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HomeMy WebLinkAboutSWP272765(1) ,��, r�v� C� 1�� 4 tC�`4u' .� + t�„r„ ,�i y Y��i��4.Rj«; ✓ °Z. ✓^*'.� `�. �.a..�,g y,e L, J a,�, S S.�.;s 4 T�4w �N �..• }5 �;�k `'' y t5X f "� « s #a\ r��g yy v.c+ ,i �F"Ks xs a ' ' � -"`^"-�� �• • ids": k x �`'ts-v' '}.,r ,v',a.'�' `,�� €� ��;� ��°'�,,;f.�,�� �y ��"�� } ���'t,'��y ��•���r �;5�3 r4�=�a£�,y'xi�,"x,.e��ga�s��7 �'� r' r� 4� ��x,�,h "^".4y i r r a i�`4 3.-f x • x .:,r '�kY .c r''"" I 1`,s'�v s.ie { }* �.,�s� et"Y l�p c„r3 r' Af�e'�" FY • xm Q -x V Q Y�' .r ��ry s S �✓£ �' •. 7 Y p .4 w a K Ott. K "If � r 1 .(">r' d P'C ZS's.'6,�%`�$vi .iM'�� f r N✓� "! e'� t _>� x,N4d id V� s.3 ,x.'�'k,+'y�` _s.�R !R ♦� �` t� � C�.� "� �.t'tF '��v°C�� r t t 'kMS*'`� �� , , �^. i��j, ��izr� "'� "a✓...yp-^ .r.ts�, ��- �, v. �# f"i� � x MOM P> : ,G Y $. .. p �� � a.".*' F fxTt;,,� �ns � . .� i � a '� ,� �,46:* ru` 3� 4y tr•�, I C �� � z TECHNICAL INFORMATION REPORT Ey , CONSUMER CONNECTION OFFICE'BUILDING k fs LOCATED AT Q �/ ` RENTON, WASHINGTON' � OUR JOB NO.6813 DECEMBER 29, 1998 Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251 -6222 GHq� CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES T,NG fliGl' TABLE OF CONTENTS PAGE 1.0 PROJECT OVERVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.0 PRELIMINARY CONDITIONS SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0 OFF-SITE ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . 4.0 RETENTION/DETENTION ANALYSIS AND DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . . . 6.0 SPECIAL REPORTS AND STUDIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7.0 BASIN AND COMMUNITY PLANNING AREAS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.0 OTHER PERMITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9.0 EROSION AND SEDIMENTATION CONTROL DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . 10.0 BOND QUANTITIES WORKSHEET RETENTION/DETENTION FACILITIES SUMMARY SHEET AND SKETCH AND DECLARATION OF COVENANT . . . . . . . . . . . . 11.0 MAINTENANCE AND OPERATIONS MANUAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �o '� 5a • e �� a • • 1 .0 PROJECT OVERVIEW ! VICINITY MAP > �I�ST 1Boo �t ° rs "69TN J sr �.LPS 1 OZ 34 SE 7 � sr D 2 � lsril Jam_ -i HAZFPA000 SFti L tt 7vm r ,� PL SE '� 27 ei GOLf cc74 129 ST " 's �� 67h g,s,�4 AT ;N Sis�x n _ 4 SE 7 st G •+-Q `rf• +�rF r .NEWASTLE SE+751H PL Ak \" 777x AS rA. N "C1+ 17TH PE 'SE- BOTH ,i- pLzJ 1200 11600% p ? n 91 S 4yW„ -O 139TH AVS yt,' HfivNy m T' s4 q z yea a s ,� n I eEsi • 7s Y � � � � t• d �g99Ty °l`..4 ..w usrx� _ , y sTAY nrR K (:• .- SE&N �RHKE Bv�N N ww ST , ,n SE acre ST ST g Fs N '.,'R KERNYgILf N 36TH .. HE 36THm�ST 1600 x A � Q BEACR PARK ..3 - /r .. I A'< 34TMTH n` a.�, •ti~b �S 89TH ST fA'k7�>Hyx A J'� i 33RD PL :'< `:.. 90TH ST 91ST 'ST'1 SE 91ST� ST 12200 915 n x`a3an Sr -, noon , 9zxg sr 91 91 ST ST j COLEFt4N 700 N 31Si 57 -?� 31ST� 'T�,i'; EEK w N �;1N1 -'-'NE' ST r e .. CB SE N 3 TN ST 9 e `SE a MAY VALLEY Tao N 29TH 5T�.. ... 95TM 12T00 Y..,.t. ^N RD 4 _ TYNE - "- 3N 27fH h - x Se q0 SIERRA ".i t� ok sr HE IGHTS o G 'PL v- �F PARK C' Ei 25TH PL n, �� N SE 1. '<SE 10" '¢ M LIONS ST .+`•S - ri 1 TX T SE = lOOTH PL ,ST 21LTW SEITN'ST c < PL � £ : NE " ;' PL-: ` SE 1g2Ng NE c zSvn n - ` iW N 2zrm i ' � ` , sE io3No sr S "s o PL ° r L 1['215T d Xl m SE 104TH NE tore ° S r J. 5 52` <8 A t00T ST. ` i NE 20TH W � $ t O SE hos x irvQ = NEB 20TH ST x �.�� m x` 3c 7a 1700 1 .., 1- '< �9TH ST st SE 06TH ST lk NE rn SE 105TN PL �pRTN:� 1" µ< t < s wIT `PN7YII IAAOS a z. 13000 lnw ,__ < uaE E 4 [T NE SE lr N 2400 �' L I �s V �• 3eao BOAT L40 = ti LATH ST m NE 3TH PL ID g= » t NE ST uwn ` W 13M =8 ST NE 12 ..%a .. , NEB�'� " 12TH ST SE V K �yT�N `SSP�o -' TH ST uao z _ 70o n sr Q H 8" N ma I0• +`L.� 11� NE ITx ri I i 4300 OLIVE M N1Z 33 m 101T LAUACN �� �PQ' .r - NE MOTH < < - BOEIAG y� iVPE NE 10TH ST >< EIOTH t/l ,n 14100 qE/ ,x. NE ST s,H si PL ■ E 9TH 'ST 118T L N 5T NE .ti 9 cEa4R N ` Np a .8TH wl >TM LT 10 RIVER ': ,✓ Zino ' NE oO NE y 7T4 ST` a sT ^S SE 121ST 4 ST TRAIL" --� N SSE 122NC 3 ST 1 a 1.0 PROJECT OVERVIEW The proposed project consists of approximately 11,970 square feet (0.274 acre) to be developed. Please see the following vicinity map for the location within the Renton city limits. The site is located within a portion of the Southwest quarter of the Southwest quarter of Section 3, Township 23 North, Range 5 East, Willamette Meridian, city of Renton, King County, Washington. Based on a more localized description, the project is located 180 feet south of the centerline of the intersection of N.E. Sunset Boulevard(SR 900) and Whitman Court N.E. The proposal for the site is to construct a commercial office building. This building shall have an elevated work space consisting of one level, and parking under that level at approximately street elevation. 6813.006[JEG/es/sm] 2.0 PRELIMINArY CONDITIONS SUMMARY • 2.0 PRELIMINARY CONDITIONS SUMMARY Page 1 of 2 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECTPART 1 OWNER PROJECTDESCRIPTION Project Owner CR Properties Project Name Consumer Products Office Building Address 400 108th Avenue N.E., Suite 600 Location Phone Township 23N Project Engineer Hal Grubb Range SE Company Barghausen Consulting Engineers Inc. Section 3 Address Phone 18215 72nd Avenue S., Kent, WA Project Size 11,970 SF AC 0.274 AC 98032 (425) 251-6222 Upstream Drainage Basin Size 0 AC 0 PART 3 TYPE OF APPLICATION PART 4 OTHER ❑ Subdivision ❑ DOF/GHPA ❑ Shoreline Management ❑ Short Subdivision ❑ COE 404 ❑ Rockery ❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults ® Commercial ❑ FEMA Floodplain ❑ Other ❑ Other ❑ COE Wetlands ® HPA COMMUNITYPART 5 SITE DRAINAGE BASIN Community Drainage Basin PART • SITE CHARACTERISTICS ❑ River ❑ Floodplain ® Stream Honedew Creek ❑ Wetlands ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundwater Table ❑ Lake ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other ❑ Lakeside/Erosion Hazard SOILSPART 7 Soil Type Slopes Erosion Potential Erosive Velocities Alderwood "C" 0 - 5 % None ❑ Additional Sheets Attached DEVELOPMENTPART 8 • REFERENCE LIMITATION/SITE CONSTRAINT ❑ Ch.4 - Downstream Analysis None ❑ ❑ Additional Sheets Attached 6813.007 [JEG/es] Page 2 of 2 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET * F PART . ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING MINIMUM ESC REQUIREMENTS FOLLOWING CONSTRUCTION CONSTRUCTION ❑ Sedimentation Facilities ❑ Stabilize Exposed Surface ❑ Stabilized Construction Entrance ❑ Remove and Restore Temporary ESC Facilities ® Perimeter Runoff Control ® Clean and Remove All Site and Debris ❑ Clearing and Grading Restrictions ® Ensure Operation of Permanent Facilities ❑ Cover Practices ❑ Flag Limits of NGPES ® Construction Sequence ❑ Other ❑ Other PART 10 SURFACE WATER SYSTEM ❑ Grass Lined Channel ® Tank ❑ Infiltration Method of Analysis ® Pipe System ❑ Vault ❑ Depression ❑ Open Channel ❑ Energy Dissipater ❑ Flow Dispersal Compensation/Mitigation ❑ Dry Pond ❑ Wetland ❑ Waiver of Eliminated Site Storage ❑ Wet Pond ❑ Stream ❑ Regional Detention Brief Description of System Operation Facility Related Site Limitations ❑ Additional Sheets Attached Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require special structural review) ❑ Cast in Place Vault ® Drainage Easement ❑ Retaining Wall ❑ Access Easement ❑ Rockery > 4' High ❑ Native Growth Protection Easement ❑ Structural on Steep Slope ❑ Tract ❑ Other ❑ Other PART 14 SIGNATURE OF •• • or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. Signed/Date 6813.007 [JEG/es] 2.0 PRELIMINARY CONDITION SUMMARY The proposed site is approximately 11,970 square feet. The site's topographyis flat. Groundcover in this area is low growing brush and grasslands, or open spaces and lawns. By averaging these two numbers, a CN value of 89.5 will be utilized for the hydrology calculations. The soils on the site are classified by utilizing the King County soils maps as Alderwood (AgC). This is classified as hydrologic group "C," and the appropriate curve numbers have been used. The pre-developed condition consists of approximately 0.27 acre of pervious area and 0.04 acre of impervious area. The impervious area appears to have been built as a parking lot entrance for the accompanying business located to the north of the project. There appears to be a 20-foot drainage easement running across the northern section of the project site. This easement contains two 36-inch by 58-inch CMP pipes flowing from east to west. After further research, these pipes appear to be the realignment of the Honeydew Creek. M 6813.006[JEG/es/sm] • w �� �� �� • • • 3.0 OFF-SITE ANALYSIS 3.0 OFF-SITE ANALYSIS Please see Section 6.0, Special Reports and Studies, Level 1 Drainage Report. 6813.006 [JEG/es/sm] 4.0 DETENTION ANT WATER QUALITY DESIGN • • s E:'SoVpR* 4EERING\66t3-GMt DOG Dote/r—:U2/I I/19" 13.25 Scar. 1-20 • • Z6813-S.Z6813-9, I mnmr;nnn nnnn Q Rx34 'ru W� � � sou# � • ',ml RI ddJfixr ---�RrvcwRr•-•--.. _ __._ --f6[ I I 1 ► 4 atu j AY —c< F -- ---II- , I ---_ _- - 11 11WH / `���\ S IX1'S9'OJ'W.17LODrt - _ •\• u «-'-+-I-r� NE I .......... i X46i 1 W . rn i --------------- 'i \S 00 59'03 W 171.00 / / g T n� ny >z� Qsz RR w o Yg Qu v D D r yc FF R 01� 0�C I� A �G,NA(/o No. Ihl. M Cwa. App. 18215 72ND AVENUE SOUTH °^9^.a-d9_ � RM.on 6813 Q to KENT. WA 98032 For. Me. m Z (a25)251-6222 D— —M N.,.„. OR PROPERTIES, LLC PREDEVELOPED MAP s^»t c (425)251-8782 FAX G" ^ 400-108T}i AVE NORTHEAST P�(J spa' CML ENGINEERING•LMD PUNNING• ARw-w °"�°°' BELLEVUE, WASHINGTON 98004 m 6 LNG EN a1NA" SURVEYING,ENVIRONMENTAL SERVICES Uvt. . CONTACT:GARY CHATWIN CONSUMER CONNECTION OFFICE BLDG Fir P:\SDSXPRW\Gol NEERNG\6NI3-X2.DOG WWII—02/15/IM 09:13 Sco4: 1.20 jn XMr. i I 1 I I i ,�,�1✓y+Fi�� fi,�RR�4^ Re'1I�11�8�j ,,RR��'1 RR8(,'1 �IR�� �� M��,Ri15g All b I ImIt it I EXGTeti _..__.___..___ r5r ; N D1iFEY1AV _.• •DRN[w,('{ =- --_____________ -- II , � ___ WHITMAN COURT NE —� - - - - . - - -- - -- _ 1�---� �1 C �♦� N. ��ac l tirt��l ! I �, ,;�: Rnn�� RR4 IJ i far t ':S y� °QQtG'"u8 V RR$gp} rn p✓;f6^` R L 4 'g v D D $14 ~F! N 01S'00C A m 14 M Nw Deb BYCM. AW. RMMen u A �G C/O 18215 72ND AVENUE SOUTH DeNpW-�- 3-w For• 6813 mP t4 (425)251-6222 KENT, WA 9803E De.. CR PROPERTIES, LLC POSTDEVELOPED MAP (425) 51 N°"Xa"°I sN.K o (425)251-8782 FAX ° YD 400-108TH AVE NORTHEAST P4/ P4' CIVIL ENGINEERING,LAND PLANNING, • BELLEVUE, WASHINGTON 98004 6 r�Mc ERa HI SURVEYING. ENVIRONMENTAL SERVICES CONTACT GARY CHATIMN CONSUMER CONNECTION OFFICE BLDG i 4.0 RETENTION/DETENTION ANALYSIS AND DESIGN 4.0 DETENTION AND WATER QUALITY ANALYSIS AND DESIGN The detention and water quality design for this project has been based on the King County Surface Water Design Manual and the Department of Ecology Stormwater Management Manual for the Puget Sound Basin. The discharge rates are based on the Stormwater Management Manual for the Puget Sound Basin. Stormwater discharges to streams shall control stream bank erosion by limiting the peak rate of the runoff from individual development sites to 50 percent of the existing 2-year/24-hour design storm while maintaining the existing condition peak runoff rate for the 10-year/24-hour and 100-year/24-hour design storms. This design has been utilized based on the need to discharge into the Honeywell Creek realignment. The facility chosen to utilize this design has been a detention pipe. This detention pipe is 93 feet long. The bottom 2.3 feet of capacity for the pipe has been utilized as a dead storage and water quality facility. The remaining 3.7 feet of the 6-foot diameter pipe has been used to control the surface water discharge as 13reviously discussed. The water quality facility has been sized based on the 2-year pre-developed storm, which has a capacity of 990 cubic feet. There is 1,010 cubic feet of volume provided for the dead storage. Live storage volume required is 1,106 cubic feet,but based on the Department of Ecology Design Manual, a 1.41 percent factor of safety has been calculated utilizing the figure in Section 3-1-3, volume correction factor to be applied to stream bank erosion control BMPs based on site impervious cover. Based on this correction factor, the required volume would be 1,560 cubic feet. We have provided a facility volume of 1,620 cubic feet. 6813.006 [JEG/es/sm] 12/8/98 2 : 5 : 55 pm Shareware Release page 1 CONSUMER CONNECTION OFFICE BUILDING BCE #6813 PROJECT FILE 6813 .BSN BASIN SUMMARY BASIN ID: Al NAME: 2YR PRE-DEVELOPED EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0. 23 Acres 0. 04 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 76 . 00 98 . 00 TC. . . . . 33 . 78 min 5. 00 min ABSTRACTION COEFF:_ 0. 20 TcReach - Sheet L: 120. 00 ns: 0. 4000 p2yr: 2 . 00 s: 0. 0167 PEAK RATE: 0. 02 cfs VOL: 0. 01 Ac-ft TIME: 480 min BASIN ID: A2 NAME: 10YR PRE DEVELOPED EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 27 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 92 inches AREA. . : 0. 23 Acres 0. 04 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 76. 00 98 . 00 TC. . . . . 33 . 78 min 5. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0. 4000 p2yr: 2 . 00 s: 0. 0167 PEAK RATE: 0. 05 cfs VOL: 0. 03 Ac-ft TIME: 480 min BASIN ID: A3 NAME: 100YR PRE DEVELOPED EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 92 inches AREA. . : 0. 23 Acres 0. 04 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 76 . 00 98 . 00 TC. . . . . 33 . 78 min 5. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0 . 4000 p2yr: 2 . 00 s: 0. 0167 PEAK RATE: 0. 09 cfs VOL: 0. 04 Ac-ft TIME: 480 min BASIN ID: A4 NAME: 2YR POST-DEVELOPED EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 06 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0 . 1500 p2yr: 2 . 01 s: 0. 0167 PEAK RATE: 0. 12 cfs VOL: 0. 04 Ac-ft TIME: 470 min 12/8/98 2 : 5: 55 pm Shareware Release page 2 CONSUMER CONNECTION OFFICE BUILDING BCE #6813 PROJECT FILE 6813 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A5 NAME: 10YR POST-DEVELOPED EVENT, SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 92 inches AREA. . : 0. 06 Acres 0. 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86. 00 98. 00 TC. . . . . 5 . 00_min 5. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0 . 1500 p2yr: 2 . 01 s: 0. 0167 PEAK RATE: 0. 19 cfs VOL: 0. 06 Ac-ft TIME: 470 min BASIN ID: A6 NAME: 100YR POST-DEVELOPED EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 92 inches AREA. . : 0. 06 Acres 0. 21 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5. 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0. 1500 p2yr: 2 . 01 s: 0. 0167 PEAK RATE: 0. 26 cfs VOL: 0. 08 Ac-ft TIME: 470 min 12/8/98 2 : 5: 55 pm Shareware Release page 3 CONSUMER CONNECTION OFFICE BUILDING BCE #6813 PROJECT FILE 6813 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- ----------------------------_ ----------------- 1 0. 023 480 604 cf 0 . 27 2`I2 PMF- 2 0. 053 480 1201 cf 0 . 27 io 4re pQe 3 0. 093 480 1953 cf 0 . 27 Par- 4 0. 120 470 1560 cf 0. 27 PosT 5 0. 187 470 2432 cf 0. 27 low w- Pori 6 0. 260 470 3397 cf 0. 27 ioc't PosT' 7 0. 012 1450 1438 cf 0. 27 8 0. 039 650 2291 cf 0. 27 9 0. 093 510 3255 cf 0. 27 10 0. 010 1450 1311 cf 0 . 27 11 0. 010 1450 1311 cf 0. 27 12 0. 052 660 2967 cf 0. 27 12/8/98 2 : 5: 56 pm Shareware Release page 4 CONSUMER CONNECTION OFFICE BUILDING BCE #6813 PROJECT FILE 6813 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 Description: DESIGN 6' DETENTION (65 LF) D E SI &" STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 389.30 0.0000 0.0000 390.50 461.83 0.0106 391.80 921.05 0.0211 393.10 2070 0.0475 389.30 0.0000 0.0000 390.60 500.11 0.0115 391.90 954.53 0.0219 393.20 2951 0.0677 389.40 38.629 0.0009 390.70 538.40 0.0124 392.00 988.00 0.0227 393.30 3832 0.0880 389.50 77.257 0.0018 390.80 576.68 0.0132 392.10 1008 0.0231 393.40 4713 0.1082 389.60 115.89 0.0027 390.90 614.97 0.0141 392.20 1028 0.0236 393.50 5594 0.1284 389.70 154.51 0.0035 391.00 653.25 0.0150 392.30 1048 0.0241 393.60 6476 0.1487 389.80 193.14 0.0044 391.10 686.73 0.0158 392.40 1068 0.0245 393.70 7357 0.1689 389.90 231.77 0.0053 391.20 720.20 0.0165 392.50 1088 0.0250 393.80 8238 0.1891 390.00 270.40 0.0062 391.30 753.68 0.0173 392.60 1109 0.0254 393.90 9119 0.2093 390.10 308.69 0.0071 391.40 787.15 0.0181 392.70 1129 0.0259 394.00 10000 0.2296 390.20 346.97 0.0080 391.50 820.63 0.0188 392.80 1149 0.0264 390.30 385.26 0.0088 391.60 854.10 0.0196 392.90 1169 0.0268 390.40 423.54 0.0097 391.70 887.58 0.0204 393.00 1189 0.0273 12/8/98 2 : 5: 56 pm Shareware Release page 5 CONSUMER CONNECTION OFFICE BUILDING BCE #6813 PROJECT FILE 6813 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. 4 Description: 6' DETENTION (93 LF) DESIGN AC--rU R L- STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 389.30 0.0000 0.0000 390.20 496.43 0.0114 391.20 1030 0.0237 392.20 1471 0.0338 389.30 0.0000 0.0000 390.30 551.21 0.0127 391.30 1078 0.0248 392.30 1500 0.0344 389.40 55.269 0.0013 390.40 605.99 0.0139 391.40 1126 0.0259 392.40 1529 0.0351 389.50 110.54 0.0025 390.50 660.77 0.0152 391.50 1174 0.0270 392.50 1557 0.0358 389.60 165.81 0.0038 390.60 715.54 0.0164 391.60 1222 0.0281 392.60 1586 0.0364 389.70 221.07 0.0051 390.70 770.32 0.0177 391.70 1270 0.0292 392.70 1615 0.0371 389.80 276.34 0.0063 390.80 825.10 0.0189 391.80 1318 0.0303 392.80 1643 0.0377 389.90 331.61 0.0076 390.90 879.87 0.0202 391.90 1366 0.0314 392.90 1672 0.0384 390.00 386.88 0.0089 391.00 934.65 0.0215 392.00 1414 0.0325 393.00 1701 0.0390 390.10 441.66 0.0101 391.10 982.55 0.0226 392.10 1442 0.0331 12/8/98 2 : 5: 56 pm Shareware Release page 6 CONSUMER CONNECTION OFFICE BUILDING BCE #6813 PROJECT FILE 6813 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: ORIFICE FOR DET. VAULT Outlet Elev: 389 . 30 Elev: 387 . 30 ft Orifice Diameter: 0. 5303 in. Elev: 391. 70 ft Orifice 2 Diameter: 1. 7549 in. 1 sit" STAGE -DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 389.30 0.0000 390.50 0.0084 391.70 0.0118 392.90 0.1060 389.40 0.0024 390.60 0.0087 391.80 0.0385 393.00 0.1100 389.50 0.0034 390.70 0.0090 391.90 0.0497 393.10 0.1138 389.60 0.0042 390.80 0.0093 392.00 0.0583 393.20 0.1174 389.70 0.0048 390.90 0.0097 392.10 0.0656 393.30 0.1210 389.80 0.0054 391.00 0.0099 392.20 0.0721 393.40 0.1244 389.90 0.0059 391.10 0.0102 392.30 0.0780 393.50 0.1278 390.00 0.0064 391.20 0.0105 392.40 0.0834 393.60 0.1310 390.10 0.0068 391.30 0.0108 392.50 0.0884 393.70 0.1342 390.20 0.0072 391.40 0.0111 392.60 0.0931 393.80 0.1373 390.30 0.0076 391.50 0.0113 392.70 0.0976 393.90 0.1403 390.40 0.0080 391.60 0.0116 392.80 0.1019 394.00 0.1433 • 12/8/98 2 : 5: 57 pm Shareware Release page 7 CONSUMER CONNECTION OFFICE BUILDING BCE #6813 PROJECT FILE 6813 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -D1S- -PEAK- OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------- 1/2 2YR/2YR DESIGN ........... 0.01 0.12 1 1 391.58 7 0.01 845.84 cf D E$l b N 10YR/10YR DESIGN ............. 0.05 0.19 1 1 391.81 8 0.04 922.96 cf O e S 1 b►�+ 100YR/100YR DESIGN ........... 0.09 0.26 1 1 392.59 9 0.09 1106.84 cf D E S l G-I,+ 1/2 2YR/2YR FINAL ............ 0.11 0.12 4 1 391.03 10 0.01 948.69 cf RLTu Pt 10YR/10YR FINAL .............. 0.05 0.12 4 1 391.03 11 0.01 948.69 cf pt LT1.t A �- 100YR/100YR FINAL ............ 0.09 0.26 4 1 391.92 12 0.05 1376.96 cf /}LT u A L : 6• Knows ;�y �� ;'sue►;= _,z.--�:�'�� � 'j�is� PER HIM% ,I r4.Wiwi 11, .- i11 �► . •_ ,„; IS PON 3-7 PI , �. �� '�� s� � III! -•••+ � � • • 1 • • • . - �/ • (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FV,IZE3.52A2A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP* Alderwood C AIC Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Oval[ C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Eadmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A/B 'Sammamish D Indianola A Seattle D Kitsap C Shacar D Kaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Nelton A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep,welt-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potent'iaQ. Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of day soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or day layer at or near the surface, and shallow soils over nearly Impervious material. These soils have a very slow rate of water transmission. * From SCS,TR-55, Second Edition,June 1986. Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1938. 3.5.2-2 11/92 K I N D 1. U U IN 1 Y , W A J H i N V I U IV, J U K V A \, C. W F1 1 C K IJ L'. J I V IV rvI Pk " v t% i TABLE 3.5.213 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1 A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC S944,,GROUP LAND USE DESCRIPTION A B (CJ D Cultivated land(1): winter c hion 86 91 ��94 95 Mountain open areas: low growing brush and grasslands 74 82 9 92 MeadovLor pasture: 65 78 85 89 Wood or forest land: undistu ed or older second growth 42 64 76 81 Wood or forest land: young se and growth or brush 55 72 81 86 Orchard: with cover op 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% to 75% of the area 77 85 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 11/92 5.0 CONVEYANCE SYSTEM DESIGN AND STUDIES 5.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN 5.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN As typical of any commercial project, there is a network of catch basins and conveyance pipes that route water collected from the building and the paving areas to the intended discharge location. This system will be designed in accordance with King County standard requirements for conveyance capacity and velocities. The 25-year storm event was used for sizing of these pipe systems. The 100- year storm event will also be reviewed for a possible backwater analysis condition. 6813.006[JEG/es] 68131 x1s BARGHAUSEN CONSULTING ENGINEERS-PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 100 YEAR STORM JOB NAME: CONSUM NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING JOB#: 6813 DEFAULTS C= 0.8 n= 0.013 REVISED: FILE 6813PIP100.XLS d= 12 Tc= 5 v A= Contributing Area (Ac) Qd= Design Flow(cfs) COEFFICIENTS FOR THE RATIONAL METHOD"Ir"-EQUATION C= Runoff Coefficient Qf= Full Capacity Flow(cfs) STORM Ar Br Tc= Time of Concentration(min) Vd= Velocity at Design Flow(fps) 2YR 1.58 0.58 1= Intensity at Tc (in/hr) Vf= Velocity at Full Flow(fps) 10YR 2.44 0.64 PRECIP= 3.92 d= Diameter of Pipe (in) s= Slope of pipe (%) 25YR 2.66 0.65 Ar= 2.61 L= Length of Pipe (ft) n= Manning Roughness Coefficient 50YR 2.75 0.65 Br= 0.63 D= Water Depth at Qd (in) Tt= Travel Time at Vd (min) 100YR 2.61 0.63 FROM TO A s L d Tc n C SUM A A'C SUM A'C I Qd Of Qd/Qf D/d D Vf Vd Tt -- -------------- ---- ---- ----------- ----- ----- ----- ------------------- ----- CB#4 CB#3 0.03 1.00 28 12 5.0 0.013 0.8 0.03 0.02 0.02 3.71 0.09 3.56 0.025 0.110 1.32 4.54 1.92 0.24 CB#3 CB#2 0.19 1.00 20 12 5.2 0.013 0.8 0.22 0.15 0.18 3.60 0.63 3.56 0.178 0.282 3.39 4.54 3.42 0.10 CB#2 VAULT CB#5 CB#1 0.05 1.00 57 12 5.0 0.013 0.8 0.05 0.04 0.04 3.71 0.15 3.56 0.042 0.142 1.71 4.54 2.22 0.43 Page 1 G p N v E I A N C.E A Tz E A (-V,,A!- A[ IL . STORMWATER DRAINAGE NOTESGRADING AND _[�� A I A I A C m 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS,A PRECONSTIRUC110N STORM vv U MEETING MUST BE HEED WITH THE CITY OF RENTON DEPARTMENT OF PUBLIC WORKS, DESIGN ENGINEER. A PORTION OF SOUTHWEST 1/4 OF SOUTHWEST 1/4, SECTION 3, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. 4 u 2. ALL CONSTRUCTION STINT DE IN ACCORDANCE WITH THE'HI88 STANDARD s` SPECIFICATIONS FOR ROAD,BRIDGE AND MUNLCPAL CONSTRUCTION'PREPARED BY CITY OF RENTION, KING COUNTY, WASHINGTON Q 6t WSOOT AND THE AMERICAN PUBLIC WORKS ASSOCIATIONS(APWA).AS AMENDED BY / THE CITY OF RENTON DEPARTMENT OF PUBLIC WORKS. \ ZO 3. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED 1'1 PEAS WHICH ARE ON FILE IN THE DEPARTMENT OF PUBLIC WORKS. ANY DEVIATION W LJ 1- FROM THE AN E APPROVED PLANS WILL REOUNE WRITTEN APPROVAL FROM THE CITY OF U RENTON DEPARTMENT OF PUBLIC WORKS.DESIGN ENGINEER OR STORY WATER UTILITY. slKVMx Dav[vxr Ir Ast[r Z w 4. A COPY OF THESE APPROVED PUNS MUST BE ON THE JOB SITE WHENEVER . "AEC Talc HIS Z IN IS PROGRESS. tltl ,I ♦ h,. 4 Z ,J ! Q`Ay"'e. A� p 1 \ Dg O S. DATUM SHALL BE U.S.G.S UNLESS OTHERWISE APPROVED BY CITY OF RENTON DEPARTMENT OF PUBLIC WORKS. REFERENCE BENCHMARK AND ELEVATION ARE NOTED Jy6 I 'I su 1°r[e rT ... W ON THE PLANS. NS. 6. ALL SEDIM /E FNTATKNROSKN FACILITIES MUST BE OPERATION PRIOR TO CLEARING ;__._-._. -._W L AND BUILDING CONSTRUCTION,AND THEY MUST BE SATISFACTORILY MANTANED UNTIL (; Z '\ c''RD An w `ttc rcluc • z CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR ON-SITE EROSION HAS PASSED. \ � � [awallw JmxT uric[arts � i \ ' E+I`v['.r:C,v':)Iii IWK IS A I x SSe IS[µ D rf[E fEC11Ol•.• {! FA=7'S ti )/D"�� DARD ptAxsA 7. ALL RETENTION/DETENTION FACILITIES MUST BE INSTALLED AND IN OPERATION PRIOR TO r-=)«8,'.7S(6't:dlc S; sK:art z tnv[vAT a Auer OR IN CONANCTION WITH ALL CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED .♦ ,OARS zcwc twt Z BY THE DEPARTMENT OF PUBLIC WORKS.STORY WATER UTILITY. Ec!SI ti^awH'-♦ O '-Rw=1R:43 A 8 U ✓� /� IE�M,.w•.e t "S; ix��.! EEIF 8. GRASS SEED MAY BE APPLIED BY HTOROSEEDING. THE GRASS SEED MIXTURE.OTHER (�� E=!a?aO?Ia rfaY n7 .,, Kr�W AA THAN CITY OF RENTON APPROVED STANDARD MIKES.SHALL BE SUBMITTED BY A Z yr oPrrtax LANDSCAPE ARCHITECT AND APPROVED BY THE DEPARTMENT OF PUBLIC WORKS.STORY 1 Q / EA�3 2a a S6 M1[2 wrz ti s K WATER UTILITY. xmainc qRD �I �E c-3T :TtE_',v.J.. A mewrz z 9. ALL PPE AND APPURTENANCES SHALE BE LAD ON A PROPERLY PREPARE FOUNDATION 3 99 r c p'S 67T'pEvrT-' vA[v w[vrx s a.l m nrD IN ACCORDANCE WITH SECTION 7-02.3(7)OF THE CURRENT STATE OF WASHINGTON )• II � � RY-393.98 STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION. THIS SHILL INCLUDE 1 57 LF 12'SO O IDX wrc KI urxoAx I I IE-389.62(12') L NiA­rtJmns Swu K n m.or a'c I Ix:w w c c 7Ac.sw.0 NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION [u INr an-w rravca Arm arm - • tt z.VY T-rDwif MIN:K-AI A7 Drat.SINES Aw rffiVr<Krma[Ua a rreAG[x MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REDUARED BEDDING MATERIAL ' (� I N A t1/ nr7AN; (-?,-'a a µxE cocaErz avas c n.SS sa.0 Exrwco -� ;•t�T. sv u�ia�arArtz r cr4z. 70 UNIFORM GRADE 50 IIAT THE E/NfIRE LENGTH O'THE PPE WILL BE SUPPORTED ON 1 oAriYE';T [[rortD wrrmrt vlrx arD Axe wrlue.DUT wl K-1 A UNIFORMLY DENSE UNYIELDING BASE ALL PIPE BEDDING SHALL BE APWA CLASS C' I+ 1 �' 38'W E '� 5 LF 12•SO O 1.Ox 4 slrwK i Kra aw,°K m.Rmrrti A.- "'°"'•'r,°" O WITH THE EXCEPTION OF PVC PPE. AL TRENCH BACKRUL SHALL BE COMPACTED TO MNNUM 95 PERCENT FOR PAVEMENT AND STRUCTURAL FILL AND 90 PERCENT !�1 I = 1` Sir Ixc.w.xE.motx v v.cE rasa OTHERWISE PER ASTM D 1557-70. PEA GRAVEL BEDDING SK LL BE 6 INCHES AND OVER - _ i AND UNDER PVC PPE E it L -- - -y`4 A} Y lG 'uP r=13t EMrGFj. U W 10. GALVANIZED STEEL PIPE AND ALUM"ZED STEEL PPE FOR ALL DRAINAGE FACIJTIES ? _ _ l l- _ ♦1 _ r- ` G Y'T xlTx?raE fE 3E280 h) J Z SHALL HAVE ASPHALT TREATMENT 11 OR BETTER WAE AND OUTSIDE. 34� 7 e [:.v w a 11 a - __ r _ y FS,71 G CLAC WHL O d: li b `k " +' ° -- WT C• LINK FENCE IT. STRUCTURES SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LIE OF ANY M 3 ;i.. �LI T _- I -E m m � U K 3>.I I1 G'_C t rt:Mv 3 CYP E=39t El4(1DP) O STORY DRAINAGE PPE.OR 15 FEET FROM THE TOP OF ANY CHANNEL BANK E 111���,,, 1 I .. T ME-*"YATt,TAPE A=sEe.3s(K; rW 12. ALL CATCH BASIN GRATES SHALL BE DEPRESSED 0.10 FEET BELOW PAVEMENT LEVEL. Y 1 MGM WL L- -`I{„k i�_ EE.0 vCN 1(rkR F- Z = m 13. OPEN CUT ROAD CROSSINGS AND EXISTNG PUBLIC RIGHT-OF-WAY WILL NOT BE 1 �I , LU ;I I / •'A,\ Par: W W ALLOWED UNLESS SPECIFICALLY APPROVED BY CITY OF RENTON OEPARIYEHT OF PUBLIC A rAxt I_, `1 11`. �, (° r i \ E-389.25 CL WORKS.DESIGN ENGINEER 1.TYPE 2-54' toTTY�- 14. ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES.WHERE REQUIRED.SHALL BE -N�_J 7-F--T' �. •`•."; AlS CS FOR r L LaI(.J_ OF SOUND QUARRY ROCK PLACED TO A DEPTH OF 1FOOT AND MUST MEET THEI +�• o\ �: ! ILCo O-- L FOLLOWING SPECIFM.ATIONS: 4 INCHES TO 8 NICHES/40 PERCENT TO 70 PERCENT D,Hr J 6 X O9 N 1 \ r 0 PASSING.2 NCHES TO 4 INCHES ROCK/30 PERCENT TO 40 PERCENT PASSING:AND-2 r I f INCHES ROCK/10 PERCENT TO 20 PERCENT PASSING. Q FaE1H..,Rah1-_ _ --}�a\1 ) / \� 1 / O ALL'AnTER vP:VE -- .. O J U 15. ALL BUILDING DOWNSPOUTS AND FOOTING DRAINS STALL BE CONNECTED TO THE I IIL-11 "q- W O STORM DRAINAGE SYSTEM UNLESS APPROVED BY THE DEPARTMENT OF PUBLIC WORKS. I + 11 �i� ° i/ I m DESIGN ENGINEER OR STORMWATER UTILITY. AN ACCURATELY DIMENSIONED CERTIFIED CB-0 - II Cu;1nF - I , AS DRAWING OF THIS GRANITE SYSTEM WILL BE SUBMITTED TO THE CITY OF Pu V•BF I1 {. 13 RENTON UPON COMPLETION. "•_Es.'4l I!"i:a':J � 11 c `\LL r I LL 16. ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMIT BY THE CITY OF RENTON DOES *\ �N � \\\A�, I° • I $ % lL NOT RELIEVE THE OWNER OF THE CONTINUING LEGAL O6LIGATION AND/OR LIABILITY VhTMG(d F CONNECTED WITH STORM SURFACE WATER DISPOSITION. FURTHER.THE CITY OF RA 5 t :. \ I I I I N \ { 1 RENTON DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND IT-E D:i.ro'craw.Si I. � it J\\ \_T i iYl 93 LF b'DA CARP MAINIFNANCE CA THE SYSTEM PROVIDED gNWG CONSTRUCTION. '� 1 K\ DETENTION PIPE o c �\• SEE SHEET C5 ° 17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROAOING ADEQUATE SAFEGUARD. Dw )4 1 I JA Pr rx i z SAFETY DEVICES,PROTECTIVE EQUIPMENT.FIAGGERS,AND ANY OTHER NEEDED ° r'E u+c 1 ACTIONS TO PROTECT THE LIT.HEALTH.AND SAM OF THE PUBLIC.AND TO PROTECT " C,c .I I \ ; > E:eG SC(6"P C A g PROPERTY N CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE ' �I1' \ �1° r i 4 d CONTRACT. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT I Y' ^4 I� ,5 y' SY II NORMAL TRAFFIC FLOW SHALL REQUIRE AN APPROVED TRAFFIC CONTROL PLAN BY THE I61 NN 2.TYPE 2-54' TRAFFIC ENGINEERING DIVISION OF THE DEPARTMENT OF PUBLIC WORKS. ALL SECTIONS i,r r. RA-, r.kt SEE SHT C5 FOR OF THE WSDOT STANDARD SPECIFICATIONS 1-07.23.TRAFFIC CONTROL.SHALL APPLY. A P YIN' S 'y r ' DETAILS OE ¢ v 18. SPEC AL DRAINAGE MEASURES WILL BE REQUIRED E THE PROJECT LOCATION IS WITHIN THE Aouwm PROTECTION AREA - 20 IF 12-O O 1.Ox siA-Mai t•. -\ STORM DRAINAGE PIPE SPECIFICATIONS I=ia6a2<'3 -'n= \ I +I IN23/= ` cB 3 TYPE 1 ALL STORY DRAIN PIPE WAY BE CONSTRUCTED OF ONE OF THE FOLLOWING MATERIALS UNLESS A:3K 9a�6"P.L SEi ��\\�� ( II •O ° BIN-394.80 I[. a P. 3'AI ''� > E-391.20(127 OTHERWISE SPECIE D IN THE PLANS. ALL PIPE JOINTS MUST BE GASKETED WATERTIGHT AND ufi %a t F,r'I:? 6 w MUST BE OF THE SAME MATERA AS THE PIPE. ALL PIPE SWILL HAVE A MINIMUM COVER AS _ v SPECIFlED AND SHALL BE ADEQUATELY An IN WRING CONSTRUCTION(REFER 10 THE t I, I I A - _ Safi ! ` MANUFACTURER'S RECOMMENDATIONS FOR MINIMUM COVER FOR HEAR EQUIPMENT LOADINGS). T_PNIr`*K - 11 ti. 1'a$38 - n A DUCTILE NON-4 MACH THROUGH 14 MACH DIAMETER PIPE SHALL BE CLASS 52 AND 16-INCH vAS`A'-- -``t ._. t �- 'r 0. O m In 7 0 THROUGH 24-WCH DIAMETER PPE SHALL BE CLASS 50.ALL IN ACCORDANCE WITH USA E Su L T 6'I[ - j �Tc."; ( .a �j _ 28 Lo 12 O O 1.01E N STANDARD A-21.1 AWWA C-51. ALL JOINTS SHALL BE PUSH-ON,MECHANICAL.OR MJ L--.f {'x FLANGED(6-INCH MINIMUM COVER). +I 3` '. B.CONCRETE-4 INCH THROUGH IS INCH DIAMETER PIPE SHALL BE NON-REINFORCED.BELL AND -_1_-�1�: I i CR TYPE W It SPIGOT WITH RUBBER GASKET JOINTS,CONFORMING TO ASTM C 4(CLASS 9) 21 INCH T IIBY '� \ M N N o THROUGH 36 INCH DIAMETER PPE SIWL BE REINFORCED,BELL AND SPKAT WITH RUBBER E -u I 1 \ I E 391.48 Q O N NIO i 1X GASKET JOINTS.CONFORMING TO ASTM C-76(2 FOOT MINYU.1 COVER). [A 9. D�0 rr C.PVC-4 INCH THROUGH 18 INCH DIAMETER PIPE.WITH 24 INCH TO 36 W�CH OF COVER SHALL f fA4.S(.a ry I I )i w . BE N ACCORDANCE WITH ASTM D3034 SDR 21. 4-INCH THROUGH 18-NCH DIAMETER PPE [ !7 `+ Cu :W• IT r 3 E WITH ASTM 03034 SOR 35 SHALL HAVE 36-INCH MINIMUM COVER. ALL JOIN ..TS SHALL BE 4 J A. S: I' i i Rn, "f" f wE PUSH-ON WITH RUBBER GASKETS. PVC STORM PIPE REWIRES A.C.COLLARS(I.E.,CATCH [ _[ - - -- --_-- - -L-•�I•i u'O vl (&'' BASIN CONNECTION)OR KOR-N-SEA"CONCRETE BOOTS. 9 sPLAINDp w N N S 0.HELICAL CORRUGATED PLAIN ALUMINUM PPE(CMP)-6 INCH THROUGH IS NCH DRAFTER -- UGE Y UNn PIPE SHALL BE 16 GA WITH 2 2/3 NCH X 1//2 CORRUGATIONS.CORRUGATIS. 21 INCH THROUGH L•iE`a%:I yr•.A, y; .y(�' - 36 MACH DIAMETER PIPE SHALL BE 14 GAUGE WITH 2 1/3 INCH X 1/2 INCH CORRUGATIONS E-'.r_Ecld-a Mj L,'sw S REFER TO DETAILS N THESE PUNS FOR ANY PIPES LARGER TWIN 36 INCH DIAMETER All ALUMINIZED PIPE SHALL HAVE ASPHALT TREATMENT I COATING(2O-FOOT MINIMUM COVER). RN:RI*TIE E HELICAL CORRUGATED STEEL PPE(HCMP)-6 NCH THROUGH 36 INCH SHALL BE 16 GAUGE rw.iLR bA CORRUGATION -.E.rGn«u ry WITH 2 HALL THE X 1/2 INCHS. ALL STEEL MATERIALS SHALL BE GALVANIZED > r J AND ASPHALT TRUIMENT I COATED REFER TO DUTIES N THESE• PLANS FOR ANY PIPES LARGER THAN 36 INCHES (2.0-FOOT MINIMUM COVER). - z F.CORRUGATED POLYETHELENE MEETING THE REQUIREMENTS OF ASHTO Y-294,TYPE S. MINIMUM ? -. PPE DIAMETER SHALL BE 8'. MAXIMUM PPE DIAMETER SEAL BE J6'OR THE DIAMETER FOR WHICH THE SUPPLIER HAS A JONf CONFORMING TO ASTM D J212,WFICHIEVER S LESS JOINTS 1- 3 SHALL BE CLASSIFIED AS'WATERTIGHT. WATERTIGHT JOINTS SHALL BE MADE WITH A SLEEVE apl P.Gi?U6 N5, z OR WITH A BELL SPIGOT AND SHALL CONFORM TO ASTM 0 3212(10.8 PSI USING ELASTOMERIC 6T 9A3,y7 B v� D CO W GASKETS CONFORMING TO ASTM F 477. GASKETED JOINTS STALL BE L TED AS RECOMMENDED 4. BY THE PRODUCER WRING N 'INSTALLATION. SOILWk JOINTS SHALL NOT BE PERMITTED. ,. v FITTNGS SHALL BE BLOW MOLDED.ROTATIONAL MOLDED,OR FACTORY WELDED. THERMOPLASTIC 3 PIPE FITTINGS Sr1ALL MEET THE REQUIREMENTS SET FORTH IN AASHTO Y 294. 27975 x E M7 �r A iTLt+ i 10 ON q (jam[ EXPIRES 6-10-99 4 S,/ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 4.3.7E VALUES OF THE ROUGHNESS COEFFICIENT, "n" Type of Channel Manning's Type of Channel Manning's and Description "n" and Description "n (Normal) (Normal) A. Constructed Channels 6. Sluggish reaches, weedy 0.070 a. Earth, straight and uniform deep pools 1. Clean, recently completed 0.018 7. Very weedy reaches, deep 0.100 2. Gravel, uniform section, 0.025 pools, or floodways with clean heavy stand of timber and 3. With short grass, few 0.027 underbrush weeds b. Mountain streams, no vegetation b. Earth, winding and sluggish 0.025 in channel, banks usually steep, 1. No vegetation 0.025 trees and brush along banks 2. Grass, some weeds 0.030 submerged at high stages 3. Dense weeds or aquatic 1. Bottom: gravel, cobbles, and 0.040 plants in deep channels 0.035 few boulders 4. Earth bottom and rubble 2. Bottom: cobbles With large 0.050 sides 0.030 boulders 5. Stony bottom and weedy B-2 Flood plains banks 0.035 a. Pasture, no brush 6. Cobble bottom and clean 1.. Short grass 0.030 sides 0.040 2. High grass 0.035 c. Rock lined b. Cultivated areas 1. Smooth and uniform 0.035 1. No crop 0.030 2. Jagged and Irregular 0.040 2. Mature row crops 0.035 d. Channels not maintained, 3. Mature field crops 0.040 w eeds and brush uncut c. Brush 1. Dense weeds, high as flow 1. Scattered brush, heavy 0.050 depth 0.080 weeds 2. Clean bottom, brush on 2. Light brush.and trees 0.060 sides 0.050 3. Medium to dense brush 0.070 3. Same, highest stage of 4. Heavy, dense brush 0.100 flow 0.070 d. Trees 4. Dense brush, high stage .1. Dense willows, straight 0.150 B. Natural Streams 0.100 2. ,Cleared land with tree 0.040 B-1 Minor streams (top width at stumps; no sprouts flood stage < 100 ft.) 3. Same as above, but with 0.060 a. Streams on plain heavy.growth of sprouts 1. Clean, straight, full stage 4. Heavy stand of timber, a few 0.100 no rifts or deep pools 0.030 down trees, little 2. Same as above, but more undergrowth, flood stage stones and weeds 0.035 below branches 3. Clean, winding, some 5. Same as above, but with 0.120 pools and shoals 0.040 flood stage reaching 4. Same as above, but some branches weeds 0.040 5. Same as 4, but more stones 0.050 Note, these "n" values are "normal" values for use in analysis of channels. For conservative design for channel capacity the "maximum" values listed in other references should be considered. For channel bank stability the minimum values should be considered. 4.3.7-7 1/90 • a 0 b en �� �� x y • 6.0 SPECIAL REPORTS AND STUDIES 6.0 SPECIAL REPORTS AND STUDIES The following are the special reports and studies that are included in this report. A. Geotechnical Engineering Study, Earth Consultants, Inc., dated July 17, 1998. B. Level One Drainage Report, Barghausen Consulting Engineers, Inc., dated September 30, 1998. 6813.006 [JEG/es] • GEOTECHNICAL ENGINEERING STUDY PROPOSED CONSUMER CONNECTION OFFICE BUILDING WHITMAN COURT NORTHEAST RENTON, WASHINGTON E-8342 f July 17, 1998 PREPARED FOR CR PROPERTIES, LLC Mitchell . McGinnis Staff Geologist R. CAtijA �y�oF wAs,F/��eF� h 2 Kyle R. Campbe 2767 Manager of Geotechni L �NAL�' Exptpk s '11(A k s -� Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643-3780 i IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- technical engineers who then render an opinion about face conditions than any other factor. As troublesome as overall subsurface conditions, their likely reaction to subsurface problems can be, their frequency and extent proposed construction activity, and appropriate founda- have been lessened considerably in recent years,due in tion design. Even under optimal circumstances actual large measure to programs and publications of ASFE/ conditions may differ from those inferred to exist, The Association of Engineering Firms Practicing in because no geotechnical engineer, no matter how the Geosciences. qualified,and no subsurface exploration program, no The following suggestions and observations are offered matter how comprehensive, can reveal what is hidden by to help you reduce the geotechnical-related delays, earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report cost-overruns and other costly headaches that can indicates. Actual conditions in areas not sampled may occur during a construction project. differ from predictions. Nothing can be done to prevent the unanticipated,but steps can be taken to help minimize their A GEOTECHNICAL ENGINEERING impact. For this reason, most experienced owners retain their REPORT IS BASED ON A UNIQUE SET geotechnical consultants through the construction stage,to iden- tify variances,conduct additional tests which may be OF PROJECT-SPECIFIC FACTORS needed,and to recommend solutions to problems A geotechnical engineering report is based on a subsur- encountered on site. face exploration plan designed to incorporate a unique SUBSURFACE CONDITIONS set of project-specific factors. These typically include: the general nature of the structure involved, its size and CAN CHANGE configuration; the location of the structure on the site and its orientation; physical concomitants such as Subsurface conditions may be modified by constantly- access roads, parking lots,and underground utilities, changing natural forces. Because a geotechnical engi- and the level of additional risk which the client assumed neering report is based on conditions which existed at by virtue of limitations imposed upon the exploratory the time of subsurface exploration,construction decisions r program. To help avoid costly problems,consult the should not be based on a geotechnical engineering report whose geotechnical engineer to determine how any factors adequacy may have,been affected by time. Speak with the geo- which change subsequent to the date of the report may technical consultant to learn if additional tests are affect its recommendations. advisable before construction starts. Unless your consulting geotechnical engineer indicates Construction operations at or adjacent to the site and otherwise, your geotechnical engineering report should not natural events such as floods,earthquakes or ground- be used: water fluctuations may also affect subsurface conditions •When the nature of the proposed structure is and, thus, the continuing adequacy of a geotechnical changed, for example, if an office building will be report.The geotechnical engineer should be kept erected instead of a parking garage,or if a refriger- apprised of any such events,and should be consulted to ated warehouse will be built instead of an unre- determine if additional tests are necessary frigerated one; •when the size or configuration of the proposed GEOTECHNICAL SERVICES ARE structure is altered; PERFORMED FOR SPECIFIC PURPOSES •when the location or orientation of the proposed AND PERSONS structure is modified; •when there is a change of ownership, or Geotechnical engineers' reports are prepared to meet •for application to an adjacent site. the specific needs of specific individuals. A report pre- Geotechnical engineers cannot accept responsibility for problems pared for a consulting civil engineer may not be ade- which may develop if they are not consulted after factors consid- quate for a construction contractor.or even some other ered in their report's development have chan_aed. consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use MOST GEOTECHNICAL "FINDINGS" by any other persons for any purpose.or by the client ARE PROFESSIONAL ESTIMATES for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its Site exploration identifies actual subsurface conditions intended purpose without first conferring with the geotechnical only at those points where samples are taken, when engineer. No person should apply this report for any purpose they are taken. Data derived through sampling and sub- other than that originally contemplated without first conferring sequent laboratory testing are extrapolated by geo- with the geotechnical engineer. A GEOTECHNICAL ENGINEERING der the mistaken impression that simply disdaiming re- REPORT IS SUBJECT TO sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing MISINTERPRETATION the best available information to contractors helps pre- Costly problems can occur when other design profes- vent costly construction problems and the adversarial sionals develop their plans based on misinterpretations attitudes which aggravate them to disproportionate of a geotechnical engineering report. To help avoid scale. these problems, the geotechnical engineer should be READ RESPONSIBILITY retained to work with other appropriate design profes- sionals to explain relevant geotechnical findings and to CLAUSES CLOSELY review the adequacy of their plans and specifications relative to geotechnical issues. Because geotechnical engineering is based extensively _. on judgment and opinion, it is far less exact than other design disciplines.This situation has resulted in wholly unwarranted claims being lodged against geotechnical BORING LOGS SHOULD NOT BE consultants.1b help prevent this problem,geotechnical engineers have developed model clauses for use in writ- SEPARATED FROM THE ten transmittals.These are not exculpatory clauses ENGINEERING REPORT designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive clauses which r, Final boring logs are developed by geotechnical engi- identify where geotechnical engineers responsibilities neers based upon their interpretation of field logs begin and end.Their use helps all parties involved rec- Les (assembled by site personnel)and laboratory evaluation ognize their individual responsibilities and take appro- of field samples. Only final boring logs customarily are priate action. Some of these definitive dauses are likely - included in geotechnical engineering reports. These logs to appear in your geotechnical engineering report,and should not under any circumstances be redrawn for indusion in you are encouraged to read them dosely.Your geo- architectural or other design drawings,because drafters technical engineer will be pleased to give full and frank may commit errors or omissions in the transfer process. answers to your questions. Although photographic reproduction eliminates this problem, it does nothing to minimize the possibility of OTHER STEPS YOU CAN TAKE TO contractors misinterpreting the logs during bid prepara- tion.When this occurs,delays,disputes and unantici- REDUCE RISK pated costs are the all-too-frequent result. Your consulting geotechnical engineer will be pleased to To minimize the likelihood of boring log misinterpreta- discuss other techniques which can be employed to mit- tion, give contractors ready access to the complete geotechnical igate risk. In addition,ASFE has developed a variety of engineering report prepared or authorized for their use. materials which may be beneficial. Contact ASFE for a Those who do not provide such access may proceed un- complimentary copy of its publications directory. r . Published by THE ASSOCIATION OF ENGINEERING FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road/Suite G 106/Silver Spring, Maryland 20910/(301) 565-2733 0788/3M Earth Consultants Inc. Geotechnical Engineers.Geologists&Environmental scientists July 17, 1998 E-8342 CR Properties, LLC 400 - 108th Avenue Northeast Bellevue, Washington 98004 Attention: Mr. Gary Chatwin Dear Mr. Chatwin: We are pleased to submit our report titled "Geotechnical Engineering Study, Proposed Consumer Connection Office Building, Whitman Court Northeast, Renton, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The purpose and scope of our study was outlined in our June 12, 1998 proposal. Based on the subsurface conditions encountered at the site, it is our opinion the proposed building may be supported using conventional spread footing foundation systems bearing on competent native soils, competent existing fill, or new structural fill. Slab-on-grade floors may ►e similarly supported. We appreciate this opportunity to be service to you. If you have any questions, or if we can be of further assistance, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Kyle R. Campbell, P.E. _ Manager of Geotechnical Services MGM/SDD/KRC/kml 1805-136th Place N.E.,Suite 201,Bellevue,Washington 98005 Bellevue(425)643-3780 Seattle(206)464-1584 FAX(425)74-608-60 Tacoma(253)272-6608 TABLE OF CONTENTS E-8342 PAGE INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Subsurface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 DISCUSSION AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Site Preparation and General Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Slab-on-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Seismic Design Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Excavations and Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Site Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Pavement Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Utility Support and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Additional Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 APPENDICES Appendix A Field Exploration Appendix B Laboratory Test Results ILLUSTRATIONS Plate 1 Vicinity Map Plate 2 _ Test Pit Location Plan Plate 3 Utility Trench Backfill Plate Al Legend Plates A2 through A5 Test Pit Logs Plate 131 Grain Size Analyses Plate B2 Atterberg Limit Test Data 0 Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY PROPOSED CONSUMER CONNECTION OFFICE BUILDING WHITMAN COURT NORTHEAST RENTON, WASHINGTON E-8342 INTRODUCTION General This report presents the results of our geotechnical engineering study for the proposed Consumer Connection Office Building in Renton, Washington. The general location of the site is shown on the Vicinity Map, Plate 1 . The purpose of this study was to explore the subsurface conditions at the site and based on the conditions encountered to provide specific geotechnical recommendations for the proposed development. At the time our study was performed, the site, proposed building and our exploratory locations were approximately as shown on the Test Pit Location Plan, Plate 2. Project Description We understand it is currently planned to develop the approximately 12,000 square foot commercial lot with a one-story office supported on piers above a ground level parking area. The proposed building will have a footprint of about forty-five (45) by one hundred twenty-five (125) feet and will be constructed in the approximate center of the site. The proposed building will be of wood-frame construction with the supports consisting of cast-in-place concrete piers. On the lower level will be an elevator room with stairwell with a slab-on-grade floor. We anticipate column loads of eighty (80) to one hundred (100) kips and slab-on-grade floor loads of about one hundred fifty (150) pounds per square foot. The building will be surrounded by asphalt paved parking and driveway areas. Vehicle traffic will consist of passenger vehicles and occasional service trucks. If any of the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY CR Properties, LLC E-8342 July 17, 1998 Page 2 SITE CONDITIONS Surface The subject site is located on the east side of Whitman Court Northeast approximately one hundred forty-five (145) feet south of the intersection of Northeast Sunset Boulevard and Whitman Court Northeast in Renton (see Plate 1, Vicinity Map). The subject property is bordered to the west by Whitman Court Northeast, to the east by an undeveloped, densely vegetated lot, to the south by an asphalt parking lot north of an existing apartment complex and to the north by a parking lot south of an existing office building. The asphalt parking area located immediately north of the proposed building area is located within an approximately forty (40) foot wide drainage easement. This drainage easement contains an approximately thirty-six (36) inch diameter corrugated metal pipe that outlets to a creek immediately northeast of the proposed building area. The site is essentially flat, with little discernible elevation change across the site. The site is vegetated with dense grass and localized brush. Subsurface Subsurface conditions were evaluated by excavating four test pits at the approximate locations shown on Plate 2. Please refer to the Test Pit Logs, Plates A2 through A5, for a more detailed description of the subsurface conditions encountered at each test pit location. A description of field exploration methods is included in Appendix A. The following is a generalized description of the conditions encountered. At our test pit locations, we encountered a surficial layer of topsoil and duff that was approximately five to six inches thick. The topsoil and duff was characterized by its dark brown color and the presence of organic material and abundant roots. This soil is not suitable for use in support of foundations, slab-on-grade floors or pavements. In addition, it is not suitable for use as structural fill, nor should it be mixed with material to be used as structural fill. Underlying the topsoil, we typically encountered four feet of loose fill comprised of silty sand, and poorly graded sand with silt and gravel (Unified Soil Classification SM, and SP-SM, respectively). A one and one-half foot thick layer of fill was encountered in Test Pit TP-2. The fill was characterized by trace amounts of organic material, concrete rubble, miscellaneous debris, and the loose consistency. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY CR Properties, LLC E-8342 July 17, 1998 Page 3 Underlying the fill, we encountered silty sand (SM), poorly graded sand with silt (SP-SM), poorly graded gravel with silt and sand (GP-GM), silt (ML) and silty sand (SM). The soils contained variable amounts of gravel and cobbles. The upper two to three feet of the observed native soils were typically loose to medium dense with trace amounts of organic debris. At two to three feet below grade, the soils typically became medium dense to approximately nine feet below grade. Below nine feet, the observed soils were typically medium dense to dense to the maximum exploration depth of thirteen (13) feet below existing grade. Groundwater Light to heavy seepage was encountered at the test pit locations. At each of the test pit locations, perched groundwater seepage was observed at approximately eight to ten (10) feet below grade. The seepage was observed entering the excavation along the top of an approximately one foot thick silt layer observed in each of the test pits. The soils below the silt layer were typically wet to saturated. Based on anticipated excavation depths and due to depth of the observed groundwater seepage, we do not anticipate significant seepage will be encountered in building or utility excavations. However, the contractor should be prepared to address the potential for groundwater seepage into excavations, especially deep utility excavations. The contractor should also be aware that groundwater levels are not static. There will be fluctuations in the groundwater level depending on the season, amount of rainfall, surface water runoff, and other factors. Seepage levels and flow rates are typically higher in the wetter winter months (typically October through May). Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soils encountered. Visual field classifications were supplemented by Atterberg Limit test data and grain size analyses on representative soil samples. Moisture content tests were performed on all samples. The results of the laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual test pit logs or on a separate data sheet contained in Appendix B. It is important to note that these test results may not accurately represent the overall in-situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. ECI cannot be responsible for the interpretation of these data by others. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY CR Properties, LLC E-8342 July 17, 1998 Page 4 In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, it is our opinion the site can be developed generally as planned. Building support can be provided using conventional spread footing foundation system bearing on competent native soil, competent existing fill, or new structural fill. The existing fill was observed to be in a loose condition. If loose soils are encountered at the footing or slab subgrade elevation, the subgrade soils should be compacted in-place to the requirements of structural fill. It may be necessary to overexcavate excessively loose soils and replace them with structural fill. Slab-on-grade floors can be similarly supported. This study has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of CR Properties, LLC and their representatives. No warranty, expressed or implied, is made. This report, in its entirety, should be included in the project contract documents for the information of the contractor. Site Preparation and General Earthwork The proposed building area should be stripped and cleared of all surface vegetation, organic matter, and any other deleterious material. Based on the thickness of the topsoil and root layers encountered at our test pit locations, we estimate a stripping depth of five to six inches. Stripped materials should not be mixed with materials to be used as structural fill. Following the stripping operation,the ground surface where structural fill, slabs or foundations are to be placed should be observed by a representative of ECI. Proofrolling may also be necessary to identify loose or soft areas. The existing fill underlying the site is in a loose condition. If loose soils are encountered at the footing or slab subgrade elevation, the loose soils should be compacted in-place to the requirements of structural fill. Alternatively, the loose soils may be overexcavated and replaced with structural fill. If adequate, in-place compaction cannot be accomplished the soil should be removed and replaced with structural fill. • Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY CR Properties, LLC E-8342 July 17, 1998 Page 5 0 Structural fill is defined as compacted fill placed under foundations, roadways, slabs, pavements or other load-bearing areas. Structural fill under foundations should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density determined in accordance with ASTM Test Designation D-1557-91 (Modified Proctor). The fill materials should be placed at or near their optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. During dry weather, most soils which are compactible and non-organic can be used as structural fill. Based on thy results of our laboratory tests, the on-site soils at the time of our exploration appeared to be near the optimum moisture content and should be suitable for use in their present condition as structural fill, provided the grading operations are conducted during dry weather. However, laboratory testing indicates that some of the site soils have more than five percent fines passing the No. 200 sieve. These soils will degrade if exposed to excessive moisture, and compaction and grading will be difficult if the soil moistures increase significantly above their optimum conditions. If the site soils are exposed to moisture and cannot be adequately compacted then it may be necessary to import a soil which can be compacted. During dry weather, non-organic 0 compactible soil with a maximum grain size of six inches can be used. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum size of six inches and no more than 5 percent fines passing the No. 200 sieve based on the minus 3/4-inch fraction. A contingency in the earthwork budget should be included for this possibility. Foundations Based on the encountered subsurface soil conditions, preliminary design criteria and assuming compliance with the preceding Site Preparation and Grading section, the proposed office building may be supported on a conventional spread footing foundation.system bearing on competent native soil, competent existing fill, or new structural fill. The existing fill is in a loose condition. If loose soil is encountered at the footing subgrade elevation, in-place compaction will be necessary. Alternatively, the loose soils may be overexcavated and replaced with structural fill. For frost protection considerations, exterior foundation elements should be placed at a minimum depth of eighteen (18) inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve 0 2) inches below the top of slab, except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen (18) inches. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty-four (24) inches, respectively. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY CR Properties, LLC E-8342 July 17, 1998 Page 6 The foundations may be designed for an allowable soil bearing capacity of two thousand five hundred (2,500) psf for competent native soil, competent existing fill, or structural fill. Loading of this magnitude would be provided with a theoretical factor-of-safety in excess of three against actual shear failure. For short-term dynamic loading conditions, a one-third increase in the above allowable bearing capacities can be used. For the above design criteria, total settlement of foundations is expected to be less than one inch. Differential settlements are expected to be less than one-half inch. The majority of the anticipated settlement should occur during construction as the dead loads are applied. Horizontal loads can be resisted by friction between the base of the foundation and the supporting soil and by passive soil pressure acting on the face of the buried portion of the foundation. For the latter, the foundation must be poured "neat" against the competent native soils, or backfilled with structural fill. For frictional capacity, a coefficient of .35 can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of three hundred fifty (350) pcf. These lateral resistance values are allowable values, a factor-of-safety of 1 .5 has been included. As movement of the foundation element is required to mobilize full passive resistance, the passive resistance should be neglected if such movement is not acceptable. Footing excavations should be observed by a representative of ECI, prior to placing forms or rebar, to verify that conditions are as anticipated in this report. Slab-on-Grade Floors We anticipate slab-on-grade floors will be used in the stairway/elevator room at the ground level. Slab-on-grade floors may be supported on competent existing fill, competent native soil or on new structural fill. Where loose soil is encountered at the slab subgrade elevation, the loose soil should be compacted to the previously discussed requirements for structural fill. Disturbed subgrade soils should either be recompacted or replaced with structural fill. Concrete slabs should be provided with a minimum of four inches of free-draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as 6-mil plastic membrane should be-placed beneath the slab. The vapor barrier should be sealed at the seams and care taken during construction not to damage it. Two inches of damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY CR Properties, LLC E-8342 July 17, 1998 Page 7 Seismic Design Considerations The Puget Lowland is classified as a Seismic Zone 3 in the 1997 Uniform Building Code (UBC). Earthquakes occur in the Puget Lowland with regularity, however, the majority of these events are of such low magnitude they are not detected without instruments. Large earthquakes do occur, as indicated by the 1949, 7.2 magnitude earthquake in the Olympia area and the 1965, 6.5 magnitude earthquake in the Midway area. There are three potential geologic hazards associated with a strong motion seismic event at this site: ground rupture, liquefaction, and ground motion response. Ground Rupture: The strongest earthquakes in the Puget Lowland are widespread, subcrustal events, ranging in depth from thirty (30) to fifty-five (55) miles. Surface faulting from these deep events has not been documented to date. Therefore, it is our opinion, that the risk of ground rupture at this site during a strong motion seismic event is negligible. Liquefaction: Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. Groundshaking of sufficient duration results in the loss of grain to grain contact and a rapid increase in pore water pressure, causing the soil to behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sand and silt); it must be loose; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. The effects of liquefaction may be large total and/or differential settlement for structures founded in the liquefying soils. In our opinion, the potential for liquefaction induced settlement at the site is minimal. Ground Motion Response: Based on the encountered soil conditions, it is our opinion soil profile type So, Stiff Soil as defined in Table 16-J of the 1997 Uniform Building Code (UBC) should be used to characterize the site soils. Excavations and Slopes In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration and laboratory testing, the-site soils expected to be encountered in excavations would be classified as Type C by OSHA, and as such, temporary cuts greater than four feet in height should be sloped at an inclination no steeper than 1 .5H:1 V. If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. This shoring will help protect against slope or excavation collapse, and will provide protection to workers in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria, if requested. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY CR Properties, LLC E-8342 July 17, 1998 Page 8 Permanent cut and fill slopes should be inclined no greater than 2H:1 V. The above information has been provided solely as a service to our client. Under no circumstances should the above information be interpreted to mean that ECI is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. Site Drainage Light to heavy groundwater seepage was encountered in our test pits at depths ranging from eight to ten feet below grade. Due to the depth of the observed seepage, it does not appear groundwater will present construction related issues, unless excavations extend to depths of eight to ten feet. However, if groundwater seepage is encountered during construction, the bottom of the excavation should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump pits by a system of connector trenches. The appropriate locations of subsurface drains, if needed, should be established during grading operations by ECI's representative at which time the seepage areas, if present, may be more clearly defined. The site should be graded such that surface water is directed off the site. Water must not be allowed to stand in areas where foundations or slabs are to be constructed. During construction, loose surfaces should be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D-1557-91 ). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY CR Properties, LLC E-8342 July 17, 1998 Page 9 The following pavement sections for driveway and parking areas can be used: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or 0 Two inches of AC over three inches of asphalt treated base (ATB) material. • Four inches of Portland Cement Concrete (PCC). All pavement materials should conform to WSDOT specifications. In our opinion, a Class B asphalt mix should be used. If the PCC pavement section is used, the subgrade should be moistened prior to concrete placement. The PCC pavement section can be constructed in general accordance with the practices for construction of slab-on-grade floors. A thickened edge is recommended on the outside of the concrete pavement section. The concrete should achieve an average compressive strength of 4,000 psi at 28 days. Utility Support and Backfill Based on the soil conditions encountered, the soils expected to be exposed by utility excavations should provide adequate support for utilities. Utility trench backfill is a primary concern in reducing the potential for settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the pipe haunches. Fill should be carefully placed and hand tamped to about twelve inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of less than twelve inches. A typical trench backfill section and compaction requirements for load supporting and non-load supporting areas is presented on Plate 3. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by the client, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY CR Properties, LLC E-8342 July 17, 1998 Page 10 The recommendations submitted in this report are based upon the data obtained from the test pits. Soil and groundwater conditions between test pits may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services As the geotechnical engineer of,record, ECI should be retained to perform a general review of the final design and specifications to verify the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. ECI should also be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing services. Earth Consultants, Inc. U e !�> .1Y Ff.�3c�._.._ �,, r f. � > s r c'x � Y�A�; w; >e'kJ�'ir`�' � •—r � � � �.- ��7 S fS )�� t� y�rf 3 k ��,ry 'fl i k .. ��� +'�r �'� ^3,� rf � � � •"/ T " 33 ul cu — a a r Ct i V z co V d r r xr. c 0 C � �__ CDGf f0 Cl) 0 0 all 4 y � � N a t a w 41 fi e z,m co ca G)C 0 E U O O FD O FE y0 �. ny co 0 I � I Existing I Wood Frame Office Bldg. I I I Approximate Scale I I --------- 0 20 40 80ft. LEGEND I TP-1 -!- Approximate Location of Uj ECI Test Pit, Proj. No. E-8342, June 1998 I ,w F ° _ n I Proposed Building IIY CmIk I n l I Existing Building —_—_— Z Subject Site _ I TP-11 I - - - - _ �TP-I Proposed ( Existing Asphalt Parking T I Building I Lot With Parking , Below I I I 1 ( l I , �TP-3 f Earth Consultants, Inc. Geotechnical Engineers,Geologists A Environmental Scientists TP-2: ` Test Pit Location Plan Consumer Connection Office Building I , Renton, Washington Drwn. GLS Date June '98 Proj. No.8342 Checked MGM Date 72/98 Plate 2 Non-Load Supporting Floor Slab or Areas Roadway Areas - - o o• 9 e ° Varies • 0 ° o • 0 0 0 - 5 0 - o o- � o 95 1 Foot Minimum Backfill - 80 h 90 _ Varies "Jv PIPE q..00 o. Bedding •'eA�:Q'eD°•. 00.. ..•���:�a. �•op o 0 0.0:. Varies epOb-: o.•'Q oaO.O c oQ'pO� ti p•o. p,.o.O e os0.� • 80.6- o• �oe0 O O o0• •�Q OOo O e O� .00o4 0:.o .00..;ga,o po .oQ�•°o�.0oa:'•o •o-o oe LEGEND: Asphalt or Concrete Pavement or Concrete Floor Slab 0.0 °•• e o , ••,. Base Material or Base Rock Backfill; Compacted On-Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. 95 Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557-78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and °a�•oop Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. TYPICAL UTILITY TRENCH FILL Earth Consultants Inc. Consumer Connection Office Building Grarcn"Fnsorwrm Grobglsts 6 FrvitTxvrr WScienlist5 Renton, Washington Proj. No. 8342 Drwn. GLS Date July'98 1 Checked MGM Date 7/17/98 Plate 3 • • • I APPENDIX A FIELD EXPLORATION 0 E-8342 Our subsurface exploration was performed on June 23, 1998. The subsurface conditions at the site were explored by excavating four test pits to a maximum depth of thirteen (13) feet below existing grade. The test pits were excavated by Evans Brothers subcontracted to ECI, using a rubber-tire backhoe. Approximate test pit locations were determined by pacing from features as shown on the site map provided by the client. Test pit elevations were determined relative to each other. The locations and elevations of the test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Test Pit Location Plan, Plate 2. , The field exploration was continuously monitored by a geologist from our firm who classified the soils encountered, maintained a log of each test pit, obtained representative samples, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate Al, Legend. Logs of the test pits are presented on Plates A2 through A5. The final logs represent our interpretation of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION SYMBOL SYMBOL d Well-Graded Gravels, Gravel-Sand Gravel d e C o Q e GW gW Mixtures, Little Or No Fines And Clean Gravels Gravelly (little or no fines) M A& [Grained oarse Soils . , . GP Poorly-Graded Gravels,Gravel- gp Sand Mixtures, Little Or No Fines oils More Than GM Silty Gravels,Gravel-Sand- 50% Coarse Gravels With gm Silt Mixtures Fraction Fines(appreciable Retained On amount of fines) GC Clayey Gravels,Gravel-Sand- No. 4 Sieve gC Clay Mixtures Sand •o eo 'o SW Well-Graded Sands, Gravelly And Clean Sand o o' o SW Sands, Little Or No Fines Sandy (little or no fines) More Than ........... ..::%i: . SP Poorly-Graded Sands, Gravelly Soils k: Q 50% Material :o-lf:.. !::::;.1C:;s: Sp Sands, Little Or No Fines Larger Than More Than No.200 Sieve 50% Coarse � SM Silty Sands, Sand- Silt Mixtures Size Sands With Sm Fraction Fines(appreciable , Passing No.4 amount of fines) SC Sieve SC Clayey Sands, Sand Clay Mixtures ' FOL_ Inorganic Silts d Very Fine Sands,Rock Flour,Silty- mlClayey Fine Sands;Clayey Silts w/Slight Plasticity Fine Silts Liquid Limit I Inorganic Clays Of Low To Medium Plasticity, Grained And Less Than 50 Cl Gravelly Clays, Sandy Clays, Silty Clays, Lean Soils Clays Organic Silts And Organic 1 1 1 1 1 OI Silty Clays Of Low Plasticity MH Inorganic Silts, Micaceous Or Diatomaceous Fire More Than mh Sand Or Silty Soils 50% Material Silts Smaller Tran And Liquid Limit Cll Inorganic Clays Of High No.200 Sieve Clays Greater Than 50 Ch Plasticity, Fat Clays. Size OH Organic Clays Of Medium To High oh Plasticity, Organic Silts PT Peat, Humus, Swamp Soils Highly Organic Soils pt With High Organic Contents Topsoil '4- y y J Humus And Duff Layer Fill '�" M Highly Variable Constituents The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to Indicate borderline soil classification. C TORVANE READING,tsf I 2-O.D. SPLIT SPOON SAMPLER qu PENETROMETER READING,tsf W MOISTURE, %dry weight 24' I.D. RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED * SAMPLE NOT RECOVERED i WATER OBSERVATION WELL pcf DRY DENSITY, lbs. per cubic ft. LL LIQUID LIMIT, % 2 DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDEX DURING EXCAVATION 1 SUBSEQUENT GROUNDWATER LEVEL W/DATE 'III Earth Consultants Inc. LEGEND III ) (1�N.tlu,n.,11'.I,+j1,Mv'f+.(w%,kq;t+i�6l'J,.'InMwikyi�.,l scwallislY Proj. No. 8342 Date July'98 Plate Al Test Pit Log Project Name: Sheet of Consumer Connection Office Building 1 1 Job No. Logged by: Date: Test Pit No.: 8342-7 MGM 6123/98 TP-1 Excavation Contactor: Ground Surface Elevation: Evans Brothers ±390' Notes: W U o o Surface Conditions: Depth of Topsoil & Duff 5" LL U SP-SM FILL: Brown poorly graded SAND with silt and gravel, loose, moist 1 -abundant roots to 4' 2 -trace concrete rubble 3 10.5 -12% fine 4 P-G Brown poorly graded GRAVEL with silt and sand, loose, moist i' s -abundant cobbles s SP-SM Gray poorly graded SAND with silt, medium dense,wet o o ' 7 20.4 -moderate seepage at 8' a ML Mottled brown SILT, medium dense, moist 40.9 s P-SIV Gray poorly graded SAND with silt and gravel, medium dense, saturated ,a 10 -caving 10.2 a 11 12 13 Test pit terminated at 13.0 feet below existing grade.Groundwater seepage encountered at 8.0 feet during excavation. NOTE: Elevation estimated from 1983 U.S.G.S. Bellevue South Topographic Map. Co r ti Test Pit Log N Earth Consultants Inc. Consumer Connection Office Building lit Geokc torn al FngtrxcM GeobgLscs 6 Envimnnimm)Sdentists Renton, Washington a Pro).No. 8342 Dwn. GLS Date July'98 Checked MGM Date 7/7/98 Plate A2 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Consumer Connection Office Building 1 1 Job No. Logged by: Date: Test Pit No.: 8342 MGM T6/23/98 TP-2 Excavation Contactor: Ground Surface Elevation: Evans Brothers ±390' Notes: w o o Surface Conditions: Depth of Topsoil & Duff 5":tall grass Q U U In Ul En SM FILL: Dark brown silty SAND, loose, moist 1 -abundant roots,trace concrete debris 2 SM Reddish brown silty SAND, medium dense, moist 17s 3 -trace charred wood fragments -small roots,trace gravel Q: <, 4 SP-SNI Brown poorly graded SAND with silt, medium dense, moist 5 -contains gravel 0 s -grades to gray a 7 21.6 0 $ -heavy seepage at 8' along contact with silt LL=45 PL=31 40.0 9 ML Mottled brown SILT, medium dense, moist PI=14 a <' 10 P-S Gray poorly graded SAND with silt and gravel, medium dense,wet 14.4 °° -becomes dense 12 Test pit terminated at 12.5 feet below existing grade. Groundwater seepage encountered at 8.0 feet during excavation. co a, I h a, Test Pit Log N Earth Consultants Inc. Consumer Connection Office Building ` OCCt-"a'F'sb�CtM°`°iogiSts&E' I° ff, vais`�-"tists Renton, Washington a as Proj. No. 8342 Dwn. GLS Date July'98 Checked MGM Date 7/7/98 Plate A3 H Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Consumer Connection Office Building 1 1 Job No. Logged by: Date: Test Pit No.: 8342 MGM 6/23/98 TP-3 Excavation Contactor: Ground Surface Elevation: Evans Brothers ±390' Notes: w o o Surface Conditions: Depth of Topsoil & Duff 5":tall grass 124 U w J� M �4 o? A o? u2 SP-SM FILL: Brown poorly graded SAND with silt, loose, moist 1 -abundant roots to 4' 9.0 -trace concrete debris _ 2 -metal wire in sidewall 3 -becomes reddish brown 76.1 4 ML Dark brown SILT with sand, loose,wet,contains organics, possible old o, s P-S Brown poorly graded SAND with silt, medium dense, moist s 0 d " 7 $ -light seepage at 8'along contact ML Mottled brown SILT, medium dense, moist to wet 41.5 9 3P-SM Gray poorly graded SAND with gravel,dense,wet o : 10 P-G Gray poorly ggraded GRAVEL with silt and sand,dense,saturated, heavy 10.8 seepage at 10', 12% fines 11 SP-SNI Gray poorly graded SAND with gravel,dense,saturated 13.2 o"(` 12 Test pit terminated at 12.5 feet below ebsting grade. Groundwater seepage encountered at 8.0& 10.0 feet during excavation. m a, ti Test Pit Log N Earth Consultants Inc. Consumer Connection Office Building Gc°'K''"'Ca'F'or,eeM Ge°' &" '^'°vr&"Ws"""ISM Renton, Washington a awl Proj.No. 8342 Dwn. GLS Date July'98 Checked MGM Date 7!7/98 Plate A4 H Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Consumer Connection Office Building 1 1 Job No. Logged by: Date: Test Pit No.: 8342 1 MGM 6/23/98 TP-4 Excavation Contactor. Ground Surface Elevation: Evans Brothers ±394' Notes: W o o surface Conditions: Depth of Topsoil & Duff 5":tall grass (]. U L4En 121 U) U) P-S FILL: Brown poorly graded SAND with silt and gravel, loose, moist 1 2 SM FILL: Dark brown silty SAND, loose, moist 3 f -contains bottles and concrete rubble 28.6 4 P-G Brown poorly graded GRAVEL with sand, medium dense, moist •. 5 • 6 • -becomes dense, abundant cobbles -becomes gray 9.1 6 lot -4% fines o . a 3P-SN Gray poorly graded SAND with silt,dense,wet 04. 9 10 -moderate seepage at 10' along top of silt MILMottled brown SILT, medium dense, moist to wet 38.5 11 P-SM Gray poorly graded SAND wit silt and gravel,dense, saturated 11.7 12 Test pit terminated at 12.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet during excavation. co a, a Test Pit Log Earth Consultants Inc. Consumer Connection Office Building � CeolttYmfcal Engtrieers.Ce0100_-ts 4 Envtrtonrciental Scientists Renton, Washington a H Proj. No. 8342 Dwn. GLS Date July'98 Checked MGM Date 7/7/98 Plate A5 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. • � z d k m APPENDIX B LABORATORY TEST RESULTS E-8342 Earth Consultants, Inc. • • � - • •SIEVEANALYSISW irem GRAIN SIZE IN M-M • ��i��!liii/ii�i�■���ii/i/�i/iiii■■■■■iiMOM!� t•- ��iii:\ii■ii�i�■�i�ii i�■■■■■ii�� �iiii.�►ii■ili�i ■�iiii■i■�i■iii�■■■■■ii�� ��iii■i►�i/ii�i�■ i i= ni m■iii ■■■■/ii�� i■Imi■iiii�■ iii �■�.■ii��■■■■..��� ��iii■\alC�■iiii�■ iiii■i■�i■iiii■■■■■ii�� ��iii■��\■iiii�■ iiii■i■�i■iiii■■■■■.ii� iiii■i<I■f liiii�■ iiii■i■�.■iiii■■■■■ii�� � • :� ��iii■�Vlt�ii�i�■�i��i■i■�i■iiii■■■■■ii�� • • iiii■iYf■■\�itii�■iiii■i■�.■iiii■■■■■iiii ��iii■i�V����i�■�i�ii■i■�i■iiii■■■■■ii�� iiii■ii�%■.\�ii�■ ■i■�.■iiii■■■■■iiii • ��i�i/i■■IAi�.�i 0■�i�ii■i■�.■iiii■■■■■ii�� �1iii■i=LIML��i�■iiii■i■�i■iiii■■■■■ii�� • mom m =LIM= �■m MIN i■i/ No mi��■■■■■i��� i�■�■■ii■ii■;mii■��i■iiiiii■i■i�■■■.MM■�l ■■■.i�� iiii■ii■■r■■�tl�.�iiii.i.�...ii�......ii� ��i�i/ii/i.�ll����■�i�ii■i■�i■ii��■■■■/ii�� ., • ii■mm ME EMS= �i�ii■i■�ii■iiii■■■■■iiii iiii■ii■i�ii•i��7�i�ii■i■�i■iiii■■■■■iiii iiii■ii■iW4►i•i���iiii■i■�.■iiii■■■■■iiii • ��iii■ii■—MMIMM IN ME IM ■�i■iiii■■■■■ii�� i■ii■iEL\Q■�■�T.7iii■i■�i■iiii■■■■■ii�� • ■ MEMO= E i■ii�u m ■ �\ ii■i■ mi■iiii■■■■■ii�� i■ii■ii�\�=!i•■ E ■�i■iiii■■■■■ii�� iiiii■i■ii■iiii.�i■�■.�.�i■■■■�■.■iii.�■■■■■iiii iii i■ii i��■i7�i`Lii■i■=.■iiii■■■■■iiii �i■ii�i��7111Ei•i�i\i■i■�i■ii��■■■■/ii�� ■ii■ii�i�■� NOW m■iii ■■■■■ii�� ��iii■ii■ii�i ■iAri�- M i■=i■iii loom ■iiii �� ■ii■ii�i�■�i7�!0 OWN i■�i■iii�■■■■■ii�� EMS 0 =mm=� ■W •n MIN■i■�.■iii ■■■■■iii� ��iii■ii■iiii ■� .i•'■i■�i■iii�■■■■■iii� •. MENEM iii ■�m-- —•11�■�i■iii�■■■■■mm� iiii■ii■iiii�■i•ii�: ■�i■iii�■■■■■ ��� 1ii Mom i■ii■ii�i�■�ii:G7�■►�■�i■ii��■■■■■=M� ■i■i■ii■ii■ii�i■�■■�■iirai■��s■ii i■iii�■■■■■■ii■i■� iiii■ii■iiii ■�iii�i■�\■�.■iiii■■■■■iiii �m mom mmi■iii�ii�■�i��i■� �i/iiii EMS■■ � ■i ■ �i� N i■iii an ME a �i■i an ■■ ■■i■ii � / ■■iiiiiiii�������� �■iiii■ii■iii■i�■■�ii�iin■i■i�NEON �■■■■■iii■�■ . ��iii■ii/ii�i�■�i�ii■cs■. i■i ■■■■■ii�� �■iiii■ii■ii■ii_■ii■■�iiii■■���— am _i■iiii.■■■■■■ia= iii■■�■■■lil■��ii■iiu■■■iM ■i■■■�■■m■■u■�i■i■■�■■ ■.iii�■■■■■ii�� • • • • tl' H. 0 Z DESCRIPTION ® mm poorly graded SAND with silt and gravel 100 80 x 60 w 0 z � 0 U H 40 A-Line Q J d C 20 CL-ML 0 20 40 GO 80 100 LIQUID LIMIT Natural Key Boring/ Depth Soil Classification USCS L.L. P.L. P. I. Water Test Pit (ft) Content TP-2 8.5 Brown SILT ML 45 31 14 40 Atterberg Limits Test Data Earth Consultants Inc. Consumer Connection Office Building Renton, Washington Gcaed,n"F,gk rs.cedogiscs&Envl , CW sd«,Osts Proj. No. 8342 Date July'98 Plate B2 DISTRIBUTION E-8342 2 Copies CR Properties, LLC 400 - 108th Avenue Northeast Bellevue, Washington 98004 Attention: Mr. Gary Chatwin 2 Copies Barghausen Consulting Engineers, Inc. 18215 - 72nd Avenue South Kent, Washington 98032 Attention: Mr. Daniel Goalwin Earth Consultants, Inc. s X a5 r' s OUR JOB NO. 6813 ALP. GROf V w SEPTEMBER 30, 1998 p 23975 gFGIgT� Prepared By: OPIRES G 9! BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251 -6222 ;sl o CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES �� 4' �I.EVEL 1=DRAI11fiAGt REPO T /y 3 � y� v� € :x f¢ ��y. 4'€1�N3' i�,(E SA N� '"f {b� � �93� ''$ ��E � yg� '✓//f ��. �� - �Y H . N ( ' �` w OUR JOB NO. 6813 �P. GR(� of w o SEPTEMBER 30, 1998t °z 00 9 23975 ��t� Prepared By: EXPIRES BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251 -6222 m��GNAC���Z c F CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES r TABLE OF CONTENTS 1.0 General Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.0 Upstream Drainage Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0 On-Site Drainage Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.0 Downstream Drainage System Description and Problem Screening . . . . . . . . . . . . . . . . . . . 5.0 Resource Review A. Basin Reconnaissance Summary Report . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B. Critical Area Drainage Area Maps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C. Flood Plan/Flood Way FEMA Maps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D. Other Off-Site Analysis Reports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E. Sensitive Area Folios . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F. SWM Divisions, Drainage Investigation, Section Problems Maps . . ... . . . . . . . . . . . . . 6.0 U.S. Department of Agricultural Soils Survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7.0 Wetland Inventory Maps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.0 Conclusion 9.0 Appendix . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Exhibit A Vicinity Map Exhibit B Drainage Area Maps Exhibit C Off-Site Analysis Drainage System Table Exhibit D assessors Map Exhibit E Basin Study Exhibit F Sensitive Area Folio Exhibit G Wetland Inventory Map Exhibit H Drainage Complaints Exhibit I King County Soils Survey 6813.004 [JEG/ec] 1.0 GENERAL INFORMATION The site analysis for the Level One Drainage Study was conducted on September 28, 1998. The weather was clear and sunny. The proposed project will be to construct an office building. The total site area is approximately 11,970 square feet(0.274 acres)in size. The project will be located within a portion of the southwest corner of the southwest quarter of Section 3, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. Based on a more localized description, the project is located 180 feet south of the centerlines of the intersection of N.E. Sunset Boulevard (SR-900) and Whitman Court N.E. The building shall have an elevated work space consisting of one level and parking under that level at approximately street elevation. 1 6813.004 VEG/ecl 2.0 UPSTREAM DRAINAGE ANALYSIS According to topography of the site, there appears to be no sheet flow drainage onto the site from the surrounding properties or the upstream area. However,the upstream areas are collected by the Honeydew Creek realignment project, which runs through the northern portion of our project. 2 6813.004[JEG/ec] 3.0 ON-SITE DRAINAGE ANALYSIS The current condition of the site consists of approximately 0 to 1 percent slope. The site does not appear to have any drainage basins within the property. However, there are two 36-inch by 58-inch CMP pipes that run from the east property line through a 20-foot storm drainage easement recorded under the City of Renton Short Plat No. SHPL-101-89B, recorded under Recording No. 94082309006, in King County,Washington. These CMP pipes appear to be in relatively good shape. The head wall at the intake of these pipes has some spalling on the concrete, but, is in relatively good condition. 3 6813.004 [JEG/ecl 4.0 DOWNSTREAM DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING • The downstream drainage from our project begins at the project's northeast corner. It is there that all upstream and on-site drainage enters into two 58-inch by 38-inch CMP arch pipes. This pipe continues to the west for approximately 476 lineal feet and at a slope of 0.12 percent. At this point, the flows enter a second set of 58-inch by 38-inch CMP arched pipes approximately 440 feet to the west of Sunset Boulevard and Whitman Court N.E. These pipes convey the flows across Sunset Boulevard N.E. At this point, the flows enter a rip rap armored grass swale approximately 100 feet to the east of Union Avenue N.E. and Sunset Boulevard. This swale has approximately 2:1 slopes and a 10-foot bottom width. The grass inside the swale is 2 feet high and no erosion appears to be present in the swale. The outlets to the pipes have some sedimentation which is approximately a foot deep. The swale continues west along Sunset Boulevard N.E. to the intersection of Union Avenue, where it is then directed towards the north along the east side of Union Avenue N.E. At this time, there are two 58-inch by 36-inch CMP pipes running from east to west under Union Avenue N.E. which direct flows across Union Avenue N.E. The pipe flow outlets into a ditch approximately 10 feet across the bottom and 2:1 slopes. It appears this ditch is also rock lined, but, it is very hard to tell due to the amount of blackberry bushes in and around the ditch. This conveyance ditch runs into a natural drainage course along the north side of Sunset Boulevard N.E. This drainage course is located behind the Chevron station and a town home development named, "Creekside on Sunset." The conveyance channel appears to have no erosion problems, although the terrain is too steep to grant access to walk it. At this time, the requirements of a quarter-mile downstream has been met and appears to have no adverse affects for our project. • 4 6813.004[JEG/ecl 5.0 RESOURCE REVIEW The following is a description of each of the resources reviewed in preparation of this Level I Drainage Study. A. Basin Reconnaissance Summary Report B. Critical Area Drainage Area Maps This site is not located within a critical drainage area. C. Flood Plain Flood Way FEMA Maps This project is not located within a flood plain, as determined by a FEMA Map. The FEMA map for this project can be found in Exhibit E of this report. D. Other Off-Site Analysis Reports No reports have been included at this time. E. Sensitive Area Folios Each of the sensitive area folios associated with this area was reviewed. After review, it was found that the subject property incorporated no sensitive areas. F. SWM Divisions, Drainage Investigation, Section Problems Maps The typical drainage compliant report that are usually described in this section in a standard King County Level I Drainage Report were unavailable due to the fact that the site is located within the City of Renton. However, we did research the dowit5tream area of our project and it appears to incorporate no significant downstream drainage problems. 5 6813.004[JEG/ec] 6.0 U.S. DEPARTMENT OF AGRICULTURAL SOILS SURVEY The U.S. Department of Agricultural Soils Survey for King County has been incorporated in this report. It can be found in Exhibit I. 6 6813.004[JEG/ecl 7.0 WETLAND INVENTORY MAPS The wetland inventory maps that were available for this area were reviewed. It was found there are no wetlands in close proximity to our project. 7 6813.004[JEG/ec] 8.0 CONCLUSION The downstream area of this project appears to have no major downstream problems. All drainage segments of our downstream appear to have adequate capacity to convey the added flows from our development. No significant erosion problems were found in the downstream area, so in conclusion we fee[there is no adverse impact on the downstream system if the development of our project incorporates the City of Renton standards. g 6813.004[JEG/ecl Exhibit A Vicinity Map kltllr-1laV.. is R U�Im 0 lag M®RI VIE +`4 l} I al� it •iL.: Iliu ® YL,+1ii.7�► I !:'6TT '.`ny.o•� RO !t'}s. 0.4w � Fra. ��i8n��...�'c.•.lyvii�Yi�ryiLyClf�l.•�1� C fir:' �4�, � 'WA hJO-ACME far 14 ATO pis 0 3. •.ro •i' u11'� r 'yR'tk'?F f51,��,-Mt,x S' 011, „+• -- , Exhibit B Drainage Area Maps 7 7°17 '°.1 -2 .- •1 ; �% _ .. ' �l;..` `� 9.Di-5 1 79[7-] I Gr, t !.\EA-r 6-2+ .•'`��� j I 9,C7-10 r," .E6-2 '.E 71 .9 ra-r 41.E I l.07-li' ^\:.. 9.E7-�j, d6-26 )-2)9 7- F7 IL-17 -Its t.E7-+ � 1 BJQ S !.e _ .°7-V \ I `�� u\`\� / `Z 9.C7-1 V•_ o7-v .o7-e �.E)-6 - _ - 9.q-9 .e7 I° `_ ` , .% i. I 9,C7 S C0.\ 1, HONEY CREEK 0.1 � t.C7-3 7.07-7 - "."7-S /� �: `' .eB- � `.. ! -\�./ ..-9.C°-la i' � •..Z _ .�.DB-ti !.W-t \1 ' 9.ET 12 �.Fv�Y� �`\ ��� -` •18-17 911-17 , j > :9.D7-a I D7•Ee-17 ., � 9's -1i'- c.-u P .CPI] Q /•' .. 9r7 re i . -cul. I 4 t 9,E9.i r°- e-i .[°'2 7 l.04-7` 9-IS i , 9 7-+ 11-1 J rJ 1.9 d i9 E° 9I9 -3 9L ' -7 re .,\ 9. -1 ! ] -3CX76'CUL , 1 9d�� _f 8- I t i. �' 9.0 I � � 9 -201 9.2-U ) 112 P I,, Jppt art; ,1r 1+e=-] `D 11,er-1 urz- r Ilj I. l I I il.. Y o E6 ' 10 T23N R5E ` UTILITIES DIVISIO W 1/2 N Rantoa 2 0 4 0 City rota 04/TECHNICAL SMVICU Conumv %ft"ih 0.3 or Lo.eon, 1:4800 DMw � '� '�."�' Dd 3 T23N R5E W 1/2 ,..t� Exhibit C Off-Site Analysis Drainage System Table OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Basin: Subbasin Name: Subbasin Number: es- o � x o fal�` See Map Type: sheet flow, swale, stream, Drainage basin,vegetation,cover, % 1/4 mi = Constrictions,under capacity,ponding, Tributary area,likelihood of problem, channel,pipe,pond; size, depth,type of sensitive area,volume 1,320 ft. overtopping,flooding,habitat or organism overflow pathways,potential impacts diameter,surface area destruction;scouring,bank sloughing, sedimentation, incision,other erosion 1 Site East P.L. Inlet for 2 - 58" x 36" CMP - 0 None Inflow for Honeywell Creek 2 36" x 58" CMP Pipes Under Sunset Auto Center 0.12% 0 -476 ft. None None None 3 36" x 58" CMP Pipes Under Sunset Boulevard N.E. 476 -568 ft. Sedimentation None None at Outlet 4 Roadside Ditch Roadside Ditch Intersects 2% 568 - 788 ft. None None Very high grass in ditch, 2:1 Union Avenue and Sunset slopes Boulevard 5 36" x 58" CMP Pipes Under Union Avenue N.E. 1% 788 - 938 ft. None None 10 ft. bottom width outlet heavily rip rapped 6 Natural Swale Natural Dense Vegetation <5% 938 - 1320 ft None None Natural drainage coarse deep ravine AF.135 Exhibit D Assessors Map l�O J BB-o2-2BC - •3¢O.SLO � �` C \ 2�0 a LOT 4 a m x = V 14 ij5' yo�tb . N 93 `N _ O O qo• LOT / �I0 LOT 2 L Z ✓,' yo is%'Ci56' o' a 100) 6S9��`) R b �Sb Ei � j � JS � � Iti• � Z � 9�� ��Z j qjB' � � Q O �� P Q0 A3 GZ i h y�9 6�0 I ,b v : �� 3 ply , - �° AP. 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F. ._ 7-3 2 m "� I bw' O p N ,9� O N m` Q a °' ,L Vl � 2�1 ,fib L�; 'h 2�i Y o\ l3, 18� LOT 4 °l PC,.aR0-.To 3 ,. ` 1 O ie �IENTON GiJy � � (� 6L) 0 T3 /3! /oo /30 3A6- 39-ofE - Z34 tL 0 20B I8.r- fENTV N 3/3.53 O R O 24091 40 E—� —;_N• Z-/Mfrs ono 2.000 NW. 10- 2: 0 . 0 Exhibit E Basin Study 11 CITY OF RENTON I 130TH D ?23DNE 23f1D Revised May lti.1995 to update map format. z AVENUE SE SE lO1ST STREET 0 STREET 530088 UNION T c COURT Z m BREMERTON Z NE 22ND AVENUE NE c PLACE R I w CORPORATE LIMITS NE 22ND To determine if flood insurance is available.contact an insurance agent or w I PLACEQwy call the National Flood Insurance Program at I8001 638 6620. 4 NE 22ND STREETHEDME S C3Z& BREMERTONPERSON w AVENUE SE COURT NE125TH wNUF N[ AVENUE SE ZmNE 21ST SrFIFET NE 20TH APPROXIMATE SCALE IN FEET COURT 500 0 500 KIFK�' �-, v, HEDMONDi�.AVENUE NE z NE 20TH ST w > 2 SE 105TH I a NE 17TH m PLACE VASHON STREET Oz AVENUE NE L NATIONAL FLOOD INSURANCE PROGRAM w Z m SE 106TH STREET Z NE 19TH STREET J w NE NE 18TH z STREET ru WHITMAJ COURT A, > T NE / �J� NE 18TH fgsT ¢ PJ� COURT SE 107TH STREET 17TF/ u FIRM v' PLACE 10 AVENUE MONRONE NE 17TH AVENUOERNE COUNTY STREET NE 17TH STRLEr TES NE ,13TH FLOOD INSURANCE RATE MAP Z NE 15TH STREET STREET VASHON Y NE VASHON NE AVENNUEUE N NE KING COUNTY UNINCORPORATED AREAS ` KING COUNTY, 530071 NE 15TH SUNSET NE 15TH WASHINGTON AND NE 15TH PLACE STREET CITY of RENTON INCORPORATED AREAS STREET uj NE 14TH z NE 14TH 60 PANEL 668 OF 1725 STREET Lu STREET 0- PANEL (SEE MAP INDEX FOR PANELS NOT PRINTED) NE 13T Lu 490 ANACORTES w a PIERCE AVENUE NE z PLACE NE QUEENUj O AVENUE NE z a COMMUNITY NUMBER PANEL SUFFIX ZONE X WHITMAN w 1 COURT NE o KING COUNTY. 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C -IY } •_ s iE a II 1 Q / � . • i• W. i� Exhibit G Wetland Inventory Map (Not Applicable) Exhibit H Drainage Complaints (Not Applicable) Exhibit I King County Soils Survey (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. ,?" URE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP" Alderwood C /��C Orcas Peat �D Arents, Alderwood Material —�— Oriidia D Arents, Everett Material B Oval[ C Beausite C Pachuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Eadmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A/B `Sammamish D Indianola A Seattle D IGtsap C Shacar D Klaus C Si Sat C Mixed Alluvial Land Variable Snohomish D Nelton A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiao. Soils having slow Infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of day soils with a high swelling potential, soils with a permanent high water table, sods with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. • From SCS,TR-55, Second Edition,June 19M. Exhibit A-1. Revisions made from SCS, Sol Interpretation Record, Form #5, September 1988. 3.5.2-2 11/92 h l N V L V U iv i , w A J It I IN V I lJ iv, � U It i vv r.. i s p, TABLE 3.5.213 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC S94b,GROUP LAND USE DESCRIPTION A B C 0 Cultivated land(1):. winter c ition 86 91 94 98 Mountain open areas: low growing brush and grasslands 74 82 9 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undistu ed or older second growth 42 64 76 81 Wood or forest land: young se and growth or brush 55 72 81 86 Orchard: with cover op 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% to 75% of the area 77 85 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 62 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 pen water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 - ShVle Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 1 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 -DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and Industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 11/92 o A • O �C �� • • 7.0 BASIN AND COMMUNITY PLANNING AREAS 0 0 z ro :� m • • 8.0 OTHER PERMITS 8.0 OTHER PERMITS The following permits are necessary for the development of this parcel. A. Building permit from the City of Renton. B. Hydraulic project approval from the Department of Fish and Wildlife. 6813.006 [JEG/es] 9.0 EROSION AND SEDIMENTATION old" CONTROL DESIGN in i 9.0 EROSION AND SEDIMENTATION CONTROL DESIGN 10.0 BOND QUANTIT' WORKSHEETS 10.0 BOND QUANTITIES WORKSHEET RETENTION/DETENTION FACILITIES SUMMARY SHEET AND SKETCH AND DECLARATION OF COVENANT i ® � # � SiT IMPt MEII�TT. King County Depamneot of Development and Fariroamentsl SaYAm Y a 3600 136ra Moe SoudMA y &&rue,Wat kWm 9E006-1400 Project Name: SIERRA Project No.: Date: Location: Sierra Activity No. s ?rs °' (SjR EflCi pkiOJE =NO }�a z . t.,z m;M , , f... r. .. Clearing z 5000 board feet of timber? STABtLIZATitN IMOSIONISEDIMENT CONTROL Fenn rpt 1 1.30 LY yes no Hydroeeeding •40 EY If yes, ,kite Meth 1.00 SY Forest Practice Permit Number: Mulch,by hand,straw,2'deep E6 Sy (RCW 76.09) Mulch macNns,straw,1'deep .40 Sy Rock Constr Entrance,50'x 15'x 1' 1,030.00 Each Rock Constr Entrance,100'x IS'x 1' 1,800.00 Each Seeding,by hand .35 Sy Wrh*4n hems ESC SUBTOTAL SUBTOTAL ron rA0e loon\n�\rsrt.nc.tev e.c f. vr.-•n�c../�7 r.g. 1 Sion .No. ��§�ygy..: :.. . :!'uitlW .& ON. �FAlEi41Q Y". Ka ,. 80iV �fON! .>, .W. �N01iL4P+WA1�R' 3 .IW,W. •s�,t., '+'ti� � y� 1 VQ.1.{J :',�'s ?K,� .. <•l':"':. �as +'• .,��P�1�: �y Y'� a � �S3!'��, ,. . ¢,�a�.,:, �r�;2;s^:>a 1 .s, �'� "� �� `..:.... e3��€>'s�a4 a�''. ;% �' aF •st• +,: ? n ,�. ,,.: : :. x.r<. :2„...; ?ova A.. ' 'a< . . :.a; a'.: t'"`.:' :..: ,ua,:. i D 's'r. ,a x. <..y .._,; #. :'?�• ,°i ;"3 �c .' .. :° z. ',r.. tit ri x� • ,, . ut� � �' �}eba x � . i4fat� i � {1� a2f�inj�3i��i?tiCt.;.'�t�f� , 1P + K Utt h ��tle .Q en a;pdac�`�Cpnr twit GENERAL REMS Clear/Ramova Brush by hand .24 SY Cleeri /Gnrbbi /Ramovel treat 6150.00 Acre Exevetion-bulk 1.10 CY Excavatlon-trtnch 3.00 CY Back"t &Compaction-embankment 3.60 CY Backfill&Compectlon-trench 5.70 CY Fin&Convw-common barrow 11.10 CY Fin&Compact- revel base 15.60 CY Fin&Compact-screened to soil 15.40 CY Grading,fine with Crider 70 SY Grading,fine hand 1.30 SY Fencing,ceder.6'NI h 25.00 LF Fon,clng,chain nn 6'high 9.20 LF Fencing,chain lin ate 20' 880.00 1 Each F*ring,temporary(NG 1.10 LF Sod 4.82 SY Monunwrtts 3'Iong 84.00 Each Survvying,lot locationl(ines 830.00 Am Su One&grade 510.00 Dory Trail 4'mashed cinder 6.50 SY Trail 4'tep course 8.00 SY' Gsbion 3'thick,no earthwork 97•00 Wen retains rocke w/earthwork 21.00 SF SUBTOTAL Tort rAOE tnffVv�\ng\wrbht.two Dee P. 19-99--9149rFdl Pege $lam No. Adak : y ,+,.x '�•�`�. �'8a: kl �PRIli,F1 :Y�• Fi°�. ray � " ".�1 ` S :�"+ , Fga^.¢3t l]If'arft� :" af -r Citlafiy[y`. .5.,•A ..zl.. . ,lV ' ,. .� .. ., ,��,;+;;xy �' dwrM Cuanft � �a diiiti ties Cam lstr'� ;Pefat a�Com lath:;prla dompMb' Price 3 u,�`� Ptlar��s8 ROAD IMPROVEMENTS AC Grinding,4'mecNne 7.00 BY AC Removae/Dbposai/RePalr• 80.00 SY Barricads,type III 30.00 LF Barricade,type i 20.00 LF Curb,extnfdod asphalt 1.80 LF Curb,extruded concrete 1.80 LF Curb&Gutter,rolled 9.30 LF Curb&Gutter,vertical 8.80 LF Dartfo"orMsposal,curb&putter 10.30 LF Dartrolltion/Disposei,sidewalk 22.60 BY Sawcut,asphalt,3'depth 1.30 LF SawcuL oonorste,per 1'depth 1.10 LF Sealant .70 LF Shoulder,AC,ace AC Road SY Shoutdor,gravel 6.40 SY Sidewalk.4'tNck,vertical curb 20.80 SY Sidewalk,5'tNck,rolled curb 23.80 SY Striping.4'ntlectontod line .20 LF Striping.par parking stal 2.90 Each TNckaned Edge 1 4.70 LF SUBTOTAL Pon rAo[ wwf\nf\wrt•nc.[fo e.e f, vfa••n aa../at Page 3 9lor a No. wore . : rY-S�oEh' 4OND RED�J .�''�""� :s •9t3 2? Y' .��� ;r < .1, _ � r s r .ems �A,S�3'A s�* BS, $Y+t1uv! � � ,,� rlumtlttf' Frock - , egg [ibe � ,� L!!tuishlE<,< +?l Cot�ipirti . pifoa Complete . prtC ::�G°o Mtn Price &1.5'top oouree) AC Oriey,1.5'AC 5.40 SY ve AC Overlay,2'AC 6.50 SY AC Road,2'.4'rock,First 2500 SY 13.70 SY AC Road,2',4'rook .over 2500 SY 9.10 SY AC Rood,3',4'rock,First 2500 SY 18.50 SY AC Road,2%4'rock.Oty.over 2500 SY 11.00 SY AC Rood,5%First 2500 SY 16.30 SY AC Road,5',Oty.over 2500 SY 10.80 SY AC Road,6%First 2500 SY 19.10 SY AC Rood.6',cry.over 2500 SY 12.70 SY Asphatt Treated Base(ATS)(Assume 2.05 ton/cyd) 30.00 Ton Gravel Road,4'rock,First 2500 SY 7•20 SY Gravel Rood,4'rock.Oty.over 2500 SY 4.70 SY PCC Rood,5',no bete 14.30 SY PCC Road,6',m bete 16.60 8Y DRAINAGE (,"-Corrvpated Plastic Pipe;N-12 or equtvalent) Access Rood,RID 9.30 SY Words-Fixed 290.00 Each Words-ronwvable 475.00 Eeoh SUBTOTAL F"Prat 1.tJeM\n{\ye�ifnc.[fV Dec f, If14-•f t4{ea/4) Peg• 4 - Slot t No. ddmL 711 a ;'1. . rot: as "t vn y. i .:r c Qu om A Priceyn p,. ./' u. DRAINAGE(Con't.) (CSs Include frame and lid) CB Type I 850.00 Each CS Type IL 1,000.00 Each CS Type n,48'diameter 1,300.00 4'deep for additional depth over 4' +320.00 +1'depth C8 Type II.54-diameter 1,450.00 4'deep for addklond depth over 4' +370.00 +1 depth CB Type P,60'diameter 1,800.00 4'deep for additional depth over 4' +410.00 +1'depth CB Type II,72'diameter 2,200.00 4'depth for additional depth over 4' +520.00 +1'depth Through-ourb Inlet Framework(Add) 225.00 Each Clesn"M PVC,4' 86.00 Each peanut,PVC,6' 115.00 Each Cleo nut,PVC,8' 142.00 Each . Culvert,PVC,4' 4.50 LP Culvert.CPA,6' 9.30 LF Culvert.PVC.6' , 6.40 LF Culvert,CMP.8' 9.50r"L LF Culvert,concrete,8' 12.90FCulvert,CPP,8- 10.00LF Culvert,PVC.8' 8.00 LF Culvert.CMP,12' 14.80 LF SUBTOTAL ►onrAct wart\nc\wri.n[.�Ru o•c f, tff•--f,�a•/af P•g• s Sietrt Vo. AdlbL vk BOND REDUCTI 4 £ . 'Wn+ttt PLtlYA`[� > � � •��� s a z Z� a' X`�" ` ��° r 1APIfClY9UCf1R z 8�f1�t,3x telMii x auxy� c� m z .� b Unfk �finfi'` .; :�r1,teF Ptf.. <�uentTtY s . prlo {Surritttj! pft .:.:.;Gmptrtr... !k[+ :, t�S 1pri '.G`bp . r .a,C,z•:4:,., w, c� .:>Pr1nr .:; >r�s,Wrw� •:.:.y a: ..< DRAINAGE(Con't.) Culvert,concrete,12' 17.90 LF Culvert.CPP,12' 16.50 LF Culvert.CMP,15' 18.70 LF Cutvert,concrete.15' 22.50 LF Culvert,CPP,15' 18.50 LF Culvert,CMP,18' 21.90 LF Culvert,concrete,18' 27.80 LF Cutwrt.CPP,18' 22.00 LF Culvert.CM?,24' 30.30 LF Culvert,concrete,24' 39.80 LF Culvert,CPP,24' 29.00 LF Culvert,CMP,30' 38.60 LF Culvert,concrete,30' 64.70 LF Cufwrt,CMP,36' 62.80 LF Culvert,concrete,36' 83.20 LF Culvert.CPP,38' 39.00 LF Culvert,concrete,42 101.80 LF Cutwrt.CMP.48' 80.80 LF Culvert,concrete.48' 112.00 if Cufvert.CMP 80. 112.00 LF Culvert,concrete.60' 164.00 LF loil ,bare,roadside 5 CY SUBTOTAL FOR PAD[ ueov9\n4\9iett.At.KWU ere 9, 1996••9144../dt Pege t Sian 1N. z j: e^ :. ^` � •�. . '�ANI! fi''�fr"�°• >6QND REDUCTI ��• a O�S A J1� .. ':; } :3'�. >J ,:�.:. '.•C S.'0�0''.4,k.R"'4F}�`�; �• C4 a 1�'' �' .. Cluantl k Quantity QuentltY Unf ury cr i a r i �prica Coro let Arta s.Comptate prli>�'. CotnpNt�' Prlu Pti+fi at' q Pt1a .U_ titi s DRAINAGE(Con't.) Flow Dispersal Trench 1,100 base f 15.00 LF French Drain 12.30 LF Md-tank Access Rlser,38" 700.00 Each Pond 0—Mow SPIHWmY a.7n SY Res.,Hotor/011 Separator,12' 785.00 Each Restrictor/09 Separator,15' $85.00 'Each Restrictor/OilSeparator,IS' 1,035.00 Each Rlprsp,placed 28.00 CY Tank End Reducer 400.00 Each Trash Rack,12' 180.00 Each Trash Rack,15' 185.00 Each Trash Rack,18' 210.00 Each Trash Rack,21' 240.00 Each PARKING LOT SURFACING 2'A.C.,2'top course rock&4'select borrow 8.10 SY 1.5'top course rock& .5'bass course 4.70 SY 4'select borrow 1.75 SY SUBTOTAL Fm PAoc uxovf\nt\rerbnc.seV n.e f, esgs 7 Sler t No. � as,i,�- M � ���" „S t�• ."•K:�• p� P)WA� R(q�)��1CIC,[�1ESAM� BQNO RED(J FM i xP.t[1VEM � 3 @�fi'a' ,i,� f T,Ef Sxa $;yam. r 1 /SC 1 �'..ka � ' t r•. jb`�. � ••�:`. �. 'Ps`�A2 �f,��,�.,y,�� � zA�n.� A� r��� � :.�p�iiz »k��QY��t� :a.2". •��.`(It��flST �a` 3 �,��,�� :"i '� '� �aU� y„.� '� iirin,:•• 'trurniK filet nui tiry" p�q�� f�u�ntihrt� :Pii�oi�� r"Cotnpliti �Pr<a'�MComp(iti� Price' Oompk4ra .'Fria WRITE{N ITEMS SUBTOTAL(SUM ALL PAOES)t 10%CONTINGENCY&MOBIL!ZATION: TOTAL, (A) (B) (L7 SUBTOTAL Port PACE tv.an\nt\ve.t.na.[[o n.e e. tf�s••f��[..N1 Peg. e Slai ;t No. Quantities abovecompleted'by: Signature: Date: PE Registration Number: Telephone Number: Firm Name: Address: This section to be completed by Klny County BOND COMPUTATIONS: ' PERFORMANCE BOND AMOUNTS I MAINTENANCE BOND AMOUNT I DEFECT BOND AMOUNT Stabilization/Erosion Sediment Control (ESC) (D) Existing Right-of-Way Improvements (E) Future Public Road Improvements (F) (E+F)x 0.25 Private Improvements x 0.15 = RID Facilities and Conveyance Systems — — — — — — — — — — — — — — — — — TOTAL M PERFORMANCE BOND AMOUNT Minimum RIGHT-OF-WAY&SITE RESTORATION BOND (D+E) (S1,000) (First $7,500 of bond shall be cash) �f PERFORMANCE BOND TOTAL AFTER BOND REDUCTIONS (f-A,B OR C) 12 x3 Signature of Person Preparing Bond Reducti NOTE The word 'bond' is used to represent Original bond computations any financial guarantee acceptable to prepared by: Date: King County. #1 Dart A2 Oat #3 Dal NOTE Total bond amounts remaining after reduction shall not be less than 30%of the original amount or the sum of the maintenance and defect amounts shown above,whichever is greater. SUBTOTAL PORt PAp[ vrwr+n\n•\verbAt.eRl we f. tffe••f,��o/dt Pag• 9 11 .0 MAINTENANCE AND OPERATIONS MANUAL i 11.0 MAINTENANCE AND OPERATIONS Nor MANUALS KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL • MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 - PONDS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash &Debris Any trash and debris which exceed 1 Trash and debris cleared from site. cubic foot per 1000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In ge.-ieral, there should be no visual evidence of dumping. Poisonous Any poisonous vegetation which may No danger of poisonous vegetation where Vegetation constitute a hazard to County personnel County personnel or the public might or the public. Examples of poisonous normally be. (Coordination with vegetation include: tansy ragwort,poison Seattle/King County Health Department) oak,stinging nettles,devils club. Pollution Oil,gasoline,or other contaminants of No contaminants present other than a one gallon or more or any amount found surface film. (Coordination with that cou;d: 1)cause damage to plant, Seattle/King County Health Department) animal,or marine life; 2)constitute a fire hazard; or 3) be flushed downstream during rain storms. Unmowed Grass/ If facility is located in private residential When mowing is needed,grass/ground Ground Cover area,mowing is needed when grass cover should be mowed to 2 inches in exceeds 18 inches in height. In other height. • areas,the general policy is to make the pond site match adjacent ground cover and terrain as long as there is no interference with the function of the facility. Rodent Holes Any evidence of rodent holes if facility is Rodents destroyed and dam or berm acting as a dam or berm,or any evidence repaired. (Coordination with Seattle/ of water piping through dam or berm via King County Health Department) rodent holes. Insects When insects such as wasps and hornets Insects destroyed or removed from site. interfere with maintenance activities. Tree Growth Tree growth does not allow maintenance Trees do not hinder maintenance access or interferes with maintenance activities. Selectively cultivate trees such activity(i.e..slope mowing, silt removal, as alders for firewood. vactoring or equipment movements). If trees are not interfering with access, leave trees alone. Side Slopes of Erosion Eroded damage over 2 inches deep Slopes should be stabilized by using Pond where cause of damage is still present or appropriate erosion control measure(s): where there is potential for continued e.g., rock reinforcement, planting of erosion. grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10% Sediment cleaned out to designed pond of the designed pond depth. shape and depth; pond reseeded if necessary to control erosion. Pond Dikes Settlements Any part of dike which has settled 4 Dike should be built back to the design inches lower than the design elevation. elevation. Emergency Rock Missing Only one layer of rock exists above native Replace rocks to design standards. Overflow/Spillway soil in area five square feet br larger, or • any exposure of native soil. A-1 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL * 2 - INFILTRATION NW Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash & Debris See "Ponds-Standard No. 1 See 'Ponds Standard No. i Poisonous See 'Ponds'Standard No. 1 See'Ponds Standard No. 1 Vegetation Pollution See "Ponds'Standard No. 1 See "Ponds Standard No. 1 Unmowed Grass/ See "Ponds" Standard No. 1 See "Ponds Standard No. 1 Ground Cover Rodent Holes See "Ponds"Standard No. 1 See 'Ponds Standard No.-1 Insects See "Ponds"Standard No. 1 See "Ponds Standard No. 1 Storage Area Sediment A percolation test pit or test of facility Sediment is removed and/or facility is indicates facility is only working at 90%of cleaned so that infiltration system works its designed capabilities. according to design. Sheet Cover Sheet cove:Is visible and has more than Sheet cover repaired or replaced. (ff Applicable) three 1/44nch holes in it. Sump Filled With Any sediment and debris filling vault to Gean out sump to design depth. Sediment and 10%of depth from sump bottom to Debris (H bottom of outlet pipe or obstructing flow Applicable) into the connector pipe. Filter Bags Filled with Sediment and debris fill bag more than Replace filter bag or redesign system. Sediment and 1/2 full. Debris Waters Sediment and By visual inspection little or no water Replace gravel in rock filter. Debris flows through filter during heavy rain storms. A-2 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL • NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Conditions When Maintenance Resufts Expected Component Defect Is Needed When Maintenance Is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is Vents free of debris and sediment. blocked at any point with debris and sediment. Debris and Accumulated sediment depth exceeds All sediment and debris removed from Sediment 10%of the diameter of the storage area storage area. for 1/2 length of storage vault or any point depth exceeds 15%of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of tank. Joints Between Any crack allowing material to be All joints between tank/pipe sections are Tank/Pipe Section transported into facility. sealed. Tank/Pipe Bent Any part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design. Out of Shape more than 10%of its design shape. Manhole Cover not in Place Cover is missing or only partially in place. Manhole is dosed. Any open manhole requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Bolts into frame have less than 1/2 inch of thread (may not apply to self-locking lids). Cover Difficult to One maintenance person cannot remove Cover can be removed and reinstalled by Remove lid after applying 80 pounds of lift. Intent one maintenance person. is to keep cover from sealing off access to maintenance. Ladder Rungs Fling County Safety Office and/or Ladder meets design standards and Unsafe maintenance person judges that ladder is allows maintenance persons safe access. unsafe due to missing rungs, misalignment, rust,or cracks. Catch Basins See'Catch Basins'Standard No.5 See 'Catch Basins`Standard No.5 i A-3 I/90. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Condltlons When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash and Debris Distance between debris build-up and All trash and debris removed. (Includes bottom of orifice plate is less than 1-1/2 Sediment) feet. Structural Damage Structure is not securely attached to Structure securely attached to wall and manhole wall and outlet pipe structure outlet pipe. should support at least 1,000 pounds of up or down pressure. Structure is not in upright position (allow Structure in correct position. up to 10%from plumb). Connections to outlet pipe are not Connections to outlet pipe are watertight; watertight and show signs of rust. structure repaired or replaced and works as designed. Any holes—other than designed holes— Structure has no holes other than in the structure. designed holes. aeanout Gate Damaged or Cleanout gate is not watertight or is Gate is watertight and works as designed. Missing missing. Gate cannot be moved up and down by Gate moves up and down easily and is one maintenance person. watertight. Chain leading to gate is missing or Chain is in place and works as designed. damaged. • Gate is rusted over 50% of its surface Gate is repaired or replaced to meet area. design standards. orifice Plate Damaged or Control device is not working property Plate is in place and works as designed. Missing due to missing,out of place,or bent orifice plate. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and works blocking the plate. as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having Pipe is free of all obstructions and works the potential of blocking) the overflow as designed. pipe. Manhole See 'Closed Detention Systems' Standard See 'Closed Detention Systems'Standard No. 3. No.3. Catch Basin See 'Catch Basins'Standard No. 5. See'Catch Basins'Standard No. 5. A-4 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash & Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in (Includes foot which is located immediately in front front of catch basin opening. Sediment) of the catch basin opening or is blocking capacity of basin by more than 10%. Trash or debris (n the.basin)that No trash or debris in the catch basin. exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or blocking more than 1/3 of its height. debris. Dead animals or vegetation that could No dead animals or vegetation present generate odors that would cause within the catch basin. complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract foot in volume. or support the breeding of insects or rodents. Structural Damage Corner of frame extends more than 3/4 Frame is even with curb. to Frame and/or inch past curb face into the street (if Top Slab applicable). Top slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider than 1/4 inch (intent is to make sure all material is running into the basin). Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design Walls/Bottom than 3 feet,any evidence of soil particles standards. entering catch basin through cracks,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer No cracks more than 1/4 inch wide at the than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe. pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design Misalignment rotated more than 2 inches out of standards. alignment. Fire Hazard Presence of chemicals such as natural No flammable chemicals present. gas,oil,and gasoline. Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin. more than 10%of the basin opening. Vegetation growing in inlet/outlet pipe No vegetation or root growth present. joints that is more than six inches tall and less than six inches apart. Pollution Nonflammable chemicals of more than No pollution present other than surface 1/2 cubic foot per three feet of basin film. • length. A-5 I/90 . KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 5 - CATCH BASINS (Continued) Maintenance Conditions When Maintenance Results Expected Component Defect Is N*ed" When Maintenance Is Performed Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Catch basin cover is closed. Any open catch basin requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Bolts into frame have less than 1/2 inch of thread. Cover Difficult•o One maintenance person cannot remove Cover can be removed by one Remove lid after applying 80 lbs.of lift; intent is maintenance person. keep cover from sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and Unsafe misalignment, rust,cracks,or sharp allows maintenance person safe access. edges. Metal Grates Grate wit"opening wider than 7/8 inch. Grate openings meet design standards. (f applicable) Trash and Debris Trash and debris that is blocking more Grate free of trash and debris. than 20%of grate surface. Damaged or Grate missing or broken member(s)of Grate is in place and meets design Missing the grate. standards. • A-6 I/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 6 - DEBRIS BARRIERS (e.g. Trash Racks) Maintenance Conciftions When Maintenance Results Expected Component Detect Is Needed When Maintenance Is Performed General Trash and Debris Trash or debris that is plugging more Barrier clear to receive capacity flow. than 20%of the openings in the barrier. Metal Damaged/Missing Bars are bent out of shape more than 3 Bars In place with no bends more than Bars inches. 3/4 inch. Bars are missing or entire barrier is Bars in place according to design. missing. Bars are loose and rust is causing 50% Repair or replace barrier to design deterioration to any part of barrier. standards. s A_7 1/9Q KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 7 - ENERGY DISSIPATORS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed External: Rock Pad Missing or Moved Only one layer of rock exists above native Replace rocks to design standard. Rock soil in area five square feet or larger,or any exposure of native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% Pipe cleaned/flushed so that it matches Sediment of the design depth. design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or rebuilt to Water Properly concentrated points along trench (normal standard. condition is a"sheet flow"of water along trench). Intent is to prevent erosion damage. Perforations Oyer 1/2 of perforations in pipe are Clean or replace perforated pipe. Plugged plugged with debris and sediment. Water P..,ws Out Maintenance person observes water Facility must be rebuilt or redesigned to Top of'Distributor" flowing out during any storm less than standards. Catch Basin the design storm or it is causing or appears likely to cause damage. Receiving Area Water in receiving area is causing or has No danger of landslides. Over-Saturated potential of causing landslide problems. Internal: Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to Replace structure to design standards. Posts, Baffles, 1/2 or original size or any concentrated Sides of Chamber worn spot exceeding one square foot which would make structure unsound. Other Defects See'Catch Basins"Standard No. 5 See 'Catch Basins' Standard No.5 A-8 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 8 - FENCING Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Missing or Broken Any defect in the fence that permits easy Parts in place to provide adequate Parts entry to a facility. security. Parts broken or missing. Broken or missing parts replaced. Erosion Erosion more than 4 inches high and 12- No opening under the fence that exceeds 18 inches wide permitting an opening 4 inches in height. under a fence. Wire Fences Damaged Parts Posts out of plumb mo.a than 6 inches. Posts plumb to within 1-1/2 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence (including posts,top Fence is aligned and meets design rails, and fabric)more than 1 foot out of standards. design alignment. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is Barbed wire in place with less than 3/4- sagging more than 2-1/2 inches between inch sag between posts. posts. Extension arm missing, broken,or bent Extension arm in place with no bends out of shape more than 1-1/2 inches. larger than 3/4 inch. Deteriorated Paint Part or parts that have a rusting or scaling Structurally adequate posts or parts with or Protective condition that has affected structural a uniform protective coating. Coating adequacy. Openings in Fabric Openings in fabric are such that an 8- No openings in fabric. inch-diameter ball could fit through. A-9 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Kin 0 - GATES Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance is Performed General Damaged or Missing gate or locking devices. Gates and locking devices in place. Missing Members Broken or missing hinges such that gate Hinges Intact and lubed. Gate is working cannot be easily opened and closed by a freely. maintenance person. Gate Is out of plumb more than 6 inches Gate is aligned and vertical. and more than 1 toot out of design alignment. Missing stretcher bar, stretcher bands, Stretcher bar, bands, and ties in place. and ties. Openings in Fabric See 'Fencing'Standard No,a See "Fencing' Standard No.8 • A-10 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL • NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed Pipes Sediment & Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris. of the diameter of the pipe. Vegetation Vegetation that reduces free movement of All vegetation removed so water flows water through pipes. freely through pipes. Damaged Protective coating is damaged; rust is Pipe repaired or replaced. causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20%. Open Ditches Trash & Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches. per.1.000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and of the design depth. debris so that It matches design. Vegetation Vegetation that reduces free movement of Water flows freely through ditches. water through ditches. Erosion Damage to See 'Ponds" Standard No. 1 See "Ponds' Standard No. 1 Slopes Rock Lining Out of Maintenance person can see native soil Replace rocks to design standard. Place or Missing (if beneath the rock lining. Applicable)Catch Basins See "Catch Basins" Standard No. 5 See "Catch Basins"Standard No.5 Debris Barriers See "Debris Barriers"Standard No.6 See 'Debris Barriers"Standard No.6 (e.g.,Trash Rack) A-11 1190 . KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL A 11 - GROUNDS (Landscaping) Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed General Weeds Weeds growing in more than 20%of the Weeds present in less than 5%of the (Nonpoisonous) landscaped area (trees and shrubs only). landscaped area. Safety Hazard Any presence of poison Ivy or other No poisonous vegetation present in a poisonous vegetation. landscaped area. Trash or Utter Paper,can, bottles,totalling more than 1 Area clear of litter. cubic foot within a landscaped area (trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damage Umbs or parts of trees or shrubs that are Trees and shrubs with less than 5%of the split or broken which affect more than total foliage with split or broken limbs. 25%of the total foliage of the tree or shrub. Trees or shrubs that have been blown Tree or shrub in place free of injury. down or knocked over. Trees or shrubs which are not adequately Tree or shrub In place and adequately supported or are leaning over,causing supported; remove any dead or diseased exposure of the roots. trees. A-12 1/90 __ .__ ,,. a _ . •� ? f�,. ..�i� � .. ,. .�. ; � , ,� ,._. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 12 - ACCESS ROADS/EASEMENTS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from site. Per 1,000 square feet,i.e., trash and debris would fill up one standard size garbage can. Blocked Roadway Debris which could damage vehicle tires Roadway free of debris which could (glass or metal). damage tires. Any obstructions which reduce clearance Roadway overhead clear to 14 feet high. above road surface to less than 14 feet. ` Any obstructions restricting the access to Obstruction removed to allow at least a a 10-to 12-toot width for a distance of 12-foot access. more than 12 feet or any point restricting access to less than a 10-foot width. Road Surface Settlement, When any surface defect exceeds 6 Road surface uniformly smooth with no Potholes, Mush inches in depth and 6 square feet in area. evidence of settlement,potholes,mush Spots, Ruts In general,any surface defect which spots,or ruts. hinders or prevents maintenance access. Vegetation in Road Weeds growing in the road surface that Road surface free of weeds taller than 2 Surface are more than 6 inches tall and lass than inches. 6 inches apart within a 400-square-toot area. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more Shoulder free of erosion and matching Ditches than 8 inches wide and 6 inches deep. the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in Weeds and brush cut to 2 inches in height or hinder maintenance access. height or cleared in such a way as to allow maintenance access. A-13 I/9 .