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Home My WebLink About02777 - Technical Information Report �� ;�� - ? �? - Z 777 TECHNtCAL 1NFORMATION REPORT FOR PROPOSED OAKESDALE BUStNESS CAMPUS PHASES 2 AND 3 ( RENTON, WASH1NGTt?N - , , � , i OUR JOB NO. 591 1 P� Sq�� AUGUST 18, 1998 �� REVISED NOVEMBER 2, 1998 � REVISED FEBRUARY 25, 1999 p�'�`F��d��''�� ZS/9� S��NA1.E� EXPIRES —� '- OO Prepared By: BARGHA�ISEN CONSULTING ENGINEERS, INC. 1 821 5 72ND AVENUE SOUTH KENT, WASHINGTON 98032 '^25; 25 � -�2�2 �GNaUs �Q tiv'r .FZ z � CIVIL ENGWEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL Sr" ''._:__�� •� 4• ��ao� 2 777 � �— �� R� ' � � I � 1 ��1 t:{�1��-}i6.. na�3'a�.T7�'�1iia��6..�� R[�.�.�'�� 2 � .._... --� � I i . i F�� I ; � �`3?f��+:�� `��e:.��i-�d.� �S'��'��C�� Cit�ii{;�t':.,��d i i I , { ��l�E� �'. Al��:t � � -- �: _. 1 +� ��:�:��, V!��N�-�c�� ' i � I ; �__._�--.- - - - __ __.__.___ .__._�__�_ _______ ... ;�.,�:. -- - - �;�� .�C?6 N(�. 5911 P� 5��9 :��J�;U�T 1�', 1 �98 � ��'��bA �� i�LV4�� R'�V�f�iE3EF� 2, 'i��$ -'� €; �� R�EViSEa F�3RUAFiY 25, 19J9 '�,�s�;s��0�� rZg/9q .��. ONA1.E EXPIRES —� I- DO Prepared By: BA�i��IAUSE�I COi1��ULTING EN�INEERS, INC. 1 821 5 7LND AVENUE SOUTH �ENT, VVASHINGTON 98032 (425) 251 -6222 mP�GHALs�2 o i CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES '��2 ��t�. �'ti'c er,o�"'" 1.0 PROJECT OVERVIEW The proposed Oakesdale Business Park is an approximately 44-acre site located at the northwest corner of Oakesdale Avenue S.W. and S.W. 43rd Street, in Renton, Washington. The site is located in the Northwest quarter of the Northeast quarter of Section 36, Township 23 North, Range 4 East, and in the Northeast quarter of the Northwest quarter of Section 36, Township 34 North, Willamette Meridian, King County, Washington. Site development will occur in two phases. Springbrook Creek flows roughly west to east through the properiy. Phase 2 and 3 will consist of the development of approximately 31.5 acres north of Springbrook Creek. Phase 1 will consist of development of approximately 12.3 acres south of Springbrook Creek. This technical information report and accompanying set of design plans were prepared exclusively for Phases 2 and 3 of the development. Phase 2 and 3 of the Oakesdale business park include a lot line adjustment,construction of a storm drainage conveyance system,wet detention pond, and sanitary sewer and water mains to serve both proposed phases. The majority of Phases 2 and 3 lie north of and drain directly into Springbrook Creek. A small portion of the site along the western property line outside of the development area flows westerly. The drainage is collected in a larger and better defined ditch,just outside of the Oakesdale Avenue S.W. right-of-way and is collected in the underground conveyance piping system of the roadway. Runoff is then conveyed north to the east side of Oakesdale Avenue S.W. and is discharged into Springbrook Creek at the outlet end of the quadruple 72-inch CMP culvert. Currently, several buildings and approximately 1.8 acres of pavement exist. Railroad facilities '' occupy the northern 240 feet of the site. The total existing impervious area is approximately 2.5 acres within Phase 2 and 3 of the development. 5911.017 [JPJ/ec/jss] 2.0 EXISTING SITE CONDITIONS I Existing soil conditions are listed in the King County Soils Survey as Puyallup (SCS Hydrological ' Group B) and Urban(variable). Type B soil texture is described in the King County Surface Water I Design Manual as moderately fine to moderately coarse. The geotechnical engineering study by Earth Consultants Inc., dated December 8, 1997, contained herewith in this report, describes the soil's texture as fine. Therefore, we have used the curve numbers that correspdnd to Type C soils, which have textures described as moderately fine to fine. Compaction of the existing soils further limits infiltration, which corresponds to the Type B soils. 5911.017[JPJ/ec/jssJ 3.0 DEVELOPED AND FUTURE SITE CONDITIONS On-site flow patterns will not be significantly altered by construction of the ponds, storm drainage, and utilities as shown on the plan. As developed, storm drainage will be collected in a series of catch basins located in paved areas and conveyed to the storm drainage system provided. Detention facilities, as well as water quality treatment, will be provided to limit runoff quantities and mitigate water quality degradation. In addition, a portion of the roof runoff from three buildings will be directed to wetland areas. 5911.017[JPJ/ec/jss] 4.0 HYDROLOGIC ANALYSIS/DETENTION SYSTEM The storm drainage conveyance system is designed to convey the peak flows from the 25-year/24-hour design stortn full flow condition. The hydrograph method as provided in WaterWorks 4 was used as a method to determine flow rates and pipe conveyance calculations were performed as routed through the WaterWorks program. The wet detention pond was designed using hydrographs generated by the Santa Barbara Urban Hydrograph method. The pond is designed to release peak flows from the developed 2-year and 10-year design storms at peak rates less than or equal to the existing condition peak rates for the 2- and 10-year/24-hour design storms,respectively. A 30 percent increase in volume over the required volume for the 10-year/24-hour design storm has been added. Waterworks software was used to calculate the peak flows, design volumes, and outlet control. Water quality is being provided in a wet detention portion of the wet detention pond. Water quality is being provided in a wet pond portion of the wet detention pond. T'he required wet pond volume of total runoff from the developed 6-month/24-hour design storm has been doubled to eliminate the need for a biofiltration swale proceeding the weddetention pond. 5911.017[JPJ/ec/jss] ,.�� y �. }nUY✓1� - " w TRE�TNENT`►LAKT a r E 217 ' ?�F; 5 5t � �. �r 4 5 4�5 = S � � = T � / � �'3 3 19 � � C. > o`o `� sr i - �� .t h. I ' � ''�s•. C:N - �<' < < , t i ..� � ..., � ,� A .� � s �• �� ' ::U •� ��"' SW,9 ST. - EXIT Y � ,� � Tal�o , 5, v� � N : C 0 '.�i s ,s w Evans O 0 a B1ack Dr � ,�f"'� ,�.�� Zr d�K . B� tl � i ..� SW23ST � � � � B B�vd Iw SW 27 ST 5�S kedc D� ; �- • StTE �� y 16� • 0 o �'' w 3o sT � . �. � ; 25 "�` >" 30 V � � a � y � W � ; . SW 3r ST U 4 ` � � 3 � . o N ; �` o u� �P� o ; o " �ce 36 i r s � p � � SJ7s � sw ae sZ �' � � � 0 � �_" a ¢` � SW 41 ST Saxan Or , � , -p�1 �,��E, Urilli < MEOICAL 5i `n �� SWt3ST CENiER m S �'' - h � s '� � 4 � �YO/ ' ' S s,exsr 36 � N .Q :tl y ` '�1 �, < , � �a �& t $ S 's,ee sr � o �5�89 ST ..._-" < ' 1 S �� ST �' $ SITE LOCATION MAP rr-rs Reference: Greater Renlon Cirv A1np, 1987 Edition II Page 1 of 2 j King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � - . . . � . . . � . . . . Project Owner Zellman Development Companv Project Name Oakesdale Business Park, Phase 1 Address 707 Wilshire Boulevard, Suite 3036 Location ' Phone Los Angeles, CA 90017 Township 23N Project Engineer Ali Sadr, P.E. Range 4E Company Barqhausen Consulting Engineers. Inc. Section 36 Address Phone 18215 72nd Avenue South Kent, Project Size 31.5 AC WA 98032 (4251 251-6222 Upstream Drainage Basin Size 0 AC ! . . � • o Subdivision ❑ DOF/GHPA ❑ Shoreline Management ' o Short Subdivision ❑ COE 404 ❑ Rockery • o Grading o OOE Dam Safety ❑ Structural Vaults ■ Commercial ❑ FEMA Floodplain ❑ Other , ❑ Other ❑ COE 1"�'e''::��s ■ HPA � ' . . . • Community Green River Drainage Basin �pringbrook Creek, Green River . ❑ Rive� ❑ Floodplain ■ Stream �pringbrook Creek ■ Wetlands ❑ Critical Stream Reach o Seeps/Springs ■ Depressions/Swales o High Groundwater Table o Lake ❑ Groundwater Recharge � Steep Slopes ❑ Other ❑ Lakeside/Erosion Hazard . Soil Type Slopes Erosion Potential Erosive Velocities Puyalluo Flat Low Low Urban Flat Low Low ❑ Additionaf Sheets Attached . • • • " REFERENCE LIMITATIONiSITE CONSTRhIf�1T o Ch.4-Downstream Analvsis ❑ ❑ ❑ ❑ Additional Sheets Attached 5911.004[KL/ta) Pagc 2 of 2 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . . MINIMUM ESC REQUIREMENTS DURING MINIMUM ESC REQUIREMENTS FOLLOWING CaNSTRUCTION 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 �peration of Permanent Facilities ■ Cover Practices ❑ Flag Limits of NGPES . ■ Construction Sequence ❑ Other ❑ Other � ❑ Grass Lined Channel ❑ Tank o Infiltration Method of Analysis ■ Pipe System ❑ Vault ❑ Depression SBUH 0 Open Channel ❑ Energy Dissipater ❑ Flow Dispersal Compensation/Mitigation ❑ D�y Pond ❑ Wetland ❑ Waiver of Eliminated Site Storage ■ Wet Pond ❑ Stream o Regional Detention Brief Description of System Operation Tightline convevance svstem to wet / detention pond r�rovidinq derPntion and water quali�y orior to release to Springbrook Creek. Facility Related Site Limitations ❑ Additional Sheets Attached Reference Facility Limitation . . � Cast in Place Vautt ❑ Drainage Easement o Retaining Wall ❑ Access Easement ❑ Rockery > 4' High ❑ Native Growth Protection Easement ❑ Structural on Steep Slope ❑ Tract ❑ Other ❑ Other � . - . • I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the , / attachments. To the best of my knowledge the information p�ovided � here is accurate. s�9�ea��ace /' 5911.004[KL/ta) _y_ �-�------- - ---�r - ---r--�----��------� TII• 1 : ��• � 5�1 �� .' • � � � .M `C . � 4pP�`� II �.•=•';i�' �'f;'�:� � � �1'"p.� W, •. - - A6� . � . .�� :� . . I .�• y• J ' •• ,; x� . . �;;,. � •�• ........... � • y • • • •��•� •� � � Y tl ` �i �}: .,..,.... � � ��• . � • ..H „• p •,N II��_ '�' • � � • . • • � � :'� • . �� p � AB vl N \ I � •*:.. .� . . .• ' •', � r,LpNf 7 ' Y N • Q1 • a ,`ANE'r ` � ?, � P�i� �a / Ir�l I• � N � ' ,' I C � � •_ ~ �.... � ��, d . �� o N i N �' ..l; � a � � � . a, w � � �� , I •O � „ ' ��. a � I = �• � �� • •� �/ o " m Fil u �, � ••� � � j �� ii �1�• i -l)� p � ''�--- ------ _. . �-� d ii• 3)' ----m�— --�3 � � (/� ' a O w � ii ' O a �� , � �.�. o 0 ° ' ' d • � -- C/� �� _r e' 6 ./� � pp �� . 11111�1��! � A�� • � .� o � :—� :unn ��u Y.�`.4iiiii_ui��%!-��_� - --� 3 � d A 1� � y;: � --�-- ---•.�,``- � � [•� � � • � �, � Y Z � � 3 � °q° � q I;i > > � --- --- r II �\ `�:,.,°1.__�_±��_.r%'i N o - r � �i 3 m � `; ! 1— --- -- - //� N f o � � V � � I Z I U�ON "- a- --' CIFIC �- '_-- - � • ], t 4 __- '-_ --"- �-- --- ��''- - I __ � ' ---- 30VM � � � 1�=�_ � �• �� '�� . •�e � ti �� I ��I � �:a. �. ' � ,\\ Z � �o � �� I�"1j21 : � w�� Z „ '-�_� '�1 o �� r � �� I C�Q' i,a f .� -- �i m � -v._—_^._ yr�, s a ., � -- ----------�•--- ----- .. � �n Y — --- o C�1 � C�. • _ _ ■ �� s a a a M Z ? ---'- --' --- � __ , I 1: I � G C O U N "1' Y, �t' n S !1 1 N G 1� G ti, S U �: F A C E w A T E R D E S I G N M A N U A L 12) CN values can be area weigh[ed �vhen they apply to pervious areas of similar CN's (within 2p CN pointsi. However, high CN areas should not be combined with low CN areas (unless the low Ct� areas are less tl�an 15°io of the subbasin). !� this case, separate hydrographs should be generated and summed to form one hydrograph. ETGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN t:ING COUNTY � • NYDROLOGIC HYDROLOGIC SOtL GROUP GROUP` SOIL GROUP GROUP` Alderv�ood C Orcas Peat D _ Arents, Alderwood Mater�l C Oridia D � Arents, Evereit Naterial B Ovall C Bezusite C Pitchuck C SelGngham 0 Puget D ' g�scoi D PuyaUup 8 SucMey � Ragnar -B Coastal Beaches Variabfe Renton D Eartmont Slt Loam D Rivenvash VariaWe Edgewick C Salal C� Evereti A/B `Sammamish D lndianola A Seattle D Kitsap C � Shaca� D l4aus C Si S1t C , Atiaed Altuyial Land Variab(e Snohor�ish - O ; ; ' Ne�Ion • A Sultan ' C f Newberg B Tukwda D � Noolcsack C Urban Variable Normal Sac�dy Loam D . Woodirniilte D ' �i HYDROLOGIC SOIL C'aROUP CLASSlFlCATIONS ' A (�ow rttnoH potentral). So�7s having high infiltration rates, even when thoroughfy wetted, and consisting ' �'i chiefly of deep,welt-to-excess�vely drained sands or gravels. These soc�s have a high rate of wate� i , transmission. ' I 6. (N.oderatety low cvnoff potent�al). So1s having moderate infttration rates when thoroughly wetted, and � '! consisiing chiefly of moderately fi�e to moderatety coarse textures. These soits have a moderate rate of �, water transmission. ' C_ (Moderately high n.�noff pote�tia�. So�1s having slow infiltration rates when thorougf�ly wetted, and ( : consisting chiefly o( sods with a layer that impedes downward movement of water, or soi[s v,�ih moderately � • tine to fine textures. These sals have a slow rate of water transmission_ ' �: _ •O_ (High runoff potenlial). Soils having very slow i�f7trafion rates when thoroughly weTted and consisting i . chiefly of day sols with a high swelling pote�t,al, soils with a Qermanent hiqh water tab�e,sols with a ha�dpan or clay Tayer at o:near the surface,and shallow soils ove�neariy impecvious matenaf_ These sols j � have a very slow �ate of water transmission. • ' From SCS. TR-55. Second Edrtion,June 19S6, Exhibrt A-t. Revisions made from SCS, Sod Interpretation . , Record, Form #�5, September 1988. � 3.5.2-2 • il/9? K f N G C O U N "1� 1', \v A S 1 i I N G "l� O N, S U R F ,� C E W A "1� E E2 D L S ! G \ M A \' U �1 L LE 3.5?I3 SCS �'VESTEF2N �VASIiINGTON RUNOFF CUR�'E NLJMBERS SCS WESTERN WASHINGTON RUNOFF CURVC NUMSERS (Published by SCS in 1982) Runof!curve numbers(or selected agriculiural, suburba�and urban land.use,for Type iA rainfall distribution, 24-hour siorm duratio�_ CURVE NUt,ABERS BY HYDRO�OGIC SOI�GROUP LANO USE OESCRIPTION A B C D Cultivated la�d(1): winter condition 86 9t �: 95 Mountain open a�eas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 PS 89 , Wood or foresi land: undisturbed or older second growth 42 64 70 81 Wood o�foresi land: young second growth o�brush 55 •72 86 Orchard: with cover crop 8� � 2 94 Open spaces, lawns, parks, golf courses, cemeteries, landscapin9- good condition: grass cover on 7596 _. � � � or more of the area 68 ;du fEo ) gp fair.condition: grass cove�on 5096 `� , ' to 75%of the area 77 85 9� g2 Gravel roads and parking lots 76 85 8� 91 II, Oirt roads and parking lots • 72 S2 E7 89 F�� Impervious surfaces, pavement,rooEs, etc. 98 98 99 gg Ope�water bodies: lakes,vvetlarids, ponds, etc. 100 t 00 1 G0 t 00 Single Family Residential (2) Unrelfing Unit/Gross Acre % Impen�ious (3) 1.0 DU/GA 15 Separate curve numbe� 1.5 DU/GA 20 shail be setected 2.0 OU/GA : . 25 for pervious and ' 25 OU/GA � 30 impenrious portion 3.0 OU/GA ' 34 of the siie or hzsin - 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 OU/GA �4 I' � 7.0 DU/GA � 56 Planned unrt developments. °� impervious condominiums, apartments, must be computed . commerCial business and irxiustcial areas_ � (1) 'For a more deta;led description of agricultural land use cur�2 numbers �efer�o National En��ee�ing � Handbook, Section 4, Hyd�ology, Chapter 9, Augusi 1972_ ' (2} Assumes roof ar�d dr"Neway runoff is directed into street/s:orm system. (3) The �emaini�g pen�ious areas (lawn) are �onsidered to be in good condition tor these �urve �umbers. + � .�`, 3.5.?-3 11;9� �.-_. OAKESDALE BUSINESS PARK PHASE A' �� OUR JOB NO. 5911 1. AREAS A. Inside Property Boundary = 31.5 acres B. Inside Phase 1 Asphalt/Drive Edge = 26.81 C. Interior Landscape Islands = 2.7 acres D. Interior Building Area . 1. 146,913 (N.W.) 2. 133,102 (N.E.) 3. 151,726 (West Center) 4. 85,786 (East Center) 5. 62,334 (S.W.) E. Total Impervious to pond 26.81 -2.7 = 24.11 acres 2. POND VOLUMFS A. Using AutoCAD Area Function Area � 14.0 = 23,631.7 Area � 19.0 = 30,298 B. Volume = [30298 + 2363112] 5 = 134,822 ', = 3 II 3. REQUIRED WET POND VOLUME 75,794 ft A. Volume in Area East of Pond 12" depth Triangle Area � 100 x 200 Volume = [100 (200)/2] 1 = 10,000 ft3 B. Pond Storage Volume Area @ 10.0 = 13,852.0 Area @ 14.0 = 23,631.7 Volume @ 4' Depth = [23,632 + 13,852/2] 4' = 74,818 -1- 5911.007 [CFB/sm/jss] W/0.5 Dead Storage Area @ 11.0 = 15,753 Volume Qa 3' Depth = (23,631 + 15,753/2) x 3 = 59,076 Pond Storage = 74,818 + 59,07612 = 66,947 ft3 C. Total Wet Pond Volume = 66,947 + 10,000 = 76,947 ft3 76,947 ft3 OK since > 75,794 ft' -2- 5911.007 (CFB/sm/jss] � � � � . . . � . � ► i�,:F �� + S �, *� � `� . �, t �E,�� ,�A��.tK��z� � � _� i1/ ��'' `''."'', :�'' � � � `"� . . `•�iN�1�1A1I// �� , � � ` +� � � , � .�� , i r��a _. � � : �� w �� _,� � , � ��-,.; �I��- ��/.�►�r lil�. ��r�� . ..r . ��, ► � , o . � � �,�. � . '�.�.. �� . 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II A7 0._ LL_ G) L_ N �. {. ;� 0� a� n n n� �- c. :, u �a� :a� c� �, c. c. :� u� a� n c_ c. . u :a� • �� t_ :, ;, �� a� a� n c: :.. ;, �E� :a� _� +� a� :,E� �� E� a, �� :as I� ;,E) �) 6� :aI t: �� C) rl -- c�l _. -- a� �Ol II N -- N — —. :07 tll :47 �4) •., o 0 0 0 0 o e o 0 0 0 0 0 0 on1 F_ •.1 0 0 . o e o . o 0 0 0 0 0 0 o a o�1 10/22/98 10: 56: 26 a� Shareware Release page 1 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUNII�ARY BASIN ID: dev02yr NAME: 2yr/24hr post-developed SBUH METHODOLOGY TOTAL AREA. . . . . . . : 22 . 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2. 00 inches AREA. . : 2 . 70 Acres 19. 57 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 86. 00 98. 00 TC. . . . : 14 . 79 min 15. 20 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 20. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0100 TcReach - Sheet L: 45. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 1160.00 kc:42 . 00 s: 0. 0025 impTcReach - Sheet L: 100. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 impTcReach - Channel L: 1660. 00 kc: 42 . 00 s: 0. 0025 PEAK RATE: 7 . 56 cfs VOL: 3 . 08 Ac-ft TIME: 480 min BASIN ID: devl00yr NAME: 100yr/24hr post-developed SBUH METHODOLOGY TOTAL AREA. . . . . . . : 22 .27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 70 Acres 19 . 57 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 14 . 79 min 15. 20 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 20. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0100 TcReach - Sheet L: 45. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 1160. 00 kc: 42 . 00 s: 0. 0025 impTcReach - Sheet L: 100. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 impTcReach - Channel L: 1660. 00 kc: 42 . 00 s: 0. 0025 PEAK RATE: 15. 82 cfs VOL: 6. 53 Ac-ft TIME: 480 min BASIN ID: devl0yr NAME: l0yr/24hr post-developed SBUH METHODOLOGY TOTAL AREA. . . . . . . : 22 . 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 .90 inches AREA. . : 2 . 70 Acres 19 . 57 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98. 00 TC. . . . : 14 . 79 min 15. 20 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 20. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. o100 TcReach - Sheet L: 45. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 1160. 00 kc: 42 . 00 s: 0 . 0025 impTcReach - Sheet L: 100. 00 ns: 0 . 0110 p2yr: 2 . 00 s: 0. 0100 impTcReach - Channel L: 1660. 00 kc: 42 . 00 s: 0. 0025 PEAK RATE: 11. 47 cfs VOL: 4 . 71 Ac-ft TIME: 480 min 10/22/98 10: 56: 26 am Shareware Release page 2 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn BASIN SUN�IARY BASIN ID: ex02yr NAME: 2 yr/24hr predeveloped • SBUH METHODOLOGY TOTAL AREA. . . . . . . : 26. 61 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 24 . 11 Acres 2 . 50 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81. 00 98 . 00 TC. . . . : 169 . 71 min 3 . 99 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 300.00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0003 , TcReach - Shallow L: 190.00 ks: 11. 00 s: 0. 0400 TcReach - Channel L: 40.00 kc: 42 . 00 s: 0 . 0250 TcReach - Channel L: 380.00 kc: 17. 00 s: 0. 0023 , TcReach - Channel L: 100.00 kc: 42 . 00 s: 0. 0200 impTcReach - Sheet L: 50. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0060 , impTcReach - Channel L: 540. 00 kc: 42 . 00 s: 0. 0070 !, PEAK RATE: 1.41 cfs VOL: 1. 58 Ac-ft TIME: 480 min �, BASIN ID: exl00yr NAME: 100yr/24hr predeveloped Ili SBUH METHODOLOGY !, TOTAL AREA. . . . . . . : 26. 61 Acres BASEFLOWS: 0. 00 cfs I RAINFALL TYPE. . . . : TYPElA PERV IMP � PRECIPITATION. . . . : 3 . 90 inches AREA. . : 24 . 11 Acres 2 . 50 Acres '� TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81 . 00 98 . 00 �, TC. . . . : 169 . 71 min 3 . 99 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 300. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0 . 0003 TcReach - Shallow L: 190. 00 ks: 11. 00 s: 0. 0400 TcReach - Channel L: 40.00 kc: 42 . 00 s: 0. 0250 TcReach - Channel L: 380 .00 kc: 17 . 00 s: 0 . 0023 TcReach - Channel L: 100. 00 kc: 42 . 00 s: 0 . 0200 impTcReach - Sheet L: 50. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0060 impTcReach - Channel L: 540. 00 kc: 42 . 00 s: 0. 0070 PEAK RATE: 4 . 64 cfs VOL: 4 . 86 Ac-ft TIME: 480 min BASIN ID: exl0yr NAME: l0yr/24hr predeveloped SBUH METHODOLOGY TOTAL AREA. . . . . . . : 26. 61 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 24 . 11 Acres 2 . 50 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81 . 00 98 . 00 TC. . . . : 169 . 71 min 3 . 99 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 300. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0003 TcReach - Shallow L: 190. 00 ks: 11. 00 s: 0. 0400 TcReach - Channel L: 40. 00 kc: 42 . 00 s: 0 . 0250 TcReach - Channel L: 380. 00 kc: 17 . 00 s: 0 . 0023 TcReach - Channel L: 100.00 kc: 42 . 00 s: 0 . 0200 impTcReach - Sheet L: 50. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0060 impTcReach - Channel L: 540. 00 kc: 42 . 00 s: 0 . 0070 PEAK RATE: 2 . 79 cfs VOL: 3 . 04 Ac-ft TIME: 480 min 10/22/98 10: 56: 26 am Shareware Release page 3 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SLJMMARY BASIN ID: wetpond NAME: 1/3 the 2yr/24hr post-develop SBUH METHODOLOGY TOTAL AREA. . . . . . . : 22 . 27 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 0. 67 inches AREA. . : 2 .70 Acres 19 . 57 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00 TC. . . . : 14 .79 min 15.20 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 20. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0100 TcReach - Sheet L: 45. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 1160. 00 kc: 42 . 00 s: 0 . 0025 impTcReach - Sheet L: 100. 00 ns: 0. o110 p2yr: 2 . 00 s: 0. o100 , impTcReach - Channel L: 1660. 00 kc:42 . 00 s: 0. 0025 ', PEAK RATE: 1. 92 cfs VOL: 0. 79 Ac-ft TIME: 480 min 10/22/98 10: 56: 26 am Shareware Release page 4 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM R.ATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 16 4 . 261 670 284509 cf 22 . 27 17 2 . 262 800 205124 cf 22 . 27 18 1. 268 980 134433 cf 22 . 27 19 2 .793 690 205137 cf 22 . 27 20 1 . 407 980 134408 cf 22 . 27 �— 10/22/98 10:56: 31 am Shareware Release page 5 I Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn --------------------------------------------------------------------- --------------------------------------------------------------------- STORAGE STRUCTURE LIST STORAGE LIST ID No. 1 Description: INITIAL DETENTION POND STORAGE LIST ID No. 2 Description: FINAL = INITIAL + 30 PERCENT 10/22/98 10: 56: 31 am Shareware Release page 6 ' Oakesdale Business Park, Phases 2 & 3 ', Detention Pond Design I works4 file no. 5911-PHl.bsn ' --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 � Description: INITIAL DETENTION POND STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> ' (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (tt) ---cf--- --Ac-Ft- '� -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 15.50 0.0000 0.0000 18.10 37531 0.8616 20.70 81679 1.8751 23.30 127270 2.9217 15.60 1326 0.0304 18.20 39125 0.8982 20.80 83433 1.9153 23.40 129024 2.9620 15.70 2652 0.0609 18.30 40719 0.9348 20.90 85186 1.9556 23.50 130777 3.0022 i 15.80 3977 0.0913 18.40 42313 0.9714 21.00 86940 1.9959 23.60 132531 3.0425 I 15.90 5303 0.1217 18.50 43907 1.0080 21.10 88693 2.0361 23.70 134284 3.0827 16.00 6629 0.1522 18.60 45580 1.0464 21.20 90447 2.0764 23.80 136038 3.1230 16.10 7955 0.1826 18.70 47253 1.0848 21.30 92200 2.1166 23.90 137791 3.1632 16.20 9281 0.2131 18.80 48926 1.1232 21.40 93954 2.1569 24.00 139545 3.2035 16.30 10606 0.2435 18.90 50599 1.1616 21.50 95707 2.1971 24.10 141298 3.2438 16.40 11932 0.2739 19.00 52272 1.2000 21.60 97461 2.2374 24.20 143052 3.2840 16.50 13258 0.3044 19.10 53945 1.2384 21.70 99214 2.2776 24.30 144805 3.3243 16.60 14660 0.3365 19.20 55618 1.2768 21.80 100968 2.3179 24.40 146559 3.3645 16.70 16139 0.3705 19.30 57291 1.3152 21.90 102721 2.3581 24.50 148312 3.4048 16.80 17617 0.4044 19.40 58964 1.3536 22.00 104475 2.3984 24.60 150066 3.4450 16.90 19096 0.4384 19.50 60637 1.3920 22.10 106228 2.4387 24.70 151819 3.4853 17.00 20574 0.4723 19.60 62391 1.4323 22.20 107982 2.4789 24.80 153573 3.5255 17.10 22053 0.5063 19.70 64144 1.4725 22.30 109735 2.5192 24.90 155326 3.5658 17.20 23531 0.5402 19.80 65898 1.5128 22.40 111489 2.5594 25.00 157080 3.6060 17.30 25010 0.5741 19.90 67651 1.5531 � 22.50 113242 2.5997 25.10 158833 3.6463 17.40 26488 0.6081 20.00 69405 1.5933 22.60 114996 2.6399 25.20 160587 3.6866 17.50 27967 0.6420 20.10 71158 1.6336 22.70 116749 2.6802 25.30 162340 3.7268 17.60 29561 0.6786 20.20 72912 1.6738 22.80 118503 2.7204 25.40 164094 3.7671 17.70 31155 0.7152 20.30 74665 1.7141 22.90 120256 2.7607 25.50 165847 3.8073 17.80 32749 0.7518 20.40 76419 1.7543 23.00 122010 2.8010 17.90 34343 0.7884 20.50 78172 1.7946 23.10 123763 2.8412 18.00 35937 0.8250 20.60 79926 1.8348 23.20 125517 2.8815 �`. � F � � ': 10/22/98 10: 56: 31 am Shareware Release page 7 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn STAGE STORAGE TABLE CUSTOM STORAGE ID No. 2 Description: FINAL = INITIAL + 30 PERCENT STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 15.50 0.0000 0.0000 18.10 53616 1.2309 20.70 116685 2.6787 23.30 181815 4.1739 15.60 1894 0.0435 18.20 55893 1.2831 20.80 119190 2.7362 23.40 184320 4.2314 15.70 3788 0.0870 18.30 58171 1.3354 20.90 121695 2.7937 23.50 186825 4.2889 15.80 5682 0.1304 18.40 60448 1.3877 21.00 124200 2.8512 23.60 189330 4.3464 15.90 7576 0.1739 18.50 62725 1.4400 21.10 126705 2.9087 23.70 191835 4.4039 16.00 9470 0.2174 18.60 65115 1.4948 21.20 129210 2.9663 23.80 194340 4.4614 16.10 11364 0.2609 18.70 67505 1.5497 21.30 131715 3.0238 23.90 196845 4.5189 16.20 13258 0.3044 18.80 69895 1.6046 21.40 134220 3.0813 24.00 199350 4.5764 16.30 15152 0.3478 18.90 72285 1.6594 21.50 136725 3.1388 24.10 201855 4.6340 16.40 17046 0.3913 19.00 74675 1.7143 21.60 139230 3.1963 24.20 204360 4.6915 16.50 18940 0.4348 19.10 77065 1.7692 21.70 141735 3.2538 24.30 206865 4.7490 16.60 20943 0.4808 19.20 79455 1.8240 21.80 144240 3.3113 24.40 209370 4.8065 16.70 23055 0.5293 19.30 81845 1.8789 21.90 146745 3.3688 24.50 211875 4.8640 16.80 25167 0.5778 19.40 84235 1.9338 22.00 149250 3.4263 24.60 214380 4.9215 16.90 27280 0.6263 19.50 86625 1.9886 22.10 151755 3.4838 24.70 216885 4.9790 17.00 29392 0.6747 19.60 89130 2.0461 22.20 154260 3.5413 24.80 219390 5.0365 17.10 31504 0.7232 19.70 91635 2.1037 22.30 156765 3.5988 24.90 221895 5.0940 17.20 33616 0.7717 19.80 94140 2.1612 22.40 159270 3.6563 25.00 224400 5.1515 17.30 35729 0.8202 19.90 96645 2.2187 22.50 161775 3.7138 25.10 226905 5.2090 17.40 37841 0.8687 20.00 49150 2.2762 22.60 164280 3.7713 25.20 229410 5.2665 17.50 39953 0.9172 20.10 101655 2.3337 22.70 166785 3.8289 25.30 231915 5.3240 17.60 42230 0.9695 20.20 104160 2.3912 22.80 169290 3.8864 25.40 234420 5.3815 17.70 44507 1.0217 20.30 106665 2.4487 22.90 171795 3.9439 25.50 236925 5.4390 17.80 46785 1.0740 20.40 109170 2.5062 23.00 174300 4.0014 17.90 49062 1.1263 20.50 111675 2.5637 23.10 176805 4.0589 18.00 51339 1.1786 20.60 114180 2.6212 23.20 179310 4.1164 10/22/98 10: 56: 31 am Shareware Release page 8 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn --------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. 1 � Description: ORIFICE DESIGN Outlet Elev: 15.25 ' Elev: 13 .25 ft Orifice Diameter: 5 . 2148 in. Elev: 18 . 95 ft Orifice 2 Diameter: 6 . 2344 in. NOTCH WEIR ID No. 2 Description: NOTCH WEIR Weir Length: 3 . 5000 ft. Weir height (p) : 4 . 9100 ft. Elevation . 20. 16 ft. Weir Increm: 0. 10 COMBINATION DISCHARGE ID No. 3 Description: 1 AND 2 COMBINED Structure: 1 Structure: Structure: 2 Structure: Structure: 10/22/98 10: 56: 31 am Shareware Release page 9 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: ORIFICE DESIGN Outlet Elev: 15. 25 Elev: 13 .25 ft Orifice Diameter: 5. 2148 in. Elev: 18. 95 ft Orifice 2 Diameter: 6. 2344 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 15.25 0.0000 16.60 0.8575 18.00 1.2238 19.40 2.2109 15.30 0.1650 16.70 0.8886 18.10 1.2459 19.50 2.3036 15.40 0.2858 16.80 0.9188 18.20 1.2675 19.60 2.3895 15.50 0.3690 16.90 0.9480 18.30 1.2888 19.70 2.4702 15.60 0.4366 17.00 0.9763 18.40 1.3098 19.80 2.5466 15.70 0.4951 17.10 1.0038 18.50 1.3304 19.90 2.6194 15.80 0.5473 17.20 1.0305 18.60 1.3507 20.00 2.6892 15.90 0.5950 17.30 1.0566 18.70 1.3707 20.10 2.7563 16.00 0.6391 17.40 1.0821 18.80 1.3905 20.20 2.8211 16.10 0.6804 17.50 1.1070 18.90 1.4099 20.30 2.8839 16.20 0.7193 17.60 1.1313 19.00 1.6649 20.40 2.9448 16.30 0.7562 17.70 1.1551 19.10 1.8565 20.50 3.0041 16.40 0.7914 17.80 1.1785 19.20 1.9941 16.50 0.8251 17.90 1.2013 19.30 2.1092 i� 10/22/98 10: 56: 31 am Shareware Release page 10 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn STAGE DISCHARGE TABLE NOTCH WEIR ID No. 2 Description: NOTCH WEIR Weir Length: 3 . 5000 ft. Weir height (p) : 4 . 9100 ft. Elevation . 20. 16 ft. Weir Increm: 0. 10 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> Cft) ---cfs-- ------- (ft) ---cfs-- ------- Cft) ---cfs-- ------- (ft) ---cfs-- ------- 20.16 0.0000 21.40 15.137 22.70 42.112 24.00 73.655 20.20 0.0914 21.50 16.941 22.80 44.429 24.10 76.163 20.30 0.5968 21.60 18.801 22.90 46.770 24.20 78.676 20.40 1.3351 21.70 20.713 23.00 49.134 24.30 81.192 20.50 2.2438 21.80 22.675 23.10 51.518 24.40 83.711 20.60 3.2921 21.90 24.682 23.20 53.922 24.50 86.230 20.70 4.4606 22.00 26.734 23.30 56.343 24.60 88.748 20.80 5.7356 22.10 28.826 23.40 58.780 24.70 91.265 20.90 7.1061 22.20 30.957 23.50 61.231 24.80 93.778 21.00 8.5638 22.30 33.124 23.60 63.696 24.90 96.288 21.10 10.101 22.40 35.326 23.70 66.172 25.00 98.792 21.20 11.713 22.50 37.559 23.80 68.658 21.30 13.393 22.60 39.821 23.90 71.153 10/22/98 10: 56: 31 am Shareware Release page 11 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 3 Description: 1 AND 2 COMBINED Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> Cft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 15.25 0.0000 17.00 0.9763 18.80 1.3905 20.60 6.3539 15.30 0.1650 17.10 1.0038 18.90 1.4099 20.70 7.5788 15.40 0.2858 17.20 1.0305 19.00 1.6649 20.80 8.9087 15.50 0.3690 17.30 1.0566 19.10 1.8565 20.90 10.333 15.60 0.4366 17.40 1.0821 19.20 1.9941 21.00 11.844 15.70 0.4951 17.50 1.1070 19.30 2.1092 21.10 13.433 15.80 0.5473 17.60 1.1313 19.40 2.2109 21.20 15.095 15.90 0.5950 1T.70 1.t551 19.50 2.3036 21.30 16.825 16.00 0.6391 17.80 1.1785 19.60 2.3895 21.40 18.618 16.10 0.6804 17.90 1.2013 19.70 2.4702 21.50 20.470 16.20 0.7193 18.00 1.2238 19.80 2.5466 21.60 22.377 16.30 0.7562 18.10 1.2459 19.90 2.6194 21.70 24.336 16.40 0.7914 18.20 1.2675 20.00 2.6892 21.80 26.344 16.50 0.8251 18.30 1.2888 20.10 2.7563 21.90 28.397 16.60 0.8575 18.40 1.3098 20.20 2.9126 22.00 30.493 16.70 0.8886 18.50 1.3304 20.30 3.4807 16.80 0.9188 18.60 1.3507 20.40 4.2800 16.90 0.9480 18.70 1.3707 20.50 5.2478 10/22/98 10: 56: 33 am Shareware Release page 12 Oakesdale Business Park, Phases 2 & 3 Detention Pond Design works4 file no. 5911-PHl.bsn --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SLTMMARY MATCH INFLOH -STO- -DIS- <-PEAK-> OUTFLON STORAGE . <--------DESCRIPTiON---------> (cfs) <cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------- 2yr/24hr design .............. 1.41 7.56 1 1 18.89 20 1.41 50373.55 cf 10yr/24hr design ............. 2.79 11.47 1 1 20.16 19 2.79 72156.56 cf 2 yr final routed ............ 0.00 7.56 2 3 18.20 18 1.27 55942.94 cf 10 yr final routed ........... 0.00 11.47 2 3 19.46 17 2.26 85563.21 cf 100 yr final routed .......... 0.00 15.82 2 3 20.40 16 4.26 2.5048 ac-ft 11/2/98 12 : 30: 36 am Shareware Release page 1 OAKESDALE BUSINESS PARK PHASES 2 AND 3 ROOFS TO WETLANDS JOB NO. 5911 WORKS4 FILE 5911-2&3 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SLTNIIKARY BASIN ID: 100DEV NAME: 100 YR DEV ROOFS TO WETLANDS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 .91 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 3 . 91 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 3 . 17 cfs VOL: 1. 19 Ac-ft TIME: 480 min BASIN ID: 100PRE NAME: 100 YR PRE FROM ROOF AREAS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 .91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 3 .91 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81. 00 0. 00 TC. . . . . 24 .97 min 0. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0050 PEAK RATE: 1. 29 cfs VOL: 0. 66 Ac-ft TIME: 490 min BASIN ID: 25DEV NAME: 25 YR DEV ROOFS TO WETLANDS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 .91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3. 40 inches AREA. . : 0. 00 Acres 3 . 91 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0 . 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 2 . 75 cfs VOL: 1. 03 Ac-ft TIME: 480 min BASIN ID: 25PRE NAME: 25 YR PRE FROM ROOF AREAS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 .91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 3 .91 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81. 00 0. 00 TC. . . . . 24 . 97 min 0 . 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120 . 00 ns: 0. 1500 p2yr: 2 . 00 s: 0 . 0050 PEAK RATE: 0. 99 cfs VOL: 0 . 53 Ac-ft TIME: 490 min 11/2/98 12 : 30: 36 am Shareware Release page 2 OAKESDALE BUSINESS PARK PHASES 2 AND 3 ROOFS TO WETLANDS JOB NO. 5911 WORKS4 FILE 5911-2&3 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUNIMARY BASIN ID: 2DEV NAME: 2 YR DEV ROOFS TO WETLAN�DS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0. 00 Acres 3 . 91 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 1.58 cfs VOL: 0. 58 Ac-ft TIME: 480 min BASIN ID: 2PRE NAME: 2 YR PRE FROM ROOF AREAS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 .91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 3 . 91 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81. 00 0. 00 TC. . . . . 24 . 97 min 0. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0050 PEAK RATE: 0. 27 cfs VOL: 0 . 20 Ac-ft TIME: 490 min V. CONVEYANCE SYSTEM DESIGN AND ANALYSIS 8/17/98 12 : 10: 50 am Barghausen Engineers page 1 BASIN SUMMARY BASIN ID: A1 NAME: BASIN Al 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 51 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATIO�. . . . : 3 . 40 inches AREA. . : 0. 00 �cres 1. 51 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6 . 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 1. 06 cfs VOL: 0. 40 Ac-ft TIME: 480 min BASIN ID: A10 NAME: BASIN A10 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 50 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0 . 50 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 35 cfs VOL: 0 . 13 Ac-ft TIME: 480 min BASIN ID: All NAME: BASIN Al1 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 64 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 64 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 45 cfs VOL: 0. 17 Ac-ft TIME: 480 min BASIN ID: Al2 NAME: BASIN Al2 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 40 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 40 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98. 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0 . 28 cfs ��OL: 0 . 11 Ac-ft TIME: 480 min 8/17/98 12 : 10 : 50 am Barghausen Engineers page 2 ------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A13 NAME: BASIN A13 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 09 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 09 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 ' TC. . . . . 0 . 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 06 cfs VOL: 0. 02 Ac-ft TIME: 480 min BASIN ID: A14 NAME: BASIN A14 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 46 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0.46 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 32 cfs VOL: 0 . 12 Ac-ft TIME: 480 min BASIN ID: A15 NAME: BASIN A15 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 46 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 46 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 32 cfs VOL: 0. 12 Ac-ft TIME: 480 min BASIN ID: A16 NAME: BASIN A16 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 11 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 11 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME: 480 min 8/17/98 12 : 10: 50 am Barghausen Engineers page 3 _____________________________________________________________________ BASIN SUMMARY BASIN ID: A17 NAME: BASIN A17 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV • IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 1. 07 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 76 cfs VOL: 0 . 28 Ac-ft TIME: 480 min BASIN ID: A18 NAME: BASIN A18 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 34 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 1. 34 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 94 cfs VOL: 0. 35 Ac-ft TIME: 480 min BASIN ID: A19 NAME: BASIN A19 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 33 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 1. 33 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 94 cfs VOL: 0. 35 Ac-ft TIME: 480 min BASIN ID: A2 NAME: BASIN A2 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 93 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 3 . 93 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 2 . 77 cfs VOL: 1. 04 Ac-ft TIME: 480 min 8/17/98 12 : 10 : 50 aM Barghausen Engineers page 4 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A20 NAME: BASIN A20 25 YEAR SBUH METHODOLOGY � TOTAL AREA. . . . . . . : 1. 44 Acres BASEFLOWS: 0. 00 cfs � RAINFALL TYPE. . . . : TYPElA PERV IMP ' PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 1. 44 Acres ' TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 1 . 02 cfs VOL: 0. 38 Ac-ft TIME: 480 min BASIN ID: A21 NAME: BASIN A21 25 YEAR ' SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 0. 71 Acres BASEFLOWS: 0. 00 cfs � RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 71 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98. 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 50 cfs VOL: 0. 19 Ac-ft TIME: 480 min BASIN ID: A22 NAME: BASIN A22 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 67 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0.00 Acres 0. 67 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0.00 98 . 00 TC. . . . . 0.00 min 6. 30 min ABSTRACTION COEFF: 0. 20 ', PEAK RATE: 0. 47 cfs VOL: 0 . 18 Ac-ft TIME: 480 min ', BASIN ID: A23 NAME: BASIN A23 25 YEAR II SBUH METHODOLOGY I TOTAL AREA. . . . . . . : 0. 12 Acres BASEFLOWS: 0. 00 cfs ', RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0. 12 Acres ' TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98. 00 ' TC. . . . . 0 . 00 min 6. 30 min ' ABSTRACTION COEFF: 0. 20 ' PEAK RATE: 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME: 480 min 8/17/98 12 : 10: 50 am Barghausen Engineers page 5 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A24 NAME: BASIN A24 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 32 Acres BASEFLOWS: 0. 00 Cfs RAINFALL TYPE. . . . : TYPEIA PERV • IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0 . 32 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 22 cfs VOL: 0 . 08 Ac-ft TIME: 480 min BASIN ID: A25 NAME: BASIN A25 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 09 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 09 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 06 cfs VOL: 0. 02 Ac-ft TIME: 480 min BASIN ID: A26 NAME: BASIN A26 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 11 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0. 11 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME: 480 min BASIN ID: A27 NAME: BASIN A27 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 16 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 16 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0,. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 12 cfs VOL: 0. 04 Ac-ft TIME: 480 min 8/17/98 12 : 10: 50 am Barghausen Engineers page 6 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A28 NAME: BASIN A28 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 37 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 37 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 26 cfs VOL: 0 . 10 Ac-ft TIME: 480 min BASIN ID: A29 PdAP�IE: BASI�d A29 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 24 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 00 Acres 0. 24 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98. 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 17 cfs VOL: 0. 06 Ac-ft TIME: 480 min BASIN ID: A3 NAME: BASIN A3 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 2 . 78 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 1. 96 cfs VOL: 0. 73 Ac-ft TIME: 480 min BASIN ID: A30 NAME: BASIN A30 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 14 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0. 14 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 10 cfs VOL: 0. 04 Ac-ft TIME: 480 min 8/17/98 12 : 10 : 50 am Barghausen Engineers page 7 --------------------------------------------------------------------- � BASIN SUMMARY ' BASIN ID: A31 NAME: BASIN A31 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 16 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV � IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 16 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 12 cfs VOL: 0. 04 Ac-ft TIME: 480 min BASIN ID: A32 NAME: BASIN A32 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 18 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 18 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 13 cfs VOL: 0. 05 Ac-ft TIME: 480 min BASIN ID: A33 NAME: BASIN A33 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 11 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0 . 11 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0. 00 min 6 . 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 08 cfs VOL: 0 . 03 Ac-ft TIME: 480 min BASIN ID: A34 NAME: BASIN A34 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 13 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 4 . 13 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 2 . 91 cfs VOL: 1 . 09 Ac-ft TIME: 480 min 8/17/98 12 : 10 : 50 am Barghausen Engineers page 8 BASIN SUMMARY BASIN ID: A35 NAME: BASII•� A35 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 23 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 23 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 16 cfs VOL: 0 . 06 Ac-ft TIME: 480 min BASIN ID: A4 NAN1E: BASIN A4 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 34 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 34 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98. 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 24 cfs VOL: 0. 09 Ac-ft TIME: 480 min BASIN ID: A5 NAME: BASIN A5 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 00 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 1. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6 . 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 71 cfs VOL: 0. 26 Ac-ft TIME: 480 min BASIN ID: A6 NAME: BASIN A6 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 40 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 40 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6 . 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 28 cfs VOL: 0 . 11 Ac-ft TIME: 480 min 8/17/98 12 : 10: 50 am Barghausen Engineers page 9 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A7 NAME: BASIN A7 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 08 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV � IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 08 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 05 cfs VOL: 0. 02 Ac-ft TIME: 480 min BASIN ID: A8 NAME: BASIN A8 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 46 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0 . 46 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0 . 32 cfs VOL: a. 12 Ac-ft TIME: 480 min BASIN ID: A9 NAME: BASIN A9 25 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 53 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 0. 53 Acres TIME INTERVAL. . . . : 10. 00 Min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 37 cfs VOL: 0 . 14 Ac-ft TIME: 480 min lOf2�;98 3 : 50:20 pm Shareware Release pa�e 1 OAKESDALE BUSINESS PARK PHASE 2 PIPE CONVEYANCE CALCULATIONS WORKS4 FILE NO. 5911CON2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUNII�ARY Network Reach N1 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN 0 % PIPE Ndepth XDepth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- P1 0.46 0.67 142.00 0.0032 0.0140 0.32 47_25 0.34 50.48 1.83 2.01 A8 P2 0.99 1.00 131.00 0.0032 0.0140 0.70 34.49 0.42 42.18 2.21 2.64 A9 P3 1.49 1.00 164.00 0.0032 0.0140 1.05 52.05 0.54 53.51 2.46 2.64 A10 P4 2.13 1.00 152.00 0.0032 0.0140 1.50 74.50 0.68 67.75 2.66 2.64 A11 P5 2.53 1.00 108.00 0.0052 0.0140 1.79 69.40 0.64 64.41 3.34 3.36 Al2 Netuork Reach N10 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN 0 % PIPE Ndepth %Depth Vact Vfull C_Area [D (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- Confluence with Network N8 Co�fluence with Network N9 P30 22.27 2.50 63.00 0.0025 0.0140 15.65 76.21 1.72 68.89 4.34 4.29 A6 Network Reach N2 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % P1PE Ndepth XDepth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- P6 1_51 1.00 135.00 0.0032 0.0140 1.06 52.58 0.54 53.83 2.46 2.64 A1 Netuork Reach N3 REACH <-AREA> <-DtA> LENGTH SLOPE < n > DSGN 0 % PIPE Ndepth %Depth Vact Vfull C_Area ID (Ac) (ft) (ft> ft/ft ------ (cfs) ------ (ft> ------ (fps> (fps) ----------------------------------------------------------------------------------------------- Confluence uith Network N1 Confluence uith Netuork N2 P7 4.13 1.25 94.00 O.00S: _ i��:.� . . � ��. � �. _ �.9' 3. - 3.�yJ A13 P8 4.59 1.25 115.00 0.0052 0.0140 3.23 69.29 0.80 64.34 3.87 3.90 A1- P9 5.04 1.25 135.00 0.0054 0.0140 3 S5 74.74 0.85 67.90 4.00 3.98 A1 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN 0 % PIPE Ndepth %Depth Vact Vfull C_ ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft> ------ (fps) (fps) P20 0.71 1.00 156.00 0.0026 0.0140 0.50 27.62 0.37 37.36 1.88 2.38 A� P10 2.16 1.00 150.00 0.0025 0.0140 1.52 85.24 0.75 75.36 2.40 2.33 A; P11 3.49 1.25 150.00 0.0025 0.0140 2.46 76.05 0.86 68.79 2.73 2.71 A' P12 4.83 1.50 150.00 0.0025 0.0140 3.40 64.67 0.92 61.39 2.99 3.05 A' 10/29/98 3 : 50:21 pm Shareware Release page 2 OAKESDALE BUSINESS PARK PHASE 2 PIPE CONVEYANCE CALCULATIONS WORKS4 FILE NO. 5911CON2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY Network Reach N5 REACN <-AREA> <-D1A> LENGTH SLOPE < n > DSGN � % PIPE Ndepth �epth Vact Vfult C_Area ID (Ac) (ft) (ft) ft/ft ------ (cfs> ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- P14 3.93 1.25 90.00 0.0025 0.0140 2.77 85.68 0.95 75.70 2.78 2.71 A2 Netuork Reach N6 REACH <-AREA> <-DIA> LENGTN SLOPE < n > DSGN a X PIPE Ndepth XDepth Vact Yfull C_Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- Confluence with Network N3 Confluence with Netuork N4 Confluence with Network NS P15 15.11 2.00 149.00 0.0025 0.0140 10.65 93.97 1.66 82.98 3.82 3.70 A35 P16 15.29 2.00 114.00 0.0025 0.0140 10.77 95.08 1.68 84.18 3.82 3.70 A32 P17 15.45 2.00 92.00 0.0025 0.0140 10.89 96.10 1.71 85.37 3.81 3.70 A31 Network Reach N7 REACN <-AREA> <-DIA> LENGTH SLOPE < n > DSGN 0 % PIPE Ndepth XDepth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- P18 0.08 0.67 152.00 0.0033 0.0140 0.05 7.60 0.13 19.34 1.12 2.04 A7 P19 0.75 0.67 177.00 0.0049 0.0140 0.53 62.14 0.40 59.80 2.42 2.49 A22 P21 0.86 1.00 152.00 0.0023 0.0140 0.61 35.54 0.43 42.88 1.89 2.24 A23 P22 1.18 1.00 127.00 0.0023 0.0140 0.83 48.67 0.51 51.39 2.05 2.24 A24 P23 1.27 1.00 134.00 0.0023 0.0140 0.89 52.30 0.54 53.66 2.09 2.24 A25 P24 1.37 1.00 125.00 0.0023 0.0140 0.97 56.62 0.56 56.35 2.12 2.24 A26 P25 1.54 1.00 209.00 0.0074 0.0140 1.08 35.33 0.43 42.75 3.38 4.01 A27 P26 1.91 1.00 152.00 0.0074 0.0140 1.35 43.92 0.48 48.37 3.58 4.01 A28 P27 2.15 1.00 88.00 0.0077 0.0140 1.52 48.46 0.51 51.25 3.74 4.09 A29 Network Reach N8 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q X PIPE Ndepth 9aDepth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/ft ------ <cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- Confluence with Network N6 Confluence with Network N7 P28 17.74 2.50 122.00 0.0025 0.0140 12.46 60.66 1.47 58.87 4.14 4.29 A30 10/29/98 3 : 50: 21 pm Shareware Release page 3 OAKESDALE BUSINESS PARK PHASE 2 i PIPE CONVEYANCE CALCULATIONS � WORKS4 FILE NO. 5911CON2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY Netuork Reach N9 �I REACH <-AREA> <-D1A> LENGTH SLOPE < n > DSGN 0 X PIPE Ndepth XDepth Vact Vfull C_Area I ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) �, ------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------- P29 4.13 1.25 210.00 0.0025 0.0140 2.91 89.95 0.99 79.19 2.79 2.71 A34 PIPE REACH ID No. Pl From: To: Pipe Diameter: 0. 6667 ft n: 0. 0140 Pipe Length : 142 . 0000 ft s: 0 . 0032 Up invert . ft down invert: -0 . 4544 ft Collection Area: 0.4590 Ac. Design Flow . 0. 3235 cfs Dsgn Depth: 0. 34 ft '� Pipe Capacity . 0. 6846 cfs Design Vel . 1.8309 fps Travel Time: 1. 29 min Pipe Full Vel . 2 . 0129 fps PIPE REACH ID No. P10 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length : 150. 0000 ft s: 0. 0025 Up invert . ft down invert: -0. 3750 ft Collection Area: 2 . 1580 Ac. Design Flow . 1. 5208 cfs Dsgn Depth: 0. 75 ft Pipe Capacity . 1.7842 cfs Design Vel . 2. 3951 fps Travel Time: 1. 04 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P11 From: To: Pipe Diameter: 1. 2500 ft n: 0. 0140 Pipe Length : 150. 0000 ft s: 0. 0025 Up invert . ft down invert: -0. 3750 ft Collection Area: 3 . 4910 Ac. Design Flow . 2 . 4602 cfs Dsgn Depth: 0. 86 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 7333 fps Travel Time: 0. 91 min Pipe Full Vel . 2 . 7053 fps 10/29/98 3 : 50: 21 pm Shareware Release page 4 OAKESDALE BUSINESS PARK PHASE 2 PIPE CONVEYANCE CALCULATIONS WORKS4 FILE NO. 5911CON2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUNIlKARY PIPE REACH ID No. P12 � From: To: Pipe Diameter: 1. 5000 ft n: 0. 0140 Pipe Length : 150. 0000 ft s: 0. 0025 Up invert . ft down invert: -0 . 3750 ft Collection Area: 4 .8270 Ac. Design Flow . 3 .4017 cfs Dsgn Depth: 0 . 92 ft Pipe Capacity . 5. 2604 cfs Design Vel . 2 .9901 fps Travel Time: 0. 84 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P13 From: To: Pipe Diameter: 1.5000 ft n: 0. 0140 Pipe Length . 90. 0000 ft s: 0. 0025 Up invert . ft down invert: -0 . 2250 ft Collection Area: 5.9000 Ac. Design Flow . 4 . 1579 cfs Dsgn Depth: 1. 06 ft Pipe Capacity . 5.2604 cfs Design Vel . 3 . 1064 fps Travel Time: 0 . 48 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P14 From: To: Pipe Diameter: 1. 2500 ft n: 0 . 0140 Pipe Length . 90. 0000 ft s: 0. 0025 Up invert . ft aotitin i,7vert: -0 . 22�o ft Collection Area: 3 . 9330 Ac. Design Flow . 2 . 7717 cfs Dsgn Depth: 0 . 95 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 .7809 fps Travel Time: 0. 54 m Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P15 From: To: Pipe Diameter: 2 . 0000 ft n: 0 . 0140 Pipe Length : 149 . 0000 ft s: 0. 0025 Up invert . ft down invert: -0. 3725 ft Collection Area: 15. 1060 Ac. Design Flow . 10. 6455 cfs Dsgn Depth: 1. 66 ft Pipe Capacity . 11. 3288 cfs Design Vel . 3 . 8199 fps Travel Time: 0. 65 min Pipe Full Vel . 3 .7008 fps 10/29/98 3 : 50: 21 pm Shareware Release page 5 ! OAKESDALE BUSINESS PARK PHASE 2 PIPE CONVEYANCE CALCULATIONS ' WORKS4 FILE NO. 5911CON2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUNII�iARY PIPE REACH ID No. P16 From: To: Pipe Diameter: 2 . 0000 ft n: 0 . 0140 Pipe Length : 114 . 0000 ft s: 0 . 0025 Up invert . ft down invert: -0 . 2850 ft Collection Area: 15. 2850 Ac. Design Flow . 10.7717 cfs Dsgn Depth: 1. 68 ft Pipe Capacity . 11. 3288 cfs Design Vel . 3 .8165 fps Travel Time: 0. 50 min Pipe Full Vel . 3 .7008 fps PIPE REACH ID No. P17 From: To: Pipe Diameter: 2 . 0000 ft n: 0. 0140 Pipe Length . 92 . 0000 ft s: 0. 0025 Up invert . ft down invert: -0. 2300 ft Collection Area: 15.4490 Ac. Design Flow . 10.8872 cfs Dsgn Depth: 1. 71 ft Pipe Capacity . 11. 3288 cfs Design Vel . 3 . 8111 fps Travel Time: 0. 40 min Pipe Full Vel . 3 .7008 fps PIPE REACH ID No. P18 From: To: Pipe Diameter: 0. 6667 ft n: 0. 0140 Pipe Length : 152 . 0000 ft s: 0. 0033 Up invert . ft down invert: -0. 5016 ft Collection Area: 0. 0750 Ac. Design Flow . 0. 0529 cfs Dsgn Depth: 0. 13 ft Pipe Capacity . 0. 6953 cfs Design Vel . 1. 1161 fps Travel Time: 2 . 27 min Pipe Full Vel . 2 . 0441 fps PIPE REACH ID No. P19 From: To: Pipe Diameter: 0. 6667 ft n: 0 . 0140 Pipe Length : 177. 0000 ft s: 0. 0049 Up invert . ft down invert : -0 . 8673 ft Collection Area: 0. 7470 Ac. Design Flow . 0. 5264 cfs Dsgn Depth: 0 . 40 ft Pipe Capacity . 0. 8472 cfs Design Vel . 2 . 4170 fps Travel Time: 1. 22 min Pipe Full Vel . 2 . 490o fps 10/29/98 3 : 50: 21 pm Shareware Release page 6 �' OAKESDALE BUSINESS PARK PHASE 2 ' PIPE CONVEYANCE CALCULATIONS WORKS4 FILE NO. 5911CON2 .BSN REACH SiJMMARY PIPE REACH ID No. P2 , From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length : 131. 0000 ft s: 0. 0032 Up invert . ft down invert: -0. 4192 ft Collection Area: 0.9880 Ac. Design Flow . 0. 6963 cfs Dsgn Depth: 0. 42 ft Pipe Capacity . 2 . 0186 cfs Design Vel . 2 . 2119 fps Travel Time: 0. 99 min Pipe Full Vel . 2. 6377 fps PIPE REACH ID No. P20 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length : 156. 0000 ft s: 0. 0026 Up invert . ft down invert: -0. 2553 ft Collection Area: 0. 7130 Ac. Design Flow . 0. 5025 cfs Dsgn Depth: 0. 37 ft Pipe Capacity . 1. 8195 cfs Design Vel . 1. 8775 fps Travel Time: 1. 38 min Pipe Full Vel . 2 . 3776 fps PIPE REACH ID No. P21 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length : 152 . 0000 ft s: 0. 0023 Up invert . ft down invert: -0. 3496 ft Collection Area: 0.8630 Ac. Design Flow . 0. 6082 cfs Dsgn Depth: 0. 43 ft Pipe Capacity . 1. 7113 cfs Design Vel . 1. 8902 fps Travel Time: 1. 34 min Pipe Full Vel . 2 . 2362 fps PIPE REACH ID No. P22 From: To: Pipe Diameter: 1. 0000 ft n: 0 . 0140 Pipe Length : 127 . 0000 ft s: 0. 0023 Up invert . ft down invert: -0. 2921 ft Collection Area: 1. 1820 Ac. Design Flow . 0. 8330 cfs Dsgn Depth: 0. 51 ft Pipe Capacity . 1. 7113 cfs Design Vel . 2 . 0488 fps Travel Time: 1. 03 min Pipe Full Vel . 2 . 2362 fps 10/29/98 3 : 50:21 pm Shareware Release page 7 OAKESDALE BUSINESS PARK PHASE 2 PIPE CONVEYANCE CALCULATIONS WORKS4 FILE NO. 5911CON2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUI�IlKARY PIPE REACH ID No. P23 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length : 134 . 0000 ft s: 0. 0023 Up invert . ft down invert: -0. 3082 ft Collection Area: 1. 2700 Ac. Design Flow . 0. 8950 cfs Dsgn Depth: 0. 54 ft Pipe Capacity . 1. 7113 cfs Design Vel . 2 . 0851 fps Travel Time: 1. 07 min Pipe Full Vel . 2 . 2362 fps PIPE REACH ID No. P24 From: To: Pipe Diameter: 1. 0000 ft i;: u . 01�t �-� Pipe Length : 125. 0000 ft s: 0. 0023 Up invert . ft down invert : -u . 2875 £t Collection Area: 1. 3750 Ac. Design Flow . 0. 9690 cfs Dsgn Depth: 0 . 56 ft Pipe Capacity . 1.7113 cfs Design Vel . 2 . 1247 fps Travel Time: 0 . 98 min Pipe Full Vel . 2 .2362 fps PIPE REACH ID No. P25 From: To: Pipe Diameter: 1. 0000 ft n: 0 . 0140 Pipe Length : 209. 0000 ft s: 0. 0074 Up invert . ft down invert: -1 . �<:6G ft Collection Area: 1. 5390 Ac. Design Flow . 1. 0846 cfs Dsgn Depth: 0. 43 ft Pipe Capacity . 3 . 0696 cfs Design Vel . 3 . 3850 fps Travel Time : 1 . 03 min Pipe Full Vel . 4 . 0111 fps PIPE REACH ID No. P26 From: To: Pipe Diameter: 1 . 0000 ft n : 0 . 0140 Pipe Length : 152 . 0000 ft s: 0. 0074 Up invert . ft down invert: -1 . 1248 ft Collection Area: 1.9130 Ac. Design Flow . 1. 3481 cfs Dsgn Depth: 0 . 48 ft Pipe Capacity . 3 . 0696 cfs Design Vel . 3 . 5818 fps �I�t-a-��c 1 Tir�.� : 0 . �1 :�i n , � , -., , , �,_ _ 10/29/98 3 : 50: 21 pm Shareware Release page 8 , OAKESDALE BUSINESS PARK PHASE 2 ' PIPE CONVEYANCE CALCULATIONS WORKS4 FILE NO. 5911CON2 .BSN REACH SUMMARY PIPE REACH ID No. P27 � From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length . 88. 0000 ft s: 0. 0077 Up invert . ft down invert: -0. 6776 ft Collection Area: 2 . 1530 Ac. Design Flow . 1. 5173 cfs Dsgn Depth: 0 . 51 ft Pipe Capacity . 3 . 1312 cfs Design Vel . 3 .7446 fps Travel Time: 0. 39 min Pipe Full Vel . 4 . 0916 fps PIPE REACH ID No. P28 From: To: Pipe Diameter: 2 . 5000 ft n: 0. 0140 Pipe Length : 122 . 0000 ft s: 0. 0025 Up invert . ft down invert: -0. 3050 ft Collection Area: 17 . 7390 Ac. Design Flow . 12 . 4594 cfs Dsgn Depth: 1. 47 ft Pipe Capacity . 20. 5405 cfs Design Vel . 4 . 1448 fps Travel Time: 0.49 min Pipe Full Vel . 4 . 2944 fps PIPE REACH ID No. P29 From: To: Pipe Diameter: 1. 2500 ft n: 0. 0140 Pipe Length : 210. 0000 ft s: 0. 0025 Up invert . ft down invert: -0 . 5250 ft Collection Area: 4 . 1290 Ac. Design Flow . 2 . 9098 cfs Dsgn Depth: 0. 99 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 7918 fps Travel Time: 1. 25 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P3 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length : 164 . 0000 ft s: 0. 0032 Up invert . ft down invert: -0. 5248 ft Collection Area: 1. 4910 Ac. Design Flow . 1. 0507 cfs Dsgn Depth: 0. 54 ft Pipe Capacity . 2 . 0186 cfs Design Vel . 2 .4565 fps Travel Time: l. 11 min Pipe Full Vel . 2 . 6377 fps ' 10/29/98 3 : 50: 21 pm Shareware Release page 9 OAKESDALE BUSINESS PARK PHASE 2 PIPE CONVEYANCE CALCULATIONS WORKS4 FILE NO. 5911CON2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P30 From: To: I Pipe Diameter: 2 . 5000 ft n: 0. 0140 � Pipe Length . 63 . 0000 ft s: 0. 0025 � Up invert . ft down invert: -0. 1575 ft Collection Area: 22 . 2720 Ac. Design Flow . 15. 6539 cfs Dsgn Depth: 1. 72 ft Pipe Capacity . 20. 5405 cfs Design Vel . 4. 3405 fps Travel Time: 0. 24 min Pipe Full Vel . 4 . 2944 fps PIPE REACH ID No. P4 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length : 152 . 0000 ft s: 0. 0032 Up invert . ft down invert: -0. 4864 ft Collection Area: 2 . 1340 Ac. Design Flow . 1. 5039 cfs Dsgn Depth: 0. 68 ft Pipe Capacity . 2 . 0186 cfs Design Vel . 2 . 6553 fps Travel Time: 0 .95 min Pipe Full Vel . 2 . 6377 fps PIPE REACH ID No. P5 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length : 108.0000 ft s: 0. 0052 Up invert . ft down invert: -0. 5616 ft Collection Area: 2 . 5340 Ac. Design Flow . 1. 7858 cfs Dsgn Depth: 0. 64 ft Pipe Capacity . 2 . 5732 cfs Design Vel . 3 . 3394 fps Travel Time: 0. 54 min Pipe Full Vel . 3 . 3624 fps PIPE REACH ID No. P6 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0140 Pipe Length : 135. 0000 ft s: 0. 0032 Up invert . ft down invert: -0. 4320 ft Collection Area: 1. 5060 Ac. Design Flow . 1. 0613 cfs Dsgn Depth: 0. 54 ft Pipe Capacity . 2 . 0186 cfs Design Vel . 2 . 4626 fps Travel Time: 0 . 91 min Pipe Full Vel . 2 . 6377 fps 10/29/98 3 : 50: 21 pm Shareware Release page 10 OAKESDALE BUSINESS PARK PHASE 2 PIPE CONVEYANCE CALCULATIONS WORKS4 FILE NO. 5911CON2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SITNII"IARY PIPE REACH ID No. P7 � From: To: Pipe Diameter: 1. 2500 ft n: 0 . 0140 Pipe Length . 94 . 0000 ft s: 0. 0052 Up invert . ft down invert: -0. 4888 ft Collection Area: 4 . 1320 Ac. Design Flow . 2 .9119 cfs Dsgn Depth: 0.75 ft Pipe Capacity . 4 . 6655 cfs Design Vel . 3 . 7896 fps Travel Time: 0. 41 min Pipe Full Vel . 3. 9017 fps PIPE REACH ID No. P8 From: To: Pipe Diameter: 1. 2500 ft n: 0. 0140 Pipe Length : 115. 0000 ft s: 0. 0052 Up invert . ft down invert: -0. 5980 ft Collection Area: 4. 5870 Ac. Design Flow . 3 . 2326 cfs Dsgn Depth: 0. 80 ft Pipe Capacity . 4 . 6655 cfs Design Vel . 3 .8738 fps Travel Time: 0. 49 min Pipe Full Vel . 3 .9017 fps PIPE REACH ID No. P9 From: To: Pipe Diameter: 1. 2500 ft n: 0. 0140 Pipe Length : 135. 0000 ft s: 0. 0054 Up invert . ft down invert: -0. 7290 ft Collection Area: 5.0420 Ac. Design Flow . 3 .5532 cfs Dsgn Depth: 0 . 85 ft Pipe Capacity . 4 .7544 cfs Design Vel . 4 . 0049 fps Travel Time: 0. 56 min Pipe Full Vel . 3 .9760 fps '� OAKESDALE BUSINESS CAMPUS PHASE 2 OUR JOB NO. 5911 NOVEMBER 2, 1998 WETLAND MITIGATION, ROOF DRAINAGE, AND 100-YEAR FLOODPLAIN ANALYSIS Wetland Mitigation: The proposed wetland mitigation areas and bench areas provide compensation for the roof drainage and 100- !� year floodplain. The following calculations will show that this can be accomplished. 'I Two analysis were performed to determine the total storage volume of the mitigation and bench areas. Stage storage for mitigation areas: I' Sta. 6+50 - 9+50 El. Area Volume Sum Volume 14.5 2,540 0 0 15.0 6,868 2,352 2,352 ' 16.0 11,266 9,067 11,419 17.0 12,993 12,130 23,549 18.0 14,722 13,858 37,407 19.0 16,445 15,584 52,991 20.0 18,160 17,302 70,293 21.0 19,865 19,012 89,305 Sta. 0+00 - 1+50 El. Area Volume Sum Volume 14.5 944 0 0 15.0 2,639 896 896 16.0 4,064 3,352 4,248 17.0 4,645 4,354 8,602 18.0 5,248 4,946 13,566 19.0 5,875 5,562 19,128 20.0 6,525 6,200 25,328 � 21.0 7,192 6,858 32,186 I I 1 5911.018 [jh/ec/ph] Total storage for mitigation areas: 89,305 CF + 32,186 CF = 121,491 CF Cross-sectional areas, at 50 foot stations, for bench area: Station Area Volume 1+50 75.5 3,700 2+00 72.5 3,655 2+50 73.7 3,780 3+00 77.5 3,960 3+50 80.9 4,058 4+00 81.4 4,055 4+50 80.8 3,775 5+00 70.2 3,490 5+50 69.4 3,525 6+00 71.6 3,495 6+50 68.2 Total Volume = 37,493 2 5911A18 [jh/ec/ph] Station Area Volume 9+50 64.9 3,05� , 10+00 57.3 3,070 10+50 65.5 2,652 11+00 40.6 2,030 11+50 40.6 ' 1,720 I 12+00 28.2 ' 1,405 ' 12+50 28.0 1,800 13+00 44.0 1,850 13+50 30.0 1,712 14+00 38.5 2,188 14+50 49.0 1,938 15+00 28.5 1,542 15+50 33.2 1,772 16+00 37.7 3 5911.018 [jh/ec/ph] 1,475 16+50 21.3 1,302 17+00 30.8 2,718 17+50 77.9 Total Volume = 32.229 Total storage for bench area: 37,493 CF + 32,229 CF + 69,722 CF Total storage for wetland mitigation and bench areas: 121,491 CF + 69,722 CF = 191,213 CF Roof Drainage: Refer to the basin calculations for the 2-year, 25-year, and the 100-year storms for both the existing and proposed conditions. The differential volume between the existing and proposed 100-year storm conditions is as follows: Proposed - 1.19 Ac • ft = 51,836 CF Existing - 0.66 Ac • ft = 28,750 CF 23,086 CF 100-Year Floodplain: Enclosed is a 100-year flood plain plan that distinguishes between various areas of fill for the following stage storage calculations. Stage storage for 100-year floodplain: Area A El. Area Volume Sum Volume 20.0 6,126 0 0 ' 21.0 50,068 28,097 28,097 4 5911.018 [ih/ec/ph] Area B El. Area Volume Sum Volume 16.0 1,014 0 0 18.0 8,578 9,592 9,592 20.0 21,946 30,524 40,116 21.0 38,255 30,100 70,216 Area C El. Area Volume Sum Volume 18.0 42 0 0 20.0 471 513 513 , 21.0 680 576 1,089 Area D El. Area Volume Sum Volume 18.0 1,421 0 0 20.0 7,353 8,774 8,774 21.0 13,859 10,606 19,380 Area E El. Area Volume Sum Volume 14.0 131 0 0 16.0 1,832 1,963 1,963 18.0 7,267 9,099 11,062 20.0 13,349 20,616 31,678 21.0 16,025 14,687 46,365 Total 100-year floodplain fill areas: 28,097 CF + 70,216 CF + 1,089 CF + 19,380 CF + 46,365 CF = 165,147 CF The difference between the wetland mitigation and the roof drainage plus the 100-year Floodplain is as follows: Wetland Mitigation - 191,213 CF Roof Drainage - 23,086 CF 100-year Floodplain - 165,147 CF 2,980 CF additional storage 5 5911.018 [jh/ec/ph] Comnarison of Wetland Mitigation Volume to Roof Drainage Runoff Volume (2-�ear, 25-vear, and 100-year): The volume for the total wetland mitigation areas including each storm event is as follows: 6+50 - 9+50 and 0+00 - 1+50 El. Area Volume E. Volume 14.5 3,484 0 0 15.0 9,507 6,496 6,496 ' 16.0 15,330 12,418 18,914 ' 17.0 17,638 16,484 35,398 17.88 19,690 17,450 52,848 18.0 19,970 2,380 55,228 19.0 22,320 21,145 76,373 20.0 24,685 23,502 99,875 20.94 26,915 25,800 125,675 21.00 27,057 26,986 152,661 Refer to the basin calculations for the 2-year, 25-year, and the 100-year storms for both the existing and proposed conditions (roof drainage). The following calculations show the volume difference at each storm event. 2-year: Existing - 0.20 Ac • ft = 8,712 CF (E1 = 17.88) Proposed - 0.58 Ac • ft = 25,265 CF 16.553 CF 25-year: Existing - 0.53 Ac • ft = 23,087 CF (El = 20.94) Proposed - 1.03 Ac • ft = 44,867 CF 21,780 CF 100-year: Existing - 0.66 Ac • ft = 28,750 CF (El = 21.48) Proposed - 1.19 Ac • ft = 51,836 CF 23,086 CF The following calculations show the wetland mitigation as a ratio of the roof drainage for the 2-year, 25-year and 100-year storms. At the 2-year storm event: Mitigation - 52,848 CF 6 5911.018 [jh/ec/ph] Roof Drainage - 16,553 CF Mitigation: Roof Drainage - 3.2:1 At the 25-year storm event: Mitigation - 125,675 - 52,848 = 72,827 CF Roof Drainage - 21,780 Mitigation: Roof Drainage - 3.3:1 At the 100-year st�rm event: *Mitigation - 152,661 - 125,675 = 26,986 CF Roof Drainage - 23,086 CF Mitigation: Roof Drainage - 1.2:1 *T'his is to elevation 21.0 only Interpolation to elevation 21.48 is as follows: 6+50 - 9+50 and 0+00 - 1+50 El. Area Volume Sum Volume 21.48 28,353 27,705 180,366 Mitigation - 180,366 - 125,675 = 54,691 CF Roof Drainage - 23,086 CF Mitigation: Roof Drainage - 2.4:1 Comparison of Roof Drainage Peak Discharge (2-year) to Springbrook Creek Peak Discharge (2-�: Roof drainage peak discharge (2-year): Proposed - 1.58 CFS Existing - 0.27 CFS 1.31 CFS Springbrook Creek Peak Discharge (2-year): 527 CFS 1.31 CFS (100%) = 0.25% addition to Springbrook Creek Peak Discharge 527 CFS � 5911.018 [jh/ec/ph] 11/2/98 12 : 30: 36 am Sha�eware Release page 1 ', OAKESDALE BUSINESS PARK PHASES 2 AND 3 ROOFS TO WETLANDS JOB NO. 5911 WORKS4 FILE 5911-2&3 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SLTMMARY BASIN ID: 100DEV NAME: 100 YR DEV ROOFS TO WETLANDS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3. 91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 3 . 91 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 3 . 17 cfs VOL: 1. 19 Ac-ft TIME: 480 min BASIN ID: 100PRE NAME: 100 YR PRE FROM ROOF AREAS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 .91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 3 .91 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81. 00 0. 00 TC. . . . . 24. 97 min 0. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0050 PEAK RATE: 1.29 cfs VOL: 0. 66 Ac-ft TIME: 490 min BASIN ID: 25DEV NAME: 25 YR DEV ROOFS TO WETLANDS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3.91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 00 Acres 3 . 91 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 2 .75 cfs VOL: 1. 03 Ac-ft TIME: 480 min BASIN ID: 25PRE NAME: 25 YR PRE FROM ROOF AREAS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 3 . 91 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81. 00 0. 00 TC. . . . . 24 . 97 min 0. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120 . 00 ns: 0 . 1500 p2yr: 2 . 00 s: 0. 0050 PEAK RATE: 0 . 99 cfs VOL: 0. 53 Ac-ft TIME: 490 min 11/2/98 12 : 30: 36 am Shareware Release page 2 OAKESDALE BUSINESS PARK PHASES 2 AND 3 ROOFS TO WETLANDS JOB NO. 5911 WORKS4 FILE 5911-2&3 .BSN BASIN SUNIlKARY BASIN ID: 2DEV NAME: 2 YR DEV ROOFS TO WETLANDS SBUH METHODOLOGY � TOTAL AREA. . . . . . . : 3 .91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0. 00 Acres 3 . 91 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0. 00 98 . 00 TC. . . . . 0. 00 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 1. 58 cfs VOL: 0. 58 Ac-ft TIME: 480 min BASIN ID: 2PRE NAME: 2 YR PRE FROM ROOF AREAS SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 .91 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 3 . 91 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81. 00 0. 00 TC. . . . . 24 . 97 min 0. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0050 PEAK RATE: 0. 27 cfs VOL: 0. 20 Ac-ft TIME: 490 min VI. SPECIAL REPORTS AND STUDIES March],1999 � Ali Sadr Project Manager Barghat�sen Consulting Engineers 18215 72nd A'venue South Ken�WA 98032 Subject: Oakesdale BuBinese puk FEQ�Tydraulic Modeling Results bear Ali: ` � Per your request,we have performed the hydraulic analysis of Springbrook Creek through the proposed Oakesdale Business Park(Pmject), We understand that the City of Renfon is requiring you, as a condition of development, bo verify that the proposed box culvert and channel improvements will not result in increased flood ]evels over current conditions (Octvber 27, 1998 meeting minutes, Barghausen and Ciiy of Renfi�n). This work was authorized by an agreement between R.W. Beck and Barghausen ConsulEing Engir►eers,Inc dafed February 2,1999. The following paragraphs descnbe the methodolog�r artd resulfs. The existing conditior�s (no action a]ternative) FEQ model, develaped for the �astside Green River Wateished Project(ESGRWP,R.W.Beck,1997) was modified to incorporate the - proposed box cutvert immediately upstream of Oakesdale Avenue and channel improvements between Oakesdale Avenue ar�d SW 43'� Stree�. The proposed culverE includes a 35-fvot wide,5frfoot-l�ong 3-sided box culvert sef above the oidinary high wa ber , lev�l (abaut the �year water swrEace elevation). The proposed box culvert will be construcEed immediabely upstream of the existing Oakesda�e crossing. The proposed culvert's extt would buE�up against fihe enfrance of the existing Oakesdale crossing creating one long crossing. 'The proposed chanctiel improvements include excavating the west side above fhe ordinary high water level to provide a bench The bench is iypi�cally about 70 feet wide,at�ugh it Inereases up to a maacimurn of 70 fieet�wide. The culverf and cross section geameEry was provided by Barghausen Engineers in the fornt of a drawing (dated January 12,1999)and an excel file (dat�ed February I0, 1999),respec�ively. FuEure land-use wndi(ion flows were rout�d tht�ough the model for the �, ?5- and lOQyear storm event The resulting waber surface elevations upstream of Oak�esdale Avenue and about a quarber mile ups�ream at fhe downsix�eam side of S'W 43"d Sfreet fox the various event� are shown in Table 1. Table 1 compares Ehe resulls of the eacisling conditian (no acEion al6ernative) with Ehe proposed culvert and ct�annel improvemen� through Ehe Oakesdale Business Park For this comparison,the water surface elevaiion at th�e upstream side of the existing Oak,esdale crossing is compared to the water surface e1evation at the upsiream side of the proposed culvert which is approximately 56 feet upsiream of the existing culvert Table 1 shows no change in water surfaoe elevation immediately upsbream of Oakesdale due to the P�oject However,further upstream at the downstream side of the SW 43`� Street crossing,fhere is a 0.2 foot increase in water surface elevati,�n for the �year event,and a 0.1 foot and a 0.2 foot �t�5os-a000a-000i�ioi� o�w�sETt�Mrvlsi.no� . . . .. . _ .. .. . . .. ..... .. ._.__. _._...---------- --••— ----•-- --...... . _.. .....-- tU01 Fourth Avenur,Suite 2500 Scalde,WA 98154�1001 Phone(20G)G95-h70C1 f,ix(10G1 G9S-47t11 � Ali Sadr March 1,1999 � Pa g�2 decrease in wa6er surface elevation for the ?.5-year and 100-year evenfs, respectively. Note that the proposed project ittipravements befween Oakesdale Avenue and SW 43'� Street ix�crease the conveyance area available through this reach. Theref+ore, th�e simulated increase in watEx surface elevafion at the dowt�stream side of SW 43'� Street shown under the proposed condiEions for the 2-year event is not the reault of reduced con�veyance. Ra ther it is the restilt of adding geometric information describing Ehe existing channel cross section below the ordinary high wat�r th�t was not available when the e�dsting conditions model was prepared. The existing conditions model has 5 defined croes sections between Oakssdale Avenue and SW 43'� Street and the proposed model has 1$ defined cross sections. Based on these cross sections, the cen6erline profile for the existing conditions model gradually inre�eases in the upsh�eam direcfion wltile fhe centerline profile �cvifih the added rross section data for th�e improved mndiiions has a varying grade. The varying channel profile between Oalaesdale Avenue ar►d SW 43`� SEr�e�resulbed in more backwaEer and slightly higher simu]abed waber surfaoe elevations for the �year event in the proposed model. The decrease in wateY surface elevation a� the downsiream �ide oE SW 43"� Street far the 25-and 100-year events is]ikely due to the increase in channel conveyance prov�ided by the excavated bench on th,e west side af the channel. Note fhat these results are based on a comparison be�ween Springbrook Creek under existing condi[ions and improvements made as a part of the Projec� T�ydraulie analysis of the relative impacis of the Project on Springbrook Creek water surface elevations once t��e City implements the improvemenfs defir�ed in the ESGIZWP may be different and was not part of this study. Nofe alsa that under the ESGRWP,the existing crossing of Oalaesdale is p�vposed to be replaced with two 30 foot wide 3-sided box culverts. The culvert proposed as part of d�e Oakesdale Business P�rk would be in conAict wifh this proposed improvement. In addifion, the soffit of the box culverf proposed for the Oakesdale Business Park is at about elevafion ]9.0, which is oniy about 1.5 feet below the top � Oakesdale Avenue. If you have any ques tions regarding this matter, please call me at(2(}6)695�554, Very truly you�, R.W.BECK,TIVC. �� Ma 'W�.�. rY � Praject Yvlanager Enclosure c:w/encl: Mike Giseburt 11-0DSOS1000U-0001�310i� O:\w�H�V�lWl81AOC Tabie '1 Oakesdaie Bus�ness Park FEQ Modeling Results Storm Event Fulure Land Use FutUre Land Use (yr) ExisEin Conve ance 3 Oa�Cesdafe Business Park 3 Flaw Water Surface Elevatinn Water Surtace E�evation Flow Waler Surtace Elevation Water Surtace Efevation (cfs) (1) U!S of Oakesdale Ave D/S of SW 43rd Sfreet (cfs) (6) U/S of Oakesdale Ave D/S of SW 43rd Street feet feet 2 feet Feet (2 2 524 9 4.2 (4) 14.5 • 525 '14.2 14.7 25 800 �7.4 17.6 796 17.4 17,5 1 U0 19 67 'f 7.9 18.3 1170 17.9 '(8.1 (1) Flow immediately upstream of Oakesdale (2) Elevations re[ative t�vectical dalum NGVD 28. Add 3.58 to these values to conve►i the elevatfons to NAVD 88. (3) Sased on FEQ mode[ing done as a part of the East Slde Green R(ve�Watershed Plan(ESGRWP, R. W. Beck, t99� (4) Siight modificatlons were made to the model since the ESGRiNP. As a result,the 2-yearwatersu�face e�evation was reduced by about 0.'! of a fnot farthe F�ture Land Use Exlsting Conveyance Condition (5) Model includes additionaE aox culvert and channel impravements between Dakesda�e Avertue and SW 43nd Street. (6) Flow immediately upstream of the proposed box culve�f. ` I � ,rDCI � EN � INEERS ��= D ' AMATO CONVERSANO INC. OAKSDALE CULVERT FOOTING STRUCTURAL CALCULATIONS AND DETAIL Prepared For: Barghausen consulting Engineers Inc. r"��,'. ��L� �� .�,�� ,;1/'_:`j�<�f �� '�` �� :� C�' `� !�',': r_:..c -R� - �.� �` � ' � � y: �T � �. � �_;�.�� ~`"�`�,,JfSi1J��ti � ""j�.,�:T��j�.fv� ''�,,�fiv;il�,1 'L''t""�h: . ..'�„�'�'�"�5 �x�i��s 1o;u9� � Structural Calculations Job #99063 Prepared By D'Amato Conversano, Inc. Structural Engineering Dept. ', February 3, 1999 ' . . w . �; - • � s2�-a � II 2821 NORTHUP WAY $UITE2�� fELLEVUE, t� 9=��4 �N�� E (42$� �27 2233 F:�x: ( 25) �_ - 'I _ - r D C I � E N G I N E E R S ,c��„ Project No. Sheet Na , �� D ' AMATO CONVERSANO 1NC. �Gj�3 I I Project Date f�L�S�A-� � � U�- V�-�T- �oo�N (� 2 -Z� -� °► I Subject By ( 1=C�T.�N' / 5-�N G �• �0�4,¢� � �� 3 i I ' I � = r�c� �� Y �� ,_ " !� ' 1 - ��t-;� �� O '� _ � r _ _ _ �z , ; z _ <<�- ,r- � I /`'-1 �t, _ l''r� �_/.. / ' }' 7 li f�n i.E� - ��J �� I �:��i L. 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" � ZELMAN DEVELOPMENT COMPANY � � � '�R. CqMp . . ,�'��oF w�sff�N��`�` �� o . �— ' � � ^ � r\' k��ti9 �. � E� 'y(b�c7 �'r��NAL � ! .:•�,'�::i �.�(�1Y . ._,_... .��. Kyle R. Campbell, P.E. Manage� of Geotechnical Services Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 20'i Beltevue, Washi�gton 98005 (425) 643-3780 [MPORTANT INFOIZMATION ABOUT YOUR GFATECHNICAL ENGINEERING REP4RT t�Aore construction problems are caused by site subsur- technical engineers who then �ender an opinion about face conditions than any other factoc As troublesome as overall subsurface conditions, their likely reaction to subsurface problems can be, their frequency and extent proposed conswction 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 Frms Practicing in because�o 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 earth, rodc and time.The actual interface between mate- to help you reduce the geotechnical-related delays. rials may be far more gradual or abrupt than a report cost-overruns and other costly headaches that can indicates.Actual co�ditions in areas not sampled may occur during a construction project. differ from predictions. Nothing can be done to prevent the unanticipated,but steps tan be taken to he(p minimiu their A GFATECHNICAL ENGINEERING �maact.For this reason, most exptrirnud ownm retain their REPORT IS BASED ON A UNIQUE SET 9cottchnical consu(tants through tht tonstruction stagt,to iden- tify vaciances,conduct additional tests which inay be OF PROJECT SPECIF[C FACTORS needed,and to recommend solutions to probtems A geotechnical engineering report is based on a subsur- encountered on site. face exptoration plan designed to incorporate a unique SUBSURFACE CONDITIONS set of project-specific factors.These typically indude: the general nature of the svucture 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 undergrouncl utilities. changi�g natural forces. Because a geotechnical engi- • and the level of additional risk which the dient assumed neering report is based on conditions which existed at by virtue oF limitations imposed upon the explo�atory the time oF subsurface exploration,construction decisions � program.To help avoid costly problems,consult the should not 6e based oa a geoterhnical cngincering rrport wkox geotechnical engineer to determine how any factors adequacy may have heen a/fected by time.Speak wi[h 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 constniction starts. � Unless your consulting geotechnicat engineer indicates Conswction operations at or adjacent to the site and I otherwise.your geotechnical rngincering rcport should not natural evenu such as floods,earthquakes or ground- ' bc uscd: water fluctuations may also affect subsurface conditions .When the nature of the proposed swcture is and,thus. the continuing adequacy of a geotechnical - changed.for example. if an office�uilding will be report.The geotechnical engineer should be kept I erected instead of a pa�fcing garage.o�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 tesLs are necessarX frigerated one: .when the size or confi�uration ot che�oposed GFATECHNICAL SERVICES ARE svucture is altered: PERFORMED FOR SPECIFIC PURPOSES •when the location or orientation of the proposed structure is modified: AND PERSONS .when there is a change of ownership.or �tethnical engineers reports are prepared to meet •for application to an adjacenc site. the s peci�c needs of specific individuals.A report pre- C,�otechnical cngineers caxnot accept responsibility Jor problems pared for a cor�sulting civil engineer may not be ade- which may devclov i/they art not consulled a/ter/actors consid- quate for a construction conuactor,or even some other ered in their reporCs devdopment have chanqed. consulting civil engineer. Unless indicated otherwise. this report was prepared expressly for the dient involved and expressly for purposes indicated by :he dient. Use MOST GEOTECHN[CAL "FINDINGS" by any other persons for any purpose,o�by the dient ARE PROFESSIONAL ESTIMATES for a different purpose.may result in problems. No indi- viduaf other than the dient should apply this report for its Site exploration identiFies actual subsurface conditions intrnded purpost without�irst con/erring with the geotechnicaf only at those points where samples are taken,when �ngineer. No ptrson should appfy this report(or any purpose they are taken. Data derived through sampling and sub- othtr than that originally conttmpfated without�irst conJerring sequent laboratory testing are exvapolated by geo- with tht gtoctchnical tngin�rr. I'+ , � Earth Consultants Inc. \��I�1 I I, C'■»urhnical F:�iKine�rrs.(:rcNciKiti�ti e4 I_��•Ircxxrx-�i��l tic�ie-n�itii� December 8, 1997 E-3000-3 Zelman Development Company 707 Wilshire Boulevard, Suite 3036 Los Angeles, California 90017 � Attention: Sanford Kopelow Dear Sanford: We a�e pleased to subrnit our report titfed "Geotechnical Engineering Study, SW 43rd Street and Oaksdale Avenue SW, Renton, Washington." This report presents the �esults of our field exploration, selective laboratory tests, and engineering a�alyses. The purpose and scope of our study was outlined in our October 7, 1997 proposal. Based on the results of our study, it is our opinion the site can be developed generally as planned. In our opinion, the p�oposed buildings can be supported on co�ventional spread and • continuous footing foundation systems bearing on at least two feet of structural fill foNowi�g �e successful completion of a preload prog�am, or surcharge program in areas where minimal �ising of site grades will be �equi�ed. Slab-on-grade floors can be supported directly on the fills required to bring the site to grade. We appreciate this opportunity to have been of service to you. If you have any questions, or if we can be of furthe� assistance, please call. Very t�uly yours, EARTH CON�ULTA(�1TS, INC. �7�- �- Kyle R. Campbell, P. E. Manager of Geotechnical Services KRC/k+nl 1805-136ch Place N.E.,Suife 201,Bellevue,Washington 98005 Bellevue(425)643-3780 Seattle(206)464-1584 FAX(425}74-608-&0 Tacoma(253)272-6608 TABLE OF CONTENTS E-3000-3 PAGE INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .'. . . . . . . . . . . 1 Surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Subsurface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Laboratorv Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 DISCUSSION AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Generai . . . . . . . . . . . . . . . . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Site Preaaration and General Earthwork . . . . . . . . . . . . . . . . . . . . . . . .�. . . . 4 Preload/Surcharae PrQgram . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Retaining and Foundation Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 �lab-on-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Seismic Design Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Excavations and Slanes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 SiteDrainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 ' Pavement Areas . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . 12 Utili�y Support and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 LIMfTATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Additional Services . . : . . . . . . . . '. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 APPENDICES Appendix A Field Exploration Appendix B Laboratory Test Results �LLUSTRATI O N S Plate 1 Vicinity Map Plate 2 Boring and Test Pit Location Plan Plate 3 Typical Settfement Marker Detail Plate 4 Typical Footing Subdrain Detail Plate 5 Utility Trench Backfill Plate A1 Legend Plates A2 through A9 Boring Logs Plates A10 through A30 Test Pit Logs Plates A31 through A38 Previous Explo�ation Logs Plates B1 through 65 Sieve Analysis Plates 66 and B7 Atterbe�g Limits Earth c«,sukanc., Ine. GEOTECHNICAL ENGINEERING STUDY SOUTHWEST 43RD STREET AND OAKSDALE AVENUE SW RENTON, WASHINGTON E-3000-3 INTRODUCTiON General This report presents the results of the geotechnical engineering study completed by Earth Consultants, Inc. (ECI) for the proposed development on the northwest co�ner of the intersection between Southwest 43�d Street and Oaksdale Avenue Southwest in Renton, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to exptore the subsurface conditions at the site and based on the conditions encountere'd to develop geotechnical �ecommendations for the proposed site development. Pro�ect Descriptian We understand the site is to be developed with several dock-high, tilt-up concrete warehouse buildings, with associated parking and driveway areas. These structures will range in size - f�om approximately 7,000 to 170,000 squa�e feet. The pretiminary locations of the buildings te shown on Plate 2. We understand some raising of site g�ades will be required to achieve ��e dock-high floo� elevations. At the time this report was w�itten, design loads for the proposed st�uctures we�e not available. Howeve�, based on our experience with similar structures, we anticipate wall loads will be in the �ange of three to five kips per lineal foot, and column loads will range between approximately seventy five (751 to one hundred twenty (120) kips. Floor loads for the warehouse a�d office a�eas will be in the range of three hundred fifty (350) and one hund�ed (100) pounds pe� square foot (psf), �espectively. If any of the above design crite�ia are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI shauld be �etained to perform a general �eview of the final design. SITE CONDITIONS Surface The subject property is approximately 48.0 acres in size, and is located �orthwest of the intersection of Oakesdale Avenue Southwest and Southwest 43rd Street in Renton, Washington (see Vicinity Map, Plate 1). The most significant topographic feature on the property is Springbrook Creek which approximately bisects the property in a southwest to northeast di�ection. With the exception of the Springbrook Creek channel, the topography of the property is relatively flat. The elevation of the Sprinabrook c'rPP��am rhan� nQl �ar1QeS between approximately eight ta ten feet below the elevation of the surrounding site. Erth Co�suhant�, Inc. GEOTECHNICAL ENGINEERING STUDY Zelman Development Company -�. E-3000-3 Oecember 8, 1997 Page 2 Several abandoned one- and two-story structures a�e present on the site. These structu�es were associated with the agricultural and indust�ial operations previously performed on the property. An automobile wrecking yard and associated warehouse are stiM in ope�ation at the northeast portion of the site. Several stockpiles of automobile waste (auto fluff) are located at the northwest corner of the site. Subsurface The site was explored by drilling four borings and excavating 21 test pits at the approximate locations shown on Plate 2. I� addition, we previously pe�fo�med five borings and six test pits fo� a prelimi�ary geotechnical enginee�ing study prepared for the site dated June 4, 1986. Please refer to the Boring and Test Pit Logs, Plates A2 th�ough A38, fo� a more detailed desc�iption of the conditions encountered at each location explored. A desc�iption of the fietd exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. The borings and test its generally encountered ten (10) to twent f20) feet Of InnsP tp me ium ense in itt�sand..._a/arying amounts of fill were encountered in • t e explorations. The upper compressible materials are generally underlain by medium dense to dense silt, silty sand and poorly graded sand with varying amounts of silt. Expansive soils were not encountered on the site. �G�oundwater _ Groundwater was obsenred in all fou�borings while drillinq at depths of ten (10} to twelve and one-half (12.5) fee istin round surface. Groundwater was encountered in pits P-102, TP-108.SP-118 and TP-121 at depths ranging from eight (8) to fourteen (14) � ee e ow existi - � Groundwater conditions are not static; thus, one may expect fluctuations in groundwater conditions depending on the season, amount of �ainfall, su�face wate� runoff, and other factors. Generally, the water level is higher in the wetter winter months (typically October ', through May}. , Exth Co�suft�nt�, Inc. GEOTECHNICAL ENGINEERING STUDY Zelman Developme,-:� :;��npany E-3000-3 -�r December 8, 1997 Page 3 Laborator�Testinq Laboratory tests were conducted on several representative soil samples to verify o� modify the field soil classification of the units encountered and to evaluate the gene�al physical p�operties and engineering characteristics of the soils encounte�ed. Visual classifications were supplemented by i�dex tests, such as sieve analyses and Atterberg Limits on representative samples. Moisture contents were performed on all samples. The results of laboratory tests performed on specific samples are provided either at the approp�iate sample depth on the individual boring log or on a separate data sheet contained in Appendix B. However, it is important to note that these test results may not accurately represent the overall in-situ soil conditions. Our geotechnical recommendations a�e based on ou� interpretation of these test �esults and thei� use in guiding our enginee�ing judgement. Earth Consultants, Inc. (EC1) cannot be �esponsible�for the i�terpretation of these data by others. DISCUSSION AND RECOMMENDATIONS eneral In our opinion, the proposed buildings can be supported on conventional spread footings with slab-on-grade floors after the successful completion of a preload and/or surcha�ge program. • A preload program involves placing the fill necessary to raise grades to the finish floor level and aliowing the settlement induced by the fill to occur befo�e construction of the building �ommences. A surcha�ge program involves placement of additional fill to elevations above the finish floor elevation and allowing settlement to occur. The purpase of the p�eload and surcharge p�ograms is to reduce the amount of expected post-construction settlements f�om fill and static building loads. Based on the soil conditions and ou� expe�ience with similar conditions, the estimated total post-construction settlements are in the range of one to one and one-half inches, after successful completion of a preload andlor surcharge p�og�am. In general, for this p�oject, a pr��ogram can be used arovided the finish floor elevation is a minimum of two feet above the existing grades. A surcharg �a ar .m�will be nece ss ary in areas were the existi�g g s -w�t in two feet or less of the planned finish filoor elevation. Specific su�cha�ge recommendations for individual buildings can be made once building locations and finish floor elevations are available. Foundation elements should bear on a minimum of two feet structural fill. Depending on grade modifications, this will require overexcavation of native soils. Slabs-on-grade shoul be supported on a minimum of one foot of imported ranular structural fill, or one foot of c me ent treated on-site soil, or a combination thereof. — --------- --__------ -------------- ------.._.._.___-�----- Esrth Con�uh�nt�, Inc. GEOTECHNICAL ENGINEERING STUDY Zelm�;.--��velopment Company E-,��vJ-3 December 8, 1997 Page 4 We understand it is planned to utilize the on-site auto fluff as fill material after it is treated wit cement. Remediation Services�orpo�ation prepared a Draft Engineering Design Report dated August 1997 which provided site remediation recommendations. Included in this report are laboratory test results for unconfined compr�ssion st�ength tests perfo�med on samples of the auto fluff mixed with various perce�tages of cemen he �eport indicates the fluff will_be mix��vith 7_5 percent cement for remediation purposes. Based on the unconfined comp�essive strength test results�+n our opinion,the 7.�5 percent cement/auto fluff mixture would p�ovide a material suitable for use as structural fill. Specific geotechnical recommendations fo� use of the treated auto fluff will be presented in a supplemental report. This report has been p�epared for spectfic application to this p�oject only and in a manner '� consiste�t with that level of care and skill o�dina�ily exercised by other members of the profession currently practicing under similar conditions in this a�ea for the exclusive use of Zelman Development Company and their representatives. No warranty, exp�essed or implied, is made. This report, in its entirety, should be included in the p�oject contract documents for the information of the cont�actor. Site Preparation and General Earthwo�k • The building and pavement areas should be stripped and cleared of surface ve�etation, organic ' material and other deleterious material. The root mat of the existing vegetation can be le� in place i � minimum of two feer anci-nnP and one-half feet of structu�al fi underlie foundations and�avements, respectively. �The vegetation should be removed. — ----- - —-- — -------_.�_ Following the clearing operations, the fill placement should commence. The ground su�face whe�e st�uctu�al fifl, or slabs are to be placed should be proofrolled. P�oofrolling should be performed under the observation of a representative of ECI. Soil i� loose or soft areas, if recompacted a�d still excessively yielding, should be overexcavated and replaced with structural fill or crushed rock to a depth that will provide a stable base beneath the gene�al st�uctural fill, or will p�ovide suitable support for slabs. A geotextile fab�ic could also be used to aid in stabilizing the subgrade. � Structural fill is defined as compacted fill placed unde�buildings, roadways, slabs, pavements, or other load-bea�ing areas. Structural fill under floor slabs and footings shoutd be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its maximum dry density determined in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). The fill materials should be placed at or near the optimum moistu�e content. Fill under pavements and walks should also be placed in ho�izontal 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. Earth consuFtancs, k�c. GEOTECHNICAL ENGINEERING STUDY Zelman Development Company r �- E-3000-3 December 8, 1997 Page 5 The existing site soils are moisture sensitive due to their relatively high fines content. As such, even after placement as structural fill, they will become disturbed f�om normaf construction activity du�ing or after periods of wet weather. Once disturbed, in a wet condition, they will be unsuitable for support of floo� slabs and pavements. The�efore, the uppe� foot of subgrade should consist of a granular material suitable for use during wet weathe� or the upper foot of on-site fill soil could be cement treated. If the earthwork operations a�e conducted during the dry weather season as pla�ned, it is our opinion that the on-site soils can be used as structural fill, including use as utility trench backfill. However, it must be emphasized that the native soils must be aerated in order to lower the moisture content to levels that will allow adequate compaction. No�mal grading operations will provide some ae�ation; howeve�, additional working of the soil will be necessary prior to or during grading in order to lower the moisture content to levels that will allow adequate compaction. � If the on-site soil is exposed to moisture and cannot be adequately compacted then it may be necessary to use an imported free d�aining granular fill. Fill for this purpose and fo� use in wet weather should consist of a fairly well graded granular material having a maximum size of th�ee inches and no more tha� 5 percent fines passing the No. 200 sieve based on the minus ' 314inch fraction. Samples of mate�ials proposed for use as structural fill du�ing wet weather should be provided to us for testing in order to determine the suitability of the materials. Preload/Surcharge Program - We estimate settlements of two to four inches could occur from the placement of dock high fills and buildings loads. In o�der to induce the majo�ity of this settlement prior to construction, we �ecommend the use of a preload and/or surcharge program. We estimate the preload/surcharge would remain in place for a time period of four to six weeks. A preload program consists of pla�ing structural fill to ihe finish floor e evation a�d allowing consolidation of the compressible soil beneath the buildings to occu� prior to co�structing the buildings. As mentioned previously, surcharge fills should be placed above finish floor elevations in a�eas where building pad grades will be raised less than two feet above existing site grades. We anticipate surcharges would be approximately two feet in height. More detailed surcha�ge recommendations can be made when finish floor elevations for individual , buildings have been established. In building areas where greater than two feet of fill is �equired to achieve finish floor elevations, a p�eload can be used. A su�charge program consists of placing structura! fill to the finish floor elevation, and then placing additional fill above the finish floor elevation as a surcharge, and allowing consolidation of the compressible soil beneath the buildings to occur prior to constructing the , buildings. Based on the soil conditions and our expe�ience with simila� conditions, the estimated total post-construction settlements are in the range of one to one and one-half inches, after successful completion of a preload and/or surcharge program. Erth CoMuhanu, k�c. GEOTECHNICAL ENGINEERING STUDY Zelman Development Company � ••-�t: E-3000-3 December 8, 1997 Page 6 The preload/surcharge fill should extend at least five�..r hp�nn +►�uilding footprints. The side slopes of the fill should be sloped at a gradient of 1 H•1 V or flatte� If future expansion of any building is anticipated, the preload fill should extend at least twehty (20) feet in the direction of the future addition. The purpose of extending the surcharge is to reduce the possibility of settlement of the then-existing building f�om future building or surcharge loads. Because the purpose of the preload/surcharge is to induce settlement, it is necessary to monitor both the magnitude and rate of such settlement. S.g a��J,ish this_ sP_ _tt�_ment_.__. ma�kers should be installed within the buildin ads. The number of settlement ma�kers place will depend on the size o the building. As a general �ule, one settlement marker should be placed for every 10,000 to 15,000 square feet of floor area. The settlement markers should be placed on the existing site subgrade before fill is placed. A typical settiement marker is depicted on Plate 3, Typical Settlement Ma�ker Detail. Once installed, and while fill is being placed, the settlements caused by the filling operation should be recorded daily. For the first two weeks after the preload/surcharge fill is in place, readings should be acquired at two to three day intervais. Subsequently, readings may be obtained on a weekly basis, ' until either settlements cease, or the anticipated remaining settlements are withi� the previously specified settlement ranges. We should be retained to install the settlement marke�s and acquire the settlement readings. Should the �eadings be made by another o��anization, the measurements must be provided to us in a timely manner to allow for interpretation of the data. This will help avoid any misinterpretationormisunderstandingregardingthe successofthe preload/surchargeprogram. The settlement markers must be kept intact during earthwork operations. In our experience, earthwork equipment {dozers and t�ucks) often destroy o�damage ma�ke�s. This adds to the project costs as the markers typically must be �eplaced and makes the settlement data , obtained less retiable. In order to attempt to avoid this sce�ario, we recommend the project specifications inctude a �equirement that the�earthwork contractor is �equired to immediately ' replace any damaged settlement ma�kers and have the settlement readings re-obtained at his own cost. This �equirement makes the earthwo�k contracto� more conscious of the importance of the preload/surcharge program and will aid in maintaining the integ�ity of the ' monitoring program. ' Fill fo� landscaping purposes should not be placed near the building since additional fill could I�� induce further settlements after the building is constructed. If such fill is planned, the preload ''� fill should be extended to five feet beyond the planned landscape fill, o� a lightweight fill I should be used. ', Ewtn co�sultent., Inc. GEOTECHNICAL ENGINEERING STUDY Zelman Development Company E-3000-3 December 8, 1997 Page 7 Foundations In our opinion, the proposed buildings can be supported on conventional spread and continuous footing foundations bearing on a minimum of tw fe ctural fill after successful com letion f the reload an /or surcha�ge pro,qram.. Dependin�_on.grades it may . e necessa_ry.to_.ov.erexcavate the existin� soil in o�der to�r.o_vide the two feet of c r � _ ,ral fill. If extremely soft soil is exposed in the foundation excavations, it may be necessary to extend the excavation to provide additional structural fill�beneath foundations. Exte�io� footing should be bottomed at a minimum depth of eighteen (18} inches below the lowest outside grades. Inte�ior footings may be bottomed at a depth of twelve (12) inches below the top of the slab. Footings may be designed for an allowable bearing capacity of two thousand five hundred t2,500) pounds per squa�e foot (psf). Loading of this magnitude would be p�ovided with theoretical factor-of-safety in excess of th�ee against actual shear failure. For short-term dynamic loading conditions, a one-third increase in the above allowable bearing capacities can be used. Continuous and individual spread footing should have minimum widths of eighteen (18) and twenty-four (24) inches, respectively. Lateral loads due to wind or seismic forces may be resisted by friction between the ' foundations and the supporting subgrade o� by passive earth pressure on the bu�ied portions f the foundations. For the latte�, the foundations must be poured "neat" against the existing _oil o� backfilled with compacted fill meeting the requirements of structural fill. A coefficient of friction of 0.4 may be used between the foundation elements and the supporting subgrade. The passive resistance of native soil or structu�al fill may be assumed to be equal to the pressure exerted by a fluid having a unit weight of three hundred (300) pounds per cubic foot (pcf). These lateral �esistance values are allowable values, a facto�-of-safety of 1 .5 has been included. As movement of the foundation element is �equi�ed to mobilize full passive resistance, the passive resistance shauld be neglected if such movement is not acceptabte. With structural loading as expected, total settlement in the ran�e of one and�ae�a�es is anticipated with differential movement of about one inch. Most of the anticipated settlements should occur du�ing construction as the dead loads are applied. Footing excavations should be observed by a representative of EC1, p�io� to placing forms or rebar, to verify that conditions are as anticipated in this report. Earth Co��uh�nU. I�c. GEOTECHNICAL ENGINEERING STUDY Zelman Developme:; �ompany E-3000-3 December 8, 1997 Page 8 � Retaininq and Foundation Walls Retaining and foundation walls should be designed to resist lateral earth pressures imposed by the retained soils. Walls that are designed to yield can be designed'to resist the late�al earth p�essures imposed by an equivalent fluid with a unit weight of thirty-five (35) pcf. For walls that are restrained from free movement the equivalent fluid weight should be increased I to fifty (50) pcf. These values are based on horizontal backfill and that surcharges due to � backfill slopes, hydrostatic pressures,t�affic, structural loads or other surcharge loads will not act on the wall. If such su�charges are to apply, they should be added to the above design lateral pressure. Calculation of lateral resistance should be based on the passive p�essure and coefficient of friction design paramete�s�given in the p�evious foundation section. If it is desired to include the effects of seismic loading in the design, a rectangular pr�ssure distribution equal to six times the walt height should be added to the above lateral earth p�essure values. Retaining walls should be backfilled with a free-draining material conforming to the WSDOT specification for gravel backfill for walls (WSDOT 9-03.12(2)). The free-draining mate�ial should extend at least eighteen (18? inches behind the wall. The remainde� of the backfill ' should consist of structural fill. A perforated drain pipe should be placed at the base of the �wall. Drain pipes should be surrounded by a free-draining soil that functions as a filter in order to reduce the potential for clogging. Drain pipes located in the free-draining backfill soil should be perforated with holes less than one-quarter inch in diameter. The drain pipe should be su�rounded by a minimum af one cubic foot per lineal foot with three-eighths inch pea gravel. Alte�natively, retaining wall drainage systems such as Mi�adrain could be used. !f any such product is used, it should be installed in accordance with the manufactu�e�'s specifications. Slab-on-Grade Floors Stabs-on-grade should be supported on a minimum of one foot of imported granular structural fill, or one foat of cement treated on-site soil, or a combination thereof. Cement treatment of the subgrade, if used, should consist of mixing a minimum of 8 percent cement by weight into the upper twelve inches of subgrade soil. Slab-on-grade floors supported on a minimum of one foot of imported granular structural__fill, __..__ .. _ __ -- ___. -------- - .._ --- --- - -- _ or one foot of cement,t�e.ated.on-site.soil, or a.co.mbinafion thereof may_ be desiqned for a --------- _ mo ulus of soil subgrade reaction of three hundred fifty (3501 pounds per cubic inch (pci). � E«th Con�uh�nh. Mc. GEOTECHNICAL ENGINEERING STUDY Z��ir�an Development Company �-3000-3 December 8, 1997 Page 9 Concrete slabs resting on soil ultimately may cause the moisture content of the underlying soils to rise. This results from continued capillary rise and the ending of normal evapot�anspiration. As concrete is ��rmeahlE, moisture will eventually penetrate the slab �esulting in a condition commonly known as a "wer slab", and poor adhesion of floo� coverings may result. In ou� experience, these conditions rarely occur in dock-high, open air wa�ehouses, except in a�eas were floor coverings are used. To minimize the potential for a wet slab, in areas where floor coveri�gs_will_�eyse�_,.Suitable moisture protection measu�e should be use . Typically, such protection measures include ._ . . p acert��"�f a vapo� barrier and a capillary bre�. A capillary break, if used, should consist of a minimum of four inches of clean sand o� washed rn�k. Samples of mate�ials proposed for use as a capillary break should be submitted to us fo� review and/or testing prior to their use. Seismic Design Considerations The Puget Lowland is classified as a Seismic Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Lowland are widespread and have been subcrustal events, ranging in depth from thirty (30) to fifty-five (55) miles. Such deep events have exhibited no ' surface faulting. .itructures are subjeci to damage from earthquakes due to direct or indirect action. Direct action is �epresented by shaking. Indirect action is represented by movement of the soi! supporting foundations and is typified by ground failure (rupture), liquefaction, or slope failure. Liquefaction is a phenomenon in which soils lose all shea� strength fo� short periods of time during an earthquake. The effects of liquefaction may be large total and/or diffe�ential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duratio� results in the loss of g�ain to grain contact and rapid increase in pore water pressure, causing the soil to behav� as a fluid for short periods of time. To have a potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally� sands and siltl; it must be loose to medium dense; it must be below the groundwate� table; and it must be subject to sufficient magnitude and duration of groundshaking. Ee.tn c«,.�rc�,c., i��. GEOTECNNICAL ENGINEERING STUDY Zelman Development Company . _•= E-3000-3 December 8, 1997 Page 10 Based on the information obtain from our borings, the loose soils encounte�ed during ou� field exploration consist of interbedded silts and silty sands. Given this information, it is our opinion that the potential for widespread liquefaction over the site during a seismic event is low. Isolated areas may be subject to liquefaction; however, the effect on st�uctures is anticipated to be minimal if the recommendations contained in this report are followed. Should liquefaction occu�, the liquefying zones would be several feet below the footings of the buildings. We estimate liquefaction induced settlement would be in the range of two inches, which is slightly higher than the estimated post construction settlements (1 .5 inches) discussed earlier. The UBC Earthquake �egulations contain a static force p�ocedure and a dynamic force procedure for design base shear calculations. Based o� the encountered soil conditions, in our opinion a site coefficient of S, = 1.5 should be used for the static force procedure as outlined in Section 1634 of the 1994 UBC. Fo� the dynamic fo�ce procedure outtined in Section 1629 of the 1994 UBC, the curve for Soft to Medium Clays and Sands (soil type 3) should be used for Figure 3, Normalized Response Spectra Shapes. Excavations and Slopes • The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming �esponsibility fo� construction site safety or the cont�actor's activities; such responsibility is not being implied and should not be inferred. In no case should excavation slopes be greater than the limits specified in local, state and federal safety regulations. Based on the information obtai�ed from our field exploration and laboratory testing, the soils expected to be exposed in excavations can be classified Type C as described in the cu�rent Occupational Safety and Health Administration {OSHA} regulations. Therefo�e, temporary cuts greater than four feet in height should be sloped at an inclination no sieeper than 'i .5H:1 V or they should be shored. Shoring will help protect against slope or excavation collapse, and wili provide p�otection to workmen i� the excavation. ff tempo�ary shoring is required, we will be available to provide shoring design criteria, if requested. If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. Shoring will help p�otect against slope o� excavation collapse, and will provide protection to wo�ke�s in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria. Eerth Co�wkants. Inc. GEOTECHNICAL ENGiNEERING STUDY Zelman Development Company E-3000-3 December 8, 1997 Page 11 Pe�manent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes o� installation of surface o� subsurface drains. In any case, water should not be allowed to flow uncontrolled over the top of any slopes. All permanently- exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. Site Draina4e The site must be graded such that surface wate� is di�ected off the site. Water must not be allowed to stand in an� area where buildings, slabs or pavements are to be const�ucted. During const�uction, loose su�faces should be sealed at night by compacting the surface to �educe the potential for moisture infittration into the soils. Fnal site grades must allow for drainage away from the building foundations. We suggest that the round be slo ed at a gradient of 3 t n s et awa from the buildin s exce t in areas thai are to be paved which c�,n be j�.t1� of 2 percent. .. If seepage is encounte�ed in foundation or grade beam excavations during construction, the . bottom of the excavation should be sloped to one or more shallow sump pits. The collected vater can then be pumped from these pits to a positive and permanent discha�ge, such as a iearby 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. �Foundation d�ains should be installed where landscaped a�eas are immediately adjacent to non dock-high portio�s the buildina. In our opinion, oundation drains are not necessary in areas where paveme�ts extend to the building walls. The d�ains should be installed at or just below the bottom of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 4. Under no ci�cumstances should roof downspout drain lines be connected to the foundation drain system. Roof downspouts must be sepa�ately tightlined to discharge. Cleanouts should be installed at strategic locations to allow fo� periodic maintenance of the foundation drain and downspout tightline systems. Eath Consuhant�, Inc. GEOTECHNICAL ENGINEERING STUDY Zelman Oevelopment Company E-3000-3 December 8, 1997 Page 12 Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a prope�ly prepared subg�ade for pavements, the subgrade should be treated and p�epared as described in the Site Preparation and General Earthwork section of this report. At a minimum, the top twelve (12) inches of the subgrade should consist of im orted granula� st�uctural fill suitable for us nn wet weat er con itions com acted to 95 ercent of the maximum ry ensity (oerASTM D-1557- . It is possible that some localized a�eas of soft, wet or unstable subgrade may still�xist after this process. Therefore, a greater thickness of structu�al fill or c�ushed rock may be needed to stabilize these localized areas. As an after�ative to placement of a minimum of one foot of imported granular st�uctural fill, consideration could be given to cement treatinq the subg�ade soil. Specific recommendations for cement treatment can be prov�ded upon r�eg�uest. -.__ . The following pavement sections are suggested for lightly-loaded areas: • Two inches of asphalt concrete iAC1 over four inches of crushed rock base (CRB) r .�� ' material, or • Two inches of AC over three inches of asphalt treated base {ATB) mate�ial. - ..._-- r----- - Heavier truck-t�affic a�eas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule the following sections can be conside�ed for truck- trafficked areas: • Th�e inches AC over six inches of CRB • Three inches of AC over�four and one half inches of ATB — __� Asphalt concrete (AC), asphalt treated base (ATB}, and crushed rack base (CRB) materials should conform to WSDOT specifications. Rock base should be compacted to at least 95 percent of the ASTM D-1557-78 laboratory test standard. We suggest the use of Class B asphalt. Esrth Co��ukant�. Inc. GEOTECHNICAL ENGINEERING STUDY Zelman Deve!e�!-^�nt Company E-3000-3� ��ti �� December 8, 1997 Page 13 Utility Supnort and Backfilt The site soils should �rovide adequate support for utilities located abovE the gro�nr�Water table. The soil that is located below the groundwater table may not p�ovide adequat� support i`n thei� present condition. The inability of soils located below the groundwater table to adequately support utilities would result from both the Ioose condition of the soil and the effect of the groundwater table de-stabilizing the trench bottom as the trench is excavated. Thus, if utilities will be located below the g�oundwate� table, remedial measu�es will likely be required in order to provide adequate support. Remedial measures could i�clude dewatering the trench, using steel sheeti�g to create a ba�rier of flow to the groundwater or placement of quarry spalls in the bottom of the trench as it is excavated. Use of a geotextile to p�ovide separation between the native soils and qua�ry spoils may also be necessary if heaving soils are encountered. � Uti(ity trench backfill is a primary concem in reducing the potential for settlement alang utility alignments, particularly in pavement areas. It is important that each section of utifity line be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided a�ound the pipe haunches. Fill should be carefully placed and hand tamped to about twelve inches above the crown of the pipe before any heavy compaction • equipment is brought into use. The remainder of the trench backfill should be placed in lifts iaving a loose thickness of less than twelve (12) inches. A typical trench backfill section and .;ompaction requirements for load supporting and non-load supporting areas is presented on Plate 5. T�e�ch backfill beneath building, parking and roadway areas may consist of native soils or imported materials provided they are near optimum moisture conte�t as determined by our fietd representative. Based on current conditions, the majority of the on-site soil would require ae�ation to reduce the moistu�e content to near the optimum to allow compaction. During wet weather, a granular fill, as described earlie�, should be used. LI M ITATI O N S Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, 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 o�dinarily exe�cised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. Eerth Co�auhanu, Inc. GEOTECHNICAL ENGINEERING STUDY Z�:"��1� Development Company E-3000-3 Decembe� 8, 1997 Page 14 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 locatio�s may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the �ecommendations of this report and to modify o� 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 gene�al review of the final design and specifications to ve�ify that ttie earthwork and foundation recommendations have been properly interpreted and impleme�ted in the design and in the construction specifications. ECI should also be �etained to provide geotechnical services during const�uction. 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 priof 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 consiruction drawings and specifications, � and to provide construction observation and testing services. Erth Conwh�nt�. Inc. IaV�+'r�•`�,� �`'`f ' 1�PKW`r , I�T�S� �(�+nl II �' : '�' ' ♦ a t.4�. •�• ��%. 7l�J� � , � t: <.''.' .�t1. a{ i•�•.i 3 �4.^r. r�) � r��'ratk '' ' � ; ' .�.:�.;sy:`. ,;:*.��'.,.w ' �, w ; ; . � j �t�; �; i . •�•S(�'/f�fNFER�•�t�ti A�fu w•�.9 Z1' ♦ fY< \� -�i 1 . i . _ T, .. . � � '�� .�• �. . . ��. � �� fU � ..J ��.? < � � _ - �' � �� t 1 �; � '•P;.`��N.N:'.,�_� t �I,.s�; .7_•..r:. . ; �� i' Y i ` I • l - -Q - � � •.7� ' l-� � �1•.< _____J i � :��•'. ' . :-Q 1 '� + r :ti'•4,. �'� `�`' �`,'�"r�i �� `��.'" � �,�rii..:.'.`.�:.ti__.---�• � ; �..��k` '-�' lc � ^C�� : .N ``_ . _._—r�5•+t, .�' V � a : , , _.•--, �`-:,,. _l , • � ' i ,�,,,i TReCK t�ii '' iy� `` �� I • . ._ �r ' ;jr t r� � ,� t h � '?��r,:' � =i � _:� �_� 'w Crtn i� �_ 26 � �.' �'� ° � n , • •S '� �� f_NAISl- e V 1 G� � ' ,�y.�.H'�� a ^ �� L F�SCh ��. 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GLS Date OcL '97 ProJ.No. 3000� Ct�eclaad RAC Date 10✓28/'97 Ptette i za � � �-------- I �-8-�� =cT" ----' � :. '� ?'�:i'I"� — - ,: ,. . , f.,, ., " �1�;r�i j,-� . /�.: T�i. ':;-.- .r�/`��i _ �: - ��=?�;;�•�-� Approximate Scale ;-,{�=� �,. : f . . %,f '.l � '� `��^ .`_�3:.`�ti2� a �00 200 400ft. _:/:, n�r. � ,� . � �,��~,.� [ �r,`�. -_-�'_�. E ��Ji:�•\-Tj.��r � LEGEND t �.�i � �� ^y �/�`!�'•'��' •- • w -Ep �B'�-�`-��<<' B-1 -:- Approximate Location of � '�� ..s � ,��= � , --. ``�,T�,:r , ECI Boring, Proj. No. � ' � �� =/,�"%��'�f E-3000-3, Oct: 1997 � jC- [��.��-.t �fT`� . �.� ` '"� TP TP-101-:-Approximate Location of ��. ` - � ECI Test Pit, Proj. No. E-3000-3, Oct. 1997 -:- � TP-116' G-101 � Approximate Location of � ECI Grab Sample, Proj. No. E-3000-3, Oct. 1997 � - -■ ' �-> -o- Approximate Location of ECI Boring, Proj. No. ; _�TP-115 E-3000, May 1986 � o_---' TP 1 -o- Approximate Location of �-� � �-� ECI Test Pit� Proj. No. . - � ,- � . E-3000, May 1986 i � J C -.. L 1 �-- 8-'i �� r � � Auto Fluff Area ,. _ r a , Wire Fluff Area ��: � Proposed Building i--t i__J Existing Building Boring and Test Pit Location Plan Zelman Property Parcels A, B and C Renton, Washington � �ecked RAC Date 10�'30%97 Plate 2 r � - SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING ___... _ _ _ ._ I, f '��z4 < ` ` F �'x�`�"`� T 4 . ' S ' � .f' .f '/ lJ : . . •ry!; " I � . � ". . '!' /' '' ' II � f Surcharge or Preioad Surcharge or Preload � ' ' � � N �r �.� Fili < �� <:.:s.;fts:.. } d�` .,is s,'%,::s...�:• .,t,,.'.r„'�"t, '<,� �s- z` �:; :f.: ,.h �;�!rSY":::76: ,.,r..:..:....:: .:;ii;:�;:;::`:::yr.; .. ..:y:<:+::;:u R > i:-' < .._ .. .... :....:� ._.�: . . . j}1=1i1=.I11= ,. .. (U=.1Il=I1I=-: =�'ti =�'�= STANDARO NOTES 1) Base consists of 3/4 i�ch thick.2 foot by 2 foot plywood with center drilled 5/8 i�ch diameter hde. 2) Bedding material. if�equi�ed, shoufd consist of Traction Sand. 3) Marker rod is t/2 inch diameter sieel rod th�eaded 2t both ends. 4) Marker�od is atiached to base by nut and washer on each side of base. 5) Protective sleeve sunounding marlcer rod should coruisi of 2 inch diameter plasiic tubing. Sleeve is NOT attached to rod o�base. 6) Additio�al sections of steel rod can be connected with threaded couplings. � Add'Rional sections of plastic sleeve can be co�nected with press-fit plastic couplings. 8) Steel marlcer rod should extend at least 6 inches above top of plastic sleeve. 9) Marker should extend at least 2 feet above top of fill surface. NPICAL SETTLEMENT MARKER DETAIL Earth Consultants Inc. Zelman Property Parcels A, B and C � `r°'�""a'�'�`"":u°�°�`"'f""'°""",�"""""" Renton, Washington ProJ. No. 3000-3 Drwn. GLS Date Oct. '97 Checked RAC Date 10/30✓97 Plate 3 0 � O .o , �� Slope To Drain _ ; . _ _:�=c` e o .e _ � � •'o 'o • • o ce O • .0 .._ t .-r � �� ' � • ,t y � ' - �. •Y �p 6 inch min. :r , t � ' a;.o � -� ..: s �o e ? � ": _ ` o . e� , .. e • `:a • �•�• .�-�. ,�•�. ♦..•. �: •;� • o�. w. .. � . . . • •.�•�. •. .�� .. ��, :�. . : o .:•;��!'.:; • .•i �, , •. , .:��:. - .:!:. ."•��'-... ,' � � • .�� •i••,.. . :�p!: .. -. .6�• ' - • '�t�''�:' �:'.i! �.�, :;i.�.�.•�''•!• .•�.� : • . . �8 If1Cf1 flllfi. ..: ..•:• ��• .:��•�'•�' .: �'• �..'= �' e�• . �. . :::- :;: •..•;. ••��.:e�� ••'•, .. .� •::- •::•':�_:•:••.�•!;.� ' • .� ' '-'- ' ' . o ,�� .: ��.:;;', .':.�.�:�.:' •. • • �: � ��• • :=• � .;��::�..i�.i,�� ~�•�� • • O •�'�• '�• '•� '�. �•�� •� •O 4 inch min. :o- :�•.: ::.. == ;•::' �;:•. . � o_ �. ._ �: :�..:, :;,:�,.. :�,-'. . = ' . .� Diameter •.':!�;�::,:- .�.•':�• :: . - .o ' - ,°, o • a Perforated Pipe—� �•'..::.,_:.� ��-::°.:�: ..,oe e ee._o, e , •o� Wrapped in Drainage -'-' ;'` : .', . .� � o - •� '•e ., •'•• .:-�. ;o o . o 0 o e ee . . � , �:�, o' � e o ��•� ., p �o �a� •p e � Fabric �%��;. •.� ::. . t •;.'_ :�. . 2 inch min. 2 inch min. / 4 inch max. 12 inch min., SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWiNG LEGENO _ ��:>_:��::�'��-=�:: Surface seal; native soil or other low permeablity material. ,;��;, :�:::_. Fne agg�egate for Portland Cement Conc�ete; Seciio� 9-03.1(2) of the -==��• WSDOT Specifications. ODrain pipe; perfo�ated or slotted rigid PVC pipe laid with perforations or sJvts facing down;tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Oo not tie building downspout drains into footing lines_ Wrap with Mirafi 140 Filte� Fabric or equivalent. � EaI`�r1 COI^LSL11taI1�S II�IC. NPICAL FOOT(NG SUBDRAIN DETAIL Zelrnan Property Parcels A, B and C `�`��`�`�`��` Renton, Washington Proj. No. 300a3 Drvrn. GLS Date Oct. '97 Checked RAC Date 10/30/97 Plate 4 Non-Load Supporting Floor S1ab o� Areas Roadway Areas _ - Y:-- _ -;� _�,. � •,��: � � Y�t - � o ° • � o Varies _ _ o•ao°, 95 a a o•o 85 : s , y 1 Foot Minimum � < g5 �' �r B3C{Cfl�� Y 80 - 90 ` Y ., . .. . . � _. , _ _ Vanes -�t��.i�: __- -_ - - s~r<::-- =_ - -- :.:�_��_�,...�...^ __ r�S,i; - ':J=�..�i::��,.Y�.:��';.': '�.?i: r �. ,,, ;:. 4 ,Y c .r r �v 1 < :. .x?� �t- i � �.vl; i��; _- _ _== ' _ ' "" _-__ . - ti'��`: - -" _ _ ' ."i:c-1''.`�:+;; `�i?^ ' _ - '_c,_:' :<_'j'-' ='�`s;t :'.�y;.:- 3.:�:�' _ ~`,�.-:�:�.__�.: - - PIPE .o � .� o.:•o, ;Q;p`. • .��'•a� -�p;•�.b e tD.a.:'o.. • .�p'o.•d:o �.: � .4• � o 0 Bedding °A°:0•�'•.. ;oo-•'o°':��'' Varies oO:..op•oc. pQo, .e QO p�o va:. o.• . o.•O o.- ?(jU�Q.• 0 0.•. �,p,o�o•. �,,oo•�,p o:• �. o p o'd�'do�,:e"�odo8o i00�y�, o'On9�Op�io-o. '�• e o.�Qo°'Q�•'op'LJ.'6�•'Oa�ob�oe LEGEND: �r.,,��V� As halt or Concrete Pavement or Concrete Floor Slab ��,.;�� p .:.E o.a ,•• . o, •,, . Base Material or Base Rock � Backfill; Cpmpacted On-Site Sod o� Imported Select Fiil 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 �°�'�.00;p Laying Conditions. Bedding Should Conform to the Manufacturers �a•; Recommendations for the Type of Pipe Selected. TYPICAL UTILITY TRENCH FILL F�1"�rl COClSL.1�taI`1t,S IIIC. Zelman Property Parcels A, B and C GfVM'CtY1101 Ff1�lYr1i G'Ob�Q!!{�FfMholYMwl SC7n11aVL Renton,�Washington ProJ. No.3000-3 Drwn. GLS Date Oct. '97 Checked RAC Date 10l30/97 Plate 5 APPENDIX A FIELD EXPLORATION E-3000-3� _ Our field exploration was performed on October 20 and 23, 1997. Subsurface conditions at the site were explored by drilling four borings and 21 test pits. The borings were drilled by Associated Drilling and the test pits were excavated by Northwest Excavating, using a track- mounted excavator. Approximate exploration locations we�e determined relative to existing landmarks. Approximate locations should be considered accurate only to the deg�ee implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plan, Plate 2. The locations of bo�ings and test pits performed i� 1986 are also shown on Plate 2. The field exploration was continuously monitored by an individual from our firm who classified the soils encounte�ed and maintained a log of each test pit, obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate A1, Legend. Logs of the borings and test pits are presented in the Appendix on Plates A2 through A38. The final logs represent our interp�etations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs �ep�esent the �• approximate boundaries between soil types.�In actuality, the transitions may be more gradual. Rep�esentative soil samples were p(aced in closed containers and returned to our labo�atory for furthe[ examination and testing. E�rth Co�wh�nts, Ine. � Boring Log Project Name: � Sheet � Zelman Pro Parcels A, B and C 1 2 Job No. l.ogged by. Start Oats: CompteUon Date: Bo�in9 No.: 3000-3 RAC 10 23 97 10 23 97 B-1 Drillinfl Contactor. Drilli�q Method: Samplin9 Nlethod: Associated HSA SPT G�ound Su�face Elevatio�: Hole Completio�: f 24' ❑ Monito�in Well ❑ Piezometer � Abandoned,sealed with bentonite U W � L o } ! y a Suctace Co�diUo�s: BIOWS d E a � E N E ��) � a � � y � a �. GL VI � N Vl SM (�'opso�to 4') �(LL:Gray silry ftne SAND, loose,wet, considerable wood, piastic, � glass debris, some slag 2 7.4 59 3 -through debr(s at 3.5'to 4.0' � SM Brovm sittty fi�e to medium SAND with gravd;medium dense.wet LL=35 PL=29 5 P�`6 12.g �g -8"coarse sand lense 6 T ML Gray SlLT, loose, saturated 40.0 5 8 9 . . 10 - -increas(ng sand and sandy s�t,very lose.groundwater table �� 2 encounte�ed �� t2 � 26.� s =+:-=� 13 PS Btad poo�iy graded fine to medlum SANO.loose,watef bearing i� _i:;.Q�.�: � 14 � .: ; ,� 15 -i�creasing silt, some s�ty sand ».o >> ;i'Q 16 e.< . 17 o , '! • � 18 r : °' • 19 � Q � i ♦ 'o I � r. Boring Log Earth Consultants Inc. Zelman Property Parcels A, B and C � ``°�"`�'a'"°"`°°'°�'"`$"''°'"°`"''�"'°'" Renton,Washington a Pro�.No. 3000.3 DNm. GLS Dat• Nov. '97 Ct�sck�d RAC oat• 11/3/97 P�at• A2 SubwAacs co�ditio�s depided ropresent ou�observatio�s at tfi�tim�and locabon ot this�xploratory hd�,modit�ed by engineerinq tests, anatysis and judgmant They u��ot neceswily npresentative of other times and locatio�s.We cannot aooept respo�sibility for the use or interpretation by othen oi lnformaUo�presented o�thls lo�. Boring Log Project Name: Shest of Zelman Pro Parcels A. B and C 2 2 Job No. l.oflpad by. Start Oate: Completion Oate: Borin�No: 3000� RAC 10 23 97 10 23 97 B-y Orillinp Contactor. Otilling Method: Samplinq Metfiod: Associated HSA SPT G�ound Suriaca Elevation: Hofe Completion: f 24' ❑ Monitorin Well ❑ Piexometer � Abandoned,sealed with be�tonita u W NO' t O + � N 0 BIOWS d E a ~ E N E �`�� Ft. " a ' �` � > > � N � N N ML Gra SILT,loose, saturated ss.s �o Boring Log �1�►`�a� Sheet ot Zelman P�o Parcels A, B and C 1 2 bb No. Lngged by. Start Oate: Completion Dats: Boring No.: 3000� RAC 10 23 97 10 23 97 B-2 Drilling Contactor: Drilling Method: $ampli�g Mett�od: Associated HSA SPT Ground Su�face�evation: Hole CompleUo�: f 23� ❑ Monito�in Weil ❑ Piezometar � Abandoned,sealad with bentonite U W No L o } � y o SuAace ConCitio�s: BIOWS C E a t E N E �%� � M a � 4. � 7 ] � N � N N SM FlLL-Brown sitty SAND with gravel, loose, moist -contains organics � -becomes gray, no apparent organics 2 , 13.3 �9 3 SM FlLL:Brown to black sllty SAND, medium dense, moisi -contatns organlc deb�is 4 �oppe�wire s 34.4 10 6 7 �0 8 -no recovery -cutttngs same as at 5' 9 - LL-37 PL-31 �p _ �=6 �.s s �� ML Gray SJLT,loose. saturated (native) -contalns organlcs t2 41.5 5 �3 . -tfdC@ S1tlt1 14 15 -becomes very loose 4a.� 2 -contains peat i�terbeds 16 17 18 r °' 19 ♦ � : Boring Log Earth Consultants Inc. Zelman Property Parcels A, B and C ��.�..�,��, � Renton,Washington o Prq.No. 3000.3 Own. GLS Oat� NOv. '97 Check�d RAC Dat� 11/3/97 Plats A4 SubwAace conditions deplctsd ropress�t out observatlons at the tim�and locatlo�ot this exptoratory hols,modiflsd by enginee�inq tests, analysis and judflms�t 1'hey u��ot neo�ssuily nprese�tatiw of other fimes and locations.Wa cannot accept rasponsibility for the use or intKpr�tatio�by othen of i�lo�matio�presented on this by. �aring Log Project Name: —Sheet of Zelman Pro Parcels A. B and C 2 2 Job No. Logged by: Sta�t Oate: Completion Oata: Boriny No.: 3000� RAC 10 23 97 10� 23 97 B-2 Orillinq Contador. Orillin�Method: Samplinfl Method: Associated HSA SPT G�ou�d Suriace�evation: Hole CompleUo�: f 23� ❑ Monitorin Well ❑ P'iazomate� � Abandoned,seaJed with bentonita u � W I`JO' L O �„ N O - . ��= n E d } E N E � �� > � � r � a 0 N � N N ML Gra SILT, loose, saturated ea.4 a L= �' PT Layer of PEAT and o�ganic silt ,, ,�,, 2� , � SM Gray siity SAND, medium dense, saturated � , 24 25 29.9 �g 26 Bo�ir�g terminated at 26.5 feet below existing grade. G�oundwater tabie encounte�ed at 10.0 feet during dn'lling. Boring bacicfilted with • cuttings and be�to�ite. r o� � Boring Log Earth Consultants Inc. Zelman Property Parcels A. B and C „ `°°�°�"`g'�'°""°°'�'"`Q"�'�'m" Re�ton,Washington � Pro).No. 30003 own. GLS at� Nov. '97 a�edced RAC oat. 11/3/97 Plac. AS 0 Subw�faa oonditions depicted�spress�t ou�obs�vations at ths time and bcatio�of this�zplo�atory hol�,modified by e�inse�in9 tests, analysis and jud�ment "fhey u�not nsassarily npnssntatiw of other times and loutions.Ws cannot axept respo�sibitity for th�use or interprotation by othen ot information pnsented on lhis lofl. Boring Log P�olect Nama: st,eec or Zelman Pro Parcels A, B and C � 2 Job No. Logged by. Start Date: CompleUo�Data: Bo�ing No.: 3000� RAC 10 23 97 10 23 97 B-3 Oriliing Contactor: Orillin�Method: SampUnfl Method: Associated HSA SPT Ground Surface Elevation: Hole Completio�: f 24� ❑ Monko�ln Well ❑ Piezometer � Abandoned,sealed with bentonite � ° o t ! y a Surtace CondiUons: W BIOWS 0' E a t E N E �%� � L ] 0 � � � ] V, N N (A SM (4'Topsoii) F1LL•Brown silty SAND with gravel, loose, moist � 2 ML Mottfed brown and gray SILT, medium dense, moisi -trace fine sands _ � �� 3 -contains smali roots 4 5 35.3 � -becomes loose 6 T � 8 SM Moi�ed brown and gray sitty fine SAND, medium dense, moist 16.3 16 9 10 15.6 13 11 12 - SM Gray slfty fine SAND,loose, saturated �.g s 13 -increase in s�t content �096 fines 14 ' 15 -contains large(4') pieces of wood 4a.� �o -becomes medium dense �s » 18 r P �9 O \ � Boring Log Earth Consultants Inc. Zelman Property Parcels A. B and C "°�""d'0'�``�'"`a'"'°n"`�''w"'"°" Renton, Washington � a Prq.No. 3000� Dwn. GLS ozt� Nov. '97 Chedcse RAC Dat� 11/3/97 Ptat� A6 Subw�iaoe conditio�s depictsd ropresent ou�obss�vations at the tlm�and IocaUon ot this expIoratory hde,mod�ed by e�inee�in�tests, analysis and judgment They are not necessarily representatiw oi othe�tfines and bcations.We can�ot aoc�pt rosponsibility for the use or ' interpreta6o�by others oi info�mation preunted on this lo�. Boring Log Project Name: T Sheet of Zelman Pro e Parcels A, B and C 2 2 Job No. Logged by: Start Oate: Completio�Oate: Borinp No.: 3000� RAC 10 23 97 10 23 97 B-3 Drillinp Contactor. Drillinq Method: Sampliny Method: Associated HSA S PT Ground Surface Elevation: Hole Completio�: t 24' ❑ Monitori� Well ❑ P"iezometer � Abando�ed,sealed with bentonite U W �• L O � • N O �� d E d } E Vl E ��) � � ] • lL / 7 ] 0 N � N N P-S 61ack �1y graded SAND with silt, medium dense, saturated 26.s 2s `� -sand fine to medium grained d ' 21 <;o � �:. ;, >:�:. ; r::o. 23 . ':«. , - `,o 24 . e ' � -contains large piece of wood . 45.8 �4 ,� 26 o' >:� 27 .:<: ' ;"r�>�:-�: ,_.a__,.. � . ;:� 7;;.:''. :%:Q.�:� � . - i>• :: /t.;'. ,' _o. 30 -no�ecovery ,:;<. : 27 •;' �: i 31 Boring tenninated at 31.5 feet below existing grade.Groundwate� table e�countered at 12.5 feet during dn�ling. Bo�ing backf'dled with - cutiings and bentonite. r o� Q .�. � Boring Log Earth Consultants Inc. Zelman Property Parcels A, B and C , � "a°°'„"r�e*'°°„'`°°"�"a"y°'"""�''s�"" Renton,Washi�gton o Proj.No. 3000.3 Dwn. GI.S Oat� NOv. '97 Chedcsd RAC DatR 11/3/97 Plat� A7 Subwrfaa conditions depicted r�pnssnt our obssnntions at tha tlme and tocation of this ezploratory hole,modified by�nginee�ng tests, analysis and jud9ment Thsy�n not necassuity representative o(other times and tocatio�s.We cannot axept rosponsibil�ty tor the use or i�terpretation by others of i�tom�atio�p�esentsd on this loq. Boring Log P�al��a= Sheet of Zelman Pro Parcels A, B and C � 2 Job No. L,oqged by. Start Date: Completio�Date: Boring No.: 3000� RAC 10 23 97 10 23 97 B-4 OriQing Contactor. Drillin9 Method: Samplinfl Method: Associated HSA SPT Ground Surface�avatio�: Hole Completion: f 24' ❑ MonRor(n Woll ❑ P'iezometer � Abandonad,sealed with bentonita W No L o } � y a Suriace Conditlo�s: �� d E � � E Vl E �'� F�, � ] a � / 7 ] � N N N GM FlLL:Sil GRAVEI� medium dense, moist � ML Brown SILT with fine sand, medium dense, moist 2 15.7 12 3 4 5 SM Mottled brown and gray fine SAND, medium dense, moist 6.6 » 6 �379n flnes � 9.y 9 8 -becomes loose 9 �o ' �s.s � » 12 13 SM Gray s0ty fine SAND.loose, saturated • 33.3 7 - 14 15 SM Black sitty fine to medtum SAND, loose, saturated I 30.0 g ' 16 -1496 fines ; � » is , � a 19 � < � .. ... Boring Log Earth COnSult�ltS IpC. Zelman Property Parcels A, B and C ��'�"''`°°`°°""te'"`°"�"�,°`5°"'°" Renton, Washington ., o Prq.1�o. 3000�3 Ow�. GLS Dat� Nov.'97 Chedcsd RAC Qat� 11/3/97 Plats A8 SubsuAaw conditions depid�d npr�ssnt our observationa at the tim�and bcation of this�xplontory hole,modified by engineerinq tests, analysis and judflm�nt They u�not nec�ssarily npnss�tatiw of oth��tlrtws and locations.Ws can�ot aocept responsibility to�the uss or ��ta�pretation by others of informat3o�presented on this loy. Boring Log P�ciec!Man,e: sr,eec or Zelman Pro Parcels A, B and C 2 2 .1ob No. �99�bY Start Date: Completlon Date: Bo�ing Plo.: 3000� RAC 10 23 97 10 23 97 B-4 Orilling Contactor: Orlilinq Method: Sampling Metfwd: Associated HSA SPT Ground Surface Elevation: Hole Completio�: f 24� ❑ Monitorin Well ❑ Piezometer � Abandoned,sealed with bento�ite U � W PIO' t O * N O � �� ' E 4 + E N E ('�) � � a � li � � ] � N � N N P-S Black poo�iy graded SAND with silt, medium de�se, saturated �,9 � o -sand is fine to medium grained ;;' 21 Bo�ng tennlnated at 21.5 feet below existing grade. Groundwate� table encounte�ed at 125 feet during d�ling. Boring backfilled wiih cuttings and berrtonite. � � � � � Boring Log ^ Earth COriSultalltS IriC. Zelman Property Parcels A, B and C c�,,��.�..a,,,w�w s�. Re�ton,Washington o Proj.No. 3000� Ow�. GL.S Oat� NOv.'97 Chedced F�AC Dat� 11/3/97 P1at� a9 Subwrface oo�ditions depicted rep�esent our observatlo�s at the time�nd location of efiis exploratory hole,modiTied by enginee�tn9 tesb, anaFysis and judgment They are not necessarfly representative ot other times and locations.We cannot aooept rospo�s+bility for the use or interpreWtio�by oth�rs of i�fo�matio�p�ase�ted on this by. Test P�t Log Project e: Sheet� .cf Zelman Pro Parcels A, B�nd C � � Job No. Lo99ed by: �ata: Tast Pit IJo.: s000� �s� �0 2o s� TP-7 01 ExcavaUon Contactor. C,�ound SuAace�evation: N.W. Excavatin Notes: u W L o + ! y a Surface Co�dltions: G("dSS � a a d .- d c� a �%1 � i o � i � i Q N N N SM FlLL•Brown silty SAND with gravel, medium dense, moist 20.0 � z 3 � ' 4 5 ML Gray sandy SILT, medium dense, moist �� 6 � -mottiings from 5' 8 9 21.6 �� 11 12 13 14 Test rt temilnated at 14.0 feet below exisiin p' g grade. No groundwater encouMered during excavation. r o� � �, Test Pit Log Earth Consultants Inc. Zelman Property Parcels A. B and C �.��..�� Renton,Washington J F Proj.No. 30003 Own. GLS Dat� Nov. '97 dwek�d RAC Dat� t t/3/97 Plate A10 Subw�tace oondit3ons depicisd ropresent our observatio�s ai th�tlrtw and location of this ezploratory hole,modifisd by eng(nee�iny tests, analysis and jud9ment 1'hey u�not necessarily npresentztiw of othK tlmes and bcationa.Ws cannot axept rospo�sibility fo�the use or fnterprotatla�by othen ot i�fortnaUon pnsented on this loq. Test Pit Log ProJect Name: Sheat or Zelman Pro e Parcels A. B and C > > Job No. Lngged by: Date: Test Pit fJo.: s000� os� io 2o s7 TP-102 ExcavaUo�Contacto� G�ound Surface�evatio�: N.W. Excavatin Notes: u W t o � � y o SuAace Conditlo�s: Grdss C � C r d �U � �%� L ? O 4' r 7 ] Q N N V1 SM FlLL•Brown silry SAND with gravei, dense, moist s.s � -plastic 2 3 SM (2`sod) . g�own s�ty SAND. medium dense� molst �� 4 5 6 7 -sloughing in sides 8 -fines co�tent dec�eases �o.s 9 � �o � � � » 12 -siow inflow of grou�dwater 13 � Test it tenninated at 13.5 feet below existi�g grade.Groundwater table encountered ai 13.0 feet du�g excavatio�. � � .: � Test Pit Log Earth Consultants Inc. Zeiman Property Parcels A, B and C �g,�,�,.�..�,��. ReMo�,Washington J � Prq.No. 30003 Dwn. GLS Du. Nov.'97 Chedcsd RAC oat. it/3/97 Plaa A11 SubsuAac�conditions depictsd repreunt ou�oburvations at the tims and bca8o�of this�xploratory hol�,modifisd by�nflinee�infl tests, anaFysis and judgment They are not necessarily rop�esentativs of other times and locations.Ws can�ot socept rospo�sibility for the use or ' interprotatian by othen of infotmatio�presented o�this lo�. Test Pit Log Project Nama: V Sheet ot Zelman Pro Parcels A, B and C t t .bb No. Lnqfled by. Oate: Test Pit No.: s000� �s� �0 2o s7 TP-103 Excavation Contactor: G�ound Su�face�evatio�: N.W. Excavatin Notes: u W L a + ! y o Surface Co�ditions: Gfc1SS • /� d D LL t d V � \'o� L ] � � � � ] � N N N SM Brown siiry SAND, loose to medium dense, moist as•s � ML Brown SILT, medium dense, moist 2 ' 3 ' 4 SM Gray spty fine SAND,loose to medium dense; moisi t29 • 5 6 7 e -becomes dense 9 . � 10 � -becomes wet t� 12 13 -6'diamete�log 40.9 14 15 16 Test pit teRninated at 16.0 feet below existing grade. No groundwater encountered during excavation. � a � < � �, Test Pit Log Earth Consultants Inc. Zelman Property Pa�cels A, B and C `'�°�°a"�a"`'°°''""`°�"`e'"'°""""�"5"°'°'„ Renton,Washingto� J � Pro�.No. 3000� Own. GLS Oate Nov. '9T Ct��dcee RAC Dat� 11/3/97 Plate Al2 Subw�face oo�ditio�a depictsd represent our obsorvaGons at the tim�and location of tfiis�xplo�atory hole,modified by�ngineeri�y tests, analysis and judgms�t Thsy us not necessuily representativs ot othsr times and locations.We cannot aoospt respo�sibility for the use o� ints�preutio�by others of infortnaGon presented o�this 109. Test Pit Log Project Name: Sheet ot Zelman Pro Parcels A, B and C 1 1 Job No. Lnqged by. Oate: Test Pit No.: 3000� DSL 10 20 97 TP-104 Excavation Contactw: Ground Surtacs�evation: N.W. Excavatin Notes: u W L a � ! y o Surfacs Conditions: Gr'dss na d � n c� � i t%) � i o � i � i 0 N N N SM Fll1_Dark b�own/gray s�ty SAND with gravel, medium dense to dense, mo�si is.s � -conc�ete deb�is 2 3 - � 5 ML B�own SII.T, medium dense, moisi 3a.t s � -12'diameter log 8 -becomes dense 25.3 9 - 10 �� Test pit tertninated at 11.0 feet bNow existing grade. No g�oundwater encountered during excavation. r P .r � Test Pit Log � Earth Consultants Inc. Zelman Property Parcels A. B and C ``°e°'y`��'°"''"°'�'°"a"°°"°""°''s�`"°'" Renton,Washington J F Proj.No. 3000�3 Own. GLS Dat� NOv. '97 Chedcsd RAC Date 11/3/97 Plat� A13 SubsuAace oonditions depictsd ropresent our obs�rvatio�s at th�tlme and bcation of this�zploatory hole,modified by e�gtneerinq tests, uulysis and jud�ment Yhey ue not necessarily represantatiw oi other timea and{ocatio�s.Ws can�ot aocept ns�sibility tor the uss o� interprotation by others ot intormation prosented on th�s loq. Test Pit Log Projact Name: " Sheet ot __ Zelman Pro e Parceis A, B and C > > Job P1o. Lnyged 6y. Date: Test Pit No.: s000-� �s� io 2o s� TP-105 ExcavaUon Co�tactor. Ground Su�(ace Elevation: N.W. Excavatin Nates: u — o L � y o Surface Conditions: �af1SS W dn d �; d c� a (%) � i o � i > ; V, N N N SM FlLL:Brown silty SAND with gravel,dense, moist 23.4 � 2 3 • � -4"layer of sod 4 SM Brown s11ty SAND.dense, moist 21.8 5 6 T • 8 9 tlecrease in fines content 11.4 . i 10 1] 12 Tesi pit tertninaied at 12.0 feet below exisiing grade. No grou�dwate� encountered du�irtig excavatton. r o, :. � Test Pit Log I Earth Consultants inc. Zelman Property ParcNs A, B and C `�°"'b•'°"o'b°"'`�'�'"`g"�°'"�"'s�'�.' Renton,Washington J � Pro�.No. 3000� Dw�. GLS Dat� NOv. '97 Chedced RAC Oate 11/3/97 Ptate A14 Subw�face oonditions depictad represent au observations at ths time and locatio�of tfiis�xplontory hol�,modified by�nqinee�infl tests, anafysis and judgment mey ars not necessarily roprese�tative of other timea and bcatio�s.We cannot axept responsibility fo�the use o� interpretatio�by othe�s of intormation pcesentsd o�this 109. Test Pit Log �oi��O� Sheet ot Zelma�P�o Parcels A, B and C � � Job No. Logged by. Date: Test Pit No.: 3000� DSL 10 20 97 TP-�OG ExcavaUon Contactor. Ground SuAace�evation: N.W. Excavatin Notes: u — o t ! y a Su�tace Co�ditio�s: Grdss w a � � �; a c� � (%1 � a • � i � i Q N � V7 N SM FllL•Brown siity SAND with gravel, medium dense, moisi z;.i � 2 ML Brown SILT/sandy SILT, medium dense, moist 3 - � -becomes gray 4 -roots(4'-6'diameter) 30.4 5 6 7 8 9 �ecrease tn fines 2�.0 10 » �2 - . 13 Test pit terminated at 13.0 feei below extsting grade. No groundwater encountered during excavation. r � c " �, Test Pit Log ' � Earth Consultants Inc. Zelman Property Parcels A. B and C ��,�«..�..g,��, I Renton,Washington � J F Proj.No. 3000� Dwn. GlS Dat� Nov. '97 Checked RAC Dats 11/3/9T Plate A15 SubwAace oondiUo�s dep�cted rep�esent ou�observations at the time and bcatio�oi this exPlo�atory hole,modifieG by engi�ee�i�q tests, analysis and jud�me�t They are not nscassarily representative of other times and locations.We cannot accept responsibiliry for the use or htKpretation by othen of infotmation presontsd on thia by. Test Pit Log Project Name: Sheet a( Zelman Pro Parcels A, B and C > > Job No. Logped by. Date: Test P'it No.: 3000� DSL 10 20 97 TP-y OT Excavation Contactor. Ground Su�tace�evation: N.W. Excavatin Notes: a �y L o � � y o S�rtace Conditio�s: Grass � a � a � n c� � (`�) � a a � i � a n N N N SM FlLL•Brown spty SAND with gravel 21.4 � 2 ML Gray brown mottied SILT�medium dense, motst 3 SM Brown s�ty fine SANO, medium de�se, moist 24.3 : 4 5 6 � -Silt cOnieni deCfeaSe s 9 13.5 �� 11 12 13 14 15 Test pit terminated at 15.0 feet below e�sting grade.No grou�dwate� e�countered during excavatio�. � a :. � Test Pit Log � Earth Consultants Inc. Zelman Property Parcels A. B and C "'„""'k"�'°Q''`°°`°a""`g"'`°"�,`x""�"" Renton,Washington J F Proj.No. 30003 own. GLS oaa Nov. '97 Chedced RAC Dats 11/3/9T Ptaa A16 SubwAacs conditions depicted represent our observations at tha time and bcation of this ezplo�atory hols,modifisd by engineertn9 tests, analysis and judgment. They ue not�ecessarity reprosantative of other times and IocaGona.We cannot accept responsibility fot the use or � ints�etation by othero of informatio�presented on this log. Test Pit Log Project Name: ~�� Sheet of Zelman Pro Pa�cels A, B and C � � Job No. Lnflfled by: Oate: Test Pit No.: 3000� DSL 10 20 97 TP-1�$ ExcavaUon Contactor. Ground SuAace OevaUo�: N.W. Excavatin Notes: u W L o � ! y o Suriace Co�diUons: GCdss a � d � d c� d �� L ? � � A � ? � V1 Vl N ML Brown sandy SILT, medium dense, moist as.s � 2 3 SM Grades to b�ovm sAty SAND, medium dense, molst s �.a s 6 7 � 8 -decrease in fines content 9 �.� �o � -becomes wet ii 12 � -caving 13 14 s -s�t lenses, extremely siow in flow �s Test pit terminated at 15.0 feet below existing grade. Groundwater table encountered at 14.0 feet du�ing excavation. � P ti H �, Test Pit Log m Earth Consultants Inc. Zelman Property Pa�cels A, B and C ``o1e°"�@'�""`°°"�'"`�S°ei°"' Renton, Washington J � Pro�.No. 3000.3 Own. GI.S Dat� NOv. '97 Checksd RAC �at� 11/3/97 Plats A17 Subsu�fac�oonditio��s depkted represent ou�obs�vatlons at the tlm�and bcatlo�ot this ezplo�atory hole,modified by engineeri�y tests, ar►a�ys�s ana judflmenc. 71�ey us not necessarity repres�ntative of other timea and locatio�a.we cannot aocept nspo�sibil�ty to�the use o� irKKpt�tation by others of intwmadon pr�sented on Cila lop. Test Pit Log . Projea Mame: sr,eec or Zelman Pro Pa�cels A, B and C > > Job No. l�ogged by. Date: � Test P'it No.: 3000� �s� �0 2o s� TP-109 Excavation Contacior: Cxound Su�tace Etevation: N.W. Excavatin Notes: U W L o « ! y o Surtacs Condtions: Brilsh 4 � d �- d U � (�'� L ? Q � t � ] � N N N SM FlLL•Brown silty SAND with gravel, loose to medium dense, moist �s.� � -powdered brick, metal 2 3 ML Gray sandy SILT.loose to medium dense LL�36 P1�28 a�3.4 4 P1�8 5 s SM Grades to gray siliy SAND, medium dense, moist � � 8 29.� 9 -caving �o � i� �s 13 .-becomes wet and mottled 30J : ` 14 15 Test pit terminated at 15.0 feet below existing grade. No groundwate� encountered during excavation. n c .. „ Test Pit Log m Farth Consultants Inc. Zelman Property Parcels A, B and C `�°""��"''�`�"r 5°"'°"�' Rento�.Washl�gton J � Proj.No. 3000.9 Own. GLS Oat� NOV. '97 Checked RAC Oate 11/3/97 Plat� A18 Subw�tace conditions dapicted repress�t our obs�nrations at th�time and locatio�of this�xplo�atory hole,modifisd by en9ineerin�tests, anatysis and judqment They ue not necessuily ropreu�tativ�of oth��times and locations.We cannot axept rospo�s+bility(or the use or inb�pretatio�by othe�s o(i�tortnatio�prosentad on this bg. Test Pit Log Proje�.;ivame: sneec , Zelman Pro Parcels A, B and C � Job No. Logged by: Qate: Test Pit No.: s000� �s� �0 2o s� TP-i 10 ExcavaGon Contactor. Ground Su�tace pevatio�: N.W. Excavatin Notes: a W L o + ! N o Surtace Conditio�s: Brt1Sh a � n �- d c� � (%) � a o �` i � i � N N N ML erown sandy SILT, loose to medium dense, moist 31.5 � 2 3 4 SM Grades to gray s�7ry SAN�, medium dense, moist� 5 27.9 ' 6 7 8 9 �iecrease in fines content 2s.o �o i >> 12 -bec:omes wet -caving � 13 14 Test pit terminated at 14.0 feet below existi�g grade. No g�oundwater encountered during excavation. � a .\-. �, Test Pjt Log � Earth Consultants Inc. Zelman Propecty Parcels� B and C c�•�+��••�«��",�w Renton.Washington � Pro�.No. 30003 Own. GLS Dats NOv.'97 Chedad RAC Oat� 11/3/97 Ptate A19 Subsurfaw oonditions d�p�cted repns�nt our obsarvations at th�tims and Iocatlo�of this�x loratory hole r•+^a°� '' anaFysis and Judgment They are not necauarily repr�untatiw of oths�timea and k+r�•'^-- �� intKpntatio�by oths�s o(info�mation presentsd o�this loo. Test Pit Log y_ „ r"�oj��e: Sheet of Zelman Pro Parcels A, B and C � � ,lob No. Logged by. Data: � Test Pk No.: s000� �s� �0 2o s� TP-111 Excavatio�Contactor. Ground Surtaoe pevation: N.W. Excavatin Notes: u W L a } ! y o Surface Co�ditions: BfUSh I (`�) " i ' � i � i I � N � N N I ML Brown sandy SILT, loose to medium dense, moist 19.3 � 2 3 4 36.6 5 '� 6 7 . 8 I 9 -becomes wet 3�.0 �� -caving » 12 -G'dlameter log 13 �� Tesi d tertninated at 14.0 feet beiow existln p' g grade. No groundwate� encountered during excavatlo�. � a � v ♦ .. �. � Test Pit Log m Earth Consultants Inc. Zelman Property Parcels A. B and C `�`��'°`"�''`°°`°�'�`��°°"""��"ei°�' Renton,Washington J � ProJ.No. 3000-3 Own. GLS Oat� NOv. '97 Chsdcsd RAC Oats 11/3/97 Plats A20 SubsuAaoe oondiUor►s depicted repress�t out obsenratfo�s at the time and locatio�of this exPloratory hole,mod�ed by e�ginee�ing tests. analysis and jud9ms�t. mey u�not neoessuily ropresentative of othe�times and locationn.We can�ot aocept rospo�sibi�iry to�the use o� fntKpretitio�by others of in(o�matfon prese�tsd on this bq. Test Pit Log _____._� Ptoject Name: Sheet o( Zelman P�o e Parcels A, B and C t t Job No. L.oflfled by. Date: Test Pit No.: s000� �s� �0 2o s7 Tp-112 � Excavation Contactor. Ground SuAaoe�evation: N.W. Excavatin t Notes: a — o r ! y o SuAaca Co�diUons: BlaCkb@Ry BUSheS I W � � n � d u � ('�� i o' � i � a i � N N N ML Brown SILT, loose to medium dense, moist 322 � I 2 3 • 4 5 SM Grades to gray s�1ty SAND, loose to medium dense, moist a�.o s � � 8 �aving � �o � -becomes wet 31.4 ': 11 12 13 14 Tesi it terminaied at 14.0 feet below exlstin p g grade. No groundwater encouMered du�ing excavation. n o� � v . � Test Pit Log � Earth Consuliants Inc. Zetman Property Parcels A. B and C `�°b".,��'�"°°.��„`�a°�"`��"S°"°°" Rento�.Washingto� � F Proj.No. 3000�3 Dwn. GL.S Qats Nov. '97 Ch�dcsd RAC Dat� 11/3/9T P�at� A21 SubwAace oonditio�s depictsd tep�essnt ou�observitio�s at th�Ume and location ot fhis�xploratory hole,modified by�n�ines�i�tests, analysis and�udgme�t They are not nsassariy ropros��tatiw of oths�tlmes and bcations.W�can�ot aocept�espo�sibility for the use o� intwpnution by oth�n ot inio�matio�pnsented on this loy. Test Pit Log Project Name: Sheet ot Zelman Pro Parcels A, B and C > > Job No. Logfled by. Date: Test Pit No.: 3000-� os� �0 2o s� TP-113 ExcavaUo�Co�tadw: Ground Surface�evation: N.W. Excavatin Notes: u � W L o � ! y o Surtace Co�ditions: Grdss d � d t d U � �°'�� L ? 0 4' � � ] 0 N N N ML Brown SILT, loose,wet 37.4 � LL�42 PL=30 PI=12 2 3 � 4 �� 5 6 39.7 � e SM Brown silry SAND,loose to medium dense,wet 2s.s ' 9 -caving � I �o � �� Test pit terminated at i 1.0 feet below exlsting grade due to caving. No groundwate�encour�tered during excavation. r P \ Q � � Test Pit Log Earth Consultants Inc. Zeiman Propecty Parcels A, B and C �ei�'°°"'`'°°�°�'"`B°"�°��`� Renton, Washington J ��„ Pro�.No. 3000.3 Own. GL.S Oat� NOv. '97 C�ecksd RAC Date 11/3/97 Plats A22 SubsuAaa oo�ditio�s d�picted repr�sMt ou�obs�vadons at th�tlmt and locatio�ot this�xploratory hole,modified by��ginse�in�tssts, analysis and judpmeM. T'hsy us not necessarify representatiw oi other Umes and bcations.Ws cannot aocapt rosponsibiliry for the uu o� interp�etatio�by othen of iniormation prese�ted on this loy. Test Pit Log Project Name: � � Sheet ot Zelman Pro Parcels A. B and C 1 1 Job No. Lo99ed by: Date: Tes!Pit No.: sooa� �s� �0 20 � TP-114 Excavation Contactw: Ground Surfaoe Oevation: N.W. Excavatin Notes: � o L ! y o Surface Conditions: BIBCk�fT�f BUShBS W na a +; a u � �� M ] � � A 7 7 � N � N N ML Brown SILT with sand, loose, moist 31.9 � 2 3 • 4 -becomes sandy �8 5 6 7 8 �-� 9 SM Brown sAty SAND,loose to medium dense, mo(st to wet �o _ � » 12 -caving 13 ML Gray sandy SILT, medium dense,wet 33.5 14 15 16 Test pit terminated at 16.0 feet below exlsting grade. No groundwater encountered during excavation. � a i � � � , .. .. �, Test Pit Log ! Earth Consultants Inc. Zeiman P�operty Parcels A. B and C I GeO1D�0�1ees.Gea�b��b 4�vYamnril S�CJQIIW Rento�,Washington I J F Proj.No. 3000.9 Dwn. GI.S Oat� NOv. '97 pwck�d RAC Oats 11/3/97 Plate A23 SubwAaca oonditio�a depicisd represent ou�observations ai th�tim�and bcatio�oi this�zploratory hole,modified by enginee�ny tests, analysis and judqmeM. They ars not necessarily ropresentativa of other times�nd bcationa.Ws cannot aceept�espons�bility for the use or • inte�etatio�by othen oi informatlon prose�ted o�this io�. I Test Pit Log, Pro�ect Nam•: Sheet of !W Zelman Pro Parcels A, B and C 1 1 Job No. loqfled by: Dafe: � Test Pit No.: a000� os� �0 2o s� TP-116 Excavation Contactor. G�ound SuAace�evation: N.W. Excavatin Notas: � — o t ! H o Su�tace Co�dittons: Grdss . W a � d �; d u d �) L 7 Q � M � ? � N N N ML Brown SILT, loose, moist ao.� � 2 -�COfT1e.S RlOii1� 3 4 5 SM Grades to b�own sitty SAND,loose,wet 33A 6 T 8 -b@CO(11@S gfd�/ 9 -caving �o � � �u.� �� -peat seams t2 t3 Test pit tertninated at 13.0 feet below exisiing grade. No g�ou�dwater encourrtered during excavation. r c �I H �, Test Pit Log 9 Earth Consultants Inc. Zelman P�operty Parcels A. B and C ' `°°�°d"�.`e'a+«"``°°`°°""�5"Q'°�°` Rento�,Washington J F Proj.No. 3000�3 own. GLS oaa Nov.'97 C�.dcsd RAC oac. 11/3/97 Ptat� A25 SubwAace oo�ditlons depictsd represeM our observatiom at tl�e tlme�nd bcatlon of this exploratory hols,modified by engineeri�y tasts, anslysia and judyment T'hey us not necessarily representativs of othsr tlmes and bcatio�s.We cannat axept responsibility for tha use o� ints�etation by othen of InformaUon pnsentsd on this by. -- � Test Pit Log Project Name: " Sheet of Zeiman Pro e Parcels A, B and C � � Job No. l.oq9ed by. Date: Test Pit No.: s000� �s� �0 2o s� TP-118 Excavation Contador. Ground SuAace�evatio�: N.W. Excavatin Notes: u i — a t ! y o Su�face Co�ditions: B8f@, shredded wire p�1e W d � 4 � a c� � (96) r a • 'L i � i � N � N N ML Gray sandy sILT, medium dense, motst 16.9 � 2 3 . 4 45.4 S 6 7 -C8V1fig 8 SM Gray sUty SAND, medium dense,wet 9 Test it terminated at 9.0 feet below exlsti p ng grade. Groundwater seepage encounte�ed at 8.0 feet during excavaiion. r P .� � Test Pit Log Earth Consultants Inc. Zelman Property Parcels A, B and C `'`°��"°�''`°°"�'"`�"�"�iS°ei°"' Renton,Washingto� J F Proj.No. 3000�3 Dwn. GlS �at• Nov. '9T Ch�ck�d RAC oat. 11/3/9T P�aa A27 SubwAace oonditions depictsd�ep�ess�t ou�observatio�s at th�time and location of this explorabory hole,modifisd by��pi�esri�q t�sts, a�alysis and judgme�t They us not necsssarily reprosentative ot othsr 6mes and locatio�s.We cannot accept respons�bility for tfie use o� ints�p�etatio�by others of i�(o�mation pnsented on this loq. Test Pit Log Pro�ed Nams: _ „��.. Sheet oi Zeiman Pro e Parcels A, B and C � � Job No. Lo99ed by. �ate: Test P'it No.: 3000� DSL 10 20 97 TP-119 Excavatio�Contactor. Ground Su�tace�evation: N.W. Excavatin Notes: u W t o � � v� a �rtace Co�diUons: Baf@ , a � n +- d � � �%) � a • � i � i 0 N � N N FlLL•Rubbe�upholstery,wires, metal debris . � 2 -tT1I(lI(Tk'11(k1tUf81 SOb 3 - 4 s Test pit terminated at 5.0 feet below existing grade. No g�oundwater encountered during excavation. r a � � � Test Pit Log Earth Consultants Inc. Zelman Property Parceis A, B and C `"�"�.��'�''`°°�°�'".o'w°„"�"r s�'m" Renton,Washi�gton J � Pro�.No. 3000� ow�. GLS oat� Nov. '97 Chsdud RAC oat� 11/3/97 Ptat� A28 Subwriaca canditions depicisd reprosent ou�observations at the Ume anC location ot this�xpbratory hole,modified by enfli�eertnp tesis, analysis and judgme�t Thoy ue not necessarily representative of other dmes u►d bcations.Ws cannot axept rospo�s�bility to�the use o� • inte�etaGo�by others of information prosented o�this bq. Test Pit Log Project Name: Stieet of Zelman Pro e Parcels A, B and C t t Job No. 1.o99ed by. Oate: Test Pit No.: s000� �s� �0 20 � TP-120 Excavation Contactor: Grour►d Surtace�evation: N.W. Excavatin Notes: � — o L ' w o ��acs Co�diUons: Bare W a a Q �; n c� � (%) � i • � i � a � N � N N FlL1:Wood waste, rubber, metal,wires, uphdstery � . 2 -m(nima! natUral so� 3 ' 4 5 Test pit teRninated at 5.0 feet below exlsting grade. No groundwater e�courrte�ed during excavation. r P .r �, Test Pit Log Earth Consultants Inc. Zeiman Property Parcels A, B and C ' `��'°°''`°°�°�'"`a"'`°"°'a'°''S"e""" Renton,Washington J � Pro�.No. 30003 Own. GL.S Dat• Nov. '97 Check�d RAC oat• 11/3/97 Plat• A29 SubwAaos oo�ditions depicted represe�t ou�observations at the tlme and location of this�xplo�atory hole,moditied by enginee�inq tests, analysia and judflme�t They ue not necessarily reprose�tatiw of othe�dmes and locations.We cannot aocept responsibility(or the uu or i�terpretatio�by oth�n of intormatio�pr�sented on this 109. Test Pit Log Project Name: �� Sheet of Zelman Pro Parcels A, B and C � � Job No. t�oggad by. Date: � Test Pit No.: s000� os� �0 2o s� TP-121 Excavation Contactor. Ground SuAace�evation: N.W. Excavatin Notes: u W L a « ! y o Su�face Conditions: Grdss dD n + n c� � (�) � ] o '� i > ; � N N N SM FlLL-Muffle�, metal debris, brown and gray s�7ty SAND with gravel, �e, moist t 2 -coke cans 16.3 3 -piastic � 4 -b�idc deb�is 5 -ptpe fitting 6 ML Gray SILT, medium dense, moist LL�38 PL-30 36.8 � ' P(=8 8 9 �� aving due to seepage �,� �� -becomes wet and dense f '� 12 13 - Tesi tertninated at 13.0 feet below existtn I pit g grade.Grou�dwaie�table encountered at 13.0 feet duri�g excavation. � a .\.. ., , �, Test Pit Log � m Earth Consultants Inc. Zelman Property Parcels A, B and C ``�`��'�°�"`°°�°�'"`�"r5°'"�" Renton, Washington J � Proj.No. 30003 Dwn. GLS Dat� NOV. '97 Ch�cfced RAC Dats 11/3/9T Plate A30 Subwrfaca aonditions depictsd represent our observatio�s at the tlm�and location ot this ezploratory hois,modified by�n�(nee�in9 tests, anatysis and judgme�t They us not necsssariy ropresantativs o1 othsr times and locations.We can�ot accept responsibility for the use o� ints�etatio�by otMrs of in(o�mation prosented on this lo�. ' - BORING NO. � Logged By RWB Date 5/10/86 ELEV. +14± US Depth iN) �y As - Built Graph CS Soil Description (ft � Sample Blows ��a� Well Ft. Oiagram _ s L� � � i:??:::::::: � L • `��: sm Si1ty SA�TD, brown, loose, mois� = 5 ?2 ,'�.' ,';A, i:�`:-:�:�:;:� 5 Q c .'' I._'.;,;'':�:�: � o: .c. .,.�..... �:�.�.�;.�:;:`.::i •J' ' L.1 t7•�•''i..: o . �:�1��;�;:: = 3 'II �... ', -::;=�.::'�: �-• _ " '•:::-::: sp SkvD, dark gray, medium to fine, medium 10 •.; ,_�:''�: dense, wet. T .; : ••�::�=: 13 ,-..:,' -•- ;:;:�� Silt x increases w�th depth grading to ._L. :•;: '�- ___';:. � sil�cy sand 15 r.-:= �:' '^i;r"r`•, , = 19 2� .� �; .�7. 'z;:?�: 20 ;e�..� •�. - ' : � = 15 .a''"e � '� :"• • .�.' -- qG, •�'i-!ti: 25 •C,_C' � .N - " • y�• � •��• '' Sm = 10 30 •"°" :%a;u. ::;::: � . s��: 3p -:'• •o• r-:e. .: .�: ';: ml Saady SILT, li�ht gray, medium dense, �� ' �:' �:;� some organic f ragmeats, wet 1. 11 :::::��-r: "''`��'` . y:::.sG::. i,;.� 35 ':�::C', c:::Ui; �::�:::x: a:;;�::� ��i� • �:J}: rl:�:'.C.:. ��;� :; . � 19 .;•:•' V ;;�!�: '•' 4Q �c: _., ::;J== sp SAND, �ark gra�, medium to zine, densP T 52 ..�>�: — _ �. �:.;�. ::::.::;:;;: to very dense, wet 45 � •.u.=; -- •::� :"':: -:;�; �;''u'::• - (� I �2 '��" V '. c::.�_ 50 :n: .:�f'^ 3i I :>:.: - I -,i.:: - = sm 5� �:�:: >�� 30 Total Depth = 58. 5 feet (Rj denotes bentonite pellets ;�. BORING LOG ti f; STiti`OFF :-!ET�LS PROPERTY �'� /I�� E�TOV, WaSHItiGTO�i �arth ' ''' �:,i�� ' Consultants Inc. �`� �'` � GEOTECHNIGAL ENGINEERING & GEOLOGY proj. No. 3G00 Date �3'J�L3E� Plate A3S. BORING NO. � � Logged By RWB Date 5/10/86 ELEV. +14± A5 - Buift Graph CS Soil Description �fP�h Sample g�� Well Ft. Diagram �'"'�,�-'�-� sm Topsoil, silty SP,ND, brown •L. ;. r�,-:cc=:s:. :• � -'� • • c�tt�}:<<:� = 5 32 •; �+' � ;�; ci��t�"�;'° Silty SAND, brown/mottled, medium to � :�:U,: •-+ �. � •a., i••- �� fine, subangular to subrounded, loose, .. •. ' 1��::�:;:i: � _ ��i ��:; we t = 6 30 .:`: �''�' � . ,##ii.i#3� Sm 10 �• •0.: � •••' ff�$�##��} ,: . _ �-�t�� ` Y Q I 4 ... N I: .f::r.� '� ------ -- 15 (:� '��:,+'�' medium dense ��'- { �� si�. = L O 2 2 ::ai;: }� #f��#�i .•:a.' - •':' 20 :.c.•: ::;o.: i<#f�}ff3f =�ar:. _ ..d•; }•�..`••{f:: .:�.:.: :}�tc'.}r�. = 9 •'a�:: :� � ri�t} •.>; :�t: �f� �F�Ffr --------- 25 �.;: � •�rr� rtt dense ' r�;f.'Fi.�' �Ci: :�1�:�i;�-:+-+ 3 5 Total depth = 29 feet (3) denotes bentonite pellets BORING LOG �� r 111 STERYOFF :�fET�.LS PROPERTY Earth �� I , I� � RF.NTON. WASHIVGTON Consultants Inc. ` ' � GEOTECHNICAL ENGINEERING 9c GEOLOGY proj. No. 3000 Date �tay'86 Plate A32 BORING NO. '' � Logged By RWB Date S/10/86 ELEV. +14± US De th (N) W As' Built G�aph CS Soil Description (fP� Sample� g�o� �o�o� Weli Ft. Diagram . `�` sm Silty S�,�D, bluish-gray, medium dense, +�', . • ',. . � . � (fill) , noticeable odor = 17 30 � , • , . • ., '_ -_:�.:� --- --- - --- 5 '', ==ff;?:==: sm Silty SA.vD, gray, loose, wet, some odor - --:1:�:�: � :i:::_.: --- ---- --- - � 4 �� :• ;.. `c��}j:;.r. sm Silty SAND 10 '°!� _ �;L•: r-[��i� - ----- - - S � ' •.''. � 'O� - - - 29 �L �' �'� . 15 :;�;: a : aa• mh Clayey SILT, tan, soft, some organics •. ;� '. . . , > --_�- -t� SILT and PEAT � 12 s ••,:,,,, — — _0 };:;;�:::::: _ <<}}<<:= se� Silty S�YD, gray, fiae, loose to medium = 10 ~ -;`'• :��: dense 20 ;::�; �'<<�: 2� . �'�' _ .'L.� ��'� _ �:'}'� = 12 .�: _ • :��: 30 ;;�; _ :: •:��: -- . 1�� Clayey SILT� C2i1� medium high,. plastic. � 12 17 :G.•'� .. �"•"' --- �Qtna_o.;-;ar.ics - 35 �'..' .. ..,,., _�;�� S� Silty SA.�D, medium to iine, dense, wet � 47 .q. > —�� — :s.. =. �.•}i~� � .L�. 5. ;_;; - 40 .G' r� :��.,�: Total depth = 44 feet (B) denotes bentonite pellets 80RING I.OG ��• /'� i�� ST��tiOFP �lET�LS PROP�QTY ;,� , - .I; RE\TO`, ;J�SHI::GTO� Earth : �� ' Consultants Inc. ''� ��,�'� �� GEOTECNNICAL ENGINEERING & GEOLOGY P�oj. No. 300c) �ate :'�3v� $(� Plate A33 BORING -�i0. Logged By RWB Date 5/14/86 ELEV. +14± (N) Graph CS Soil Description �fP�h Sample Biows {�� Ft. i�11� �� II''��i!!�;I ml Sandy SILT, gray, some clay. Brick = 9 32 l�ill�Ili rubble at surface, ;nottled, low 5 Y � �'lil plasticity I = 4 35 10 i�l� � 2 -� — ------ — � �'�= 15 —+��= pt PEAT; brown fibrous, very soft� weC ��_.i h` --- -------- = 13 30 :.��i:1: sm Silty SAND, gray, medium to fine, 2� �� medium dense, wet � �S :�:�=�:1= ___ ________ :,.-: 25 rj � � �� ol SILT, gray� very soft, organic, wet I �i�i�l� --- = 2 • i �;�l � l� l _ol Tan SILT___ 30 : . -- t�f�} , �.F`ic sm Silty SAND� gray, medium to fine = 0 , �'-t'-' sand, very lo�se to medium dense, wet 35 ��{: }a��l�t " ' { �Z{{-t:'f If. :{!{111{:• , i �c:t�:},�f 16 16 }ct"�ff�rr � `��r��f-i f-!�� f{"�-��i'-�i� �'��'�3". = 21 22 �f}i�iii�}; � }{:'} . 5 ''��{#�t € �r�th� I��r �:}l�.� 2 9 Total depth = 49 feet BORING LOG � � � STERNOFF KETALS PROPERTY Earth ! � i'� . , , � RENTO:I. WASHINGTON Consultants Inc. � � �, GEOTECHNICAL ENGINEERING & GEOLOGY Proj. No. 3000 Date �jgY� 8(� Piate A34 BORING NO. Logged By �— + ELEV. +14_ Date 5/14/86 (N) Graph CS Soil Description �fP�h Sample B1ows (w) F t.� ,,,�,,.,,; ��!I''"� ml SILT, brown, soft� wet � 5 30 � . ,�..;, �I��iil�i ------- i:�.� .z*,r� ——— — 5 SL �Ll'1". ifi I�f�{f ` ��t::��{ Z 3 25 � . �� Lo :•�� sm Silty SAND, brown to tan, fine sand, :.1: I loose to medium dense 2 22 i �� }�i�f.� 3{ 1 S � �. , ;? �f�#cff{}i = 24 C`�f 1-L��i L� F �: I.. r r�� I� = z� Zs t�..y.:�:,:�:4: � �'�'�� 25 �� {�?z},: 'y{yy•f}�}`'t'' S '•`1t�ti�f.' � Total depth = 29 feet BOR�NG LOG 1I`� I, �;�, STERVOFF MET�LS PROPERTY I'I • �� REVTON, WASHIVGTON Earth ; , � Consultants Inc. � ��' GEOTECHNICAL ENGINEERING & GEOLOGY p�oj. No. 3000 Date �gy�a(� Plate A35 TEST PIT NO. �— Logged By RWB Date 5/10/86 Elev. +14± Oepth W (ft.) USCS Sail Description (ga) � FILL N/A FILL, unit consists of shredded non-metalic auto parts in sand/silt matrix. Unit is gray and wet 5 -- ---------- S ?;?k" sm Silty SAND bluish gray .,t}t:- , , medium to fine, loose, r`::::`:c;: occasional clay-silt inclusions �� Total depth = 9 feet 15 Logqed By RWB o�e 5/10/86 TEST PiT NO. �— Elev. +�4± a - Y/A FILL, mixture of steel slag mixed with native soil, traces of oil 5 ---- --- -------- I;' ml�mh Clayey SILT, bluish gray, mottled, soft, medium � plasticity� moist 1; 10 Total depth = 8 feet 15 I TEST PIT LOGS I !' �� STERNOFF METAL.S P�OPERTY : i�l ;:; • �ENTON, WASHINGTOv Farth ,;; Consultants Inc. �' ��' � GEOTECMNIGAL ENGINEERING � GEOLOGY p�oj. No. 3000 Oate ,�Qgy'g(, Plate A36 I TEST PIT NO. �- � �ogged ay RwR Date 5/tn/AE� Elev. +_ Depth W (h.) USCS Soil Description (9(,) 0 sm FILL, silty sand, black with some oil �i.' i �,III ml SILT, tan with fine sand, loose, non-plastic, i��' � []l01 S C ij�� I 5 � If � Total depth = 6 feet 10 15 Logged By R� Elev. +14± Date 5/10/86 TEST PIT NO. �_ 0 -cti; � ft�;l�I : � ml/ Sandy SILT, brown to tan, loose to medium dense, ;.:. � �'�' '` sm some roots �'�'r �i :;:;�i� �•;•� ! t-. . :�:� i� .,.: ��J��; 5 Total depth = S feet 10 15 TEST PIT LOGS !'�' �� STER�OFF :tET�LS PROPERTY �i� " RE:ITON, '�?�SHINGTO� Farth � ; Consultarits I�c. `��' GEOTEGHNICAL ENGINEERING 6� GEOLOGY Pf0). No. 3000 Date i'I1}��86 Plate A37 TEST PIT �lO. �_ Logged By RWB p�e S/10/86 Elev. +14± i Depth �y {h,) USCS SoilOescription (g�a) 0 N/� FILL, debris includes ash-slag, brick, concrete � . and scrap iron ,�� ;! ---- ----------- �I ml SILT, bluish-gray, slightly mottled, occasional 5 I organics, noticeable H2S odor I I Total depEh = 7 feet 10 15 Logged By RTh'B T EST P !T N O. 6 Elev. �'14± Date �/10/36 0 -::zi�i . �=::)�! ;?; I� �1/ Sandy SILT, brown, fine, loose, moist ,.r;�;I `f I�� Sm --------- l�i .i - - - 5 ji�i�i ml Clayey SILT, brownish-gray, mottled, soft, moist ,:�� to wet Total depth = 7 Eeet 10 15 TEST PIT LOGS i I i; STER:�OFF `�ETALS PROPERTY i ,, Earth � �� '` ' RENTO?!, WASHINGTOv i L�; Consultznts Inc. �` GEOTECHNICAL ENGINEERING � GEOLOGY Proj. No. 3000 Date ;(yy�$6 Plate A3a � � � � zo - x m , , APPENDIX B � LABORATORY TEST RESULTS E-3000-3 Earth ConsuhenU. 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P.L. P 1. Water Test Pit (ft) Content • B-1 7.5 Gray SILT ML 35 29 6 34.7 �► 8-2 10 Gray SILT ML 37 31 6 37 .5 Atterberg Limits Test Data �I�h C��ISI,�t�l� InC. Zelman Property Parcels A, B and C , Renton, Washington cea�cf.,oi fi+o�,«z ceob�.�iwrono«�w s�+e�n.e Proj. No.30o0-3 Date xov. '97 Plate �6 ioo � � x 60 w � 0 Z >- �►- ' U N 40 `�—A-Line Q � a � ' ' C 20 "'L.�� ♦ ' C�-ML I 0 20 � 40 60 80 100 �! LlQUID UM(T �', NQt ura i Key �� h Soil Classification USCS L.L. P.L. P 1, yym� T�' � �f#� Conte�t � TP-lQ9 4 Gray SILT ML 36 28 8 37.1 � TP-113 1 Brown SILT ML 42 30 12 42.2 � TP-115 S Brown SILT - ML 36 29 7 35.4 � TP-117 S Gray SILT ML 38 31 7 39.5 � TP-121 7 Gray SZLT �tL 38 30 8 38.2 � Atterberg Lirnits Test Data . ( i ' Earth Consultants Inc. Zelman Property Parcels A, B and C � �,,,,,�,F,�,,,�,,,��,�„wu;�, Renton, Washington Proj. No.3oo0-3 Date Nov. '97 Plate B7 VII. BASIN AND COMMUNITY PLAN AREAS \� I I C • I ` � J I I � I � I • I\ � e �' . 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Q�0 s: 0. 0003 TcReach - Shallow L: 190. 00 ks: 11. 00 s: 0. 0400 TcReach - Channel L: 40. 00 kc: 42 . 00 s: 0. 0250 TcReach - Channel L: 380.00 kc: 17. 00 s: 0. 002� TcReach - Channel L: 100.00 kc: 42 . 00 s: 0. 02U0 impTcReach - Sheet L: 50. 00 ns: 0. 0110 p2}�r: 2 . 00 s: 0. 0060 impTcReach - Channel L: 540. 00 kc:42 . 00 s:O. 0 70 PEAK RATE: 3 . 06 cfs VOL: 3 . 56 Ac-ft TIME:. 480 min