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Home My WebLink About02941 - Technical Information Report Z 9'�� ENGINEERING REPORT � - Technical Information Report - Renton Technical College Technology Resource Center Project No. C990308-05 Ntay�,2ooi � � �� Sa� r�rn-�� a.Y: y,�f�. .r"�� a� '�U �� ,:.dgS �'t� -ri f� .,h�fy �'x.��a r . �� a' M-- ��.�yr�s3b.�*c�C.'�ay�ek� -•`o� �.+Fsr� � �,�,'��s� �y�' ty� a , > � ��,�; :. a,� z' �.Q 'h.,a:"� 2y� ,<�'��a 2 s - Yi�Rl. . ,� 6�-: g - `�'t � I PREPARED FOR: Renton Technical College 3000 Northeast 4`�Street Renton,WA 98056-4195 Contact:jon Pozega Barry Baker PREPARED THROUGH: S.M. Stemper Architec�s 217 Pine Street Suite 700 Seattle,WA 98101 Contact:Jerry Osborn,AIA `.�� C• p�� Paul Aiello QS� '��'c'�' ,� � �>:�y \ r`�' � oF REN�r��h { � t{`�� — � PREPARED BY: ' R C�V�� ;� Coughlin Porter Lundeen .o „� 2s,�� =- �4 � 217 Pine Street ��`�ssrorrnL�� ti1ti°p Suite 300 JUN 1 � ��()� !lN Seattle,WA 98101 �D�G UIVrSMp� �` Phone: (206)343-0460 EXPIRES Ct/23/2002 ' Contact:Mr.Steve Porter,P.E. COUGHLIN PORTERLUNDEEN 2��l Technical Information Report Technology Resource Center Renton Technical College Coughlin Porter Lundeen Project No.C990308-05 May 22,2001 Table of Contents Section Page � I. PROJECT OVERVIEW........................». ..........3 ....................................................................................... I GENERAL DESCRIPTION...........................................................................................................................................3 EXISTING DRAINAGE AND SI'I'E CONDT[TONS...........................................................................................................3 PROPOSED DRAINAGE SYSTEM...............................................................................................................................4 II. PRELIMINARY CONDITIONS.......»........................................................... .....................................5 COREREQUIREMENTS.............................................................................................................................................S SPECIAL REQUIREMENTS.........................................................................................................................................S III. OFF-SITE AivALYSIS........................».»..................................................................................»..............7 IV. SITE HYDROLOGY ANALYSIS AND DESIGN..................................................................................8 STORM RLJIVOFF CONTROL ANALYSIS.....................................................................................................................8 WATERQUALITY ANALYSIS...................................................................................................................................9 V. C0�IVEYANCE ANALYSIS...................................................».............................................................10 VI. SPECIAL REPORTS AND STLTDIES...................................................................................................11 VII. BASIN AND CO1�II�IU:�IITY PLAlVNING AREAS.............................................................................12 VIII. OTHER PERMITS...................................................................................................................................12 IX. TEMPORARY EROSION AND SEDINIEnT CONTROL................................................................13 X. BOND QtiANTITY WORKSHEET..................................................................................... ............14 XI. MAINTENANCE AND OPERATIONS MANUAL.............................................................................15 Figures FIGURE 1-TII2 WORKSHEET FIGURE 2-VICL�TITY MAP �1TY OF RENTOI� FIGURE 3-SCS SOILS MAP-I�NNG COUNTY AREA SHEET#11 RECEINI�� FIGURE 4-REDUCED USGS TOPOGRAPHY MAP `IUN � � ZOO� FIGURE 5-EXISTING SITE COi�1DITIONS ��I..��{y ��V�� COUGHLIN PORTER LUNDEEN May 22,2001 P:�Renton Tech.College-Teclr.Resourae Center�Drainage�Report`TIR_Report.doc FIGURE 6—PROPOSED SITE CONDITIONS F'IGURE 7A to 7F—SENSITIVE AREAS FOLIO MAPS FIGURE 8—DOW�iSTREAM OFF-SITE MAP FIGURE 9—PROPOSED DRAINAGE CONDITIONS FIGURE 10—CONTRIBtiTING BASINS FOR WATER QUALITY TREATMENT FIGLRE 11—DEVIOLITION A1�iD TEiVIPORARY EROSION&SEDIMENT CONTROL PLA.�1S COUGHLIN PORTER LUNDEEN 2 May 22,2001 P:\Renton Tedt.Coliege-Tecic Resourrn Center�Drainage�Report�TlR_Report.doc I. PROJECT OVERVIEW General Description The following Technical Information Report(TIR)provides the technical information and design ' background required for developing the Drainage and Temporary Erosion and Sed'unentation Control(TESC)Plan for the project The design for the new Technology Resource Center at Renton Technical College will be based on the requirements set forth in the 1990 King County Surface Water Design Manual(KCSWDM). The proposed Technology Resource Center is located on the Renton Technical College campus, which is located at 3000 Northeast 4�Street in Renton,Washington(see Figure 2-Site Vicinity Map). T'he project site is adjacent north of Northeast 4�Street,east of Jefferson Avenue Northeast,and south of Kirkland Avenue Northeast. The project lies within the Lower Cedar River community basin and drainage sub-basin. The site currenfly consists of a paved student/faculty parking area and landscaped areas. The primary development involves the demolition and clearing of landscaped areas for construction of a two-story 25,800 square foot building. Additional improvements includes overlaying an existing parking lot,construction of concrete sidewalks and plaza areas,landscaping,and installation of associated utilities. T'he project will provide stormwater runoff control and water quality treatrnent per the 1990 King County Surface Water Drainage Manual{KCSWDM). Surface water runoff from new rooftop areas, parking areas,roadways,and walkways will be collected via catch basins and area drains before draining into an onsite system that will provide 100�o infiltration for the stormwater. Storm runoff from new asphalt areas subject to vehicular traffic will be routed to an underground water quality vault prior to discharging into the site's infiltration system. An overflow mechanism is also designed as part of the infiltration system that will discharge the stormwater to the public storm system in Kirkland Avenue Northeast/Northeast 5�Street(in the event of a storm event greater than the 100-year storm event or unanticipated plugging of the system). In addition to adhering to the requirements established by the 1990 KCSWDM,all storm improvements is designed and constructed in accordance with City of Renton Engineering Standards. Existing Drainage and Site Conditions The project site consists of approximately 2.55 acres of the west portion of the Renton Technical College campus. The site is currenfly comprised of landscaped areas,asphalt and gravel parking areas,paved roadways,and concrete sidewalks(see Figure 5-Existing Site Conditions). The project j site lies within the Lower Cedar River Sub-basin of the Cedar River Drainage Basin. The site slopes from east to west and varies from 0.5% to 209'0,with the northwest corner being the"low" point of the project area. The area consisting of 20°� slopes is located at the northwest corner of the site and has a vertical relief of 5 feet over a length of 25 feet. According to King count}�s definition of"steep slopes",we believe that the project site topography dces not apply to steep slope restrictions. A COUGHLIN PORTER LUNDEEN 3 May 22,2001 P:,Ren ton Tecli.College-Tech.Resource Center�Dminage�Report\TIR_Report.doc landscaped berm,with trees,located on the west edge of the project separate the site from the Jefferson Avenue Northeast right-of-way. Storm runoff drains off-site in one of two ways:starmwater is collected in catch basins and conveyed to the Cit}�s storm main;or stormwater sheet flows off-site towards the Cit�s right-of- way.Approxiuiately 2.09 acres of landscaped and sidewalk areas,indicated as"Sutrbasin A" (see Figure S),sheet flows northwest to another catch basin,which then conveys the runoff to a storm main in Kirkland Avenue Northeast. Stormwater from"Sub-basin B" (see Figure 5),which consists of approximately 0.46 acres of existing parking lot and drive lanes(to be overlaid and maintained), currently drains to an existing catch basin located southeast of the entrance to"Building D". The collected stormwater is then routed under Building"D"and we believe discharges(via a wye connection)into an 8-inch storm pipe before eventually being routed into the Kirkland Avenue Northeast storm system. Proposed Drainage System The proposed project will add a new 25,800 square feet building with associated landscaped and parking improvements along the west edge of the Renton Technical College campus. Parking improvements will a]so include the overlaying and re-striping of the existing student/faculty parking lot and a new south parking lot. In addition,new storm,sanitary sewer,water, telecommunication,electrical,and gas utility improvements will be constructed(see Figure 6- Proposed Site Condin'ons). The proposed drainage system for the project site will collect runoff from new building roof,new asphalt paving,concrete sidewalk,and landscaped areas. The stormwater will then be infiltrated 100% for storms up to and including the 100-year storm event An underground vault located at the northwest corner of the site is designed to provide the required volume to infiltrate the onsite storm runoff. The proposed storm system consists of a typical catch basin and closed pipe system,one underground water quality vault,and an underground infiltration vault. Surface runoff from new parking areas and drives will be collected with catch basins and treated for water qualiiy first,via an underground wetvault,before conveying to the underground infiltration vault.Surface runoff generated from the rooftop of the proposed building,walkways,and landscaped areas will be I collected via roof downspouts,catch basins,and area drains before being directly routed to the I underground infiltration vault The footing drains will also be tight lined to the vroposed ''� conveyance system. , The existing parking lot to be overlaid will be treated separate from the other site improvements in regazds to stormwater treatment. According to King County standards,the parking lot being overlaid with a fresh coat of asphalt is not considered as"nerd' impervious area subject to vehicular traffic. What this means is that this area does not warrant stormwater treatment for water quality. In addition to being exempt from water quality,the overlaid parking lot is also considered to be exempt from storm runoff control. The reasoning behind this premise is because stormwater from this parking lot will maintain iis current drainage course,which currendy drains to an existing catch basin,and will not add any new impervious area to the lot. COUGHLIN PORTER LUNDEEN 4 May 22,2001 P:�Renton Ted�.College-Tech.Resource Center�Drainage�Report�TlR_Report.ctoc Page 1 of 2 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - � • � � • � - - � � • - • � � • Project Owner Renton Technical Colleqe Project Name Renton Technical Colleqe-Technolo4v Address 3000 NE 4th Street, Renton,WA.98056-4195 Resource Center Location 3000 NE 4th Street.Renton,WA.98056-4195 Phone (4251235-2352 Project Engineer Steve Porter.P.E. Township 23N Range 5E Company Couqhlin Porter Lundeen Address Phone 217 Pine Street,Suite 300.Seattle.WA, Section 9 98101 (206)343-0460 Project Size 2.55 AC Upstream Drainage Basin Size AC - � - • • � ❑ Subdivision ❑ DOF/G HPA ❑ Shoreline Management ❑ Shori Subdivision ❑ COE 404 ❑ Rockery � Grading ❑ DOE Dam Safety � Structural Vaults � Commerciai ❑ FEMA Floodplain ❑ Other(NPDES) ❑ Other ❑ COE Wetlands ❑ HPA • � - • � � - . . Communiry Basin Lower Cedar River Drainaae Sub-basin(located within the Cedar River Drainaqe Basin) Lower Cedar River Communitv Basin ❑ River ❑ Floodplain ❑ Stream ❑ Wetlands ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundwater Table ❑ Lake ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other ❑ Lakeside/Erosion Hazard • � Soii Type Slopes Erosion Potential Erosive Velocities Arents. Everett.SCS'B' 0.5%to 20% ❑ Additional Sheets Attached 1/90 �—_ Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . . • . REFERENCE LIMITATION/SITE CONSTRAINT ❑ ❑ ❑ ❑ ❑ ❑ ❑ AddiGonal Sheets Attached MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION � Sedimentation Facilities � Stabilize Exposed Surface � Stabilized Construction EnUance � Remove and Restore Temporary ESC Faalities � Perimeter Runoff ConVol � Clean and Remove All Silt and Debris � Ctearing and Grading Restrictions � Ensure Operation of Permanent Facilities � Cover Practices ❑ Flag Limits of NGPES � Canstruction Sequence ❑ Other I ❑ Other � ❑ Grass Lined Channel ❑ Tank � Infiltration Method of Analysis 1990 Kinq Countv Surface � Pipe System � Vault ❑ Depression Water Drainaae Desiqn ❑ Open Channel ❑ Energy Dissipater ❑ Flow Dispersal Compensation/Mitigation of ❑ Dry Pond ❑ WeUand ❑ Waiver Eliminated Site Storage ❑ Wet Pond ❑ Stream ❑ Regional Detention Brief Description of System Operations An infiltration svstem consistinq of an underaround vault and Uench will be installed to control surFace runoff. An underqround vault will also be installed to treat new imoervious areas subiect to vehicular traffic for water aualitv. Facility Related Site Limita6ons ❑ Additional Sheets Attached Reference Facility Limitation . • . . - ❑ Cast in Place Vault � Other Pre-cast Vault ❑ Drainage Easement ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Easement ❑ Rockery>4'High ❑ Tract ❑ Structural on Steep Slope ❑ 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 ��'•• 5��'2 1 knowledge the infortnation provided here is accurate. s�9�e�oare 1/90 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION � I �,y�S, t ::.F ° .�4A.x `3�`r.�.' -rr _,�� a€'.�.� s<�`-E �:+tr, y .,.._, ' . . �fi`.-,.-?'.i+-�i�� '� �i � 62�� , hE � g �Q�z c1 �! �� >} ��r a��e a`'� dfl.pMi� �s� � , z -�" {F5-'s s � < > � 3'�'- ,,x Ce�,e z � � �4»' �,��'e 8T� -TM� �_''�� rj + �} �'; , 1� s�.� p : ;� � � H6L87�.,,.,..51� � r'E +�_� �� % �8 ��07 �'< �i �_�h � z : , xl 3 �c�. 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CE!ETERY '��3 �� , �i-____..f '�,.'�-�-- Wr`�� i ST � ' � r �SE �N� � PL� SE �' ,�._i.}'""' �..4, ._�.�—�'u—t .I Sf. � � � � ��1 � `sR4�� `Qti,.r'; '��1 u q �� _ - cr•��.� ��:. ,r � -�m. � Fi ure 2- Vicinit Ma 217 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343-0460 • Fax (206) 343-5691 COUGHLINP�RTERLUNDEEN A CONSULTING SfRUCTURAL AND CIVIL ENGINEERING CORPORATION - - --- - � : rl J• '•. _.`: „�� ,:i- • ~ ; ; `' � F : • • . . _ • . ��.:I!M � i AmC �� ' ;i'�igft�xnd �- :�.` i�` i; I• •i� Ur , -`� ~' +� scn ' '' i � �: z - �: ~:; K�oc �� ;:�; �: ; , a .S/�� :' ' •� ��:. ' ; i:- _ : : g � m�F. •�' '.--� �_��`� -; •g • '413• A�� i ' � �� ' P��gC'ti', ��' j `;.- _"' �'� O • � � ----r°��;: �� . .. ., : •..... :' 1'' :� �� , - 1 . �r ,. ; �i ��. A� > • •• '� r_ ,� •�' �� _ � �`,r� �► . • � , II, �__== _==-':l' , J a �1 � � Trailer . . i�. n .EvB I � � � ;BM : ' I i�` �� ■• � '� ark'. i; u II 1 n .B uBM . � t f' � .1� 94 y _,' i '__ .ti .. . . . . .. - % � � M i ;; '33 4 . 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AmC . �� / `' o/f C�u � �:c1. .1�-- - ��- - `\\ A8C � A j- �se • -' InC ;, o � - _ I ---��`_.,---•----•- / • . . • _ ,:: _ _�- _�__�-'a _ � .'�, -- - " �� a-.�' ��"-`��;;-.--_o � . , � Rh L 'J' �� "" � __�.y � Q°' i � �'� � •,\ --•--=-•-i�,o -• I'; �LQ��6,r�d,r�. •� ,C \�� AED _`�IJ� •� •�^ `_� Py _ -_�_- - o Substa�AmC� __ � ('•, �ro � -- --- __ �� • .� . ,�.� n c ,y` ��. 'Ag� '- -- � ' •��.�_AkF ___-• `: ` Sp •T��._ .�„ �� P �� . a " '� , � . � �A D 'ZO a++a%�A 21 � ,�e` B � — •�� °� �° �"- • `Fi ure 3 - SCS Soils Ma AM = 5�S So u- T� .q,QE�rS,Fl�i2 Err M�+�t 217 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343-0460 • Fax (206) 343-5691 SOIL LEGEND Tha firat capital letter ie tha initial one of iha soil name, A second copital kiter, A,B,C,D, E,or F, Indicotas tM class of slopa. $ymbols without a slope latter ars thosa of nearly'leval soils.' � SYMBOL NAME e«,,,da�Y,, Ag8 Alderv.�ood gravelly aondy loam,0 to 6 p�rcant slopes Srme..:_. AgC Alderwood gravelly eondy laum,6 fo 15 parcant slopee • County, AgD Alderwood gravally�andy loom, 15 fo 30 parcenf slop�s AkF Alderwood and Kitsap soils,very steap Civfl to+, � Am8 Arenis,Alderwood material,0 to 6 percent slopes+ r 6 to 15 psrcent alopee w ��Of��` An rents, Everott rtarerial• . Reserv67 BeC Beausite gravelly sandy loom,6 fo 15 percent slopes 5��poi BaD Beausite yrav�lly sandy loom, 15 to 30 percant slopes � � BsF 8aausite grawUy au�.�y Iwm�4C t�.75 ysna�il tio�»a Land ar�.a Bh Bellingham eilt laam . . 'Tow�shi < Br .Brlscof silt loam P Bu Buckley sllt loom Township c Cb Coostal Beochas Secti«i lin� Ea Earlmont ellf loom Sectlon lin� Ed Edgewick fina sondy loam Township I Ev8 Everett grovally sandy loom,O to 5 parcent slopas - EvC Everett grawlly sardy loom,5 to 15 percent slopea �ection lir� EvD Everett gravelly sardy loom� 15 to 30 peresnt slopes � EwC Everett-Alderwood grovally sandy loams,6 to 15 percent slopes ��`�� • Boundory r InA Indianolo loamy fine sand,0 to 4 percent slopas InC Indianola loomy fine sand,4 to 15 percent elopes United$tor InD Indianola loamy fine sand, 15 to 30 percant slopes � Kp8 Kitsap sllt loom,2 to 8 percent slopes Bui Idings � KpC Kitsap silt loam,8 to 15 percent slopes � KpD Kitsap silt loam, 15 to 30 percent slopes School, c KsC Klaus gravslly loomy sand,6 to 1$percent slopes - Building� Ma Mixed allwlal lund '�l . Power rra�.- NeC Neilton very 9rovelly loamy sand,2 to 15 percant elopes Telephonr_ Ng Newberg silt loam � Nk Nooksock ellt loom , Wells oth�r No Norma sardy loam Tanks� oi�l, Or Orcae paat � Lxoted o� Os Oridia silt loom OvC Ovall gravally loam,0 to IS percent slopes OvD Ovall gravally loam, 15 to 25 percent slopes ' OvF Ovoll grovally loam�40 to 75 percent slopee . � H«izonta.i: Tablet,.- Pc Pllch�ck loamy fine sard Pk Pilchuck fins sardy loam � Othe�- ' Pu Puget ailty cloy loam Py Puyallup flne sandy loam Horizonr Any rr + RoC Ragnar fina sandy loom,6 to 15 percenl slopes RoD Ragnor fina sandy loam,15 to 25 percant slopes Vertical RdC Rognar-Indianolo ass«fatlon�sloping• . � � RdE Ragnar-Indlanola assxiation�moderately steep• Other; Ra Renton sllt loam Checked Rh Riverwash Sa Salal sllt loom i $h $ammomish�- ' $k $eatile muc- Sm $halcar muc� Sn SI sllt loarr. $o $nohomish s��. � � $r $nohom5sh sllt loarry tol<k suria,.� , ��,� � $u $�Ito�sllt loam Tu Tukwila�_�4 IUr Urban ;� : Wo Woodlnvl:.r ,�. �,...�� ;I � The eomposftlon of ihese units is mwe variable than that of the orF.ers In tha oraa,b�t If has be�n controlled wall enough to Interprat for the � expscted use oF the soils. � � COUGHLINPORTERLUNQEEN A CONSULIING STRUCTURAL AND CIVIL ENGINEERING CORPORATION I .� 1�. � E �. ...e.��— 4},, __y.__,_�h � �..,,� s ! j `�-�....,....._..._._..} ,'1 �"� a� �I f �� ' � `�:� �;�,...,�, � s �' `. � � , � 7 ��^-�-�--�--��----~—�-�--- � i � � >_ --- ��-�-�.�� r � ; f , _ �, t , � � � ,., �_ � � � � i�,�,�s,...` ��Yc �� ..`�-�.,i; t(� "�'.'.t K�wai�,s� _' ._ I �. t� y �_�, s �. �.."�� , �'� F �.\ � { �.Par,k, � i �� 'j �-`{ � �n� ,.,- � J//�� # � f'^.;7 f � �Hon y 1{{A((��''ew � �� t�`, t�.. � � � � t\T . �� ..�j�-_�^^�3..._....�..,_' 1 - � SCIi� � �� '-"'�� `� � \ ��,i'�_ ��1�311d� �'}�,V = f 3�4 � j �''~''''j � .��.x. � �! ��,�` t�.��, ,� r �`��.`, � �_ �\ ,��r� �._-._e:�..,.._,.t � 1 �� . .�. � �... .� � y, , ;"' - � ��4 �t,��k; + ��. •�� ,i��-»-�� ,/�/'�� € •• y�� II � � `��\ � . 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' ,� � ' r `,:� _,,.T 4 , 1 -�� x i `i nnt,oi � � i" , , ',� �y ` h� � � P ' � __..; �� `�... � , , '1 ��.- �j:�tr� ,. f '� � l �390' ' ;;'� {� ,� � „,. t ;} , �`�•1 " .a./ ti �.��..,.�.,.�.a �J �•� ` \�� .-�� 1 � / �, � ,p� ... ..n. �F�..r`\ ', � � �`�..:� O� r� -"�`�� . i%f"..7 . 1.�J J,�r�: ! �,� . .. .--_I�'.� !� '"l � i � L _�'� �' ,t ��n' Fi ure 4 - USGS To o ra h Ma 217 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343-0460 • Fax (206) 343-5691 �OU�HLIN PORTERLUNDEEN 1 ' ` � � ! r 1 A CO ULTiNG STRUCTURAL AND CIVIL ENGINEERING CORPORATION � S U B-B A S I N �B' d r a i n s t oi P.�(1 3 t 1 � ! 2 �P� E STREET—SUITE 300 P: 206/343-0460 � S ATT E,WA 98101 F: 206/343-569 I SUB-BASIN 'A' drains to ezisting i CB #7844 and discharg�� to t�e� ' C B #8 0 2 0 an d disc harges to t he F low Arrows (typ) � 1 8' s torm main in N.E. 5 t h S tree� i � 18 storm main in N.E. 5th Street .. �� , } ; ; � � �a ��'. � � ' ' � f � � / � M I /I� �� . � �✓% � /-�.•Y v 0 I i � � � \ � � ��_ ' � ,_ � f i �I ��,e�` f / ,,-,�� . •, _ _ � _ � I I .,. � E f- �. _/� ��+f�.�l �.. C ��F �` i f j � � R�• __.-._...� —.- " � rN.!'✓ / \�.DO �� I . . � I I I � � � f ' h 'K . -- • �� •L � � � � ' I � / f " ,�,,,x,�-.t f {.{ i � ; �; ;�,� -�'.'� �� R ':01 �� ; ; � � � o so ,o0 200 O' R �� '. � � I � PROPOSED TECHNICAL �'� �` , �" � _ �� ;r � � `� . ;� �� ; ; � ... x , � ' ., . . r ► , � RESOURCE CENTER ,• L . � �x�c�a � ,. � , :—` ---- •y,=�=-- -� `� � � � L 1n _ �, R a �; � � � � � ; ; , , SCA E �� LOCATION � i : , . _ — ' � � � , � SUB-BASIN 'B' �,' � ' + ' � � � � ; � i. I . , � ;, SUB-BASIN BOUNDARY /,- � � , ,- � � ' � � 0.46 ACRES �' ( � � � � � CfYP) � � �� / � � � � , + .� ' ; � , � �:. . , , f J ` � r � I/�� ' � I / . /� � ' � � i a „ � ; ' i � , I� , _ _ __ . � o �' � : � i � � s � � a BULDING'A' �i i � ; I 1, - r'�:,�� , '❑ � �' f � � � ,'. ` � a �I ,{ �' � I ' � I � � � / . e �,� - I ; I , j .r� � ��g _ � . . j � � `'' / - �.� ' I ; I j'. � � � i I � U� � , � .. o, � � SUB-BASIN 'A' ' � � � � �� ' � � � , 1 , � , , 1 r '! � . � 2.09 ACRES � �� ; � � � ; � ; i , � '` i� I ; �i ��; � 3�. i � , � � � '.�� ii-'� . .. ! ,� �`�� _ ,.. � f ,I . ! � . . i .. .. ..�'- .. �-.... � . � ' "' " ' - -, __. ' .. � . �' �',� I � � �' � - - � - � � I • I � � � =� � - " - - -_ _ \ r ;� ' � � �i _ = - _ , , , � '� . � �I '• �,�' ys i ` _ j _ �i� � ' � / ,� � {,- }.�i�� I � ' - - - i i � � _ .- . • . - - _ , — — ,. . �. ,, ] .. .. • ,. ,� V ._ — --- �V _ 1 _•�'—' . � : �_� v — -- ` — -��' -v - _ y __ _ - _.. � � � '.1�.,; .� �, " ; �.• �::. .. ;:; , . . , . • ..: - :,, - . � � . • � i � c . ., �� ._ . ..._ :. _�. � �. .. � . . ��—_ .. ` . . . .. . ... ,. .. � � � . _ � i 'r f o — — � -- — � � � � � , — �.s.. — i + — a- " I � ii � ; � ! ; � � � � � ` /., � / � � / – � FIGURE 5 EXISTING SITE CONDITIONS MAP , � � � � � I � 0 �; , , + i �OUGHLIN PORTERLUNDEEN I � I i , A CO ULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION i i � � 2 7 PI E STREET-SUITE 300 P: 206/343-0460 � Existing Par ing Lot � � ' i S TT E,WA 98I01 F: 206/343-569 I / � � � i wl Overlay f ! ' � r � ' � � � � a ii �� j � � � " BULDNG'P ! ! � � �� i i ; ! /� � �✓% ��•/..J I I � � � \ �-�..i� �� i I � � �� : �I t+.s .. . /� �fi� ' — 1 t I � ,�-,' �- __D ��, , ; � � ( h �.. 'r� Q ., � � i 1 i V ��%'y , j I I � `` .. • .�w�, f I ' �', � , � � 0 0 � I I � t � � 50 �� 2�0 �, � PROPOSED TECHNICAL � - " \ 'h" � " �` �' ' . ' ' � � � \ . „ , ° � f � � � � RESOURCE CENTER ' � ° , , . � . � �� . --`---=- -�- .�_ °; ; , SCALE 1� = 100' o f �I �I LOCATION � ; � � ' � /r�;� � . �. ,� ❑ _. t i i � I 3 SUB-BASIN BOUNDARY I` � . � S g � � L� �' h � ' } f I �.` � I ` ' � � � I `,` � ; (1�YP) � �, , , f � o , � , f r � � � I o: ,.. � � i � � I I � '�� • " BI�DIJ('''A' li ;f � !i � � � �•/ �� 0 ' � � �. � � � i � I ' ' � � '� " � ° � . ; i � ' �, :/ - � ��g ,. ,� �--�. i �. � ;� ' / " �< ' I�� ;� # � I � � � /� � •� � ; � � � � =� SUB-BASIN 'A' ' j 1 ; � ; � �� ;� ��' 2.09 ACRES I_ � f , � � � � � � � �� ._ � � :� � � � ' '-� ''` `�� '' '' i � I � i ; ; � I �• � % - � ; S A t � � , .� = , �` ; ' !L� ' . .., . .. � ,; , outl� sphal - _ - _ ; , ' � � �i , -; '��} � ; `'� � Parkir�g Lot � � ; � � 'k, -� I �' ,' +• +• � I Tw . � - - •- - ;; � .. _ _ ' - - . .. � _ -. � ,. , ,� , , � - .. _ .- _ � . . .. ,,:: - „ - - . __ ,. -� „ .. _; � :: . , _.�__ . _ . _ , <. - � .� ..� �:> ^.l --- - - • -_ �_ O � • • - -_ , �., ---- ---.._ .. _ � . . , _ ,_ _ { f ' � �, — — —.. — � � � � e. i'- — �.,.. — , —' — y / _ _ ._. . .. . .. . . . .. . . . . . � I � . .. .. . � . . - . . � i i r . � � , � ? l � I /� v � / O � / FIGURE 6 - PROPOSED SITE CONDITIONS � ` � � � ; ; y, II. PRELIMINARY CONDITIONS Core Requirements This section wiIl address the requirements set forth by the Core Requirements listed in Chapter 1 of the 1990 King County Surface Water Design Manual(KCSWDM). 1. Discharge at the Natural Location (1.21)-All storm runoff from developed sifie areas will be 100�o mfiltrated ansifie up to and including�e 10(�year storm even��us meeting this requirement 2 Off-SiteAnalysis(1.2?�-A Leve11 off-sibe analysis is discussed in the"Off Site Anaiysis''section of this report. 3. Ru�wff Corrirol(1.23) A. Peak Rate Runoff Control:An underground infiltration vault has been designed to provide 100% infiltrate of runoff developed by storms up to and including the 100-year ' storm event. This subject is addressed in the"Storm runof�'Control Analysis"section of ' this report. i B. Biofiltration Because of site constraints,biofiltration swales could not be used for this �i project. However,underground water quality vaults are proposed for water quality �� treatment of new unpervious area subject to vehicular traffic. Further discussion of this I subject is addressed in the"Water Qualify Analysis'section of this report. ' 4. Coriveyance Facilities(1.2�-lfiis subject is covered in ti�e"Conveyance Analysis"section of this report ' 5. Erosiory5edirr�entaf�ion Control Plrm(1.25)-This project will install a series of bemporary erosion and sediment control Best Management Practices(BMP's)re]ated to specifc conditions on-sibe. This subject will be addressed in the"Temporwy Erosion and Sedimenr ControY'section of this report 6. Mctinte�rance and Operation(1.26)-The proposed on-sifie storm dramage sysfiem will be owned, operaUed,and maintamed by Renton Technical College. A Mainten�nce and Operation Manual is included in Section XI of this report 7. Bonds and Liability(1.2�-The Ocvner and Contractor�vill obtain all necessa�y permits prior to the begn�ning of construchion. Special Requirements T'his section will address the requirements set forth by the Special Requirements listed in Chapter 1 of the 1990 King County Surface Water Design Manual(KCSWDM). 1. Critical Drariruge Areas(1.3.1)-The project sibe is not locabed in a Critical Drainage:�rea. 2. Cc»rrptiance with an E.risting Nlaster Drairrage PTnn(1.3.2)-The projert site is not locatec? ,. -" ,- Existing Masfier Draina; COUGHLIN PORTER LUNDEEN � P:�Renton Tec1t.College-Teck.Resource Center�Drainage`Report`TTR_K 3. Conditions Requiring a 11�laster Drainage Plan(1.3.3)-The project does not requ�e a Master Drainage Plan. 4. Adopted Basin ar Comrm�:ity Plans(1.3.�-The project sifie is located in the Lower Cedar River sub- basin withui the Cedar River Drainage Basm. The project is also located in the Lower Cedar River Community Basin 5. Special Water Quality Controls(1.3.5)-Underground wafies quality vaults are proposed as part of this project to treat stormwater from new poIlution generating surfaces for waber quality. Further discussion ' of this subject is addressed in the"Water Qualify AnaIysis''section of this repork 6. Coalescing Plate Oi�/CNater Separators(1.3.6)-Smce the praject sifie area consists of less than 5 acres of new impervious area t�at is subject to petroleum storage;high vehicu]ar use(more than 2,500 trips per day);and/or heavy equipment use,storage or mainfienaixe;thi.s requirement dces not apply. 7. Closed Depressions(1.3.�-There are no closed depressions on or downstream of the praject development T'herefore,the praject is not subject b�this requirement 8. Llse of Lakes,Wetlmtds or Clvsed Depressions far Peak Rate Runoff Control(1.3.8)-The project wiIl not use lakes,wedands,or clased depressions for peak rate runoff control. 9. Delineation of 100-Year Floodplain(1.3.9)-The praject is not located within a designabed 100-YR floodplain. 10. Flood Protection Facilities far Class 1 and 2 Streams(1.3.10)-There are no streams and e�dstmg or proposed flood profiection facilities within the project site. 11. Geoteclmical Arralysis and Report(1.311)-The project proposes an infiltration sysfiem for sfiorm runoff controL Therefore,a geobechnical anatysis and report addressing the effects of groundwaber inberception is included in Section VI and the Sbormwaber Calculation section of t�is report 12 Soil Analysis and Report(1.3.12)-Soils in the area have been mapped as indicabed by the Soil Conservation Service,1973 King County Soils Report A1so inciuded'ui Secfion VI is a geobechnical engineering report prepared by Shaiu�on&WiLson,Inc.(dafied February 2000)far the project sibe. 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"k�;' �`:_ �'� �� '- r (,�+' r'� ..,�-�"hfi :'./� � �'\�l I � � .��j� .. � .. �� '�54. i �:`_ ��cif �� '� `',.i.� }� 7 ��V \�`-.�.� .M i Cf„'�-, �\ ,•� * ' i -�i� �,1 � I ` L A h ti � "�'� .'''�� '•e^` � {' w' r� � �.� R"i_,F � 1°Y� ' �� . l, � �r'�h-...� -'P ' � � { �� . - ,-��"-.__ -- I - �""` ` . - ;� ��'"�� `��'!�� v j:.. �� `�;k ��, > -� .�; ;;i'�."';.�.% ,p$� �1�� " '=_; � 4 � � l � . �!`' "� � � I, i �!�- 5� a�'"', ! t J� G;I-'� ) ^` f . -1,e4�",r_� ? _ � i N�� r .�..�f�31�.:Q J,�r� �i-o��. �� f j)�)y 3� �'.� ,a. �' V/ � �.° �� r� � �J','x;�� ..�.. t " iyu� �i :I ,�� 5��x°/�Y• � r� �� 4 � �� I �p � L+.aeo.. 3n -r - P j� t`�. � ` i.1�./ /. � .�• ' _ i � ri ,i� �r�. � - �! �-..r � �� 9 ' ' � s� �� ..,, ,-i t ,{`t `c" ; ��v� � i r " / . i �� , f,� � � i � . � „ _ ' ) - � -_�-� % � �x ,. �.�! �` r i��.�� .. e- � /I�� ri�, ��f��+. o ��_ 1 _J '� , � S ` �-� i Y' - .. � . , �• ,r.. .. '.�. �%.' . ..` _" �� ti - �.. /�%�'.l.. t�t..tl>7 tu� . . � .. 4 1 _ �> ' �/{ - �,: { _ l' ` ` � . ',�, -�-c �.� ` � �\ d' �a+07 . ' , '... � .'-. i _ � ,.�5 �kr "�-� - � ,5 ' ,�'' � :i /.�i .��j,' E3 �mU�,c � , . .. _.. � ��r.r k�, .1. -� -.��y^'.r� �r �.7.tp,t's` .- .. , .. . �t—. ... �'' � N III. OFF-SITE ANALYSIS After reviewing the topographical survey,there are currently no off-site tributary areas that drain on or through the proposed site for the new Technology Resource Center. Storm runoff from the Campus is either conveyed via a catch basin-pipe system or via sheet flow to the storm mains in the NE 4�Street,Kirkland Avenue NE/NE 5�Street,and/or Jefferson Avenue NE right-of-way. � The current and proposed site consists of two drainage basins.The first drainage basin,"Sub-basin A",cunendy consists of approximately 2.09 acres of landscaped areas with some concrete sidewalks. This sub-basin cunenfly drains to an existing catch basin(indicated as CB Index#13,D 8- 16 According to the City of Renton Manhole and Outlet Pipe Inventory&CB#8020 on Figure 5)and eventually discharges to the 18-inch storm main in the NE 5�Street right-of-way. Under proposed conditions,this suU-basin will consist of the building site,associated landscaping,concrete sidewalks,and the south asphalt parking lot. This basin will be collected and conveyed through a new catch basin-piping system to an underground infiltration vault,which will be located at the northwest corner of the sub-basin. Since the project proposes to utilize infiltration for storm runoff control(up to and including the 100-YR,24-HR storm event),stormwater simply percolates into the ground and recharges the aquifer. In the case of a storm greater the 100-YR event happening,the excess stormwater overflows into a control riser within the infiltration vault and conveyed to the 18-inch storm main in fihe Kirkland Avenue NE/NE 5�'Street right-of-way(See Figure 8). This 18-inch main continues east approximately 800 feet where the Index Avenue NE storm system connects to the main. We currently are unaware of any downstream problems for this 18-inch main and believe that it has ample capacity to convey runoff in the event that the underground infiltration vault is full. The second basin,"Sub-basin B",is comprised of the existing asphalt parking lot and drive aisles to be overlaid. This lot is located northeast of the proposed Technology Resource Center and currently drains into a catch basin located east of the Building"D"entrance(indicated as CB#7844 on the site topographical survey). After entering the catch basin,the stormwater is conveyed under Building "D"northwest into the 18-inch storm main in the Kirkland Avenue NE/NE 5th Street right-of-way. The redevelopment of this basin is being considered as maintenance of an existing impervious area subject to vehicular traffic. Therefore,this area is not included in the design of the proposed drainage unprovements(infiltration and water quality). COUGHLIN PORTER LUNDEEN '7 May 22,2001 P:�Renton Tech.College-Teck.Resource Center�Drainage`Report�TlR_Report.doc - - ; � ��.nr , ; __ . _ ? _�•\ _� i � a_ ��_� � � E th ;, o. _: ,�` ;u,c3-� `___,� � n.c�.� ;� ;C ��t " G �e C �`r i . . - .. t]L3 2 ",` ' �\ �i; _ y ;�� -� � � ,�r ' �W ,�__` ; C N ;� �. - ��,, I � � � w '� •�,•, i � . � � g; ;: �: - ( .�i ., x . �, d - ' . � ' � � .� r a ' i _� `L -\` ',r � ]J�7-B � � � 1 . � � `�� .0 ($�' � •.jC � ' `` ,`Q7.[3-� \ � � 1 1 .fs � .. . � .11 _- ' j t�i . . ' . .j d! \ `\ \�`1�.�7-� \ / If - . . �� S�' I�L�t) I, `'J . . : '.: '.U. 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' •' . , , � ; .� -�o`' .. .. . . _- ._�� . ... ,�r.z i�. . .. _ � �f � ) ' ':�1 �' \..' ;1 u.�e-e � ,`u i' � L �` � . � ,lp �\ � � l� \ � � ._ �I7-t �. ,�� 1 ,� � ��B' -r' '_ %� .D `\. � -\� �� d7-� 1 L"-, I � -�ti� � \ L � � ' ---� �_—= : ,-� i�� . `�5 I],CB-t � \ ` �' 2 7.QB- � �. •� � , Z �� f ,. �� _ ... ^ ,, � . , I3,0 U,EB-1�`� � � __ \I B-I � �+ _ -'��I] B i� ..i b- f ✓/'Ti� 1 :Gi � �.� ' lI�.GB_.. \� 1 �- '1] B'2 � a�'�.1.5� , i� ].CB-6 �� _ 7.[0- M � U,Ce' " ��'�\ O 7I8 8...- j 1: .Z . � P�Po'SE� � ,�Gµ ute � u�a-i Ct a ° � R-Cso�.,rtt� u.ce .o � y Gt^rT1kL. Lt�q�� ule s I :-� ' c ` o• �' �(s-r - . � , I9-S e1 - -' - � '�C i IB,C2-7 ' "'�� / 13I9-6 I�JB-� � �.. - . '� 2- � IBEL-1:rJL9- �---f6II,- ` � N 1� 9- 1] 9- � .� E 4 t t\ �' , `�� __ • - " ' ?C. /� 18 2-�� IBt2-` 7Z9 y_� i ' �' \/ � 18.Ct'7 ' I�E-9 . :2-1 Ii.G2- .. j �I .. IO,Dt-] 1 8.�-1 j� � �f � ' � � �� , ; � ;: . � = , o � 16 T23N R5E W 1./2 Q 200 440 � '�"'--�— Rentoa City Limfte � 1:4800 �ntoar IaDec�alt 0.S oe IA aietsr� � NA� '� '�. 9 T23N R5E '�':::1/2 .. .:�,: Ft Guae $ -- Dvwn�s7�=A,vt . .:Jyq.'p:. . E. EMTSD 13.XLS 5309 MANHOLE AND OUTLET PIPE INVENTORY - SHEET 13 The inventory intormation for the storm drainage system was compiled from numerous sources and ie the best informetfon availeble et this time and ehould be used only for GENERAL guidance . The City of Renton is not responsible for errors or omissions when thls information is used for engineering purpose. Designers ere to field verify this informetion. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE 0/W PIPE PIPE LENGTH LENGTH STREAM PLAN STRUCTURE INDEX # TYPE CB ? ELEV EL [MJ IE IE (M1 IE IE (M] TYPE SEP. DIAM. TYPE [M] STRUCT FILE 6309 MH 13,D 4 - 3 2 Y - - 346 106.46 - - N 12 CC - - 13,D4-8 2-1-360 I 6309 MH 13,D 4 - 4 2 Y - - 349.6 108.66 346 106.48 - N 12 CC - - 13,D43 2-1-360 ' 6309 MH 13,D 4 - 6 2 Y - - 366.7 108.72 349.8 106.66 - N 12 CC - - 13,D4-4 2-1-360 6309 MH 13,D 4 - 8 2 Y - - 379.88 116.73 370.81 113.02 - N 12 CC 134.0 40.84 13,D4-7 2-2-123 6309 MH 13,D 4 - 7 2 Y 370.81 113.02 381.11 110.07 - - - N 12 CC 129.0 39.32 13,D4-6 2-2-123 6309 MH 13,D 4 - 8 2 Y - , - - - - - C N 12 CC - - 13,D4-9 - 6309 MH 13,D 4 - 8 2 Y - - - - - - C N 12 CC - - 13,C49 - 6309 MH 13,D 6 - 4 2-48. Y 329.91 100.68 324.91 99.03 318.66 97.10 - N 16 CMP 109.0 33.22 13,C6-1 2-2-173 6309 MH 13,D 6 - 3 2 Y - - - - - - - N 16 CC - - 13,D6-4 - 6309 MH 13,D 6 - 4 2 Y - - - - - - - N 16 CC - - 13,D8-6 - 6309 MH 13,� 8 - 6 2 Y - - - - - - - N 16 CC - - 13,C8-3 - 6308 MH 13,D 7 - 1 2 Y - - 1 1 1.8 34.08 106.8 32.26 - N - - 106.0 32.00 13,D7-2 2-3-i b2 6308 MH 13,D 7 - 2 2 Y - - 106.8 32.2fi 104 31.70 - N - - 30.0 9.14 13,D7-3 2-3-162 b309 MH 13,D 7 - 3 2 Y - - 104 31.70 96 28.86 - N - - 160.0 46.72 13,D7-4 2-3-162 6308 MH 13,D 7 - 4 2 Y - - 96 28.96 80.78 24.62 - N - - 161.0 49.07 13,D7-6 2-3-162 b309 MH 13,D 7 - 6 2 Y - - 80.78 24.62 76.68 23.34 - N - - 106.0 32.00 13,D7-6 2-3-162 6309 MH 13,D 7 - 6 2 Y - - 7B.68 23.34 7b.36 22.97 - N 8 CC 246.0 74.68 13,D7-7 2-3-162 6309 MH 13,D 7 - 7 2 Y 292.88 89.27 290.21 88.46 289.8 88.33 C N 12 DI 8.0 1.83 13,D7-8 TED-2144 6309 MH 13,D 7 - 9 2 N 283.02 89.31 287.4 87.60 283.16 86.31 C N 18 CPEP 278.0 84.13 13,C7-6 TED-2144 6308 MH 13,D 8 - 1 2 Y 309.64 94.38 303.96 92.86 299.04 81.16 C 18 CPEP 2B4.0 80.47 13,D8-10 TED-2144 6309 MH 13,D 8 - 2 �' 2 - - - 317.6 96.78 317.73 96.86 C N 8 CPEP - - 13,D8-16 18-2-763 6309 MH 13,D 8 - 10 2 Y ..306.48 93.11 298.93 91.11 287.46 87.62 C N 18 CPEP 226.0 88.89 13,D7-9 TED-2144 6309 MH 13,D 8 - 12-? 2 N �312.13 96.14 306.37 93.38 304.06 92.68 C N 18 CPEP 128.0 39.01 13,D8-11 TED-2144 6309 MH 13;D"`8�" -'' 13'� 2 N 314.3 86.80 307.83 83.83 306.4-4 83.40 C N 18 CPEP 73.0 22.26 13,D8-12 TED-2144 6309 MH 13,D�'8�` -'`16r� 2 Y 317.39 96.74 31 1.24 94.87 307.97 93.87 C N , 18 CPEP 83.0 26.30 13,08-13 TED-2144 . 6309 MH � 13 D`'8` "="'16 2i N 322.1 98.18 317.89 96.89 313.37 96.62 C N 18 CPEP 62.0 18.90 13 D8-ib TED-2144 6309 MH 13,E 2 - 1 2-64. Y 199.6 60,81 196.31 69.63 194.98 69.43 S N 30 CMP 66.0 19.81� 13,E2-2 16-1•600 6309 MH 13,E 2 - 2 2-64. Y 199 60,66 194.98 69.43 194.7 69.36 S Y 8 PVC 66.0 17.07 13,E2-3 16-1-80.0 6309 MH 13,E 2 - 3 2 Y 198.8? 60.62 194.7 69.36 - - - N 12 CC - - 13,D3-6 16-1-600 6309 MH 13,E 2 - b 2 Y - - - - - - - N 12 - - - 13,E3-1 18-2-786 6309 MH 13,E 2 - 8 2-48. Y 409.6 124.82 393.43 119.92 393.09 119.82 - N 30 - 68.0 20.73 13,E2-9 2-2-B0. 6309 MH 13,E 2 - 9 2-64. Y 397.67 121.18 393.09 119.82 392.81 119.73 - Y 12 CMP 66.0 17.07 13,E2-6 2-2-80. G4T`� oF R£�iD�1 STfi(tvl MFF � DuTLET IrJVE{JiUILy f�2 Pl�P05�D 7�Gt�. 2c5�KQ� G�M�-� Sl� DwNSi M S�/S��NvI / Sep, 1997 Page 4 IV. SITE HYDROLOGY ANALYSIS AND DESIGN Storm Runoff Control Analysis T'he drainage system for the project site was designed in accordance with the 1990 King County Surface Water Design Manual(KCSWDM). The peak runoff rates for the hydraulic design were determined using the Santa Barbara Urban Hydrograph(SBUH)Method with 24-hour Type 1A rainfall distribution. T'he hydrologic computer program Watenvarks Version 4.09 was used to develop design hydrographs(See attached stormwater calculations). Infiltration is the proposed method for storm runoff control and will be achieved with an open- bottom underground vault. Impervious(rooftop,paving,and sidewalk area)and pervious (landscaping)surface areas for the proposed site conditions were determined and is shown in the following table: Drainage Basin Areas Table Area Pro osed Conditions Im ervious Area ac 1.45 Pervious Area ac 0.64 Total Area ac 2.09 This area does not include the 0.46-acre asphalt parking lot(with associated drive aisles),which will be overlaid and maintained as existing impervious area. Storm runoff from this area will retain its existing drainage path and will be conveyed to an existing catch basin(indicated as CB#7844 Figure 9),which is located just east of the entrance to Building"D". T`he stormwater is then routed under Building"D"to the 18-inch main in Kirkland Avenue NE/NE 5�Street. In addition,the existing parking lot is exempt from having to treat runoff for water quality because improvements to this only indudes maintenance and now new impervious areas are being introduced. Peak flow rates for the 100-yr/24-hr design storm for the proposed site conditions c��ere determined and is shown in the following table: Peak Flow Rate Table (Under Proposed Conditions) Storm Event Peak Flow �iinunum Rate Required CFS Volume CF 100- r 24-hr storm 1.77 6,247 The infiltration vault volume is designed to irifiltrate 100% of the 100-year runoff rate undt r developed conditions. The infiltration rate used to design the infiltration vault was determuled by a study conducted by Shannon&Wilson,Inc. In a geotechnical memorandum dated 4/24/00 (included in attached stormwater calculations)the field-tested infiltration rate in the area designated for the vault location was 0.26 inches/minute. However,accarding to Table 4.5.2 in the 1990 KCSWDM and based on the Geotechnical Engineer s recommendation,a safety factor of 2 was COUGHLIN PORTER LUNDEEN g May 22,2001 P:1Renton Tecl:.College-Tech.Resource Center�DrainagelReportlTlR_Report.doc applied to the field-tested infiltration rate. Therefore,the design infiltration rate was calculated to be 0.13 inches/minute. The proposed infiltration vault was designed to provide a volume of 6,255 cubic feet,which is greater than the minimum storage volume required. An overflow structure will also be designed to bypass any flow exceeding the 100-year developed runoff rate of 1.77 CFS directly to the 18-inch storm main in Kirkland Avenue NE/NE 5�Street. The vault and overflow structure will be designed according to 1990 KCSWDM and City of Renton standards. Water QuaIity Analysis New impervious surface areas that are subject to vehicular traffic was determined for the proposed site conditions and is as shown in the following table: Impervious Areas Subject to Vehicular Use Table New Impervious Area Subject to Area(SF) Vehicular Traffic South Parkin Drive Addition 8,616 Since this azea is greater than 5,000 SF of new impervious area exposed to vehicular traffic,it is subject to King Count�s requirement of runoff treatment for water quality. T'herefore,an underground wetvault has been designed for the water quality treatrnent of this specific area. The designed minimum volume for the south wetvault is 1,270 CF. The actual storage volume of the wetvault is 1,296 CF and is designed according to 1990 KCSWDM and City of Renton standards. COUGHLIN PORTER LUNDEE�1 9 �fay��, ?001 P:�Renton Tedt.Colfege-Tech.ResourceCenter�Drainage�Report�TlR_Report.doc STORM RUNOFF CONTROL CALCULATIONS COUGHLIN PORTER LUNDEEN P:\Renton Tech.College-Tech Resource Center\Drainage\Report\TIR_Report.doc I , , , � �OUGHLIN PORTERLUNDEEN ( ! f � ; A CO ULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION � + + i � � ! 2 7 PI E STREET-SUITE 300 P: 206/343-0460 � SUB-BASIN B drains toj P,�(13�I� ' S TT WA 98101 F: 206/343-5691 i CB �7844 and discharg�es to th;�� 18' storm main in N.E. 5th Street i � � � � � � � � Overflow from Infi�ration Vau� Flow Arrows (typ) �F + { ; � �a Discharges to Ex CB #9079 � � � � f ; � � � I � �r% �j �� p i i � ' , i I I� � �� ' � � INFILTRATION VAULT ` � F E E _ '-�� _ _ �c� " � f i' � ' -;�- .. � � � � � i � wl Overtlow� � ; . -_ _ �R _ r � � D 0 � � ; � � (60'x25x4.TT - 6,255 c.fJ ' fy�',�' `,:.,� _ � � � � � { ' i � �� 1 ` ' ' f � I� 0 50 100 200 \I �, R . ,9 � 1 � � � r � R . I I o - I � I I �'� PROPOSED TECHNICAL ' " � F ` M ;` � � ' '� ' ' ; , � : . � o ► � � � � � i� R ' i �L i i r _ � RESOURCE CENTER ' " SCALE 1 100 �� - - �� LOCATION r eu�oNc� '� :- �` - �--� i i ! f r ,l ' o —.- ! i � � I \ � �� RI � ��t,. _ : I f � . � SUB-BASIN BOUNDARY I„ � � ' � '� '- ' ,: v � � , ,I �, _ . � � � '' .y .. � � i� � � F �P) '„ �f � ��'�� ', E; � j � � o ;'j . / ; , , f I � :� q .� � � ' �''r�. . �_� ,.:. ....... a._..... �` ' � I � ' r I I g ,�� l�w � y BULpNG�p� � � � � f ' ti r''/ %::/ � C ❑ . � � •.. �I � � 1 �� /'� / __: _ � T��-'' '' - � ,; � � �� , � j _, - / au�pr�c�a � ,I � ; � � ,y r / � `� � � , � I , � � � f�� SUB-BASIN 'A' , )� � i ; �� 1� � �� , #� - 2.09 ACRES I �� f i � f � , ; � x.� f I � � , ; , � j ,� a o ��,.�, � °i � � i � ?'� i � �� . . . .... . ..._ . I ! i I I �� ,�,� � ti, �.' ' i I � . .. . _ . . . . .. - . . . r ._ - I I � I i �/ , ' \I rF �� ' I / I I � I � �;��„ ��-� � I� I � � I I 1 � � r E / � � _ i f ' I li � � � — —� —„ " � - ,j • O � .G J .� �- `s _ � . - � .. ' _ .� — — � . ��.� l _ --- �. _ - - - -- `:� � 4 i;� ` _ - _ _ _ - ' �+ f k � 4 — I `'�C � � L�lwl � � � � — I � � `� WATER G?UALITI( VAULT � � , ` (36'�c12'z3.0' - 1,296 c!J �-324.67 8'U�I)S � IE•324.61 t0UT1 SW � / o / � FIGURE 9 - PROPOSED DRAINAGE CONDITIONS MAP � � � 0 � � � . � KING COUNTY, �'JASHINGTON, SURFACE \'JATER DESIGN J�4ANUAL /�.\ i2) CN values can be area weighted v✓hen they appiy to pervious areas of similar CN's (within 20 . CN pointsl. Hov�ever, high CN areas should not be combined with low CN areas (unless the � ,� .- low. CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUJVTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP~ S01L GROUP GROUP• Alderv�ood C Orczs Peai D � , Oridia D Aren:s, Everett M,ateriai B Ovail C e Filchuck C Bellingham D Puget D Sriscot 0 Puyallup B Buckley D P,agn2r B Coaslal Bezches Vari2�e Renton D Earlmont Sili Loam D Riverv:ash Vari2ble Edgewick C Salal C Everett A/3 'S2m�amish D Indiano'a A Se�ttle D Ki2sap C Shacar D }daus C Si Silt C Mixed kllwial L2nd Varbble Snohomish D Neilton A Sultan C Newberg ' B '�. 7ukwi;a D . Nooksack C Urban Var'�b1e ' ' -'�-�� Normal Sandy Loam D Woodinville D HYDROLOGIC SO1L GROUP CLASS1FiCATIONS � A (Low runo�t poteniial), Soils raving high infiltration rates, even when ihoroughly we;ied, and consisi;ng chieAy of deep,well-to�xcessively drained sands or gravels. These soils have a high rate of water Iransmission. B. (Moderately low runoff poient�al?. Soils having moderate infiltration rates when ihoroughfy wetted, and consisting chie�y of moderately fine to moderately coarse texlures. These soils have a moderate rate of water iransmission. C. (Noderately high runoff potentiai). So1s having siow infiiiration rates when thoroughiy wette�, and consisting chiefly of soils wP�h a layer that impedes downward movement of water, or soils wiih moderately fine to fine textures. These sols have a slow rate of water transmission. D. (Higti runoff poleniial). Soils having very slow infiliraiion r2tes when thoroughly we�ied and consisling chiefly of clay sols with a high swelling po;ential, soils with a permanent high water table, soils wrth a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious mater'�al. These sols have a very slow rate of vra�er transmission. ' From SCS,TR-55, Secon� Edition,June 1986, Exhibit A-1. Revisions made irom SCS, Soil Interpretztion , . � Record, Form �5, September t,�9. � 3.5.2-2 1]/9� KING COUNTY, WASHINGTON, SURFACE 1�JATER DESIGN 1.4ANUAL TABLE 3.5.2I3 SCS �'4'ESTERN�YASi�IRGTON RUNOFF CURVE 1�'UT�4BERS SCS WESTERN WASHINGTON RUNOFF CURVE NUt�18ERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban iand use for Type tA rainiall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D � Cultivated land(1): winter cond'rtion 86 91 94 95 Mountain open areas: � low growing brush and grasslands 74 82 89 92 h4eadow or pasture: 65 7B 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: ��oung second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golt courses, cemeteries, landscaping. good condition: grass cover on 75°,6 or more of the area 68 80 86 90 fair condition: grass cover on 50°�G to 75% of the area 77 8 90 92 Gravel roads and parking lots '�� 76 85 89� 91 i Dirt roads and parking lots 72 82 87 89 � Imperv+ous surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre °,� Imperviou5 (3} t.0 DU/GA t5 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion . 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DUfGA 50 6.a DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unrt developments, °� impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description oi agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrofogy, Chapter 9, August 1972. (2) Assumes rooi and driveway runoff is directed into street/storm system. (3) The remaining pervious areas �lawnj are considered to be in good condition for these curve numbers. � 3.5.2-3 , 11/92 � • � . � . . � . � . e�' i � ` �� *�� r,�� , \ �� P. P � `''� � ��w��.� � � • ��' � � �j �� .��i �'t�i�� . - � �� ,r� � • �� _.,��,.. ��. �, e . _ ��l�.�� . 1� � � '�- � ��1-�� = �� .� �, : — `W1►�i°� ..� �,.:�� '�� :�� !�. , �.r�� • � � � � 4 .��/!J�� ' .,� � t \ � ' � M� �� I �` � �I ` � .«�� = ' -� I � . �,=�� '`�+�. 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', � � � ' � �~� � -��'�� 1 �, � l�t� _ �� '�, ,� � . .� �� . a � �- - *� � � � � . r �►� �� .��I �� ►��!�`�� .�'`�► � � a� . l�1:, ii�, `��.r ; ; � -� � , � �,r �� , �- . � �� . � �' �}-�� .�.�R�j ��-� � � �� '� , r - �.� ► ��,�� '� ��r - 1� ,.�<<�� , ��sa �� 1�a�� • �� . � � � r ..- �� ,��w� , �ts. ,�� -- _ � ....� �Wrwr�w!►�� T� u = - , �'.� . .. �� : "i . � �. � aw�l r� ��'r� � � .� ti� .. � ,.� l . :� � o v �'�.. � . � _�/j�' ; �, � •'i r ^F � f '�C� � ��,�3 �� • � �� ` ` �� . � . � 1 •J � , ♦ �� ti - , . , . .. `�!/,�� . . �a , . . . .►��/�� .� - . . . . . . . . � �� ' . � , ��'v�� • � . . . ., . . �,�,��,,,��r _ . • • • • • ,/ . : ,� . �� _—._—_--- • , 5/18/Ol 10 : 16 : 56 am Coughlin, Porter, Lundeen Inc . page 1 Renton Technical College New Technology Resource Center Infiltration Design Volume Analysis --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY �ar �r�Uwvt�l G- BASIN ID : D100-R NAME : DEV 100-YR (NIC EX PKG LOT) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 09 Acres BASEFLOWS : 0 . 00 cfs , RAINFALL TYPE. . . . : KC24HR PERV IMP � PRECIPITATION. . . . : 3 . 85 inches AREA. . : 0 . 64 Acres 1 .45 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00 TC. . . . . 6 . 30 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 1 . 77 cfs VOL: 0 . 56 Ac-ft TIME : 470 min At6A?�.'4fa AC. DEJ�C,oP� SrTE AR-EA f; K�AY�p�!-S �Nor tNLWCI1J�s E�c P� 'n' C� ovE�.cRW� rora�- Q�oS+,� = 2��0 9 �L F---- TdTAL Ii`�►p2-�Jto�{,g �42BA ; PAvin�Fr A�R-� = O. �.o �� GVNLRETE ��51D�WALIL/�L6.R = O• �6 � �u��v►�56- p�..EE► � c�. -,��'"�t Pr c- � . 45�G 4— T'o�. pe�wH 5 A�e.�a l c.�-►o s��) = D• 6 4- �� -G-- 5/18/O1 11 : 35 :5 am Coughlin, Porter, Lundeen Inc . page 1 Renton Technical College New Technology Resource Center Infiltration Design Volume Analysis --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STOR.AGE ID No. INF-R Description: INF VLT FOR REV SITE LAYOUT STAGE <----STORAGE----> STAGE <---S:CRAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 318.00 0.0000 0.0000 319.40 2100 0.0482 320.80 4200 0.0964 322.20 6300 0.1446 318.10 150.00 0.0034 319.50 2250 0.0517 320.90 4350 0.0999 322.30 6450 0.148- 318.20 300.00 0.0069 319.60 2400 0.0551 321.00 4500 0.1033 322.40 6600 0.1515 318.30 450.00 0.0103 319.70 2550 0.0585 321.10 4650 0.1067 322.50 6750 0.1550 318.40 600.00 0.0138 319.80 2700 0.0620 321.20 4800 0.1102 322.60 6900 0.1584 318.50 750.00 0.0172 319.90 2950 0.0654 321.30 4950 0.1136 322.70 7050 0.1618 318.60 900.00 0.0207 320.00 3000 0.0689 321.40 5100 0.1171 322.80 7200 0.16�3 316.70 1050 0.0241 320.10 3150 0.0723 321.50 5250 0.1205 322.90 7350 0.1687 318.80 1200 0.0275 320.20 3300 0.0758 321.60 5400 0.1240 323.00 7500 0.1722 318.90 1350 0.0310 320.30 3450 0.0792 321.70 5550 0.1274 323.10 7650 0.1756 319.00 1500 0.0344 320.40 3600 0.0826 321.80 5700 0.1309 323.20 7800 0.1791 319.10 1650 0.0379 320.50 3750 0.0861 321.90 5850 0.1343 323.30 �950 0.1825 319.20 1800 0.0413 320.60 3900 0.0895 322.00 6000 0.1377 323.40 8100 0.1860 319.30 1950 0.0448 320.70 4050 0.0930 322.10 6150 0.1412 323.50 8250 0.1894 5/18/O1 11 : 35 :33 am Coughlin, Porter, Lundeen Inc . page 1 Renton Technical College New Technology Resource Center Infiltration Design Volume Analysis STAGE DISCHARGE TABLE DISCHARGE LIST ID No. D-R Description: STG DISCHG FOR REV SITE LAYOUT STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHP,RGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (£t) ---cfs-- ------- 318.00 0.2700 319.40 0.2700 320.80 0.2700 322.20 0.2700 318.10 0.2700 319.50 0.2700 320.90 0.2700 322.30 0.2700 318.20 0.2700 319.60 0.2700 321.00 0.2700 322.40 0.2700 318.30 0.2700 319.70 0.2700 321.10 0.2700 322.50 0.2700 318.40 0.2700 319.80 0.2700 321.20 0.2700 322.60 0.2700 318.50 0.2700 319.90 0.2700 321.30 0.2700 322.70 0.2700 �, 318.60 0.2700 320.00 0.2700 321.40 0.2700 322.80 0.2700 318.70 0.2'I00 320.10 0.2700 321.50 0.2700 322.90 0.2')00 318.80 0.2700 320.20 0.2700 321.60 0.2700 323.00 0.2700 318.90 0.2700 320.30 0.2700 321.70 0.2700 323.10 0.2700 319.00 0.2700 320.40 0.2700 321.80 0.2700 323.20 0.2700 319.10 0.2700 320.50 0.2700 321.90 0.2700 323.30 0.2700 I 319.20 0.2700 320.60 0.2700 322.00 0.2700 323.40 0.2700 �I � ' 319.30 0.2700 320.70 0.2700 322.10 �0.2700 323.50 0.2700 I I GvaSTArf'C IrJ�ti�T'�A'��o� �arE BA�s�� O� A Gc�,.lsra,sr S u,Z r-�c..� I� Rt�Eq oF 1 Soc� SF ,�sai�+M�p v�-T Foo7'p2��TjEFFecT'tJG S�ft�� J � ' � C.�-iLA-- P�+►�F.r�s�a�s = (�0 1C 25 5�` �SuNrA�GE �� ?� �� CPrE9�61.1 t+��+u-�ut�no�•J R.a-r1E-� � �IIJ� ► p txa{'Ai1t� JKt�7 � i t � 1 _ ' = t 5 00 �F �c c�. t 3 �N,�� x ,J X � C �2r (o�s I ' � Io'iTc4��4pt� �BrtNeis2. II �uep w►'c �.J F �-re (S�a3'rnc.f�a N►l.�e� � ��F % n�2�OGP5 : � � ;� D�� ' I � ��'J �� I �J = , � Y � ,1 , �5 )�� 3 �;, � ( Sent by: SHANNON � WILSON, INC. 206 695 6777; 04/24/00 10:27; letFau #139;Page 1 /3 --', ��' S�VIIYNON G7 �1I ILS�N� II VC. 400 N.34�'"STREET, SUITH 100 � GEOTECMNICAL AND ENYIRONMEN7At CONSULTANTS ' P.O. BoX300303 _ SEATTLE,WASNINGTON 98'!03 SEnrrte • RiCHu�No � F�Rea�us -ANCHORAGE - Sr. Louis - BosTON � 206•632•8020 FAx 206•695•6777 FAX TRaNSMISSION Attn ^ Fax , I , e�'� �c �-ti t� Z.o6 � �{3- -�'b°t � Company �► � L Phone �g,.�4 3- e�t b a ; Location S'C A�„�1� bate ��4 � i Fram *� �c �� ` s Time � Subject �c �.,r. �dc. �'-�[.�.. JobNo. Z1_I_oggGG�b6) TOTAL NUMBER OF P AGES (including cover sheet)�_ Sz�� - �K [le 1 �� A �('� '�' I,�� R � L,, � ,n '� 1 a�.r c �o � ,�� '�v+/� � ` Z i�... i. . � �`!� 'i i t w r-w`�1 S• --- � y s y � �t�.c ( �S �- 6 1 �. �1„t s � � J- I _ a.,,� �1„.� i �. s � 1. 2, ; r.� I�,a � � � SI - Z. � a�� tL, -T�` A� . � 1'Ti' n v�� 1�-- The original of this fax �vill � will not be mailed. NQTE: Tlie attaehed inforn�ation is proprieary in its entirery�nd is intcndcd for the usc of ollly zhe individual to �vhom it is transzx�itted_ It may corrain prit�ilaged and/or confidensia] information. Any rcproduction or use of thfs inforn�ation by ax�yone othec than the intended recipient is prohibited_ If you havc rcccivcd this facsimile in crror, Icase notif Shannon&Wilson immediatel . Sent by: SHANNON � WILSON, INC. 206 695 6777; 04/24/00 10:27; J��#139;Page 2/3_ �+ J06 NAME� b� � v�.T� �oe No. z�1-a��6.a -�9 NANNAN 8 WILSON, INC. ��E�T � ^�' I �"�" '�.r,7 Q "t� � OATE_ �1 2�'I60 Cieoteehnicsl and Ernlronmernal ConauNants BY � � cHK�� sHEEr oi `� - . . .. : ; . : .. : ' . ; � : �roe �s1,Pd1 l �C�.+.�� q lc eS�..v� r.0 �. 'C'+ew`��e {� . __ . 1 �: � _. _ . .._. . .._._. . .�.•• :_ -. . ..--- . . �. . . _. , •• -••---. . . . .. • .. : �I I 1 • ._._ �4"�'} pH� :��G, CV�rI: G:�t, :�......� C-1 �'� c, 4 . � . � �,�;; l -�-r-�,. � c c� : � R ,�d�es �w.e.a s.v �.4.� ;, ��--� .: � . . _._._. _ . . � . . .:--- : � . � . � _.. .... . . . �-. 1. : (T e' �� ,••d� .L - � (T��'y��.� : . . .. _ �T Z, �. , . � ,t�:c � �. : <.�ti�u t a y � �! ��s,� �.t,,� ,� . . . 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' � L-w�.��. . . � � ; . � ; - S�i��.�.. � 1n��! ��,., . � S�,nt hy: SHANNON � WILSON, INC. 206 695 6777; 04/24/00 10:27; JetFax #139;Page 3/3 2��5/9B 10:23; �ar s.a5 �se9y -y sMnNNOlV & WYL30N, ING. ; pafle 3 =z2AM FROM-COUGNLIN :R LUNDEEN 206-343-5691 r-028 P.03,�03 F-833 KING COUNI' Y, WASHII�TGTON, SURF� CE WAT � R pESYGN MANUAL d41 Tr• a�a�nn�� 1! �erfonal SuffiCiefli LBStS tQ QeT@flTlin9 8 /Cp(2SCr1Tdlrve �nf�ljration rdte fcr the s�Le_ �rr at leass ihree certs shalt be pe�formad fo� oach proposecl Zank ar poRd �i�e, end as least � � 2 tests per acre and a minimum af 4 taszs shall Do performed for Qach closed OepreSsiQ�. Tne measured �aie sha(I nave the fotlowinq factor of safety npplied: for tne FPA method F,S. = 2.p; for AS7M D•3385, F.S. � 1.75. 13) w minimum of two so�ls foQs, eYtendin� a mi�;m�m of 5 faet in death below t�e borcom of eaah proposed tank an4 a minimurn uf two 5oils lo�s, ex�endin� a ry��nimum of 5 feet in depth below tha bortom o{ Bach propflsoa porxl sha11 be obtairleq fof each 70,000 sqy�re feet (plan v;ew area) of proposad pond inf�hra�ion surtace 8rea_ 7he Ieps st�aU describe tihe S.C.S. series ef ihe soif. �he jexst�ral ela�. of sh� soil hQrizpn ttirou9h zhe dept� of the lap, arxi no�e any e�idenca nf high ptoundwater leval, such :►s maZsling. T�►BtE 4.5.2 MAXIMUM INFIl.TRATION RATES FOp SOIL TYPES Maximum InfilYration Raiss Maximum Intil�rat�on Rates Seil 7extur� C�ass Iu.S.p_A.� (Inches per Heu�) 1lncnes Pe� Minuie) �'7� Cnarse sands o� Cnbbles �_�.4� 0.3 2. Mediurrt sand ✓ - 8-� `i'\ 0.13 3_ FttiB siind, loamy sand 2.4 O.U4 4. Sandy loam 1.0 Q.O�� 5. Losm 0.50 O.OQB � �DO-Year Ouerflow Gonveyance An everF�ow route shal{ ae identified in ztie event �he tank er pond inf�ltrat;on cap�ciey is eK��g u� tre tac��ry 6eevmes pJugeed and fails. PonGs shall ha�e a� emer9enCY sp�ll.ray des�gned i� ac�rdance wi�h ihe R/� pan4 szandards. All in(iltr�t�on overflow systams Shall be desipntd to cen++ey T�B 100-ye�� 24-haur design storm Bvent tfl the narura� svtfacB outlec. All overflow s�rstems shali mee� the �equiremenis of Sccc;on 1_2.1_ �;l Spill Contrc� All inf�ILrat�on faciliti�es m�st hava an o�l so�ll eonvol deV;ee ►,psxream of�he facilisy to capLurc any oil or a�her ffoatabl� eoniam�nancs befere ihey en�er ihe infiltra[ion faciliry. The c�l Con�rel device may cons�sz nt a Tsa section �n a eatch Aas�n or manholE. T�e oil conLrol devic�s ShaU providt p�o2eecion �p m tiic 1 o-year �esign sto�m. Groundwater Protoction S�and�rd�s T11� p/ot�ctinn of praundwata� qualitY �s reco$nixed as an issue of praaSer conccrn zt►�n in the pas-s ana �rnundwa[er p�ececUon siandards are chanp�np rapidlY. Increased safeguaras are �equirad. The applicant musZ ctleck nate and osher local reyulat�ons such es the Cryjical Aqwifer Reeherge Areas ord�nance, basin plans, commur�cy plens, KiAg Co�tntY N9aith De�ariment �ep.,�as�ons and ohack wisn �oca� water purva�rors to de=erm�ne �f t�ere are sole source aquifers, w91(nead or A�oundwater prnTeet�on :vnes, or aquifa� recnarBe areas wh�ch mar impose mo�e sirinpent requ�raments on infilzration f�c�lities than ��ose in sn�s manuai. G�e�ndwascr pu�vayors ahoutd De responsipte for de�erminino t1�e capture znnes of their w�ter s�ppfy �..�Ils. If federat, asaie p� othor Iocal jvri9d��rions na�e moie st�ingenc p�oundwtlte� Iua�eetion raqu�remenis thsn tnose eonsained hareln, the more ssr�nAerlti rcquircn,ec►Cs sha11 epply. In no case sl�ould influation pon4s anQ Lanks be pla�nd closar zhan 1a0 fcet from drinicin$ watet weps � and sprines used for orinkinp water svppl+eq. Where wate! Svpply wetls exist neart?y. ic is th� � 9.5_2-2 11�9a 1 206 695 6777; 08/18/00 14:59; J�B,�#794;Page 1 /1 I snt by: SHANNON & WILSON, INC• � I I Renton Technology Resource Center �', August 18, 2000 , n_ � �"' S�N�ON V�L„�SON� �1�1�. 400 N. 34TMST��, SUITE 700 _ GEOT�CHNICAL AMD eNVIRONMEN7AL CONSULTANTB P.O, Box300303 �J'EATTLE, V1IASHINCi70N 98103 S�+rne • RicH�►No • FAIRBANK3 •ANGHORAfiE - sr, �ouis • BoslroN 206•632•8020 FAx 206•695•67T7 FAX TRANSMISSION Atm Fiorendo Cabud.ol,lr. Fax 206/343-5691 , Com an Cou ' P cr Lundaen . p y ghlin oxt Phone 206/343 0460 , � Y.ocation Seattle.WA Date Augus�t 18,2000 , From Bruee Reynnlds Tirne 2:25 p�rt I� Subject Renr�on?eehaotogy Rasouzcc center Job No, 21-1-03866-001 �i Florcndo, ` I', I have ch�cked thC r�ports we ltavc produccd for the Renton Tcchnical College fo�information on the seasonal high I�, groundwater]evel_ We undarstand thac cha proposed bottnm of thc infiluratxan vault is ac clavacioA 306.5,oz about �I fifteen fe�t balow the existing ground surface(e1, 321.5). The foUowin� is a sumnzary of the subsurface information we have; i Daiclexploration and distaace �ottum elevation of Soil Type at bottom of Wster encouratered ��F from propos�d vault d�epest explorarion cxcavation �� IT 2/00 5 test pizs oa the sice 314 Grsvelly SAND None 4"��% 10 us ft_east velly SAND None 12/84 2 test pits�OU ft. south 315 Gravel.ly SAND None 12/84 Boring 300 ft_North 316 Glacial Till at 326 ft Wet scam�within thd eleva�on �lacaaa till 12184 Boring 700 fl.Nort21 326 Glaci:el Till at 333 ft None e�Zvauon 1Z/84 Bo=ing 1200 ft.North 334 Gravelly SAI�'D Non� These borings and test pits drilled aud excavated to date did not eneounter che regional�oundwacer table.Howcver, they did not extead below tb�e boetom of cEie propvscd infiltration vault(30fi.5 ftelevatiWot).Therefore,we z�commcnd drilling a 25-foot deep soil boring and instnlling t�n obseivaiion vaell at the proposed infiltration vault location.A cost estimate for ihis b�ing can be prepared at your rcqucst. �►n�l 2 The origina] of this fax wall � widl not be mailed. NOTE: Thc aaacheQ infarnsdoa is proprietary in its emtirecy and is incer,dcd for ihe usc of only the individuaI to whom it is tansmitted. It may conta'vti privilegnd and/or con£:cier�cia��.{.-,��«�. .�+ny rcproaucuon or use of this i�,�o�,�,�:a.�y�,pno o��:u�an mc inicnded recipicnt is prohibited. If you have received this facsunile in error, lease nori Shanaon&Wilson immediaeel . s _..�._�_ 5/18/O1 11 : 35 :42 am Coughlin, Porter, Lundeen Inc . page 1 Renton Technical College New Technology Resource Center Infiltration Design Volurne Analysis I ________________________STAGE DISCHARGE TABLE====____________________ 'I,! RI E HARGE ID No. OVRFLW-R I�I S R DISC Description: OVERFLOW RISER DESIGN '� Riser Diameter (in) : 12 . 00 elev: 322 . 20 ft Weir Coefficient . . . : 9. 739 height : 323 . 50 ft ', Orif Coefficient . . . : 3 . 782 increm: 0 . 10 ft ' STAGE <--DISCHARGE--> STAGE <--DISCHPZGE---> S^AGE <--DISCFL�RG�---� STAGE <-DISCi3ARGE---> �I�� (ft} ---cfs-- ------- (ft) --c's-- ------- ;ft; ---cfs-- ------- (ft) ---cfs-- 0 322.50 1.6083 322.90 3.1665 323.30 3.9684 ' 322.20 0.0003 322.60 2_3949 323.00 3.3848 323.40 4.1447 � 322.30 0.3126 322.70 2.6770 323.10 3.5899 323.50 4.3138 322.40 0.8776 322.80 2.9320 323.20 3.7839 � �1�0'��0 1w� �j�T�� l.�)�'�"rG JL.J . 1'Q� fIJTb (I.��. VL"T t'ixGL''7' ��5 � Q�oo r�. = i.�� c:F's 5/18/O1 11 : 35 :20 am Coughlin, Porter, Lundeen Inc . page 1 I Renton Technical College New Technology Resource Center Infiltration Design Volume Analysis �i _____________________________________________________________________ --------------------- � STAGE DISCHARGE TABLE ' _ I! COMBINATION DISCHARGE ID No. COMB R � Description: COMBINED D-R AND OVRFLW-R I Structure : D-R Structure : I Structure : OVRFLW-R Structure : ' Structure : � i -- ---> TAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> II STAGE c DISCHARGE S (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 318 00 0 2700 319 40 0 2700 320 80 0 2700 322.20 0 2703 �V�� v I 318.10 0.2700 319.50 0.2700 320.90 0.2700 322.30 0.5826 = 3Z2� �7 � 318.20 0.2700 319.60 0.2700 321.00 0.2700 322.40 1.1476 C��S C�V� ��J II 318.30 0.2700 319.70 0.2700 321.10 0.2700 322.50 1.8783 � ��GIG.S 11`� 318.40 0.2700 319.80 0.2700 321.20 0.2700 322.60 2.6649 �i 318.50 0.2700 319.90 0.2700 321.30 0.2700 322.70 2.9470 I 318.60 0.2700 320.Oa 0.2700 321.40 0.2700 322.80 3.2020 � 318.70 0.2700 320.10 0.2700 321.50 0.2700 322.90 3.4365 318.80 0.2700 320.20 0.2700 321.60 0.2700 323.00 3.6548 318.90 0.2700 320.30 0.2700 321.70 0.2700 323.10 3.8599 319.00 0.2700 320.40 0.2700 321.80 0.2700 323.20 4.0539 319.10 0.2700 320.50 0.2700 321.90 0.2700 323.30 4.2364 319.20 0.2700 32D.60 0.2700 322.00 0.2700 323.40 4.4147 319.'s0 0.27C0 320.70 0.27C0 322.10 0.2700 323.50 4.5838 5/18/O1 11 : 35 :47 am Coughlin, Porter, Lundeen Inc. page 1 Renton Technical College New Technology Resource Center Infiltration Design Volume Analysis LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DZS- c-PEAK-> STORAGE ��%a'I�"Ok� <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) (C�S1 / __��'___�_____�____________�_�_______________33=====___________�______------- ��"� DESIGN INF VOL- REV .. ........ 0.00 1.77 I�IF-R C0I�9-R 322.16 1 6247.24 cf D.Z�l ! Q�-�I+F 5� ��J °(.� �Dv `i�L. ��+''1 CJ�t3'` ►�1wt�nuN► tLgQ'p laF luro�t�i�►a Ul,� Vo��cw+� ACT►� v►t" vou.w�e = 6o X2.s�x 4.t�� = �, Z55 c�F ; 5/18/O1 11 : 34 : 53 am Coughlin, Porter, Lundeen Inc . page 1 Renton Technical College New Technology Resource Center Infiltration Design Volume Analysis HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 1 0 .270 790 24430 cf 2 . 09 2 0 .2 7 0 3 0 4 8 2 7 6 c f 0 . 0 0 f---�N��►'rtow�v+sct�t.e.��G�Q� 3 0 . 000 790 -23846 cf 0 . 00�--� ��R►s�a- �3�,�� PR�Pbs�c �7N�S�� FsKhD� � �Z,G . S � � ,,.�u�nv� V f�K�'f s. ; ._ , , a .. ,� ., • •.,.� . o.;� . • . .. , ;a _ . ,• . . a � '•. aj . . .p�:r� •'` ' :`s- - • i•t1` '••�4. :� � - � .! �• ,.a �,� �cr,,�� . ' PEa�- s E t,�J�. too- R. = 32�•!? • • h"� dvsa.h.�� ,.� � nvs�.��Pr�G � , . � . • � QuJ ' -� ' o�e.�...� -N t8" �•, NMN�a R�.uMJD ;/l ��p • A,tc!. N� .� . , �,.32p,6?�� u�co DuTi,4r p�P� . '' �O,(l, F1.or,,y �Q�eo- � •� . � �� . �=3Zo• �v7(o,,�� . a• � • . �• �ti �• �� .� ��o p,rc. .; . a u►.r ' ., �, e• ��► oF ta�u�e..� ✓au�E,.�,� c �i$. o� `•e � � . � � � �P M�P PA� f�b►�p�AA�911. Q�,R� p,2.'? Gt'S WATER QUALTI'Y DESIGN CALCULATIONS COUGHLIN PORTER LUNDEEN P:\RentonTech.College-Tech.Resource Center\Drainage\Report\TIR_Report.doc , ; � C�OUGHLIN PORTERLUNDEEN � ! f � � A COPLSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION ' � According to 1990 K.C.S�'W.D.M. � 4 2 7 PI E STREET-SUITE 300 P:206/343-0460 / , � � 5 TT E,WA 98101 F: 206/343-5691 i � runoff from overlaid ez ��phalt; ; does not require Treat�nent fo� � � � �F Water �ual�y � � , � � � � , � � � /• � I I l � I ; i �r� /�, .�j� .. O � t I � } /I� I I � �I . - .. .- � / �� i �� • � 1 I I � � 7 � ,�� ,` � f 1 , � 0 � _ _ i � � ...D BI�DNG E I i i � i � � � • -- – - �� 0 . � � � i v �;� ' � i i i � � �w >i� t. � 1 f i i � :' /; `� o �� '9`� � ,� ; f � I� 0 50 100 200 � / � -� c� I— i , � � i C - kc i� � :� � � � I , � / � • � � ,.f � � � � � �� -- - - - �°- .,- � ; ; � ; SCALE 1� = 100' o� � " ; i— -- � � ' i h, / I �J , i i ; , 1/ 1 �r�/ al� � —� 1 I I ' I OO �/ f � ; I � / /; � � � � � - � i I � i f I jl /:", i �',l � � I � / �� r � I I o t � � ,!4„ f � :'+ / � � � _; ' ; � , 1 h � . � ` : ? � � i �i ,� i . � .. . ..... I i � •�.; �r ❑ y . BULpNG'p' I'�' ;� � �' � t � ` i . / �, / � � ' ' , I.� _ .. ��! � I t � ��. � � �� . � • / . i � I I �,. / � I i; s , �_=�_ � ��(��g —.-.�" , j � , E t / ' �., I ' ' I � � ��a � i li i � � �j - 8,616 SF South Parki � � �, . , ; : � � '-,� - being treated for � ' ' �� , � � � ° }i ' ' Water �uality � ; � � � � 1�� _ �. � � .� f � � �_�I ;� o .��/�:��, I 1 � � � ( ;r � , I � � � - .. . . .. , . � I I � � A-I � �.� � . � _ . _ . . .. .. - ' ... , - �I I I � i I �I r - r� � `.� .. / 1 I ` ± '•ic.c � �'•�", � � : •� � � _ 1 ' � �� \ I � — — -- y ` � -.°'--� • - J -1 - - � - � _ ^` :_-. .. -- ,. `'' � p =�� — — � • - . _ \ �� . _ . . - - i � _ � - o _ � 1 � � � � ` — _ � � — � ' � � ,�..�., i � i � � ; � `� WATER �UALITY VAULT � � , � � (36'xrt'z3.o' - 1,296 c1.) E-324.67 8'ON)S � E-324.67(OtlT)SVY : i v / � FIGURE 10 - CONTRIBUTING BASINS FOR WATER QUALITY � � . � � � . � � � � . • � • � • . � �" � '� $fl E � , �� i��,' '�� ' � i , ��'� � ,. ;� "� � �■��.�� Iw�!', � � � � , .��t E�i. ,�� , �. � r � w�� . . 1 f � 0 • e��..� . _ � �•—. `► .. . �.vi� � �i — • � ! _.+ � .� � •; - ��. ��a� ► �l��,, �� ►� . �-��,��r� � � ��,��,�� '� ;�.... �►.'�' ��r�� o ..+! �...�� , �� ' - .� ,,� ��'� ; � � , '.�;�,i��' '��:=i1�l11�� `� � h 1 �,�� 'wii �a�� .� , ; �� -. ��.�- t,,,,� � -� ,� ��, , ��. ��,,,��...,._-��..�..�: ��: .� ' ,�� , �.''��-,�,�'�+" �'-� - ► . , � � -� ��, r��1� ��,-� � . ��1 �� -- � ��uM, : �. � �' . � 1 �� - - , . � . � � � �� , � - �`° . .� ' � � ��. � ��•� �,i�� E. �. 1.� �..�'� �-,;�� ,''�'��.� _ � �� ►1A► �::y�� ,�-- , n. � a��A'i'�� : t, '� . �:� -u�^��Ai�� .�,� ��r.� w "! � �� '� \.. �► ; ��ir�� ., �. , �' ._# ,�? L.._ !� � y _ ! �� . � �� , �� I� �� . � - � ' ■ `'� ��'�� . ,�. . ,, �� , � � � �� R_ � � . ;__ ,.� �l��' � - ��i� �, � ��/ � � � � •��t� ��i� ` �s - L ,� ,. i�'a �III� � ''� , � . �� ,t�� _ , y. � ' - �'�w ' j �,i��'� ' �. � ,�— �► . - /. i� � � � �. ' [ I�, O � � � ' • ' \ . � � � �� ,� ,�r .. �-..�,�' i�, � .� � �� . � � `�i► �� . � - � : ��j��' - , . , , . . . . . . �►�,�F��;� .- . • �, � ►Y�r' • • Ir ' i . Renton Technical College-Technical Resource Center King County 24-Hour Rainfall Distribution WQ Design- 24 Hour Storm 2-Year,24-Hour Precipitation 2.00 inches �p(� SO u,r,}� W Q Water Quality Design Precipitation(Pt_Wq) 0.67 inches va��,- g��- HydroGraph Calculations Time of Concentration 6.3 minutes Pervious area acres CN= 85 0 sf Pervious area '! Impervious area 0.20 acres CN= 98 8,616 sf Imperv. area I Peak Flow 0.09 cfs I', Required T�G"etvault i'olume: 1,270 Cubic Feet (Water Quality Total VoEume of Runoff} ; Required Wetvartlt Surfaee Area: 86 Square Feet {1%of Total Contributing Impervious Area: '� -_ _ Santa Barbara Urban Runoff Hydrograph 0.10 0.09 , 0.08 0.07 0.06 • Water Quality Storm U 0.05 -L � � 0.04 0.03 0.02 0.01 0.00 ,�O �o ��o ��,o��o�,�o�,�o �,�o ��o��o�,�o�,�o�,�o��o��o�,�o�,�o�o�o�o�o��o��,�o��,�o��,�o^��o minutes Renton Technical College- Upd_1990 KCSWM Wetvault Calcs.xls Technical Resource Center Prepared by Florendo Cabudol,Jr.4/12/Ol �u{��1Q 5/18/O1 9 :44 : 52 am Coughlin, Porter, Lundeen Inc . page 1 Renton Technical College High Flow Bypass Design Flow Calcs BASIN SUMMARY BASIN ID: D100-PKG NAME : DEV 100-YR FLOW FOR S PKG LOT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 85 inches AREA. . : 0 . 00 Acres 0 .20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00 -�. TC. . . . . 6 . 30 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK R.ATE: 0 . 19 cfs VOL: 0 . 06 Ac-ft TIME: 470 min BASIN ID : WQFLOW NAME: WQ FLOW FOR SOUTH PKG LOT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 1 . 95 inches AREA. . : 0 . 00 Acres 0 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00 ____. � y � TC. . . . . 6 . 3 0 min 6 . 3 0 min ABSTRACTION COEFF: 0 .20 ' PEAK RATE: 0 . 09 cfs VOL: 0 . 03 Ac-ft TIME: 470 min �-� � I �i I I II I i NOTE: FRAME AND GRATE/COVER SHALL �IEET H-20 LOADING REQUIREMENTS LOCKING FRA�IE �C GRATE RIM=329.0 OR RING AND COVER � �� \��\��\��\��\��\��\�/\��\��\\�� /��\�� TOP SLAB� �//\�//\�//\�//\�//\�'' � �\�/�\�j�� ' \�,�//\`/�`i,�� /�%\�\/\�i/�\ , . • • .. . � ' OPEN AT ' 8" TEE ^ . ' � TOP OF TEE � . • � ' 1 ' MIN . . . < . a. 8� a�T�ET � TO C8 �6 � �—� • e / � , .� �� 8" 0 HIGH a�' FLOW BYPASS � ' � IE=325.67 8" OUTLET , a ; � TO WQ VLT • PIPE SUPPORTS(S) � IE=324.98 �.. 3' X .090" : � DOWN TURNED �a OPEN AT '� .• ELBOW W/ 2' ' j` END OF TEE • . ORIFICE PLATE - . :, j�� a �j\\. � ' . . , . ' � %/�i ' . . a ' . . a � � . ' • / � d • ' • � • a . • a � • ' • . . , � �j\\i • . .a � / . � • � � . � �j\\� \��\ �/��/��/��/��/��/��/��/��/��/��/��/��j�\ /��//��//��//��//��/\��//�\//�\/��//�// CB TYPE 2 - 48" I I � SECTION ' NTS C SD �8 CB TYPE 2 - 48' wl High Flow By-Pass Structure 0 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURALAND CIVIL ENGINEERING CORPORATION f�l�� FLo�,.1 gy��"�� n=uc�-�,�� (Gg t`9) v�sr�n� /��0�•�6 7��,�✓str� Q U,�uT� vA-u�T /�/ T�' ��s�}/ P�,el�/N� LvT -� n rEs ; �� w�r�,� C�crpca ry v�-u�r 5�� o�►-��y �� ✓� �T r,+� o�s��o '' IrJI'�i��2 Qurl U n� „ r'LarnJ (C�7w�� ' C��.1t = F�-"'^� S�A-SEp oN 77f'J� 1n/R%�YL G�tA��-�% IJ/�s/6.� �rnesr+ ,��B�JT � (.�.✓rn�(T A' T�1??�L P��P/T�no� oF Pw� C.4�.o��v� ru S�R-� (L-84u�2�►�,�.lf �S S�cno�1 1.3. s �n� 77/'l= /�`To �G5a0/�'�� oF T�hE 2 y�L �Z�f-�f�2- T�r��- f�2-�u{'/Th�onl PN� = 3 h � r'yr�/3 w�a-E PZ = I � 95 r-Fs� i -�. Q�� . O�f GFS �'- 7E� /4-TTAGH'�p S$ uff �02o�Zsv�� u�LA77o� Ii+�IG.�f�-� �4�� oru �nJFr Cou,�J�'+/ Z�'f� 2R-/,✓�',¢-tt- j�rST�� u�a/J, 6) 7N� �c.ov.� ��i�Er A�tJA-L�� E �iv�2�n�Cf 7N-� M��!-Fc,��,-� 8 P�s.s S�u�ruz,� ('c� ��') is Q(OpD�rJ = �'�� GFS �-- .s�� g�s„J "Dtao—PK6-' _� (n�AT�in1 o(L tGs C�l�s � ��ol o ,-�+� �a.u�T oF F+..o� ��-�� j�s��--r� r�� w�� DHA wn� v�4U�-r (5 O. l g �S - O�O�GFS = o, l o GFS C QayP� G'R�*`j �YPG 2 sf-�" D�Sl6�►.1 SGHiMAT� �-hbtl' r-r.�w q/P•rs5 � s•TYtMGT i�l(i� u �� - 2 Ou7ZE'� 5 . agvP� D,lOc�s p��-rm w[� � `/LT a —�p}} au � (7��qGfJ _ � 7 _ � �._ 0 U c �'�=� I�µ= luv�`r' OF �D ,v�ED�n - ��N �Z'�� Pt�� ,' n OPE.� $-/�p OF �-t� C.� i/LT(A- 3t.tM/AJ� v �liff LCs'� �'bt LL FL�W G0�1WT1vr�1S� ,,�.i Project: ��,✓rn�.J �GHrJiGA�- cou.�Es�-NEw 7��►+rJ�m&y (t�Svw�t�' Designed By: F�'�L Date �!ly�u'o! GEr�*L�2 Projea No: C99o�f�-c�s Client �NTa� Tcu►, cau�� Checked By: Sheet _�___of � _ 217 PINE STREET• SUITE 300•SEATTLE,WA 98101 • P.206/343-0460• F:206/343-5691 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURALAND CIVIL ENGINEERING CORPORATION !�,�1� ��✓ t3ypA-s5 S��n�� G 5��✓(co nl n�1 u��) �71ZI�lG� EGPIJ% G� = Gd �" 25 4 �-! � W�¢.�J Gd = o �Z Q = G7Wy = l�, o9�s � = 3�. Z�'��5z 2 � � ��2= �2�i ) 1�,,,. :. �� l Q Z / r�.�`Icc z `�- 4 _l,�-) - t O. 62 X O�o ZZ�} ' = CJ. o ZZ �� T:� z9 2 (32 ,2�js1) p�+ = o.----�� s�,- ►£ �� gyPAss P�� 0 6q �T �-��v� « � 2"� o�,Z�.�-. �rP� DRF��nJ1�J,�,- 7z� 77�'�s w�'r7�� C��+.4-ul�' t/A�.fLT. S E E �-'��€O D�7A►(� �-� D�'�i 6� ��v,��ar..�s a�- �G�3�`�) �'!E�-1 �-� ��,�t�,S y`r�:'•,��i;:.-;.,�:-. � � � � � � C 7 ...1 `u t C a � � 0 U v P c � C a. a 0 U Projec�t: �In'�l ��Utu�L ��Fs�-nrw�.� �rh..n�-o� p.�5ata�t Designed By:�L Date ;1 �/2. f�c�t�! c.�e- Project No: C�j�I v 30$ -b�" Client�iJz�,4J T�G�f C�{��,� Checked By: Sheet �- of 2- 217 P►NE STREET• SUITE 300•SEATTLE,WA 98101 • P.206/343-0460• F:206/343-5691 V. CONVEYANCE ANALYSIS I, The proposed conveyance system has been analyzed for up to the 25-YR/24-HR design storm event. The worst case scenario would be that the entire site drainage would pass through a 128 LF 12-inch pipe preceding the infiltration vault. A conveyance check was performed using Manning's Equaiion and a program called HHCaIc to calculate a maximum flow rate capacity of 322 CFS through the said critical pipe reach. Assuming 2.09 acres of impervious site area is collected and routed through the said critical pipe reach,the maximum 25-YR/24-HR flow rate that would be produced is 1.76 CFS. T'herefore,the 12-inch pipe has an extra 1.46 CFS(3.22-1.76=1.46 CFS)of conveyance capacity. The 12-inch pipe also has an approximate safety factor of 1.8. We believe that the designed storm system posses more than sufficient capacity convey the 25-YR/24-HR storm event. Please see attached calculations. A full storm conveyance analysis is available upon request. COUGHLIN PORTER LUNDEEN 10 May 22,2001 I P:�Renton Tech.College-Teck.Resource Center�DrainagelReporttiTlR_Keport.doc CONVEYANCE CALCULATIONS COUGHLIN PORTER LUNDEEN May 18,2001 �II, P:�Renton Tech.College-Tecl:.Resource Center�Drainnge�Report`77R_Report.doc I KING COUNTY, WASNINGTON, S URFACE WATER DESIGN MANUAL FIGURE 3.S.1F 25-YEAR 24-HOUR ISOPLUVIALS � �� _ �• 2�S �f----�- �.- .-��_ _ .' :.�i �:�- _�._ _ -�-��-.-� -�-�--- -� - - 6 � � '�' —'7'r•—'----- ` ! � / �. 2� ,� � ��'� ~�. '` _ ' � �rf �� '• , j� ' r,. . �;• - .•� � � 2�Q �� .�'i� ,`� �` � �� p...� � .r `� � � y �� ( 2� � ' .\� � �'lr ..�: ` � — 3 0 � �..�r �: -� ' y , - l •:{ \ 4.5' 3 r i� , � ��" �_:;!�hi�.e �� ,, 3� �� - i'r` �� A n 1' •`I 3��; �` .�-- �`1 ' . ---,.� `� � .� � _ /��~ 3S .` 1 '__ _ .' ,.= ,� =,M,I^ . ; - � � � � � ./ � \_� f� `? p ,z�'- : ,`��r�, _ .� ` r i � '• ;�1 - � ' _ � ��. . � � Y ,�1 MMN��NU r Y .� _�. � �� .\ X�1'� � �I� : � y �' ''�' .� '� ,J �� I L�VOE' r �� i .. ^�`C 1� Y� ..� � �, .I � .— '� � � ♦ a1 ;�` .� 1. ,c... '7'�°� - :w.�_I.�. ,, 'I � i- i ' � _ .v '�' \ \ � � � _ 1 ' _ . ...� � w,�.?� ` • ''' 'ij�= y" ( .' �� Islxd� �l '�` � " I -.-. � �'_o j.`,. c� 1 ;;:,,• � t�1 ',� � � � , `.. ' �- - i •�] i• I '„' ir� �.C_ l F -• ' ` - .� � �, ,' \ r� �rf ` �:r ` '� � :.� •- � / ....� .. ,�Y � —r ._ L, +� i, i '�` s :� � f :�. t � `-'� �r i) __ _ _ je. �� 'i'. (�� —`�' J i � S Vf �� .s ^ :1 .•� �ti •� �� ' - t� - ' S.5 � o �_ l ,k._ { + `wum � . . __^ _ �� ' ,� ��' — `� ' .•_ •�� I'-i'� � \ i 1�.� - 'M •f y n-.. 1 � =. '� � � r,_ - i � ,� t '- � � i — i . 3 � �t' . i � ) `=� i . - ',. . r � �� _- � / � � •, � ` w ro�.�a�i } !` � �� r � , •�� .-; K.�i! � � 1 1 ` ... �� .� _ ,r�: �'. ..._�/ �� ` I �_ :�.� l � ��4 �� 1� � 't3.� �, � 1 `.� , � "�� ,/'• ' . � t\'\ ...� _�� • � ) . } � � �...�� :.. a. ' ._ � . �` ;ti �, ' .�. \` F � 4 � •C1I 1 . �... _ `J��j { � � r` / �� :� �c� \ _ � � ^ ti � � � '� �;��' � ��%� � � _ � ' -�.�.� �� Q..-� =`� ..��. - ---- �-- � ° S �� `` ; • 4 �� % ` 1 Pu ,� � 3�o i� � �,''` � 1 _, -�,�'' 25-YEAR 24-HOUR PRECIPITATION �a � _ � ;`�� E � �� • ' r `�.� SS � 3.4 ISOPLUVIALS OF 25-YEAR 24-NOUR � �s•y •� S�� TOTAL PRECIPITATION IN INCHES 3. 6 _ = 4.S _„ 3• 'A` � t� � 0 1 2 3 4 5 6 7 8 Miles �" — � }` 3.5.1-11 3�� Q `= ''"`��`"'�''�,.� 5/17/O1 2 :49 : 56 pm Coughlin, Porter, Lundeen Inc . page 1 Renton Technical College Conveyance Design Flow Calcs Data for Site Layout NIC Overlay Pkg Lot BASIN SUNIMARY BASIN ID: D25 NAME : DEV 25-YR (FOR CONVEYANCE DSGN) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 2 . 09 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00 TC. . . . . 6 . 30 min 6 . 30 min ABSTRACTION COEFF: 0 .20 --- PEAK RATE: 1 . 76 cfs VOL: 0 . 55 Ac-ft TIME: 470 min �E�e�P� �No�,- r�,�;z t-�a. 25-y2�, 24-+�a.. s�r�.,.� I ��f t�r�- c��c�,�,�e �,n,►n�+nj. r�gs,cr�� os/i�/oi Manning' s Equation for Uniform Flow in a Circular Pipe Input Quantities Diameter: 12 . 0000 in Manning ' s n: 0 . 0120 �,_ ut,rr►c.�� P�PE Rx�q,cN QAa�+.►r� Slope : 0 . 7000 °s Calculated Flow Rate : 3 . 2278 cfs -G--- I'�a�c �qP,q.�, � C,F pasr��p Calculated Velocity: 4 . 1097 t s �2„�c..q.�, �, � �� Calculated Depth: 12 . 0000 in ��.-76 Gps Fl�r+ I��ZS y2 . �-1i2.Srtr+�. Calculated Quantities Area Of Flow: 0 . 7854 sf Wetted Perimeter: 37 . 6991 in Hydraulic Radius : 3 . 0000 in d/D Ratio: 1 . 0000 parts Velocity Head: 0 .2623 ft Critical Depth: 9 .2328 in Full Capacity: 3 . 2279 cfs Max Capacity: 3 . 4722 cfs HHCalc, Version 7 . Os Eagle Point, 4131 WestMark Drive, Dubuque, IA, 52002 , 1-800-678-6565 VI. SPECIAL REPORTS AND STUDIES For additional geotechnical information,please reference the February 200(1"Geotechnical Report Proposed Technology Resource Center-Renton Technology Resource Cente✓'prepared by Shannon& Wilson,Inc.400 N 34�Street,Suite 100 Seattle,WA 98103. COUGHLIN PORTER LUNDEEN 11 �Iav??, ?001 P:}Renton Tedi.College-Teclt.Resource Centerl Drainage�Report`TIR_Rc;. r;,i.r Geotechnical Report Proposed Technology Resource Center Renton Technical College Renton, Washington � � February 2000 � • • .OEOTECXNICAL AND ENVIRONMENTAL CONSULTART9 � At Shanno�:&Wilson, our mission is tn be a pmgressive, well- managed prnfessionnl consulting firm in the fields of engineering and applied earth science.s. Our goal is to perform our services with the highest cle��e of p�afessionulism with due co��.rideration to the best interests of the��ublrc,our clients,and our employees. Submitted To: I� - S. M. Stemper Architects 217 Pine Street, Suite 700 Seattle, Washington 98101 By: I Shannon &Wilson, Inc. 400 N 34`"Street, Suite 100 Seattle,Washington 98103 I 21-1-08866-001 t.'. j I � �I �-- SHANNON F�WILSON.IfVC. ; ' . �.._ TABLE OF CONTENTS � � � Page � 1.0 INTRODUCTION............................................. �._ ........................................... , ....................... 1 r 2.0 SITE DESCRIPTION ............................................................................................................. 1 , 3.0 PROJECT DES�:RIPTION..................................................................................................... 1 . ' 4.0 FIELD EXPLORATIONS � ...................2 t._:: ................................................................................... 4.1 Test Pits ..........................................................................................................................2 4.2 Field Infiltration Tests...........:.................................... .................................................... �.`; 4.3 Laboratory Testing..........................................................................................................2 .� 5.0 SUBSURFACE CONDITIONS...................................... ........................ . ........................3 .... .... ; f ` 6.0 RECOMMENDATIONS .......................4 ................................................................................. r-, 6.1 Foundations............:........................................................................................................4 } 6.2 Settlement...................................................................................................................�....4 � � 63 Lateral Earth Pressures............................................................... ..............................5 �- � 6.4 Lateral Resistance.................... .....5 , ......................................................:........................... � � 6.5 Slab-on-Grade.................................................................................................................5 , 6.6 Drainage..........................................................................................................................6 s-� 6.7 Seismic Design Considerations......................................................................................6 � 6.8 Storm Water Facilities........................................................................................... ....6 �_� ..... 6.9 Pavement Design Recommendations .............................................................................7 r 6.9.1 Pavement Design Assumptions and Method......................................................7 , i:.:; 6.9.2 Pavement Recommendations.............................................................................. 8 �..� 6.9.3 Pavement Maintenance.......................................................................................9 i 6.9.4 Utility Considerations.........................................................................................9 � ; �`� 7.0 EARTHWORK.......................................................................................................................9 � 7.1 General............................................................................................................................ 9 � � 7.2 Site Preparation and Excavation.....................................................................................9 ��r 7.3 Use of On-Site Soil....................................................................................................... 10 �., 7.4 Fill Placement and Compaction.................................................................................... 10 I ' Y 7.6 Lo seVTest Pi Backfillk................................................................................................ 12 [�:� 'I �r.:. h`,�f 8.0 DOCUMENT REVIEW AND CONSTRUCTION MONITORING....................... � ............ 12 �.:_�-- 9.0 LIM�TATIONS............................................................................ ........... 13 .,� .............................. � F�� , : � , 21-1-08866-001-RI.DOC/WP/JBB 21-1-08866-001 . i i � � � t. ��-� TABLE OF CONTENTS (cont.) Sl�iANNON F�WILSON,I�1�. � � � � _ ;' ' TABLE - Table No. � r i �.:� 1 Field Infiltration Test Results f ` � � LIST OF FIGURES ,. .� ;,., Figure No. � �.�J 1 ViciniTy Map ° 2 Site and Exploration Plan � ' 3 � Soil Classification and Log Key (2 sheets) 4 Log of Test Pit TP-1 �.,� 5 Log of Test Pit TP-2 , 6 Log of Test Pit TP-3 ,_, 7 Log of Test Pit TP-4 � � 8 Log of Test Pit TP-5 ` 9 Grain-Sized Distribution Curves _ 10 Subdrainage and Backfilling c �' i ., �. APPENDIX � ``�' Important Information About Your Geotechnical Report �, �.� ►� � --' . � . �5 4�� •', _ �',�� II +",�� I !:..-_{ ` }'Y � f � •• � 21-1-08866-001-R1.DOGWP/JBB 21-1-08866-001 ' ii 6 �-� SHANNON�WiLSON.ItVC. ' GEOTECHNICAL REPORT �- PROPOSED TECHNOLOGY RESOURCE CENTER � RENTON, WASHINGTON �. �.., ; 1.0 INTRODUCTION � . 1 This report presents the results of subsurface explorations and geotechnical engineering studies � at Renton Technical College for the proposed Technology Resource Center to be located south � . �a��' and west of Building B. The purpose of this study was to evaluate subsurface conditions at the site and provide geotechnical'recommendations for the design and construction of the proposed � structure. Our work included excavating five test pits and performing two field water infiltration tests, and performing laboratory and engineering analyses to develop design recommendations. � This report includes a description of the site, proposed building, field explorations, field and laboratory testing and results and subsurface soil conditions. i ' � 2.0 SITE DESCRIPTION � The proposed Technology Resource Center site is located north east of the intersection of � Jefferson Avenue N.E. and N.E. 4`h Street in Renton, Washington, as shown on the Vicinity � Map, Figure 1, and the Site and Exploration Plan,Figure 2. The site is presently covered with �» lawn. Building B is located northeast of the proposed building site with a narrow parking lot (designated P 1) due east. The site is flat except for the far north end that slopes down from east � . to west for a total relief of about 5 feet from Building D to the east. �_� � 3.0 PROJECT DESCRIPTION .;i The proposed new Resource Technology Center will be a two-story building with about 45,000 t ;� to 50,000 square feet of floor space. The proposed building footprint will cover approximately ��" 3/S t h s o f t he tota l square footage. A stormwater,detention system consisting o f an in f i ltration � � - system, a detention pond,or an underground detention vault will be located north of the � proposed building. We further understand that the surface for the parking lots north of Building ;:.,;, A (gravel), and south of Building B may be improved or replaced depending on vehicular tra�ic 1*;'i �"�� expectations. ' � t:`a I'I E � €-n �� ,. � � � I c � ; 21-1-08866-001-R1.DOGWP/JBB 21-1-08 8b6-001 .. 1 SHANIVON F�WILSON,INC. ,. 4.0 FIELD EXPLORATIONS ; , 4.1 Test Pits � - The south half of the project site(building site)was explored with three test pits, designated � �- TP-1 through TP-3. The north half(stormwater detention system facility)was explored with two � test pits, designated TP-4 and TP-5. The locations of the test pits are shown on the Site and . Exploration Plan, Figure 2, and were surveyed by Triad Associates. + The test pits were excavated with a backhoe provided by the Renton Technical College. The pits � � ��- ranged in depth from 7.5 to 10 feet. The excavations were located and observed by a geologist � : from our firm who visually identified the exposed soils, obtained representative samples, and `" com iled a lo of each test it. The Unified Soil Classification S stem as described in Fi e 3 � � P _ g P Y � �' , was used to classify the soils encountered in the test pits. All samples were sealed in jars or �� plastic bags to preserve the natural moisture content and were returned to our laboratory for � additional testing and future reference. Logs of the test pits are presented on Figures 4 through �--,: 8. Relative densities of the soil presented on the test pit logs were estimated based on probing l the walls and floor of the excavations and the relative ease or difficulty in excavation. The test ,, . pits were loosely backfilled with the excavated soil upon completion. � ; ` 4.2 Field Infiltration Tests Two field water infiltration tests were conducted during the excavation of the test pits. These � tests were located in separately dug pits located adjacent to test pits TP-4 and TP-5. The infiltration tests were made in general accordance with the requirements of the King County �� Surface Water Design Manual using the EPA falling head percolation test procedure. �_ � The tests were conducted in approximate 6-inch-diameter by 24-inch-deep hand dug percolation � holes. Each hole was filled twice with water to determine if a soaking period was required. In fi : both holes,the water level dropped at a rate greater than 12 inches in less than 10 minutes. �-=' Therefore,the EPA methodology does not require a soaking period. After determining that a � soaking period was not required,the holes were filled to the top and the water level was `'� measured from a fixed reference point to the neazest 1/16 inch. The test results aze presented in ,:.:,t Table 1 as the water.level measured from the ground surface versus time. �: { 4 4.3 Laboratory Testing �.`��3 The samples collected in the field from our explorations were brought to our laboratory for R analysis and testing. The purpose of laboratory testing was to evaluate the basic index and t � I ` 21-i-08866-001-R1.DOGWP/SJM ^1_1 _(1 Q Q��_�!11 . 2 ; - , SHANNO�1�WILSON.INC. , engineering properties. Laboratory testing consisted of visual classifications, natural water content (moisture) determinations, and grain-size distribution tests. All testing was performed in '� general accordance with the appropriate American SocieTy for Testing and Materials (ASTM) �: specifications. The natural water contents are plotted on the test pit logs and Figure 9 presents �� grain-size distribution curves of two selected samples taken from the test pits. � '� � 5.0 SUBSURFACE CONDITIONS : r In general,the site is underlain by local deposits of fill material that overlies glacial recessional � ' outwash and glacial till. Recessional outwash is sand and gravel that is deposited by streams that ,.;•, issue from the continental glacial ice as it receded. Glacial till is a very dense,poorly sorted � �� material that is deposited at the base of the glacier. Because it was compacted by the weight of �`; the overlying glacier, glacial till is typically very dense. From the surface down, the following ? materials were encountered in the test pits. i � �._, Grass and sod cover the entire site to a depth of ahout '/2-foot. Fill material was encountered in �:' ' the northern portion of the site in test pits TP-2 through TP-5. The fill consisted of inedium , � dense to dense, gravelly, silty sand and slightly silty, sandy gravel with small amounts of wood, cinders, and glass. The fill is probably recessional outwash that was excavated,mixed with other ° soil and debris, and then placed at the site. The thickness observed in the test pits ranged from � < about 2 to 5 feet. 6'...� Recessional outwash was encountered in all of the test pits. In test pit TP-1 the recessional � outwash was present under the grass and sod. In the other test pits recessional outwash was �`�� encountered beneath the fill material. It consisted of inedium dense to dense, stratified layers of sand and pebble gravel. In test pits TP-3, TP-4, and TP-5,the upper 1 to 3 feet of recessional outwash is weathered to medium dense orange-brown, gravelly, silty sand. This weathered soil represents the original ground level that was present before the fill material was placed. This c � � weathered soil unit was missing at the locations of test pit TP-1 and TP-2,which suggests that i � `�� the area had likely been previously lowered by cutting. ''' Glacial till was not encountered in the test pits excavated at the site. However, in 1984 Shannon y ! &Wilson, Inc., conducted a geotechnical study for the expansion of Renton Vocational i '' Technical Institute. A boring located about 1,000 feet north of the Technology Resource Center � site encountered very dense, gravelly,silty sand at a depth of about 8 feet. The other borings at `- } the College found recessional outwash up to 22 feet deep. f;.' � ; .. � � - Zt-i-osa6�-oo�-xi.DoawPnBs 21-1-08866-001 � 3 �-. SHANNON F�WiLSON.INC. � , � . , Regional groundwater was not observed within the recessional outwash soil in the recent test pits �I � or other explorations made previously at the College. Locally perched ground.water was ' ` observed at test pits TP-3, TP-4, and TP-5,which resulted in light seepage from the upper 2 feet � of fill soil. The seepage apparently occurred in areas where the lawn was wet from recent storm , � t-.� water runoff and precipitation. We anticipate that locally perched groundwater may be present � during the wettest months of the year where relatively low permeability lenses or layers aze � - present in the recessional outwash. ; ; 6A RECOMMENDATIONS I , � b.l Foundations I � - I i � The proposed Resource Center could be supported on spread footings bearing in the medium ' dense to dense recessional outwash sand or, depending on the depth of the footings, in the s-� - ; ' medium dense to dense fill soil. The test pit explorations indicate that the existing fill that is present in the upper 2 to 5 feet at the site consists of soil that is relatively free of deleterious ;`� material. The fill appears to have been placed and compacted in a satisfactory manner. In our s ' opinion,this material should provide suitable bearing for footings. � � � 5 Footings founded in these materials may be designed for an allowable soil bearing pressure of 3 �', kips per square foot{ks fl. Minimum footing widths should be 24 inches for individual column j �T footings and 18 inches for continuous spread footings. Footings should be at least 18 inches � �`" below the lowest adjacent grade. Footing subgrades should be evaluated during construction by t an experienced geotechnical engineer to verify the presence of competent bearing soil and to �::� determine that all loosened, disturbed soils and objectionable debris have been removed prior to placing concrete. i i._.: We anticipate that about 6 inches of sand and gravel in the footing excavations will be loosened � ; by the excavating equipment. Therefore, we recommend that all footing subgrade surfaces be �� compacted to a dense and unyielding condition with at least three coverages with a hand- j � operated vibratory compactor before reinforcing steel is placed. �'il �, ; - � � ' 6.2 Settlement � E ; We expect settlements to be less than 3/4 inch, with differential settlements (between adjacent I' i � footings or over a 20-foot-long span of continuous footing) less than %z inch,provided footings �<�� are designed and constructed in accordance with our recommendations. These settlements are € P '� 21-1-08866-001-R1.DOGWP/JBB 21-1-08 866-001 4 f" ' � - SHANNON F�WILSOfV,INC. expected to occur essentially as the structural loads are applied, due to the granular nature of the � soil. . �' 6.3 Lateral Earth Pressures �� R � Lateral earth pressures on retaining walls aze dependent on the method of bacldll placement, degree of compaction,backfill slope,type of backfill material, drainage provisions, and whether ' .: the wall can yield laterally. If the wall is free to yield at the top an amount equal to �- approximately 0.001 of the height of the wall,the soil pressures will be less than if movement is ;:.� more limited due to the stiffness or restraint of the wall. We recommend that a lateral pressure equivalent to a fluid density of 35 pounds per cubic foot(pc fl be used in the case of yielding � ' walls, and 55 pcf be used for non-yielding walls. The pressures resulting from the equivalent � i fluid densities are based on the assumption that proper drainage is provided behind the wall and -� no bui.ldup of hydrostatic pressure occurs. � � E 6.4 Lateral Resistance �-, ! Lateral forces from wind or seismic loading would be resisted by base friction and by passive � earth pressure against the buried portion of the structure. Passive resistance should be ignored in ; ' the upper 24 inches if not covered by a pavement and should be ignored entirely if a possibility � , exists that soil providing the resistance could be removed in the future. In our opinion,passive �� earth pressures could be estimated using an equivalent fluid density of 300 pcf. This value �:� assumes the fill placement and compaction recommendations presented in this report are followed. The above value includes a factor-of-safety of 1.5 to limit lateral movements. �'' We recommend that a coefficient of friction between mass concrete and soil of 0.5 be used with t an appropriate factor-of-safety to calculate the resistance to sliding at the base of spread footings. r. i�_: 6.5 Slab-on-Grade { ,, . �,;; If the proposed new building includes a slab-on-grade floor, the floor slab subgrade should be F evaluated and compacted as described in Section 73 of this report. A modulus of subgrade �,; - reaction of 200 pounds per cubic inch may be used to design the slab. t..� ; A vapor barrier consisting of plastic sheeting is recommended beneath any slab-on-grade floor. The vapor barrier should be placed over a 6-inch minimum layer of washed pea gravel as shown on Figure 10. An altemative would be a 3-inch layer of washed pea gravel beneath a 3-inch x '; layer of clean crushed rock. The crushed rock could be compacted with a vibratory compactor in order to provide a working surface on which to place the reinforcement and concrete. �� 6 21-1-08866-001-R 1.DOC/WP/JBB 21-1-0 8 8 66-001 t 5 �_ � SHANNON�WILSON.I�lC. '� 6.6 Drainage .. Locally perched groundwater was encountered in the test pits,which indicates�that runoff water could seep through the backfill along the footings and retaining walls. Therefore,we recommend that the retaining walls be backfilled with free-draining soil that is hydraulically connected to subdrains. The ground surface should be sloped away from the building to prevent . ponding against it. Our recommendations for footing and retaining wall drainage are presented in Figure 10. Roof drains should not discharge into subdrains,but should be connected to storm drains with tightlines. The contractor should be prepared to handle the perched groundwater that may be present during , construction of this project. In our opinion,the use of ditching and sumps should be adequate to � ' control the seepage encountered. i �� , 6.7 Seismic Design Considerations � We assume seismic structural design for the proposed new Technology Resource Center will be ' based on the base shear method as outlined in Chapter 16 of the 1997 Uniform Building Code (UBC). Computation of the base sheaz force for earthquake loading requires site information, including the seismic zone of the facility and the characteristics of the subsurface soils. In ' accordance with UBC design procedures,the proposed site is located in seismic zone 3 and has a c� � seismic zone factor, z of 03. Based on the subsurface conditions encountered at the site,we ��_. recommend using soil profile type SD to select the appropriate seismic coefficients for structural � design. � s `"' 6.8 Stormwater Facilities ; We understand that the Technology Resource Center project will include storm water detention �_.. facilities that might include an underground storage vault, detention pond, infiltration galleries, � , or some combination of these. Design of underground storage vaults may be accomplished using �y the recommendations presented in sections 6.1 through 6.4. Based on the absence of � � � groundwater in the explorations at the site,we do not anticipate that tanks would have to be �`''; designed to resist buoyant rise. �'�! The infiltration test data presented in Table 1 could be used to design an infiltration system F ' and/or to evaluate likely seepage rates that would occur from an unlined storm water detention !i , pond. The soil type in which the tests were conducted would be classified as Medium Sand �I �T; ' � I `s i - 'I 21-1-08866-001-R1.DOGWP/JBB 21-1-08866-001 6 , � � -. SHAPlNON F�WiLSON.INC. ' � according to Table 4.5.2,Maximum Infiltration Rates for Soil Types, of the King County Surface � Water Design Manual. . ; ;,. € 6.9 Pavement Design Recommendations 5 � - We observed the condition of the existing pavement in the parking lots located east of the � . proposed Technology Resource Center building and south and east of Building A at the time the , • field explorations were made. In general,the existing asphalt pavement surfaces located in the � parking lots designated P1 and P2 on the Site and Exploration Plan, Figure 2, are in good � condition, although the surface has a rough to very rough texture from moderate weathering. Separation cracks at most of the construction joints were common. These joints were made at 5- , 4 ; to 25-foot intervals. Moss was growing along the perimeter of some of the parking lots where F: ; � • little traffic occurs. We did not observe potholes or"alligator cracking"in the pavements. �-�, f: We understand the gravel lot north of building A may be paved as part of the construction for the � Resource Center. We anticipate subsurface soil conditions similar to those encountered in the ` ' test pits aze likely present in this parking lot area. Specificaliy, medium dense to dense gravelly , < �� silty sand fill soil overlies medium dense to dense, gravelly sand (recessional outwash). In our ; opinion, these soils are suitable to support an asphalt pavement section. 'S 6.9.1 Pavement Design Assumptions and Method �- � For our pavement analyses,we assumed the following ciaily traffic: ' E Delivery Trucks 2 per day � _, Passenger Cars 75 per day �::, Pickup Trucks 25 per day t Buses 1 per day i �. , i:�_ Flexible pavement designs were made using empirical methods described by the 1993 ' American Association of State Highway and Transportation Officials (AASHTO) Guide for � : �-� Design of Pavement Structures. The recommended thicknesses are based on the anticipated � traffic volumes mention above, a 20 year design life, information provided by the AASHTO �`'� Guide for Design of Pavement Structures, and our experience in the area. The following �<_; assumptions were used in our analyses: directional and lane distribution factors of one; no �� .` growth in traffic; good drainage of the base and subgrade; asphalt concrete with an elastic modulus of 350,000 pounds per square inch (psi); and a subgrade California Bearing Ratio � (CBR) of 10 percent. The assumed CBR is based on the subsurface soil conditions encountered �.,� „ � ; c ' 21-1-08866-001-R1.DOC/WP/JBB . 21-1-08866-001 ` 7 �__ S i-, SHANf��N F�WIi�,SON,INC. in the explorations performed for this and previous projects at the site. We anticipate that the I �, subgrade conditions are not frost-susceptible, because the soil is generally well drained. Overlay pavement recommendations are based on the Asphalt Institute Ivlanual Series ' � , � No. 17 Effective Thickness Procedure. We assumed that the existing pavement has a Present z_: Serviceability Index (PSn of about 2.5. � � . • - 6.9Z Pavement Recommendations � : Based on the condition of the existing pavements and the assumptions described , '� � previously, we recommend the following new pavement sections: ��, � : I! � . ' �: : �`.�m. . _ a�-�n , e�n�n` f . - - Asphalt Concrete 2.5 inches 1.5 inches �� Crushed Rock Base Course 6 inches _ t � E , Prior to paving,the base course should be proof-rolled with a loaded dump truck(or equivalent)to check for yielding conditions. Any yielding areas should be suitably replaced. Material imported for base course, subbase or to restore grades in areas of overexcavation should � t be non-frost susceptible granular materials. Soils with a fines content not exceeding 7 percent ' �- passing the No. 200 sieve,based on the minus'/4-inch soil fraction, can normally be expected to �., be nonfrost susceptible. Any fines should be nonplastic. Crushed rock materials with less than � 10 percent nonplastic fines are also usually non-frost-susceptible. € The base course should conform to Section 9-03.9(3) of the Washington State �� Department of Transportation and American Public Works Association 2000 Standard � Specifications for Road,Bridge, and Municipal Construction(WSDOT/APWA). The base � course should be compacted to a dense, unyielding condition and to at least 98 of the maximum ,;,� dry density determined in accordance with a Modified Proctor compaction test (ASTM D 1557). �� :., �� Material imported to restore grades in areas of overexcavation should consist of a r : reasonably well-graded(from fine to coarse} sand and gravel, free from organics,debris, or other `:;; � deleterious material. It should have a maximum particle size of 3 inches and have not more than 7 percent fines by weight passing a No. 200 mesh sieve,based on the minus 3/4-inch fraction. � j Any fines should be nonplastic. The gravel content should range between 20 and 50 percent � retained on a No. 4 sieve. � 1 ' Asphalt concrete aggregate should conform to Section 9-03.8 (Class B) of the WSDOT/APWA Standard Specifications. Pavement construction, including surface prepazation � � � ; - Zia-ass�-ooi-Ri.DoawPass 21-1-08866-001 i , g � --- S6-IAAiVNON F�WILSON,INC. of existing pavements, asphalt concrete, lift-thickness and compaction requirements, should conform to Section 5-04 WSDOT/APWA Standazd Specifications. 6.9.3 Pavement Maintenance �. ��• The life of pavements depends among other factors on the maintenance undertaken. Even if the asphalt section is constructed as recommended,routine maintenance will be required �__, after thP pavement is placed. Such maintenance should include sealing pavement cracks as soon as possible after observation. In addition, it should be anticipated that a general sealing may be required after a few yeazs of service. 6.9.4 Utility Considerations � ; � ; . All utility trenches should be backfilled with clean granular material, such as sand, sand and gravel; or crushed rock with maximum 2-inch diameter, and with not more than 5 percent � passing the No. 200 sieve (wet sieve analysis, ASTM D 1140). Any fines should be nonplastic. �-, The backfill should be placed in lifts not exceeding 4 inches if compacted with hand-operated ` equipment or 8 inches if compacted with heavy equipment. Each lift should be compacted to a dense,unyielding condition and to at least 92 percent of the maximum dry density (ASTM D � ' 1557) 12 inches or more below the pavement subgrade, and 95 percent within 12 inches of the � pavement sub g r ade. We recommend a minimum cover over utilities of 2 feet from the crown of �- the pipes or conduits to the pavement subgrade elevation. Catch basins,utility vaults, and other ��;� structures installed flush with the pavement should be designed and constructed to transfer wheel loads to the base of the structure. � ; 7.0 EARTHWORK ! � ' 7.1 General ��: � We understand that the proposed Resource Technology Center project will be constructed mostly �:� close to the current site grades. Excavation depths of will be about 5 to 6 feet for portions of the F <, building, and about 8 to 10 feet for a storm water detention vault. In general, fills are not � �' � planned on the site. � � I 7.2 Site Preparation and Excavation �`� ; Site preparation should commence by collecting and diverting all sources of surface water into F`� suitable storm drainage and/or treatment facilities. The contractor should be made responsible � 3 for the control of all surface and�groundwater encountered during construction. t � , : 21-1-08866-001-R1.DOC/WP/JBB 21-1-08 866-001 9 r - �� SHANNON�WILSON,INC. The area should then be grubbed and stripped of the topsoil or underlying soil that contains : significant amounts of roots or other objectionable debris and organic material. Based on the current site explorations,we expect the normal stripping depth of topsoil or soil with significant r organic material to be on the order of 6 to 12 inches;however, stripping should take place to t �� ; whatever depth is required. ± For safe working conditions and prevention of ground loss, excavation slopes should be the � responsibility of the contractor, since the contractor will be at the job site to observe and control ; the.work. All current and applicable safety regulations regazding excavation slopes and shoring � � should be followed. Although deep excavations aze not currently anticipated,the following �r , information is given for planning purposes. In our opinion, short-term,temporary excavations to � � depths not greater than about 10 feet could be sloped to 1.5 Horizontal to 1 Vertical (1.SH:1V) in medium dense to dense recessional outwash soils. Local sloughing may occur and flatter slopes , should be made as conditions dictate,such as if seepage is present or as otherwise necessary to �'^,, rovide a safe stable slo e. Excavation slo es should be rotected durin wet weather b lastic P � P P P g YP , r sheeting or its equivalent. I i I ' 7.3 Use of On-Site Soil I� ,.� � I' j The grass and sod, and soil with significant roots and/or organics should not be used for � -. structural fill material. Depending on other project requirements, such organic soil may be � suitable for reuse as topsoil. If not, organic soil should be removed from the site. �_: . � The inorganic soil encountered in the test pits could be used as structural fill material,provided it �::; is properly conditioned. The recessional outwash is relatively clean, such that it should be suitable for wet weather construction. However,the weathered recessional outwash, and silty r i � soil interbedded in the recessional outwash may have sufficient material finer than the No: 200 �._; sieve that it could be difficult to compact if too wet. Soil with more than 5 percent fines that � have water contents above their optimum values would require drying to achieve the required {�`�� degree of compaction. We recommend that the excavated soils be evaluated during excavation F ; to determine whether moisture conditioning is required. �i { - 7.4 Fill Placement and Compaction ,.,: � l All fill placed beneath structures, roads or other areas where settlements are to be minimized , ; should be structural fill. Structural fill should be placed and compacted in building azeas upon i � proof-rolled or probed surfaces determined suitable by the geotechnical engineer or the engineer's representative. ��' E r _ ` 21-1-08866-001-R1.DOCIWP/JBB 21-1-08866-001 � j �O t.._: � � Si-iANNON F�1N�LSON.INC. -- � . Structural fill material beneath footings, slabs-on-grade or road subgrades should consist of well- �� graded sand and gravel,free from organics, debris, or other deleterious material. It should have a �-� maximum particle size of 3 inches and have not more than 12 percent fines by_weight passing a �' ; No. 200 mesh sieve, based on the minus 3/a-inch fraction. The fines should be nbnplastic. The '._� gravel content should range between 20 and 50 percent retained on a No. 4 sieve. The fines content should be lower during wet weather as described in Section 7.5. � -' All structural fill should be placed in layers and compacted to a dense, unyielding condition. Fill � placed under structural walls and slabs-on-grade should be compacted to at least 95 percent of its ,::_� Modified Proctor maximum dry density(ASTM D 1557). Where more settlement can be � ;, tolerated,the density requirement may be reduced to 88 percent, such as in landscape azeas. In � � general, the loose lift thickness should not exceed 8 inches for heavy equipment compactors and � � 4 inches for hand-operated mechanical compactors. All compacted surfaces should be sloped to ; drain to prevent ponding. Structural fill operations should be observed and evaluated by an ��., , experienced geotechnical engineer or the engineer's representative. '� I r-; 1' ' , 7.5 Wet Weather Earthwork � : In this area, wet weather generally begins about mid-October and continues through about May, � although rainy periods may occur at any time of the year. Therefore, it would be most advisable to schedule earthwork during the normal dry weather manths oi June through mid-October. It is ' �. our opinion that earthwork performed during the dry weather rr.onths will prove more II � economical than wet weather earthwork. I ��; Particularly during the wet weather months, groundwater levels would be highest within the site I soils. Such groundwater could seep into site excavations and would need to be removed. �', '� f;:� � The fill soils and the upper,weathered portion of the recessional outwash sand generally contain , sufficient silt and plastic fines to produce a cohesive and unstable mixture when wet. Such soils I �� . are highly susceptible to changes in water content and become muddy,unstable, and difficult or impossible to place and compact if their moisture content significantly exceeds the optimum. 3 - ''�' The following recommendations are applicable if earthwork is to be accomplished in wet � weather or in wet conditions. �",.�,, ► The ground surface in and surrounding the construction area should be sloped as much as � �� possible to promote runoff of precipitation a«�ay from work areas and to prevent ponding S�� of water. a ' 21-1-08866-001-R1.DOC/WP/JBB 21-1-088 66-001 ', ; � 11 � ,_ . � S�iANNON F�WILSON,INC. ► Covering work areas or slopes with plastic, creating slopes and ditches, using sumps, - performing dewatering, and employing other measures to properly complete the work • . . should be accomplished as necessary. � ° ► Earthwork should be accomplished in small sections to minimize exposure to wet _ ., conditions. The size of construction equipment may have to be limited to prevent soil disturbance. It may be necessary to excavate soils with a backhoe, Gradall,or equivalent, �� . located so that equipment does not traffic over the excavated azea; thus, subgrade . : disturbance caused by equipment traffic will be minimized. ► No soil should be left uncompacted and exposed to moisture. A smooth-drum vibratory _:; roller, or equivalent, should roll the surface to seal out as much water as possible. ► In-place soils or fill soils that are, or become, wet and unstable and/or are too wet to : � suitably compact should be removed and replaced. ��a ► - Excavation and placement of structural fill material should be observed on a full-time ` ' basis by a geotechnical engineer(or representative) experienced in earthwork, to determine that all work is being accomplished in accordance with the project specifications. We recommend incorporating the above recommendations for earthwork under wet conditions into the contract specificadons. � 7.6 Loose Test Pit Backfill �:� Test pits dug for the exploration were loosely backfilled. If such a pit location is within a F proposed pavement, sidewalk,or structural area, the loose soil should be removed during � construction and appropriately backfilled with compacted structural fill. :�:; �, :.; 8.0 DOCUMENT REVIEW AND CONSTRUCTION MONITORING :�� . � We recommend that our firm be retained to review those portions of the plans and specifications , �:: ; ;; that pertain to earthwork to deternune whether they are consistent with the recommendations in �.�.,; this report. Although this review phase of project design is often neglected, substantial savings `�1 in future cost overruns durin construction can be corrected durin this hase of the ro ect rior ;,;:;i . g g P P .1 ,p '� '- ' to construction bidding. � Ir I � '-�'� We recommend that Shannon&Wilson, Inc., provide monitoring, t�sting, and consultation �� during construction to confirm that the conditions encvuntered are consistent with those ;�Y�� indicated by our explorations. This will also allow us to provide expedient recommendations ' � should conditions be revealed during construction that differ from those anticipated, and to � i,,� � . - 21-1-08866-001-R1.DOC/WP/JBB 21-1-08866-001 '� 12 _, �- Si�ANNON�WlLSQN.INC. evaluate whether earthwork activities comply with contract plans and specifications. Such activities would include observations of foundation subgrade, fill placement and compaction, and site drainage; and other geotechnically related earthwork activities. :.- 9.0 LIMITATIONS � _ This report was prepazed for the exclusive use of the Renton Technical College and S. M. � Stemper Architects for specific application to the design of the project at this site as it relates to ,- the geotechnical aspects discussed herein. The data and report should be provided to prospective :_, contractors and/or the Contractor for their information, but our report, conclusions, and F � interpretations should not be construed as a warranty of subsurface conditions included in this � � report. f � f� The scope of our services for this report did not include any environmental assessment or r::.; ; ' evaluation regarding the presence or absence of wetlands or hazardous/toxic materials in the soil, surface water, groundwater, or air, on or below or around the site. � The analyses, conclusions, and recommendations contained in this report aze based on site -- conditions as they presently exist and further assume that the explorations are representati��e of the subsurface conditions through the site; i.e., the subsurface conditions everywhere aze not a-� significantly different from those disclosed by the explorations. If subsurface conditions ; different from those encountered in these explorations are observed or appear to be present �"�,,� during construction,we should be advised at once so that we can review these conditions and i reconsider our recommendations. � �� If there is a substantial lapse of time between the submission of this report and the start of work ��.� at the site, if conditions have changed because of natural causes or construction operations at or adjacent to the site, we recommend that this report be reviewed to deterr�une the applicability of i , the conclusions and recommendadons, considering the changed conditions and time lapse. i:,� � These conclusions and recommendations were based on our understanding of the project as ; � - described in this report and the site conditions as observed at the time of our explorations. i � Within the limitations of scope, schedule, and budget, the analyses, conclusions, and recommen- ;:�4 dations presented in this report were prepared in accordance with generally accepted professional � � geotechnical engineering principles and practice in this area. We make no other warranty, either �� expressed or implied. �; x I, , 21-1-08866-001-RI.DOC/VI�P/JBB - - I 21-1 08866 001 � 13 ri i . SHANNON F�WILSON.INC. Unanticipated soil conditions are commonly encountered and cannot be fully detemuned by � � merely taking soil samples or making test borings and pits. Such unexpected conditions ��' � frequently require that additional expenditures be made to attain a properly constructed project; ; therefore, some contingency fund is recommended to accommodate such potential extra costs. �. �...: Shannon& Wilson,Inc. has prepared "Important Information About Your Engineering Report" � (Appendix) as an integral part of this report to assist you and others in understanding its use and � E_ limitations. , t._� SHANNON & WILSON, INC. � `� `� --�.�� Bruce M. Reynolds, .P.G. � Geologist � � QY;��r��.';� � :�F wAs��tiQ� � �c�� '� �. � � , a ,:-_� .�. � '�GG'�� _ :t' � � I� ��O .�''7xt. .� 003^vo36 .'� 'QFct�iti,-tz� m::.e �SSIONAL�G EXPIRES: �� :�i � i.�� Christopher A. Robertson,P.E. Associate ! } C�� BMR:CAR:TMG/bmr �: ? �:-. G� 'i � � � F-; i I � ` 21-1-08866-001-R 1.DOCJWP/JBB 21-1-08866-001 �" 14 a � SHANNON�WILSON.INC. � TABLE 1 FIELD INFILTRATION TEST RESULTS TEST I-1 (TEST PIT TP-5) � � VVater,Level - r-.Elapsec3 Time �_ � �" �` feet b s ` -_ :' minutes:seconds '-.•`-" 5.�0 0:40 5.80 0:15 6.20 1:00 630 1:30 635 2:00 6.40 3:30 • 6.50 5:00 � 6.55 7:00 6.62 10:00 � � 6.72 15:00 6.75 18:00 6.80 24:00 � TEST I-2 (TEST PIT TP-4) � - >-Wafer LeveI = �Elapsed Time ��: ` � feet b s -�` . .'minutes:seconds =_ . 4.60 0:00 5.40 0:15 � 5.75 1:00 5.90 2:00 6.10 3:15 6.15 4:15 6.22 5:00 I 6.30 5:30 635 6:00 6.50 7:00 Note: bgs =below ground surface � � � _ _ 21-1-08866-001-R 1 TI.DOGWP/JBB 21-1-08866-001 � i - N I � x _ :, _ p ,, PROJECT , . ;: �„� _ , :.�� y 6,,, n LOCATI�N �w ,� �. ; •3 � ��' 3 �'r '�,. � ��..�. 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S 'r ` � � S I70iM . y .. _ � ,ns� _ ' ' N � .. k5ra .... . _ . bnr► .79 � .. m -.� =t . x O C7 0 0 114 1/2 1 � . 0 � Scale in Miles cc � � Technology Resource Center � Renton Technical College � � Renton,Washington � 0 N NOTE VICINITY MAP � � Reproduced with permission granted by THOMAS BROS.MAPS�. E This map is copyrighted by THOMAS BROS. MAPS�. It is " o unlawful to copy or reproduce all or any part thereof,whether for February 2000 21-1-08866-001 o personal use or resale,without permission. All rights reserved. m SHANNON 8 WILSON, INC. FIG. 'I Geotechnical and Environmental Consultanb � � � R� i �'• 1 :- ��: �" ' NF j 1 _ S/ �,f�� ` \ i.cccLcii.�cLt�icu�ri.ccctliilt[t.�i � �f� s � �`�'�� /,. � � , �, ��.�a N STy , � / \ � . � • / �, �3 �I t -�s s_r$ .f�.9�/�?+'� � / . . � � ST _ � ;�/f �,/�j \ �! :. � i r;�-s- I r t,�' s <:r �yi I � � � �� r�^C� � �` ; .,, � �' ,� _ , � � •� L� �. � � %;Y��i � '�� r� � � �` g � s 4' I i �. . i-� ' �x '` '� .��` ��, � � � ��I �I � l � . . ,j i � '''r�i' ,. --� _,/�, �frf' ; ) - , � -�,,� /—/• i �/ � � • �\ . / � �� j �Y,� s �� ; ,i . / � i, . �' r ` .��t ' �,� � <° , � Gravel Parking Area � s j .r ' �\ ; _:� ,y .. , � . _. �. � � _ . ti,c�zviu�li.tl�tt�� -� /��/,;sG� � / � ,rr�` � � • � _ . .� t �s _ < 3 �� j � 4 � � y, � � Yi�— J � �� / _ , - � 4 i = � i . �; , y. � � ,, _ 3 .. � i � � . --�. �/ �� _,' / , � f � I // / �� ,� � � �� _ -� _ i _��' :� � �(u l J � ,�J. � ,� r r,� z y � � � � '� y � � � � � / d �� f, ,.f�-� :.� .� r ¢ . i��s � � �� /�' � ,� �1 ,..,��t _t .�r ;� �, r �� w � ! � ,,� ��.� ; � `" �, , 9,g � / ( � � ` ° �� : 1 r '' � :� `'i Q' �� `� �' ' ° � l /� /� � � t � �-. � 4,� � ,� � � �� :;� t�� /�/� /J TP-5 i �� . ;< t , . .:�, •S / 4� �J /�// �. � . /.i.^� ; �-.: 3 : �:.4 „� � i r� t? ._ r �-r� : �` C X �"f"3`Y ='� � (� // ." � � � � f� d�{� � a ~` a s � r � Y %t � r .�=t F �.�.�.� j ,i� �'�<e � '� II � , � f �` - - - ,.r� _ . a r:._ -'t; _ ,.?�7'J7%"l7'"�; � '' �ll �f � / + l l .1 L�( �- -� 3 - �r .c a :IT1777 �,.*. 'l77/J?TTT/77777T//�sr �. � / ��- � �.-�Z'� ..s i, �� _,. iy. �a i r r� •� .0 € • � � : v r.� a :7 , 1 � \ 'vW} � € T�! '��`T�77T � l, � r,' 1 , / � �� l - Y ' '..� � ",1 r :__1/ 3� :f�. ir � � � / � S� \ 1 �-+C x� .4, :'E . �:� / `J . . / ''�� .... " . � I-1 a . , ,�... � _ ..�- � - �9- S a' / �, ' C � ' ' -�: .�� ,,. S: � �� e, . i^� T5 I'��Y ?l ' / . � l:� � ri r � S }ti.� 1 Y�j-:�. 9n��`�J'T',3 . ��/// � TP-4 � � � E ' ` _ � ; � � � �� :s �r � � � i .F .�F � � � / / � / 4 f �� L - /� � r �� f �' . � / / t f ✓S /JJ/ � l . ' . //'�/�,�`�. � t- }� +' �-'-g �:� '` v�✓ .,/ / � .�, _ !; „ . . . hss 1� I � X�r"1,�-,! y�ar �� I i / y��rrri, f�1�� l l � ' / . , /�� _ t � � �J{�z�/ //j� # �/ i ' / � / '/� ' -� 4 � t� #�' iL ?` k J .� �i i-`� . �}i} .,J d -�, � r • �- t ;� 'kf =;i `/ / / �"�J' � S` .<� y _ l —�[e.... I �) .I��°/ d � � / '�I� / ' � ,J, �" �— _. _..�J ��-� � /` �� ! , .Y J � �� ,, � T�� _ � _F Y � i X � � / / � �..�..�� L. . � . . ; ;� � � -`P 2 :� ��r � I ■ (/� � � � 'Q vE'NF �� ' f ` � i 9' � �:� �` , 3 ��1' TP-3 � � . / . I � ..�..,. �� / � ` . f / � � /� I1 � � � � 4�-� II y . � �a . // • �� / . . � ! ' ��s'� d".�� / � . � � , ' � �� LEGEND � � � /� PRO OSED � � � � ( �r�. _ . r,� � � . � , ___,. � �� / �J � ;;�,,.;� � � �'� y '� � { Test Pit Designation � a � TECHNOLOGY � � - '� � �� ' � ;. �'TP-1 and n I �/f/{ RESCOURCE � � �"�€:s�� r.:r'� A roximate Location I � ' � � � � �' �� .� > --.�+ PP � � ! / � CENTER I(-- - / • � � ;{ :� � �� . � , �� ,-,'� �� / I � � I� . I � I . ��,;�� J � f r ' <� x� Infiltration Test J ' ' � N r ' I-1 � � 4 . � r $}£ : _ � .� ' TP-2 / ,/� ' � � Designation and � � �� `: � , � � �' ' k�� roximate Location Q l � � � � �,, '� ! � ►'! ' ' I � - a� �P o f� f � / ��„ , [G� . J 3 ' Y � �—' �t� s �� .��, �} . f I / I - . . \ �u�� .,,,,,� . , >; . Existing Parking lot o I � f I � . . � . � �. _ , , P-1 Areas �1f / . � .� % � �� . _� f I / �_ � �tttt„�„ �t�u,,,,,,,,u�u„ �� . ' ` • . 1 r�. � 1 � w_ ' '� NOTE � � I � . � I r � .>, , r r ;.� .,�,. �.,,,_ �,.. -- ,�= ---� �. � .r, , :.�--�.-�.,r " _ � This figure— a�sed on a r N I � . � `- 4;�,�� , � � �::b � , _ � ,;;';�; 3' � topographic survey provided � Z � ) � l . . J _ _ _ �r � �: ��r� F r,� � .�?'- - " � � ` TP-1 I '� � ^ f _ f _ _ by Triad Associates, dated / � � l� ,.�; �� p 1 �; , :z q �, ��- r ,`. ��, 1-21-2000. , � Q . � / / ', _ g"4,'� � o � . � ./ I . � � r~� � - - ' t� , ;V� �e �_ _ Technology Resource Center ; � _ _G _ _ . _ _ � ;�� '' � .-� �, � Renton Technical College � � � � l, _. � � — �� _ _�__..._ .�_ .�f _� �..�..�� _ r� Renton, Washington � a� > J ' ' � � � ��''�r� �� /�,�` ` � • p �� . \ . . � . � g ,_�.�--- . ' � f Y � � � SITE AND EXPLORATION PLAN � � — � . � � L � �� — `� �— — —'t2�— — — ---- — February 2000 21-1-08866-001 P � � NE 4 TH STREET NE 4 TH STREE r SHANNON S WILSON,INC. ^ � g� Geolechnkal and Emironmenfsl Conwlfanh FI V• � i � � ' Scale in Feet r- f �' Shannon&wlson,Inc.(S8�W),uses a soil GRAIN SIZE DEFINITIONS classification system modified from the - �� - r� -.�. Unified Soil Classification System(USCS). oescwP'noN ; �;si�s� Elements of the USCS and other definit(ons FINES <#200(0.8 mm) r�' are provided on this and the following page. Soil descriptions are based on visual- SAND• . � manual procedures(ASTM D 248&93) •Fine #200-#40(0.4 mm) •Medfum . #40-#10(2 mrn) unless otherwise noted. -�� #10-�14(5 mm) GRAVEL' ` ' S8�W CLASSIFICATION .��e #4-;inch OF SOIL CONSTITUENTS .C�� }-3 inches r ; • MAJOR constituents compose more than 50 COBBLES 3-12 inches � percent,by weight,of the soil. Major constituents are capitalized(SAND). BOULdERS >12 inches � • Minor constituents compose 12 to 50 percent of •UNess othervvise noted,sand and gravel,when present, �, I the s�il and precede the major constituents(silty range from flne to coarse in graln s¢e. -- SAND). Minor constituents preceded by "slightly"compose 5 to 12 percent of the soil � (slightly silty SAND). RELATIVE DENSITY 1 CONSISTENCY • Trace constituents compose 0 to 5 percent of < ,, _ < , .. , . ,- .- -,. . -. , � tfie soil(siightiy sllty SAND,trace of gravel). ... COARSE-GRAINED SOILS` 7 FINE-GR/UNED/COHESIVE SOILS, ' N,SPT, RELATIVE N,SPT, RELATIVE MOISTURE CONTENT DEFINITIONS BLOWS/FT. DENSITY BLOWSlFT. CONSISTENCY 0-4 Very loose <2 Very soft Dry Absence of moisture,dusty,dry to 4-10 Loose 2-4 Soft t + the touch 10-30 Medium dense 4-8 Medfum stiff 4'; 30-50 Dense 8-15 Stiff Moist Damp but no visibie water Over 50 Very dense 15-30 Very stiffi Wet Visible iree water,from below water Over 30 Hard `" table ABBREVIATIONS WELL AND OTHER SYMBOLS F � ATD At Time of Drilling ; ; CemenUConcrete - AsphaR or PVC Cap Elev. Elevatlon � BentoniDe Grout � Cobbles ft feet Bentonite Seal � Fill �-� o HSA Hollow Stem Auger ///�� Slough Q',4 Ash o ID Inside Diameter �' � Silica Sand � Bedrodc � in inches `l_, R 0 2'I.D.PVC Screen � Gravel � Ibs pounds � (0.020-inch Slot) � Mon. Monument cover i : � , ,,, ; "'-' N Blows for last two 6-inch incremer�ts v N � NA Not Applicable or Not Avaqable �:; t�.; • o OD Outside D(ameter � OVA Organic Vapor Malyzer � f�::� � �.. � q PID Photolon(zatlon Detector � Technology Resource Center � ppm parts per mf�iton Renton Technical College �=�' � PVC Polyvinyl Chlodde Renton,Washington � :� � i � SS Split$poon sampler � SPT Standard PeneVation Test SOIL CLASSIFICATION ��" � AND LOG KEY E USC Unified Soil Classification _� eWLI Water Level Indicator February 2000 21-1-08866-001 ` — SHANNON 8 WILSON,INC. FIG. 3 � LL Gedechrical and EnWronmenfal ConauNenb Sheet 1 of 2 i � s� F � - � � � _. _ . _ . ; :. UNIFIED SOIL CLASSIFICATION SYSTEM : � `;; =r :,� - � ;.; (From ASTM D 2488-93 8 2487-93j k-� j • ` , , • ; ,� . �. ., .: , , . . ... . . �.. : - MAJOR DIVISIONS GROUPIGRAPHIC 7YPICAL DESCRIPTION. �=- SYMBOL� � Well-Graded Gravels,GravelSand qean GrevelsO GW o �o Mi�dures,LItUe or No Fmes (less then � �s 5%flnes) GP • �• Poorly Graded Gravels,Gravel-Sand . . (more than 509G Mixtures,Little or No Fines of coerse � �D�re�°� r,��a�O GM Silty Gravels,Gravel-Sand-51ft Mixtures i .� _ on No.4 sleve) Fines-(more I f..:i Coarse-Grained than f2%RnesJ GC Clayey Gravels,Gravel-Sand-Clay I Solla(more than M�� 509G�etalned on � Weli-Graded Sands,Gravelly Sands, No.200 sieve) Clean sands� SW LRtle or No Fines � Sends (less than • p�fi,Graded 5and,Gravel Sands, �'`� (50%or rtare 5%flnes). SP �Y �� Little or No Fines I :� . (use Due!Symbofs .�� , y for 5-12%Flnes passes thB Sanda with� SM ' Sllty 5ands,5and-Sitt Mixtures . (l.e.GP-GQ�I 1Q No.4 sieve) Fines(rrrore than 12%Rnes) SC ' Clayey Sands,Sand-Sllt MlxWres Inorgenfc Silts of Low to Medium �! ry ML Plasticity,Rock Flour,or Clayey Siks 1 SBW and Claya Inorganic 1Afith Slght Plasticity (liquld Hmd Inorganlc Clays af Low to Medium Jess lhan 50J CL PlasUdty.Gravelly Clays,SandY pays, '� � ' SII Cla Lean i Fine-Grained Soiia ry �� a� � (50%ormore — Organic Silts and Organic SiHy Clays of I passes the Organic OL = Low Plasticlty �� No.200 sleve) CH Inorganic Gays ot Medlum to High II Plasticily,Sandy Fat Clay,Gravelly Fat Clay � Sdts and Clays �^O�a^� Inorganic Sllts,Micaceous or Diatomaceous (Nquld Iknk MH Fine Sands or Sllty Shcs,Elastic Sift 50 or mae) Organic OH /j�� tici Organic Si�m to High �"'' Highly Organic Primarily organic matter,dark in PT Peat,Humus,Swamp SoBs wfth High 0o Soils cobr,and organic odor Organic Content(See D 4427-92) f N I>: N � o S �.`,.3 � v NQ7 �`'; � f��j Q 'T � ' (;:i' Q NOTES �'4 T 1. Dual Symbols(symbols separated by a hyphen,f.e.,SP-SM, Technology Resource Center � slighUy silty ftne SAND)are used for soiis with between 596 Renton Technical College �,.� � and 12°�fines or when the liquid ifmft and plasttdty index Renton,Washington �„ o values plot in the CL-ML area of the plastidty chart � � � 2. Borderiine symbols(symbols separated by a slash,i.e., SOIL CLASSIFICATION ' � CUML,sttry CLAY/clayey SILT;GW/SW,sandy AND LOG KEY z o GRAVEUgravelly SAND)fndicate that the soil may fall into I �-,• E (, one of two possible basic groups. �� February 2000 21-1-08866-001 f"� �; SHANNON 8�WILSON�INC. FIG. 3 � c,soted,nksl and Enrira,msnW conswtants Sheet 2 of 2 ...__._._ ._.--._.+ .+�-�e.r..n —_ �.=-.i ..�..,..�,. ,�. .��—. .-r..,--�ea� ry....-�+� n�-�^- �.,-'"^? � -�-�.e. �.-�--.-. �..�..--�-.. ....,-�y-a ""-. r. -.._.1 �,.,,.�:.,.� �� . uA � ��_ -.�..L_ {:.:. . L_� t_ d 1 . .._.. fF" n.�u L.� ..._ L.... . ' .� . . TESTPITI 21-08868.GPJ SHAN WIL.GDT 2/8/00 � Fld: Ink ChM. � SOIL PROFILE DESCRIPTION �,� o o � v � SKETCH OF TEST PIT SIDE �a � E �� o� NOTES a Horizontal Distance in Feet Ft • ¢'o rn c`�n 3 c� c�� 0 0 3 • 6 9 12 - 15 1:Sod and Grass;moist OL: _ � O. . I ; 0.8 � , 2: Medium dense to dense, brown, 3-inch diameler I � � � � sandy GRAVEL;moist;(Stratified � conduil wilh wires. ' � � Recessional Outwash)GW. ' S.� 4.Z I � � � . . . . . . I � . � . � . . . . . . . 3 -----.. ._. __._--- .__ .. � -- G--------- -- . � -. ... . . i-• ------ ----. . i / I . ; . � . . � . O . . . . . . . . I . . . � . . . . � . . . . . . . . . . . � � . . . . . 6 -..._ ._.. . --- --- _- -- I--�--•---•-- ---- --•-----------_-_.__. � � I . � . . . . � . . . . . . . . . • S-2 3.2 i � � 8 0 . . . . . . . I ' i . . . . . . . . . � 9 . _. . ... ._. - -...._ .�._ . ._.. . _. . . . .. �......-__._—.—�-�- ------.._._ ----•----•--- I . . . . . . � I . I . . . . . . . . . . . . I � � . . . . . . . � , I . . . . . . . i . . . . . . . . . . . . � . _._. _.. . .---- ••' ----.__.___.. .___. 12 --- -----. .._._..-- -. _ i .._.��------__ �_.-------�-- � . . . . . � . . . . ' . . . . . . I I . i I. . . . . . . . . . . , . . . . � �� . . . . . 15 i . . . i NOTES LEGENQ• Technology Resource Center Renton Technical College 1. The discussion in the text of this report is necessary for a �f Roots Renton,Washington proper understanding of the nature of the subsurface materials. g seepa9e LOG OF TP-1 T 2. Refer to Soil Classification and Log Key for explanation of "Symbols"and Definitions. G� Q Cobble or Boulder February 2000 21-1-08866-001 .is 3. USCS designation is based on visual-manual classification a�d selected laboratory index tes6ng. / Log SHANNON 8 WILSON, INC. FIG. 4 Geotechnical and Environmentel Conaullanb . ...._' —'._.,� --..�.^"f ,—'-� r�^I.....�- �.... �_.--. r— . __ _ ,,,, . . _.. r_'__ ._,. ....r. . . .�. .:� . . .. i . -' ' ... r-.'-, . . . ,., _ . , . , . . . . . , . �� T'�R � . �.-.. ... .a..:.._ . �.,' . �..- � .. • "' . ::_.' ti.._...... .... .. _.. - ' . . . ( .. ,. ., .....�� .......� ...._ . � _ . . .: , TESTPIT7 21-08866.GPJ SHAN WIL.GOT 2/9/00 � - Fld: Inf: Chk: e 1. SOIL PROFILE DESCRIPTION �,� o d � � ` � SKETCH OF TEST PIT SIDE �a � � �;� o m NOTES $ o. Horizontal Distance in Feet Fc ¢'o cn cn 3c°� c�� 0 0 3 6 9 12 15 1:Gras and Sod• moist OL. � � ! � � � 2:Medium dense,brown and gray,silty, 0.5 — s-� 9 8 I I � I gravelly SAND; moist(FILL)SM. 2 • : .: j O � I � . i , � i 2.2 ..•� s.z � . � . . . 3 � 3: Medium dense,gray,slightly 2 8 :;.: �2 ! � ; gravelly,fine to medium SAND; moist .... 3 -_ ..-------.--- ,---- - � _---- -----�--__.----.---_._. � ._�.-------� -----__ . . _. ...._ 4: Dense,gray,gravelly SAND;moist I . I I . . faintly statified; (Recessional Outwash) I' � ; I SW. � i . . . i . . j � . . . i . . . . . . . . • • • . --- - •---- ----- - —.__. _.. . . . . . . . _ .__.. ._. . - • I -- •------ ----- ---• -• --�----- OO ; � . . ; . . . I 5.5 � . . . . . . i I . . . . . S-3 I I . . i . . . . � . I . . . . I . . „ . . . . . . . . . . . . . 9 - -------•----- -- ------�-_ ----- ---_. . . _.. . . -•---�-----..._. --- . .----. . I . _.I._ � i . I 10A � . . . . � . . . . . • � . . . . . . . . . . . . . . I i � i � . . . . . . . . . . . I . . 12 _ ._ . _. . ._----• '.. .. . . . . .. .. . ... ......_.__--._._---.. ' .��.------•—� ----- -----.. . . . . I I . . . . . I : . . . . . . . . . I . . . . . . I I 15 � I NOTES LEGEND Technology Resource Center Renton Technical College 1. The discussion in the text of this report is necessary for a ,��/ Roots Renton,Washington proper understanding of the nature of the subsurface materials. 2. Refer to Soil Classification and Log Key for explanation of g Seepage LOG OF TP-2 � "Symbols"and Definitions. ,�;{ ' (,� Q Cobble or Boulder February 2000 21-1-08866-001 cs� 3. USCS designation is based on visual-manual classification. / Log SHANNON 8�WILSON, INC. FIG. 5 Geoteehnical and Envkonmental Consullanb --- - �- —'+"^. --'^s e .tr..-: --- 7�"'- . ^ '- - ...,,�„� .. _^.'--- _-._ _'-.-- ----"� .,�.,>. � .. ,::Y:i: .�._. �...._. f��,..... ----� ,.. " e � . . _. . ...i;d -....,.. .._ _ �_. .. .. . .' .,.. � . TESTPIT7 27-08886.GPJ SHAN WIL.GDT 2/9/00 � Fld: Inh Chk: " SKETCH OF TEST PIT SIDE SOIL PROFILE DESCRIPTION �,� o d � a � �a E E m� o d NOTES a Horizontal Distance in Feet ,. Ft ¢o cn cn 3� c�3 0 0 3 6 9 12 15 1:Grass and Sod•moist OL '. ' i 1 I I 0.5 - 2: Dense, brown,gravelly,silty SAND to •• ' i � . •• � . �•:: slightly silty,sandy GRAVEL;moist; •a, , . . . scattered wood and cinders(Fill) '•:: � i ' , . . . . . . I . . SP-GP. •o• s-� �7.0 . � 'o; 3 -- .._.. ... - - - - - -- —--- --—_._O-•-..__ . ------ . .----I--- ------ - �- ::: �Z 8.4 . I . . . . . . I :D: � . . I .�:: I � 4.8 • S-3 12.4 ' 3: Medium dense to dense, ' � � orange-brown,gravelly,silty fine to '. � � � � � � O3 � � medium SAND; moist(Original ' . 6 -._----__ . . ._ --• i-- -----_ ---—. — -�---.•------ 6.4 , t------- ---- . � . . . 4: Dense,gray,gravelly SAND; moist � � . (Recessional Outwash)SP. � I . . . ' . � i 4O . I �I .. . s-a s.s � � . . . . . . . . .. .. , , 8.5 � . . . . . . . . . ... I I . . . �' ----•--. . .._. i 9 -- -.._.... . .__ � . _ . ..----- --- ------------� -------...-- i . . . . . . . . ! � . . . . . . . . . . . . . . � I � . . . . . . . . ' I . . . . . . , . . . . . � . i ' � . . . . . � �2 ------� - - ----.; . . .._. _..__. ._ I.------_. ._.__...__.___.--------.._. . -- �--. ..__. i . . ! . � , . . . . . . . . . . !� � � . . . . . . . . . i � . . . . . . . . . . . . . . . . . . . ' . . . . . . . � . . , 15 , I NOTES . LEGEND Technology Resource Center Renton Technical College 1. The discussion in the text of this report is necessary for a .� Roots Renton,Washington proper understanding of the nature of the subsurface materials. � 2. Refer to Soil Classification and Log Key for explanation of g seepa9e LOG OF TP-3 "Symbols"and Definitions. M,,. G� Q Cobble or Boulder February 2000 21-1-08866-001 a� 3. USCS designation is based on visual-manual classification. / Log SHANNON 8 WILSON, INC. FIG. 6 Geotechnical and Environmental Consultants _.___ _ __�.,, _.�,.,. __.�. _ .,.. ..,� - - _ �--_ - -,-�--- - -� _.___ _ _�. _r.�.. _. _..,. V., . - , ,. � �-- � . . _ _. �, _ , , , , _ , .� , � , . :; �: : ; � � ;,;� :._u, . c..:._: ___ o:, t : �..:;.,. :_. .. . ,. , iE51P111 21-08866.GPJ SHAN_WILCDT 2 29 00 ' fld: Mh. CAk: SOIL PROFILE DESCRIPTION m� ffi � � � SKETCH OF TEST PI7 SIDE �� «m �m NOTES � Horizontaf Distance in Feet • Ft. ¢'o �n v� �c� �3 0 0 3 6 9 12 15 1:Grass and Sod;moist to wet OL. _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.8 2:Medium dense to dense,brown, ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . gravelly,siity SAND;moist;scattered �•' �n��°' �} cinders(Fill)SM. �. s-� 8.8 . . . . . . . . . . . . . . . . . . . . . . . . . .�J. . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 8 . Abando�ed 3:Dense,orange-brown,gravelly,siltyfine aprinideraystem 3 to medium SAND�moist(Original '' . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ground)SM. s.s . . . . . . . . . . . . . . . . . . . . . . . . . .�. . . . . . . . . . . . . . . . . . . . . . . . . �. sz 3 . � ' InfllhetlonTestl-7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . .. .. . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.8 6 4:Dense,gray-brown,sandy GRAVEL; � moist(RecessionalOutwash)GW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � S.3 3.4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 'O. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.0 . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . • 15 NOTES LEGEND Technology Resource Center Renton Technkxl Cdlege 1.The discussion in the text of this report is necessary for a proper ,� Roots Renton,Washington understandfng of the nature of the subsurface materials. -n 2. Refer to Sa1 Classification and Log Key for explanation of ` ��e LOG OF TP-4 � 'Symbols"and Definitions. � Cobble or Boulder February 2000 21-1-0BB66-001 V3. USCS designatbn is based on visuaHnanual dasdflcaBon end selectedlaboratoryfndextesting. / �-oA SHANNON$WILSON, INC. F�G� 7 Geotachnfcat and Emlronmental Canulm�ds -- -. - ,�, � - �.--Y- -- .v� �---- �_----- ----"-, :�.-�, - �-- �--.v..._ _,�, _.....,.,� ,�:.�,:� . w., .,� ,_-- ,. . .._.:.� , ,. , , _ .. . , � , , . ,,,, : _. _. . �.._. .__ . ;...._... � ,-_:. _ _ . ;_ � , �, c _. _: ....� .._ .� . .,.; TESTPIT7 27-08868.GPJ SHAN WILGDT 2/9N0. ' Fb� ��^�� SOIL PROFILE DESCRIPTION �,� �$ d � � � SKETCH OF TEST PIT SIDE �a E � �� o_a; NOTES n Horizontal Distance in Feet . Ft. ¢'o uTi ci°n �i� t�� 0 0 3 6 9 12 15 1:Grass and sod•we O �5 _ � ' i 1 ! ' 2: Medium dense to dense,brown, � I � .. . � gravelly,silty SAND; moist(Fill)SM. :: �' Light seepage i _ � � . . . 15.2 (Perched) � , : : , O � . � : . . , � . . . . . . � � . ,�e��,� 3 _..__._.._..._ .._ ._..._ ..---..._. . _ ..._. ... . . .__ --..-- - ,----- ;--�-------. . .. ' --.._. ._.... . �- 3 Z • Z�,� apinkkrsyatem t � 3: Dense,dark gray,gravelly,silty . : S.2 I � i ' O3 I � � SAND; moist;scattered wire and lass :, ' i . 9 4.0 ,,. S-3 12.9 ! ' I 4: Dense,orange-brown,silty,gravelly, InfllVation Test I-2 � O I . . . . : . . SAND; moist(Original Ground)SP. 5 4 ;:�� S� 7.8 I ; • I ' : 5: Dense to very dense,brown,slightly . � 'I I siity, sandy GRAVEL; moist ' s-5 6 ---------- --. ._ �. I--__.... _ _...... � _...._-- -. - ----5 --- .•-____+....-._....---- ._ .__.. (Recessional Outwash)GW. � �' ; O � � . i . . . . . i . . . . . . 7.8 � . . . i . . . . . .. -- 9 - -- . _... ----•- --_...... ..__ . ....__ �..-- � --•...__ .----_ ._.�.-•----- ....__ . I ----- -_._.. . . . ; . . . . . � i . . . . . . . . . . . . . . . . I . ; i � I . . . . , .,. i . . . . . . � � . . . . . . . . . . � _ ..._...-- • i--•--• ----�---—------__._.___._��._. .--- .. . . . . 12 --___ . . ____. �._ ..__... . . � . . . . . . . � �. . . . � . I . . . . . . . . . . i . . . . . . . . . . . . . . . . . . . ! . . . . . . . , . . . . . . � . . . . . . ,. . .� . . . .• . 15 `� � NOTES . LEGEND Technology Resource Center Renton Technical College 1. The discussion in the text of this report is necessary for a .� Roots Renton,Washington proper understanding of the nature of the subsurFace materials. - T 2. Refer to Soil Classification and Log Key for explanation of g seepage LOG OF TP-5 "Symbols"and Definitions. �,:; G7 ':�{•+ Cobble or eoulder February 2000 21-1-08866-001 ' o� 3. USCS designatio�is based on visuat-manual classificatlon. / Log SHANNON 8 WILSON, INC. FIG. H Geotechnical and Environmental Consuttants � . . .- . . .- �- - � •� �� Ylfs�i,f��.\I��iIY�WfS��i�IfY�ils��ffl{■�� ►��l�� \\�� r��'7��■�� •, ��i��-��■■�� , ��■■�� \��t-��5��■�� \��\��■■�� a ��■t��►��■��■�� , .� ��►��.��■��■�� ■��■■�� ■��■■��■��■�■�� ■�� ■�� , ' ��s-��■■■�� ■��►��.��■�� `��■■�� r■��■�� ►��■�� , .. ' ��■��■■■�� ■�� . . ��►��■�� ■��'��■■■�■�� \��i►��■�� , ' � ��\��■■�� - ��■�� • ��t.��■�� \��r��■■�� 5��■■�� , � �� .� ��\��■�� 0��\�� ' ��l��■■�� ■��\��,'��■■�� t��\��■■�� r��r��\��■■�� ■■�� ■�� w��■��■�� . ' ��■■��■�� .� �� ■■��r ��►��■■■�� ■■�� ■■��r■�■��■■�� • ' �� ■■�� .� ��r��■■��■�� ■��■■■�� ■��■��■�■�� n��s��a�. -��■�� „ • ' � ' �� .:: .- . , :.- � � �� • ��8�� . .. : . - . . -.- � �: � - - . . . � . � � � � -. - �� ••.. �� • : • � F ., [ C I �-� - t - Sloped to Drain � Away From i Structure Wall k:; '___— � � Pavement or 18" Drainage Sand& ' Impervious Soil �o° Gravel or Washed I � Pea Gravel � � B a c k f i l l M e e t i n g G r a d a t i on 18' o 0 Requirements for Structurai Fill M��• Damp Proo�ng t (See Note 2) I k� : � Weep Holes Vapor � c. : F�ccavation Slope See Note 1 Contractor's o°a � � Barrier r ; Responsibility •o Floor Slab E ; 12" Min.Cover of Pea Gravel o''` _ o . o• � � � o� o � 18• Mi� o. r �, � s�,� � O ' � �� O �� 4 O • O (6 Min.on Sides of Pipe) o .° �,1 a ' � 'i Subdrain Pipe Washed Pea 4" Min. 4M Gravel � Not to Scale � II � : ', S MATERIALS NOTES �,, E-: Drainage Sand&Gravel with 1. Drainage gravel beneath floor slab should be ' 1 the Following Specifications: hydraulically connected to subdrain pipe. Use of 2" � dia.weep holes as shown is one applicable method. % Passing ��. Sieve Size by Weight 2. Structural fill should consist of well-graded granular 1-1/2' 100 soil with not more than 20%fines(by weight based on � 3/4" 90 to 100 minus 3/4'portion)passing No.200 sieve(by weight 1/4" 75 to 100 sieving)with no plastic fines. �" No.8 65 to 92 3. Backfill within 18"of wall should be compacted with No.30 20 to 65 hand-operated equipment. Heavy equipment should t No.50 5 to 20 not be used for backfill,as such equipment operated No. 100 0 to 2 near the wall could increase lateral earth pressures �� and ossibl dama e the wail. (by wet sieving) (non-plastic) P Y 9 I, �, 4. All backfill should be placed in layers not exceeding � 6" loose thickness and densely compacted. Beneath paved or sidewalk areas, compact to at least 95% SUBDRAIN PIPE Modified Proctor maximum density(ASTM: D155�. ; _ Otherwise compact to 90%minimum. , �`'� 4" minimum diameter perforated or slotted pipe; tight joints;sloped to drain(6"/100'min.slope); f � provide clean-outs. Technology Resource Center Perforated pipe holes(3/16'to 1/4'dia.)to be Renton Technical College in lower half of the pipe with lower quarter Renton, Washington �� segment unperforated for water flow. y Slotted i e to have 1/8'maximum width slots. P p SUBDRAINAGE & BACKFILLING February 2000 21-1-088fi6-001 � , - SHANNON&WILSON,INC. F�G. 1 O Geotedmical and Environmental ConsuNents � 1 � r SHANNON F��1/�LSOfV,�NC. J _ � , � � � APPENDIX � IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT � J � � � . � � � � :� 21-1-08866-001 � , - SHANNON &WILSON, INC. Attachmentto andpartofReport 21-1-08866-001 _ Geotechnical and Environmental Consultants Date: February 24,2000 � To: S.M.Stemper Architects � - Seattle,WA � � Important Information About Your GeotechnicaUEnvironmental Report CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be a�:eyu.. for a construction contractor or even another civil engineer. Unless indicated otherwise,your consultant prepared your report expressl: for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without firs conferring with the consultant. No party should apply this report for any pur� confemng with the consultant , THE CONSULTANT'S REPORT IS BASED ON PROJECT SPECIFIC F'�1C,i i�itc� A geotechnicaUenvironmental report is based on a subsurface exploration plan designed to c� ' Depending on the project,these may include: the general nature of the structure and property involved; its size and.contiguration; it_ historical use and practice;the location of the structure on the site and its orientation;other improvements such as access roads,parkin� lots,and underground utilities;and the additional risk created by scope-of-service limitations imposed by the client To help avoid costl� � problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations Unless your consultant indicates otherwise,your report should not be used:(1)when the nature of the proposed project is changed(fo example, if an office building will be erected instead of a pazking garage, or if a refrigerated warehouse will be built instead of ar unrefrigerated one,or chemicals are discovered on or near the site);(2)when the size,elevarion,or configuration of the proposed projec . is altered; (3)when the location or orientation of the proposed project is modified; (4)when there is a change of ownership; or(5) fo applicarion to an adjacent site. Consultants cannot accept responsibility f^�„^,�,'.,.,,-'"�' �^ ^ r:f*"�,�� ^^t �.,..,�,,,*:�,� ��- r.,.. which were considered in the development of the rePart ha��e chaneec� � SUBSURFACE CONDITIONS CAN CHANGE. � Subsurface conditions may be affected as a result of natural processes or human acuviry. Because a geotechnicaUenvironmental report: based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whos; adequacy may have been affected by time. Ask the consul�� example,groundwater conditions commonly vary seasonal l� Constivction operations at or adjacent to the site and natural events such as tioods,eanhqua:. subsurface conditions and,thus,the continuing adequacy of a geotechnicaUenvironmental r � of any such events,and should be consulted to determine if additional tests ��-�� •�-��- �� MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMEN7 � Site exploration and testing identifies actual surface and subsurface conditions oc � extrapolated by your consultant,who then applied judgment to render an opinion about overall subsurface conditions. The actual interfac, between materials may be far more gradual or abtupt than your report indicates. Actual conditions in areas not sampled may differ fron � those predicted in your report. While nothing can be done to prevent such situations,you and your consultant can work together to hel� � A Kt.YUlll'� I,U,Vl.L1�JlUitiS AItH. Yci�i�l��ll:v��Kk. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed J through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discemed only'during earthwork;therefore,you should retain your consultant to observe actual conditions and to provide conclusions. Only th; consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report' � P- � -� � �� } : � VII. BASIN AND COMMUNITY PLANNING AREAS T'he project is located within the Lower Cedar River Basin and Community Plans. There are no restrictions that we are aware of from either the Basin or Community plans,which affect the proposed drainage design for the project. VIII. OTHER PERMITS There are no additional permits,which are listed in the 1990 KCSWDM Section 11.2,required for the project. COUGHLIN PORTER LUNDEEN 12 May 22,2001 P:�Renton Tecli.College-Teclr.ResouiceCenter�Drainage�Report�TlR_Report.doc IX. TEMPORARY EROSION AND SEDIMENT CONTROL To minimi�.e the amount of sed"unent laden water from leaving the site during the construction process,a temporary erosion and sedimentation control(TESC)plan has been designed for this project in accordance with KCSWDM. The TESC plan indicates the muumum necessary measures that the contractor shall implement during the construction process. Best Management Practices (BMP's)are defined as physical,structural and/or managerial practices that,when used in combination,prevent or reduce pollution of water caused by construction activities. The TESC plan for the proposed project has been designed to protect off-site properties as well as minimi�e the quantity of sediment-laden water from entering the public storm system. The following BMP's will be included on the TESC plan for this project: ❑ To ensure that the disturbance of the site is limited to the development area,the clearing limits � will be clearly staked prior to any clearing or grading as shown on the TESC plan. ❑ Stabilized construction entrances/wheel cleaning stations will be provided at the points of egress and ingress to the development area. The stabilized construction entrance shall reduce the amount of sediment transported onto paved roads by motor vehicles. ❑ Catch basin protection will be used on existing and future catch basins to reduce sediment-laden water from entering the existing storm system during construction. ❑ Cover measures such as mulch,seeding,or plastic sheeting will be implemented for disturbed areas greater than 5,000 square feet in accordance with the City of Renton Standards. ❑ A temporary sediment trap/pond and movable storage tanks are included to allow sediment to settle out of onsite runoff prior to discharging from the site. ❑ All construction debris will be promptly removed from the site to minimize demolition and construction impacts on the site. The contractor shall unplement additional BMP's as required and/or recommended by the City of Renton inspector or other agencies as required to prevent demolition and construction debris,waste material,fuel,oil,lubricants,and other fluids from entering the public storm system. 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( l � j� / aaorca hurox�xr s�iuv�r rn�a �.� °�N�� us� �IL a isa !�� CONIR/CtDR�YUSt PROYtOE A �uraoa� �,��.0 Q_17t9- �. .._...-._ -- .--- - . . .. _� �• . . � row �. 3 g`� � g`� p. rr-san SEE OETNL v n�.� [,7z.fo ii' . c•sum r n.s) � � c,�zui r mx m, r Q g a /lU IXt t,0pp CF STOR�GE� PU1C j%�'3SIOUI)M S�WNf t REYOYE EX OOIIC �`• � � i 9 � E � - � �a,° Y0.WE SEE OEIAII Ij MIM ql'�RFN7011 RE�- CONIRKiC�N TO CDOfUY�INIE y MINTNI ICCESS TO E17A FlRE H10P1Nf . . �� . c�.� � . . NID FtiiE OFPf.CCNIECf10N WPoNG CONSfR11CfqX. a . ;•� 1''w MCONSfRUCiqN.PPoOR TO COOI�fWiE W/C,IY OF RFNfON FlPE YM9W1. �d SSw'.9]f u MBrt]'J]M N7.9Y W . `i ,� _ - _ _ - - _ _ 11 _ _ � f� -__ - - - - � - R1�1 U8 lO�y � � �� ,..,o�� — n�Qa,s��r �.:�.� � � — %', i 1990 KCSWDM BMP�EGEND C a I I Z 0 sneuzm camaucra�oawe�a�a s�c.s.��a�A�c before you o couNn w�aMt r,�ha omcx Wr+u�(�cs�roul W Q DUSf CONfROL PER SEC S1.7 N 7!E KC510Y D��• � iP arcx a�sN�nn,u+r r�m,.s�arK� 1-80'0�4-5555 b� O AT FFNCE.SEE OETNL.-�5 c�.� ��7��7�T /1�7 ry�7��+��7 -1�l,y C,P� [EYMAY l�Gl�1 Vl\ �vl]V WLL�G<TD 81EET `'y:MlW�� ^ -u COUGHLINPORTERLUNDEEN �s y-�`��'„ �8��'��'��t /� - ACONAILTNCSiRUCR1MIANDCMENaNFF1UNGCOMCMTION - D�1r1OLLILON r1L�L Cl G 0 117 PNE Sf1lEEf-R1fTE 300 P.306l743-0�60 t�2� ';�'- TESC PLAN - SOiJ'I'H ' SEATTL�WA 9BI01 F.206f347-5691 Z rsu[5 mRl/IDm Renton Technical College - Technolo�v Resource Center TESC Trau Desi�n 1990 King Counry Surface Wafer Design Manual;Section 5.4.5.1 Note: Since the tofa!disfurbed area is less fhan 3.0 acres,a sediment trap design may be used to control onsite sediment laden runoff. The tota!disturbed area does not include fhe existing asphalt!ot to be overlayed. North Temporarv Sediment StoraQe Required Area Disturbed 1.05 AC Tota!site area disturbed Informafion Ilnflow QZ 0.39 CFS 2-year developed flow calculated using the SBUH method and the following parameters: P ZyR = 1.95 in. A;mp = 0.73 AC A�rv = 0.32 AC Storage Surface Area Rqrd 811 SF SA =Q Z'2080 sf/cfs Storage Volume Rqrd 2839 CF Vo1=SA '3.5'(min sed pond depfh) Storage Volume Provided 4000' CF Obtained from TESC Plan Sheef C1.1 * Min Volume to be achieved with Rented Baker Storage Tanks South Temporarv Sediment Traa Required Area Disturbed 1.05 ac. Total site area disturbed Informafion Inflow QZ 0.39 cfs 2-year developed flow calculated using the SBUH method and the following parameters: P 21� = 1.95 in. A,;,,,P = 0.73 A C A Pe�, = 0.32 AC Pond Surface Area Rqrd 811 SF SA =Q Z"2080 sf/cfs Pond Surface Area Provided 867 SF Obtained from TESC Plan Sheet C1.2 Overflow Sqillwav Lenuth Developed Q,� 1.77 cfs 100-year developed flow H= 0.5 ft. Design Height L= 6 LF L = Q100/(3.218H�'2) -2.4*H L = 6ft. Minimum � I I I 4/11/Ol 11 : 19 : 5 am Coughlin, Porter, Lundeen Inc . page 1 Renton Technical College TESC Sediment Trap Design Flow Calcs Data for Site Layout NIC Overlay Pkg Lot 'I ____________________________BASIN SUMMARY=====______________________= I BASIN ID: TESC-N NAME: Q2 FOR NORTH TESC SED TRAP SBUH METHODOLOGY �-�y� D�v��.� s�� TOTAL AREA. . . . . . . : 1 . 05 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 1 . 95 inches AREA. . : 0 . 32 Acres 0 . 73 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00 TC. . . . . 6 . 30 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK R.ATE : 0 . 39 cfs VOL: 0 . 13 Ac-ft TIME: 470 min BASIN ID: TESC-S NAME: Q2 FOR NORTH TESC SED TRAP SBUH METHODOLOGY �-yZ o� ��,�� pco S�TLc TOTAL AREA. . . . . . . : 1 . 05 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 1 . 95 inches AREA:. : 0 . 32 Acres 0 . 73 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00 TC. . . . . 6 . 30 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 39 cfs VOL: 0 . 13 Ac-ft TIME : 470 min X. BOND QUANTITY WORKSHEET See attached Bond Quantity Worksheet. COUGHLIN PORTER LUNDEEN 14 May 22,2001 P:`Renton Tec1e.College-Ted�.Resource Center`Drainage\Report}T7R_Reporkdoc Site Improvement Bond Quantity Worksheet King County Department of Development&Environmental Services 900 Oakesdale Avenue Southwest Renton,Washington 98055-1219 Project Name: Renton Technical College-New Technology Resource Center Date: 5/22/01 Location: 3000 NE 4th Street, Renton,Washington 98056-4195 SIERRA Project No.: SIERRA Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated 12/97 Tahoma High School Revision date: 5/22/01 Site Improvement Bond Quantity Worksheet unit #o Refe�ence# Pri�e Unit Quantity Applications Cost EROSI4N/SEDIMENT CONTROL Backfill &compaction-embankment $ 4.89 CY Check dams,4"minus rock SWDM 5.4.6.3 $ 58.70 Each 25 1 1468 Crushed surfacing 1 1/4"minus WSDOT 9-03.9(3) $ 74.30 CY Ditching $ 7.03 CY 55 1 387 Excavation-bulk $ 1.30 CY 115 1 150 Fence,silt SWDM 5.4.3.1 $ 1.20 LF 745 � 894 Fence,Temporary(NGPE) $ 1.20 LF 745 1 894 Hydroseeding SWDM 5.4.2.4 $ 0.51 SY 3098 1 1580 Jute Mesh SWDM 5.4.2.2 $ 1.26 SY Mulch, b hand,straw, 3"deep SWDM 5.4.2.1 $ 1.75 SY Mulch, by machine,straw,2"deep SWDM 5.42.1 $ 0.46 SY Piping,temporary, CPP,6" $ 9.30 LF Piping,temporary, CPP,8" $ 14.00 LF Piping,temporary, CPP, 12" $ 18.00 LF Plastic covering,6mm thick,sandbagged SWDM 5.4.2.3 $ 2.00 SY 825 1 1650 Rip Rap, machine placed; slopes WSDOT 9-13.1(2) $ 33.98 CY 15 1 510 Rock Construction Entrance, 50'x15'x1' SWDM 5.4.4.1 $ 1,273.34 Each Rock Construction Entrance, 100'x15'x1' SWDM 5.4.4.1 $ 2,546.68 Each 1 1 2547 Sediment pond riser assembl SWDM 5.4.5.2 $ 1,695.11 Each 1 1 1695 Sediment trap, 5' high berm SWDM 5.4.5.1 $ 15.57 LF Sed.trap,5'high,riprapped spillway berm section SWDM 5.4.5.1 $ 59.60 LF Seeding, by hand SWDM 5.4.2.4 $ 0.44 SY Sodding, 1"deep,level ground SWDM 5.4.2.5 $ 5.24 SY Sodding, 1"deep,sloped ground SWDM 5.4.2.5 $ 6.48 SY TESC Supervisor $ 65.00 HR 16 1 1040 Water truck, dust control SWDM 5.4.7 $ 85.00 HR 32 1 2720 WRITE-1N'-ITEMS �� `' ' � � � � � � � ,,.� � '�i r.�r. ��k��'� i�i i��i��.� � s k� i�� ,�'�'��' ��`��`,� ...�.��a,: .� �'" h � i i��I�'��i;II'� �i a:': �a' .� "' 3� �� , Each ESC SUBTOTAL: $ 15,533.12 COLUMN: A Page 2 of 9 Unit prices updated 12/97 Tahoma High School Revision date: 5/22/01 Site Improvement Bond Quantity Worksheet Existing Future Public Private Bond Reduction" Right-0f-Way Road Improvements Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cast Complete Cost ��I� .. ' ^ �I �..� K, �k�� E,� � � �� '•�TFwM.��3�,��'r4�.� .,1�4�iiillh�li �a',��;�4�� II u(,.t�a��.§aafrr��.m..k��t a;��Ili��I��II�IIiw �Irl� �� .[��'�ti T„ r i�u'.�i��k�IL�IIi'H'�ii '�`; !, .r ,� h„ Backfill 8�Com action-embankment $ 4.89 CY 851 4161.39 Backfill&Com action-trench $ 7.42 CY 251 1862.42 Clear/Remove Brush,b hand $ 0.31 SY Clearin /Grubbin /Tree Removal $ 7,718.40 Acre 2 15436.80 Excavation-bulk $ 1.30 CY 1314 1708.20 Excavation-Trench $ 3.53 CY 251 886.03 Fencin ,cedar,6'hi h $ 16.13 LF Fencin ,chain link,vin I coated, 6'hi h $ 11.69 LF � 745 8709.05 Fencin ,chain link, ate,vin I coated, 20' $ 1,105.92 Each Fencin ,s lit rail,3'hi h $ 10.54 LF Fill&com act-common barrow $ 19.63 CY Fill&com act- ravel base $ 22.16 CY 987 21871.92 Fill�com act-screened to soil $ 32.91 CY Gabion,12"dee ,stone filled mesh $ 47.23 SY Gabion, 18"dee ,stone filled mesh $ 65.09 SY Gabion,36"dee ,stone filled mesh $ 115.20 SY Gradin ,fine,b hand $ 1.76 SY Gradin ,fine,with rader $ 0.83 SY 1151 955.33 Monuments,3'lon $ 117.50 Each Sensitive Areas Si n $ 2.50 Each Soddin ,1"dee ,slo ed round $ 6.49 SY Surve in ,line& rade $ 685.44 Da 2 1370.88 Surve in ,lot location/lines $ 1,353.60 Acre Traffic control crew 2 fla ers $ 74.07 HR 24 1777.68 Trail,4"chi ed wood $ 6.60 SY Trail,4"crushed cinder $ 7.24 SY Trail,4"to course $ 7.12 SY Wali,retainin ,concrete $ 38.40 SF 575 22080.00 Wall,rockery $ 8.25 SF 125 1031.25 Page 3 of 9 SUBTOTAL $ - $ - $ 81,850.95 $ - *KCC 27A authorizes only one bond reduction. Unit prices updated 12/97 � Tahoma High School Revision date: 5/22/01 ' Site Improvement Bond Quantity Worksheet Existing Future Public Private ' �ond Reduct(on* Rlght-of-way Road Improvements Improvements &Drainage Facflities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Gost Com lete Cost ,.. �. � ,.,,,, . , � ��. ROAD IMPROVEMENT ��'!� � �� '�,��'�I�� ' � ""��?� �j�� ;� �• �i�� i��u1NKt�� .,��„ � r3�i�;��,ui�i�#" . ,., . ;�,7 � �;; � ,'f r� `�' �� 4� �,� ^�� k' � a '�a,��,. AC Grindin ,4'wide machine<1000s $ 20.00 SY AC Grindin ,4'wide machine 1000-2000s $ 5.00 SY AC Grindin ,4'wide machine>2000s $ 1.20 SY AC Removal/Dis osal/Re air $ 35.77 SY Barricade, e I $ 26.11 LF Barricade,t e III Permanent $ 39.17 LF Curb&Gutter,rolled $ 11.54 LF Curb 8 Gutter,vertical $ 8.43 LF 50 421.50 830 6996.90 Curb and Gutter,demolition and dis osal $ 11.81 LF 30 354.30 492 5810.52 Curb,extruded as halt $ 2.12 LF Curb,extruded concrete $ 2.23 LF Sawcut,as halt,3"de th $ 1.61 LF 80 128.80 352 566.72 Sawcut,concrete, er 1"de th $ 1.47 LF 20 29.40 125 183.75 Sealant,as halt $ 0.86 LF Shoulder,AC, see AC road unit rice $ - SY Shoulder, ravel,4"thick $ 6.55 SY Sidewalk,4"thick $ 26.54 SY 15 398.10 1505 39942.70 Sidewalk,4"thick,demolition and dis osal $ 24.11 SY 15 361.65 372 8968.92 Sidewaik,6"thick $ 30.38 SY 1676 50916.88 Sidewalk,5"thick,demolition and dis osal $ 30.13 SY Si n,handica $ 74.16 Each � 4 296.64 Stri in , er stall $ 5.06 Each 42 212.52 Stri in ,thermo lastic, for crosswalk $ 2.07 SF Striping,4"reflectorized line $ 0.22 LF Page 4 of 9 SUBTOTAL $ 1,693.75 $ - $ 113.895.55 $ - *KCC 27A authorizes only one bond reduction. Unit prices updated 12/97 Tahoma High School Revision date: 5/22/01 Site Improvement Bond Quantity Worksheet Existing Future PubUc Private Bond Reducdon" Right-of-way Road Improvements Improvements 8 Draina e Facflitiss QuanL Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cnst p fp�+ �I�II f��Aa .S�R�I�" �'It�.,1"t/�� F„F,r;�.�J�� "'t�:�U..�.��E��Uf��rh4h�Mfi�'. ��+,,�+��1 1 � C��.��'�1�,��a�'�,. 4,��',a I II<<IF'��GiNlrcr�;n��'P.?°.„ 'I�I�I �� I�I `+':,;;�t�ttt��.^s"�.:3gE}�a d�� i��G�l{4��'�� For KCRS'93, additional 2.5"base add: $ 3.13 SY AC Overla , 1.5"AC $ 6.43 SY AC Overla ,2"AC $ 7.61 SY 2333 17754.13 AC Road,2",4"rock,First 2500 SY $ 14.99 SY 38 569.62 919 13775.81 AC Road,2",4"rock,Q .over 2500SY $ 11.62 SY AC Road,3",4"rock,First 2500 SY $ 17.12 SY AC Road,3",4"rock,Qt .over 2500 SY $ 13.75 SY AC Road,5",First 2500 SY $ 12.67 SY AC Road,5",Qt .Over 2500 SY $ 12.12 SY AC Road,6",First 2500 SY $ 14.57 SY AC Road,6".Qt .Over 2500 SY $ 14.02 SY As halt Treated Base,4"thick $ 8.01 SY Gravel Road,4"rock,First 2500 SY $ 9.92 SY Gravel Road,4"rock,Qt .over 2500 SY $ 6.55 SY PCC Road,5",no base,over 2500 SY $ 18.70 SY PCC Road, 6",no base,over 2500 SY $ 19.02 SY Thickened Ed e $ 5.99 LF Page 5 of 9 SUBTOTAL $ 569.62 $ - $ 31,529.94 $ - *KCC 27A authorizes only one bond reduction. Unit prices updated 12/97 Tahoma High School Revision date: 5/22/01 Site Improvement Bond Quantity Worksheet Existing Future Public Private Bond Reduction` Right-of-way Road Imprqvements Improvemvnts � &Drafnage Facilities QuanL Unit Price Unit QuanL Gost Quant Cost Quanf. Cost Compiete Cost �} �� „ �� il�� .P� '�� I 1��)� �i" ImR!��U�� kr 9��1Y�$�8�� a. �'��'lli I��r. � A..€.�,4ed Access Road,R/D $ 14.56 SY Bollards-fixed $ 209.34 Each Bollards-removable $ 393.34 Each 4 1573.36 ' CBs include frame and lid CB T e I $ 1,093.60 Each 1 1093.60 CB T e IL $ 1,246.60 Each CB T e II,48"diameter $ 1,768.32 Each 5 8841.60 for additional de th over 4' $ 379.58 FT 7 2657.06 CB T e II,54"diameter $ 1,906.56 Each 1 1906.56 for additional de th over 4' $ 423.07 FT 1 423.07 CB T e II,60"diameter $ 2,044.80 Each for additional de th over 4' $ 466.56 FT CB T e II,72"diameter $ 2,793.60 Each for additional de th over 4' $ 601.92 FT Throu h-curb Inlet Framework Add $ 318.34 Each Cleanout,PVC,4" $ 113.52 Each Cleanout,PVC,6" $ 152.09 Each Cleanout,PVC,8" $ 194.95 Each Culvert,PVC,4" $ 7.51 LF Culvert,PVC,6" $ 10.96 LF Culvert,PVC, 8" $ 11.59 LF ' Culvert,PVC, 12" $ 18.93 LF Culvert,CMP,8" $ 15.00 LF Culvert,CMP, 12" $ 23.00 LF Culvert,CMP, 15" $ 28.46 lF Culvert,CMP, 18" $ 32.82 LF Culvert,CMP,24" $ 46.37 LF Culvert,CMP,30" $ 62.13 LF Culvert,CMP,36" $ 97.49 LF Culvert,CMP,48" $ 122.46 LF Culvert,CMP,60" $ 204.74 LF Culvert,CMP,72" $ 263.11 LF Page 6 of 9 SUBTOTAL $ - $ - $ 16,495.25 $ - 'KCC 27A authorizes only one bond reduction. Unit prices updated 12/97 Tahoma High School Revision date: 5/22/01 Site Improvement Bond Quantity Worksheet Existing Future Public Private ' Bond Reductlon' Right-of-way Road Improvements Improvements DRAINAGE CONTINUED 8 Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Compiete Cost Culvert,Concrete,8" $ 18.28 LF Culvert,Concrete.12" $ 26.13 LF Cuivert,Concrete,15" $ 32.47 LF Culvert,Concrete, 18" $ 38.70 LF Culvert,Concrete,24" $ 53.10 LF Culvert,Concrete,30" $ 90.59 LF Culvert,Concrete,36" $ 119.68 LF Culvert,Concrete,42" $ 137.76 LF Culvert,Concrete,48" $ 152.99 LF Culvert,CPP,6" $ 9.30 LF 460 4278.00 Culvert,CPP,8" $ 14.00 LF 267 3738.00 ' Culvert,CPP, 12" $ 18.00 LF 45 810.00 368 6624.00 Culvert CPP,15" $ 20.00 LF Culvert,CPP 18" $ 24.00 LF Culvert,CPP,24" $ 32.00 LF Culvert,CPP,30" $ 42.00 LF Culvert,CPP,36" $ 48.00 LF Ditchin $ 7.03 CY Flow Dis ersal Trench 1,436 base+ $ 22.60 LF French Drain 3'de th $ 19.65 LF Geotextile,laid in trench, ol ro lene $ 2.09 SY Infiltration ond testin $ 65.00 HR 8 520.00 Mid-tank Access Riser,48"dia, 6'dee $ 1.396.00 Each Pond Overflow S illwa $ 12.18 SY Restrictor/Oil Se arator,12" $ 908.86 Each Restrictor/Oil Se arator,15" $ 952.66 Each , Restrictor/Oil Se arator,18" $ 996.66 Each I Ri ra , laced $ 33.98 CY 15 509.70 Tank End Reducer 36"diameter $ 870.00 Each Trash Rack,12" $ 184.32 Each Trash Rack, 15" $ 206.32 Each Trash Rack, 18" $ 233.82 Each Trash Rack,21" $ 266.82 Each Page 7 of 9 SUBTOTAL $ 810.00 $ - $ 15,669.70 $ - "KCC 27A authorizes only one bond reduction. Unit prices updated 12/97 Tahoma High School Revision date: 5/22/01 Site Improvement Bond Quantity Worksheet Existing Future Public Private Bond Reductlon' Right-of-way Road Imp�ovements Improvements &Draina e Facilities QuanL Unit Price Unit QuanY. price Quant. Cost Quant. Cost Complete Cosl � �,s,� ��fa � �", .. �..�E. , PARKING LC7TSU ��1M1' � '"�"'�� :, .. � ��1'��` 'li�'+�., ��,�' �,�; � � ,.�� ,. �,,. �a �'� �� n��+,�. .. ��..,,; s�,e, : i � �Ip I`1 ,u �.} Ir.,9W�r.' ,.C��f�)��I�I�Ilil 1� � �-0i l'.7y;:,�p .�iliir I IN�_ �a�F i �.��tt� 2"AC,2"to course rock 8 4"borrow $ 13.77 SY 2"AC, 1.5" to course& 2.5"base course $ 14.99 SY 4"select borrow $ 3.96 SY 1.5"to course rock 8 2.5"base course $ 9.92 SY ,� ,� ��. , ..... �� .�� .: , ; ..{.�. Under round Infiltration Vault $ 8.00 CF 7125 57000 Under round Water Quali $ 14.00 CF 1296 18144 Infiltration Vault Overflow Structure $ 3,000.00 EA 1 3000 SUBTOTAL $ - $ - $ 78,144.00 $ - SUBTOTAL(SUM ALL PAGES): $ 5,336.74 $ - $ 499,506.13 $ - 30%CONTINGENCY&MOBILIZATION: $ 1,601.02 $ - $ 149,851.84 $ - GRANDTOTAL: $ 6,937.76 $ - $ 649,357.97 $ - COLUMN: B C D E Page 8 of 9 'KCC 27A authorizes only one bond reduction. Unit prices updated 12/97 Tahoma High School Revision date: 5/22/01 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: Stephen C.Porter Date: 5/22/01 PE Registration Number: 26577 Tel.#: (206)343-0460 I� Firm Name: Coughlin Porter Lundeen Address: 217 Pine Street,Suite 300,Seattle,WA 98101 PUBLIC ROAD IMPROVEMENTS PERFORMANCE &DRAINAGE FACILITIES Column BONO`AMOUNT MAINTENANCE/DEFECT Stabilization/Erosion Sediment Control(ESC) (A) $ 15,533.1 BOND"AMOUNT Existing Right-of-Way Improvements (B) $ 6,937.8 Future Public Road Improvements&Drainage Facilities (C) $ - (B+C)X 0.25= $ 1,734.4 Private Improvements (D) $ 649,358.0 (A+B+C+D) =TOTAL(T) $ 671,828.9 PERFORMANCE BOND AMOUNT Minimum bond amount is$1000. SITE RESTORATION BOND (A) $ 15,533.1 (First$7,500 of bond shall be cash.) RIGHT-OF-WAY BOND (B) $ 6,937.8 TOTAL RIGHT-OF-WAY&SITE RESTORATION BOND*' (A+g) $ 22,470.9 (First$7,500 of bond shall be cash.) PERFORMANCE BOND TOTAL AFTER BOND (T-E) REDUCTION"` �'f� �Z�� NAME OF PERSON PREPARtNG BOND REDUCTION: � Date: � l�6 *NOTE:The word"bond"is used to represent any financial guarantee acceptable to King County. **NOTE: KCC 27A authorizes bonds to be combined when both are required. *"*NOTE:Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount. Page 9 of 9 Unit prices updated 12/97 Tahoma High School Revision date: 5/22/01 XI. MAINTENANCE AND OPERATIONS MANUAL See attached Maintenance and Operations Manual. COUGHLIN PORTER LUNDEEN 15 I�iay 22,2001 P:�Renton Tech.Caljege-Tede.Resource Center`Drainage�Report�TIR_Report.doc r - � - - � - � � �� MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES MAINTENANCE STANDARDS FOR THE TECHNOLOGY RESOURCE CENTER AT RENTON TECHNICAL COLLEGE N0. 1 -INFILTRATION Maintenance Defect Conditions When Maintenance Results Expected When Component Is Needed Maintenance Is Performed General Trash 8 Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,OOU square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Storage Area Sediment A percolation test pit or test of facility indicates Sediment is removed and/or facility facility is only working at 90%of its designed is cleaned so that infiltration system capabilities. If two inches or more sediment is works according to design. present,remove. Sheet Cover(If Sheet cover is visible and has more that 3 1/4- Sheet cover repaired or replaced. Applicable) inch hoies in it. Sump Filled with Any sediment and debris-filling vault to 70%of Clean out sump to design depth. Sediment and Debris depth from sump bottom to bottom of outlet pipe (If Applicable) or obstructing flow into the connector pipe. Filter Bags Filled with Sediment Sediment and debris fill bag more than 1/2 full. Repiace filter bag or redesign ' and Debris system. Rock Filters Sediment and Debris By visual inspection,little or no water Flows Replace gravel in rock filter. through filter during heavy rainstorms. Settling Ponds and Sediment Remove when 6"or more. Vaults Infiltration Vaultl Sediment Tanks:Sediment depth exceeds 6-inches in No sediment deposits in tank Tank Accumulation in Vault depth. bottom. Trash and Debris Trash and debris accumulated in tank,vault,or Trash and debris removed from Accumufation connecting pipe. Includes floatables and non- each faciliry. floatables. Access Cover Cover cannot be opened or removed,especially Cover repaired or replaced to proper Damaged!Not by one person. woricing specifications or replaced. Working Tank or Vault Tank:Joints between tank sections failing,such Tank replaced or repaired to design Structure Damaged that leakage occurs and.or material being specificaGons. washed through into facility;or maintenance/ inspection person determines the tank is not structurally sound. Tank or Vault Vault:Cracks wider than 1/2-inch and any Tank replaced or repaired to design Structural Damage evidence of soil particles entering the structure specifications. through the cracks,or maintenance inspection personnel determines that the vault is not structurally sound. Access Ladder Ladder is coRoded or deteriorated,not Ladder replaced or repaired to Damaged functioning properly,missing rungs,has cracks specifications,and is safe to use as andl or misaligned. determined by inspection personnel. Note: Sediment accumulation of more than.25 inches per year may indicate excessive erosion is occurring upstream of the facility or that conveyance systems are not being propedy maintained. The contributing drainage area should be checked for erosion problems or inadequate maintenance of conveyance systems if excessive sedimentation is noted in an infiltration facility. Check twice a year during first 2 years of opera6on;once a year thereafter. Clean manholes/catch basins,repair damaged inlets/outlets, clean trash racks. � Operations and�taintenance Manual 1 Technology Resource Center—Renton Technical College �4AI�ITENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE F.AC[LITIES NO.2 -WATER QUALITY FACILITIES (CONTINUED) I�', D.)Wetvaults � Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Wetvault Trash/Debris Trash and debris accumulated in vault,pipe,or Trash and debris removed from Accumulation inleU outlet,(inGudes floatables and non- vault. floatables). Sediment Accumulation Sediment accumulation in vault bottom that Removal of sediment from vault. � in Vault exceeds the depth of the sediment zone plus 6- ; inches. I Damaged Pipes InIeU outlet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Access Cover Cover qnnot be opened or removed,especially Pipe repaired or replaced to Damaged/Not Working by one person. proper working specifications. Vault Structure Vault:Cracks wider than 1/2-inch and any No cracks wider than 1/4inch at Damaged evidence of soil particles entering the structure the joint of the inleU ouUet pipe. through the cracks,or maintenance/inspection Vault is determined to be personnel determines that the vault is not structuraliy sound. structurally sound. Baffles Baffles corroding,cxacking,warping and/or Repair or replace baffles to showing signs of failure as deteRnined by specifications. maintenance/inspection staff. Access Ladder Damage Ladder is corroded or deteriorated,not functioning Ladder replaced or repaired to properly,missing rungs,has cracks and/or specifications,and is safe to misaligned. use as determined by inspection I personnel. Operations and Niaintenance Manual 2 Technology Resource Center—Renton Technical College MAINTENANCE STANDARDS FOR PRIVATELY NtAINTAIVED DRr�INAGE FACILITIES NO. 3-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When ' Component Maintenance is Performed I General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. � (InGudes Sediment) orifice plate is less than 1-1/2 feet. Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outlet pipe. 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct pasition. 10%from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are show signs of rust. watertight;structure repaired or replaced and works as designed. Any holes--other than designed holes—in the SVucture has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cieanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person, and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working prope�ly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstruc6ons Any Vash,debris,sediment,or vegetation Plate is free of alI obsUuctions blocking the plate. and works as designed. Overflow Pipe Obstructions Any Vash or debris blocking(or having the Pipe is free of all obstructions potential of blocking)the overflow pipe. and works as designed. Manhole See"Closed Detention Systems"Standards No.3 See"Closed Detention Systems' Standarcis No.3 Catch Basin See"Catch Basins"Standards No.5 See'Catch Basins"Standards No.5 Operations and Ntaintenance Manual 3 Technoloey Resource Center—Renton Technical College MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.4-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When ', Component Maintenance is performed I General Trash&Debns Trash or debns of more than 1/2 cubic foot which is No Trash or debris located II' (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height. trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab, i.e.,separa6on Frame is sit6ng flush on top of more than 3/4 inch of the frame from the top s�ab. slab. Cracks in Basin Walis/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil partiGes entering catch basin design standards. through cracks,or maintenance person judges that sVucture is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inleV outlet pipe or any evidence wide at the joint of inleUoutlet of soil particles entering catch basin through pipe. Cracks. Sediment/ Basin has settled more than 1 inch or has rotated Basin replaced or repaired to I Misalignment more than 2 inches out of alignment. design standards. Operations and:�faintenance Manual 4 Technology Resource Center—Renton Technical College i � MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES i NO.4-CATCH BASINS (CONTINUED) I, Maintenance Defect Conditions When Maintenance is Needed Results Expected When " Component Maintenance is performed Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and biocking more than No vegetation blocking opening 10%of the basin opening. to basin. i Vegetation growing in inleUoutlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. apart. I Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place.Any open Catch basin cover is Gosed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools. than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after One maintenance person can Remove applying 80 Ibs.of lift;intent is keep cover from remove cover. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7!8 inch. Grate opening meets design (If Applipble) standards. Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris. grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards. MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAI�IAGE FACILITIES NO. 5-ENERGY DISSIPATORS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Components Maintenance is Performed. Extemal: Rock Pad Missing or Moved Only one layer of rodc exists above native soil in Replace rocks to design Rock area five square feet or larger,or any exposure of standards. native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it Sediment design depth. matches design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or Water Properly concentrated points along trench(normal condition rebuilt to standards. is a"sheet flovJ'of water along trench). Intent is to prevent erosion damage. Perforations Over 1/2 of perforations in pipe are plugged with Clean or replace perforated pipe. Plugged. debris and sediment. Water Flows Out Maintenance person observes water flowing out Faciliry must be rebuilt or Top of"Distributor' during any storm less than the design storm or its redesigned to standards. Catch Basin. causing or appears likely to cause damage. Receiving Area Water in receiving area is causing or has potential No danger of landslides. Over-Saturated of causing tandslide problems. Intemal: Manhole/Chamber Worn or Damaged Structure dissipa6ng flow deteriorates to 1/2 or Replace structure to design Post. Baffles,Side original size or any concentrated wom spot standards. of Chamber exceeding one square foot,which would make sVucture unsound. Other Defects See"Catch Basins"Standard No.5 See"Catch Basins"Standard No. 5 Operations and�4aintenance�tanual 6 Technology Resource Center—Renton Technical Colle�. MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 6-CONVEYANCE SYSTEMS (PIPES &DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When ` Component Maintenance is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. , pipe by more than 20%a. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris Geared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all design�depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through through ditches. ditches. Erosion Damage to See"Ponds"Standard No. 1 See"Ponds"Standard No. 1 Slopes Rodc Lining Out of Maintenance person can see native soil beneath Replace rocks to design Place or Missing(If the rock lining. standards. Applicable). Catch Basins See"Catch Basins:Standard No.3 See"Catch Basins"Standard No.3 � Debris Barriers See"Debris Barriers"Standard No.4 See"Debris Barriers"Standard ' (e.g.,Trash Rack) No.4 NO. 7 -GROUNDS (LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5% (Nonpoisonous) area(trees and shrubs only). of the landscaped area. Safery Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetaGon. present in landscaped area. Trash or Litter Paper,cans,botUes,totaling more than 1 cubic foot Areas clear of litter. within a landscaped area(trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which affect more than 25%of the total 5%of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrubs in place free of I knocked over. injury. I Trees or shrubs which are not adequately supported Tree or shrub in place and �I or are leaning over,pusing expasure of the roots. adequately supported;remove ! any dead or diseased trees. I � �i Operations and Maintenance Manual 7 Technology Resource Center—Renton Technical College