.
•
•
BUSH,ROED& HITCHINGS,INC. JOB 7 U
CIVIL ENGINEERS&LAND SURVEYORS
2009 Minor Avenue East SHEET NO. OF
1!000��! Seattle,WA 98102 CALCULATED BY DATE
(206)323-4144
BRH (206)323-7135 - Fax CHECKED BY DATE
SCALE
cs
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....... ............... .............
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5D, -
PRODUCT 20/-11Sugk SNeNsI205-1 Pad*)®®Inc.,Groat MM 01/)1.To Omer PNONE TOLL FREE IAOR22-M
BUSH, ROED&HTTCHINGS,INC. JOB It
CIVIL ENGINEERS & LAND SURVEYORS
2009 Minor Avenue East SHEET NO. OF
Seattle,WA 98102 CALCULATED BY DATE
r' (206)323-4144 db
BRH (206)323-7135 -Fax CHECKED BY DATE
SCALE
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..
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f
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PS. ArIZ*A. =.. I_DJ�LDi .�....Q ..l....?-r►. .':. i '/ USG/!'{�/n1Ej_.
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.
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...
PROOMT 204-1(Sw"SMNsI 205-1(P3ddW)fl ®Inc.,Gromn.Alas.01471.To Order PHONE TOLL FREE 1-8*225-M
BUSH, ROED&HPTCHINGS,INC. JOB
CIVIL ENGINEERS&LAND SURVEYORS
2009 Minor Avenue East SHEET NO. OF
Seattle,WA 98102 CALCULATED BY DATE
(206)323-4144
BRH (206)323-7135 -Fax CHECKED BY DATE
SCALE
Q .a! L S
... ............
7 '.c. P.Rurrr a S" 3.. c- ..........
L
... ... .
�j sib. Ft-� 5 y_.l o�'Y 58�� ge&4 e� Aeo,... ✓.war-
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a
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................................ .
PROOOCT 2014(SqW Sh")205-1(PedW)®A 1x Grote.MMA1O1.To order PHONE TOLL FREE I VO-225-M
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VI. SPECIAL REPORTS AND STUDIES
1. A portion of the soils report is included in the appendix.
•
4o/
. VII. BASIN AND COMMUNITY PLANNING AREAS
The site is located in the Renton highlands and is in the Lake Washingon basin.
•
�y s
VIII. OTHER PERMITS
• (N.A.)
•
• IX. EROSION/SEDIMENTATION CONTROL DESIGN
The erosion control facilities designed include an interceptor swale, silt fence, and a rock
construction entrance. A sediment trap is not utilized on this site for two reasons. First, the site
is less than an acre. Second, the soils on-site are everett outwash type, and no surface sheet flows
are expected due to the high infiltration rate of everett soils. Finally, installation of a sediment
trap meeting the 3:1 sideslope requirements for King County is very difficult on this site: the site
is too small given the layout of the five proposed houses.
The erosion control strategy is to divert surface flows generated upstream around the site such
that off-site flows are not introduced to freshly graded soils. In addition, silt fence located on the
west side of the site will catch and treat any silt laden water which leaves the site.
•
•
4�5
• X. BOND QUANTITIES WORK SHEET, RETENTION/DETENTION FACILITY
SUMMARY SHEET AND SKETCH,AND DECLARATION OF COVENANT
•
0
�.
366M 136�A?!w w..w.ec w b.�r....t.1 s.,t�..
Bdlw .wed irom"006.1400
Pn�Iect Narne: SIERRA Project No.: Date:
Location: Sierra Activity No.
FOR PpoJEC,T
tow
HZ�3.� » `). t � :zt hk�.;u ..:. plrOf...ad+
EMOSIONAMMOMM CONTROL
faro,,dt $ 1.30 LY
40 SY
Jute Mrrh 1.00 SY
Wok by hwd,straw,2'dump .35 SY
wok by mec im.iU*w,1'drrp .40 SY
Rods Carob Entrrrror,50'x 15'x 1' 1,030.00 Erch
r
Rock Conov Entrance,100'x 15'x 1 1,a00.00 Each
Srrdnp,by hrd .35 SY
ESC SUBTOTAL
a s x
: E�057NQ ,,:r.: FunmE►uxlc "? = PWVATE Iyp FA41IJT1ES AND, Bonn nIDUCT1oNe
ROAD S
Tn POW POYEMORt ,r..�`d{;...: eq T 2 >>.
,SiQt A
'f i Q� :9"�� ra :t �� ,,��9.'. `C.) 4 i:. � J: S SeA.Ta F • . �
> r �hlork ?i �x1p �? xa R� + s�J?r1or alhjo hlor GOWAk1
cwnvM `:::fSrlrNrrr a +QIM
CIrwlRreww burp by hwW .24 SY
SUBTOTAL ro11►Ao[
J1
C/O"*A M-12AAr Page 1
�n
• • s+arr.r�o.
s F ws �.. # E70BTW0 tt/T11Rf rWUC PRNATE 1tID FACNJTES AND BOND IIEDIICTION{ g
�' e> AIOl1T WAY ROAD IMPROVEIMENft Y CONVEYANCE
1ONVEYA'
thr Ouandh' OuMtw .
. �:<Moa ► Prior Ouanthy Mae Ouanthy rrlea 0uMtll1L.,: Prlw CMF448" ►tloa Compbto Pr%O. CewolM l41M
GENERAL ITEMS Con't.1
CloadmilGrubbkoffiernoval,traaa 6,150.00 Ace
Exeavadon-bulk 1.10 CY
Excavation-tench 3.00 CY
Backf M i Compaction-embankment 3.60 CY
Baddi i Compecdon-tench 5.70 CY
FM i C -oonxnon barrow 11.10 CY
F#i base 15.60 CY
FM i Convoct-sereerted t coil 15.40 CY
GracSM firm,with grader .70 SY
Gradng,fin, hMd 1.30 SY
Fend coder,O'high 25.00 LF
obese Knk,6'high 9.20 LF
chain Irk gets,20' 880.00 Each
NGPE! 1.10 LF
Sod 4.82 SY
Mora tents 3'6no 84.00 Each
Surv*VkslL lot Wadon/inaa 830.00 Acre
Ina i grads 510.00 Day
Trek 4'onwhod cinder 6.50 SY
Tral 4' oouee 6.00 SY
G 3' no earthwork 97.00 SY i
We/ rock w/earthwork 21.00 SF
SUBTOTAL t'OrI PAGE
CwF&"*AM•I30M I Page 2
i
r •h
Slerm Project No.
EIDiTWO FUTURE H1suc PFWAT19 NpFAmmEs AND BOND
.�. RIWfi-OFWl1Tl ROAD III�ItPYatENTs QDNNEYANCE REvucTlotvs
a
xAYSTBE6: T 2 5
-77
Outretdt� OtwfdtY.
...;,..a.�w.xT.:. ...,o"o.<.h.>.. ,.. ...v..w-s:;:a,oaa w.,:.:'.w..J%w 3�wc... .: ..2din....... :'<.•.F:.':`,' ...........„,. 3.._... ..�...s. :.,;..... :oawIMt�h..�. .'0i....�.�n ..�M+`xS.C•`..:a CofnV{�t1 VPt10� COfnVI�M ;h10ta OMII�MM� (•1�
.. �,.. .. .. ... : .-
ROAD MEROMAINTS
Ar,G 4'mochlrte 7.00 SY
AC RewroymUDIsposW/Repsir 80.00 SY
smerwade D 30.00 LF
8wrbdds 1 20.00 LF
Cwb "V ded asyNk 110 LF
Curb oxuuded concrete. 1.80 LF
Curb A Gutter ro/ed 9.30 LF
Cwb i Guttw.vwdeal 6.80 LF
curb i gurtm 10.30 LF
Denm4don/Dl ddewetk 22.50 SY
3'depth 1.30 LF
Sawan,concrete 1'depth 1.10 LF
Sodded .70 LF
ShaAdw,AC eee AC Rood SY
Shaddw gravel 8.40 SY
Sklew 4'ddek,vortical curb 20.90 SY
Sldewotit V thick riled curb 23.90 SY
S 4'reReetodzed Ire .20 LF
SVWm pot pw Wnlldtsi 2.90 Each
Thkkdndd 4.70 LF
RDAD swACNIO
4'rook-2.5 bded i 1.5'top course)
AC 1.5'AC 5.40 SY
AC Ovorley,2-AC 6.50 SY
SUBTOTAL MR►AdE .
u''arae•tzw�' Pape 3 `�\
. • Siens Pr
� '
.'EXtiTNG FtIT11F1E M1eLIC:>.:_ PRIVATE RID FACILITIES AND BOND REDUCTIONS
RWHT-OF-WAy ROAD IMPROVEMENTS CONVEYANCE
IR MOVEMENTS:.' SYSTEMS / 2
Unit Quantity Quantity Quantity
. Price Unit Q—HkY Prim Quantity Price Quantity Prim Quantity Price Complete Price Complste Price Co nplets Price
ROAD SURFACING(Con't.)
AC Reed 2" 4"rock First 2500 SY 13.70 SY
AC Road 2" 4"rods Oty.over 2500 SY 9.10 SY
AC Road 3' 4"rods First 2500 SY 18.50 SY
AC Road 3" 4'rods Oty.over 2500 SY 11.00 SY
AC Road 5" First 2500 SY 15.30 SY
AC Road 5' Oty.over 2500 SY 10.80 SY
AC Road 6' First 25W SY 19.10 SY
AC Road 6' Qty.ov— 2500 SY 12.70 SY
Asphalt Treated Base IATS)(Assume 2.05 ton/c ) 30.00 Ton
Gravel Rood 4'rock First 2500 SY 7.20 SY
Gravel Rood 4'rock Oty.over 2500 SY 4.70 SY
PCC Road 5' no base 14.30 SY
PCC Rood 6' no base 16.60 SY
DRAINAGE
CPPCorrugated Plastic Pii • N-12 or• valont)
Access Road RID 9.30 SY
Bollards-fixed 290.00 Each
Bollards-rsmovaWe 475.00 Each
CSe irtokrde frame and Rd
CB Typo 1 850.00 Each
CB Type K. 1,000.00 Each
CS Type B 48'diameter 1,300.00 4'doep
for additional dVth aver 4' +320.00 +I'depth
SUBTOTAL FOR PAGE
C0044sa73 o-t MM
Pape 4
. J
Slarra Project No.
Y�z's sy q 3 EkIfTNQ tiritlltE►ueC1C a£ x/RIVATE s IW.PACNTTNea AND; BOND REDt1CT10Ni
ROAD 3RA/lL0V�t "CONVEYANCE. a a
Few '.as,§ arraoyut�wT# _.: a x M >
>` .r'c y� ;,. i :�•� ,� e z�kY �£,:«r,.:c�• �'iY 3,:�.x „�iYs. a���..�vfx a .,
F e s $
&,�
'�`. s� .. ;� yu a.k` R" �> `�:pAgy�`t �:u $a g�"�.>3��, �C::;� t�wndfY_ >.: Oa�an6ty K.• R xS
3
1 Conplaq Price Gwt,MMf'
DRAINAGE Cont.
Ca Type N.W dLwmtar 1,450.00 4'deep
for addhiond depth over 4' +370.00 +1 depth
CO Two N 60'dlarneter i 600.00 4'd
for addhkwW depth over 4' +410.00 +I'd* th
CB Type q 72'darrwter 2,200.00 4'd th
for addNmW depth over 4' +520.00 +I'd&pth
Wat A wwork(Add) 225.00 Each
f
PVC 4' 85.00 Each
PVC 6' 115.00 Each
PVC i- 142.00 Each
PVC 4- 4.50 LF
CPP 6' 9.30 LF
PVC 6' &40 LF
Cld° a' 9.50 LF
concrete S' 12.90 1 LF
CPI a- 10.00 LF
s- 5.00 LF
C&V 12- 14.60 LF
oonorsta 12' 17.90 LF
CPI 12- 16.50 LF
C1w4P 1S' 18.70 LF
omwraa 15- 22.50 LF
CPI 15- 18.50 LF
Chr,I 21.90 LF
SUBTOTAL FOR►11a2
C P."As"-r2M.w Page 5 1r,"
• Sierra Pr0a.
Eluma FUTURE riAUC PRNATE RA FACILITIES AND 60ND REDUCTIONS
pIGMToF W�1Y ROAD IMPROVB4ENTS CONVEYANCE
2 i
k f g 1M11oHEASExTti tYfT6Nt::::
-
rg� Unk- a �4 Qsunthy Ourwrdtp Ou•ntFty'
prio• UM Ous it 'Rice Ownft hios Oue,ndgr Prior OuanihY Prlw Comple,b Frio• Conrple,b Prior t onrplow A Ft{w
DRAINAGE Con't.l
CWvvL oonerow l8' 27.60 LF
CWWWL CPT /f' 22.00 LF
CMP 24' 30.30 LF
CukvM concrete.24' 39.80 LF
CPP 24' 29.00 LF
CMP 30' 38.60 LF
CmKwL concrete,30' 64.70 LF
CWvwL CMP 36' 62.80 LF
concrete,36' 83.20 LF
CukwL CPP 36- 39.OP LF
eoner•to 42' 101.80 LF
CMP 48' 80.60 LF
ColveM eoncrow.48' 113.00 LF
CMP 60' 112.00 LF
Cukwt • 00' 164.00 LF r
Dh ban roadside, 6.40 CY
Flow Dispersal Tronch 1,100 bns +
15.00 LF
F se bd Drain 12.30 LF
kid-tank Aces"FJw,36' 700.00 Each
Pond Ovwflow Spillway 4.70 SY
ResukrW1011 Sepairstor,12' 785.00 Each
Rsstr6ow/01 stor 15' 1 885.00 1 Each
R••victor/Oi or,IS" 1,035.00 Each
r
SUBTOTAL ron PAW
C0"0036-1209M Page 8
Al
Sierra Project No.
I
0OSTN0; N1Tt Pt MK N41C MWATE Y� � , ::RID FA K>N
CLJTIEi,AND BOND REDUCTR
ROAD'. IIIAMIAVEAAENTi � CONVEYANCQ vF " 1 Z ;G �s', .. ' a*co.. .ab",�, ' �•u �s A? MPROVEMENTi ;�` '?Ee'.'r iYtTiemc
Y �
u
:: sA'l,0 e ..Gix.x.r�.'»V ......a..`3 .. �4 ..:f d:i.. ��.w•►L( N L:'�` r
"Comple w :E.
r
r. .OwntitY: �s �> :.Coerwlrrt _
DRAINAGE 't.
28.00 CY
Tait End Reducer 400.00 Each
Trash RsoI6 12' 160.00 Each
Trash Rook IS' 185.00 Each
Trssh Rac 18' 210.00 Each
Trash Race 21' 240.00 Each
►ARKNO LOFT SURFACING ,
2'A.C. 2'top course rock i 4'select borrow 8.10 SY
1.5'top oouree rock i 2.5'base course 4.70 SY
4'select borrow 1.75 SY
YMRITE4N IT19"
SUBTOTAL(SUM ALL PAGES):
30%CONTINGENCY i MOBILIZATION:
TOTAL (A) (g) 10
VS
P304 11W >r. Page 7 �\
Onantities sbovs completed by:
• Sierra P .
Signature: Date:
PE Registration Number•. Telephone Number.
Finn Name:
Address:
This section to be completed by Krug County
BOND COMPUTATIONS:
PERFORMANCE BOND AMOUNTS I MAINTENANCE BOND AMOUNT DEFECT BOND AMOUNT
StabikzationlErosion Sediment Control (ESC) (D)
Existing Right-of-Way Improvements (E)
Futiue Pubic Road l nprovements (F) (E+F)x 0.25
Private Improvements
RID Facilities and Conveyance Systems -
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ x 0.15
TOTAL (T)
PERFORMANCE
BOND AMOUNT
RIGHT-OF-WAY &SITE RESTORATION BOND (D+E)
(First$7,500 of bond shall be cash.)
11
PERFORMANCE BOND TOTAL AFTER BOND REDUCTIONS
(T-A,B OR C) I2
03
NOTE The word'bond' is used to represent Original bond computations Signature of Person Preparing Bond Reduction
any fwwt ciei guarantee acceptable to prepared by: Date:
King County.
of 1
Date
02
83
Data
NOTE: Total bond amounts wnah- after reducdon did rat
be less than 30%of the original amount or"sum of dw
maintananoe and defect amounts shown above.wNdnvar Is
greeter.
Page 8
5�s
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
RETENTION/DETENTION SUMMARY SHEET
Development � K� AV( - FAm iL-y & Date 7
Location '`
ENGINEER DEVELOPER
Name D--40-t Det4K6� Name CA77 L-tC Gc m !N'�r> 5C�✓,cEs
Firm RCSµ 206-6 i� t�iT� �i�.��s, ��1C Firm
Address oC�`3 ��0�2 Af - Address IoC, Z3 Av-- S Phone (z �) 3y3- `f c Phone
• Developed Site e�3 acres Number of Lots
• Number of Detention Facilities On Site /
• Detention provided in regional facility
- Regional Facility location
•No detention required 0
Acceptable receiving waters
• Downstream Drainage Basins
Immediate Major Basin
BasinA Lflt���flSrri,✓c�„/
Basin B
Basin C
Basin D
TOTAL INDIVIDUAL BASIN
Drainage Basin(s) A B C D
Onsite Area
Offsite Area
Type of Storage Facility V%uL
Live Storage Volume -
Predeveloped Runoff Rate -2 year D D Z (45.
10year 0,/1
Postdeveloped Runoff Rate 100 year D 7-sCA,
2 year C c
10 year of U,4v�r
Developed Q 100 year
Type of Restriction
• Size of Orifice/Restriction - -
Orifice/Restriction No.1
No.2 3
No.3 Z
No.4
No,5
XI. MAINTENANCE AND OPERATIONS MANUAL
•
•
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: 724nch 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 Bent 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 dosed.
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 Ladder 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
5�
�S
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR l
Maintenance Conditions When Maintenance Results Expected
Component Detect Is Needed When Maintenance Is Performed
General Trash and Debris Distance between debris build-up and Al trash and debris removed.
S ss bottom of orifice plate is le than 1-1/2
Sediment) m
Structural Damage Structure is not securely attached to Structure securely attached to wail 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 properly 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 On 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 1/3 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 Corner of frame extends more than 3/4 Frame is even with curb.
to Frame and/or inch past curb face into the street (f
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 or 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-S 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
-NO. 5 - CATCH BASINS (Continued)
NW
Maintenance Conditions When MairHenanoe Result Expected
Component Defeat 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 dosed.
Any open catch basin requires
maintenance.
Docking 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 to One maintenance person cannot remove Cover can be removed by one
Remove lid after applying 80 Ibs.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 most design standards.
(f 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 I/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
• NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches)
Maintenance Conditions 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 part 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 cteared 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 See'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 (if 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 1/90
• APPENDIX
•
IR/Y'
•
Resort
Geotechnical Engineering Services
Proposed Jefferson Avenue
-- - _ Family Housing
- - - 1000 Jefferson Avenue Northeast
Renton, Woshington
• March 21, 1997 �
• - - - '`• ' For -
Catholic Community Services - -
t.
G e o'E n` �.. -_ 1
s i n b e r s `\ He No.23P-004=10-11301032197
r
REPORT
• GEOTECHNICAL ENGINEERING SERVICES
PROPOSED JEFFERSON AVENUE FAMILY HOUSING
1000 JEFFERSON AVENUE NORTHEAST
RENTON, WASHINGTON
INTRODUCTION
This report presents the results of our geotechnical engineering services for the proposed
Jefferson Avenue Family Housing project to be located at 1000 Jefferson Avenue Northeast in
Renton, Washington.
The property is a vacant lot located to the north and east of the Employment Security
Department building, and south of the St. Vincent De Paul Store off of Sunset Boulevard
Northeast. Jefferson Avenue Northeast currently deadends on the south side of the property.
The preliminary site plan shows a continuation of Jefferson Avenue Northeast to intersect with
Index Avenue Northeast on the northwest corner of the site.
We understand that the proposed housing project will likely consist of four to five,
two-story wood-frame buildings. Approximately 18 units will occupy the structures. Typical
loads for structures of this type include maximum column loads less than about 50 kips and floor
• loads in the range of 50 to 75 psf(pounds per square foot).
SCOPE
The purpose of our geotechnical engineering services is to evaluate subsurface soil and
ground water conditions at the site as a basis for developing recommendations for site
development, foundation design, and other aspects of project construction affected by subsurface
conditions. Specifically, our services includes the following tasks:
1. Evaluate subsurface soil and ground water conditions at the site by excavating-eight test
pits with a rubber-tired backhoe. Also, complete a reconnaissance of the steep slope
located on the eastern boundary-of the site.
2. Evaluate pertinent physical and engineering characteristics of the site soils from the
results of laboratory tests-performed on samples obtained from the explorations. In
particular, we completed moisture content tests.
3. Describe site conditions including detailed subsurface soil conditions encountered based
on results of the field explorations and laboratory analysis.
4. Provide recommended criteria for site grading including stripping and excavation of any
unsuitable soils or improvement of existing fill -on site, and imported fill gradation,
placement and compaction. Also provided are structural fill requirements as needed for
• support of the buildings and pavements, and our evaluation of the effects of weather
and/or construction equipment on the on-site soils and imported soils.
G e o E n g i n e e r s 1 File No.2352-004-10-1130/032197
GZ/V
r
5. Provide foundation design recommendations including allowable soil bearing pressures
• for shallow-spread footings for the proposed buildings.
6. Evaluate the liquefaction potential of the underlying soils and provide recommendations
for appropriate foundation support alternatives.
7. Provide recommendations for support of slab-on-grade floors.
S. Evaluate the settlement performance of spread footings and floor slabs.
9. Provide design parameters for temporary slopes and retaining walls as appropriate.
10. Provide recommendations.for pavement subgrade support and design sections for parking
and driveway areas.
11. Provide recommendations for surface and subsurface drainage systems to control ground
water conditions should this be appropriate.
SITE CONDITIONS
SURFACE CONDITIONS
With the exception of the eastern boundary, the site is fairly level and vegetated with
grass, scattered brush and a few deciduous trees. The site slopes up steeply to the east on the
eastern boundary to the adjacent properties housing single family residences. The slope is thickly
vegetated and has an overall relief ranging from 12 to 18 feet. The topographic survey prepared
by Pac-Tech dated March 26,1993 indicates slope inclinations of 3H:1V (horizontal to vertical).
• No indications of instability were observed on the thickly vegetated slope face during our site
reconnaissance on February 7, 1997.
SUBSURFACE CONDITIONS
We explored subsurface soil and ground water conditions by excavating eight test pits to
depths ranging from 8 to 14.5 feet. Approximate locations of the explorations are shown in
Figure 2. Descriptions of the field exploration and laboratory testing procedures and exploration
logs are presented in the appendix.
Subsurface conditions encountered in our explorations consist primarily of loose to dense
sandy outwash soils. The soils become dense below a depth ranging from 4 to 10 feet.
Interlayered stiff silt was encountered between a depth of 5 to 8 feet.in the test pits completed
in the northeast portion of the site (test pits TP-5 and TP-6).
We also completed a slope reconnaissance and shallow excavations with hand tools on
the eastern slope. We encountered dense silty sand with gravel and occasional cobbles (glacial
till) within 1 foot of the existing ground surface on the slope face.
GROUND WATER CONDITIONS
• Ground water seepage was observed in one of the test pit explorations (TP-1) at a depth
of 12 feet below the existing ground surface. No seepage was observed in the remaining
G e o E n g i n e e r s 2 File No.2352-004-10-1130/032197
explorations. We expect that surface water runoff permeates rapidly through the clean sands
• encountered at the site. The ground water level should be expected to fluctuate as a function of
season, precipitation and other factors.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
We conclude that the proposed buildings can be supported on shallow spread footings
bearing on the existing medium dense native soils or on a zone of structural fill. Support may
be founded on the existing sandy soils encountered below the upper 6 to 12 inches of silty sand
topsoil. The floor slabs can also be supported on the native soils following stripping of the upper
silty sand topsoil. Any footings or slabs which need to be founded at a higher elevation than
where the medium dense native soils are encountered should be supported on a zone of compacted
structural fill.
A permanent wall will be required along the eastern border of the property where the site
slopes up to the adjacent residences. We understand that the wall will likely be a rockery or a _
conventional concrete retaining wall. Recommendations for these walls and for temporary and
permanent cut slopes are provided in detail in following sections.
Portions of the surficial soils at the site consist of moisture-sensitive silty sand.
Construction traffic on these soils will result in considerable disturbance during wet weather. The
• clean sandy soils underlying the silty sand soils are less sensitive to moisture and are typically
workable during wet weather conditions.
The following sections of this report provide more detailed recommendations for design
and construction.
SITE PREPARATION
We recommend that the surficial organics and topsoil be stripped from all building and
pavement areas. The depth of stripping should be sufficient to remove the major root structure
of the weed and grass cover. With the exception of localized grubbing of root structures of trees
and brush, the depth of stripping across the site will be on the order of 6 to 12 inches. The
stripped and/or cut material should be wasted from the site or used in landscaping areas.
Those areas which are stripped and are to receive fill should be proofrolled with heavy
rubber-tired construction equipment if work is done during extended dry weather. Any soft,
loose or otherwise unsuitable areas identified during proofrolling should be recompacted, if
practical, or removed and replaced with structural fill as described subsequently. We recommend
that proofrolling of the subgrade be observed by a representative from our firm to assess the
adequacy of the subgrade conditions and to identify areas needing remedial work.
• If site preparation is performed during wet weather, stripping should be done using
lightweight construction equipment. Trafficability at the site under wet conditions may be
difficult in some areas and result in disturbance to exposed subgrade areas. We recommend the
G e o E n g i n e e r s 3 File No.2352-004-10-1130/032197
MOISTURE CONTENT DATA
s
Depth of Moisture
Test Pit Sample Soil Content
Number (feet) Classification" (%)
TP-1 1.5 SP 6
TP-2 2.5 SP 7
TP-3 2.0 SP-SM 12
TP-4 1.5 SM 16
TP-5 2.0 SP 11
TP-6 1:5 SP 11
TP-7 0.5 SP 5
TP-8 1.5 SP 10
' Refer to Test Pit Logs for Complete Soil Description
•
MOISTURE CONTENT DATA
Geo Engineers
FIGURE A-6
SOIL CLASSIFICATION SYSTEM
GROUP
MAJOR DIVISIONS SYMBOL GROUP NAME
GRAVEL CLEAN GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE GRAVEL
GRAINED GP POORLY-GRADED GRAVEL
SOILS More Than 50%
of Coarse Fraction GRAVEL GM SILTY GRAVEL
Retained WITH FINES
on No. 4 Sieve GC CLAYEY GRAVEL
More Than 50%
Retained on SAND - CLEAN SAND SW WELL-GRADED SAND, FINE TO COARSE SAND
No. 200 Sieve
SP POORLY-GRADED SAND
More Than 50%
of Coarse Fraction SAND SM SILTY SAND
Passes WITH FINES
No. 4 Sieve SC CLAYEY SAND _
FINE SILT AND CLAY ML SILT
GRAINED INORGANIC
SOILS CL CLAY
Liquid Limit
Less Than 50 ORGANIC OL ORGANIC SILT, ORGANIC CLAY
More Than 50% SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT
Passes INORGANIC
CH CLAY OF HIGH PLASTICITY, FAT CLAY
No. 200 Sieve
Liquid Limit
50 or More ORGANIC OH ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS PT PEAT
NOTES: SOIL MOISTURE MODIFIERS:
1. Field classification is based on visual examination of soil Dry- Absence of moisture, dusty, dry to the touch
in general accordance with ASTM D2488-90.
Moist- Damp, but.-no visible water
2. Soil classification using laboratory tests is based on
ASTM D2487-90. Wet - Visible free water or saturated, usually soil is
obtained from below water table
3. Descriptions of soil density or consistency are based on
interpretation of blow count data, visual appearance of
soils, and/or test data.
0
— u
lull
SOIL CLASSIFICATION SYSTEM
00
Geo l�Engineers
FIGURE A-1
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