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TECHNICAL INFORMATI�N REPORT
FOR
RENTON SHORT PLAT
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OUR JOB NO. 6121 `� �`� � cT •
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NOVEMBER 24, 1998 .a '
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Prepared By:
BARGHAUSEN CONSULTING ENGINEERS, INC.
1 $21 5 72ND AVENUE SOUTH
KENT, WASHINGTON 98032
(425) 251 -6222
Q'�Gl.'1,4�SF
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o r CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES
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TABI:F (�l�' ('(�V7'F.l�"1
1.0 PROJECT OVERVIEW
2.0 PRELIMINARY CONDITIONS SUMMARY
3.0 OFF-SITE ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.0 RETENTION/DETENTION ANALYSIS AND DESIGti . . . . . . . . . . . . . . . . . . . .
5.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN . . . . . . . . . . . . . . . . . . . . . . . . .
6.0 SPECIAL REPORTS AND STUDIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
7.0 BASIN AND COMMUNITY PLANNING AREAS . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
8.0 OTHER PERMITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
,
9.0 EROSION AND SEDI'�1ENTATIO:� CONTROL DESIGN . . . . . . . . . . . . . . . . . . . . . . .
10.0 BOND QUANTITIES WORKSHEET RETEtiTIOti/DETEVTION FACILITIES
SUMMARY SHEET AND SKETCH AND DECLARATION OF COVENANT . . . . . . . . . .
11.0 MAINTENANCE AND OPERATIONS MANUAL . . . . . . . . . . . . . . . . . . . . . . . . . . . .
APPENDIX A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Page 1 of 2
King County Department of Development and Environmental Services
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
- . . . - . . .
• . . . .
Project Agent American Herita4e Homes Project Name Renton Short Plat
Address 4840 South 152nd Street Location
Phone Seattle, Washinqton 98188-2346 Township 23 N
Project Engineer pouqlas T. Convers Range 5 E
Company Ba�qhausen Consultin4 Enqineers,lnc. Section 18
Address Phone 18215 72nd Avenue South Project Size 0.79 AC
Kent, Washington 98032 (425) 251-6222 Upstream Drainage Basin Size 0 AC
• • •
❑ Subdivision ❑ DOF/GHPA u Shoreline Management
x Short Subdivision ❑ COE 404 ❑ Rockery
❑ Grading ❑ DOE Dam Safety x Structural Vaults
❑ Commercial ❑ FEMA Floodplain ❑ Other �
❑ Other ❑ COE Wetlands ❑ HPA
• . .
Community li
Hiqhline I
Drainage Basin I
Cedar River
❑ River ❑ Floodplain
❑ Stream ❑ Wetlands
❑ Critical Stream Reach O Seeps/Springs
❑ Depressions/Swales ❑ High Groundwater Table
❑ Lake ❑ Groundwater Recharge
❑ Steep Slopes 0 Other
C Lakeside,'Erosion Hazard
•
Soil Type Slopes Erosion Potential Erosive Velocities
2% - 30%
=7 Additional Sheets Attached
. • � •
REFERENCE LIMITATION/SITE CONSTRAINT
❑ Ch. 4 downstream analvsis
0
❑
❑
❑
❑
❑ Additional Sheets Attached
6121.003 [DTC/elcl
Page 2 of 2
King County Department of Development and Environmental Services
TECHNICAL INFORMATION REPORT (TIR� WORKSHEET
.
MINIMUM ESC REQUIREMENTS DURING MINIMUM ESC REQUIREMENTS FOLLOWING
CONSTRUCTION CONSTRUCTION
x Sedimentation Facilities x Stabilize Exposed Surface
x Stabilized Construction Entrance ❑ Remove and Restore Temporary ESC Facilities
x Perimeter Runoff Control x Clean and Remove All Site and Debris
x Clearing and Grading Restrictions ❑ Ensure Operation of Permanent Facilities
❑ Cover Practices ❑ Flag Limits of NGPES
x Construction Sequence o Other
❑ Other
�
❑ Grass Lined Channel o Tank ❑ Infiltration Method of Analysis
❑ Pipe System ❑ Vault ❑ Depression SBUH Hvdroqraph
❑ Open Channel ❑ Energy Dissipater ❑ Flow Dispersal Compensation/Mitigation
❑ Dry Pond ❑ Wetland ❑ Waiver of Eliminated Site Storage
❑ Wet Pond ❑ Stream ❑ Regional Detention
Brief Description of System Operation On-site detention/wet vault to detain the 2-vear/24hour,
10-vear/24-hour, plus 30% stora4e for aost-developed storm and release 2-vear/24-hour and 10 vear/
24hour are-develoaed storm. �,
Facility Related Site Limitations o Additional Sheets Attached �
Reference Facility Limitation
� �
X Cast in Place Vault ❑ Drainage Easement
❑ Retaining Wall ❑ Access Easement
❑ Rockery > 4' High ❑ Native Growth Protection Easement
❑ Structural on Steep Slope ❑ Tract
o Other ❑ Other
• . •
I or a civil engineer under my supervision have visited the site. Actual
site conditions as observed were incorporated into this worksheet and the
attachments. To the best of my knowledge the information provided
here is accurate. s�e�edioace
6121.003 [DTC/elc]
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1.0 PROJECT OVERVIEW
This site is situated in the Northwest quarter of Section 18 , Township 23 North, Range 5 East,
Willamette Meridian, City of Renton, Washington. The proposed short plat is approximately 1.23
acres in size and is located near the intersection of 84th Avenue South and South 185th Street.
Our site development will include construction of a seven lot short plat with public roadway and
utility improvements..
1.1 E�sting Site Conditions
The existing ground cover is predominately prairie grasses with some small trees. The site's
existing topography is sloping between 2 and 5 percent with the eastern portion of the site
sloping up to 25 percent. '
Existing soil conditions are listed in the King County soil survey as Beausite Series. 'I�rpe
"C" soil texture is described in the King County Surface Wa1er Design Manual as consisting
predominantly of sandy loam with underlain bedrock at 24 to 40 inches in depth. No !
geotechnical engineering report has been prepared for this project.
1.2 Development And�ture Site Conditions I,
On-site flow patterns will be slighfly altered by the construction of the roadway and storm
drainage as shown on the plans. The runoff from the site will be collected in a series of catch
basins and underground pipes,which will convey the runoff to an underground weddetention '
vault. The detenrion vault releases the stormwater at the 2-year/24-hour and
10-year/24-hour pre�eveloped rate. Developed site conditions will include placement of a
culvert crossing at the new roadway entrance along 84th Avenue South.
1.3 Hydrologic Analysis/Detention System
The stormwater detention/wet vault is designed using hydrographs generated by the SBUH
method. The vault is designed to detain the post�eveloped, 2-yeaz and 10-year/24-hour
eventsn plus 30 percent volume while releasing at the 2-year and 10-year/24-hour
pre-developed release rates. These detention design parameters were utilized to comply with
the King County Surface Water Design Manual detendon requirements. To model the
hydraulics of this system, we have utilized WaterWorks� software to calculate peak flows,
design volumes and outlet control.
The water quality design for this project incorporates the use of a combined stormwater
detention/wet vault. The wet vault was designed to comply with the 3:1 length to width ratio
as required in the King County Stormwaier Manual. The volume and surface area of the wet
vault was sized in accordance with King County requirements, which requires the following:
Surface area shall be greater than or equal to one percent of the total impervious area tributary
to the detention facility, and the volume shall be equal to or greater than the 6-month/24-hour
design storm volume. In accordance with the City of Renton requirements, we will be using
a wet vault in lieu of utilizing a biofiltration swale for this site. The detailed calculadons for
6121.002(DTC/elc/ph]
the wet vault sizing are included in Section 4.0 entitled Retention/Detention Analysis and
Design.
The storm drainage conveyance system is designed to convey the 25-year/24-hour design
storm. The conveyance calculations utilize the Modified Rational method for calculating the I,
peak flo�v rates inside the collecrion pipes. For furtl�er review, see Section 5.0, Conveyance
System Analysis and Design for detailed calcularions. I
- 6121.002[DTC/elc/ph]
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2.0 PRELIMINARY CONDITIONS SUMMARY
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3.0 OFF-SITE ANALYSIS
This project will release stormwater into the easterly ditch line along 84th Avenue South at the
westerly edge of this project. At this point, runoff flows southerly undemeath along 84th Avenue
South. The ditch procceds along the easterly ditch line where it crosses several 12-inch diameter
driveway culverts. Based on our field inspection, there did not appear to be any signs of
downstream capacity problems or erosion/scouring.
6121.002(DTGeIGph]
4.0 RETENTION/DETENTION ANALYSIS AND
DESIGN
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AMERICAN HERITAGE HOMES
RENTON RESERVOIR SITE i
BCE JOB #6121 i,
______________________________________________________________-------
BASIN SiTNIMARY ------- I'
BASIN ID: A1 NAME: 2YR PRE-DEV I
SBUH METHODOLOGY I
TOTAL AREA. . . . . . . : 0. 79 Acres BASEFLOWS: 0. 00 cfs
RAINFALL TYPE. . . . : KC24HR PERV IMP I
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0. 74 Acres 0. 05 Acres
TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81. 00 98 . 00 �
TC. . . . : 17 . 01 min 5. 00 min '
ABSTRACTION COEFF: 0. 20 ��
TcReach - Sheet L: 250 .00 ns: 0. 1300 p2yr: 2 . 10 s: 0. 0400 '
PEAK RATE: 0. 09 cfs VOL: 0. 04 Ac-ft TIME: 480 min
BASIN ID: B1 NAME: lOYR PRE-DEV
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0. 79 Acres BASEFLOWS: 0. 00 cfs �
RAINFALL TYPE. . . . : KC24HR PERV IMP 'i
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0. 74 Acres 0. 05 Acres I
TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81 . 00 98 . 00
TC. . . . . 17 . 01 min 5. 00 min
ABSTRACTION COEFF: 0. 20
TcReach - Sheet L: 250. 00 ns: 0. 1300 p2yr: 2 . 10 s: 0. 0400
PEAK RATE: 0. 21 cfs VOL: 0 . 09 Ac-ft TIME: 480 min
BASIN ID: Cl NAME: 2YR POST-DEV
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0. 79 Acres BASEFLOWS: 0. 00 cfs
RAINFALL TYPE. . . . : KC24HR PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0. 31 Acres 0. 48 Acres
TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00
TC. . . . . 9. 17 min 7 . 00 min
ABSTRACTION COEFF: 0. 20
TcReach - Sheet L: 100. 00 ns: 0. 1500 p2yr: 2 . 10 s: 0. 0400
PEAK RATE: 0.28 cfs VOL: 0. 09 Ac-ft TIME: 480 min
BASIN ID: D1 NAME: lOYR POST-DEV
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0.79 Acres BASEFLOWS: 0. 00 cfs
RAINFALL TYPE. . . . : KC24HR PERV IMP
PRECIPITATION. . . . : 2 .90 inches AREA. . : 0. 31 Acres 0. 48 Acres
TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00
TC. . . . . 9 . 17 min 7. 00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 100. 00 ns : 0. 1500 p2yr: 2 . 10 s: 0 . 0400
PEAK RATE: 0.45 cfs VOL: 0 . 15 Ac-ft TIME: 480 min
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AMERICAN HERITAGE HOMES
RENTON RESERVOIR SITE
BCE JOB #6121
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HYDROGRAPH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM RATE PEAK HYDRO Area
cfs min. cf\AcFt Acres
1 0 . 089 480 1946 cf 0. 79 2�{/L(2q �12 P(t� -'D►%��+-�-oP'�D
2 0. 209 480 3807 cf 0. 79 toy(� ,� �� �'
3 0. 283 480 4047 cf 0. 79 2 �R�24 HR pps?--agv�l.,oP�D
4 0. 453 480 6425 cf 0. 79 ►p ��� �� �a rr
5 0. 089 540 4047 cf 0. 79 2 y�¢� 2q Hrz R.ou��
6 0. 209 510 6425 cf 0. 79 1o�ir�l24 �12 fZou't-E'D
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AMERICAN HERITAGE HOMES
RENTON RESERVOIR SITE
BCE JOB #6121
STORAGE STRUCTURE LIST
RECTANGULAR VAULT ID No. 1
Description: CONC VAULT
Length: 40. 00 ft. Width: 10. 00 ft. voids: 1. 000
5i0.aAG�' ��sPT� = 2.G$ Fi
�a�d 30� Lyl.n�GTH P�i2 Y-•G. STDS .
�D /-' T' X /•3 '� SZ FT' � A G�-k�q, �N8''"�'1
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BCE JOB #6121
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STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. 1
Description: CONC VAULT
Length: 40. 00 ft. Width: 10 . 00 ft . voids: 1 . 000
STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE---->
(ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft-
382.10 0.0000 0.0000 384.70 1040 0.0239 387.30 2080 0.0478 389.90 3120 0.0716
382.20 40.000 0.0009 384.80 1080 0.0248 387.40 2120 0.0487 390.00 3160 0.0725
382.30 80.000 0.0018 384.90 1120 0.0257 387.50 2160 0.0496 390.10 3200 0.0735
382.40 120.00 0.0028 385.00 1160 0.0266 387.60 2200 0.0505 390.20 3240 0.0744
382.50 160.00 0.0037 385.10 1200 0_0275 387.70 2240 0.0514 390.30 3280 0.0753
382.60 200.00 0.0046 385.20 1240 0.0285 387.80 2280 0.0523 390.40 3320 0.0762
382.70 240.00 0.0055 385.30 1280 0.0294 387.90 2320 0.0533 390.50 3360 0.0771
382.80 280.00 0.0064 385.40 1320 0.0303 388.00 2360 0.0542 390.60 3400 0.0781
382.90 320.00 0.0073 385.50 1360 0.0312 388.10 2400 0.0551 390.70 3440 0.0790
383.00 360.00 0.0083 385.60 1400 0.0321 388.20 2440 0.0560 390.80 3480 0.0799
383.10 400.00 0.0092 385.70 1440 0.0331 388.30 2480 0.0569 390.90 3520 0.0808
383.20 440.00 0.0101 385.80 1480 0.0340 388.40 2520 0.0579 391.00 3560 0.0817
383.30 480.00 0.0110 385.90 1520 0.0349 388.50 2560 0.0588 391.10 3600 0.0826
383.40 520.00 0.0119 386.00 1560 0.0358 388.60 2600 0.0597 391.20 3640 0.0836
383.50 560.00 0.0129 386.10 1600 0.0367 388.70 2640 0.0606 391.30 3680 0.0845
383.60 600.00 0.0138 386.20 1640 0.0376 388.80 2680 0.0615 391.40 3720 0.0854
363.70 640.00 0.0147 386.30 1680 0.0386 388.90 2720 0.0624 391.50 3760 0.0863
383.80 680.00 0.0156 386.40 1720 0.0395 389.00 2760 0.0634 391.60 3800 0.0872
383.90 720.00 0.0165 386.50 1760 0.0404 389.10 2800 0.0643 391.70 3840 0.0882
384.00 760.00 0.0174 386.60 1800 0.0413 389.20 2840 0.0652 391.80 3880 0.0891
384.10 800.00 0.0184 386.70 1840 0.0422 389.30 2880 0.0661 391.90 3920 0.0900
384.20 840.00 0.0193 386.80 1880 0.0432 389.40 2920 0.0670 392.00 3960 0.0909
384.30 880.00 0.0202 386.90 1920 0.0441 389.50 2960 0.0680 392.10 4000 0.0918
384.40 920.00 0.0211 387.00 1960 0.0450 389.60 3000 0.0689
384.50 960.00 0.0220 387.10 2000 0.0459 389.70 3040 0.0698
384.60 1000 0.0230 387.20 2040 0.0468 389.80 3080 0.0707
r+�P+�c w.5. � 38q 7a G/ 1071 �-�= StnRAaE Vc��vmE
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DISCHARGE STRUCTURE LIST I
MULTIPLE ORIFICE ID No. 1
Description: ORIFICE ASSY No. 1 i
Outlet Elev: 382 . 10
Elev: 380. 10 ft Orifice Diameter: 1. 5879 in.
Elev: 383 . 90 ft Orifice 2 Diameter: 1 . 9512 in.
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A°•;E?'IC%:i� HERITA.GE HOMES
RENTON RESERVOIR SITE
BCE JOB #6121 �
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STAGE DISCHARGE TABLE II
MULTIPLE ORIFICE ID No. 1
Description: ORIFICE ASSY No. 1 I
Outlet Elev: 382 . 10 i
Elev: 380 . 10 ft Orifice Diameter: 1 . 5879 in. �
Elev: 383 . 90 ft Orifice 2 Diameter: 1 . 9512 in.
STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE--->
(ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft> ---cfs-- ------- <ft) ---cfs-- -------
--------------------------------------------------------------------------------------------------------
--------------------------------------------------------------------------------------------------------
382.10 0.0000 384.70 0.2027 387.30 0.3465 389.90 0.4442 '
382.20 0.0216 84.80 �0.2104 387.40 0.3508 390.00 0.4475
382.30 0.0306 384.90 0.2178 387.50 0.3550 390.10 0.4508
382.40 0.0375 385.00 0.2249 387.60 0.3592 390.20 0.4540
382.50 0.0433 385.10 0.2317 387.70 0.3633 390_30 0.4573
382.60 0.0484 385.20 0.2383 387.80 0.3674 390.40 0.4605
382.70 0.0530 385.30 0.2446 387.90 0.3714 390.50 0.4637
382.80 0.0572 385.40 0.2508 388.00 0.3754 390.60 0.4669
382.90 0.0612 385.50 0.2568 388.10 0.3793 390.70 0.4701
383.00 0.0649 385.60 0.2627 388.20 0.3832 390.80 0.4732
383.10 0.0684 385.70 0.2684 388.30 0.3871 390.90 0.4763
383.20 0.0718 385.80 0.2740 388.40 0.3909 391.00 0.4794
383.30 0.0750 385.90 0.2795 388.50 0.3947 391.10 0.4825
383.40 0.0780 386.00 0.2848 388.60 0.3984 391.20 0.4855
383.50 0.0810 386.10 0.2901 388.70 0_4021 391.30 0.4886
383.60 0.0838 386.20 0.2952 388.80 0.4058 391.40 0.4916
383.70 0.0865 386.30 0.3003 388.90 0.4094 391.50 0.4946
383.80 0.0892 386.40 0.3052 389.00 0.4130 391.60 0.4976
383.90 0.0918 386.50 0.3101 389.10 0.4166 391.70 0.5005
384.00 0.1270 386.60 0.3149 389.20 0.4202 391.80 0.5035
384.10 0.1430 386.70 0.3196 389.30 0.4237 391.90 0.5064
384.20 0.1557 386.80 0.3243 389.40 0.4272 392.00 0.5093
384.30 0.1668 386.90 0.3289 389.50 0.4306 392.10 0.5122
384.40 0.1768 387.00 0.3334 389.60 0.4340
384.50 0.1860 387.10 0.3378 389.70 0.4374 �
384.60 0.1946 387.20 0.3422 389.80 0.4408
MHIC W.S. = �i 7D"L•FD � �•�-� 4�S °fl1�jL�",A}Z�oE
11/20/98 9 : 37 : 40 am Share��rare Release paqe 7
AMERICAN HERITAGE HOMES
RENTON RESERVOIR SITE
BCE JOB #6121
------------------------------------------------------------------
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> WTFLOW STORAGE
<--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf)
-------------------------------------------------------------------------------------
-------------------------------------------------------------------------------------
2YR ROUTED ................... 0.09 0.28 1 1 383.80 5 0.09 679.49 cf
10YR RWTED .................. 0.21 0.45 1 1 384.78 6 0.21 1070.51 cf
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DESCRIPTION- SURVEYO� CERTI FICATE:
THE NORTN I15 FEET OF TME NIEST7'95 iEEi OF 7HE NOFTHWEST S CE7CT7FY THAT 7NIS M��!S►RE3E1JTa H �PbbAAVNIC SUiNEY
QUAR7tR OF 7HE NOR7HWEs�QuNRTER OF 56cT10IJ t0,'foWNSkfI 23 p�Rit7pJ�7ED IJNpE7C My D11�ECi1qJ IN JUNE�1997, AT THE RC�jx1EST
_ Np�c7H�RAN6E S b�ST�W.H.�IN KlNG COUNry�Wn5HIN670Nj OF ROBi KFJJYON OF AMERIUN 11EM1Tli16E HOMGS. .
O�Cl�T TIE WEST Eo FEE.T FbR W�/1Di .
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RFcoRDED UNOeR wN� CAH+TY l�co�[vi.w MMM�7c 70o411oBco; 1-
ceRr. No.17KG3 �R L�� �
3UNlGT lo AHN[acA77oN OY Clry OF RFN7w�l OICDINwu�l Naa+t1EJ� G'/3"9�J •J`�
� 31l2 RECORDEp uNOFJ� KIN� C.fY �i���\ �
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RENTON SHORT PLAT
Wet Vault Sizin�: I
Check surface area I
Total impervious area subject to vehicular access = 0.30 AC. (13,234 square feet) �
Area required = 1% x 13,234 = 132 square feet
100
Area available = 54 feet x 10 feet = 540 square feet > 132 square feet OK
Check 6-month volume
Volume required = 2,251 cubic feet
Volume available = 10 feet x 54 feet x 4.20 feet = 2,268 lineal feet > 2,251 lineal feet OK
"L x W x Depth"
6121.005 [DTC/smJ
BARGHAiJSE� DATE: � 4� PAGE OF
CONSULTING ENGINEER: .� . ��✓S
ENGINEERS, INC. PROJECT#: G�Z)
PROJECT/SUBJECT: F�1�'tN'Ib1J SHDRT P�H►T
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11/24/98 11: 9 : 0 am Shareware Release page 1
AMERICAN HERITAGE HOMES
RENTON RESERVOIR SITE
BCE JOB #6121
BASIN SUMMARY
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BASIN ID: El NAME: 6M0/24HR POST-DEV(WETPOND)
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0.79 Acres BASEFLOWS: 0. 00 cfs
RAINFALL TYPE. . . . : KC24HR PERV IMP I�
PRECIPITATION. . . . : 1. 28 inches AREA. . : 0. 31 Acres 0. 48 Acres �
TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00
TC. . . . . 9 . 17 min 7 . 00 min
ABSTRACTION COEFF: 0. 20 I
TcReach - Sheet L: 100.00 ns: 0. 1500 p2yr: 2 . 10 s: 0. 0400 '
PEAK RATE: 0 . 00 cfs VOL: 0. 00 Ac-ft TIME: 0 min
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BARGHAUSEN CONSULTINO ENGINEERS-PIPE FLOW CALCULATOR
uaing the Rational Method& Manning Formula
KING COUNTY DESIGN FOR 25 YEAR STORM
JOB NAME: Renton Short Plat NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING
JOBA�: 6121 DEFAULTS C= 0.9 n= 0.014
FILE NO: 6121 con.xls d= 12 Tc= 6.3
A= Contributing Area (Ac) Qd= Design Flow(cfs) COEFFICIENTS FOR THE RATIONAL METHOD"Ir"-EQUATION
C= Runoff Coefficient Qf= Full Capacity Flow(cfs) STORM Ar Br
Tc= Time of Concentration(min) Vd= Velocity at Design Flow(fps) 2YR 1.58 0.58
1= Intensity at Tc (in/hr) Vf= Velocity at Full Flow(fpe) tOYR 2.44 0.64 PRECIP= 3.4
d= Diameter of Pipe (in) s= Slope of pipe(°h) 25YR 2.66 0.65 Ar= 2.66
L= Length of Pipe Iftl n= Manning Rouphness Coefficient 50YR 2.75 0.65 E3r= 0.65
D= Water Depth at Qd (in) Tt= Travel Time at Vd (min) t 00YR 2.61 0.63
FFiOM TO A s L d Tc n C SUM A A'C SUM A•C I Qd Qf Qd/Qf Drd D Vf Vd Tt
C61 C82 0.31 0.50 288 12 6.3 0.014 0.9 0.31 0.28 0.28 2.73 0.76 2.34 0.326 0.393 4.72 2.98 2.67 1.80
CB2 VAULT 0.48 0.30 20 12 8.1 0.014 0.9 0.79 0.43 0.71 2.32 7.65 1.81 0.912 0.744 8.93 2.31 2.61 0.13
VAULT CB3 0.00 0.30 5 12 8.2 0.014 0.9 0.79 0.00 0.71 2.30 1.63 1.81 0.902 0.738 8.86 2.31 2.61 0.03
C83 C84 0.00 0.30 30 12 8.3 0.014 0.9 0.79 0.00 0.71 2.29 1.63 1.81 0.900 0.737 8.85 2.31 2.61 0.19
C84 C85 0.00 0.30 17 12 8.4 0.014 0.9 0.79 0.00 0.71 2.26 1.61 1.81 0.887 0.730 8.75 2.31 2.60 0.11
Page 1
6.0 SPECIAL REPORTS AND STUDIES
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9.0 EROSION AND SEDIMENTATION
CONTROL
�
10.0 BOND QUANTITIES WORKSHEET
RETENTION/DETENTION FACILITIES
SUMMARY SHEET AND SKETCH AND '
DECLARATION OF COVENANT �
- - �
SITE IMPROVEMENT
BOND QUANTlT`Y
King^ ty Department of Development and Environmental Services ■�/
900�a1e Avenue S.W. ■1ORKSHEET
Rentcn, A 98055-1219 ... ,�_ ,. ,., ,,
Project Name: Renton Short Plat Date: 1 1/23/98
Location: South 128th Street and 84th Avenue South Sierra Activity No.
FOR ENTIRE PROJECT
_ Unit Clearing 2 5000 board feet of timber?
Price Unit Quantity Price
STABILIZATIONlEROSION/SEDIMENT CONTROL
yes no
Fence,silt S1.30 LY 32 541.60
If yes,
Hydroseedi .40 SY 800 S320.00 Forest Practice Permit Number:
Jute Mesh 1.00 SY 50.00 (RCW 76.09)
Mulch,by hand,straw,2"deep .35 SY 200 570.00
Mulch,by machi�e,straw, 1'deep .40 SY S0.00
Rock Constr Entrence, 50'x 15'x 1' 1,030.00 Each 1 51,030.00 i
Rock Constr Entrance, 700'x 15'x' 1,800.00 Each SO.00
Seedin ,by ha�d .35 SY S0.00
ESC SUBTOTAL si,asi.so
�
usowv.tv6�wona.Fxu oRv.iwe-c.s.m:a� Page I nF.n-
Sierra Project N o.
BOND REOUCTIONS
EXISTING FUTURE PUBLIC ROAD R/D FACIUTIES AND
RIGHT-OF-WAY IMPROVEMENTS PRIVATE IMPROVEMENTS C(�NVEYANCE SYSTEMS 1 2 3
� UNIT QTY. QTY. QTY.
PRICE UNIT QTY. PRlCE QTY. PRICE QTY. PRICE QTY. PRICE COMPLETE PRICf COMPLETE PRICE COMPLETE PRICE
GENERALITEMS
Clear/Remove Brush,by hand 0.24 SY 50.00 50.00 S0.00 50.00 S0.00 50.00 50.00
Clearing/Grubbing/Removal,trees 56,150.00 Acre 50.00 0.5 53,075.00 50.00 S0.00 50.00 50.00 50.00
Excavation-bulk 51.10 CY S0.00 770 5847.00 50.00 50.00 S0.00 50.00 50.00
Ezcavatio�-tre�ch 53.00 CY S0.00 50.00 S0.00 S0.00 SO.00 50.00 50.00
Backfill&Compaction-embankment 53.60 CY S0.00 50.00 SO.00 50.00 SO.00 50.00 50.00
Backfili&Compaction-trench 55.70 CY 50.00 SO.00 50.00 S0.00 S0.00 S0.00 50.00
Fill&Compact-common barcow S 11.10 CY 50.00 50.00 50.00 50.00 50.00 S0.00 50.00
fill&Compact-gravel base 515.60 CY 50.00 330 S5,148.00 50.00 S0.00 50.00 50.00 50.00
Fill&Compact-screened topsoil S 15.40 CY SO.00 50.00 50.00 S0.00 50.00 S0.00 50.00
Grading,fine,with grader 50.70 SY S0.00 1400 5980.00 $0.00 S0.00 50.00 50.00 S0.00
Groding,fine,by hand 51.30 SY 50.00 SO.00 50.00 S0.00 SO.00 50.00 50.00
Fencing,cedar,6'high 525.00 lF 50.00 SO.00 SO.00 50.00 S0.00 50.00 S0.00
fencing,chain link,6'high 59.20 LF 50.00 50.00 50.00 50.00 50.00 S0.00 50.00
Fencing,chain link,gate,20' S880.00 Each 50.00 SO.00 S0.00 50.00 50.00 50.00 50.00
Fencing,temporary(NGPE) 51.10 LF SO.00 50.00 50.00 $0.00 50.00 50.00 50.00
Sod 54.82 SY 50.00 50.00 50.00 50.00 50.00 50.00 50.00
' Monuments,3'long $84.00 Each 50.00 50.00 50.00 SO.00 SO.00 50.00 50.00
;Surveying,lot location/lines 5630.00 Acre 50.00 50.00 S0.00 S0.00 50.00 50.00 50.00
Surveying,line&grade 5510.00 Day 50.00 50.00 50.00 50.00 50.00 50.00 50.00
Trail,a^�.ushed cinder S6.50 SY 50.00 50.00 50.00 50.00 $0.00 50.00 50.00
Treil, .ourse 56.00 SY 50.00 $0.00 50.00 $0.00 S0.00 50.00 S0.00
Gabion, a'thick,no earthwork 597.00 SY 50.00 S0.00 S0.00 S0.00 S0.00 S0.00 50.00
Wall,retaining,rockery w/earthwork S21.00 SF SO.00 S0.00 50.00 50.00 SO.00 50.00 50.00
ROADIMPROVEMENTS
AC grinding, 4' machine S7.00 SY 50.00 50.00 50.00 SO.00 50.00 S0.00
AC RemovablelDisposallRepair 580.00 SY SO.00 S0.00 50.00 SO.00 S0.00 SO.00
Barricade,type III S30.00 LF S0.00 S0.00 S0.00 SO.00 SO.00 S0.00
Barricade,type I S20.00 LF 50.00 50.00 50.00 50.00 S0.00 S0.00
Curb, extruded asphalt S1.80 lF S0.00 50.00 $0.00 S0.00 50.00 50.00
SUBTOTAL fOFPA`E $0.00 $10,050.00 50.00 S0.00 50.00 $0.00 50.00
1'SD0.rw5.v:�n.ni Fnt��Dc.a.iw�.n�<.m�a� Pa�'C� nF.�;
�
1
�
Sierra Project No.
i : 80ND fiE0UCT10NS
' '"'= EXISTING FUTURE PUBLIC ROAD R1D FACIUTIES AND
RIGNT-OF-WAY IMPROVEMENTS PRNATE IMPROVEMENTS CONVEYANCE SYSTEMS 1 2 3
(� �� � UNIT QTY. QTY. {17y_
PRICE UNIT QTY. PRICE QTY. PRICE QTY. PRICE pTY. PRICE COMPLETE PRICE COMPLETE PRICE COMPLETE PRICE
ROAD IMPROVEMENTS (Con't.)
Curb,eMruded concrete S 1.80 LF 50.00 S0.00 S0.00 50.00 50.00 $p.pp
Curb&Gutter, rolled S9.30 LF 50.00 S0.00 S0.00 S0.00 50.00 S0.00
Curb &Gutter,vertical S6.80 LF S0.00 380 52,584.00 S0.00 S0.00 S0.00 S0.00
Demolition/Disposal, curb &gutter S10.30 LF S0.00 50.00 50.00 S0.00 S0.00 50.00
Demolition/Disposal,sidewalk 522.50 SY 50.00 50.00 S0.00 S0.00 50.00 S0.00
Sawcut,asphalt, 3"depth S1.30 LF S0.00 300 5390.00 S0.00 50.00 50.00 SO.00
Sawcut,concrete, per 1"depth S 1.10 LF 50.00 SO.00 $0.00 S0.00 S0.00 50.00
Sealant S0.70 LF S0.00 300 S210.00 S0.00 S0.00 SO.00 SO.00
Shoulder,AC,see AC Road SY S0.00 50.00 S0.00 S0.00 S0.00 50.00
Shoulder,gravel S6.40 SY S0.00 50.00 50.00 50.00 50.00 S0.00
Sidewalk,4"thick,vertical curb 520.80 SY S0.00 211 54,388.80 S0.00 S0.00 $0.00 SO.00
Sidewalk, 5"thick, rolled curb S23.80 SY S0.00 50.00 50.00 50.00 50.00 50.00
Striping,4" reflectorized line S0.20 LF 50.00 SO.00 50.00 50.00 50.00 50.00
: Striping,per parking stall S2.90 Each $0.00 S0.00 50.00 50.00 50.00 SO.00
; Thickened Edge S4.70 LF 50.00 50.00 SO.00 S0.00 S0.00 S0.00
ROAD SURFACING
14"rock=2.5 base& 7.5"top coursel I
AC Overlay, 1.5"AC 55.40 SY 50.00 50.00 50.00 S0.00 50.00 50.00
AC Overlay,2'AC 56.50 SY 50.00 50.00 S0.00 SO.00 50.00 50.00
AC Road, 2",4"rock,First 2500 SY 513.70 SY 50.00 50.00 50.00 SO.00 50.00 50.00
AC N ',4"rock,Qty.over 2500 SY S9.10 SY 50.00 S0.00 SO.00 50.00 50.00 50.00
AC Rc ",4'rock,First 2500 SY 516.50 SY 50.00 1400 523,700.00 SO.00 S0.00 50.00 50.00
AC Road 3",4"rock,Qty.over 2500 SY 511.00 SY 50.00 50.00 50.00 50.00 50.00 50.00
AC Road,5',First 2500 SY 516.30 SY S0.00 S0.00 50.00 SO.00 S0.00 50.00
AC Road,5',Qty.over 2500 SY S10.80 SY SO.00 50.00 SO.00 50.00 50.00 50.00
AC Road,6",First 2500 SY 519.10 SY 50.00 S0.00 50.00 50.00 50.00 50.00
AC Road,6',Qty.over 2500 SY 512.70 SY 50.00 50.00 50.00 SO.00 S0.00 50.00
Asphalt Treated Base(ATB)lassume 2.05 ton/cydl S30.00 Ton 50.00 50.00 50.00 50.00 50.00 50.00
Gravel Road,�4"rock,First 2500 SY 57.20 SY 50.00 50.00 50.00 50.00 50.00 50.00
Gravel Rd.,4"rock, Qty.over 2500 SY 54.70 SY 50.00 S0.00 50.00 50.00 50.00 50.00 50.00
SUBTOTAL °cRP"�E 50.00 530.672.80 50.00 50.00 50.00 50.00 50.00
USDWP.F9M1�N':MJi�.FRI,'Dn 9.19Df.9 s4m',f�
Page 3 ,F.,,
Sierra Project No.
BOND REDUCTIONS
EXISTING FUTURE PUBLIC ROAD RID FACIlIT1ES AND
- � RIGHT-OF-WAY 1MPROVEMENTS PRIVATE IMPROVEMENTS CONVEYANCE SYSTEMS 1 2 3
` UNIT QTY. QTY. QTY.
PRICE UNIT QTY, PAICE QTY. PRICE QTY. PRICE aTY. PFi10E COMPLETE PRICE COMPLETE PRICE COMPLETE PRICE
PCC ftoad, 5", no base 514.30 SY S0.00 50.00 50.00 50.00 50.00 50.00 50.00
PCC Road,6",no base 516.60 SY 50.00 50.00 50.00 50.00 S0.00 50.00 50.00
DRAINAGE
'(CPP = Cwrugated Plastic Pipe;N-12 or equivalent)
Access Road,R/D 59.30 SY 50.00 SO.00 50.00 50.00 S0.00 50.00 50.00
{Bollards-fixed 5290.00 Each 50.00 50.00 50.00 SO.00 50.00 50.00 SO.00
Bollards-removable 5475.00 Each 50.00 50.00 50.00 50.00 50.00 S0.00 S0.00
(CBs include frame and lid)
CB Typel S850.00 Each 50.00 4 S3,400.40 50.00 50.00 S0.00 50.00 50.00
CB Type II 51,000.00 Each S0.00 S0.00 50.00 S0.00 50.00 S0.00 50.00
CB Type II,48'diameter 51,300.00 4' deep S0.00 1 S1,300.00 50.00 50.00 S0.00 50.00 S0.00
for additional depth over 4' + S320.00 +1'depth 50.00 S0.00 S0.00 50.00 50.00 S0.00 S0.00
CB Type 11,54'diameter 57,450.00 4' deep SO.00 S0.00 50.00 50.00 50.00 50.00 SO.00
for additional depth over 4' + 5370.00 +1'depth S0.00 S0.00 50.00 50.00 50.00 SO.00 SO.00
CB Type II,60'diameter 51,600.00 4' deep S0.00 S0.00 S0.00 50.00 S0.00 SO.00 50.00
far additional depth over 4' + 5410.00 +1'depth 50.00 50.00 50.00 50.00 50.00 50.00 50.00
CB Type II, 72"diameter 52,200.00 4' deep SO.00 S0.00 50.00 50.00 50.00 50.00 50.00
for additional depth over 4' + 5520.00 +1'depth 50.00 50.00 50.00 50.00 50.00 50.00 50.00
Through-curb Inlet Fremework(Add) 5225.00 Each 50.00 50.00 50.00 50.00 50.00 50.00 SO.00
Cleanout,PVC,4' S86.00 Each S0.00 SO.00 50.00 S0.00 50.00 50.00 50.00
Clean VC,6' S115.00 Each 50.00 50.00 S0.00 50.00 50.00 50.00 50.00
Clea C,8' S142.00 Each 50.00 50.00 50.00 50.00 50.00 50.00 S0.00
C�dvert,PVC,4" 54.50 LF 50.00 50.00 50.00 S0.00 S0.00 50.00 SO.00
Culvert,CPP,6" 59.30 LF 50.00 S0.00 50.00 S0.00 50.00 50.00 SO.00
Cutvert,PVC,6" S6.40 LF 50.00 S0.00 50.00 50.00 50.00 50.00 50.00
Culvert,CMP,8" S9.50 LF SO.00 50.00 50.00 50.00 50.00 50.00 S0.00
Culvert,concrete,8" 512.90 LF 50.00 50.00 50.00 S0.00 50.00 50.00 SO.00
Culvert,CPP,8" 510.00 LF 50.00 50.00 50.00 50.00 S0.00 50.00 50.00
Culvert,WC, 8" S8.00 LF 50.00 50.00 S0.00 S0.00 50.00 50.00 50.00
Culvert,CMP, 12" 514.60 LF 50.00 50.00 S0.00 50.00 50.00 50.00 50.00 �
Culvert,concrete, 12" S17.90 LF SO.00 50.00 S0.00 50.00 50.00 50.00 50.00
SUBTOTAI FORFAGE SO.00 S4,7OO.00 SO.00 SO.00 SO.00 SO.00 SO.00
USDWPF%�N'akNi.FJtL'Rc 9.14W.9 a5.m�dj Page 4 AF u�'
Sierra Project No.
EXfSTING FUFURE PUBItC ROAD R/D FACIUTIES AND 80ND REDUCTIONS
� RIGHT-OF-WAY IMPROVEMENTS PRNATE IMPROVEMENTS CONVEYANCE SYSTEMS 1 2 3
!1N I T QTY. QTY. Q7Y.
�. PRICE UNIT QTY. PRICE QTY. PRICE QTY. PRICE QTY. PRICE COMPLETE PRICE COMPLETE PRICE COMPLETE PRtCE
DRAIPJAGE(Co�'t.)
Culvert,CPP, 72" 516.50 LF $0.00 405 56,682.50 S0.00 50.00 50.00 50.00 50.00
, Cuivert,CMP, 15" 578.70 LP SO.00 S0.00 S0.00 S0.00 50.00 $0.00 50.00
Culvert,concrete, 15" $22.50 LF 50.00 50.00 $0.00 50.00 S0.00 S0.00
50.00
Culvert,CPP, 15" 518.50 LF 50.00 50.00 50.00 50.00 50.00 S0.00 $p,pp
Culvert,CMP, 18' S21.90 LF Sa.00 103 52,255.70 50.00 50.00 50.00 50.00 $p,pp
Culvert,concrete, 18' S27.60 LF SO.00 50.00 50.00 SO.00 50.00 S0.00 Sp,pp
Culvert,CPP, 18" 522.00 LF 50.00 S0.00 50.00 SO.00 S0.00 50.00 $p,pp
Culvert,CMP, 24" 530.30 lF 50.00 50.00 SO.00 S0.00 S0.00 S0.00 50.00
Culvert,concrete,24" S39.80 LF S0.00 50.00 S0.00 50.00 50.00 50.00 50.00
Culvert,CPP, 24" 529.00 LF SO.00 S0.00 50.00 50.00 50.00 S0.00 50.00
Culvert,CMP,30' S38.60 LF S0.00 50.00 50.00 50.00 SO.00 50.00 50.00
�Culvert,concrete,30" S64.70 LF SO.00 50.00 50.00 SO.00 50.00 S0.00 SO.00
'Culvert,CMP, 36" S62.80 LF S0.00 50.00 SO.00 50.00 S0.00 S0.00 50.00
;Culvert,concrete,36" 583.20 LF SO.00 S0.00 S0.00 50.00 50.00 50.00 50.00
�Culvert,CPP, 36" 539.00 LF SO.00 S0.00 50.00 50.00 50.00 50.00 50.00
�Culvert,concrete,42" 5101.80 LF S0.00 50.00 50.00 50.00 50.00 S0.00 50.00
Culvert,CMP,48' S80.60 LF 50.00 50.00 50.00 50.00 50.00 50.00 50.00
Culvert,concrete,48" 5113.00 LF 50.00 50.00 50.00 50.00 S0.00 50.00 $0.00
Culvert,CMP,60" S112.00 LF $0.00 S0.00 50.00 50.00 50.00 50.00 50.00
Culvert,concrete,60" 5164.00 Lf SO.00 50.00 S0.00 50.00 50.00 50.00 S0.00
Ditchi are,roadside 55.40 CY 50.00 3 S16.20 $0.00 50.00 $0.00 50.00 S0.00
flo sal Trench + Base S1,100 + 515.00 LF 50.00 50.00 50.00 50.00 50.00 S0.00 S0.00
French Drein S 12.30 LF 50.00 50.00 S0.00 S0.00 50.00 S0.00 50.00
Mid-tank Access Riser, 36" 5700.00 Each 50.00 50.00 S0.00 50.00 50.00 50.00 $0.00
Po�d Overflow Spiilway 54.70 SY 50.00 50.00 50.00 50.00 50.00 50.00 50.00
Restrictor/Oil Sepa�ator, 72" 5785.00 Each SO.00 50.00 50.00 50.00 50.00 50.00 50.00
RestrictorlOil Separetor, 15" 5885.00 Each 50.00 S0.00 50.00 $0.00 $0.00 50.00 50.00
Restrictor/Oil Separator, 18" S1,035.00 Each S0.00 1 51,035.00 50.00 S0.00 50.00 50.00 S0.00
DRAINAGE(Con't.l
Riprap,placed 528.00 CY 1 528.00 S0.00 S0.00 50.00 50.00 $0.00 $0.00
Tank End Reducer S400.00 Each 50.00 50.00 50.00 S0.00 50.00 50.00 50.00 I
SUBTOTAL FOFPAGE S2g,OO S9,9H9.4O SO.00 SO.00 SO.00 SO.00 SO.00
usowr.Fvs�w«ta�Fxu�v.iwe-v�..s.m.-a, Pa�e 5 ,F.�e+
Sierra Project No.
BOND REOUCTIONS
EXISTING FUTURE PUBUC ROAO fi/D FACILITIES AND
s � RIGHT-OF-WAY IMPROVEMENTS PRNATE IMPROVEMENTS CUNVEYANCE SYSTEMS 1 2 3
,� UNIT QTY. QTY. QTY.
PRICE UNIT QTY. PRICE OTY. PRICE QTY. PRICE QTY. PRICE COMPLETE PRICE COMPIETE PRICE COMPLETE PRICE '
Trash Rack, 12' S160.00 Each 50.00 50.00 50.00 50.00 50.00 50.00 50.00
Tnsh Rack, 75" 5185.00 Each 50.00 1 5185.00 50.00 50.00 50.00 S0.00 50.00
Trash Rack, 18' S210.00 Each 50.00 50.00 50.00 50.00 50.00 S0.00 S0.00
Trash Rack, 21" S240.00 Each 50.00 50.00 50.00 SO.00 S0.00 50.00 S0.00
PARKING LOT SURFACING
2'A.C.,2'top course rack&4'select borrow 58.70 SY SO.00
1.5"top course rock&2.5"base course S4.70 SY 50.00
4'select borrow S 1.75 SY SO.00
WRITE-IN ITEMS S0.00 50.00 50.00 SO.00 50.00 50.00 S0.00
Cast in place concrete detention vault linside
volume=3,672 CF) 55.00 CF 50.00 4,212 521,060.00 50.00 50.00 50.00 50.00 50.00
Bed Rock excavation 535.00 CY 50.00 20 57,000.00 SO.00 SO.00 S0.00 50.00 50.00 I
50.00 50.00 50.00 S0.00 S0.00 50.00 50.00
SO.00 S0.00 50.00 50.00 50.00 50.00 50.00
S0.00 50.00 SO.00 50.00 S0.00 50.00 50.00
50.00 S0.00 50.00 50.00 50.00 50.00 50.00
50.00 50.00 SO.00 S0.00 50.00 50.00 50.00
� SUBTOTAL(SUM ALL PAGESI: 528.00 555,412.20 50.00 50.00 50.00 S0.00 50.00
30%CONTINGENCY&MOBIIIZATION: S8.40 516,623.66 SO.00 50.00 S0.00 50.00 S0.00
TOTAL: 36.40 572 035.86 50.00 5 50.00 50.00 50.00
SUBTOTAL FOF Pa�E 50.00 528,245.00 50.00 50.00 50.00 50.00 S0.00
USDWP.F96�N'orts��ERL'Pn�o.199M1-9�t�m.,t� Page 6 �F.yi
Sierra Project No.
luantities above were completed by:
iignature: Date:November 24, 1998
'E Regis ion Number. 28492 Telephone Number.(425)251-6222
=irm N�
�ddress. rghausen Consultina Enpineers
7 821 5 72nd Avenue S. �
Kent,Washinqton 98031
�his section to be completed by King County
30ND COMPUTATIONS:
PERFORMANCE BOND AMOUNTS MAINTEP�ANCE BOND AMOUNT DEFECT BOND AMOUNT
StabilizationlErosion Sediment Control(ESC1 (DI
Ezisting Right-of-Way Improvements (EI
Futwe Public Road Improvements (F) (E+F)z 0.25 =
Private Improvements
R/O Facilities and Conveyance Systems _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ x 0.15 =
TOTAL (T)
PERFORMANCE
BONO AMOUNT
RIGHT-OF-WAY&SITE RESTORATION BOND Minimum
IFirst 57,500 of bond shall be cashl (O + E► IS1,0001
PERFORMANCE BOND TOTAL AFTER BOND REDUCTIONS J11
(T-A,B OR CI #2
!l3
NOTE: The word "bond"is used to represent Original bond computations Signature of Person Preparing Bond Reduction
�finance guarantee acceptable to prepared by: Date:
County
#1
Date
�Y2
Date
1!3
Date
NOTE: Total bond amounts remaining after reduction shall not be less than 30%of the original amou�t or the sum of the
maintenance and defect amounts shown above,whichever is g�eater.
SUBTOTAL FCR PAGE
USDM'P�F9fi�.WnrtnM1i ERU�cx 9.1996-9�.IS�m,�j Pa�C', wF Itil �.
11 .0 MAINTENANCE AND OPERATIONS
MANUAL
K : N �; � OUNTY, WASHINGTON, SURFACE WATER DESIGN MANUA•L°.
NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) i
Maintenance CondlUons When Maintena�ce Resuks Expected I
Component De(ect is Needed When Mafntenance Is Pertormad I
Storage Area Plugged Air Vents One-half ot the cross section oi a vent is Vents free oi debris and sediment. I
blocked at any point with debris and
sediment.
Debris and Accumulated sediment depth exceeds All sediment and debris removed from I
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 My crack allowing material to be NI joints between tank/pipe sections are �
Tank/Pipe Sectian Vansported into tacility. sealed.
Tank/Pipe Bent My part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design. I�I
Out of Shape more than 1096 of ks design shape.
Manhole Cover not in P1ace Cover is missing or only partially in place. Manhole is closed.
My open manhole requires maintenance.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
Mechanism Not maintenance person with proper tools.
Wortcing Bolts into frame have less than 1/2 inch
of thread (may not apply to self-locking
lids).
Cover Difficuk 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 oover from sealing oH access ,
to maintenance.
Ladder Rungs IGng County Satety 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 Baslns See'Catch Basins'Standard No.5 See`Catch Basins"Standard No.5
A-3 1/�
KING COUNTY, ��' AS �� INGTON, SURFACE WATER DESI (�.iv h4A :� UAL
NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR
aintenance CondlUons When Maintenance Results Expected
c;omponent Oe(ect Is Needed When Malntenance 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.
Structurai 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 1096 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.
My holes—other than designed holes— Structure has no holes other than
in the structure. designed holes.
qeanout Gate Damaged o� Cieanout gate is not watertight or is Gate is watertight and works as designed.
Missl�g 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 desiened.
damaged.
Gate is rusted over 50%oi Rs su�tace Gate is repaired or replaced to m,eet
area. design standards.
s 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 My Vash,debris, sediment,or vegetation Plate is free of all obstructions and works
blocking the plate. as designed.
Ove�ilow Pipe Obstructions My trash or debris blocking (o�having Pipe is free ot all obstructions and works
the potential oi blocking)the overtlow 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, SURFAi, E a% .� TER DESIGN MANUAL
NO. 5 - CATCH BASINS
Maintena�ce Condidons When Maintenance Results Expected
Component Defect Is Needed When Malntenanee is Performed
Generai Trash&Debris Trash ot debris oi more than i/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 oi basin by more than 10%.
Trash of debris (n the basin)that No trash or debris in the catch basin.
exceeds 1/3 the depth from the bottom ^-
ot 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 iree 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 ot garbage exoeeding 1 cubic No condiUon present which would attract
foot in volume. or support the breeding of insects or
rodents.
Structural Damage Corner ot frame extends more than 3/4 Frame is even with cu�b.
to Frame and/or lnch past curb tace 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 ot more than 3/4 inch of the
frame from the top slab.
Gadcs in Basin Gacks wider than 1/2 inch and longer Basin replaced or repaired to design
Walls/Bottom than 3 teet,any evidence of soil particles standards.
entering catch basin through cracks,or
meintenance person judges that structure
is unsound.
Gacks wider than t/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 oi fnlet/outlet pipe.
pipe or any evidence of soil pa�ticles
antering catch basin through cracks.
Settlement/ Basin has settled mote than 1 inch or has Basin reptaced or repaired to design
Misalignment rotated more than 2 inches out of standards.
alignment.
Fre Hazard Presence oi chemicals such as natural No flammable chemicals present.
gas,oil,and gasoline.
Vegetation Vegetation growing across and blocking No vegetatlon blocking opening to basin.
more than 10%oi 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 apa�t.
Pollution Nontlammable 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
�I
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS (Continued)
Vialntenance CondWons When Mai�tsnance Resuks Expsetsd
Component Defect is Nesded When Malnt�nanc� la Pertormod
Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Catch basin cover Is closed.
My open catch basin requires
maintenance.
_ Locking Mechanism cannot be opaned 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 DiHicult to One maintenance person cannot remove Cover can be removed by one
Remove lid aNer applying 80 Ibs.of lift; intent is maintenance person.
keep cover(rom sealing off axess 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. C,rate openinpa meet deslpn atandards.
(if applicable)
Trash and Debris Trash and debr(s that is blocking more Grate free ot trash and debris.
than 20%o(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, �:r. SHINGTON, SURFACE WATER DESIGN MANUAL
NO. 6 - DEBRIS BARRIERS (e.g. Trash Racks)
Malntenance Conditlons When Malntenancs Resutts Expectsd
Component De/ect Is Needed When Malntenance Is Per(ormed
General Trash and Debris Trash or debris that is plugging more Barrier clear to receive capacity flow.
than 2046 of the openings in the barrier.
Metal Damaged/Missing Bars are bent out of shape more than 3 Bars in place with no bends more than
Bars inches. 3/4 inch.
Bars are missing or entire barrier is Bars in place acco�ding to design.
missing.
8ars are loose and rust is causing 50% Repair or replace barrier to design
deterioration to any part of barrier; standards.
A-7 1��
KIN �:- %_ 7UNTY, WASHINGTON, SURFACE �VATER DESIGN MANUA +
NO. 7 - ENERGY DISSIPATORS
�.�aintenance Conditlons When Malntenance Results Expected I
Component Defect is Nseded When Malnten�nce b Pertormed �
Extemal:
Rock Pad Missing or Moved Only one layer of rock exists above native Replace rxks to design standard. I
Rock soi�in erea five aquare feet or larger,or
any exposure of native soil. ,
Oispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% Pipe cleaned/fluahed so that it matches �
Sediment of the design depth. design. II
Not Discharging Ysual evidence of water dischareing at Trench must be redeaigned of rebuilt to I
Water Properly concentrated points along trench (normal standard.
condition is a'sheet flow'of water along
trench). Inter►t is to prevent erosion
demage. '
Periorations Over 1/2 of perforations in pipe are Clean or replace periorated p(pe.
Plu89ed plue9ed with debris and sediment.
Water Flows Out Maintenance person obsenres water Facility must ba rebuilt or redesienad to '
Top oi'Distributor' ffowing out during any storm less than standards. I
Catch Basin the desien storm or it 1s 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. I
Internal•
Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to Replace atructure to deslg�standards.
Posts, BaNles, 1/2 or o�iglnal size or any concentrated
Sides ot Chamber worn spot exceeding one square toot
which would make structure unsound.
Other Detects See'Catch Basins'Standard No.5 See`Gatch Basins'Standard No.5
�
A-8 1/90
� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches)
Maintenanca Condidons When Malntenance Rasults Expected
Component Defect Is Needed When Maintenance Is Periormed
pipes Sediment&Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris.
oi the diameter of the pipe.
Vegetation Vegetatio�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 decreasas the cross section Pipe repaired or replaced.
area of pipe by more than 2096.
Open Ditches Trash 8�Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared trom ditches.
per 1,000 square taet of ditch and slopes.
Sediment Accumulated sediment that exceeds 20% Ditch deaned/flushed ot all sediment and
of ths design depth. debrfs so that k matches design.
Vegetation VegetaHon that reduces free movement of Water flows treely through ditches.
water through ditches.
Eroslon 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)
'i
il
I
A-11 1/90
KING COUNTY, WASHINGTON, SURFACE V�' a► TER DESIGN MANUAL
NO. 11 - GROUNDS (Landscaping)
�Intenance CondfUona When Maintenance Resufts Exp�cted I!
Component Deiect la Nesded When Malntenanc�Is Psriormed
General Weeds Weeds growing in more than 20%of the Weeds prasent�n less than 5%ot the I
(Nonpoisonous) landscaped area (trees and shrubs oniy). landscaped area.
Safety Hazard My presence of poison ivy or other No poisonoua vegatation prese�t In a
poisonous vegetation. landscaped area. - ,
Trash or Utter Paper,can, bottles,totalling moro than 1 Mea clear oi Ilrier. .- I
cubic foot within a Iandscaped area (trees I
and shrubs only)ot 1,000 square feet. I
Trees and Shrubs Damage Limbs or parts oi trees or ahrubs that are Treee and shrubs with lesa than 5%of the
split or broken which affect more than total foliage with split or broken limbs. ,
25%of the total toliage of the troe or '
shrub. �
Trees or shrubs that have been blown Tree or ahrub in piace irse of Injury.
down or knxked over. '
Trees or shrubs which are not adequately Tres or ahrub in place and adequately
aupported or are leaning over,causing supported; �emove eny dead or diseased
exposure oi the roots. trees. I
A-12 1�
ri URFACE WATER DE IGN MAN
KING COUNTY, WASHINGTU , S S UAL
NO. 12 - ACCESS ROADS/EASEMENTS
Maintenanee Conditiona When Maintenance Results Expected
Component De(ect is Needed When Mafntenance ls Performed
General Trash and Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet,i.e.,Vash and
debris would fill up one standard size
_ garbage can.
Blocked Roadway Debris which could damage vehicle tires Roadway iree of dobris which couid
(glass or metal). damage tires.
My obsiructions which reduce clearance Roadway overhead dear to 14 feet high.
above road surface to less than 14 feet.
Any obstructions restricting the axess to Obstruction removed to allow at least a
a 10-to 12-foot width for a distance of 12-foot access.
more than 12 feet or any point restricting
axess to less tfian a 10-foot width.
Road Su�tece Settlement, When any su�face defect exoeeds 6 Road suriace uniformly smooth with no
Potholes,Mush Inches i�depth and 6 square teet in area. evidence of settlement,potholes,mush
Spots, Ruts In general,any surface defect which spots,or ruts.
hindars or prevents maintenance access.
Vegetation in Road Weeds growing in tha road su�face that Road suriace free ot weeds taller than 2
Surface are more than 6 inches tall and less than inches. •
6 inches apart within a 40asquare-foot
area. '
Shoulders and Erosion Damage Erosion within 1 loot of the roadway more Shoulder free of erosion and matching ;
Ditches than 8 inches wide and 6 inches deep. the surrou�ding road. ,
Weeds and&ush Weeds and brush exceed 18 inches in Weeds and brush cut to 2 inches ln
height or hinder maintenance axess. height or cleared (n such a way as to
allow maintenanoe acoess.
A-13 1�
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UNITED STATES DEPARTMENT OF AGRICULTURE
Soil Conservation Service
in cooperation with
WASNINGTON AGRICULTURAL EXPERIMENT STATION
Issued November 1913
- -_-�..�,�,,....V.._,�m_..._.- �-.--... ........ . . .
� . . .
--- .. .
_ �-- - �-�-.,�-...,.......�,�
Some areas are up to 30 percent included soils to dark yellowish-brown gravelly sandy loam that
that arP similar to this soil material, but either extends to a depth of- �hci�t 19 inches. 'Ihe-lower
shallower �i• deeper over the compact substratum; part of the subsoil is olive-brown very gravelly
and some areas are 5 to 10 percent very gravelly sandy loam. Fractured sandstone is at a depth of
Everett soils and sandy Indianola soils. about 38 inches.
Runoff is medium, and the erosion hazard is Beausite soils are used for timber and pasture.
lerate to severe. Some areas have been used for urban development.
This soil is used for urban development. Ca-
Yaoility unit IVe-2; woodland group 3d2.
Beausite gravellv sandy loam, 6 to 15 percent
slo es (BeC) .--Areas of this soil are ZO acres or
Arents, Everett material (An) .--'Ihis is a level —�
to gently sloping, dark-brown gravelly or very �re in size. Slopes are long and convex.
gravelly sandy loam. It is very similar to Everett Representative profile of Beausite gravelly
gravelly sandy loam (see Everett series) , but it sandy loam, 6 to 15 percent slopes, in woodland,
has been disturbed and altered through urban de- 570 feet south and 800 feet east of the northwest
velopment. Multicolored very gravelly coarse sand corner of sec. 29, T. 24 N., R. 6 E.:
is at a depth of 8 to 40 inches. Areas are common-
ly rectangular in shape, and range from 1 to 120 01--2 inches to 1/2 inch, undecomposed leaf litter.
acres in size. 02--1/2 inch to 0, black (lOYR 2/1) decomposed
Representative profile of Arents, Everett mate- leaf litter.
rial, in a homesite, 440 feet west and 100 feet A1--0 to 6 inches, dark-brown (lOYR 3/3) gravelly
north of the center of sec. 11, T. 24 N., R. 6 E.: sandy loam, brown (lOYR S/3) dry; weak, fine,
granular structure; soft, very friable,
0 to 8 inches, dark-brown (7.5YR 3/4) gravelly . nonsticky, nonplastic; many roots; slightly
sandy loam, brown (7.SYR 5/4) dry; massive; acid; clear, wavy boundary. 5 to 7 inches
soft, very friable, nonsticky, nonplastic; thick.
few roots; 30 percent gravel content; 621--6 to 19 inches, dark yellowish-brown (lOYR 4/4)
slightly acid; clear, smooth boundary. 8 to gravelly sandy loam, light yellowish brown
14 inches thick. (lOYR S/4) dry; massive; soft, very friable,
8 to 60 inches, grayish-brown and light olive-brown nonsticky, nonplastic; many roots; slightly
(2.5Y 5/2 and S/4) very gravelly coarse acid; clear, irregular boundary. 10 to 15
sand, light gray and light yellowish brown inches thick.
(2.5Y 7/2 and 6/4) dry; single grain; loose, g22--19 to 38 inches, olive-brown (2.5Y 4/4) very
nonsticky, nonplastic; few roots; 55 percent gravelly sandy loam, light yellowish b mwn
gravel and 10 percent cobblestone content; (2.SY 6/4) dry; massive; soft, very friable,
medium acid. nonsticky, nonplastic; cotmnon roots; medium
acid; abrupt, irregular boundary.
'Ihe upper part of the soil ranges from dark IIR--38 inches, fractured sandstone; medium acid.
wn to olive brown and from gravelly sandy loam
to very gravelly loamy sand. 'Ihe substratum ranges
from black to olive brown. 'Ihe A horizon ranges from very dark grayish
'Ihis soil is somewhat excessively drained. The brown to very dark brown and dark brown. 7he B
effective rooting depth is 60 inches or more. horizon ranges from dark grayish brown to dark
Permeability is rapid, and available k•ater capacity Yellowish brown and olive brown. It is gravelly
is low. Runoff is slow, and the e msion hazard and very gravelly sandy loam and gravelly loam.
is slight. Depth to sandstone ranges from 20 to 40 inches.
This soil is used for urban development. Ca- Some areas are up to 20 percent included Alder-
pability unit IVs-1; woodland group 3f3. wood soils, which have a consolidated substratum,
and Ovall soils, which are underlain by andesite;
some are up to 5 percent the wet Norma and Seattle
� �� Beausite Series soils; some are up to 5 percent Beausite soils that
have a gravelly loam surface layer and subsoil; and
The Beausite series is made up of well-drained some are up to 10 percent soils that are similar to
soils that are underlain by sandstone at a depth Beausite soils, but are more than 40 inches deep
of 20 to 40 inches. These soils formed in glacial over sandstone.
deposits. They are rolling to very steep. Slopes Roots penetrate easily to bedrock and enter a
are 6 to 75 percent. The vegetation is alder, fir, few cracks in the bedrock. Permeability is
cedar, and associated b n�sh and shrubs. The annual moderately rapid. Available water capacity is low.
precipitation is 40 to 60 inches, and the mean Runoff is medium, and the hazard of erosion is
annual temperature is about 50° F. The frost-free mod�isesoil is used for timber and pasture and for
season ranges from 160 to 190 days. Elevation is
600 to 2,000 feet. urban development. Capability unit IVe-2; woodland
In a representative profile, the surface layer Sroup 3d2.
and the upper part of the subsoil are dark-brown
11
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TABLE: 2.--ESTIh1ATED PROPERTIES
[An asterisk in the first colu : .uicates that at least one mapping unit in this seiies is made up of two or
reason it is necessary to follow carefully the instructions for referring to other series that
Classification Coarse Percentage
Depth to � th fraction Passing �
Soil series and map seasonal from greater sieve-- I
s;�mbols high wate surface USDA texture Unified AASHO than 3
table inches in No. � �
diameter (4.7 imn.) I
Feet Inches Percent '
*Alderwood: AgB, AgC, AgD, 2-3z 0-27 Gravelly sandy loam-- SM A-1 or A-2 0 55-7o I,
AkF. �,
For Kitsap part of ' 27 Weakly to strongly ---------- ---------- ----- -----
AkF, see Kitsap consolidated till. �II
series.
Arents, Aldervood mate- •' 2-32 0-27 Gravelly sandy loam-- SM A-1 or A-2 0 55-70 I
rial: AmB, AmC. . I
27 Weakly to strang�Y ---------- ---------- ----- ----- '
consolidated till.
Arents, Everett material: (�) 0-8 Gravel�y sandy loam-- SM A-1 0-10 55-90
An.
8-60 Very gravelly coarse GW or GP A-1 5-� 35-�5
sand. �
�Beausite: BeC, BeD, BeF- (�) 0-19 Gravel�y sanc�y loam-- SM A-1 or A-2 O-5 60�0 I
19-38 Very gravelly sandy GM A-1 5-15 45-55 '
loam. i
38 Sandstone------------ ---------- ---------- ----- -----
Bellingharr.: Bn----------- 0-1 0-14 Silt loam------------ CL A-6 0 95-100
14-6o siity ciay io�a------ cr. a-7 0 95-l0o I
Briscot: 3r-------------- 1-2 0-17 Silt loam------------ ML A-4 0 100
17�0 Fine sandy loam, SM A-4 O 95-100
stratified with sil
loam, fine sand.
Buckley: Bu-------------- 0-1 0-16 Silt loam------------ OL A-5 0 90-100
16-60 Gravelly sandy clay SC A-2 0-5 55-$5
loa�.
Coastal beaches: Cb------ (�) ----- Variable.
Earimont: Ea------------- 2-3 0-b6 Silt loam and silty MH A-7 0 100
clay loam.
46�0 Muck and diatomite--- Pt A-8 ----- ------
Edgewick: Ed------------- 3-4 0-34 Fine sandy loam------ SM A-4 0 95 100
34-6o Stratified gravelly SP� SP-SM, A-1 0-10 55-85
sand and gravelly or SM
sandy loam.
See footnotes at ea3 of table.
36
OF 7l-IE SOI LS
_ I
i
more kinds of soil. "Ihe soils in such mapping units may have different properties and limitations, and for this
appear in the first colu� of this table. Symbol �means "less than";� means "more than")
Percentage passing sieve--Cont. Corrosivity
Available
Permeability xater Reaction Shrink-swell
No. 10 No. 40 No. 200 capacity potential Uncoated Concrete
(2.0 mm.) (0.42 rrnn.) (0.07�+ mJn.) steel
Inches hr. Inches in. �H
of soil
�-5� 25-35 �-3� 2•0-6•3 0.09-0.11 5.1-6.0 Low---------- �loderate to Mo3erate to
:�igh. Y:igh.
----- ----- ----- <0.06 --------- 5.6-6.0
�-5a 25-35 20-30 2.0�.3 0.09-0.11 5•1�.0 Low---------- htoderate to Moderate to
high. high.
------ ----- ------ <0.06 --------- 5.6-b.o
Sa-75 35-50 15-25 2.0-6.3 0.08-0.10 5.1�.5 Lox----------- H18h--------- hbd�erate to
high.
�-35 5-15 0-5 20.0 0.02-0.04 5.6-6.5 Lox----------- LoW---------- Moderate.
' S5-7o 40-50 20-30 2.0�.3 0.09-0.11 5.6�.5 Low----------- Moderate----- Moderate.
40-50 20-3a 10-15 2.0-6.3 0.06-0.08 5•6-6.o I,ow----------- Moderate----- Moderate.
----- ----= ----- <0.06
95-100 90-1� 75-95 0.63-2.0 0.20-0.24 5.6-6.0 Low----------- High--------- Moderate.
95-100 95-l00 95-100 0.06-0.2 0.20-0.2�+ 5.6-7.3 Moderate------ H18h--------- Low to
moderate.
�o0 95-l00 90-�00 0.63-2.0 0.2o-o.2b 6.6-7-3 �w----------- H18h--------- Low.
95-l00 70-85 35-50 0.63-2.0 0.�6-0.18 6.6-7.3 �W----------- High--------- Lo�r.
85-95 80-90 60-70 0.63-2.0 0.20-0.24 5.i-6.5 LoW----------- xi�--------- i,ow to
moderate.
50-So 45-65 25-35 0.06-0.2 0.12-0.14 5.6-6.5 Low----------- High--------- Lov to
moderate.
l00 95-100 9�-100 0.63-2.0 0.30-0•35 �+•5-5.5 Moderate------ HiBh--------- Hig�.
------ ------ ------ 0.63-2.0 0.35-0.40 4.5-5.o Higt� s�,rinlc, High--------- High.
low stire 11.
90-1J0 70=85 35-5a 2.0�.3 0.13-0.15 5•1-6.0 Low----------- Moderate----- hbderate.
50-80 30-50 0-20 >6.3 0.02-0.06 6.1-7.3 Low----------- Low to Low to
moderate. moderate.
3'
.
' — LA�1�2.eo2��
� � S�r2vv�R ��ronT �� �r — sw�27 2�68
Level 1 Analysis for American Heritage Homes
Prepared By
Brian Sleight, P.E.
7/2/97
��NTS
o�w�s l�
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o �P� szz3s e���
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f�7
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�PIRES 5/30/q `�
` l�g�
Site Visit and Description
This site was evaluated on June 25 and 26 , 1997 . The weather was
partly cloudy but dry with showers in the area over the previous
week. The site is approximately 1. 23 acres and located on the east
side of 84th Avenue South just south of the intersection with South
128th Street. The short plat proposes to create six new lots. The
site is covered with heavy vegetation with a variety of trees and
a groundcover which included blackberries, wild raspberries, and
nettles. Trails cut by Dobbs, Fox and Associates for the survey of
the site provided access to some of the site.
This property accesses off of 84th Avenue South via an existin�,
asphalt driveway which is approximately 10 feet wide. The soutr
property line runs down the middle of the driveway. The driveway
has no established drainage system, water just flows off the soutr
� side of the driveway onto the adjoining properties. The drainagE
in front of this site along 84th Avenue South consists of a small ,
heavily vegetated ditch which drains to the south into a 12 inch
concrete culvert under the driveway.
The western 1/3 of this site slopes to the west with a slope ot
approximately 4-5 percent and drains into the roadside ditch along
84th Avenue South. The eastern 2/3 of the site slopes to the east
with the middle 1/3 of the property having a slope of approximately
2-4 percent and the eastern 1/3 of the site having a slope of
approximately 25-30 percent. The drainage for the eastern 2/3 of
the site flows predominately due east with a very small northerly
component according to the topography map produced by Dobbs, Fox
and Associates.
Resource Review
This site is mapped as having Beausite Soils underlying most of the
site with possibly some Alderwood soils in the northeast portion of
the site. A vertical rock face exists approximately 300 feet to
the east indicating that all of the soils on the site are probably �
Beausite. Beausite soils are well drained soils that are underlain
with fractured rock.
Downstream Analysis
The roadside ditch along 84th Avenue South receives runoff from
approximately 300 feet of the road to the north. At approximatley
300 feet to the north, 84th Avenue South crests the hill and drains
to the north. The drainage system between the crest of the hill
and this site is a series of ditches and culverts. The outlet to
the last culvert before this site could not be found. It may be
buried or it may be overgrown with vegetation but in either case
there was no sign of a significant or consistent flow of water out
of the culvert. The soils in this area are mapped as Beausite or
Alderwood which are well drained and moderately well drained,
respectively. Since the area is relatively flat, much of the
runoff from 84th Avenue South probably infiltrates into the
roadside ditches. �
Drainage to the West
The drainage system to the south along 84th Avenue South consists
of a series of roadside ditches and culverts down to the
intersection of 84th Avenue South and Northwest 3rd Street. At
this intersection, the drainage enters an enclosed system ;
consisting mainly of 12 inch pipes which drain to the margin of !
Renton Avenue South via South 130th Street. The actual connection �
into the drainage system in Renton Avenue South was not apparent I
but it is likely that the South 130th Street drainage system
connects to the Renton Avenue South drainaqe 5ystem and flows off
to the east.
. There was some minor erosion on the south shoulder of South 130th I
� Street just below where the pipe system crosses to the north side I
of the road. The erosion as probably due to water not getting int� I,
the system rather than water surcharging from the system becausF I
the catch basin at this location has a standard grate which coulc� �I
easily be clogged with debris, an asphalt berm has been constructe<j �,
nn t-hn r3nwn�:firnam �ir3n nf t?�P rr�t-ch ����in anr9 �n a�rihalt r-h�nnn � �
�I
I
has been constructed just upstream to direct water to the catch
basin.
Much of the enclosed drainage system needs to be cleaned with some
pipes being approximately 1/2 full of sediment and most of the �
sumps in the catch basin being full of sediment. �
Drainage to the east
No established drainage course was found for water flowing off the
eastern 2/3 of this site. A very broad, shallow swal� exists
approximately 50 feet to the north of the northeast property corner
although there was no incised channel found to indicate that water
flows in the swale. Approximately 300 feet to the east is an
apparent old quarry with a vertical rock face approximately 75 feet � .
high. There was some discoloration on the face of the rock and
plants growing in the some of the cracks in the face indicating
water probably flows through the fractures in the rock and drains
down the face of the rock. There was no erosion seen at the base
of the rock face to indicate a significant amount of water flows
over the top or out of the face of the rock. There was also no
channel found leading away from the base of the face.
It is likely that rainfall infiltrates on the site and surface
runoff is only created in very large storms. If surface runoff is
created from this site, it will eventually wind up in the drainage
system along Stevens Avenue Northwest although the path to this
system is not defined. The runoff would then flow north along
Stevens Avenue Northwest in a series of roadside ditches and
culverts. There were no observed problems in this system.
Portions of the ditches were overgrown with grass which could
indicate the flow in the ditch was neither heavy nor frequent.
Mitiqation
The impacts from increased runoff created by the proposed new
impervious surfaces created by this short plat can be mitigated by
detaining flows and/or infiltrating flows. If infiltration tests
show that the fractured rock below this site can convey flows away
from this site fast enough, then infiltration can be used to �I
mitigate the increased surface runoff created by this short plat.
Even if water runs over the top of the fractured rock towards the
east, infiltration could provide mitigation although proper
constructions techniques would need to be implemented to prevent
the foundations of the downslope houses from blocking the flow of
water across the top of the rock.
Alternatively, increased runoff could be directed to one or more
detention systems and released to the downstream system(s) in a
manner similar to the existing drainage pattern.
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• Some areas are up to 30 percent included soils to dark yellowish-brown gravelly sandy loam that
that are similar to this soil material. but either extends to a depth of about 19 inches. The lower
shallower or deeper over the. compact substratum; part of the subsoil is olive-brown very �ravelly
and some areas are 5 to 10 percent very gravelly sandy loam. Fractured sandstone is at a depth of
Everett soiis and sandy Indianola soils. ebout 38 inches.
Runoff is medium, and the erosion hazard is Beausite soils are used for timber and pasture.
moderate to severe. Some an as have been used for urban development.
This� soil is used for urban development. Ca-
pability unit IVe-2; woodland group 3d2. .
Beausite avell sand loam, 6 to 15 ercent i
Arents, Everett material (An) .--'this is a level slopes {BeC) .--Areas o this soil are 20 acres or �
to gently sloping� dark-b mwn gravelly or very �re in size. Slopes are long and convex.
gravelly sandy loam. It is very similar to Everett Representative profile of eesusite gravelly �
gravelly sandy loam (see Everett series) , but it sandy loam, 6 to 15 percent slopes, in woodland� �
has been disturbed and altered through urban de- 570 feet south and 800 feet east of the northwest
velopment. Multicolored very gravelly coan e sand corner of sec. 29, T. 24 N., R. 6 E.: �
is at a depth of 8 to 40 inches. Areas an co�non-
ly rectangular in shape, and range from 1 to 120 01--2 inches to 1/2 inch. �u►decomposed leaf litter.
acres in size. 02--1/2 inch to 0� black (�OYR 2/1) decomposed
Representative profile of Arents, Everett mate- leaf litter.
rial, in a homesite� 440 feet West and 100 feet A1--0 to 6 inches� dark-brown (lOYR 3r3) gravelly
north of the center of sec. 11. T. 24 N., R. 6 E.: sandy loam, brown (lOYR 5/3) dry; rreak, fine.
granular structure; soft. very friable,
0 to 8 inches, dark-brown (7.SYR 3/4j gravelly nonsticky. nonplastic; many roots; slightly
sandy loam, brown (7.SYR S/4) dry; massive; acid; clear, wavy boundary. 5 to 7 inches
soft, very friable. nonsticky� nonplastic; thick.
few roots; 30 percent gravel content; B21--6 to 19 inches, dark yellowish-brown (lOYR 4/4) I
slightly acid; clear, smooth boundary. 8 to gravelly sandy loam� light yellowish brown �
14 inches thick. (lOYR S/4) dry; massive; soft, very friable,
8 to 60 inches, grayish-brown and light olive-brown nonsticky, nonplastic; many roots; slightly I
(2.5Y 5/2 and 5/4) very gravelly coarse acid; clear, inegular boundary. 10 to 15 I
sand, light gray and liYht yellrn+ish brown inches thick. I
(2.SY 7/2 and 6/4) dry; single grain; loose� 822--19 to 38 inches� olive-brown (2.5Y 4/4) very I
nonsticky. nonplastic; few roots; 55 percent gravelly sandy loam, li�ht yellowish brown '
gravel and 10 percent cobblestone content; (2.5Y 6/4) dry; massive; soft� very friable,
medium acid. • nonsticky. nonplastic; comnon roots; medium ,
acid; abrupt, inegular boundary.
The upper part. of the soil ranges from dark IIR--38 inches. fractured sandstone; mediian acid.
brown to olive bra+n and from gravelly sandy loam
to very gravelly loamy sand. 7t►e substratum ranges
. from black to olive broxn. '!he A horizon ranges from very dark grayish
This soil is somewhat excessively drained. The bI'°"'n to very dark brawn and dark brown. 'Ih e B
effective rooting depth is 60 inches or more. horizon ranges from dark grayish brown to dark
Permeability is rapid, and available water'capacity Yellowish brrn+n 'and olive brawn. It is gravelly
is low. Runoff is sla+. and the e msion hazard �d very gravelly sandy loam and gravelly loam.
is slight. Depth to sandstone ranges from 20 to 40 inches.
This soil is used for urban development. Ca- Some areas are up to 20 percent included Alder-
pability unit IVs-1; woodland Yroup 3f3. wood soils, which have a consolidated substratum�
and Qvall soils, Nhich are underlain by andesite;
some are up to S percent the wet Norma and Seattle
Besusite Series soils; some are up to S percent Besusite soils that .
have a gravelly loam surface layer and subsoil; and
The Beausite series is made up of well-drained some are up to 10 percent soils that are similar to
soils that are underlain by sandstone at a depth geausite soils, but are more than 40 inches deep
of 20 to 40 inches. These soils formed in glacial aver sandstone.
deposits. They are roiling to very steep. Slopes Roots penetrate easily to bedrock and enter a
are 6 to 75 percent. 'Ihe vegetation is alder, fir, few cracks in the bedrock. Permeability is
cedar, and associated brush and sh n�bs. The annual �derately rapid. Available water capacity is low.
precipitation is 40 to 60 inches� and the mean. Runoff is medi�aa, and the hazard of erosfon is
annual temperature is about 50" F. The frost-free �erate.
season ranges from 160 to 190 days. Elevation is 'mis soil is used for timber and pasture and for
• 600 to 2,000 feet. urban development. Capability unit IVe-2; woodland
. In a representative profile, the surface layer Sroup .id2.
and the upper part of the subsoil. are dark-brown
11
< < .
DESCRIPTIONS OF 7NE SOILS
This section describes the soil series and map- Aldenrood soils are used for timber� pasture� I
ping units in the King County Area. Each soil berries� row crops, and urban development. They
series is described and then each mapping unit in are the most extensive soils in the survey area.
that series. Unless it is specifically mentioned
othex�+ist� it is to be assumed that what is stated Alderwood ravell sand loam� 6 to 15 ercent
about the soil series holds true for the mapping sl� opes Ag -- is soi is ro ling. Areas are .
units in that series. 'fhus� to get full information irregular in•shape and range from 10 to about 600
about any one mapping unit, it is necessary to read acres in size.
both the description of the mapping unit and the Representative profile of Alderwood gravelly
description of the soil series to ahich it belongs. sandy loam, 6 to 15 percent slopes, in woodland,
An important part of the description of each 450 feet east and 1,300 feet south of the north
soil series is the soil profile, that is� the quarter corner of sec. 15, T. 24 N., R. 6 E. :
sequence of layers from the surface do►mward to
rock or other underlying material. Each series A1--0 to 2 inches, very dark broa�n (lOYR 2/2) �
contains two descriptions of this profile. The gravelly sandy loam, dark grayish brown
first is brief and in terms familiar to the layman. (lOYR 4/2) dry.; Weak, fine, granular struc-
The second, detailed and in technical terms. is for ture; slightly hard, friable, nonsticky,
scientists. engineers, and others who need to make nonpl�stic; many roots; stmngly acid;
thorough and precise studies of soils. Unless it abrupt; wavy boundary. 1 to 3 inches thick.
-is othen+ise stated, the colors given in the B2--2 to 12 inches, dark-brown (lOYR 4/3) gravelly
descriptions are those of a moist soil. , sandy loam� brown (lOYR 5/3) dry; moderate,
As mentioned in the section '7io�+ This Survey Was medi�� subangular blocky structure; slightly
Made," not all mapping units are members of a soil hard, friable� nonsticky, nonplastic; many
series. Urban land� for example, does not belong roots; strongly acid; clear� wavy baundary.
to a soil series, but nevertheless, is listed in 9 to 14 inches thick.
alphabetic order along with the soil series. 83--12 to 27 inches� grayish-brown (2.5Y 5/Z) �
Following Lhe name of each mapping unit is a gravelly sandy loam, light gray (2.SY 7/2)
symbol in parentheses. This symbol identifies the dry; many, medium, distinct mottles of light
mapping unit on the detailed soil map. Listed at olive brown (2.SY 5/6) ; hard� friable� non-
the end of each description of a mapping unit is the sticky� nonplastic; many roots; medium acid;
capability unit and woodland group in which the abrupt� wavy boundary. 12 to 23 inches thick.
mapping unit has been placed. The aoodland desig- IIC--27. to 60 inches� grayish-brown (2.SY S/2) ,
nation and the page for the.description of each xeakly to strongly consolidated till, light
caDability unit can be found by refe ning to the gray (2.SY 7/2) dry; common, medium, distinct
"Guide to Mapping Units" at the back of this survey. mottles of light olive brown and yellowish
The acreage and proportionate extent of each brown (2.SY 5/6 and lOYR S/6); massive; no
mapping unit are shown in table 1. Many of the roots; mediinn acid. I�tany feet thick.
terms used in describing soils can be found in the
Glossary at the end of this survey� and more de- The A horizon ranges from very dark brown to
tailed information about the terminology and methods dark brown. The B horizon is dark brown, grayish
of soil mapping can be obtained fran the Soil Survey brown, and dark yellor+ish brown. The consolidated
�tanual (19) . C horizon, at a depth of 24 to 40 inches, is mostly
— grayish brown mottled with yellowish brown. Some
lderwood Serie layers in the C horizon slake in water. In a few
areas� there is a thin� gray or grayish-brown A2
The Alder►+ood ies e up of moderately horizon. In most areas, this horizon has been
well drained soils that have a weakly consolidated destroyed through logging operations.
to strongly consolidated substratum at a depth of Soils included with this soil in mapping make up
24 to 40 inches. These soils are on uplands. They no more than 30 percent of the total acreage. Some
formed under conifers� in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norma�
are 0 to 70 percent. The annual precipitation is ' Bellingham� Seattle� Tukwila� and 5halcar soils;
35 to 60 inches� most of which is rainfall, be ri+een some are up to S percent the very gravelly Everett
October and I�tay. The mean annual air temperature is and Neilton soils; and some are up to 15 percent
about SO° F. The frost-free season is 150 to 200 Alderwood soils that have slopes more gentle or
days. Elevation ranges from 100 to 800 feet. steeper than 6 to 15 percent. Some areas in New-
In a representative profile, the surface layer castie Hills are 25 percent Beausite soils, some
and subsoil are very dark bro++n, dark-brown� and northeast of Duvall are as much�as 25 percent Ovall
grayish-brown gravelly sandy loam about 27 inches soils, and some in the vicinity of Dash Point are
thick. The substratum is grayish-brown� weakly 10 percent Indianola and I:itsap soils. Also
consolidated to strongly consolidated glacial till included are small areas of �lden.�ood soils that
� that extends to a depth of 60 inches and more. have a gravelly loam surface la.•er and subsoil.
8
-_ ---
.
• Permeability is moderately rapid in the surface Arents� Alde:wood Material
layer and subsoil and very slow in the substratum.
Roots penetrate easily to the consolidated substra- �
tum where they Lend to mat on the surface. Some Arents, Alden+ood material consists of Alde n�rood
roots enter the substratum through cracks. Water soils that have been so disturbed through urban-
moves on top of the substratum in winter. Available ization that they no longer can be classified with
water capacity is low. R�m off is slow to medi�, the Alden�rood series. T'hese soils, however. have �
and the hazard of erosion is moderate. many similar features. The upper.part of the soil.
This soil is used for timber, pasture, benies, to a depth of 20 to 40 inches, is brown to dark-
and row crops, and for urban development. Capability brown gravelly sandy loam. Below this is a grayish-
unit IVe-2; woodland group 3d1. � brown, consolidated and impervious substratwe.
Alderwood ravell sand loam, 0 to 6 ercent
Slopes generally range from 0 to 15 percent.
slopes AgB .-- is soil is nearly level an 7'hese soils are used for urban development.
undulating. It is similar to Aldenrood gravelly .
sandy loam, 6 to 15 percent slopes� but in places qTents, Alderwood material. 0 to 6 ercent slo es
its surface layer is 2 to 3 inches thicker. Areas �p�B .__In many areas t is soil s level, as a
are irregular in shape and range from 10 acres to result of shaping during construction for urban
slightly more than 600 acres in size. facilities. Areas are rectangular in shape a�d
5ome areas are as much as 15 percent included range from 5 acres to about 400 acres in size.
Norma, Bellingham, Tukwila� and Shalcar soils, all Representative profile of Arents, Alderwood
of which are poorly drained; and some areas in the
vicinity of Enwnclaw are as much as 10 penent �aterial, 0 to 6 percent slopes, in an urban area,
1,300 feet West and 350 feet south of .the northeast
Buckley soils. • corner of sec. 23, T. 25 N., R. 5 E. :
Runoff is slow, and the erosion hazazd is
slight. 0 to 26 inches, dark-brown (lOYR 4/3) gravelly
This Alderwood soil is used for timber. pasture, sandy loam, pale brown (lOYR 6/3) dry;
berries, and rox crops, and for urban development. massive; slightly hard, very friable, non-
Capability unit IVe-2; woodland group 3d2. sticky, nonplastic; many roots; medium acid;
� Aldeiwood graveliy _sandy loam, 15 to 30 ercent abrupt, smooth boundary. 23 to 29 inches
slopes (AgD) .--Dept to e su stratum in t s soil thick.
varies within short distances. but is commonly 26 to 60 inches, grayish-brown (Z.SY S/2) weakly
about 40 inches. Areas are elongated and range consolidated to strongly consolidated glacial
from 7 to about 250 acres in size. till� light brownish gray {2.5Y 6/2) dry;
Soils included with this soil in mapping make common, medium, prominent mottles of yellowish
up no more than 30 percent of the total acreage. bmwn (lOYR 5/6) moist; massive; no roots;
Sane areas are up to 25 percent Everett soils that mediwa acid. �fany feet thick.
have slopes of 15 to 30 percent, and some areas are
up to 2 percent Bellingham, Norma, and Seattle soils, The upper, very friable part of the soil extends
which are in depressions. Saone areas, especislly to a depth of 20 to 40 inches and ranges from dark
on Squak Mountain, in Newcastle Hills� and north of grayish brown to dark yellowish brown.
Tiger Mountain, are 25 percent Beausite and Qvall Some areas arb up to 30 percent included soils
soils. Beausite soils are underlain by sandstone, that are similar to this soil material, but either
and Ovall soils by andesite. shalloaer or deeper over the compact substratum;
' Runoff is medium� and the erosion hazard is and some areas are 5 to 10 percent very gravelly
severe. The slippage potential is moderate. Everett soils and sandy Indianola soils.
This Alderwood soil is used mostly for timber. This Arents, Alden.00d soil is moderately ►+ell
Some areas on the lower parts of slopes .are used drained. Permeability in the upper, disturbed soil
for pasture. Capability unit VIe-2; woodland group material is moderately rapid to moderately slow,
�dl. ' depending on its compaction during construction.
Aldexwood and Kitsap soils, very stee qkF The substratum is very slowly permeable. Roots
p � � '�" penetrate to and tend to mat on the surface of the
� This mapping unit is about SO percent Alden+ood consolidated substratum. Some roots enter the
gravelly sandy loam and 25 percenL.Kitsap silt substratwn through cracks. tVater moves on top of
loam. Slopes are 25 to 70 percent. Distribution �� substratwn in winter. ,�vailable water capacity
of the soils varies greatly within short di'stances. is low. Rw off is slow, and the erosion hazard is
About 15 percent of some mapped areas is an slight.
iflcluded, unnamed, very deep� moderately coarse This soil is used for urban development. Ca-
textured soil; and about 10 percent of some areas pability unit IVe-2; Moodland group 5d2.
is a very deep, coarse-textured Indianola soil.
Drainage and pern►eability vary. Runoff is rapid
to very rapid, and the erosion hazard is severe to .�rents, .alde n:ood material, 6 to 15 ercent
very se��ere. The slippage potential is severe. slopes (:LnC .--This soil has convex slopes. .�lreas
These soils are used for timber. Capability are rectangular in sliape and range from 10 acres to
unit VIIe-1; M•oodland group :dl. about 450 acres in si=e.
10