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02863 - Technical Information Report
TECHNICAL INFORMATION REPORT For � g�3 �, Monster Road Office Renton, Washington Project No. 99078 Prepared for: Ashton Development Company, LLC 1640Q South center Parkway, Suite 502 Seattle, WA 98188 P�ER M. qe�. ; � aE wASH � ���D � '��' � �� . G/ Q � ti �cn — z 1 1 � �°0,�,�s+ / uISj4��G\���, �NA L �- EXPIREs: OCT. 11, 2000 Prepared by: Pacific Engfneering Design, Inc. 4800 S. 188th Street, Suite 360 Seattle, WA 98188 (20� 431-7970 ' June 6, 2000 28 �3 TABLE OF CONTENTS � SECTION SUBJECT 1.0 Proposed Project Description � 2.0 Existing Condition 3.0 Off-site Analysis 4.0 On-site Detention and Conveyance analysis 5.0 On-site Detention/Water Quality Analysis Appendices A Vicinity Map B Pre and post developed conditions map �' Water Qualit}� Facility sizing Calculation ' D Backwater Analysis for Conveyance system E Sediment Pond Sizing Calculation F Agreement for Regional Detention Facility G Geo-technical Repart 1.0 Proposed Project Description: The project site is an irregular shaped parcel located in the Southwest ' Quarter of Section 13, Township 23 North, Range 4E (Tax Parcel # 24234- �, 9123). The parcel is 8.51 acres in size, however, only the westerly 2.38 ', acres is proposed to be developed. The project is accessed via Monster 'I Road. 'i The project will construct a 25,000 square foot two-story office building over parking garage. Approximately 37,500 square feet of pavement and sidewalk surfaces will be created. The proposal will generate a total of 114 parkulg spaces around the new building. Furthermore, this development will provide full frontage improvements along Monster Road. The irnprovements include pavement widening, curb/gutter, sidewalk and landscaping in accordance with City of Renton development standards. The storm run-off from the new impervious surfaces will be collected and conveyed to a grass-lined swale for water quality treatment. Per City of Renton Development Requirements, King County Drainage Manual was used to size the swale to treat the 2-year 24-hour Storm flow with adequate provisions to convey the 100 year 24 hour storm event without overtopping. The treated storm water will be released to an existing wetland/regional detention facility north west of the developed portion of the site. Because of an existing agreement to utilize the existing regional detention facility, the project is not required to provide additional storm water detention. ' 2.0 Existing Conditions: The parcel is 8.51 acres in size and generally slopes to the north. Grades � vary from 10 to 60%. Existing vegetation includes trees and low laying � shrubs. Other than the existing wetland (2.07 acres in size), a regional �, detenrion facility is located in the northwest portion of the site. There are no ' drainage improvements on the property. The site exhibits good drainage , patterns. ' The soil on site consists of dark brown sandy silt with high organic content. Immediately underlying this surface material, a weathered sandstone layer. Underlying this upper weathered sandstone is a clay stone with interbeds of sandstone and siltstone layer. The site generally slopes in the northwesterly direction. The preponderance of the site drains via sheet flow down slope to the low area just northwest of the site. Any concentrated flow will ulrimately drain into the existing wetland/regional detention area northwest of the proposed developed area. A small portion of the site usually drains towards Monster Road and enters an existing conveyance system, which flows west. ' 3.0 Off-site Anal�sis: The site currently receives some off-site sheet flow from an off-site area north of the site. This area is approximately 0.57 acres, which is close to a Metro Reservoir at the top of the hill. Currently, run-off will sheet flow slowly and will ultimately drain into the regional detention facility at the northwest corner of this property. Under our proposal, this flow will be intercepted by the project's conveyance system. It will then conveyed to the existing wetland/regional detention facility. 4.o On-site Detention and Conveyance Analysis: As was menrioned before, this project is not required to provide detention because a regional facility, in the northwest portion of the property, was designed to provide detention for 25.5 acres of which Parcel 4B was supposed to contribute 2.24 acres of impervious surface area. The proposed development will contribute only 1.28 acres of impervious area. Since this proposal leaves a balance of 0.96 acres of unused impervious area, it is within the tolerance of the conditions set for the original detention facility. The conveyance system has been designed in accordance with the King County Drainage Manual, which requires the conveyance of the 25year 24- hour storm event. The analysis has been completed using King County Backwater software. The upper and lower limits of the analysis are as follows: 1. Minimum limit is based on the 25-year, 24-hour storm event, which is 1.70 cfs. 2. Maximum limit is based on the 100-year, 24-hour storm event, which is 2.01 cfs. Our analysis (see Appendix D) has shown that the project's conveyance is adequately sized to handle both the 25-year, 24-hour and 100-year, 24-hour storm events per King County Drainage Manual requirements. 5.0 On-site �Vater Quaiit�r Anal�sis: using "Watenvorks" hydrology soft«-are, which employs Santa Barbara Urban Hydrograph methodology and SCS type lA rainfall distributions, on- site and off-site storm flows for the development are modeled and the results are as follows: l . Run-off from both the on-site and off-site areas for the 2-vear �tor-m e� ent =c�n-�ite flo�� — c�ff-�ite C�u��� =C►.76 -- �). 1 1=- 0.��`' ets. �. IZun-otf from both the on-site anci otf-site areas tor the i OU-y�. storm event=on-site flow + off-sit� flow=1 .71 + 0.30= 2.01 cfs. Jlte run-oII ls treateQ us111g a u10-rilter SWale lnstalleci upStrean�l ui ttic regional detention facility. This facility consists of 200 lineal feet of grass- lined swale, which is designed to filter out pollutants from the 2-year storm flow (Calculated Q2y=0.87 cfs). Additional capacity is provided to enable conveyance of up to 100-year storm flow (Calculated Q l 00yr=2.01 cfs). "Civil Tools" software utility for man-made channels was used for sizing a swale cross section which is trapezoidal in shape, has side slopes of 3:1 and a flow path slope of approximately 2.00%. The utility determined that a 5.0- foot flat-bottomed swale with a minimum depth of 1.35 feet is needed (Resulta.nt 2-yr storm flow depth = 0.31' and 100-yr storm depth of 0.49'). Therefore, depth required=0.315'+1.00'=1.31' say 1.35' minimum. The tail water elevation at the outlet of the grass-lined swale (for the 2-year, 24-hour storm event) = 11.78 feet. This is the 2-year design surface elevation for the regional pond. (See attached routing analysis results for the regional pond) Based on the Backwater analysis, the maximum surface water elevarion of the swale at its outlet (for the 2-year, 24-hour storm event) = 15.35 feet. Since the tail water elevation < the maximum surface water elevation at the swale outlet, the swale design is adequate in performing its water quality funcrion. SIIl�4i�RY OF RESULTS EXISTING CONDITIONS: (Parcels 1 & 2 Developed) Area: 43 .7 acres Pervious Area: 27. 8 acres Impervious Area: I5 . 9 acres Tc: 33 . 66 min. Cn: 85 FL�WS AND POND WATER SL'RFACE WITH 3QR CMP OVE�'LOW ELEV 12 . 5 1/2 2 yr Q = 2. 33 cfs 2 yr peak Q = 7.80 cfs 2 yr nax W. S. = Z1 . 66 ' 10 yr peak Q = 13 . 93 cfs 10 yr aax W.S. = 12. 23 ' I00 yr peak Q = 21. 99 cfs Ioo yr max w_S . = I2 . 89 ' 100yr/7day peak Q = 13 . 91 cfs 100yr/7day max W.S .= 13 . 29 ' max 100yr/7day W.S. with 30" cmp flap gate closed = 15 . 47 ' DEVELOPED CONDITIONS: (Future Full De�telopment) Area: 44 .0 acres (includes Parcel 3 Of`site) Pervious Area: I.8 .50 acres � Im�ervious Area: 25 . 50 acres Tc: 33 . I2 min Cn: 85 FLOWS AND WATER SL'RFACE WITH PL"t�P DISCciARGE OF 2 . 3 3 cf s ( 1046 gal/min) AT START-UP ELEV 11 . 78 ' AND POND W.S . @ 14 . 5' 2 yr peak Q = 9 . 15 cfs 2 yr �ax w.S . = 11 . 78 `- -m— IO yr peak Q = 15 . 27 cfs 10 yr raax W. S . = I1 . 94 ' 100 yr peak Q = 23 . 23 cfs 100 yr max W.S . = 12 . 58 ' 100yr/7day peak Q = 14 . 29 cfs 100yr/7day max w. S . = 13 . 00 ' max 100yr/7day W.S. with pu1�np shut off = 10 . 30' I ' � � BRH NO. 9030"9 . 04 APRIL I2 , 1993 d � � A z w a a d �cwaa��u ru �ct r�ef. `o�us,,� �/�/� � �, �-\\ ,(/�1 �`� � �\�/� � o � C� G� G� o Q � � C� G ' �,�� 0'�. Y V Y O � � �� O � V � F l��yit�t r�. Jr��X�L C!�'\ mwa OCT.11.1000 \T/�� Y �� ��Y V��Y V . VICINITY MAP � � N . T. 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SEATTLE, WASHINGTON J81 8H 206/43'I-7�70 FAX/43'I-7�75 5/22/00 4 : 17 :35 pm Pacific Engineering Design Inc page 1 BASIN RESULT SUMMARY BASIN -----VOLUMfi---- -RATE- ----TIME----- Hydrograph Area ID ---cf-- Ac-ft --cfe- -min- houre Methodology --Ha- OFF-SITE 2264 0.05 0.11 480 8.00 SBUH Method 0.57 OFFSITIO 3916 0.09 0.20 480 8.00 SBUH Hethod 0.57 OFFSIT25 4872 0.11 0.25 480 8.00 SBUH Method 0.57 OFFSITEI 5844 0.13 0.30 480 8.00 SBUH Method 0.57 ON-SITE 19449 0.45 1.17 480 8.00 SBUH Method 2.38 ON-SITE1 27759 0.64 1.67 480 8.00 SBUH Method 2.38 ON-SITE2 12168 0.28 0.72 480 8.00 SBUH Method 2.38 ON-SITEp 16350 0.38 0.77 480 8.00 SBUH Method 2.38 ONSITE25 23585 0.54 1.42 480 8.00 SBUH Method 2.38 � � � 5/22/00 4 : 14 :21 pm Pacific Engineering Design Inc page 1 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: OFF-SITE NAME : OFF-SITE TRIBUTORY AREA (2YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 57 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 22 . 54 min 5 . 74 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 135 .00 ns : 0 . 4000 p2yr: 1 . 95 s : 0 . 0600 I impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1. 95 s : 0 . 0600 �� impTcReach - Shallow L: 40 . 00 ks : 27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE: 0 . 11 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: OFFSITIO NAME: OFF-SITE TRIBUTORY AREA (lOYR) SBUH METHODOLOGY � TOTAL AREA. . . . . . . : 0 .57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 57 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . : 22 . 54 min 5 . 74 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 135 . 00 ns : 0 .4000 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 0 .20 cfs VOL: 0 . 09 Ac-ft TIME : 480 min BASIN ID: OFFSIT25 NAME : OFF-SITE TRIBUTORY AREA (25YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 57 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 22 . 54 min 5 . 74 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 135 . 00 ns : 0 . 4000 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks : 27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE: 0 . 25 cfs VOL: 0 . 11 Ac-ft TIME: 480 min 6/6/00 3 : 18 :31 pm Pacific Engineering Design Inc page 2 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: OFFSITEI NAME: OFF-SITE TRIBUTORY AREA {100Y) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 57 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 22 . 54 min 5 . 74 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 135 . 00 ns : 0 . 4000 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks : 27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE: 0 . 30 cfs VOL: 0 . 13 Ac-ft TIME: 480 min BASIN ID: ON-SITE NAME: PAVED AREAS&LANDSCAPE (lOYR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 10 Acres 1 . 28 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 12 . 82 min 5 . 74 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 1 . 95 s : 0 . 0600 TcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s:0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s :0 . 0050 PEAK RATE: 1 .20 cfs VOL: 0 .46 Ac-ft TIME : 480 min BASIN ID: ON-SITE1 NAME: PAVED AREAS&LANDSCAPE (100YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 10 Acres 1 . 28 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 12 . 82 min 5 . 74 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 1 . 95 s : 0 . 0600 TcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks : 27 . 00 s :0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s :0 . 0050 PEAK R.ATE : 1 . 71 cfs VOL: 0 . 65 Ac-ft TIME : 480 min 6/6/00 3 : 18 :31 m Pacific En ineerin Desi n Inc a e 3 I P 9 g 9 P g --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: ON-SITE2 NAME : PAVED AREAS&LANDSCAPE (2YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 .38 Acres BASEFLOWS : 0 . 00 cfs �, R.AINFALL TYPE. . . . : TYPElA PERV IMP I PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 10 Acres 1 . 28 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 12 . 82 min 5 . 74 min ABSTR.ACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 1 . 95 s : 0 . 0600 TcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 TcReach - Channel L: 800 .00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 500 . 00 kc :42 . 00 s: 0 . 0050 PEAK RATE: 0 . 76 cfs VOL: 0 .29 Ac-ft TIME: 480 min BASIN ID: ON-SITEp NAME: Pre-devloped 10-year storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 38 Acres BASEFLOWS : 0 . 00 cfs I RAINFALL TYPE. . . . : TYPElA PERV IMP �I PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 38 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 26 . 81 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1300 p2yr: 1 . 95 s : 0 . 0600 TcReach - Shallow L: 40 . 00 ks : 9 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc : 10 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 80o . 00 kc :42 . 00 s :0 . 0050 PEAK R.ATE: 0 . 77 cfs VOL: 0 .38 Ac-ft TIME: 480 min BASIN ID: ONSITE25 NAME : PAVED AREAS&LANDSCAPE (25YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 1 . 10 Acres 1 .28 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 12 . 82 min 5 . 74 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 1 . 95 s : 0 . 0600 TcReach - Shallow L: 40 . 00 ks : 27 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK R.ATE: 1 .45 cfs VOL: 0 . 55 Ac-ft TIME: 480 min h � 6/6/00 3 : 18 : 31 pm Pacific Engineering Design Inc page 4 DETAIL BASIN SUMMARY BASIN ID: OFF-SITE NAME : OFF-SITE TRIBUTORY AREA (2YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 57 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 22 . 54 min 5 . 74 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 135 . 00 ns : 0 . 4000 p2yr: 1 . 95 s : 0 . 0600 , impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 0 . 11 cfs VOL: 0 . 05 Ac-ft TIME : 480 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF {min) (cfs) (min) (cfs) {min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0063 610 0.0445 910 0.0315 1210 0.0238 1510 0.0011 20 320 0.0086 620 0.0432 920 0.0317 1220 0.0238 1520 0.0007 30 330 0.0107 630 0.0425 930 0.0319 1230 0.0238 1530 0.0004 40 340 0.0126 640 0.0420 940 0.0319 1240 0.0240 1540 0.0003 50 350 0.0145 650 0.0419 950 0.0320 1250 0.0240 1550 0.0002 60 360 0.0162 660 0.0419 960 0.0321 1260 0.0240 1560 0.0001 70 370 0.0175 670 0.0405 970 0.0296 1270 0.0241 1570 80 360 0.0185 680 0.0380 980 0.0256 1280 0.0240 1580 90 390 0.0195 690 0.0365 990 0.0231 1290 0.0240 1590 100 400 0.0206 700 0.0357 1000 0.0214 1300 0.0242 1600 110 410 0.0217 710 0.0352 1010 0.0204 1310 0.0241 1610 120 420 0.0227 720 0.0349 1020 0.0198 1320 0.0241 1620 130 430 0.0295 730 0.0348 1030 0.021D 1330 0.0233 1630 140 440 0.0406 740 0.0347 1040 0.0235 1340 0.0219 1640 150 450 0.0491 750 0.0347 1050 0.0252 1350 0.0210 1650 160 460 0.0658 760 0.0349 1060 0.0262 1360 0.0204 1660 170 470 0.0887 770 0.0349 10T0 0.0269 1370 0.0201 1670 180 480 0.1066 780 0.0350 1080 0.0274 1380 0.0199 1680 190 490 0.1052 790 0.0335 1090 0.0269 1390 0.0197 1690 200 500 0.0902 B00 0.0310 1100 0.0256 1400 0.0197 1700 210 510 0.0812 810 0.0294 1110 0.0249 1410 0.0196 1710 220 520 0.0744 820 D.0284 1120 0.0276 1420 0.0195 1720 230 530 0.0692 830 0.0278 1130 0.0261 1430 0.0196 1730 240 0.0002 540 0.0662 840 0.0275 1140 0.0221 1440 0.0196 1740 250 0.0006 S50 0.0611 850 0.0280 1150 0.0228 1450 0.0160 1750 260 0.0013 560 0.0544 860 0.0293 1160 0.0231 1460 0.0102 1760 270 0.0021 570 0.0503 870 0.0302 1170 0.0233 1470 0.0065 1770 280 0.0029 580 0.0479 880 0.0306 1180 0.0236 1480 0.0041 1780 290 0.0038 590 0.0465 690 0.0311 1190 0.0236 1490 0.0026 1790 300 0.0047 600 0.0456 900 0.0314 1200 0.0237 1500 0.0017 1800 6/6/00 3 : 18 : 31 pm Pacific Engineering Design Inc page 5 --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL BASIN SUMMARY BASIN ID: OFFSITIO NAME : OFF-SITE TRIBUTORY AREA (lOYR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 57 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 22 . 54 min 5 . 74 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 135 . 00 ns : 0 .4000 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s :0 . 0100 impTcReach - Channel L: 500 . �0 kc :42 . 00 s : 0 . 0050 PEAK RATE : 0 .20 cfs VOL: 0 . 09 Ac-ft TIME: 480 min TIME DESIGN TIME DESIGN TII� DESIGN TIME D85IGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfe) 10 310 0.0213 610 0.0749 910 0.0505 1210 0.0375 1510 0.0017 20 320 0.0264 620 0.0724 920 0.0507 1220 0.0374 1520 0.0011 30 330 0.0306 630 0.0710 930 0.0510 1230 0.03'l4 1530 0.0007 40 340 0.0342 640 0.0700 940 0.0510 1240 0.0376 1540 0.0004 50 350 0.0373 650 0.0697 950 0.0511 1250 0.0376 1550 0.0003 60 360 0.0401 660 0.0695 960 0.0513 1260 0.0376 1560 0.0002 70 370 0.0419 670 0.0669 970 0.0472 1270 0.0377 1570 0.0001 80 380 0.0430 680 0.0628 980 0.0408 1280 0.0377 1580 90 390 0.0442 690 0.0602 990 0.0367 1290 0.0376 1590 100 400 0.0455 700 0.0588 1000 0.0340 1300 0.0378 1600 110 410 0.0469 710 0.0578 1010 0.0324 1310 0.0377 1610 120 420 0.0482 720 0.0572 1020 0.0319 1320 0.0377 1620 130 430 0.0610 730 0.0570 1030 0.0334 1330 0.0364 1630 140 440 0.0820 740 0.0568 1040 0.0374 1340 0.0342 1640 150 450 0.0972 750 0.0567 1050 0.0399 1350 0.0329 1650 160 460 0.1269 760 0.0568 1060 0.0416 1360 0.0318 1660 170 470 0.1671 770 0.0568 1070 0.0426 1370 0.0314 1670 180 0.0003 460 0.1966 780 0.0569 1080 0.0433 1380 0.0310 1680 190 0.0011 490 0.1914 790 0.0544 1090 0.0425 1390 0.0307 1690 200 0.0022 500 0.1626 800 0.0503 1100 0.0405 1400 0.0306 1700 210 0.0035 510 0.1447 810 0.0476 1110 0.0393 1410 0.0306 1710 220 0.0048 520 0.1315 820 0.0460 1120 0.0435 1420 0.0304 1720 230 0.0062 530 0.1212 830 0.0450 1130 0.0412 1430 0.0305 1730 240 0.0075 540 0.1151 840 0.0493 1140 0.0349 1440 0.0305 1740 250 0.0092 550 0.1054 850 0.0452 1150 0.0359 1450 0.0249 1750 260 0.0111 560 0.0935 860 0.0472 1160 0.0364 1460 0.0159 1760 270 0.0129 570 0.0860 870 0.0485 1170 0.0367 1470 0.0101 1770 280 0.0146 580 0.0815 680 0.0492 1180 0.0371 1480 0.0064 1760 I 290 0.0162 590 0.0767 890 0.0499 1190 0.0372 1490 0.0041 1790 I 300 0.0177 600 0.0770 900 0.0503 1200 0.0372 1500 0.0026 1800 ! 6/6/00 3 : 18 : 31 pm Pacific Engineering Design Inc page 6 --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL BASIN SUMMARY BASIN ID: OFFSIT25 NAME : OFF-SITE TRIBUTORY AREA (25YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 57 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 22 . 54 min 5 . 74 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 135 .00 ns : 0 . 4000 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 � PEAK RATE: 0 .25 cfs VOL: 0 . 11 Ac-ft TIME: 480 min � TIME DESIGN TIM& DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN I RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfa) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0312 610 0.0919 910 0.0610 1210 0.0450 1510 0.0020 20 320 0.0380 620 0.0888 920 0.0613 1220 0.0449 1520 0.0013 30 330 0.0434 630 0.0869 930 0.0615 1230 0.0449 1530 0.0008 40 340 0.0479 640 0.0857 940 0.0615 1240 0.0451 1540 0.0005 50 350 0.0517 650 0.0852 950 0.0617 1250 0.0451 1550 0.0003 60 360 0.0550 660 0.0849 960 0.0619 1260 0.0451 1560 0.0002 I 70 370 0.0571 670 0.0817 970 0.0570 1270 0.0452 1570 0.0001 BO 380 0.0581 680 0.0766 980 0.0492 1280 0.0452 1580 90 390 0.0593 690 0.0734 990 0.0443 1290 0.0451 1590 100 400 0.0607 700 0.0716 1000 0.0410 1300 0.0453 1600 110 410 0.0622 710 0.0703 1010 0.0391 1310 0.0453 1610 120 420 0.0636 720 0.0696 1020 0.0379 1320 0.0452 1620 130 430 0.0799 730 0.0693 1030 0.0402 1330 0.0436 1630 140 440 0.1066 740 0.0690 1040 0.0450 1340 0.0410 1640 150 450 0.1257 750 0.0689 1050 0.0481 1350 0.0394 1650 160 0.0004 460 0.1628 760 0.0690 1060 0.0500 1360 0.0381 1660 170 0.0014 470 0.2126 770 0.0690 1070 0.0513 1370 0.0376 1670 :80 0.0029 480 0.2485 780 0.0690 1080 0.0521 1380 0.0372 1680 190 0.004fi 490 0.2409 790 0.0660 1090 O.D511 1390 0.0368 1690 200 0.0064 S00 0.2040 800 0.0610 1100 0.0487 1400 0.0367 1700 210 0.0082 510 0.1810 810 0.0577 1110 0.0472 1410 0.0367 1710 220 0.0100 520 0.1640 620 0.0557 1120 0.0523 1420 0.0364 1720 230 0.0118 530 0.1507 830 0.0545 1130 0.0495 1430 0.0365 1730 240 0.0136 540 0.1427 840 0.0537 1140 0.0419 1440 0.0365 1740 250 0.0158 550 0.1305 850 0.0547 1150 0.0431 1450 0.0298 1750 260 0.0183 560 0.1155 860 0.0571 1160 0.0437 1460 0.0190 1760 270 0.0205 570 0.1061 870 O.OSB7 1170 0.0441 1470 0.0121 1770 280 0.0227 580 0.1004 880 0.0595 1180 0.0445 1980 0.0077 1780 290 0.0246 590 0.0968 890 0.0603 1190 0.0446 1490 0.0049 1790 300 0.0264 600 0.0946 900 0.0608 1200 0.0447 1500 O.OD31 :800 6/6/00 3 : 18 : 31 pm Pacific Engineering Design Inc page 7 --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL BASIN SUMMARY BASIN ID: OFFSITEI NAME : OFF-SITE TRIBUTORY AREA (100Y) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 57 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 22 . 54 min 5 . 74 min ' ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 135 . 00 ns : 0 . 4000 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK R.ATE: 0 .30 cfs VOL: 0 . 13 Ac-ft TIME: 480 min TIME DESIGN TIME DESIGN TIMfi DESIGN TII� DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF ;min1 (cfs) (min) (cfs) (min? (cfs) (min) (cfa) (min) (cfs) (min) (cfs) 10 310 0.0418 610 0.1088 910 0.0714 1210 0.0524 1510 0.0023 20 320 0.0504 620 0.1051 920 0.0718 1220 0.0524 1520 0.0015 30 330 0.0571 630 0.1029 930 0.0720 1230 0.0524 1530 0.0009 40 340 0.0625 640 0.1013 940 0.0720 1240 0.0526 1540 0.0006 50 350 0.0670 650 0.1006 950 0.0722 1250 0.0525 1550 0.0004 60 360 0.0708 660 0.1003 960 0.0724 1260 0.0525 1560 0.0002 ' 70 370 0.0730 670 0.0964 970 0.0666 1270 0.0527 1570 0.0002 80 380 0.0739 680 0.0904 980 0.0576 1280 0.0526 1580 90 390 0.0751 690 0.0866 990 0.0518 1290 0.0526 1590 100 400 0.0765 700 0_0844 1000 0.0479 1300 0.0528 1600 110 910 0.0781 710 0.0829 1010 0.0457 1310 0.0527 1610 120 420 0.0795 720 0.0819 1020 0.0443 1320 0.0527 1620 130 430 0.0994 730 0.0816 1030 0.0470 1330 0.0508 1630 140 0.0002 440 0.1319 740 0.0812 1040 0.0526 1340 0.0478 1640 150 0.0010 450 0.1548 750 0.0810 1050 0.0562 1350 0.0459 1650 160 0.0026 460 0.1993 760 0.0812 1Q60 0.0585 1360 0.0444 1660 170 0.0047 470 0.2589 770 0.0811 1070 0.0600 1370 0.0437 1670 180 0.0070 480 0.3011 780 0.0811 1080 0.0609 1380 0.0433 1680 190 0.0093 490 0.2909 790 0.0776 1090 0.0597 1390 0.0428 1690 200 0.0116 500 0.2458 800 0.0716 1100 0.0569 1400 0.0427 1700 210 0.0140 510 0.2176 810 0.0678 1110 0.0551 1410 0.0427 1710 220 0.0162 520 0.1966 820 0.0654 1120 0.0611 1420 0.0424 1720 230 0.0183 530 0.1804 830 0.0639 1130 0.0578 1430 0.0425 1730 240 0.0204 540 0.1704 840 0.0630 1140 0.0489 1440 0.0425 1740 250 0.0231 550 0.1555 850 0.0642 1150 0.0503 1450 0.0347 1750 260 0.0262 560 0.1375 860 0.0670 1160 0.0510 1460 0.0221 1760 270 0.0290 570 0.1262 870 0.0686 1170 0.0514 1470 0.0141 1770 280 0.0315 580 0.1193 880 0.0698 1180 0.0520 1480 0.0090 1780 290 0.0338 590 0.1148 890 0.0707 1190 0.0521 1490 0.0057 1790 300 0.0358 600 0.1121 900 0.0712 1200 0.0521 1500 0.0036 1800 6/6/00 3 : 18 : 31 pm Pacific Engineering Design Inc page 8 --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL BASIN SUMMARY BASIN ID: ON-SITE NAME: PAVED AREAS&LANDSCAPE (lOYR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 .38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 10 Acres 1 . 28 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 12 . 82 min 5 . 74 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 1 . 95 s : 0 . 0600 TcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE: 1 .20 cfs VOL: 0 .46 Ac-ft TIME: 480 min TIME DESIGN TZI� DESIGN TIME DESIGN TIME DESIGN TIMfi DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF {min) (cfs) (min) (cfs) (min) (cfs) (min) (cfe) (min) (cfs) (min) (cfs) 10 310 0.2116 610 0.3346 910 0.2274 1210 0.1663 1510 0.0003 20 320 0.2587 620 0.3212 920 0.2289 1220 0.1652 1520 0.0001 30 330 0.2711 630 0.3189 930 0.2293 1230 0.1650 1530 40 340 0.2792 640 0.3170 940 0.2280 1240 0.1666 1540 50 0.0010 350 0.2859 650 0.3183 950 0.2294 1250 0.1653 1550 I 60 0.0049 360 0.2919 660 0.3188 960 0.2297 1260 0.1652 1560 70 0.0147 370 0.2873 670 0.2941 970 0.1905 1270 0.1667 1570 80 0.0269 380 0.2807 680 0.2647 980 0.1469 1280 0•1655 158Q 90 0.0367 390 0.2817 690 0.2589 990 0.1378 1290 0.1654 1590 100 0.0448 400 0.2847 700 0.2585 1000 0.1329 1300 0.1669 1600 110 0.0517 410 0.2892 710 0.2567 1010 0.1328 1310 0.1657 1610 120 0.0575 420 0.2912 720 0.2564 1020 0.1324 1320 0.1655 1620 130 0.0676 430 0.4368 730 0.2580 1030 0.1565 1330 0.1533 1630 140 0.0787 440 0.6091 740 0.2570 1040 0.1868 1340 0.1387 1640 150 0.0841 450 0.6484 750 0.2570 1050 0.1932 1350 0.1356 1650 160 0.0678 460 0.8755 760 0.2587 1060 0.1956 1360 0.1330 1660 170 0.0924 470 1.1361 770 0.2578 1070 0.1967 1370 0.1338 1670 180 0.0966 480 1.2039 780 0.2578 1080 0.1972 1380 0.1338 1680 I 190 0.1008 490 0.9538 790 0.2340 1090 0.1853 1390 0.1323 1690 200 0.1068 500 0.6387 800 0.2043 1100 0.1695 1400 0.1335 1700 210 0.1120 510 0.5830 810 0.1982 1110 0.1663 1410 0.1338 1710 220 0.1160 520 0.5412 820 0.1961 1120 0.2124 1420 0.1323 1720 230 0.1215 530 0.5079 830 0.1953 1130 0.1735 1430 0.1336 1730 240 0.1259 540 0.5010 840 0.1951 1140 0.1219 1440 0.1338 1740 250 0.1381 550 0.4382 850 0.2071 1150 0.1588 1450 0.0817 1750 260 0.1513 560 0.3662 860 0.2229 1160 0.1624 1460 0.0212 176D 270 0.1568 570 0.3521 870 0.2263 1170 0.1637 1470 0.0083 1770 280 0.1624 580 0.3491 880 0.2261 1180 0.1656 1480 0.0036 1780 290 0.1657 590 0.3464 890 0.2280 '_190 0.1648 1490 0.0016 1790 300 O.:c95 o�JO 0.3d'o] ?00 �.2280 =200 �.1543 1�00 J.00C7 18CC 5;5/OG 3 : 18 : 31 pm Pac��ic Ergineerir.g Des�gn Inc page � ' --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL BASIN SUMMARY BASIN ID: ON-SITE1 NAME : PAVED AREAS&LANDSCAPE (100YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AR.EA. . : 1 . 10 Acres 1 .28 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 12 . 82 min 5 . 74 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 .00 ns : 0 . 1500 p2yr: 1 . 95 s : 0 . 0600 TcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 1 . 71 cfs VOL: 0 . 65 Ac-ft TIME: 480 min T?ME DESIGN TIME DESIGN TII� DESIGN TIt� DESIGN TIME DESIGN TIME DfiSIGN Rt�IOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF ;min) (cfsi (min) (cfs) (min) (cfs) (min) (cfa) (min) (cfe) (min) (cfs) 10 310 0.3208 610 0.4660 910 0.3132 1210 0.2280 1510 0.0004 20 320 0.3899 620 0.4471 920 0.3151 1220 0.2263 1520 0.0002 30 330 0.4076 630 0.4436 930 0.3156 1230 0.2261 1530 40 0.0020 340 0.4183 640 0.4406 940 0.3137 1240 0.2282 1540 50 0.0095 350 0.4266 650 0.4422 950 0.3156 1250 0.2265 1550 60 0.0193 360 0.4338 660 0.4427 960 0.3160 1260 0.2263 1560 70 0.0364 370 0.4258 670 0.4083 970 0.2623 1270 0.2283 1570 80 0.0565 380 0.4146 680 0.3675 980 0.2025 1260 0.2267 1580 90 0.0696 390 0.4145 690 0.3591 990 0.1896 1290 0.2264 1590 100 0.0800 400 0.4175 700 0.3583 1000 0.1828 1300 0.2285 1600 110 0.0884 410 0.4228 710 0.3556 1010 0.1825 1310 0.2268 1610 120 0.0955 420 0.4247 720 0.3551 1020 0.1819 1320 0.2266 1620 130 0.1094 430 0.6308 730 0.3571 1030 0.2149 1330 0.2098 1630 140 0.1253 440 0.8761 740 0.3555 1040 0.2564 1340 0.1899 1640 150 0.1339 450 0.9321 750 0.3555 1050 0.2653 1350 D.1857 1650 160 0.1419 460 1.2501 760 0.3577 1060 0.2686 1360 O.1B20 1660 170 0.1519 470 1.6146 770 0.3563 1070 0.2701 1370 0.1831 1670 180 0.1605 480 1.7068 780 0.3563 1060 0.2708 1380 0.1831 1680 190 0.1671 490 1.3539 790 0.3234 1090 0.2545 1390 0.1810 1690 200 0.1756 500 0.9083 800 0.2824 1100 0.2328 1400 0.1826 1700 210 0.1825 510 0.8242 810 0.2738 1110 0.2283 1410 0.1829 1710 220 0.1874 520 0.7624 820 0.2708 1120 0.2912 1420 0.1809 1720 230 0.1945 530 0.7137 830 0.2696 1130 0.2382 1430 0.1827 1730 240 0.2001 540 0.7024 840 0.2691 1140 0.1675 1440 0.1830 1740 250 0.2174 550 0.6143 850 0.2855 1150 0.2177 1450 0.1120 1750 260 0.2364 560 0.5132 8fi0 0.3072 1160 0.2227 1460 0.0294 1760 270 0.2439 570 0.4924 870 0.3119 1170 0.2244 1470 0.0116 1770 280 0.2513 580 0•4874 860 0.3116 1180 0.2273 1480 0.0050 1780 290 0.2551 590 0.4832 890 0.3142 1190 0.2259 1490 0.0022 1790 300 0.2597 600 0.4823 900 0.3149 1200 0.2259 1500 0.0010 1800 6/6/00 3 : 18 :31 pm Pacific Engineering Design Inc page 10 DETAIL BASIN SUMMARY BASIN ID: ON-SITE2 NAME: PAVED AREAS&LANDSCAPE (2YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 10 Acres 1 . 28 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . : 12 . 82 min 5 . 74 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 1 . 95 s : 0 . 0600 TcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks : 27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc : 42 . 00 s : 0 . 0050 PEAK R.ATE: 0 . 76 cfs VOL: 0 . 29 Ac-ft TIME : 480 min TIMfi DESIGN TIME DBSIGN TIME DBSIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfe) (min) (cfa) (min) (cfs) (min) (cfs) 10 310 0.1196 610 0.2162 910 0.1498 1210 0.1105 1510 0.0002 20 320 0.1477 620 0.2077 920 0.1509 1220 0.1097 1520 30 330 0.1554 630 0.2066 930 0.1512 1230 0.1097 1530 40 340 0.1609 640 0.2055 940 0.1504 1240 0.1107 1540 50 350 0.1659 650 0.2067 950 D.1514 1250 0.1099 1550 ' 60 360 0.1705 660 0.2072 960 0.1517 1260 0.1099 1560 � 70 0.0014 370 0.1686 670 0.1910 970 0.1255 1270 0.1109 1570 I 80 0.0060 380 0.1655 680 0.1719 980 0.0967 1280 0.1101 1580 90 0.0122 390 0.1671 690 0.1685 990 0.0908 1290 0.1100 1590 100 0.0177 400 0.1698 700 0.1685 1000 0.0878 1300 0.1111 1600 110 0.0225 410 0.1733 710 0.1674 1010 0.0877 1310 0.1103 1610 120 0.0268 420 0.1753 720 0.1673 1020 0.0875 1320 0.1102 1620 �I 130 0.0331 430 0.2670 730 0.1685 1030 0.1037 1330 0.1020 16�0 � 140 0.0401 440 0.3746 740 0.1679 1040 0.1238 1340 0.0923 l0'40 150 0.0443 450 0.3991 750 0.1681 1050 0.1280 1350 0.0903 1650 160 0.0475 460 0.5448 760 0.1693 1060 0.1295 1360 0.0886 16oC 170 0.0510 470 0.7119 770 0.1687 1070 0.1303 1370 0.0892 167C I 160 0.0539 480 0.7571 780 0.1689 1080 0.1306 1380 0.0892 1680 �, 190 0.0559 490 0.5983 790 D.1532 1090 0.1227 1390 0.0882 1697 200 0.0587 500 0.3991 800 0.1336 1100 0.1122 1400 0.0890 170 210 0.0607 510 0.3679 810 0.1299 1110 0.1102 1410 0.0892 17: 220 0.0621 520 0.3434 820 0.1287 1120 0.1411 1420 0.0882 17� 230 0.0643 530 0.3236 830 0.1282 1130 0.1149 1430 0.0891 17a 240 0.0664 540 0.3204 840 0.1281 1140 0.0805 1440 0.0693 l;a 250 0.0734 550 0.2803 B50 0.1362 1150 0.1055 1450 0.0542 17= 260 0.0812 560 0.2342 860 0.1467 1160 0.1078 1460 0.0138 17� 270 0.0849 570 0.2261 870 0.1489 1170 0.1087 1470 0.0054 17 � 280 0.0887 580 0.2247 880 0.1488 1180 0.1101 1480 0.0023 17� 290 0.0913 590 0.2234 890 0.1501 1190 0.1094 1490 0.0010 _. 6/6/00 3 : 18 : 32 pm Pacific Engineering Design Inc page 11 --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL BASIN SUMMARY BASIN ID: ON-SITEp NAME : Pre-devloped 10-year storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 .38 Acres BASEFLOWS : 0 . 00 cfs ! RAINFALL TYPE. . . . : TYPElA PERV IMP ; PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 38 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 26 . 81 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1300 p2yr: 1 . 95 s : 0 ..0600 TcReach - Shallow L: 40 . 00 ks : 9 . 00 s : 0 . 0100 TcReach - Channel L: 500 . 00 kc : 10 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE: 0 . 77 cfs VOL: 0 . 38 Ac-ft TIME : 480 min TIME DESIGN TIME DESIGN TIME JESIGN TIME DESIGN TIME DESIGN TIME �ESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF ;min) (cfs) (min) (cfa) (min) (cfs) (min) (cfs) (min) (cfs> (min) (cfs) 10 310 0.0849 610 0.3195 910 0.2100 1210 0.1563 1510 0.0111 20 320 0.1046 620 0.3086 920 0.2112 1220 0.1563 1520 0.0076 30 330 0.1215 630 0.3014 930 0.2122 1230 0.1563 1530 0.0052 40 340 0.1364 640 0.2964 940 0.2124 1240 0.1569 1540 0.0036 50 350 0.1496 650 0.2938 950 0.2132 1250 0.1568 1550 0.0025 60 360 0.1616 660 0.2924 960 0.2138 1260 0.1568 1560 0.0017 70 370 0.1700 670 0.2824 970 0.1993 1270 0.1574 1570 0.0012 80 380 0.1755 680 0.2665 960 0.1755 1280 0.1572 1580 0.0008 90 390 0.1810 690 0.2558 990 0.1592 1290 0.1572 1590 0.0005 100 400 0.1868 700 0.2492 1000 0.1479 1300 0.1577 1600 0.0004 110 410 0.1929 710 0.2444 1010 0.1400 1310 0.1576 1610 0.0003 120 420 0.1986 720 0.2412 1020 0.1349 1320 0.1575 1620 0.0002 130 430 0.2457 730 0.2398 1030 0.1408 1330 0.1527 1630 0.0001 140 440 0.3244 740 0.2385 1040 0.1548 1340 0.1447 1640 150 450 0.3851 750 0.2377 1050 0.1644 1350 0.1392 1650 160 460 0.4990 760 0.2379 1060 0.1711 1360 0.1348 16b0 170 0.0001 470 0.6538 770 0.2377 1070 0.1757 1370 0.1325 1670 180 0.0013 480 0.7742 780 0.2377 1080 0.1790 1380 0.1309 1680 190 0.0041 490 0.7701 790 0.2288 1090 0.1766 1390 0.1292 1690 200 0.0082 500 0.6750 800 0.2133 1100 0.1697 1400 0.1287 1700 210 0.0130 510 0.6118 810 0.2027 1110 0.1650 1410 0.1284 1710 220 0.0182 520 0.5616 820 0.1956 1120 0.1801 1420 0.1275 1720 230 0.0238 530 0.5205 830 0.1908 1130 0.1722 1430 0.1276 1'730 240 0.0294 540 0.4937 840 0.1875 1140 0.1493 1440 0.1277 1740 250 0.0361 550 0.4547 850 0.1900 1150 0.1518 1450 0.1073 1750 260 0.0437 560 0.4069 660 0.1969 1160 0.1529 1460 0.0736 1760 270 0.0510 570 0.3747 870 0.2017 1170 0.1538 1470 U.O505 1770 280 0.0582 580 0.3536 880 0.2046 1180 0.1550 1480 0.0346 1780 290 0.0648 590 0.3392 890 0.2072 1190 0.1553 1490 0.0237 1790 300 0.0711 600 0.3298 900 0.2091 1200 0.1555 1500 0.0163 1800 6/6/00 3 : 18 :32 pm Pacific Engineering Design Inc page 12 DETAIL BASIN SUMMARY BASIN ID : ONSITE25 NAME : PAVED AREAS&LANDSCAPE (25YR) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 1 . 10 Acres 1 . 28 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . : 12 . 82 min 5 . 74 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 1 . 95 s : 0 . 0600 TcReach - Shallow L: 40 . 00 ks : 27 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 1 . 95 s : 0 . 0600 impTcReach - Shallow L: 40 . 00 ks :27 . 00 s : 0 . 0100 impTcReach - Channel L: 800 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 1 . 45 cfs VOL: 0 . 55 Ac-ft TIME : 480 min TIME DESIGN TIME DESIGN TT_ME DESIGN TIME DESIGN TIME DESIGN TIME DES?GN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfa) tmin) (cfs) (min) (cfs) (min) (cfs) (min) ;cfs; 10 310 0.2656 610 0.4004 910 0.2704 1210 0.1972 1510 0.0004 20 320 0.3236 620 0.3842 920 0.2721 1220 0.1958 1520 O.00G2 30 330 0.3386 630 0.3813 930 0.2725 1230 0.1956 153U 40 0.0003 340 0.3480 640 0.3788 940 0.2709 1240 0.1974 1540 50 0.0042 350 0.3556 650 0.3803 950 0.2726 1250 0.1960 155;� 60 0.0115 360 0.3622 660 0.3808 960 0.2729 1260 0.1958 15c= 70 0.0250 370 0.3560 670 0.3513 970 0.2265 1270 0.1976 15"'. 80 0.0411 380 0.3471 680 0.3161 980 0.1747 1280 0.1961 15E 90 0.0526 390 0.3476 690 0.3091 990 0.1637 1290 0.1960 155 100 0.0619 400 0.3506 700 0.3085 1000 0.1579 1300 0.1977 16`v_ 110 0.0697 410 0.3556 710 0.3062 1010 0.1577 1310 0.1963 161 120 0.0762 420 0.3576 720 0.3058 1020 0.1572 1320 0.1961 16i 130 0.0882 430 0.5334 730 0.3076 1030 0.1858 1330 0.1816 16: 190 D.1015 440 0.7421 740 0.3063 1040 0.2217 1340 0.1644 16- 150 0.1074 450 0.7897 750 0.3063 1050 0.2293 1350 0.1607 lo= 160 0.1123 460 1.0623 760 0.3083 1060 0.2322 1360 0.1576 16o'v 170 0.1199 470 1.3749 770 0.3071 1070 0.2334 1370 0.1585 1670 180 0.1270 480 1.4550 780 0.3071 1080 0.2340 1380 0.1585 1680 190 0.1329 490 1.1536 790 0.2788 1090 0.2199 1390 0.1567 1690 200 0.1403 500 0.7733 800 0.2434 1100 0.2012 1400 0.1581 1700 210 0.1464 510 0.7036 810 0.2361 1110 0.1973 1410 0.1584 1710 220 0.1510 520 0.6518 820 0.2335 1120 0.2519 1420 0.1567 1720 230 0.1573 530 0.6108 830 0.2325 1130 0.2059 1430 0.1562 1730 240 0.1623 540 0.6018 840 0.2321 1140 0.1447 1440 0.1584 1740 250 0.1771 S50 0.5263 850 0.2463 1150 0.1883 1450 0.0969 1750 260 0.1931 560 0.4397 860 0.2651 1160 0.1926 1460 0.0254 1760 270 0.1996 570 0.4223 870 0.2692 1170 0.1941 1470 0.0100 1770 290 0.2062 580 0.4183 880 0.2690 1180 0.1966 1980 0.0043 1780 290 0.2097 590 0.4149 890 0.2712 1190 0.1954 1490 0.0019 1790 300 0.2140 600 0.4143 900 0.2718 1200 0.1954 1500 0.0008 1800 � PAGFIC ENCiINEERIN�.i DE31ON INC. � '1OB ����'�7� �� �''L r ����� CIVIL ENGINEERING AND PLANNING CONSULTANTS �E�� / � CALCULATED BY �1n ��� DATE �s"�l�" "�`� _._: ...___ . __.__ _ . . :_. ! 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' -- - .. _ _... . __ __ _ .... __.....- -- - - --. _ .... .......----.....:_._.. ... . _....__... �... , .._...� :._._.....:._._. _ ..�. ._ _ ... _. _. .... _ __ - ......._. . ... :..._....... — ----._._ .__.__-� ... _ _._ _._ .... _. _..- - --—-. . _ I.... : 4800 S 'I 88TH ST.. SUITE 360. SEATTLE. WASHINGTON J81 88 20�/43'I-7�70 FAX/43'I-7J75 •� KING COUNTY, WA .. r� INGTON, SURFACE WATER DESIGN MANUAL I o The velocity of runoff through the biofiltration swale or filter strip for the maximum conveyance I capacity design flow rate (see Core Requirement J14, Section 1.2.4) shall not exceed 5 feet per second. Desiqn Flow Depth o Biofiltration swales shall be designed using a design flow depth at the biofiltration design flow rate by ass�ming a winter design height of vegetation as shown in Table 4.6.4A. TABLE 4.6.4A DESIGN FLOW DEPTH BY TYPE OF VEGETATION Type of Vegetation Winter Design Height Design Flow Depth Urban (lawnsl 3 inches 1 inch Rural (natural areasf 6 inches 4 inches Wetlands (wet areas) 10 inches 8 inches Design Process Biofiltration Swales I 1 . Compute the biofiltration design flow rate. I 2. Determine the preliminary route and actual slope. � 3. Compute the bottom width of the swale based on the proposed vegetation type and side slopes ', (3 to 1 preferredl. '� 4. Check the velocity at the biofiltration design flow rate {Ignore the check dams and use the actual swale slope). If in excess of 1 .5 feet per second, re-design the swale by decreasing the actual swale slope, stepping down the slope by dividing the swale into segments, or increasing the width. 5. If the swale length must be less than 200 feet in length, compute the surface area of the design water surface at the biofiltration design flow rate and widen the shortened swale to provide an equivalent surface area. 6. Use the conveyance capacity maximum design flow rates and establish the required swale depth to provide adequate freeboard. 7. Check the maximum velocity in the swale at the maximum design flow rate (lgnore the check dams when computing the maximum velocity.) If greater than 5 feet per second re-design the swale by decreasing the actual swale slope, stepping down the slope by dividing the swale into segments, or increasing the width. Filter Striqs �� 1 . Compute the required width of the filter strip by calculating the.-4e�g� of of tributary unit area of impervious surface per one foot length of strip and multiplying times 0.23 feet. 2. Determine the preliminary design of the filter strip. 3. Size the swale at the toe of the filter strip to convey the maximum design flow rates from the area tributary to the filter strip. 4.6.5 COALESCING PLATE OIL/WATER SEPARATORS Coalescing plate oil/water separators are �sed to effectively remove oil and grease from surface water. They operate by using differential gravity separation of particles that have a different density than water. Particles of higher density than water (such as sediments) will settle down to the bottom, while particles with a lower density than water (such as oils) will rise to the top. Once separated from the water column the particles of interest can be removed. The most effective separator designs employ a series of parallel inctined plates that shorten the distance particles have � 4.6.5-1 11/92 MAN-MADE CHANNELS �RIABLES LIST: Y - FLOW DEPTH B - CHANNEL BOTTOM WIDTH S - CHANNEL SLOPE Q - FLOWRATE M - CHANNEL SIDE SLOPE N - CHANNEL ROUGHNESS �RIABLE TO BE SOLVED (Y,Q,B,M, S OR N) ? B (FT) ? 0 . 5 RESULTS 4 (CFS) ? 0 . 8� -� �syR•Z4k� _________________ 1 (FT/FT) ? 0 . 35 B= 4 . 94 FT , {FT/FT) ? 0 . 02 A= 2 . 56 SF N (FT�1/6) ? 0 . 35 P= 6 . 00 FT V= 0 . 34 FPS F= 0 . 09 SUB-CRITICAL FLOW <Shift> <Prt Sc> print <Return> repeat <Space Bar> back to menu -- --- --- - --- -- - ---- -- - ----�-------- - - - ------ -- --- -- � -- - -- - - ----- -�- - ------- MAN-MADE CHANNELS �RIABLES LIST: Y - FLOW DEPTH B - CHANNEL BOTTOM WIDTH S - CHANNEL SLOPE Q - FLOWRATE M - CHANNEL SIDE SLOPE N - CHANNEL ROUGHNESS �RIABLE TO BE SOLVED (Y,Q,B,M, S OR N) ? Y � (CFS) ? 2 . O 1-� �,b��� RESULTS B (FT) ? 5 _________________ ] (FT/FT) ? 3 Y= 0 .49 FT � (FT/FT) ? 0 . 02 A= 3 .20 SF N (FT�1/6) ? 0 . 18 P= 8 . 12 FT V= 0 . 63 FPS F= 0 . 17 SUB-CRITICAL FLOW <Shift> <Prt Sc> print <Return> repeat <Space Bar> back to menu ----------------------------------------------------------------------------- � ' MAN-MADE CHANNELS �RIABLES LIST: Y - FLOW DEPTH B - CHANNEL BOTTOM WIDTH S - CHANNEL SLOPE Q - FLOWRATE M - CHANNEL SIDE SLOPE N - CHANNEL ROUGHNESS �RIABLE TO BE SOLVED (Y,Q,B,M, S OR N) ? Y QL1�Q, � (CFS) ? 0 . 87 �- RESULTS B �FT) ? 5 _________________ 1 (FT/FT) ? 3 Y= 0 . 31 FT � (FT/FT) ? 0 . 02 A= 1 . 82 SF N (FT�1/6) ? 0 . 18 P= 6 . 94 FT V= 0 .48 FPS F= 0 . 16 SUB-CRITICAL FLOW <Shift> <Prt Sc> print <Return> repeat <Space Bar> back to menu ---------------------------------------------------- ------------------------- Q � � Z W a a � Convey�ance Systems Analysis I In order to ensure that the designed conveyance system will be sufficient for the ' conditions in the area of construction, a number of steps were taken to analyze its capacity. Flow distribution Initially, boundaries defining each sub-basin feeding into a catch basin were assigned. T'he impervious and pervious areas were then calculated, enabling the runoff coefficient (C)to be defined. The distribution of flow throughout the system was calculated using the Rational Method and was then applied to the flows obtained from the Water Works program. The 25-yr flow of 1.70 cfs was used as the minimum and the 100-yr flow of 2.01 cfs was used as the maximum. Backwater In order to ensure that the hydraulic gradeline (hgl) will be a minimum of 1' below all grate elevations during the 25-yr and 100-yr 24-hour storm events, the King County Backwater(KCBW) program was used to analyze the system. Included in this report: • A sketch of the pipe network being ana.lyzed • A basin map illustrating the boundaries between each sub-basin • Summary of the areas and the runoff coefficients • Summary of the pipe diameters, lengths, slopes, and flows used in the Backwater calculations • Breakdown of the networks used in KCBW • KCB W printouts • Summary of minimum clearance at each catch basin _ ; _ _ __ ' p�P� "�,l � �\l��C"1��, ; i ; : ; • , . ........... .., . , ; ... ; _ ., ;.. _... , .. . ,.... ; � � � p... .. _t �. : � r ; ,.. �., ;. ;..._ _; _; , __ ....... .:......... .. . . ; . , . ; � ;.. � ;.. _`... �g� O qQ ; , � ' ' . i. i - : : • : . _ �.......... . . . 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Y� � � � �C X� r�� ��, � J xi*�x' � � � \ IMPERVIOUS eA � '�' ,J ��� xix'"� ; ; ` AREA LANDSCAPE TOTAL AREA = �r ''� O ��q �a� i*� \ (ROOF+PVMT+SDWK+CURB)� �EA � S� �j • �� Bj */x �t � ��.�� �y� ?.�� �,i� �', i se,�, 13889.3 - 13889.3 'e� �r'�'� � *�x�" �� '�, 1 ' SBr2 332i.s 757.28 �e�:+= � D7p78 .{/..� � */x� � I I i s�� ;1 � ' � seMa 765,2 541.6 1306.8 • `;� � �` I se,�s 545.66 545.66 � ��� n t �� I ss,rs 22887.05 22887.05 �. � � � se,�� 697.1 1607.03 2304.11 a ' ' � � se,ra 3142.1 2929.Q 6071.1 � I I � � � � � se,�w 2984.9 83.3 3068.17 . � � � � ' se*�0 4918.3 3453.4 8371 J0 ' � sB*+' 7450.47 8760 16210.46 I , ' I ' ss�tt t o 180.7 6221.1 6401.82 Area = 8371 .7 1 1' seN�2 6256.3 571.14 6827.45 � 1 \ ss,��e 11320 10000.56 21320.56 I .3x- ,� ^�"!,• \ �?. ' �� � � I t I`�T'�"* � Area = 2304.11 � ► II1I1 ;.1 * �.. � II1111� „t `�,.tio I�I.�I�I�.�.�� � ae�7 �y.�.�.�.� 8� .� �. II1I1� ' �}.1I����t1�I�I�'+. •�i I I I 1 I 1�1 � Area = 1 1 '� � \`. � 1II11�1 ��. . ' Itlllll . . ,- . `.I I11�1��j�i[r ' o ����,�S � I I 1 [ - se�a . ' '���_- o � � - , __'-- o II111�11�� Area 20: 6 �„ �:j.�.4.� I I 1;L . • o -: _ � ` Q , 1 1 1 1 1 1 I�L _ �-_� �,., ,�I 1 1 I I 1 I jl� o \�' , , __�.-�i/- � 1 1 I�I�I � I�.� � � � � _ . '�. � �:�.j.� l 1`I I�.;� ' � � i � i � ' �' � . _ -� � .� R,u�o•�•. . � 1 1 .i�'' �-; aooa�r.E . ,�I�1�� b --- ' � ^ , ►'I � ' o �'l l l l l l�j,�' � _ _ e i ii ii iti�i i l� � �g'��� - f � �,�� - �. 8 _ / � ,��� --- �l re �. � -T , �.� �, � -� - Area = 545.66 � s �� -" sai�S �; zo• se�a es►�•t �� Q, �=-< _ ' D � - ---'=-=- re 22887.05 GB� I Area =3068.17 - _ ; se�v w ---------_______ �`�� _____ _- r e a = . 2 Q _ 8 Area = 6071 .07 � ----.- sa�Fa m -----, ----�_� ;` o �,� - � a' 0 - 1 ��_�- 1 ------ 8B�iM2 rn --�.. - --F------ i -_ _ - - � .� `` - _ � - �� Area = 3907.40 � a / 1� � Cfl ( i ��f1,'�' i a e gAS�� �"�/�P Summary of Calculations TOTAL AREA PERVIOUS IlV�ERVIOUS RUNOFF AREA NAME COEFFICIENT �ac� �a tac� a�A�ac) „�„ A 1 (CB#1} 0.319 0.000 0.319 0.90 A2 (CB#2) 0.094 0.017 0.076 0.78 A3 (CB#3) 0.030 0.012 0.018 0.63 AS (CB#5) 0.013 0.000 0.013 0.90 A6 (CB#6) 0.525 0.525 0.000 0.25 A7 (CB#7) 0.053 0.037 0.016 0.45 A8 (CB#8) 0.139 0.067 0.072 0.59 A9 (CB#9) 0.070 0.002 0.069 0.88 A10 (CB#10) 0.192 0.079 0.113 0.63 A11 (CB#11) 0.372 0.201 0.171 0.55 Al la(YD#1 lA) 0.147 0.143 0.004 0.27 Al2 (CB#12} 0.157 0.013 0.144 0.85 A16 (CB#16) 0.489 0.230 0.260 0.60 Note: C values used were C= .25 for Lawns(Pervious Areas) C= .90 for Pavement and roofs(Impervious Areas) Summary of Calculations (cont.) PIPE PII'E LENGTH 25-YR DESIG 100-YR FROM CB# TO CB# DIAMETER (ft•)AND �,OW(CFS) DESIGN FLO in. SLOPE CFS YD#11 a CB#11 8 72 0.035 0.01 0.01 CB#11 CB#12 12 53 0.05 0.40 0.47 Cb#12 CB#9 12 128 0.035 0.61 0.72 CB#10 CB#9 12 60 0.044 0.21 0.25 CB#9 CB#8 12 67 0.342 0.87 1.03 CB#1 CB#2 12 101 0.01 0.13 0.16 CB#2 CB#3 12 40 0.125 0.25 0.29 CB#3 CB#8 12 116 0.127 0.27 0.32 CB#8 CB#7 12 40 0.095 1.25 1.47 CB#7 CB#5 12 19 0.05 1.28 1.51 CB#5 CB#6 12 575 0.018 1.29 1.52 CB#16 CB#b 12 53 0.05 0.50 0.59 CHANNEL CB#6 �ET 12 97 @ 0.075 1.70 2.01 .- ,�V' ._ — C.� ,., , .: � PACIFIC ENCiINEERINQ DE31G1N INC. � �°B''`r` �k�`��_� � . -_ " � CIVIL ENGINEERING AND PLANNING CONSULTANTS � ` SHEET NO. OF J `1 _ - i- `� , �� -' ca.cuwFn ev�� ; ; _ - - a� �--� � -' � __ __.. _. _.. __ ,. J`J; ; r� w �C �-- � )`' �� � i�)1�l�. _ <.jV_ `J �1 q� _ :�.... '! �:-- 1l I ; '' �. � :� . l' �.�' �.. .� i _ ._ � _ _ — f 1/� 'C,l-�t/ l�o> �'� �/bo_ ��, ,7 r�, �v M,4 x. 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WASHINGTON �18'1 8B 20B/43'I-7�70 FAX/43'I-7J75 ���I BACKWATER COMPUTER PROGRAM FOR OPEN CHANNELS Channel Data Filename:netl.bwc Tailwater Elevation:16.3 feet Discharge Range:l.7 to 2.01 Step of 0.05 [cfs] STATION a.00: INVERT= 15.00 FT EC=1.15 Q-RATI0=0.00 CROSS-SECTION DATA: DIST/STAGE IS MEASURED rROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE (FT} N-FACTOR * RIGHT(FT) STAGE{FT) N-FACTOR 2.50 0.00 0.024 * 2.50 0.�0 0.024 6.40 1.30 0.024 * 6.40 1.30 0.024 10.00 1.38 0.070 * 10.00 1.36 0.070 Q(CFS) Yl (FT) WS ELEV. * YC-IN YN-IN Q-TW TW-HT N-Yl A-Y1 WP-Y1 V-Y1 **x*t***+******************�****************************************�***�****** 1.70 1.30 16.30 * 0.16 0.15 0.00 1.30 0.024 11.57 13.22 0.15 1.75 1.30 16.30 * 0.16 0.15 0.00 1.30 0.024 I1 .57 13.22 0.15 1.80 1.30 16.30 * 0.17 0.15 0.00 1.30 0.024 11.57 13.22 O.I6 1 .85 1.30 16.30 * �.17 0.15 0.00 1.30 0.024 11.57 13.22 0.16 1.90 1.30 16.30 * 0.17 0.15 0.00 1.30 0.024 11.57 13.22 0.16 1.95 1.30 16.30 * 0.17 0.16 �.00 1.30 0.024 11.57 13.22 0.17 2.00 1.30 16.30 * 0.18 0.16 0.00 1.30 0.024 11 .57 13.22 0.17 2.01 1.30 10.30 * 0.18 0. 16 0.00 1.30 C.024 11 .57 13.22 0.17 ****REACH N0. I: LENGTH= 50.00 FT AVG.GRADE= 2.00% **�* �TATION 50.00: INVERT= 16.00 FT EC=1.15 Q-RATI0=0.00 CRGSS-SECTION DATA: �IST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES ' L�FT(FT) STAGE(FT) N-FACTOR * RIGHT{FT) STAGE(FT) N-FACTOR 2.50 0.00 0.024 * 2.50 0.00 0.024 6.40 1.30 0.024 * 6.40 1.30 0.024 10.00 2.09 0.070 * I0,00 2.26 0.070 Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 �********�***�***************+**�******************�************�************** 1.70 0.32 16.32 * 0.16 0.15 O.lb 0.15 0.024 1.91 7. 02 0.89 1.75 0.32 16.32 * 0.16 0. 15 0.16 0.15 0.024 1.91 7.02 0.92 1.80 0.32 16.32 * 0.17 0.15 0.17 0.15 0.024 1.91 7. Q2 0.94 1.85 0.32 16.32 * 0.17 0. 15 0. 17 0.15 0.024 2.91 7.02 0.97 1.90 0.32 16.32 * 0.17 0.15 0. 17 0.15 0.024 1.91 7.02 1.00 1.95 0.33 16.33 * 0.17 0.16 0.17 0.16 0.024 1.98 7 .09 0.99 2.00 0.33 16.33 * 0.18 0.16 0.18 0.16 0.029 1.98 7 .09 1.01 2.01 0.33 16.33 * 0.18 0.16 0.18 0.16 0.024 1.98 7.09 I.02 ****REACH N0. 2: LENGTH= 50.00 FT AVG.GRADE= 2.00$ **** STATION 100.00: INVERT= 17.00 FT EC=1.15 Q-RATIQ=0.00 CROSS-SECTION DATA: I I DIST/STAGE IS Y�EA:URED ETcGM I?�1VERT; N-FAC IS �EASURED BETWEEN STAGES LEFT (FT) STAGE (FT) N-FACTOR * RIGHT(FTj STAGE (FT) N-FACTOR 2.50 0.00 0.024 * 2.50 0.00 0.024 6.40 1.30 0.029 * 6.40 1.30 0. 024 10.G0 � . 81 C.0?u * 10.00 3.%i 0 .07C Q (CFS) Yi (FT i WS ELEV. * `_'C-IN YN-IN YL-vT YN-vT N-Y'� A-Y1 inTP-Y1 'J-Yl *x��*�*�***+x********�x**�*���*�**;�****x**x+*�x�**x*�****x**�**x�*�************ 1.70 0.15 17.15 � 0.16 0.15 0.16 0.15 0.024 0.82 5.95 2.08 1.75 0.15 17.15 * 0.16 0.15 0.16 0.15 0.024 0.82 5.95 2.14 1.80 0.15 17.15 * 0.17 0.15 0.17 0.15 0.024 0.82 5.95 2.20 1.85 0.15 17.15 * 0.17 0.15 0.17 0.15 0.024 0.82 5.95 2.26 1.90 0.15 17.15 * 0.17 0.15 0.17 0.15 0.024 0.82 5.95 2.32 1.95 O.lo 1'7.16 * 0.17 0.16 0.17 0.16 0.024 0.88 6.01 2.22 2.00 0.16 17.16 * 0.18 0.16 0.18 0.16 0.024 0.88 6.01 2.28 2.01 0.16 17.16 * 0.18 0.16 0.18 0.16 0.024 0.88 6.01 2.29 ****REACH N0. 3: LENGTH= 50.00 FT AVG.GRADE= 2.00� **** STATION 150.00: INVERT= 18.00 FT EC=1.15 Q-RATI0=0.00 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT (FT) STAGE (FT) N-FACTOR * RIGHT{FT) STAGE (FT) N-FACTOR 2.50 0.00 0.029 * 2.50 0.00 0.029 6.40 1.30 0.024 * 6.40 1.30 0.024 10.00 3.62 0.070 * 10.d0 3.72 0.070 Q (CFS) Yl (FT} WS ELEV'. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Yl WP-Y1 V-Y1 �A'�Xx,�*�k�k**tkit'ki['kY*�1:'k*:k**�k�F'k**#**�I(**�[*9:**-k�e***'k****iC**�F**�1[*�[�[*�F'k*�'�e�C'k�c�r�:'k�:'*�t'k'k**�J[* 1.70 0.15 18.15 * 0.16 0.15 0.16 0.15 0.024 0.82 5.95 2.08 1.75 0.15 18.15 * 0.16 0.15 0.16 0. 15 0.024 6.82 5.95 2.14 1.80 0.15 18.15 * 0.17 0.15 0.17 0.15 0.024 0.82 5.95 2.20 1.85 0.15 18.15 * 0.17 0.15 0.17 0.15 0.024 0.82 5.95 2.26 1.90 0.15 18.15 * 0.17 0.15 0.17 0.15 0.024 0.82 5.95 2.32 1.95 0.16 18.16 * 0.17 0.16 0.17 0.16 0.024 0.88 6.01 2.22 2.00 0.16 18.16 * 0.13 0.16 0. 18 0.16 0.024 0.88 6.01 2.28 2.�1 C.16 la. lo * 0.18 O.ln �. 18 G.ib 0.0�4 0.88 ei. 01 �.29 ****rZr".ACH N0. 4: LENGTH= 50.00 �T AVG.GRADE= 2.00° ***x �TATION 200.00: INVERT= 19.OQ FT EC=1.15 Q-RATI0=0.00 CRCSS-SECTION DATA: BIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT (FT} STAGE(FT) AT-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 2.50 0.00 0.024 * 2.50 0.00 0.024 6.50 1.30 0.024 * 6.40 1.30 0.024 10.00 4.45 0.070 * 10.00 4.25 0.070 Q(CFS) Y1{FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 +#z:kx�k*x�k-t#�k*#,F*��k�F�k#�I:x*�ky:#-k#*-k�rt�+r�r*#:k*-F#*-k x�k*#-F x*ic*;c##**ir-k�I:x,F�k x�kxyrx�k#*yc*vr*#•4,� 1.70 0.15 I9.15 * 0.16 0.00 0.16 0.15 0.024 0.82 5.96 2.08 1.75 0.15 19.15 * 0.16 0.00 0.16 0.15 0.024 0.82 5.96 2.14 1.80 0.15 19.15 * 0.17 0.00 0.17 0. 15 0.024 0.82 5.96 2.20 1.85 0.15 19.15 * 0.17 0.00 0.17 0.15 0.024 0.82 5.96 2.26 1.90 0.15 19.15 * 0.17 0.00 0.17 0.15 0.024 0.82 5.96 2.32 1.95 0.16 19.16 * 0.17 0.00 0.17 0.16 0.024 0.88 6.02 2.22 2.00 0.16 19.16 * 0.18 0.00 0.18 0.16 0.024 0.88 6.02 2.28 2.01 0.16 19.16 * 0.18 0.00 0.18 0.16 0.024 0.88 6.02 2.29 File Opened for Writing:netlhw.bwt Save results to HW/TW file:netlhw.bwt File Opened for Writing:netlhw.RS1 5ave results to Routing file:netlhw.RS1 BACKWATER COMPUTER PROGRT�1 FOR PIPES Pipe data from file:net2.bwp Surcharge condition at intermediate ;���--cr_� Tailwater from HW/TW File:netlb.bwt Discharge Range:l.7 to 2.0� S�ep o� 0.02 :cfs] Overflow Elevation:30.3 feet Weir:NONE Channel Width:l. feet PIPE N0. 1: 97 LF - 12"CP @ 7.53$ OUTLET: 19.00 �NLET: 26.30 INTYP: 6 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **************+**********************************�**+****++*****************�** 1.70 0.70 27.00 * 0.012 0.56 0.28 0.15 0.28 0.56 ***** 0.70 1.72 0.71 27,01 * O.Oi2 0.56 0.28 0.15 0.28 0.56 ***** 0.71 1.74 0.72 27.02 * 0.012 0.57 0.28 0.15 0.28 0.57 ***** 0.72 1.76 0.72 27.02 * 0.012 0.57 0.28 0.15 0.28 0.57 ***** 0.72 1.78 0.73 27.03 * 0.012 0.57 0.28 0.15 0.28 0.57 ***** 0.73 1.80 0.73 27.03 * 0.012 0.58 0.28 0.15 0.28 0.58 ***** 0.73 1.62 0.74 27.04 * 0.012 0.58 0.29 0.15 0.29 0.58 ***** 0.74 1.84 0.74 27.04 * 0.012 0.58 0.29 0.15 0.29 0.58 ***** 0.74 1.86 0.75 27.05 * 0.012 0.59 0.29 0.15 0.29 0.59 ***** 0.75 1.88 0.75 27.05 * 0.012 0.59 0.29 0.15 0.29 0.59 ***** 0.75 1.90 0.76 27.06 * 0.012 0.59 0.29 0.15 0.29 0.59 ***** 0.76 1.92 0.76 27.06 * 0.012 0. 60 0.29 0.15 0.29 0. 60 ***** 0.76 1.94 0.77 27.07 * 0.012 0. 60 0.29 0.15 0.29 0.60 ***** 0.77 1.96 0.77 27.07 * 0.012 0.60 0.30 0.16 0.30 0.60 ***** 0.7i 1.98 0.78 27.08 * 0.012 0.61 0.30 0.16 0.30 0. 61 ***** 0.78 2.00 0.79 2?. �9 * 0.0�2 0.61 C. 30 O.lh 0.30 0. 5_ ***** 0.?9 � 2. C� !�.`'9 2�'. 09 � ��.u__ �J. e"1 �i. 3C �.16 . ?G �� . �= x*x*_ �. �'3 BACKWTATER COMPUTER PROGRAM FOR PIPES Pipe data from file:net3.bwp Surcnarge condition at intermediate junctions Tailwater from HW/TW File:net2hw.bwt Discharge Range:0.5 to 0.59 Step of 0.01 [cfs] Overflow Elevation:69.5 feet Weir:NONE Channel Width:Z. feet PIPE N0. 1: 53 LF - 12"CP @ 75.85� OUTLET: 26.30 INLET: 66.50 INTYP: 6 4(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ************�*****+**��**********�****+t�*****+*****************+*****�*****+** 0.50 0.30 66.80 * O.Q12 0.30 0.09 0.21 0.21 0.30 ***** 0.09 0.51 Q.30 66.80 * O.Q12 0.30 0.09 0.21 0.21 0.30 ***** 0.09 0.52 0.30 66.80 * 0.012 0.30 0.09 0.21 0.21 0.30 ***** 0.09 0.53 0.31 66.81 * 0.012 0.31 0.09 0.22 0.22 0.31 ***** 0.09 0.54 0.31 66.81 * 0.012 0.31 0.09 0.22 0.22 0.31 ***** 0.09 0.55 0.31 66.81 * 0.012 0.31 0.09 0.23 0.23 0.31 ***** 0.09 0.56 0.32 66.82 * 0.012 0.32 0.09 0.23 0.23 0.32 ***** 0.09 0.57 0.32 66.82 * 0.012 0.32 0.10 0.23 0.23 0.32 ***** 0.10 0.58 0.32 66.82 * 0.012 0.32 0.10 �.24 0.24 0.32 ***** 0.10 0.59 0.32 66.82 * 0.012 0.32 0.10 0.24 0.24 0.32 ***** 0.10 0.59 0.32 6b.82 * 0.012 0.32 0.10 0.24 0.24 0.32 ***** 0.10 3ACFfWATER CCMPUTER PROGRAM FOR PIPES Fip2 data from file:net4.bwp Su�charge condition at intermediate junctions I 'i'ailwater from HW/TW File:net2hw.bwt Discharge Range:1.29 to 1 .52 Step of 0.02 [cfs] II Overflow Elevation:93.3 feet I Weir:NONE , Channel Width:l. feet I PIPE NO. 1: 575 LF - 12"CP @ 1.77� CUTLET: 26.30 INLET: 36.50 iNTYP: 6 I! JUNC N0. 1: OVERFLOW-EL: 40.50 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.01 � Q(CFS) HW(FT) HW ELEV. * N-F�1C DC DN TW DO DE HWO HWI ***+*****�*********+********�*****�***+********************�***�****��*+******* 1.29 0.69 37.19 * 0.012 0.48 0.35 0.53 0.53 0.48 ***** 0. 69 1.31 0.70 37.20 * 0.012 0.49 0.35 0.54 0.54 0.49 ***** 0.70 1.33 0.71 37.21 * 0.012 0.49 0.35 0.55 0.55 0.49 ***** 0.71 1.35 0.71 37.21 * 0.012 0.50 0.35 0.56 0.56 0.50 ***** 0.71 1.37 0.72 37.22 * 0.012 0.50 0.36 0.56 0.56 0.50 ***** 0.72 1.39 0.73 37.23 * 0.012 0.50 0.36 0.57 0.57 0.50 ***** 0.73 1.41 0.73 37.23 * 0.012 0.51 0.36 O.S8 0.58 0.51 ***** 0.73 1.43 0.74 37.24 * 0.012 0.51 0.37 0.59 0.59 0.51 ***** 0.74 1.45 0.75 37.25 * 0.012 0.52 0.37 0.60 0.60 0.52 ***** 0.75 1.47 0.75 37.25 * 0.012 0.52 0.37 0.61 0. 61 0.52 ***** 0.75 1.49 0.76 37.26 * 0.012 0.52 0.37 0.61 0. 61 0.52 ***** 0.76 1 .51 0.77 37.27 * 0.012 0.53 0.38 0.62 0.62 0.53 ***** 0.77 1 .53 0,77 3? .27 * �.�'2 0 .53 0.38 0.63 � . 63 0.53 ***** J. 77 PIPE NO. 2 : 19 LF - 12"CP @ 5.26j OUTLET: 36.50 INLET: 37..SG �NTYP: 6 JUNC N0. 2: OVERFLOW-EL: 40.50 BEND: 77 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.03 ;�(C FS) HW(F'T) HW ELEV. * N-FAC DC DN TW DO DE HWO HW I �**�******��*********�*********�******t**********************************�***** �.28 0.66 38.16 x 0.012 0.48 0.26 0.69 0.69 0.48 ***** 0. 66 i.30 0.66 38.16 * 0.012 0.49 0.26 Q.70 0.70 0.49 ***** 0.66 i.32 0.67 38.17 * 0.012 0.49 0.27 0.71 0.71 0.49 ***** 0.67 1.34 0.68 38.18 * 0.012 0.49 0.27 0.71 0.71 0.49 ***** 0.68 1.36 0.68 38.18 * 0.012 0.50 0.27 0.72 0.72 0.50 ***** 0.68 1.38 0.69 38.19 * �.012 0.50 0.27 0.73 0.73 0.50 ***** 0. 69 1.40 0.70 38.20 * 0.012 0.51 0.27 0.73 0.73 0.51 ***** 0.70 1.42 0.70 38.20 * 0.012 0.51 0.28 0.74 0.74 0.51 ***** 0.70 1.44 0.71 38.21 * 0.012 0.51 0.28 0.75 0.75 0.51 ***** 0.71 1.46 0.72 38.22 * 0.012 0.52 0.28 0.75 0.75 0.52 ***** 0.72 1.48 0.72 38.22 * O.OI2 0.52 0.28 0.76 0.76 0.52 ***** 0.72 1.50 0.73 38.23 * 0.012 0.52 0.28 0.77 0.77 0.52 ***** 0.73 1.51 0.73 38.23 * 0.012 0.5.s 0.28 0.77 0.77 0.53 ***** 0.;3 ?IPE N0. 3: 90 LF - 12"CP @ 9. 50� OUTLET: 37.50 INLET: 41 .30 INTYP: 6 Q(CFS) HW(FT) HW ELEV, * N-FAC DC DN TW DO DE HWO HWI *ir�r****'ki:*tir*�r**#-k*:4*�r****#*�k*#******#*******�t�e******#�k*****-k*****�r�lr�r�r**#�F***�F** 1 .24 0.�? 41.8? x O.ol� 0.48 0.22 O. on O. oe 0.48 x**** 0.57 1.26 0.57 41.87 * 0.012 0.48 0.22 0.66 0.66 0.48 ***** 0.57 1.28 0.58 41.88 * 0.012 0.48 0.23 0.67 0.67 0.48 ***** 0.58 1.30 0.58 41.88 * 0.012 0.49 0.23 0.68 0.68 0.49 ***** 0.58 i 1.32 0.59 41.89 * 0.012 0.49 0.23 0.68 0. 68 0.49 ***** 0.59 ' 1.34 0.59 41.89 x 0.012 0.49 0.23 0.69 0.69 0.49 ***** 0.59 1.36 0.60 41.90 * 0.012 0.5C 0.23 0.70 0.70 0.50 ***** 0. 60 1.37 0.61 41.91 * 0.012 0.50 0.23 0.70 0,70 0.50 ***** 0. 62 i� 1.39 0.61 41.91 * 0.012 0.50 0.24 0.71 0.71 0.50 ***** 0.61 ' 1,41 0.62 41.92 * 0.012 0.51 0.24 0.72 0.72 0.51 ***** 0.62 1.43 0.62 91.92 * 0.012 0.51 0.24 0.72 0.72 0.51 ***** 0.62 1.45 0.63 41.93 * 0.012 0.52 0.24 Q.73 0.73 0.52 *}*�* 0.63 ' 1.47 0.63 41.93 * 0.012 0.52 0.24 0.73 0.73 0.52 ***** 0.63 � � i BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:net5.bwp Surcharge condition at intermediate junctions Tailwater from HW/TW File:net4hw.bwt Discharge Range:0.27 to 0.32 Step of 0.01 �cfs] Overflow Elevation:74. feet �e;r:NONE Channel Width:l. feet PIPE N0. l: 116 LF - 12"CP @ 12. 67� DUTLET: 41.30 INLET: 56.00 INTYP: 6 JUNC NO. 1: OVERFLOW-EL: 59.00 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***********+**********�*******************************+***�*******�*��********* 0.27 0.23 56.23 * 0.012 0.22 0.10 0.12 0.12 0.22 ***�* 0.23 0.28 0.23 56.23 * O.OI2 0.22 0.10 0.13 0.13 0.22 ***** 0.23 0.29 0.24 56.29 * 0.012 0.23 0.11 0.13 0.13 0.23 ***** 0.24 0.30 0.24 56.24 * 0.012 0.23 0.11 0.14 0.14 0.23 ***** 0.24 0.31 0.25 56.25 * 0.012 0.23 0.11 0.14 0.14 0.23 ***** 0.25 0.32 0.25 56.25 * 0.012 0.24 0.11 0.15 0.15 0.24 ***** 0.25 0.32 0.25 �6.25 * 0.012 0.24 0.11 0.15 0.15 0.24 ***** 0.25 PIPE N0. 2: 40 LF - 12"CP @ 12.50o OUTLET: 56.00 INLET: 61.00 INTYP: 6 I JUNC N0. 2: OVERFLOW-EL: 64.00 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.84 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******�**************x*************�******************************************� 0.24 0.21 61.21 * 0.012 0.21 0.10 0.23 0.23 0.21 ***** 0.21 Q.25 0.22 61.22 * 0.012 0.21 0.10 0.23 0,23 0.21 ***** 0.22 0.26 0.22 61.22 * 0.012 0.22 0.10 0.24 0.24 0.22 ***** 0.22 0.27 0.23 61.23 * 0.012 0.22 0.10 0.24 0.24 0.22 ***** 0.23 0.28 0.23 61.23 * 0.012 0.22 0.10 0.25 0.25 0.22 �**** 0.23 0.29 0.24 61.24 * 0.012 0.23 0.11 0.25 0.25 0.23 ***** 0.24 0.29 0.24 61.24 * 0.012 0.�3 0.11 0.25 0.25 C.23 ***** 0.24 PIPE iJG. 3: l0i Lr - i2"CP @ 10.3u° GUTLET: 61.00 INLE^: 71.40 I�TYP: b Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******�*+***�*+****************�*********�********+***�**************+********* 0.13 0.15 i1.55 * 0.012 0.15 0.08 0.21 0.21 0.15 ***** 0.14 0.14 0.16 71.56 * 0.012 0.16 0.08 0.22 0.22 0.16 ***** 0.15 0.14 0.16 71.5b * 0.012 0.16 0.08 0.22 0.22 0.16 ***�* 0.15 O.iS 0.16 71.56 * 0.012 0.16 0.08 0.23 0.23 0.16 ***** 0.15 0.15 0.16 71.56 * 0.012 0.16 0.08 0.23 0.23 0.16 ***** 0.16 0.16 0.17 71.57 * 0.012 0.17 0.08 0.24 Q.24 0.17 ***** 0.16 0.'6 0.1? ?1.5� � 0.0=2 0. 17 O. OR 0.24 0.?_4 0,1� r* k** O.lo BACKWATER CQMPUTER PROGRAM FOR PIPES Pipe data from file:neto'.bwp Surcharge condition at intermediate junctions Tailwater from HW/TW File:net4hw.bwt Discharge Range:0.87 to 1.03 Step of 0.02 [cfs] Overflow Elevation:67.2 feet Weir:NONE Channel Wi@th: l. feet PIPE N0. 1: 67 LF - 12"CP @ 34.18§ OUTLET: 41.30 INLET: 64.20 INTYP: 6 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI x*********+*****************�*************#�*********************************�* 0.87 0.40 64.60 * 0.012 0.40 0.14 0.40 0.40 0.40 ***** 0.33 0.89 0.40 64.60 * 0.012 0.40 0.19 0.41 0.41 0.40 ***** 0.34 0.91 0.40 64.60 * 0.012 0.40 0.14 0.92 0.42 0.40 ***** 0.35 0.93 0.41 64.61 * 0.012 0.41 0.14 0.43 0.43 0.41 ****x 0.35 0.95 0.41 64.61 * 0.012 0.41 0.14 0.44 0.44 0.41 ***** 0.36 0.97 0.42 64.62 * 0.012 0.42 0.15 0.45 0.45 0.42 ***** 0.37 0.99 0.42 64.62 * 0.012 0.42 0.15 0.46 0.46 0.42 ***** 0.37 1.01 0.43 64.63 * 0.012 0.43 0.15 0.46 0.46 0.43 ***** 0. 38 1.03 0.43 64.63 * 0.012 0.43 0.15 0.47 0.47 0.43 ***** 0.38 1.03 0.43 64.63 * 0.012 0.43 0.15 0.47 0.47 0.43 ***** 0.38 � i BACKWATER COMPUTER PROGRAM F4R PIPES Pipe data from file:net7.bwp Surcharge condition at intermediate junctions Tailwater from HW/TW File:net6hw.bwt Discharge Range:0.21 to 0.25 Step of 0.01 [cfs] Overflow Elevation:69.44 feet Weir:NONE Channel Width:l. feet PIPE N0. I: 60 LF - 12"CP @ 4.40� OUTLET: 64.20 INLET: 66.84 INTYP: 6 Q(CFS} HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************�******+*******************�*********�****�*************+**** 0,2� 0.22 67.06 * 0.012 0.19 0.12 0.10 0.12 Q.19 ***** 0.22 0.22 0.23 67.07 * 0.012 0.20 0.12 O.IO 0.12 0.20 ***** 0.23 0.23 0.23 67.07 * 0.012 0.20 0,12 0.11 0.12 0.20 ***** 0.23 0.24 0.24 67.08 * 0.012 0.21 0.12 0.11 0.12 0.21 ***** 0.24 0.25 0.24 67.08 * 0.012 0.21 0.13 0.11 0.13 0.21 ***** 0.24 , BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:net8.bwp Surcharge condition at intermediate junctions Tailwater from HW/TW File:net6hw.bwt Discharge Ranqe:0.61 ta 0.72 Step oL 0.01 [cfs] Overflow Elevation:75. feet Weir:NONE Channel Width:l. feet PIPE NO. i: 128 LF - 12"CP @ 2.97� OUTLET: 64.20 INLET: 68.00 INTYP: 6 JIJNC N0. 1: OVERFLOW-EL: 71.00 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.52 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE �w0 HWI ************************+**********+******#****+******************************* 0.61 0.44 68.44 * 0,012 0,33 0.21 0.28 0.28 0.33 ***** 0.44 0.62 0.44 68.44 * O,OI2 0.33 0.21 0,29 0.29 0.33 ***** 0.44 0.63 0.44 68.44 * 0.012 0.39 0.21 0.29 0.29 0.34 ***** 0.44 0.64 0.45 68.45 * 0.012 0.34 0.21 0.29 0.29 0.34 ***** 0.45 0.65 0.45 b8.45 * 0.012 0.34 0.22 0.30 0.30 0.34 ***** 0.4� 0.66 0.46 68.46 * 0.012 0.34 0.22 0.30 0.30 0.34 ***** 0.46 0.67 0.46 68.46 * 0.012 0.35 0.22 0.31 0.31 0.35 ***** 0.46 0.68 0.46 68.96 * Q.012 0.35 0.22 0.31 0.31 0.35 ***** 0.46 0.69 0.47 68.47 x 0.012 0.35 0.22 0.32 0.32 0.35 ***** 0.47 0.70 0.47 68.47 * 0.012 0.35 0.22 0.32 0.32 0.35 ***** 0.4' 0.71 0.48 68.48 * O.G12 0.36 0.23 0.33 0.33 0.36 ***** 0.48 0.72 0.48 68.48 * 0.012 0.36 0.23 0.33 0.33 0.36 ***** 0.48 0. ,3 �:�.�8 50.48 * J.J"_2 G . 3o 0.23 0.3� 0.3�1 0.3o f�*�'� 0.4b PIPE NO. 2: 53 Lr - 12"CP @ 4. 72% OUTLET: 68.GG iNLET: 70.50 INTYP: o ' JUNC NO. 2: QVERFLOW-EL: 73.10 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 4.%7 ', Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN Trnl DO DE HWO HWI , ******�**�*+*********;***�**+*�*+*******************�****************x********* 0.40 0.33 70.83 * 0.012 0.2? 0.15 0.44 0.44 0.27 ***** 0.33 i 0.41 0.34 70.84 * 0.012 0.27 �.16 0.44 0.44 0.27 ***** 0.34 0.41 0.34 70.84 * 0.012 0.27 0.16 0.44 0.44 0.27 ***** 0.34 ' 0.42 0.34 70.84 * 0.012 0.27 0.16 0.45 0.45 0.27 ***** 0.34 0.43 0.35 70.85 * 0.012 0.28 0.16 0.45 0.45 0.28 ***** 0.35 ' 0.43 0.35 70.85 * 0.012 0.28 0.16 0.46 0.46 0.28 ***** 0.35 ' 0.49 0.35 70.85 * �.012 0.28 0.16 0.46 0.46 0.28 ***** 0.35 0.45 0.36 70.86 * 0.012 0.28 0.16 0.46 0.46 0.28 ***** 0.36 0.45 0.36 70.86 * 0.012 0.28 0.16 0.47 0.47 0.28 ***** 0.36 � 0.46 0.36 70.86 * 0.012 0.29 0.16 0.47 0.47 0.29 ***** 0.36 0.47 0.36 70.86 * 0.012 0.29 0.17 0.48 0.48 0.29 ***** 0.36 0.47 0.37 70.87 * 0.012 0.29 0.17 0.48 �.48 0.29 ***** 0.37 0.48 0.37 70.87 * 0.012 0.29 0.17 0.48 0.48 0.29 ***** 0.37 PIPE N0. 3: 72 LF - 12"CP @ 3.47� OUTLET: 70.50 INLET: 73.00 INTYP: 6 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******�******,�***�************�*********************************�************* 0.07 0.12 73,12 * 0.012 0.11 0.07 0.33 0.33 0.11 ***** 0.12 0.07 0.12 73.12 * 0.012 0.11 0.08 0.34 0.39 0.11 ***** 0.12 0.07 0.13 73.13 * 0.012 0.11 0.08 0.34 0.34 0.11 ***** 0.13 � 0.07 0.13 73.13 * 0.012 0.11 0.08 0.34 0.34 0.11 ***** 0.13 0.07 0.13 73.13 * 0.012 0.12 0.08 0.35 0.35 0.12 ***** 0.13 O.Q8 0.13 73.13 * 0.012 G.12 0.08 0.35 0.35 0.12 ***** 0.13 0.08 0.13 73.13 * 0.012 0.12 0.08 0.35 0.35 0.12 ***** 0.13 0.08 0.13 73.13 * 0.012 0.12 0.08 0.36 0.36 0.12 ***** 0.13 0.08 0.13 73.13 * 0.012 0.12 0.08 0.36 0.36 0.12 ***** 0.13 0.08 0.13 73.13 * 0.012 0.12 0.08 0.36 0.36 0.12 ***** 0.13 0.08 0.13 73.13 * 0.012 0.12 0.08 0.36 0.36 0.12 ***** 0.13 I 0.08 0.14 73.14 * 0.012 0.12 0.08 0.37 0.37 0.12 ***** 0.14 0.08 0.14 73.14 * 0.012 0.12 0.08 0.37 0.37 0.12 ***** 0.14 i Minimum Clearance CATCH BASIN HW ELEVATION ELEVATION C��NCE NUMBER (FT) F,I, (FT) CB#1 71.57 74.00 2.43 CB#2 61.24 64.00 2.76 CB#3 56.25 59.00 2.75 CB#5 37.27 40.50 3.23 CB#6 27.09 30.30 3.21 CB#7 38.23 40.50 2.27 CB#8 4193 43.30 1.37 CB#9 64.63 67.20 2.57 CB#10 67.08 69.44 2.36 CB#11 70.87 73.10 2.23 YD#11 A 73.14 75.00 1.86 CB#12 68.48 71.00 2.52 CB#16 66.82 69.50 2.68 NOTE : ALL CLEARANCE VALUES ARE GREATER THAN 1 FOOT W � � � a a d /•Idi`?��T.s"1'. ��s.� �:�'.�.�`",= M r^ � PACIFIC ENGIINEERINGi DESION INC. � �1OB y`��`� CIVIL ENGINEERING AND PLANNING CONSULTANTS ��Np, � ..pp _� CALCULATED BY �.6�Gi' DATE �— 7� �(�G-� _ __�'�L.CuI.�;%~!�N: ��_ s'�G,��'J.�';�_ .��itl� _..� . .:... . .. .. .. . � - _.. ._. .. _.... ... .. � ..: . .. , _ . , ; w ; _ ._..���... l�l!�1i' c,.l�liv_f Y. ..>`�.�t�^r.rv�G.� ,rt,4/ ,rsrJ.�=. ,�.:�'�9.:7 ���1.,��� .�.S J�.S,..�...l f._ _ _ _... _. __ _ _ � ���-�� � r �r T ,:.. 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',- _ ' nor-,r, c �ooTu c-r ci IITC -acn c�nT-ri C \A//�CI-JINl=T('I(�i cia�aca on�iit��_�c��n ��uid��_�ci�� � PACIRC ENVIINEERINa DE31G1N INC. � �� ����`��'�'-- �� '��'� " `����� CIVIL ENGINEERING AND PLANNINC CONSULTANTS SHEETNQ � OF � CALCULATED BY �e �G;.`'�' pqTE � ' ����� . _ : � _. _.. ._ _ _ , Q,�D :_ : �_- 21:..._.(�..L.:H��._ -�-;���.f� �,� . :..... .. ; _.� _ _ __. . _._�_ __ ____..:. .__.. _. _ ; , _..._..,... . . ... . lA 9�- � .�, Z1..� .LC3;` -#- ����'3�.� . _.. ._... _ � ,^ �� �' �` 3� � � _.._...... �....._...�.... . t�_�_j�..(...� .�.. ... �:.,�....... .� . �.;._ . _ . . ...>..._....... . .-:. ...._._ ...._......:....... ._._... _ s . .� �R.i/...if ���..��. ,..._. .... . .... ..... . . .. .... ..... ..... - . ....�w'www"""'w"' " ..�_. �.. . ,... ._.: . � -e. .j.. � _ e....,......s.. . _....... a. ...._. :.. ..... .... .:..... . . . .. . .... ... _.. ..... ............... .... . . .. .... . ...._ . ..... . ..e.... .... ..�'. .... . .. ... :... :.... ��� ... ..r.. _: .. . .�...__.....� . ..:.........:..._.... :. . �...........e ._..':...... ' _ .. .... .. ... .... ....._ _.... . . . ... . _.... ._. _.. ._._ . . ..... �I ..._.. _.. _..__ .. ... �. : : : : � : : . li .. -....._.... ..�..... _ .i_......�........ :.......>.......... ..... .. . _ . .. ..... _. .. ..� .__ . .. . ...... 'i . ..........:...... . _.._._._..._._._._.. .... .:.. .._ ..� .a �' � . . . .:. ..;. ...... . ..... ..i.. '.. ..... ....� ........ ... w � Q z w a � RECORDED AT THE REQUEST OF AND AFTER RECORDING RETL'R.N TO: GARTH A. SCHLF�ILEIN, Esq. FLOYD & SCHLII�ILEIN, P. S . 2505 Third Avenue, Suite 300 Seattle, WA 98121 REGIONAL DETENTION FACILITY PUMP 6TATION AGREEMENT AND RECIPROCAL EABEMEN�S This Regional Detention Facility Pump Station Agreement and Reciprocal Easements ("Agreement") is made as of this day of , 1995 by and among the Seattle Area Plum.bing and Pipefitting Apprentice and Journeyman Training Trust _ ( "Trust") , Eland Building Limited Partnership ("Eland"} , Jefferson Smurfit Corporation ("JSC") , B & G Partnership ( "B&G") , ar.d King County Departnent of Metropolitan Services ("Metro") . RECITALS A. Eland, JSC, Trust, f3&G, and Metro own parcels of real property located adjacent to or near each other in King County, Washington, described respectively in Exhibit A (the "Eland Property") , Exhibit B (the "JSC Property") , Exhibit C (the "Trust Property") , Exhibit D (the 'B&G Property") , Exhibit E (the "Metro Praperty") (alI of the foregoing are collectively ref err�d to herein as the "Properties" ) . B. Surface water runaff from the Properties drains into portions of the Trust Property and the Eland Property, including a detention p�nd lccated on the Trust Property (hereinafter referred to as the "Detention Pond") . C. As a result of the volume of surface water runoff from - the Properties during certain storm events, water col- � lected i:� the Detention Pond overflows onto portions of the E1and Property and the Trust Property. D. In order to allow for future development, and to pre- vent further overflow, it is necessary to design, con- struct, and maintain a Regional Detention Facility and Pump Station, together with all appurtenances, pipes and eGse�ents (the "System"} , which will evacuate water from the Detention Pond when it reaches a ,certain level. The parties hereto desire to jointly fund the design, construction and maintenance of the System in accordance with the I�36aU.4 5l17/95 I0:IS,� —1— parameters set forth by the City of Renton and the terros of this Agreement. NOW, THEREFORE, it is agreed: CONS'i'RUCTION AND MAINTENANCE OF SYSTEM l. Trust Supe�-vision. The Trust shall perform the following duties: (a) The Trust shall supervise, �anage and pay all costs and expenses (subject to the right to reimbursement as provided in Section 2 (a) below) in connection with the design and construction of the System. Without liniting the generality of the foregoing, the Trust shalZ cause all permits and easements necessary for the System to be obtained, shall cause the preoara- tion of all construction c3ocuments and pians , snall cause the competitive bidding of all major portions of the work, and sha11 cause the System to be constructed and conpleted in a good and . workmanlike manner in accordance with all applicable governmental requirements . The design and construction of the System shall be in substantial accordance with the Bush, Roed � Hitchings, Inc . proposal dated Decem.ber 22 , 1994 . The estimated budget for the design and construction of the System is set �arth in Exh�bit F hereto. � (b) After completion of cons�ruction of the System, the Trust shall cause the System to remain in good ope�ating � condition and shall cause all maintenance, repair and necessarv j , reconstruction of the System from time to time to be accom- ' plished. The Trust shall pay all such cos`s and exper.ses (sub- j ject to the right to reimbursement as provided in Section 2 (b) below) . I (c) The Trust shall maintain a11 accounts , con- struction records and operating data and allow access to aIl parties upon reasonable notice. (d) The Trust shall distribute invoices to the parties for the payments required under Section 2 below not less than twenty (20) days prior to the respective payment date . The invoices will be accompanied with capies of invoices fren con- tractors, suppliers and other vendors substantiating the request for payment. (e) The Trust shall perform its duties and obligations herein in good faith with reasonable dil_gence and care. The Trust shall be paid no compensation or fee for any of its ser- vices hereunder. It is understood that �he T�ust may cont�act with consultants and contractors in cor.n�c�icn :�itn the per- for:nance of its duties hereunder. I736:O.s 5117/95 10:15�m _ —2— 2 . PaYments by Parties . (a) With respect to the costs and expenses of design, construction, permitting, obtaining necessary easements and alI portions of the work in constructing the System as generally described in Section 1 (a) , the parties shall reimburse the Trust for such aggregate costs and expenses as follows : B&G: Balance of aggregate costs and e�enses JSC: 5$ of aggregate costs and expenses Metro: 5� of aggregate costs and e�enses Eland: 525, 000 lump sum payment Trust: 30% of aggregate costs and expenses Eland shall pay $5 , 000 upon the execution of this agreement and , the balance upon completion of the System. The Trust shall invoice the other parties on a monthly basis upon accrual of expenses . All invoices shall be due within thirty (30) days of receipt. Overdue payments shall bea= interest at twelve percent (12�) per annum fron the due date. (b) With respect to the costs and ext�enses of operat- ing, repairing and any necessary reconstruction of the System aiter completion thereor as generally described in Section 1 (b) , the parties shall reimburse the Trust as follows : B&G : 35� of aggregate costs and expenses JSC: 5% oi aggregate costs and e�cnenses Eland: 300 of aggregate costs and expenses I Trust: 30g oi aggregate costs and exx�enses � Metro shall have no obiigation for the costs and expenses of operating, maintaining, repairing and any necessary recon- struction of the System. The Trust shall invoice the other parties not more often than twice per caiendar year far these costs and expenses and all invoices shall be due within thirty I (30) days of receipt. Overdue pay�ents will bear interest at twelve percent (12g) per annum. i 3 . Reci�rocal Easements . In consideration of the mutual I � promises set forth herein, for other good and valuable considera- tion, receipt is which is hereby acknowledged, Eland and the Trust hereby grant and convey to each other and to the other parties hereto, a nonexclusive, perpetual easement along, in, upon and under the Trust Property and the Eland Property in the locations as legally described on the attached Exhibits G and Exhibit H, respectively, and as depicted on the sketch attached hereto as Exhibit I (the "Easement A�Yeas"} , for the purpose of installing, constructing, operating, maintaining, repairing and replacing the System, together with nonexclusive rignts of ingress and egress to and from the Easement Areas for said pur- poses . Eland and the Trust may use the surface of the Easement Areas granted herein for any purpose which is not inconsistent 173640.i s�t7rvs io-�s.m —3— with installing, constructing, operating, maintaining, repairing and replacing the System. 4 . Insurance. The Trust shall require all parties per- forming the work on the System to provide a Certifica�e of Insurance naming the parties hereto as additional insureds . The level and scope of ins�rance shall be set at commerciaZly reason- able limits depending upon the type and scope of services or goods provided. 5 . Operator. Except as otherwise provided in para- graph 6 (c} , the Trust shall be designated the Operator and Permittee af the Svstem. 6 . General Provisions. (a) Binding Effect. The covenant5 contained in this Agreement shall run with the land and shall be binding upon and inure to the benefit of the parties hereto and their respective successors and assigns . (b) Enforcement. In the event of a breach of any of the covenants or agreements set forth in this Agreement, the parties hereto shall be entitled to any and ai1 remedies avail- able at law or in equity, including but not li�ited to the equit- able remedies af specific performance or nandatory or prohibito=y injunction issued by a court of appropriate jurisdiction. The parties hereto agree that in the event it becomes necessary for any party to defend or institute legal proceedings as a result of the failure of either party to comply with the ter�s, covenan�s , agreements and/or conditions of this Agree:aent, it is unde�stood and agreed that the prevailing party in such Iitigation shall be entitled to be reimbursed for all costs incurred or expended in connection therewith, including, but not Zi�ited to, reasonable attorneys' fees (including appellate fees) and court costs . If any af the parties fails to make tne payments to the Trust set rorth in Section 2 within thirty (30) days aLter the due date, the Trust shall have the right impose a lien upon the real property of such defaulting party which shall become effective upon recording a notice in the recorciing records of King County, Washington, stating the amount due and the legal description of the defaulting party's property. Such lien may be enforced and foreclosed by the Trust by an action in like manner as a mortgage of real property. (c) Amendment. This Agreement nay not be modified, amended or te:.-minated without the prior written approval of the parties hereto. Provided, however, if the Trust o� its successor or assign ceases to exist or otherwise fails a�ter written notice rrom any party for a period of ninety (90) days to perform the duties set forth in Section 1, the parties other than the Trust by a vote of such parties obligated to make not less than fifty pe_cent (50%; of �he reimnursement payr�ents set forth in >;��.s S/17195 l 0:I 5 am —4— Section 2 (b) may elect another person or party to perform the duties set forth in Section 1. In connection with such replacement, the approving parties may amend or modify this Agreement as may be reasonably necessary to accomplish the purposes of this Agreement. (d) Waiver. No waiver of any oi the provisions of this Agreement shall be eff ective unless it is in writing and signed by the party against whom it is asserted, and any such written waiver shall only be applicable to the specific instance to which it relates and shall not be deemed to be a continuing or future waiver. (e) CaDtions. The captions and paragraph headings contained in this Agreement are for convenience and reference only and in no way de�ine, describe, extend or limit the scope or intent of this Agreement, nor the intent of an� provision hereof. (f) Counterparts . This Agreement may be executed in caunterparts, and eacn counterpart hereof shall be deemed to be an eriginal instr�ent, but such counterparts together shall constitute but one Agreement. DATED as of the day and year first above written. TRUST: SEP:TTLE ���A PLITMPING & PIP��ITTING F�PR�'NT�CE P.NII SOURNEYMEN T.RAINING TRUST � . / �,.� �t �,�1���-� . sy � i%%�./-` �/ "��,�� ,�-I t s /.'���1�/Il�/! ELAND: EI�ND UILDING LIMITED PARTNr.�ZSFiIP By : M nster R ,ad Suiiding Corp. f ' s g ne 1 p�rtner B y {� �- I s � ` �T JSC: JEFFERSON SMURFIT CORPORATION By Its B&G: B & G PARTNERSf�IP By _Tt5 1736:0.3 3R8i95 10-35.m -5- Section 2 (b) may elect another person or party to perfor-� the duties set forth in Sectian l. In connection with such replacement, the approving parties may amend or modify this Agreement as may be reasonably necessary to accomplish the purposes of this Agree.ment. (d) Waiver. No waiver of any of the provisions of this Agreement shall be effective unless it is in writing and signed by the party against whom it is asserted, and any such written waiver shall only be applicable to the specific instance to which it relates and shall not be deemed to be a continuing or �uture waiver. (e} Captions. The captions and paragraph headings contained in this Agreement are for convenience and reference only and in no way define, describe, extend or limit the scooe or ir.tent af this Agreement, nor the intent of any provision hereof. (f) Counterparts. This Agreement may be executed in counterparts, and each counterpart hereof shall be deened to be an original instrument, but such counterparts together sha11 constitute but one Agreement. DATED as of the day and year first above w`-itten. _RU'ST. SEc'�TTLE '�?��- - _,L�?Ii:C� & ?i?::'IT_�i;G APPRENTICE A;:D �O�R:EYMEN TrZ�Ii."Ii:G TRUST By I'' Its �LA:*iD: EI�AND BUILDThG LIM��':� p?�T'l�RSc?IF By Its JSC: JEFFERSON SML�R:IT�OtZPORATION � .�� �g�r (.i.<�_ ��,` a�-r�-�. I t s � L���-,� �`i c"�� � � � � - I B&G: B & G PA�TNE�SHiP BY Its ,��s:u.� aRaros �o:ss.m - -5- Section 2 (b) may elect another person or party to perform the duties set forth in Section l. In connection with such replacement, the appraving parties may amend or modify this Agreement as may be reasonably necessary to accomplish the purposes of this Agreement. (d) Waiver. No waiver of any of the pravisions of this Agreement shall be effective unless it is in writing and signed by the party against whom it is asserted, and any such . written waiver shall only be applicable to the specific instance to which it relates and shall not be deemed to be a continuing or future waiver. (e) CaDtions. The captions and paragraph headings contained in this Agreement are for convenience and reference oniy and in no way define, describe, extend or limit the scope or intent of this Agreement, nor the intent of any provision hereof. � `.� � (f) Counter�arts. This Agreement aay be executed in counterparts, and each count�rpart hereof shall be deemed to be an original instrument, but such counterparts together shall constitute but one Agreement. DATED as of the day and _vear first above written. TRUST: SEATTLE A.�EA PLL'MPING & PIPEFITTING APPRENTICE AND JOURNEYMEN TR.AINING TRLST By � Its ELAND: ELAND BUILDING LIMITED PARTNERSHIP By , Its �I JSC: JEFr�RSON SMiJRr IT CORPORATION By Its B&G: B & G NERSHIP � Y � I�s �► � i�3a.�u.3 3r18195 I Q:35,m —5— METRO: KING COUNTY DEPARTMENT OF METROPOLITAN SERVICES \ . n By U �/ Its .��, T�� i i��ao.a -_ S/17/95 lO:lSam —6— STATE OF WASHINGTON ) ) ss . COUNTY OF �� ) I certify that I know or have satisfactory evidence that Se� S��..�-. is the person who appeared before me, and said person acknowledged that said person signed this instrument, on oath stated that said person was authorized tQ execute the instrument and acknowledged it as the C�a.r�-� of SEATTLE AREA PLUMBING AND PIFEFITTING A.PPRENTICE AND JaURNEYMEN TR�,INING TRUST, a trust, to be the free and voluntary act of such trust for the uses and pu_rposes mentioned in the instrument_ Dated this IS day of � �� , I995. i �� �-�P (Sieaaauc of Naary) � ��" � � S C��, �,.Q.�-...��..2�� (Lqbty R-icc ar Scaap Namc olNcxarY) Notary public in and for the state of Washington, residing at = 1s�,�-� . Mv a��oin��ent exai�es `�- �r-� ,— STATE OF WAS'ciINGTON ) COUNTY OF ' ,� q ' (� I certify that I k:�-� �� .._ . � ��__�___�.� _ � . _�__.�� _.- S;� Gl, �/,�,�./ J�2 is the person who appeared before y. and said person 'acknowledged that said pe�san signed this instrument, on oath stated that said person was authorized to execute the instrument and ackr.owledged it as �the [;,�,;t�� �,.f,�e� of ELA.ND BUILDING LIMITLD PARTNERSHIP, a partnership, to be the free and voluntary act of such partnership for the uses and pt,r�oses nentioned in the instrument. ':? Dated tnis f� day of � �/� � � , 1995 . „(-�ti Lz.F L'v• ��it/1 ...��u! _ — (Signanirz af Nocary) X U Lr�,vc _ J N- !� � ' (L.ceioty Pr�c or Staci�N o!Noury) Natary public in and for the state of Washington, residing at 5�,��Gf , My appoint�ent expires /?-�z � �9 5 i?sa.:o.. J�28/95 10:35.m —�— � STATE OF WASHINGTON ) ) ss. COUNTY OF K i r.;�, ) I certify that I know or have satisfactor� evidence that 4-�,�h-r_,c; �,,,,,,,,,:E� is the person c�rho apoeared before me, and said person acknowledged that said person signed this instrument, on oath stated that said person was au:horized to execute the instrument and acknowledged it as the of JEFFERSON SMURFIT CORPORATION, a corporation, to be the free and voluntary act of such corporation for the uses and purnoses mentioned in the instrument_ Dated this 'T day of N1.� Y , 1995 . `,�����u���t� � 1��/�•t'_ � � ��=---s� �. PEI� 0 •,, csc�.��N�r) �� G� ���u�w�� �'G�•, . ;��r.�`Sg10k E+,�� �+ , ` � ;.���OTAq '°; ' �tc �� �£ � � C .: .,- = =� ' y �= = (L�iby Prmt or SZaa�N.mc.o!Noury) : NZU p;— "'; Nptary public in and for the state - . �►'; �Bt� '2c�� Wash�ngton, residing at �� • �'� • - :9�'S'�, ;� .`�'��: • (�' '� Ma�'��j • _ ��'.�F WASr� .�`My appoirit:-.ent expi�es � - t • `. � ,°��ll�tltttt STATE OF WASHINGTON ) ) ss . ' COUNTY OF } I certify that I know or have satisfactory evidence that , is the person who appeared before me, and said person acknowledged that said person signed this � instrument, on oath stated that said person was autnorized to ' execute the instrument and ac]cnowledged it as the af � B & G PARTNERSHSP, a partnership, to be the free and voluntary act of such partnership for the uses and purposes nentioned in the instrument. '_1 �' Dated this day of , 1995 . i (Sqr..an+rc of Noury) (IR31y Prwc or S�a.:�Name d Nau�) I Notary public in and ror the state �, of Washington, residing at i My appoint;,�ent e>:pires 1;3b:o.3 3R6i95 10:35.c� - —$— STATE OF WASHINGTON ) ) ss_ COUNTY OF ) I certify that I know or have satisfactory evidence that .. is the person who appeared before me, and said person acknowledged that said person signed this instrument, on oath stated that said person was authorized to execute the instrument and acknowledged it as the of JEFFERSON SMURFIT CORPORATION, a corporation, to be the free and voluntary act of such corporation for the uses and purposes mentioned in the instrument. Dated this day of , 1995. � �s`.n.�at N�r) c��b�y��«s�x,�or rc�y) Notary public in and for the state of Washington, residing at My apoointnent expires STATE OF WASH2NGTON ) I/ ) ss . COUNTY OF f�I �I� ) J I certify that I know or have satisfactory evidence that !, 1>�'U GP M- ��U�,,,e� is the person who appeared before me, and said person acknowledged that said person signed this '� instrument, on oath stated that said person was authorized to ' execute the instrument and acknowledged it as the Q�. pA�..�h� of B & G PARTNERSHIP, a partnership, to be the free and voluntary act of such partnersnip for the uses and purposes mentioned in the instruinent. Dated this �j vd day of M A i�i . 1995 - I�� / / �i����i' GI'.���'�- I .�,y,w��r��� � •�":.�.�.� ANOF�+►�• (/ cs��.n�rr�r) �� ,.,,,,,,�,���,, . 4 , �-:`?7_t0,y��,� • l��ill� � Y I �i � �S : * ., , -�4°i' � , � 6 �1 � :V Rf 9� J (L,ce bty Prm�or Suma Namc ot Nauuy) ��; ,a, � y; Notary public in and for the state ���.�,,� ��,.R ,;�.Z� of washington, residing at SCq'f"'f'je � o . '�, O,�'�+�����•�`�G��.` '�� �'�'AS���J �•` My apnointnent ex ires �-��� �� �•�•,�..••`' P t1:•_;�.3 �r?orSS I0:35am —$— STATE OF WASHINGTON ) . ) ss. COL'NTY OF � ) Z cert ' f that I know or have satisfactory evidence that 1���� C • /�,�,Za is the person who appeared before me, and said person acknowledged that said person signed this instrument, on oath stated that said person was authorized to execute the instrument and acknowledged it as the �� s�,� , of the KING COUNTY DEPARTMENT OF METROPOLITAN SERVICES, a �municipal corporation, to be the free and voluntary act of such municipal corporation for the uses and purposes mentioned in the instrument. Dated this � day of C . )i�_,L, , I995 . �,.�. .�, . .� 1 � ..���ttt:��r����� �L� . !/ .f :�!���\rG A• 8(f�,��; . ' lSQn..nu:o!Na..ryl � . � r �C,'.\jS50N F�.. � = �� ,O•�r N07ARY,9��9 � ` ��l���r � • �� U � CC '2 _ '" (LcYbty Prmt«.A.mp N,mc of:�ouryl _ : �ir— � ' pusuc : �� Notary public in and for the state ;`PyT^"G,�,�B �9�`,'.���:�� of Washington, residing at S�r�-TC� ,� �o •.....•���,��. �'�,,��F�WAS��.•` I"1�7 appointment expires T�.�J� G. � / �S I i . � � � 173G�t0.4 5/17/95 l0:l5� —g— I � Zi0 RDGIO[1AL TE,'NTICN FKCILiT'� PUt� STATI0:�1 AGREEMEIVT ANu RECIPROCP.L EAS'�SENIS PARCcL 2: Legal Description of the Eiand Property THAT PORTION OF THE NORTHtiIEST QUARTc.R AND GO�RN�IENT LOT I, IN ScCTION 24, TQFf�ISHIP 23 NORTH, RANCE 4 EAST, W.H_ , ZN KING COU2�I', 4vASHINGTON :4ND T'ffE SOUTiiL7EST Q(1ARTER AND GOVERNMENT LOT 6, SECTION 13, TOWNSHIP 23 NaRTH, RANGE 4 EAS?, G1.H. , ALL IN KING COUiv'TY, 4�AS�ZNGTON, MORE PAKTICULARLY DESC�3ED AS FOLLOUS: COt�*.MENCING AT THE QUARTER CORNER BETSJEcN SECTIONS I3 AND 24 , IN SAID TOWNS�P AND R�NGE; THENCE NORTH 87°26'48" L�EST, ALONG TIiE NORTEi LII�' QF SAID NORTFiWEST QUARTER 1,214.00 FEET TO TE� GIESTERLY Mr1RGZN OF CO(3t�TY ROAD N0. 3, CiiARIES MQNSTtR ROAD SQUTHFTEST AND NOL] KNOWN AS STEcL HILL ROAD; TEiENCE SOII2H I 32'29'S1" EAST, ALONG SAID FTE'STERLY MARGIN, 85. 34 FEET; T�iiNCE ON A CURVE TO THE �IGHT $AVING A RADIUS OF 256 . 48 FEt.T� nAID ALONG SAID WESTERL? MARGZN 139 . 14 FEET; T[�ENCE SOUTL� OI°24 `51" EAST, ALONG SAID WESTERLY MARGiN, 268.04 cEET; TFiENCE SOUZ� 88°35'09" GTc.ST 436 . 55 ecET; THENCE SO(Tr'ti 02'33 ' IZ" �ESZ 115 .a3 FEET; THENCE SOUTEI 7a°OS`34" WEST 95.47 F£ET; Tf�NCE SOUTk 88°37'17" - 4�T�ST' 1Q5. 38 FEET; THENCE NORTH I'22�'40" LlEST 437.90 FEET TO TE�E TRUE POZ�i'£ OF � BcGZ?v'NING; T�IENCE SOUTH 88°03 '09" WcST 283.04 FEET; TFiEN� SOUT'd 54°28' IQ" WzSi 490.45 FEr.T TO THE EASTERLY N4RGLN OF TE� CHICAGa, MIL�AUF�E, ST. PAUL AI�'D P;CIFIC K.4ILROAD COMP�'ZY RZGHT-OF-4�A`!; T�?�NCE NOftTH 28°I1'33" 47cST AIAPIG S�£D EASTERLY MARGIN 115.75 FEET; TciENCE ON A CUR4E T� T� RIGfiT HrLVZNG A ' EL4DIG'S dc 4I1.73 FEET AND ALONG SAID EASTERLY MARGIN 57.49 FEET; Thr.NCE �i0$T'rF 20°11'33" NEST ALONG SAID E?STERI,Y M�RGIN ZSo.OL c cET; T�-:E`'CE ON ? CURVE TO T::= RLGHT I�.AVZNG A RADIUS OF 523.68 FEET A.L"D P_�ONG S�ID E�STERI.Y HARGZN 4I9.12 FE�T TO A POINT ON A CURVE N.�,VING A R.�.1�IU5 OF 667.96 FEET, T� RAD'1LjS POINT OF u�ilCc BcARS NO�Td 6°57' 18" GTEST; Tl?ENCE EASTERLY ALONG SAID CliRV�' 102.86 FcET; , THE.;C� iVaRTH 83°4I'02" EAST 60.83 FE�T; T'rIEtiCE NORTH 74°I3' ?9" EAST 47.60 FEET TO �, POINT ON Ti� SOUTnERLY ;i;RGIN OF CriARI_°.S MOKST�R COUIvT'`_' ROAD SOUT'r:WEST, SAi� POIid'i BEZKG OK A CURVr' F?at�ING A RADEliS Or 238.99 FEcT, THE Rr1DIUS POI?�iT OF W'r,ICH BEARS AIORTH 17°19'04" �AST; T�.��CE EASTc.RLY ALOKG S�ID CCTR�'E AND SOliia�RLY Mr1RGIN 80. 36 FcET; T:iENCc �10RT3 88°03 ' 09" £AST A'LONG SAID SOt1Z'�ERLY M�RGIR 470.93 FEET; TdENCE SOUTH 1'So 'S1" cAST ALONG SAID SOGT�ERLY MARGIN IO,QO FEET; THEN� NORTH 88°03'09" EAST ALONG SAID SOUTFicRLY M?,RGIN 26_53 FEET TO A POINT WHICEi BEA:ZS NaKTFi I°22'40" WcST r ROM T�E TRlJt POIN'f' OF BEGIN�IING; TriE,VCr SOUTH I °2Z '40" EAST 450. 00 FEET TO THE TAUE POI?tiT OF flEGIN�IING, CGNi",I�I:�G 450,000 �SQUARE F�ET, MOK: OR LESS. - i'�"��" ''�� BLU`!E DiSTRI3L'TION F?.CIiITv : .;/' � . f,;;`: ; „'.`�,�''' �— •� � � cZ—�.��I'ON, WAS�iItIGTQN � �r���? GF � i�,, � BRH JOB N0. 89219.04 fi` ��' ,: • �`, �• M�RCH 22, 1990 , .- � > '.= �% ` AL:i/SUP.V. 34 � ,. ; r .�-j�,:�? .le: c; �� � •, _,��(, / , i '� ��S � � . -�.`���yvi-`�:�., '! it.:i� .,�; t =�s__ TG � �IONhL DETE�TION inC�Li � = PUMP STATIc._. AGREEMENT AIVD RECIPRIC�,r., .,�SEt•tt�'TS - Legal Description of the JSC Propertv PA.�CEL I • TFiAT PORTZON OF T*.-LF'. NCRTFi'rrEST QUAR�'ER AND GaV�'R'`fN.EN:' LO': 1, ZN SEC:IaN 24, TOWNSIiZP 23 PiORTH, RANCE 4 E.�ST, i�7.H. , ZN FCZNG COUNTY, S�iAS'r.INGTON A2iD TFiE SOUTHfiEST QUARTER APiD GQVE 2L�NT LOT 6, SECTZdN I3, TOF7NSHZP 23 NORTH, R�vGE 4 FACT, W.H. , ALL IN KING COIINTY, WASFiINGTON, HORr P.�RT_TCCTL�RI.Y DESC^�HEJ RS FOLLOWS: � C�lit�RCING AT TF.E QQARTr.R CQRNER BE'I"r1EEN SECTIQNS 13 AND 24, IN SnID TOC.'NSSIP AHA R.ANGE, TF�.'MCE PIORTH 87'26'48" WEST� ALaNG THE NORTH LINE OF SnZD PIOR'r"r.naST QU�RTER I21d.aQ FEET TO TFIE f+�S�RLY HARGZN OF COQNTY ROAD NO. 8, C.-�.n�.:.S HONSTER ROAJ SQUTHWEST AND NaW K.VOWN e'�S STEEL HZLL ROe�; T:::yhCE SOQTEi 32'29'S1" EAST, ALONG Sr�ID WESiE'RLY HAF2GIN, 85.34 FEET; T"r.�.:iCc: Ot: :, CJ�Vc: TO T'n:: AIGHT HnVING A RADIUS OF 256.48 FEET AND ALONG SAID 4viSTERI.Y Hi,.RGIh 139.14 FEET TO TF� TRC7E POZNT QF BEGINNING; THENC:.' SOUTH 1'24'S1' EAS: ALOE:G S?.ZD WESTERL,Y 2��CIN 2fi8.00 F?ET; THE21C�.' SOUTH 88'35'09' F7EST G36.55 F��_; i'�'NCE SOUTH 02°33'12" WEST I15.03 F�'ET; TF�N� SOUTH 70'QS '34' k�ST 95.C7 FE?'I; TH'i2�iCE SOOTH 88'37'17" HEST Id5.38 FEET; TF�.NCE NORTH I°22'40' F=S: 887.90 FEET TO T:� SOQT&'jRLY HARGT_AF OF OAFCSDILE .�V::;+'L7E SOUTFir7�.'ST ?�S CO;;��.�D TC ZE� CITY Or RENTON BY DEED IINDER RECORI}ER'S NO. 8702I00663, FLC0:�.75 Q? SAID COUNTY; TF-.�'NC: NORTFi 88°OZ'28" EA.ST AIANG SAID SOCJTFT':ZL.Y I�."r.RGIli 16.42 F:ET; T.�sr,NCE ON A CURV£ TO TF�:. RZGiiT EAVING A RADIIIS OF S Z C.90 rr�T p.2�D e`-._.O�rG SnID SOUTF-�FZ:.Y N.is..RGZN 194.06 F'F�T; Ti�NCE SdUTH 70°45 'S3" E3ST ?t'Q��G Sn:D SCJ:�.RI.Y H�4GIN 147.08 FEF.T; T?�iNCy ON A CURVE TO T.�' RZGHT ??�VING A R�IUS a= 852.73 rEET APtD A.LONG Se�T_D SOUT�RLY 2��f2GIlI 81.5b FL.�T; Ti�.:..�C� SOUTH 65°1�'IO' �=,ST Ai,ONG S?.ID SOUT:WRLY 2�=LRGIN 257.I0 e'�.'ET TO '='F3y k�S::R.L.Y N.�u'�GZt� O? 72i.� ?�V='4UE SOUTin'W£ST AS CONVr'YED TO T�' CIT" OF R�NTON BY DEED :-L�.CORDED U,iD�= ?.::.�icDE�'S PIO. 8702100643 RF.COcZDS OF Sr�ID CJLZ3TY; TXENCE ON A CUZi-V'c: TO T�-:E RIG"r.: L�VZ';G R F�DIUS Or 4�.00 FEET c'�ND ALONG Sr1iD WESTERLY Y=LRGZN 70. 69 FEET; �ET..:::.:� SOUTE 24°46'Sd" i�cST_ ALONG ScIID WESTERLY HARGZN 24. 57 FEF.T; TF�.'`1Cr aN A C:Tn�� TO T?i� LF.f'T FiAVI:4G A ?�A.DIUS OF 184.OQ FEET AND PSONG S�ID F7�.'STERL.Y Ff.n.?GIN fi�.35 :�?T; THEIICE SdUTH 1°0 S'23" EAST ALONG S�IID W.ti.'STERLY N.ARG I N 8�.8I Fc�T TO �= TRLa POINT O� B�GINNZNG, EXCEPT ANY PORTION THEREOF L1'I:lG EASTErZ:,'. OP THE CF'NTErZLINE OF C?�:t1rZI.,ES NOPISTER RQr�D AS VACATED 8`_' QR^.IN�,:tC� iy0. 4'_�3 OF �i� CITY OF R.i7T'JN Fu'7D RECORDe,D ffND:R RECORI?z.R'S NO. 880.�,0705%4� P.`CORi.S G? SnID cov:rT.. a,r,f,,'"'�- ����LHIF�,y � aLvN�. nis�R�acrr.or: inc::.T_� �F�� F y RENTON, WASHINGTON e`�4,� HR�I JOB NO. 89219 .06 p JUNE 6, ?990 = r�T.??/ENG. 40 O a� J G!S T ER�` �y�� ��0���t �a�Q s� .�..� PUMP STAT_ 1 AGRE�M�NT A�D RECIPROCAL .ASEi�cNTS Lega1 Oescription of tne Trust Property PARCEL 4—A: 7�,a� �cc .��o. 25�Z3`l— `1/ZL TKAT PORTZON OF THE NORTHti+'EST QUARTER OF THE NORTh`S+7EST QUARTER OF SECTION 24 , TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M_ , IN RING COUNTY, WASHINGTON, DESCR?BED AS FOLLOWS: COMM:.NCING AT THz. NORTHEAST COR*1F� OF TI-�E NORTHWEST QUARTER OF SAID SECTION 24 ; THENCE NOR'�H 87°26'48" WEST, ALONG TKE NORTH LINE THEREOF 1, 214 . 00 FEET TO THE WESTE.�I,Y MA.i2GIN OF COUNTY ROAD NO. 3 , C.ziARLES MONSTER ROA.D S�UTHWEST A.LSO KNOWN AS STEEL fiST1L ROAD NOW VACATED; THENCE SOUTfi 32 ° 22 ' 33 " EAST , ALONG SAID WESTERLY M�i2GIN, 85. 47 FEE'I'; THENCE ON A CURVE TO THE RIGFiT HAVING A RADIUS Or 256.48 FEET, PND AIANG SAID WESTE.RZ�Y MA..i2GIN 139 . 14 FEET; THyNCE SOUTH OI°24 ' S1" EAST, ALONG SAID WESTERLY MARGIN, 268 . 00 FEET; THENCE SOL�'I'H 88 °35 ' 09" WEST �36 . 55 FEE�'; THENCE SOUTH 02°33 ' 12" W::ST 115. 03 FEET; THENCE SOUTH 7a°a5'34" WEST 95. 47 FEET; THENCE SOUTH 88 °37 ' Z7" WEST 105 . 38 FEET; TKENCE NORTfi 1°22 '40" WEST 179 .50 FEET TO THE CENTERLiNE OF A.�t EASII�NT FOR RAILROAD SPUR LINE AS CONVEYED TO THE C�ICAGO, MILWP.U'tCEE, ST. PAUL AND PAC�FIC RAILRQAD COMPANY BY DEED RECORDED UNDER AUDITOR'S FILE NO. 5331102, RECO?2DS O: SAID COUNTY P.ND THE TRUE POINT OF BEGINNING; THENCE NORTH 1 ° 22 ' 40" WEST 258 . 40 FEET; THENCE SOUTH 88°03 ' 08" WEST 253 . 40 FE�.T; THENCE SOLTTT-t �4°28'IO" WEST 482 . 84 rEET TO TriE CE�ITERLINE �F SAID R�TLROAD SPUR LINE E.�Sc.I�ENT; THENCE SOL'TH 27°09 '�7" EAST �ONG St?ID CENTERLINE 22 . 44 FEET; THENCE �N A CURVE TQ THE L�FT N_AVING A RADIUS OF 365. 32 =EET , AND P_LONG THE CENTERLINE OF SAID RAILROAD SPUR LIN� EASr.I�ENT 857 . 54 FEET TO THE TRUE POINT OF BEGINNiNG, CONTAINING 2�1 , 997 SQU�LRE FEET, MORE OR LESS. TocETxER wIT�: AND SL'BJECT To At3 EAS�r.NT FOR INGRESS, EGR�,SS AND UTILITIES ACROSS THAT PORTION OF THE NORTHWEST QUARTER AND GOVERNMENT LOT 1, �N SECTION 24 , TOw'NSF?IP 23 NORT:i, RANGE 4 EAST, W.M. , AND THE SOUTh`WEST QUrLRTER A.ND GOVERNMENT LOT 6, S�CTION 13 , TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. , ALL IN KING COUNTY, WASHINGTON, MORE PARTICUZPRLY DESCRIBED AS FOLLOWS : COI�IENCING AT THE QUARTER COt2NER BET�vEEN SECTIONS 13 AND 24 , IN SAID TOWNSHIP AND RA.NGE, ^HENCE NCRTH 87°26 '48" WEST, ALONG THE I� NORTH LINE OF SAID NORTh�IEST QUARTER 1214 . 00 FEET TO THE WESTERLY ' MA.�2GIN OF COUNTY ROAD N0. 8 , CFi���S MONSTER ROAD SOUThriEST AND h'OW iQTOWN AS STEEL HILL RO�D; TriENCE SOUTH 32 °29 'S1" EAST, AIsONG ' SAID WESTE.�tLY �RGIN, 85. 34 FEET; THENCE ON P_ CL�RVE TO TriE RIGHT F-�AVING A RP,DIliS OF 256 . 48 FEET PND ALONG SP.ID WESTERLY MP_RGIN 139 . I4 FEET; TH�NCE SOUTH 1 °24 ' S1" EAST ALONG SAID WESTERLY � M�.RGIN 268 . 00 FEET; THENCi SOUTF-i 88 °35 ' 09" WEST 436 . 55 FEET; THENCE SOUTH 02 °33 ' i2" WEST 115 . �3 FEET; TH:NCE SOUTH "/0°05'34" WEST 95 . 47 FEET; THENCE SOL�'�'H 88 °37 ' 17" WEST 90 . 38 FEET TO THE TRUE POINT OF BEGINN�NG; T::�NCE NORTH I°22 '40" WEST 888 . 05 FEET 1 pARCEL 4-A CONT'D TO THE S�UTH�LY MA.�GIN OF OAKESDALE AVEIvtiE SOL''I'HWEST AS CONV'r',YED TO THE CITY OF RE.*ITON BY DEED IINDER RECOR.D�R'S NO. 8702100643 , RECOR.DS OF SAID COUNTY; Tf�NCE SO�'I'H 88°02 '28" WEST AIANG SAID SOU'I�FERLY MA.RGIN 30.00 FEET; T�IFNCE SOUTH OI°22 '40" F.P�ST 470 .00 rEET; TKENCE SOIITH 29 °35 'ZO" WEST 29 . 15 FEET; THENCE SOUTH 01°22 '40" EAST 40.00 FEET; THENCE SOTJTH 2d°25 '25� WEST 26. 92 FEET; THENCE SOUTH O1°22 '40" EAST 40 . 00 FEET ; THENCE SOUTH 29�35 '10" WEST 29.15 FEET; Z`HENCE SOUTH O1°22 '40" EAST 72 . 00 FEET; THENCE NORTH 88 °37 '20" EAST 39 . 99 FEET; THENCE SOUTF: O1°22 '40" EAST 290.76 FEET; THENCE NOR'r'N �� °�7 ' 17" �=.ST 30 . 00 F�'ET TO TH� T??UE POIN'I' OF BEGI3�TNING. �r,,"''""`�-� , B�L?�� D��:'�.B�.'T i 0 i� _ :.C��.=�'_' ��;�V� �' +� �%% RENTON, WAS�iINGTOiv ` Q� pF BR�? JOB NO. 8 9 2:9 . 0� � � AUGUST ?4 , i99 " C �� ^� ._ a�•�` �Cr�- 'rt�'O <%� , q (o'• �C' ` _- � �i'o ,�j� C.�` �^` '- � -' ii � 2 iv r.- vlv�•n... ..�._ �... _ �..,, cn..i..- - - PUMP STATi AGREEt•IENT P.ND RECIPROCAI. .�S�MENTS Legal Description of the 8 & G Property PARCEL 3 : T�3AT PORTION OF TfiE NORT'diJEST QiJARTER OF SECTION 24 � TOGINSI3IP 23 NORTH, RANGE 4 EAST, FI.M. , KING COUNTY, WASHINGTON, DESCRIBHD AS FOLLOWS: CQhII�NCZNG AT TiiE QUARTER CORNER BETWEEN SECTIONS 13 AND 24 IN SAZD TOWNSHIP AND RANGE; TH.ENCE NORTH 87°26 '48" G7EST ALONG TI�E NORTE� LI*lE OF SAID NORTHWEST QUARTER I214.00 FEET TO TfiE WESTERLY lL4RGIN OF COUNTY ROA.D N0. 8, CHARLES HONSTER ROAD SOUTFiWEST; T�r.NCE SaUTH 32'29 `51" EAST ALONG SAZD WESTERLY HARGIN 85.34 FEET; TE�NCE ON A CURVE TO TKE RZGHT HAVING A RADIUS OF 256.48 FEET A DIST�vCE OF I39 . 14 FEET; T'rIENCE SOQTH 1°24 `51" EAST AI.ONG SAID WESTERLY MARGZN 2b8.00 FEET TQ TEiE TRUE POIiIT OF BEGINNING; THENCE SOUTEI 88°35'09" WEST 436.55 FEET; THENCE SOUTH 2°33' 12" G'EST II5.03 FEET; THENC:: SOUTFi 70°OS'34" WEST 95.47 FEET; TFiENCE SOUT� 88°37' 17" FIEST 105.38 FEET; THENCE SO(JTH 4°58'17" EaST 4I0.23 FEET TO THE NORTHWESTERL`: LIrIE OF A TRACT OF LAND DESCRIBED IN DEED FILED li�iDER RECORDE�'S N0. 8b06190933 , RECORDS OF SAID COUNTY; TEiENCE NORTH 46`16`56" EAST ALONG SAZD NORTHFIGST_ERLY LINE 202.QI FEET; THENCE SOUTH 53°34'22" EAST ALONG T�c NORTHEASTERLY LINE OF SAZD TRACT 445.21 FEET TO THE t+'�STERLY 2�..ARGIN OF SAID Ca4RLES N.ONSTER ROAD SOUTH4dEST; T:�NCE NORTHERLY ALORG SAID W'ESTERLY i�i�.RGIN TO TE'E TRiTE POI:tT OF BEGINNING, CONT�ZNIYG 3I0,000 SQIIARE F�cT, MORE OR L.ESS. �4 �f,�a�� L HlT� ���� BLUME DISTRIBUTION FACILITY ' �'Z.`�` oF IN S� � P.ENTON, LTAS�IINGTON �`` ' �'a�� BRH JOB N0. 89219.04 � `,.; ,� � _ -EBRUARY 7, 199Q * � ` ALH/SURV, 34 �:;=�� � .. ` 7 �� n JCi I! Z \ �C�F. .<y• '. . , - C`_ �� `��Q.� �y `� �V :% � �i�. ��fl. =4�"`" r�� � i � � : ''� PARCEL 4-B : �, 'I'fir�T PORTION OF THE NORTHW"EST QUARTE..� OF SECTION 24 , TOGr'*iS�iIP 23 � � NORTH, Rt�,'1GE 4 EAST, W.M. , KING COUNTY, W�SHINGTON, DESCRIBED AS FOLLOWS : i COMMENCING P_T THE QUA.�TER CORN"'r.R BET'WE� SECTIONS 13 AND 2 4 IN ', SAID TOWNSHIP AND RANGE; Z'fiENCE NORTH 87°26 '48" w�ST AIANG '�KE I NORTH LINE OF SAID NORZ'FiWEST QUARTER 1214 . 00 FEET TO THE WEST��,y I MARGIN OF COUNTY ROAD NO. 8, CfiARLES MONST�t ROAD SOUT'Fi'w�ST; � THENCE SOUTti 3 2°2 9'S1" EAST AIANG SAID WEST�RI�Y MARG IN 8 5.3 4 FE�; THENCE ON A CURVE TO THE RIGF?T H.�VING A RADIUS Oc 2 5 6. 4 8 FEET A DISTA.'�tCE OF 139. 14 FEET; THENCE SOUTH 1°24 ' S1" E.�ST AZANG S�ID WESTERLY MARGIN 268 . 00 FEET; T�F�'JCE SOUTH 88 °35' Q9" WEST I 436. 55 FEET; THr."�TCE SOUTH 2°33 '12" WEST Z15. 03 FE�:T; THE?7CE SOIITF? ; 70°05'34" WEST 95. 47 FEET; THF.NCE SOIJTH 88°37 ' 17" WEST 105.38 ,, FEET TO THE TRUE POINT OF BEGINNING; THE.NCE NORTH I°22' 40" �.'EST ' 437 . 90 FEET; THENCE SOUTH 88°03 '09" WEST 283 . 04 FEET; TzSENCE , SOUTH 54 °28 '20" WEST 490. 45 FEET TO THE E.�ST��Y 2�.ARGI?� OF T:E CHICP_GO, MILWAUKEE, ST. PAUL AND PP_CIFIC RAILROAD COMPANY RiG:�T- OF-WAY; THENCE SOUTHERr�Y AI�ONG SAID r..�STE.�LY i��RGIN I6I0. 67 r=�T 'i TO A POINT ON THE WESTERLY M.�RG�h' OF COLTh'TY ROP.D NO. 8 , Cu=�,T,�S !, MONSTER ROAD, SAID POINT BEING ON A CLTRVE H.AVING A Ri�DIUS O: '�� 250 . 37 FEET, THE RADIIIS POINT OF TvtIICH BE.3.rZS NOhTH 58 °59 ' 4: " �AST; THENCE NORTHERLY AS,ONG SA;D CURV�' AND W�ST�RLY i�',r,RG�;� 250 . 58 FEET TO THE SOUTHWESTERLY LINE OF A TRACT OF L�.t�D DESCRIBED IN DEED FILED UNDER RECORDER'S h'O. 8o06I90933 , RECOR`?S Or SAID COUNTY ; THr.NCE N�RTH �8 ° 12 ' 23 " Y:EST ALOi:G St:Ii SOL''I'h�lESTERLY LZNE 420.25 FEET; THF.NCE NORTH 9 °a1'S5" F�ST �TA::G THE WESTERLY LINE OF SAID TR.ACT 125 . 00 FE�T ; THF.NCE h'ORT:: 4 6°16'5 6" EAST AZANG T:iE NOP.THWESTERLY LINE OF SAID TR�iCT 17 . 0 9 FEET; THENCE NORTH 4 °58 '17" WEST 410. 23 FEET TO THE TRUE POI21T O_ BEGIIv-NING, EXCEPT PORTION LYING NORTHERLY Or Ti-iE CE?7TERLI?dE OF A RAILROAD SPUR EASEMENT AS DESCRIBED IN AUDI'�'OR ' S r ILE 2:0 . 5 3 3 I102 . PARCF.L CONTAINS 3 70, 5 61 SQliARE Fc.E'T. TOG�THER WITH AND SUBJECT TO AN EASt'�. IENT FOR Ii�GRLSS , EG�LSS T�i�D UTILITI�'S ACROSS THAT PORTION OF THE NOrZTHwEST QUARTER AND GOVERNMENT LOT 1, IN S�CTION 24 , TOw�SHIP 23 NOP.TH, RANGE 4 EnST, W.M. , AND THE SOUTHWEST QUA.z2TER AND GOVr.RIv:MENT LOT 6 , S ECTION I3 , TOWNSHIP 2 3 N�RTH, RANGE 4 EAST, 4�i.M. , A�,L IN KING COLrlmy� WASiiINGTON, MORE PARTICULARLY DESCRIB=D AS FOLL04.'S : COMM�NCING AT TH.= QUARTER CORNER HET�vEEN SECTIONS I3 AND 24 , IN SAID TOWNSHI? P.ND RANGE, THyNCE NaRTH R7°26 ' 48 " WEST, ALONG THE NORTH L�NE OF SAID NORTFiWEST QUARTER 12I4 . 00 F�ET TO THE hEST�Y MP.RGIN OF COUNTY ROAD N0. 8, CHr'1RLES MONSTF.R ROiD SOUT�-iv1:ST �.?:D NOW KNOWN AS STE�L HILL ROAD; THENCE SOUTH 32 °29 ' S1" E.�.S�, A�NG 1 PARCEL 4—B CONT'D SAID WESTERLY MARGIN, 85. 34 FEE'I'; THFNCE ON A CURVE TO TFiE RIGFiT :i.AVING A RADIUS OF 256.48 FEET AND AiANG SAID WESTERLY MARGIN 139 . 14 FEET; THENCE SOUTH 1°24 ' SZ" EAST ALONG SAID WESTERLY Mr�GIN 268 _ 00 FEET; THFNCE SOU'IrH 88 °35'09" WEST 436.55 FEF,T; T'rIENCE SOIITFI 02°33 'I2" WEST I15. 03 FEET; THENCE SOIITFi 70°05'34" W�.ST 95 . 47 FEiT; THENCE SOUT:i 88°37' 17" WEST 90 . 38 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 1°22'40" WEST 888 .05 FEET TO THE SOUTHERLY MA..�GIN OF OAFCESDALE AVENL'E SOIITHWEST AS CONVEYED TO THE CITY OF RENTON BY DEED UNDF.R RECORDE.�'S NO_ 8702100643, RECORDS OF SAID COUNTY; TH:NCE SOUTH 88°03 '09" WEST AL�NG SAID SOUTHERLY MARGIN 30. 00 FEET; THENCE SOUTH O1°22 '40" EAST 47Q. 00 r�ET; THENCE SOUTH 29 °35 ' 10" WEST 29 . 15 FEET; TF�ENCE SOUTH O1°22 '40" EAST 40. 00 FEET; T?iENCE SOUTH 20°25'25" FTEST 26.92 FEET; THENCE SOUTH O1°22 ' 40 " EAST 40 . 00 FEET; THENCE SOIITH 29°35'10" WEST 29. 15 FEET; THFNCE SOUTH OZ°22 '40" EAST 72.00 FEET; THEAiCE NORTH 88 °37 ' 20" EAST 39 . 99 FEET; THEPFCE SOUTH O1°22 '40" EAST 190.76 FEET; THENCE NORTH 88°37 '20" EAST 30. 00 FEET TO THE 'I'RiJE POINT OF BEGINNING. �/:///J/�' ��� -- BL'u'ME DIST�_BUTION FAC�LITY t`i����c� l.. NI i�ry� __ RFNTON, WASHINGTON r�o.F�OF ' h'i� � BRH JOB NO. 89219 . 06 i ��� � ,( • � SEPTErIDER 4 , 1990 � ` , Z � AT�i/ENG. 40 . Q �'r �,. oQ. ti� E,� � � �•. �G/�T�tz Q,�4' '�`.��` cJ � _ �a� ���;9 �; =� . .�i�i i/J! 2 �, . __ _ _ EXHIBIT E T� REGIONAL DETENTION FACILITY PUMP STATION AGREII�N'r AND RECIPROCAL EASE�'�IENTS Legal Description of the Metro Property � -- Page E-1 oi 1 ` � � E�r� 181T � - =e��tt3;;r 23, I990 � i: • ' IlLSC�PTIO=I O� R�2IT�� TAE�T_`�._c.�""I'r PL�2�T FR�P��� • - .1 t'�at par�`�'ian a�' Gavern�ent Z.at Z, Gavern.�nent Lat 5, Gave,;�ent :.ot 6, Goverr�ent Lat 8, t'�..�- e Nart.`Iaast qua,.�e� ot the Na�-'-,..hs.rest . �-ua�e*-, ar.d .'the Sou���est �ua��r of the Nor`'�..heast cruarte= af . � ;c:.ion 24 , Township Z3 North, Range 4 East, �+.N_. , ir. �.*1� Ccu.�ty, . ��:zington, des�i�ed as a v�oZe as �oZlo�:s: . � ,�,,:.e;.cirg at t�:e rto�-`r:ers-t c�ner ot sa�� Northe.ast csar�er of tha ��-�sres� quz.r�er; �eac� alazg the naz'"�.}i line of said No�e?s� qua�'e� oP t�e Iio�ikes� cuar':.er ar*�d alonc the aor`� lina of -ave�--uae�t I.�t I. of sa_d Sectiort 24 � N 87a 26 ' 22^ S�7 2633 . OS fee_ �o :e ac=:.,��as;. cor:zer af said G�ve_�erit Lat 1; t�encs along t�e :.�s� � I.i.�e of said Gave�.;.acer.t Let I. and Lot 5, S Q O° Z fi ' I9 '� N 2�99 .7? �eat; thence � 89° 33 '4I." E 1909.89 �eat �a an interse�ian `.th �e eastasly �igh�-o�=cray anrgin of l�or.ster Aoad esj-...ablished � • :.��e City v� Rentna's aZ��e..*�t of Ausus� 3, 19 8 8 artd t.he TAIIE PO�:�' oF BEG�N�G be?ng a goint on a c.zrve canc.ave ta t.�e -+L:t.'�ves� t�`�s radius point of vhic.si bears S 63° 43 ' 4o'� W 367. 13. .z-; t�ence alonc, said easta=ly �=ight-o�-s:zy ma�in fo� t}ie _u11oW;..*;g ten (10) c;.urses: . .'_. rc�.'�erlv alcnc said c.LT--�re an arc dis''�.nce o= 1�7_5o yaat . '-'^�-auch a , c�*z��1 aZg1e o� Z3° oI'1?" , . � N 49° I� '37n Fi 349 . 48 feet to t�e beginr.:ng e* a c.��-ve t� �e rig�t having a ra�T:s o� �?36.79 fe�t, ne�..�erly alc:�� said c•_:z--,re ari arc dis�Zc Q c` 25 5 . �;, f es� t�^souc� a can��l anQ1a ot OS° 27' Q�" , • _. N 4a° 4�' ' 37" S� 39. 69 fee� t� t:e begL*�i^_g of a c•.��-ve to `-..he ='ig:�� having a �zdiu� o� 190 .37 �est, � ' - . zie��e=Zy , zZezg said c.L;rs an arc c3is1-Wnca e� 242.83 �net �-�raugh a cant_-al 8..rgle o� 8s° 08 ' 00" , . . . . N 47° �2 '23" B 12I.88 �eet to t�e beg;nri�-zs cy a c�.zrva �n �`...�e ?a�� havi.ng a rzdi�:s of 316. 48 fe_t, - r.or-'-,_.herly a.Ionc said c.i._�-ve azz rsc �.s�a.:':ca of 1�9 . 08 ���t r�rousii a c�..zt..-� anqle o� �s° .�8 ' 00^ , .. N 18° 34 '23^ E 317.29 fe�t t� the beginzzing of a cu.." ,re ta �-'1e 1e�t h.av�ng a r�dius a� 316_48 fe�t, � � � rior`.�' erly alartg. said �ur�re an a_Tc dis:.znc8 a� 1r.0_�7 �ee� t.`ircuc,fi a c�n�--a1 angl e v; 2 a° o o � o o" , - . . . . N oZ° Z4'37� Fi fi�9.4I ;eet t� t*�e saut3v�s� c�rna� of a paree�.. . of` land car•veye3 tn tha Mts.�cipzls.ty o�_I�e��polita.'� Se�t-t1e - � �y Fi�st City Ecsjties by De�d Teccr3ed �.de.r Rec��w�ri'r��rvp�efv � : 8707080246 : - . . + ��oF�acreN � ',�JG 0 4 �52 I �=����v�� � . � _ . ie_.ce continuing aZang said easterly right-cf-Lzy mar�{r, a;;� zlons � � ..._:ie� �:ester?y 2i.*�e of �said pa�ce� rar t.�e fcllo�ring �oc:r (� ) � • � , cau�ses : � , � � • N aI° 25 '37^ W 64 .76 �eet to :.he beg{�r:��s ot a c�:rve :.� t�'�e .right hav�ng a ra�.ius a� �0_ 0o feet, . nc��herly alcng said c,zzve r.n ar� dista.*�ca c� 54 _ 9� �aet t'�--ocigh a c�rttral. angZe of 26a IZ '45", N 24° 4? ' OS" � 24.57 �eet. to the bea�-i�^c a� z c-sr-ve �� t�e �ight havi:zg a �adius a� 45. oo feet, ' na�,_..'�e�ly along said c�.z.�-ve a� arc �is:�a.^.ce c� 31_ 79 �ee� '--�-ough a ca.*�t_�1 angle af 40a ZS '16" ta �e �.ras�e=?y l�:�e of a t_act a� Iand c�nveyed to Me�-_.,.;❑ by �eed reca�ce3 �*�3er Rac�r�:ng Nu�er 820073a��83 ; ..:erzce a?or.� said uesterly If:�e N 23° .25 '3 6T' F 16 _ OS feet to tae no=-th lina af said Nort.'�east auas-�er Qf tha Nc��:�;es� 4t:a�e=; e.^.ce alenq said r.cr-`..h �3fne 5 87° 26 '22" E Z25_ 6o �eet to �.':e s�e�ly cor.:e� of a trac:.' o� I.ar.d canve�red to First C_t r �c-.tit�es hy 2�a�ra by Deed �eC�rded L:ride.� Recnrding :iel�ber S7a7GCO245 ; taenca � � or.s t�e saL:�ueste=-ly li.Ste of 3aid t��c'� 5 6�° 13 ' 27" �' Z07 _sl et ta an� inte.rse�tion vith a c.L-ve crncava to t�e no�.�, ��e _.sd:us poi-it Q�' uhich bea�s N 40� 45 '45'� : 422. 96 �e�t artd y�e Zc�..�c�ly Ii�a a� z trac� a� lznd convayQ�,'. to �'�e 2;unicipalitv �r t_cpc�r.��ar, seat�le hy �BurliT�an rio�'-�e;� Railroad Co��aZy ry ed rec���d u.*�de� P.ecar.,�.ing Nua.�er SZ673a0Z63 ; `.er.�e z?er,c sa�� :cz-�`�er?y 1��.i'ia ror }�te following �ive (5) coc:rses: :-.� �scutheas;:er?y alcng sa{d c��ve an a� dis:ance o± 2�4 , o� ��at I ;.�c�:g� a centra3 ar,gle or 39a �49 '.49', _ S 89° O� ' Q4" E 197.07 �e�t, . � 5 73° a4 '20" . E 11.3Z feet to an fn:arsec'.:io� :rit� a c-.z.�-ve '' c�r.cava ta t�ie nor`...hea.st 'the sadius pair.t o� c;hic.� bears N 73° 17 ' 4I." � 431_53 fest, s�u;-�aast�-ly along sa�d curse an a�c dis�ar.ca c� 424 . 53 Leg= th�ou h a c�*��aZ an Ia v� �6� 3Z ' Ol", . � S . S 73� 04 ' 20'* E 4fi. 48 �eat to thQ ,testerly �in� o� a ��c: r.L 1�.-id c�m�rcyed ta K�zzg Ca�ty by t�e H`:nici�ali;y c:� �et:.�galit�n Se�ttla by Dea3 recn��d w-�der Rec�ra.ing h��:� I 8112Z30�30; . ' . J' '. : . ,- � . . rtce alcng said ues;,erlv lirse �cr t�e •follo�:�.*:g icur (�} cQ�s�s : . S 73° 04 '2a"� �r�8S .9fi � feat to t�a �ec:r.-=.z5 0� a c.:�--ve to . �-.�ce , _ ' ric�t having a radius af 307. GO .Seet, - - � -- -- -_ - ---. - .--. . _ . � scutherly al.ong said c'��re an arc distance af 329 .53 feat , t_hrcuc-,� a cer:t=al angl� oP 61° 30 ' QO" , � � S lI° 34 'ZO" E 749 .46 feet, 5 1S° 3B ' 42" £ a4 .5Z fee:. to t.�e easterly 1�.ne of a �act of la.*�� ccmreyed t� �e Z�un{cfpality o* I�et�apa�itan Seat�le �y BttYl�gton No�'.�e�, Znc_ by Deed racar�ed under Recor3ing xu��r �zafio3a3az; therzce alor.g said easte_ly ?ina S Zl° 34 '20" E 326.52 Seet; t,�enca cont=riuinq aZong said eas�er?y Iine N 78° 25 ' 4 0" E 33_27 feat ta the c:es�erly line ot a �-ac� of land c�nveye� to K=.*�g Caun�y bv +...he Nc::�ic�pality c� 2�e�-�c�o?ita.Z Seat�`�le by Deed recarded urider Recc�i ng Nu�er 81�223 043 0 ; t`�enc� along said wes�er3.y lirte S 18° 38 ' 42" � 95_96 �eet ta a t;ac� of land es�lishe� by King Caunty Supe_ic= Catzr't Cause No. 84-2-47769 7 a.�d su�'veyed a...�d-recarded in " Hock 40 o: SL'2veys en P�ge �80 , i�ncardir:g Nu�er 84a614g403 artd z'..�e��ed by A�fidavit rec:,rde� u.-ider Recnrd.iiZg Nu�cer 85041�0606; t'�erc� alor.g said trac:. ot laad �o= the fcLaving te.*� (IQ) ccurses: N 77� 29 '35n E 0 .70 fes� t� :�a �este_ly 1;..�e of a t�ac� o� ;ar.d canveyec to u'�e City of �e.�•tcn �j Deed recarded u.^.der �ec�rc{ric Nt:aaer fi2120904do, S .18� 38 '50R � 1Q0 _�3 �eet t� ;'�e sau�wes� c:,r_-ie� o� said ��S'�' Q� ?3I1G� , . S 77' 29 '�5" Tr7 644 . �5 �eet a.I.cr_c, t'�e saLt�*er?Y marcin o� the , �reviaus �urling-�a:� IIo�.�e^i Fcailrozd Ca�n�*�y right-flf-vzy ta ;�.S.e begian.ing o� z c.:_��e t� :�e le�� having a �adius o� 9Q5 .3? �QQ�. . :�es�e�ly a2cng sz_� c.z:.-ve and along safd sc�:�erly ma.��� aa � a�c dis'-�ancE oi 267_5� _eet �augh a c�.�t.._�? angle of 16� 55 'S�" to the ::es� liz:e of 3aid Sout_h�:est qu��'er o� the - Nnr-�east quarter, � . . S a1° OS'18" FI Z4.2 . 6� feet a?onc, sai d Wes� 1�..�e to the nor}...hu�sterly m.a�-gi..� cf t.hat portion oL the rigatrof-�:ay vf Pri:nary S�.ate Eigh�ray No. 1 (int���te 4o5) identified on t�s highuay map rec�rda� tr.*�d�T Rec��ding Nt�mher 5399478 , as the B-Line, a-�d a goint on a e.L�-ve cor.cave te the sau'-`h, ' t�e rad.tt:s po�.rit o� v�c� be.�s 5 02° 17 'S8" � 251. 00 fes�, vester�y aleng said c:...�ve a�d a?Qng said nor''�Les�e=1Y aa-'"Sin zn �c dis�'•.arzca o� 1��t _ 03 :QQt t�rouch a c�n`'�'- arigle of 3sa .. �, '3Q''', . , � . c�rz�itzL.irig a?onq said nor`..�vest��ly m.a��in 5 47' SB �32^ �7 �43.18 fes} t� �e nor`� 1=.*�e c� said G�e�.ent Lot 8 , 3 � " EXHIBIT F TO REGIONAL DETENTION FACILIT'Y PUMP STATION AGREE�IEN'I' .�.`3D RECIPROCAL EASEMEN'I'S Estimated Budget for tiie Systesn 1} Construction Costs $59 , 355 . 00 2) Railroad Easement $22, d00.OQ 3} Puget Power $20 , OOQ. 00 4) Bush, Roed & Hitchings $20, 500. 00 5} Permits 5600 . 00 SUHTOT_�L, $122 , 455.QO o') l0o Co�tingency 512 . 2Q5 . 00 TOTAL $I3?, 700 . 00 , Fac2 F- 1 cr 1 alang said nor''� line N H7� 3a ' 15" k 16- 07 �eet to tY��e . eas-�erly �arqin• c� t�e p:evioQs Hurlington Nor-`�ne-� Zail=oad ' ' C�arcy riS::t-a�-way •and a pvint c:� a c:�Tve c�r.cave to �e so��.�east having a radit:s o� 9o5.37 �eet t'�e _��ius point oi � vhic'� be�� 5 fi2° 24 '09'� E, � sou�erly alang said eas��..~Iy aa_�gi.'� 8.rt� alcr.s sai� c:��e an $rc dis''.z:�ca o f 181_53 feet t.�_�-cuga a c�-it�al ar.g�e o f 11° 29 'Z6" to a line pa,allel 'vith and 7o_ 0o �eet nc�..:ues:.erly o� �e ce.nterli.ze of Na.�hi.ngtan Stata Eigr.�:a� No. ?-�, alcr.g said p�zl?s1 Iine .S �6° 53 = 08" N 13�_ 69 �ee� to ��e easter�.y Iine e� �a �'act of . Iar.d c�nveyed ta schc5er �.�e�rises, Inc. by. the N�x.-�icira.lity o*' NA�c:o?i_z.-� se�t:.1e; �enca i eavinq said ;��'act o� Iaad established by �`_zq Cot:nty �uper�e= C.�u_� Cause No. 84-Z-fl77�9 7 a.*�� Z'�r'..zir.g t�e..�ca alcrsg said =5ter3y line af Schaba=' t_�G'�, ?i 04° 18 ' 03`t Sn Z4 . 69 :ea�; t'�ence c:�nti.nuinq alcnq said easte:ly Iin� N o6� 22 ' l0" � 32�.59 �e�t to ; y-...�e s�x�vesterly �a:gia of t�e rea.li,c-rzz�e..t o� �or.s�e= Rcad; �ence �ztinui�g alflng said easterly� I.i.za ar:d a1c^g �a±d scu�.t:este��Y : �gin, K 41a 55'32" W 68. 65. faet to the saut.erly c:.�er c� a �...=ac_ af 2and c�nveyed to the L+L:nic�gality of 2�et�opol�.t�r: Sea��1e `-�� Sc�ober Ente�rises, Inc. by Dee3 rnca�e3 t:.�.ce= Reco�ir.s ; �er 8SC329081� ; t�eac� c�n�-rauing alang said sc�.:�ues�e_1y �a�g�n a.*�d a1 ong +...hs southerly lisie c� sa{d tzac=', N 4�` �� ' 3 2^ �: 125 . �9 � �n_t: the.�ca conti�su�g alonc .sa�.d southues�e='_� =.a��in and _� -' s�t:t�e=�y Ii.ne N• fi5° 31'09'� r+ 11. 1z �ee= to �aid easte_ly . _.. : ;�;h�-a+-L-ay ma_:�in c� Mons�e: Roa� esy.ablishe3 b,� t�e City o� �entor. '.s a1i,m.3ent at At:gust 3, 1988 -a�zd a poir.t c:t cs��e c�;.cave � � +...he scu�west t.'se Z'PLC�2L*5 paint c� vhich bea-s 2: 87a <0 � I.6" � ' �7- 11 �'sat; t�ence nor'..herly alcng said �argin a.Z a_� d'_s�,ce cf ln� .7� ��T2t t.'LOL'C� a cant_�-ai z�g1e cr Z5' � _ ' .;4 " ,... �.�:A .._ _e _ ��. _ �f b eg=zzrti.*ig- . . F � . a 1V .�...V1Vl�AL vu1L.��. iLV.. . . .���+� � . PUMP STATE_ .�i AGREEMEI�TT AND RECIPROCAL �ASEhI�NTS Easement Area on the Trust Pronerty ON-SITE DAA�GE E�3�ME:YT DESCRZPTSON pLUHH8R8 f� PIPEPITT'ERS TRIIST FROPERTY THAT PORTZON aF TKE NORTHWEST QUARTER aF SECTION 24 , TOWNSHIP 23 I� NQF�I�3, RP.NGE 4 EA.ST, W.M. , TN KrNG COL'NTY, WASF.ING'Z`ON, LYING Nr�iIN I A STRIP aF Z.AND 10_00 FEET IN WID'TS, AAV�NG 5_00 FEr.T aF SIICH WIDTg ' ON EACH SIJE OF AN EAS�T CENTF.RI�INE DESGRIBED AS FOL�L,OWS: COI�LiENCING AT TKE HaST SOIITHERLY CORNER OF 3�iAT CE.RTA2N PARCEL ' DESCR2BID IN DEED � EZ:AND BIIII,DING L2.*i'TED PAR�N�RSHIP, RECaRDED IIND�Z RECORDING NO. 9006281432, RECORDS OF SASD I�NG COUNTY, TF�ENCE NORZ'H 54'28 ' 10" EAST 80.00 F"'�ET �lIANG 2'fiE SOIITF�.�LY L2NE �EOF TO THE TRUE PaINT OF BEGINNING OF SAID EASr.."K.EN'r CE*i'TERLINE; THENCE SOUTFi 46�10 '27" EAST I0. 40 FEET �NG SAID FASr..�..ENT CENT�tLZNE TO THE TERMINIIS TFIEREOF; TFiE S?'Dr..�'LINES OF ThZS FsASII�N`I' SHAI�L BE SO SHORTENED OR LE27G�'F�E`NED SO AS TO T�RI�NATE IN THE S�IITH LINE OF SAID EL�ND PA.t2CLL. SI'ItiATE IN THE CITY OF R�'I'ON, RiNG COffNTY, WASHIPiGTON. PLU�..BERS � PIPE:ITT��S TROST REGIONAL DETE2ITION r�CILITY �����„ hILLIFM A. N:ZC�ZOX, P.L.S. �,t�� .�a�. BRt: JOB N�. 9�369 _ 07 �. FEBRUp�2Y �2 , 19 9 5 ' .S REVISEt7 :�RC�i 27, 1995 r � ���� � � � s� ��� � �� -. 3-z?-45 � " REGIOIvAL DETEN'L'ii.1N r nt:11.,1' ' PUMP STAT_ _! AGREEMENT AND RECIPROCA.L .ASEMElVTS Easement Area on the Eland Property ON-SITS DBAINAGE BASEHE�iT DESCRZpTION ELAND PROPERTY . THAT PORTSON OF THE N�RTHWEST QIIARTg2 OF SECTION 24, TOWNSIiZP 23 NORTH, RANGE 4 EAST, W.H. , IN Rl'NG C'DUN'I'Y, WASF3INGTON, LYING WIT'HIN A STRIP OF L�A.'�D �0.d0 FF.ET IN WZD`�fi, HAVING 5. 00 FEET OF SIICK WIDTH aN FAQ3 SIDE �F AN F�SF:MEN'�` CII�TERLLNE DESCRIBID AS FOLIAWS: CO�NCING AT TFiE MOST SOUTFiERLY CORN"R OF TfIAT CERTAIN PgRCEL DESCRSBED IN DEED Ta ELAND BUII1?ING LII�ffT� PARTNERSFi2P, RECORDED UN�r."R RECORDING NO. 9Q06281432, RECORDS OF SAiD KIl1G COIIIZ'�Y, THF�7CE NORTH 5 4°2 8 '10" F_AST 8 0.0 0 FEET A;ANG T'sFE SOIIT�LY �TNE TH�tE.`OF T�O T:IE TRUE POINT OF BEGINNING aF SAID EAS�fENT CENT�T•�'; Th_.►NCE AIfONG SAID E.�1SII�'1T CENTERLINE THE FO�LL?WrNG FOIIR CODRSFS: Z`H�iCE NORTH 46�1Q '27" WEST 125_ 66 FEET; T'tIENCE NORTH 22°30 '42" WEST 282 . 00 FBET; THII`TCE SOU'I:ti 77°29 'I8" W'EST 23.04 FEE`T TO T:�E WESTERLY LIN':,' OF SASD ELAND PARCEL; TKr..*ICE NORTFi 3 6°29 '3 3" W'EST 12 _ Q 0 FEE'I' TO THE T�tMSNUS OF SA�D E.�LS�r CE�I"I'ERLINE AND tRaM SAID TER.*ffNIIS SAID FOINT OF C'�M.ME'NCING BF.ARS SOi�'TH 22�15 'Z2" EAST 43a .77 FE�'I' DISTANT; � THAT POFZT'ION Z'�i�OF LYING WEST�LY OF SAID WES'�ERLY LINE OF SAi D ELA�ID PiiRCEL. TH'� SIDELINES OF TF:IS F.�S�'*�Iv`T SFi�1LL BE SO SfiOR.�7ED �R I�ENG�FiE2�rD So �S TO MEET AT ANGLE POINTS ��D TERMI'F�TE L'3 'i'h"E SOII'I'H LINE OF SAID ELA,ND PP.RCEL_ � 'I SI'I'UATE IN TFiE CITY OF REN`TON, KING COUN'1'Y, G�iASciINGTON. I PLL'iLBERS & PIPEFIT^tERS TRtTST REGIONr'1L DETENTION FACILITY � A-8ic� wzr�z� A. �scxox, P.L_s. ���� ' O+ BRH JOB NO. 9d369 . 0? ! /� .=�� FEBRL7�i' 22, 1995 ', --. `' .� Qz. v REVISED MARCH 27, 1995 �i !3 � r � l I � ��� . EX7'�QS N171 ��LI�J Q Q W ELAN E3UILDING LIMITED PARTt�lERSf-IIP � � �7 M \ �" DEED F1EC N0. 9006281432 � M `. SCA�E : 1" - GO' J {— �� z U � � ,L �ti• � a. S 4 6' 10' 2 7" E w p P -. '` 1�, y, a' 10 00' �- � � / ��� ���� � � � � I �' �`�` "� �`1=` � � Ti'00. � - -_ __ _,�S )�. �ti` �1g�� POINT ..�.. ` ?�.p4.�A' 1(�- h, ���� �`�� f f�� _ � TERMINUS ��� �� �r'� ��'� �H 1� �;,� .�' ' r� �' I w '� ��'Op'?a �J• w 1 1� �1 aG?Sb 21"Y� � � 1, �� o , O.W.R.R. & Nav:�Co. (U.P.R.R.) � N � I �' .` Z -- -- __ POINT OF COF�M�AENCI�JG� ON-SITE DRAINAGE EASEMENT SKETCH ;r� J�A. 111�,�' � ����-�"-�° � PLUMBERS & PIPEFITTERS TRUST `�`�,�`��fw^Sh�CO� � � I E T : ! ^ � 'r ��a REGIONAL DETENTION FACILITY � ' { �i n � ` Ei.R.H. JOB NO. 90369.07 , DATE ; 2/27/95 '' E �°�. . ,�.ur� ! c�su�s snii f�? ISH,ROED b HITCHINGS,INC. �_ZII�y :IL ENGIIIEERS 8 LAND SURVEYOf15 ��nl.�w.Se��NO fON ]7 7-�1�� �XIIIBIT I TO RGGIONAL UC'I'�N'I'ION 1�11CILITY , I�UN�P.. S`I'n'I'E;ION.�,��RCL•"MCNT 11ND RGCIL'ROCAL rSEMEN'i'S � . . . ��;�:� � . .� . '�.. � . . � . . �' 5ketcti of Casements � C� �C � z w a a � TERRA ASS�CIATtS, lnc. ' Consultants in Ceotechnicai �n;ine�rin;, Gcology and � Environmen,al Earth �c:ences �;�� `C�'�C . 1/ � G / 'G� � � �-•''� February 17, 1998 ;� � Project No. T-3-�53 , iti�(r. Dave Kessiz; Opus�orth.vest. LLC '_'00— 1 !=th �venue tirE, Suite�0� Bel!ev�e. �4'as!-in;ton 930�4 Subjec,: Sup�terr:ertat Geot.chnical En�ine�ria�Evaivaticn � Low�r 1�funster Road R�n:�n, �h'�st;in�on � Re��;:rce: Geotech�ical En�ineerin; Study and Ab�nooned �iine :�ssessmz:t, prepared by Terra Associates, Inc., Projzc��+o. T-34�;, da�_d Dec:T.Der 17, 1997 � D_•�r �a�e: .�s req�este�, �n Jlnuary 23 and =6, I9S8, we cornp;eced ar,'ditional fieid studies at the subject site. This i aLdironal ttelc «orl consis,ed of cril{in; [wo test b�rin,s al��r.g th� e:stern slope, aoove the proposed buildia� ' locaci�^. �4'i�ii: at tne site, we also excavated oc:e tes[pit in ihe lower flat perion of the site, near the ap�r�sima:e c:�t.c c•�:;�� buildia` eutline. The pu;pose of this ad^:tier.al fie!d w•c�rk w�as to determine the condition oi tne � bed,o�k e��_cte� to be encoun.z;ed duriag mass �.ad;,,g a�u es�a�•ation for the ouilding, and evaluate conscructien ;e�u:remeats. .�s cu,;ine� in �`�� r�ie;e,^.ce� report and as sha�vn c�, pr�ii:-ii.���,• d:av::rags gr�pare� bv .Ai-�BL, da:ed Octob�: � ;�9", oti��si� er�avation d��t�ts ir�to th: �as.z:n hilis:��, a�oros�hir.�� �4 fzet, will be required to establish t`+� desued buifdin, grade. It is cur,ently propesed to sfape tnz req�ir�d e�car•ation at an inct;nation of 1:1 l_:;t�.:;ZJt;�:.i:�'t':-ical). Gr2.G;!fl, from the 5o�.:t;east iJ I!le �!J�iil'*���� �CiQ» tii� C1lldl^E �^c.d `.�'1;1 V�' SlQT112S�312C��'. i {:_ vlii:�;::� fl�or eleva:ion is at Q"a�e ne.^.0 IIS SOUi:l CO:�:_i, :ransicior,ing first t0 1 cut approachin� �� f�ei dIi'� �t;,�� �o a tii{ a��:��achi�a �0 �o �� f�: �vichin th� P.O:'ti2CR Oi:�-:�ird portion of the bu;;dir:� and beneath �he � ^or!;ern p:;kin� lot. Fil) .�aterial required to achieve ti e ;:•��:h�:-n parkiz_�;ade is cur.er,tly;howtt to be retained � t�}' a ��;�cene t;:pe retainin� wall with he;Q[t[s oi iQ to i� tzet. Belo�L� �:�e «'all, tne fil wou(d be SIOQed do«P. ;o t�e �xis:in; �:ade ov:r a slope gradient of 2:1. i���5 L1,�illo`�rs Road, Suite 101, Kir4:!ar,d, tti'ashir�gr�n a8Q3+ • Ph�ne (-325} 8?1_-,-'� � ��ir. Dave Kessier February 17, t998 E`CPLORaTION RESU'LTS The results of o�ir supplemental field esplocation gene:ally confir,n the area�eology a; eYpected and as described in the above ref renced repon. Core samples obcained at the test boring locations indicate that an initial �L•e�ther�d sandstone, Pollow•ed by shale or cfaystone to the termination depch of 45 to �0 feet, underlies the zastern slope. This ��olo�ic formation ���ould be related to thz middle member of a Tuk�viia for�nation, as shown on the Geologic��IqD oJthe Renton Ouadrangle, by D.R.�fu(lineaux(1965). At [he test borinQ locations, �,ve initially observed a dark brown sandy silt, which contained abundant or;anic debris, to depths of four to six feet below the e�cisting slope Qrade. Immediatety underlyin� this surface material, �vea[hered sandstone �vas encountered to a depth of approximately 20 feet at Test Boring B-101 and approximately 12 feet at Test Borin; B-102. At Test Boring B-101, �ve a(so encountered and cored tEuou�h a boulder at a depth of about five to sis feei below the cucrent siope grade. Underlying this upper weathered sandstone, ciaystone ���ith interoeds of sandsione and silt�tone was encountered [o ttte barin� termination depths. �;t Tes: Boring B-101, core recovery �hrough the upper sandstone and clays;one was very poor in the upper 30 fe�:. Samples recove�ed���ere ncted to be hi¢hly frac:ured and disturbed. Befow;0 feet, core recovery improved; n�we�:er, �ve still noted that che cfaystone was in a ni�hly fractured state. At Test Borir.� B-10?, r�lative(y good r_c�very «�as obcai�zd and �ve noted the de�re� of fracturing of the c(aystone formation to �e somewhat less than ,�,at oos�rved at Tesi Borin; B-101. ��'e also excavated a test pit �vithin the central por�ion o:the building outline, nesr appro�ima:e su�ace Elev. 74. 1Vi�hin th� «pper IZ f�et of the iest pi[, w�e obs�cved a tan to reddish-bro��n silty sand to sandy siit in a loose to r.�:dium Cense field condicion. A hishly fractured coa! laver was encoun[ered to a d.pth oi apprexi..>acely l6 fe�: irem «hicn ��� obser�ed a heavy aroundwa[e; flow. Underl�•ing the coai la��er, in:e:bedded [aye;s oi c(av, sandy siit. and coal «ere obsen•ed to the tern:inacion deptn of the test pit at 19 feet. Tie approx;mate lacatian of our test borinQs and test pit are shown on the Exploration.Location Plsn, F:Qu;e I. Lo4s o:` the te�t borin?s and t�st pit, �vhich provid� a more detailed deseriptior, of condicions en::our.cered, a:e a:,�ched as r i�ures 3 throu�h �. DISCi:SSIO`i �r�D RECOvII�IE\�D�TIO\S '� otc ooir.icn. th� refatitiely sofr ar.d Tractured nature ei t;:: bedrock formatien will a!;or: for exca�atien usir,� modern e�csvacir,� equipm�nt without the nezd for hard rock escava:ing tec:�niques, such as bla�:ine. Exc2vation ^ac;:i.^.�r�.� mav need to 5� e�uieped «•ith rippers or c(a«s to dislo�;� oo��!�ers or loesen :=_ol�:ed harder to:ma:io^s of tl�e s�ndstone o;:.lavstone that may be pr�senc. ��'ii'e :he c�n�;c:cn ef t5z bedrock ���iil allo�v `ar its excavation using normal ercavatin� tec:��iques, :he frac[ured aad ��is.u;c:d cra,a;.ceristics af the underlyino claystone, particularly as obse�ed at Test Borin� B-101, wou(d ;�sult in an u�,stable excava;ien sloped at an incl:nation of 1:1. Even if the excavation were to be sleped to a �radie;�t of�:1, ae•�lysis indicates that thz resulting safety factors a�ainst instability would be less than 1.�, wicn tsilures developin� unuer ear?hqua.l•e loading aoplyin�oround accelerations var;�ing f:om .1: g to .�0 �. Project\o. T-�-�`� Pa�e'.�Io. � � �tr. Dave Kessler February f?, I998 The limiting faccor in the ability to e:ccavate and maintain a steep slepe ir.clination is the disrarbed and [';accu;ed charzcteristics of the underlyin� claystone. While the ove:all formation may indicate a relacively hard consistencv, the strengt5 of the formation w•ill be dicta[ed by the eristing fractured surfaces. Therefore, in order to complete the excavation and construct the buildin; as planned, we believe it w•i(1 be necessary to shore the lower portion of the excava:ion, as it extends into this lower fractured claystone formation. �llo�vin� for a five-foot walkw�ay acjacent to the east peri„�eter of the building, based on the results of our field expforation and surface topo�raphy shown on drawings prepared by AHBL, the shoring wa!( would need to e�tend from base Elev. >j to a top-of-wall elevation of 77. The bacicslope behind [he wall can then be grsded to an inclination of l.�:l, up to [he eastern properry line. The shoring will need to be constructed usin� soldier piles and timber la�gin� �vith multiple tiebacic anchors to provide for continued slope suppoct as the escava[ion proceeds. A relatively lono fre�-anchor leneth will be required to establish anchor supQoct beyond any potentiat failure surfaces. Analysis indicates that three levels of tiebacks will be required, extending to len�ths of 60 to 80 fe�t behind the ��•aIi from the borcom to the top of ihe�vall. A General Seccion showinQ the wall construccion �vith �he tieback anc;�ors is sho�ti�n on Fi;ure 2. As the shorin� system used �vitl be permanent, aIl structural elements ot the s�stem �vil! ne�d to be provided wi!h corrosion protection to preven: lon,-term de�.radscion of the structural members. :�s des:r:bed esriier, �L•e er,counte:zd a caal vein a[ a depth oT about 12 fe�t, er aoproximate Elev. 6?, at Test Pit TP-10l. The coal vein «as hi�hiv fractured and c�ntained a moderate amoun[ in eraundwater to a de�ch of l5 ie�c ar.d then «�as interbedeed «�ith la�•ers of ciay and sandy silt to the termination of the test pit at 19 F et, oc approsimate Elev. ��. P�evious test pi�esca��ated in the b��ildin; pad area, Test Pits TP-6, TP-i, a:�d TP-S, fre� the refe;�nced report, di� not encoun�er this coal vein. «'itti the exception of Tesi Pit TP-5, the su�a_e e!e��atior.s e�che previ��us test pi�s «•ere hi;her and did not extend to che depth ot Test Pit TP-10 i. � � :s:s documentzd on the s:olo;ic ;:�aps of [he area, and ,�iscussed in the a�andoned ceai mir.e aorien �f the re�erenced reporc, coal seams en the site dip to the north-nartheast at an an;Ie of 10 [0 3� degr�es. It is !ii:ely that �he coal encountered at Test Pit TP-101 is a nea;-su;[ace out�rop of the coal vein document�d and mined in !his ares. tf the surface of the coal ��ein dips downwacd to the north at an angle of 10 to �� de�ees, it sao�ld estend ��ell beiow the d�pth of eYcavation requiced to achieve buildins grade w�ithin the nor�hern rivo-t7irds porion ef th� str�icture, ard be isalatec� i^ aeria( extent�vithin t�e souchern por,ion of the struc:tere. `.�'nece exposed at t}:e building sub�f3C: etevat�on, the coal should be comc',:«ly removed, �vich �rade res.ore3 I I �.:sina structurai fitl. The contractor sheuld also be pregared to control �our.d�vater durin� the mass exca�:a:i�r.. ; 'ti�"� ��euld e�pec: that �rou^��ti�s�ec s_:pa�e cou:d be c�ntroll.d by a st•s�e:n ef perir;,ete; coile:t;�n [cenc:�es �i;ectin� 2round��•ater see;�a;e to discharge a�:�ay from th� buiiding location by araviry or to sur;ps ior gu:.^.p ;e�;ova1 and disc�ar,e. Pzr,�,anent sub-suriace e�raina�e may be required i:t5z �rourd�vater enceunter�d is not i�cfated to th� coal vein and is f�d or �;i�?:na..s frorn an ot�-site source. The aeed f�: a pe�rnanent su�-�uraee draina`_e system ac the buildin� perimeter or belotv ;zs flaor slab wil! bes; be e�'aluated in the tieic sc tze tir;,e oi � rnsss ei=ava:ior.. Pro'ect tio.T-3�>; I J P3Q2 V0. � ! Ntr. Dave Kessler � February 17, 1998 � A considerable portion of the soils that wil[ be excavated consist of inedium ptastic clays, which wiil be e:ccavated in a frac[ured or blocic-rype struc:ure. These soils will be extremely difficult to use as structurat fill and will require close moisture controi and proper handlin; to faci(itate compaction as structural fill suicable for buildin� and pavement suppoR. These ciay soils wiil no[ be suitable for use behind Keystone Rztaining �4'alls, or similar «all conscruction, which relies on a backfill zone reinferced wi[h geogrid. Geo�rid reinforced fill zones should be constructed usin� granular soils that contain no more than 30 percent silt ar �rain size particles (materia! passing the No. 200 sieve). [,�se of the ciay soils on-site in non-reinforced structural fill areas wil( require that the clays be placed in uniform loose lifts not esceeding si:c inches, followed by compaction with a sheep's foot compactor. The weathered sandstone recovered at the si[e should be better suited for use as structural fill; however, because of ics fine ' content, �vill also require moisture control to facilitatz proper compac[ion. A sheep's foot compactor will also be ���e(! suited for proper(y compactin; the weathered sandstone materiats. The upper organic soils, which were ooserved to extend to a depth of four to sis feet at Tesi Borinss B-101 znd B-102, and the coal, �vould not be suitabte for use in structural fill areas. I RE yL�RhS � The preceding discussion is inte�ded to provide preliminary desi�n and plannin; informa[ion perainin� to site limitations and requirements related to Qeotechnical considerations. If afrer revie�ving this information, it is det�rn:ined tLat construction of tEie facility is feasible as pianned, additiona! Qeotechnicat analysis wiil need to be done. «'e recommend that tt�is analysis incluc�e iield �xploration consistiro of drilling four additional soil test borin�s ac �he site. Three of these borin�s w•ouid be dci!l:d in the upper buildin� pad area to a de�th of a[ least i�•e f��t oelo�v the proposed finish floor eleva[ion to help define the limits of the coal vein encoun:ered and the �-oun�w�ater condi�ions. The fourth soil test borinQ should �e dri(!ed ac che nor[n io�ver existing elevation of the ' site ��h�re �Q ta 2� feet of s.ructural fiil is req�ired to �stablish building grades. III 'G�'-�-`� � '�"'r'r �.I`"i %' ;�S'e f� �`���iti C�l f rr !� '�'"`Z+<`=N i , �'''�'=`2. �'i'=�T � j A,/;1�' � ��'z trwt the intormation present�d is sufftcient for }'our current needs. Iz you have any questions or require ' addi;ional inTormation, please cal4. ., Since;g �u:� S �z� TE ��.�' - - r" .—�-. "�� ,,L � �l� 2.-l� -�t3 . � . �occr� f. Sche r, P�� Pr��p,.�^��n~i^eyt C "�:T ` ? �. , ^ ". - T1S::�'�§�_'.' ,� ,�s., � ��c���_'�=' 'g>i� � —Es lo ation Location Plan j E'i�ure 2 —General Shorin�I'ieback W all Svstem Detail I Figures 3 and 4—Borin�Logs �'� Fi�ure S —Test Pit Log i Projecs No. T-3a» PaQe�'o.� ;:%�%:%�`i:%.:..•:��'� , .. ._:��j�i� ' ,,;>,..,���D�::;S�1..S � � / .� 5 i � � ''� � / .. � . � � T.O.`r"L�LE'J. 77 � SP�pSSONE ' � W�,�,THERE� �! � � .� • l � - � .';:;� / v ��� _ \�.� ;. ' I' ��G�L� F�A��URE��� l .�`'•` : .� ,, � / �?� ��.�SSON��� � ��j�R�O� �- AN �'• C YS NE. �MQ���TE� /' /� CN^ BUI��,NG � FREE �Fn�cry /' . �Yp•� i'�' THEORETICAL FAILURE F�c-�;. 5�� I � ',' SURFACE ,� -� '�•— _ _ _ — �� � AA/�x�R- ' -__ r Z�N�. ' 'Yp � TIE�ACK ANCHORS � SCA�E : i " = 20 ' I'�� - -�� T E R RA GENERAL SHO Ow��T�MO STERAROAD STEM DETAIL .�. AS S 0 C 1 AT E S RENjoN, WASNINGTON . Geotechnical Consultants Proj. No.3453 Oate FEB. 1998 Figure 2 Geologic Log P 101 Projec2 Feature: ��er 0.._,�ster Road �riIIeNEquipment: BoreteclMobile Conng Rig Sampler/Method: 5-foot Sample�/NX(PW44) Elevation �00' Coordinates: Start Oate 1/23/98 Logged by: �P� Finish Oate 1/26/98 Aporaved by: T�� Hole Diameter 3 inches Rock Mass PL Elev. �De th Box Run%Rec./Gra hic Ciassification and Ratin or Remarlcs i (`eet) � � I RQD Lo I Physiql Condition RMR Q UCS'I I j Dark brawn sandy SILT,wet,toose, roots. I (OUML) 5 � Co�ed boulder within a weather sandstone formation. � 1 1 20/0 J � 10- - � 2 Q�� Tan to brown sand grains cnnveyed I with coring water. 15� � 3 Q/O As above. �I � 2a�---- ----- --------- ----------------------------_..------------------------------------ � Ct_r1YSTONE, highly fractured. Gray siity cnler. f � 1 4 10/0 ! � Orilling water ���r� changes to dark .: brown calor at � � I � �/0 27 fe�t. � � � 'Hydrocarbon ccor I 30 � I � I Blue-gry CI.AYSTONE,high(y f�ac;ured. in samplec ' i 1 6 77r5 50 percent sL�ke/dip. I I i J 35 � Dark gray to dark brown CLAYSTONE, —I 1 7 75/66 I medium to highly fraCvred zones. I I � Dar1c gray CLAYSTONE,hard, highty Stopped coring 40� 2 8 80/48 fractured,coal irdusions. due to caving J � of top 32 fe�t. I I Gray-braw�CLr1YSTONc, sample s�owed -� 2 I 9 I 100l90 some signs of inverted beds,very stisfi to hard. �45 i i � � � ray-brown � Y � N ,inverteC beCs to 90 I 2 �o , �a�o aa,,,ee.; �,. �},�o� v� 3oring terminated at 46.5 feet. No grcurdwater seepage encountered. '�ock Strength Tes;s (in ps): PL= ?oint Load Tes! UCS =Unconr�ned Compress�ve Streng;h BORING LOG TERRA LOWER MONSTER ROAD "�%• = ' ' ASSOCIATES RENTON, WASHINGTON Geotechnicof Consuttonts Proj. No. T-3453 Date FEB. 1998 Figure 3 � Geologic Log F' 1�02 Projec:Feature: Lower b,.,nster Road Driller/EGuipment: BoretedMobile Corinq Riq Sampier/Method: 5-foot Sampler/NX(PW44) Eievation 1�o' Coordinates: Start Date 1/26l98 Logged by: �P� Finish Date 126/98 Approved by: TJS Hole Diameter 3 inches � I i Rock Mass p� Elev. �Depth Box�Run'/aRec./Graphicl Classification and Ratin or Remarks (fest)i # � # RQO Lo Physicaf Ccndition RMR � UCS' �� Bench area Dark brown sandy SILT,wet, laose,roots. excavated down 2 to 4 fes� I 5 —� ����� 6 feet of casing began core run. � Tan-brown silty SAND to sandy SILT,wet. . 1 100/38 medium dense to dense, fine to medium 10--i grains, some roots, pieces of weathered - � 2 I 100/98 Brown to dark gray CLAYSTONE,wet to I �5� I j � moist, hard,low to moderate fiacture zones, I ) fra�ure planes observed from 20 degrees J ( , to 90 degrees. i s I�earloo 20—j 1 , � i a ,00no 25 J i I 5 7dr59 Gray SANDSTONE to SILTSTONE,hard, � invered beds 4Q dp;re�s � + I 6 i 53l53 i30' I Gray CLAYSTONc, mcist to wet, soft to hard, , ; � fine to medium sand seam at 30 feet and 35 � ( 7 82l76 feet. 35� i { � � � 8 � 98;89 I Gray SILTSTONE to MUDSTONE, hard, ! fradure planes 60 degress, thin sand seams. �4� ' � � � ( � 9 �S;S6 '45; Interbedded CLAYSTONE to SANDSTO�VE, i - 50 degree strikeldip, hard some frac;ures i i i and slickenslide planes. � � f ! 10 i G6/93� �50 � I I , 'Rock Strength Tes;s(i;t ps�): Bcring terminated at 52 feei. Pl= Point toad Test No groundwater seepage encountered. UCS = Unconfined Compressive Strength BORING LOG � ���� TtRRA LOWER MONSTER R�AD ��', � ' ASSOCfATES RENTON, WASHINGTON ���� Geotechnical Consuttants proj. No. T-3453 I Date FEB. 1998( Figura 4 Test P it N o. TP-10'I Logged by: DPL Approximate Elev. 74' Date: 1/26/98 Depth Moisture �ft•) Soii Description Cao tent � (/o) 12 inches iopsoil to dark brown sandy SILT, wet, laose, roots. Tan to red-brown silty SAND tc sandy S1LT,wet, loose to medium dense, • fine to medium grains,Vace pieces of weathered rock and gravel, trace orqanics in upper 5 feet. (SM/ML) ' 5 17.2 10 COAL, highly fractured, loose to medium dense, saturated. 15 �� Blue-gray silty SAND with thin silt laminations,mcist, medium dense, � fine-grained. (SM/ML) 16.5 COAL,interbedded with reddish brown clay seams,wet. 45.7 Test pit terminated at 19 feet. 20 Heavy groundwater seeoage encountered at 12 feet. TEST PfT LOGS �� TERRA LOWER MONSTER ROAD :�:�:'�,•� ' ' ' ASSOCIATES RENTON, WASHINGTON Gzotechnicol Consultar�ts p�oj. No. T-3453 � Date FEB. 1998 Figuro 5 F+� II � II Z II W a � '! � � .-,., . I :.: !!� �°�:� October22, 1997 �,: � � -,. a =�-. � '.;!. C `�11Y.i�" - � , �",��;�� S H �� P I RO �y��`�{y�''a,r'.,.:;� Mr. Roger Pecsok s . ;;.��,,,-E: . •.f�'jtj; ���=`':-'�- OPUS Northwest LLC �. -�r-r..'.�. � "�'''�-` 200-112th AVE. VE Suite 20� �^ �.'�_;�-- : ,�`^. - Bellewe. WA 98004 � ���rs. '};i�s�Sr'�:�t'�_'" `-'�.}►��•:=��� Re: Wetland delineaaon of the North 405 upper and lo�ver sites in Renton,WashinQton ��.+�?'��i'' . .��,�..'�: -�r: {-���_Er=�; Dear Ro�er. :}:=�:-- . Y�=3'=�`'=�` At your request. Shapiro and Associates, Inc. (SHAPIRO) visited the OPUS Northw•est ..;: =: � .: .4f�:�v��:_: �-r.:.�:-�� . property in the Ciry of Renton, King County, Washin;ton on September 25, I997. The ;��-'�'�'��''� purpose of the visi[ was to identify and delineate wetland boundaries. The site is bounded r'.. .-_-•.1�.. �' - .��".•. ....'.:.. . �'�'��-�='�' b �Ionster Road on the east and south, Oaksdale Avenue S.W. to the north, and b _-�::,:;;:� Y Y -';h�='='-'�t4 ' Burlinaton Northern Railroad tracks to the west and south (Township 23N,Ran,e 4E, , _Z o Q :,;�= -y'� � Section 24). .:;,:- . The OPUS Northwest properry investi�ated by SHAPIRO is composed of two Parcels. - " " Parcel A is appro�cimately 7 acres in area and Parcel B.is approximately 8.� acres in area. -�`�-�-�."-- The present site is a portion of a laz;er area delineated by SH�PIRO in 1989 (SH.�PIRO, _ :�� - 1989. Wetland Delineation of the Container Corporation of A�rierica Site Renton, `���= ����"=.` � Washington.). The wetland found in this investi�ation is simiIar to but sli�htly larQer than ` '-`'� that found in 1989. .�f- ' - 'Y�'r� �. . :<y�:• . Methods �,�_;�:;:.;;.. . _�- -�<" ;ioi:Y.;i.�waY �,yetlands on the site were identified and their boundaries established usinQ methods :�:ti � ==�`'=��'- described in the L'.S. Army Corps of Engineers Wetlands Delineation�1�lanccal �s.��..�oo :=::�_-::::::.. (Environmental Lsborarory, 1937), commonly referred ro as the 1937 �fanual. Wetland :G-.u:._ti.:,! , �====;_�°�• boundaries were marked with briQht oranQe flaQ�in� labeled "WETLAi�1D BOLJN�ARY" �S�a1tl�,WA 98104 � � `� � y��` ��:-, and with wire stakes with red flaQgin�. Wetland flaaQinQ was numbered in sequential �..'iV� 4�!�.. � -T.r.Peo�.: order. Sample plots were established at the site. Soil �vas characterized by di��inQ a hole to a depth of at least 18 inches below the Qround surface. Soil layers, or horizons, were `20A.62�.9190 described with reQard to the soii texture, color, presence or absence of redoximorphic � features (such as mottling or gley color formation j, and or�anic matter content. All `FQ�:��;�i.: herbaceous plant species within a 5-foo[ radius of the soil pit were identified, and the �' :"� �`: percent of the `round each covered was estimated. All shrubs. saplings, and trees within a Z06.62�.1901 30-foot radius of the soil pit also were identified and their cover estimated. Data collected _ at each of these sample plocs were recorded; data for�a�e���. e-ma�i- shapiroQshap.com 0�' 3 G 1997 DEVELOPMEN7 PLANNING CITY OF R�NTOtV . NIr. Roger Pecsok � ' Page ? October 2?, 1997 R�u(ts ' . � � A review of e:cistin� literature, including the National �Vetland Inventor�•, Renton, � ' Wcuhin3ton Quadrangle (U.S. Fish and Wildlife Service. 1988), and the King Coi�nr,• Werlands I,:ventory (Kin� County Environmental Division, 1990), indicates that the site �� was not identified as a wetland at the time of the surveys. The King Coc�nry Wetlands Inti�enrorv does not map weclands less than 1 acre in size. The Soil Scervey of King County Area, Washington (L''nited States Department of AQriculture: Soil Conservation Service, 1973) has mapped the site as containing five distinct soil series. Beausice �avelly sandy loam (6-1�% slopes), Beausice Qravelly sandy loam(1�-30�'o slopes), PuQec silry clay loam, Woodinville silt loam, and Urban land (soil that has been modified by disturbance and additions of fill material). Of these the PuQet silry clay loam and Woodinviile silt loam have been classified as hydric according to Htidric Soils of the United States (t�nited States Department of AQriculture: Soil Conservation Service. 198�j. There are two parcels in the investiaated area, Parcel � and Parcel B. Parcel A is predominately a mowed�rass field approsimately 7 acres in area. Parcel A is bounded by vlonster Road on the east and south, to the north is a commercial lot with a one story warehouse. Parcel A is rela�ivelv level in [he north and northeast area of the site and then - eradualIy slopes uphill to the south and the west. Near the top of the southwestern slope where the arass vegetation ends is a forested area that serves as che western perimeter of the li investisa�ed area of Parcel A. The northern side of the forested hill is the property of '' OPLS �lorthwest LLC, the southern side of the forested hill is Kin� Counry Department of �Ietropolitan Services (NIETRO} properry and is enclosed by a chain link fence. The around alonQ the fenced boundary has been recently cleared. � norch-to-south trendinQ cle:ired ravine approximately 1� feet wide, 20 feet deep, and?00 feet lon� is at the top of the slope on the OPUS vorthwest LLC propeny. The forested Izill bisects the investiQated areas of Parcel A and Parcel B. Parcel B in the northwest section of the site, is approximately eiQht acres in area. and is bounded on the north, w�est and south by Burlinston Northern Railroad tracks. The eastern border of Parcel B is the toe of the slope of the Forested hillside. The ve�e�ative habitats at Parcel B include deciduous forest. scrub- shrub �vecland, emerQent wecIand. Qrassland, and open water area. The topoaraphy of Pac�cel B is relatively level with some trouahs and berms occurrinQ throuahout the site. A � section in the westem area of Parcel B approximately _'00 feet lon� and 60 feet wide �vas recently scraped of vegetation and approximately 4 to 8 inches ot soil. . hlr. Roaer Pecsok Pa�e 3 Octobec 22, 1997 Sarriple Plot one was established approximate(y 150 feet south of the northern border and , 50 feet east of the western border of Parcel B. Reed canaryQrass (Phalaris arundinacea) is the dominant veQetation with trace amounts of spotted cat's ear(Hvpochaeris radicata). The soils are �ray (2.�Y�/1 and 2.�Y 6/1) silt loam and silty clay loam. The motcles are brown to li�ht olive brown (7.�YR�/4 and 2.SY 5l6), common and medium. The soils macch the mapped Pu;et silty clay loam series. The soil was moist throuahout the horizon. The veQetation, soil, and hydroloQy at Samp(e Plot one are hydric accordina to wetland ` ` � classification criteria. Sample Plot two was established approximately 150 feet south of sample plot one and 50 I' feet east of the western border. Approximately 60% of the �round has been cleared of I veaetation. Reed canary�rass is the dominant existinQ veQetation with plowed remains of , Himalavan blackberry (Rubecs discolor) in the surroundinQ area. The soils are dark Qrayish brown and liQht brownish Qray (lOYR 4/2 and 2.SY 6/2) silty clay loam and loam. The I, i mottIes are dark yellowish brown (lOYR=�/4) common and coarse. The mottles did not I accur in the top 10 inches of the protile. There were no hydric features in the upper 10 I, inches of soil. The veaetation is the only parameter met at Sample Plot two accordin� to ' �;•etland classification criteria. Sample Plot three was established approximately 2� feec northeast of Sample Plot two. The dominant herbaceous veaetation is common velvet-�rass (Holccu lanatees) with patches of of reed canary�rass, Canadian thistle (Cirsium arvense) and bare around. The shrub ve�etation is Himalayan blackberry and black cottonwood (Pope�lccs balsimifera ��ar. rricicoca,•pa j are on the perimeter of the sample plot. The soils are dark Qrayish brown and lisht brownish;ray (lOYR 4/? and 2.SY 6/?) silty clay loam and 1oam. The mottles :ire dark yellowish brown and yellowish brown (lOYR 4/4 and lOYR 5/4) common to many and fine to coarse. The soil was moist throushout the horizon. The veaetation. soil, and hvdrolo�y at Sample Plot three are hydric accordinQ [o wetland classification criceria. Sample Plot four was established in the northeast area of Parcel B on the bank of the open �c�ater ares approximately SO feet west of the base of the Eorested hill and 3�0 feet from the northern border. The dominant herbaceous vejeta[ion is reed canary�rass �vith patches of cattail (Ttiphc� latifolia), soft rush (Jecncc�s effitsus), noddin� beg�ar-tick (Bidens cernica), and bare around. The shrub and tree veQetation included bittersweet nishtshade (Solanum dtciccunaraj and Pacific willo�v (Salix last�utdru). The soils are very dark arayish brown and �ravish bro�vn (lOYR 3/'' and �.�Y �/2) silt loam. The mottles are yellowish brown ( t0�'R �/�l common and coarse. The soil ��vas 5aturated at the surface and the surroundinQ LIr. Roger Pecso. Page 4 Ocrober 2?, 1997 area had approximately four inches of inundation. The veQetation, soil, and hvdrology at Sample Plot four are hydric accordin� to wetland classification criteria. A wetland was iden[ifed in Parcel B in the northern area of the site. This wetland is approximately two acres in area and would be cl�ssifed as a palustrine emerQent. and scrub-shrub wedand. Based on the Citv vf Renton Sensitive Arec�s Ordinc�nce (undated), I the wetland could be classitied as a Cate�ory III Wetland because it is laroer than �,000 I square feet and has received extensive human disturbance. This wetland was desi;nated Wetland A and fla�Qed from A 1 to A45 in a continuous loop. Wetland A is approximately �00 feet lon� and 400 feet wide at the lon�est points. Wetland A runs alonQ the base of the _ forested hillside on the east border and adjacent to the Buriinaton Northern railroad tracks on the northern border from the northeast to northwesc corners of Parcel B. «etland A crosses Parcel B from the northwest corner to the southeast border in a trianaular fashion. � portion of the western border of Wetland A traverses the scraped area of Parcel B. �Vedand determinations ot the scraged area was based on the presence of hycac soils I wi�hin 10 inches of the oriQinal sround surface assumin� an estimated four inches of soil I was removed durin� scrapina. . Sample Plot five was established in Par�.el A approximately 100 feet west of`Ionster Road and 200 feet south of the nonhem border of the site. The dominant herbaceous ��eQetacion is blueQrass (Poc� sp.) and tall fescue (Festicca �tnendinacea). The soils are very dark � srayish brown (lOYR 3/2) loam. There are no mottles and no hydrolo�ical feacures. The vesetation, soil. and hvdroloay at Sample Plot five do not qualify as hydric accordina to wetland classification criteria. � Sample Plot six was established in Parcel A approximately !00 feet west of�ionster Road and 200 feet southwest of sample plot five. The dominant herbaceous veQetaaon is � common velvet-Qrass and tall fescue with trace :imounts of sott rush. The soils are very dark arayish bro�vn (lOYR 3/2) loam. There are no mottles and no hydroloQical fe�tures. � pipe was locaced five inches belo�v the surface. The settlina of thz earth follo�L�ins the installation of the pipe is likely the source oF the swale topo�raphy in this area of Parcel A. The veQetation is the only h�•dric feature at sample plot six. The soil and hydrolo�y do not qualify as hydric accordinQ to wetland classification criteria. Conclusions SE-I�,PIRO delineated one w•etland on the OP[,�S vorthwest si�e on Szptembe;��, 1997. - vfr. Ro�er Pecso! Pase � October 22, 1997 This wetland appears to meet the minimum criteria to be considered a jurisdictional wetland by the U.S. Army Corps of En�ineers: the presence of wetland plants, hydric soil, and . hvdroloay at or near the Qround surface. Anv development activities that may affect these ���etlands likely would require authorization from the U.S. Army Corps of Enaineers. In addition to applicable federal and state regulations, the City of Renton has reDulations that pert�in to che alterinQ of wetlands. _ . , Thank you for the opportunity to prepare this material for you. If you require additional � assistance on this or any other project, please do not hesitate to call me or Mazk Boule. Sincerely, SH�PIRO ��1D ASSOCL�TES, L�iC. ��� � � Calvin Kellv DouQlas �ViIdlife EcoloQist Christopher W. �Vri�ht Soil and Wetland Scien�ist i I � r : { .'. .T� I �� �) / l 1 TEMPORARY EROSION AND SEDIMENTATION CONTROL POND CAI.CULATIONS FOR _ OPUS NORTHWE�T, 1200 BLOCK OF MONSTER ROAD LOCATED IN RENTOM, WASHINGTON OUR JOB NO. 6686 ����,� July 16, 1998 �,� l o �v �C '�ate�° � SS�4NAt�?_�< Prepared By: EXPIRES �-Z -���r BARGHAUSEN CONSULTING ENGINEERS, INC. i�E� 1 HZ 1 5 72ND AVENUE SOUTH �`�������!` KENT, WASHINGTON 98032 (425) 251 -6222 ����� � �O� t���,��� ��,Havs �,���,.� m� ��2 z ' i CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES ♦� y T���G� �� 1.0 GENERAL INFORMATION The proposed project is located within a portion of the Northwest Quarter of Section 24, Township 23 North, Range 4 East,Willamette Meridian within the City of Renton. For a more localized location the project borders Monster Road S.W. to the east and south of Oakdale Avenue. Access to the site is through Monster Road S.W. This Phase of the proposed project will be to rough grade the site and provide a pre-load pad for the future development of one 111,270 square foot warehouse and office facility on a 7.11 acre site. The following pages show the calculations prepared to size a temporary erosion and sedimentation control pond in accordance with the King County Design Manual. The storm drainage and sedimentation control pond has been sized for this project to minimize the storm drainage runoff from the project to the downstream drainage system and minimize detrimental impacts to the wetland downstream of the site. This temporary pond proposes to detain and discharge the 10-year pre-developed condition. A temporary sedimentation control structure designed to King County standards will be placed in the pond to act as a control structure during the temporary erosion cor.trol conditions. This temporary structure is designed to release the 10-year pre-developed condition. Please see the following pages for the calculations to size the sediment and storage control pond. ,� '4I 1 I �,\"'J 6802.001 [BDS/ph/61J CALCULATIONS FOR SIZING THE TESC POND POND SURFACE AREA (SA) = 1250 (sq. ft./cfs) * Q,o (cfs) = Surface Area (sq. ft.) Q,o = C*I*A (based on 10-year design system) C = 0.80 for gravel A = 7.11 acres I = �PR)�ix) 1R — �aR��Ta�-(bR) COEFFICIENTS FOR THE RATIONAL METHOD BASED ON 10-YEAR DESIGN STORM aR = 2.44 bR = 0.64 T� = L/60*� L = 1440 (ft � V = 1.01 (ft;s) Trot71 cl�art �1.3.�1� h���� (���=,�.�,�•, U.�i��n �].:;;�:a; CALCULATED TIME OF CONCENTRATIOti T� = 23.8 iR = 2.44*(23.8)-0�' iR = 0.32 PR = 2.9 from King County Design Manual 10-year/24-hour isopluvial I = 2.9 * 0.32 = 0.93 Qio = 0.80 * 0.93 * 7.11 = 5.29 SA = 1250 * 5.29 = 6612.5 sf REQUIRED SURFACE AREA = 6612.5 SQUARE FEET PROVIDE SURFACE AREA = 6630 SQUARE FEET 6802.001 /BDS/ph/bIJ . �, � . 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The "Pond Geometry Equations" section in the "Reference" portion at the back of the Manual may also be useful in designing the sediment trap. b. A 3:1 aspect ratio between the trap length and width of the trap is desirable. Length is defined as the average distance from the inlet to the outlet of the trap. This ratio is '� included in the computations for Figure 5.4.4C for the surface area at the interface between the settling zone and sediment storage volume. c. Determine the bottom and top surface area of the sediment storage volume to be I provided (see Figure 5.4.4C) while not exceeding 1.5' in depth and 3:1 side slope from the bottom of the trap. Note the trap bottom should be level. d. Determine the total trap dimensions by adding an additional 2' of depth above the ', surface of the sediment storage volume, while not exceeding 3:1 side slopes, for the , required settling volume. (see Figure 5.4.4C) '� TABLE 5.4.4A HYDROLOGlC SOIL GROUP OF THE SOILS IN KING COUNTY SOIL SOIL EROD- EROD- HYDROIOGIC IBIUTY HYDROLOGIC IBILIN SOIL GROUP GROUP• FACTOR,'K' SOIL GROUP GROUP• FAC70R,'K' Alderwood C 0.15 Orcas Peat � 0.00 Arents.Alderwood C O.tS Orldia D 0.49 Arents, Everett � 0.17 Ovall C O.t7 Beausite �C) 0.15 Pilchuck C 0.10 Bellingham �� 0.32 Pug�t O 0.28 Briscot D 0.32 Puyal�up 8 0.28 Buckley D 0.32 Ragnar B 0.32 Coastal Beaches Varlabie 0.05 Renton � 0.43 Ea�lmont Silt Loam D 0.37 Riverwash Variable - Edgewick C 0.32 Salal C 0.37 Everett A 0.17 Sammamish D 0.37 Indianda A 0.15 Seattle � 0.00 iGtsap C 0.32 Shacar 0.00 laaus C 0.17 SI Silt C 0.37 Mixed Allwlal land Vartade 0.10 Snohomfsh 0 0.32 Ne➢ton A 0.10 Sultan C 0:37 Newberg B 0.32 Tukwila D 0.00 Nooksack C 0.37 Urban VarlaWe - Norm. Sandy Loam D 0.24 Woodinville D 0.37 HYDROLOGIC SOIL GROUP CIASSIFICATIONS A. (Low�unoH potential). Sods having hlgh In!'dtratlon rates, even when thoroughly wetted, and consisUng chlefly o(deep,well-to�xcessNely dralned sands or gravels. These soils have a hlgh rate of water transmisslon. B. (Moderately low runoH potenUal). Soils having moderate I�fAtratlon rates wherrthoroughly wetted, and conslsting chielly of moderately fine to moderately coarse textures. These sods have a moderate rate o( wate�transmission. C. (Moderately hlgh runoH potential). So1s having slow Infiltration rates when thoroughly wetted,and conslsting chiefly ol soils with a layer that Impedes downward movement o(waler, or soils with moderately tine to fine textures. These soils have a slow rate o(water lransmisslon. D. (High runoH potential). Soils having very slow Infdtratlon rates when thoroughly wetted and conslsting chieily of Gay soils with a high swelling potenC�al,sofls with a permanent hlgh water table, soils with a - hardpan or day layer at or near the surtace, and shallow soils over nearly Impervious material. These soils have a very slow rate of water transmissfon. • From SCS,TR-55, Second Editbn,June t986, Exhibit A-1. Revlsions made Irom SCS, Soils Interpretatlo� Record, Form A�S, September 1988. 5.4.4.]-3 �� KING COUNTY, WASHINGTON, SURFACE WATER DES [ GN MANUAL TA6LE 3.5.2[3 SCS �i'ESTERN VVAS1iINGTON 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 tA 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 fo�est land: undisturbed or older second growth 42 64 76 81 Wood or torest 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. good condition: grass cover on 75% or more of the area 68 80 86 90 fair condition: grass cover on 50°�6 to 75°,6 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 fmpervious surfaces, pavement, roofs, etc. , , ' � `' 98 98 98 98 Open water bodies: �akes, wetlands, pond�s, etc. 100 100 100 100 Single Family Residential (2) Dwetling Unit/Gross Acre 96 Impervious (3) 1.0 DU/GA t5 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, 96 impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description o(agriculturat land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2j Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. � 3.5.2-3 , 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 5.4.4D SEDIMENT POND Pon� Lshgf/, � 3 X �h� /!/.��i ��fcY �brr� �� , �oe , , 'i:,{%w" �er �y � ore��,�, Sjo�%/wb . A �� . � =� . C — _ � ��, � ^ �'� �. - � ; � �.-�:.-Qfe�/ ��Q�%z P�iPt *` G��/cf" I i/1 gra✓e/-�i'��e�/ frP,�,�/ P,P e '�,c%fe �� � �ser ��e�W�L�G:?�,��./�''a�� Sc �ixefif c%u>Q�r�eg n�Qy 6e ac�hrP/s�� w�Y� - �/'�oi�ifP.4 di�oiit �i/Je ih ��'�/t as S/f�+�+lt o= � u�i�. A �ery�rwfed r�'ler �.�� co�erpd u��i/� f./fp-- fab.-i� qad grwve/ "cone". 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