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Home My WebLink About03120 - Technical Information Report �� /�,�-. 3120 ---�... ST. ANTHONY PARISH (PHASE lA) Olympia, Washington Technical Information Report Pacific Engineering Design, LLC Civil Engineering, Surveying and Planning Consultants ;i'N OF R.Et�'OP' �ECEN� ;r n' � ' i U�� !;i)STQM6�i S�I��k:� �i � March 25, 2003 Pacific Engineering Job No. 00025 �I i 3 iZ a STORM DRAINAGE REPORT FOR ST. ANTHONY PARISH (PHASE 1A) RENTON, WASHINGTON March 25, 2003 PREPARED FOR St. Anthony Parish 314 S. 4th Street Renton, WA 98055 Phone: (425) 255-3132 Fax: (425) 271-4729 PREPARED BY Pacific Engineering Design, LLC. 4180 Lind Avenue SW Renton, WA 98055 Phone: (425) 251-8811 Fax: (425) 251-8880 �� F NF 0 A y�� , � � i � � � o � - z ; � � � 18612 �p �c�,� �ISTE� � � �S��NA L E�G\ � , I, �xPiRES: MAY 6, 2003 ' T�=�B LE O F C O�TE�i TS P_�GE I. PROJECT OVER��E`�-'...................................................................................................�-6 II. EXISTING CONDITIONS..........................................................................................%-1,� III. PRELIMIv:�RY CO\DITIONS SU��rnt�-�R�...................................16-33 IV. OFF-SITE _��1��..Ysls............_........................................................................................34-36 �''. DETENTION ��AI.YSIS :�vD DESIGN...............................................37-�7 V'I. COvti�Y.�l�TCE SYSTEv1 :�:�iALYSIS .=�ND DESIGN............48 VII. vV:'�TER QL��I.ITY A.��.Ys�s........................................................................49-63 VIII. EROSION%SEDINIENTATION CONTROL DESIG�i..........64-76 IX. SPECL�I. REPORTS .��1D STUDIES..........................................................%7 � � � � i , _ �� I. PROJECT OVERVIEW This project is an e�ensive remodel and consolidation of the existing St. Anthony campus located in downtown Renton between Shattuck and Morris Avenues, north of South 4`h Street. � This first phase (Phase lA) of the multi-phase master plan includes vacation of a portion of Whitworth Avenue north of South 4`� Street, construction of a new gymnasium, locker rooms, additional administrative space for parish staff and meeting rooms, on-site parking and student drop-off areas. Grading operations will include setting finished floor elevations for the proposed addition, grading proposed parking area in relation to those finished floor elevations, and providing positive surface drainage to collection points while matching e�sting perimeter �-ades. Storm dra�nage improvements will include new catch basins and 12-inch diameter pipe routing surface runoff to an on-site water quality facility prior to being discharged to the off-site public drainage system in Shattuck Avenue. Water main improvements will include installing a 12-inch main through the site from Shattuck , Avenue to Whitworth Avenue. A new fire hydrant will be installed as required by the Renton ', Fire Department. �� Sanitarv side sewer improvements will connect to the existing sewer main in 4th Street. I, Alon with these im rovements, a certain amount of existin utili infrastructure will be g P g �' removed from Whitworth Avenue. Also electrical, power, telephone, gas, cable TV and other dry utilities will need to be relocated accordingly. P:1Project Files10002510025 drainaee report.doc �► �o � � �1:� � �I�� F �� !-�� i�l �� f � �I I�g �II �p� �I l� �I � �I�� I�� ►�=�� .� f.OPYRIGHT 2001�16q1qA�?.6A:MOjU�� - w.•� . .i��,� . w( � / � 4i "�- .o 'v .' � . .' � -�.�� „+3 7q�� , � � W�. . 00 I,L.. 1�. Q" 00E79I =' `�' �35 �tl IIICIT . . �c G �-�J..>'�\; 'p'�� .. '� rl3s n � �� ._. . 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' rnw�w�ww nvwn„ -`` Y nnnN,� DU " � : �. ._._. . . ,i . . �� `� ,..87ING . .. . . . .. e . I ��AS�E 1-A� � INl9S ? ,� 010 TOY ��'�a '� � u�Ge��n n�avura I 9 . - A Q � I � I �e W b3 J�� IC __ _ . � _ ,��.. < ' £ . �' . ._ .i0:rnu""rr.'�`ei�e.°�1. " � � � '� � . t•..� t� I, k� ��yL�'��. I �' , � y —' r'unM�Gxraa � �i �� i;n[t.�nu! ...._.f q__. �� ' ' � � j��k � � . rn� .._� " "+___ . , � ___ '____'. �I i 1 _ -I � lp811N0 R D flLH00L " � i � ' �r� z9.�a _.__'i �, . .. . . . � I L �. ri. ,v�.. i i ___._ __ „ �, i � um_.r . .a7� . � I . :. _— � . .. ,..,,,,. � --•-Am;--.- . �... . . _ . � .1___ 1 .;.. ,...� � . . I .. r . � ___- . '- -r:�,..-... _--_-- _ .� ...� i ._. � ,:':,, ' i � � .� � 'i '�� Y - ''� ' �r� ' � � �� __� �� .� �,��a� � � . �n � _ �,oe..� � ,, � � �, ,.�, �� r-- _ � - , , {, �-� °��„�° � I -y.r .� . . .i . ..� , T . . ... _:. ,� EXI9TINGLHURLH ��.�. � PNAB 1A � , . - i — w,raaa..v.�r '� ... ,��. � NEWMRID OfFICl� I "' I I �' p ...... � L� umTr� .MM..., �'�� . I .�...,, ._. I . II ., . .: . __— _: .. �.._.. . .. . I . .__... .: I_ ::; I e '.Y EA611NOPARIBHMIMBiR7GlMCR �-- �� me��[xr � '•"'' . .. �I � E%IBiING K-6 BGNOOI - .._. .. . ' �. , !t ew�tnat rea' ELfLf EkIBiINGREC(ORY. � . �. , .�.�.�•' �� r.�uwrr�im�i�.ni�v° z. TO[EMAIN � . �M vv��o ' .� o ;. I � wreRno:-.c.n. � . . .... .M"� ...... �.�s ^` e n�� -��:� rcicewrou cnie � ' .. -._.,�.�... C i � eu.r �' � �� ... ._. o.i e,. . � uow.an.n r�.� . i � rr,eRuo y� 'I ,. . .. . ��n , � n , 3 , _ , t ��rv��. .��. I t ,� � __. , .� � _ . _ � _ s�oEw��,. r� a � - . .��.�x-, ,. ;,; _ .� ,. �a `'.,'� . � . ._ . . . : '� "� 4 L�' � � . � I . . '�". a� .... ... M5p 2BWe�Ib� . . .. ... � . .. .. ... " __52uth�_5i�e_a� ' __� _ _ : .. �— ' . .. � .. � _��(,, SIfA Pkln A __ SITE PLAN A A 1µ01 — — �,�,�.� ...... II. EXISTING CONDITIONS The existing church properties are currently fractured into several sepazate parcels. The existing school and Parish offices are located north of South 4�' Street between Shattuck and Whitworth Avenues. The existing church and other buildings are located north of South 4`f' Street between Whitworth and Morris Avenues. The eaListing social hall is located south of South 4�` Street on the east side of 1�Iorris Avenue. These properties total appro�mately 4 acres in size. Survey indicates slopes of generally 1% over the entire area. Existing vegetation includes lawn, low shrubs, gardens, yard and street trees. There are e�sting storm drainage systems serving the individual parcels, and in the streets and alleys abutting the parcels. The overall area e�chibits good drainage patterns. These parcels reside in a mostly residential neighborhood of the downtown area scattered with businesses. The site is bordered on the north by mostly small business. K-Mart resides on the far side of Shattuck Avenue to the west. General area soils consists of loose hlls and soft sandy silts. Immediately underlying this �urta�:: material, a fine-grained, medium dense to dense, silty sand becomes more coarsel� ��:::n:°:�: .., . :,��,. ,n�� .. � , ,!_ . ,.-,.,�. �T�'._:� ,, .. �. . , ,,�;, �:-...1_ . , :.�,. �..._,,�_ ,, , �: . .. �- I L_ L_�_y_I_ �_1 �_J �— L'J—__I_ ,1_._1 —1 I_.__ 1�—L _f_ ._1_ � — �. �.. �.,.�— — — — — I _ _ - �._._ ._.., ,__........__._..._... _�._ ____ N , ; . _ _, ;_ _. ; T ; T ; � , � T L..__�; -_._.; , , : : � . , ; _.. � ; , � � . , , ; �� _____.� � � 1 Q � ; . ,..._�__.. � I � , �-- � � ..__.._..__.�., ; � � ; � — — �..T..___._ — �______ ----.__ � � � �� ,�� I I � 1 i I � � � � . � , .� ��_... , � i � i �'.,_,_\ � � {..___—_. _.� , �; � ' ' I i f , I � � t � � � � �r_.'. j u�i ' ' .,i �__' �------'___ __ j �I L_._.'___J I I ' ' � • � . _ i ' i._._ _..i I ��'_"_� u..... ._ _'� ' I t-'. �..___._.�y � � __.'.� ..__, Lti.r..u.�_ � � � � .� � � � � � I , �--'-^-'-'.', I -'-'--' I ,�.__...—� � � �\ • oantreaiauc�uaee ' �....�_--•f I �� -___.__�' ��-� I 10EO�IOl�1� �--a:r---- �r `----• � � � " � 1 I _.�_. I ---�-- — �--1 r��— .-� 1 � i 1 � 1 ''��.,,.'; � I II ; `� � �.__----� I I �o � � ( i ,,: . � � ��—----+ i i m �c 1 � 1 �..--- '° � , �._ __. � L--.-J � � I � ' ' I I � � I � I ��.;,:�_----;—�T I ! �. �-i r \!I W � .�i RYV�� I 4'__�.�"�'�J L-i..l ' �i_�'�� .��1 1 I � I � � ,^ ' ' ' I I � ' � I ' '_-_..j..'�.�; ;_._it I I �_� � I I ' W I I p I ' � ' I � ' T.j' � E-� i ;' � , N _ _ , �----._:..� �--= , , �_J � � � I � � i ____. , I � ��, �,� , , � .___; � I � meev� � � toe�v�u� � � � � � ( � � E_----._, � � � I � � � � ---� , �--- � � I � oas�Nssaaa I � I � ( , �---•--�.-•� � oaen�a�uaa� � r — a+ � I I 1 � I � : , �---�•�-� , I I l--- —� � � � � ° ' � � � � l____._. � �ant�a�c � ; ' �---� � � I _ _ s t , ; I � � I ' � !_------�.1 i ��--- -� . . . . L .�� i � i�� - 7 I —�_ _ ' _�_� ..._ ^� �JOUhI�1�TA9t^_ _— —_—'_ �_ _'_'� � -— � _--r's.s�=—- �= _T'—� W I � � — � � I .V. _ i I - —J'_'l._.� • •--- ` �� U � /� ._-.__ I �--'- r----�•----•---7 � _ _ ! � � ' 1------- ` ,C__1 i_--�---_.. ' i i � ,� � � � �f=� ��_:�_:�] �--�----._.;_ .�-_.� � - - _... ; ' � � I �fi�,._�� -- '_` � � omrr� ; ( � y I I ��-_�� I � I I I��__..t.._� I � I �:� I � � eoaaw�u � � � I—�-- — — ----� �--- — — ---� � — — --1 ! — — —; � I I I I ; � � � � i � Q i � --._._� L r-� ¢ — — I — — — — I — — I � �.._........_._...� ' I � � EXISTING S1TE I � _ � II / � - V � • �1 . Anthony Parish I RENTON,WA98055 I � �_ � � � � T KOCZARSKi j rma.,� � � -' � �,�,�� n I Or3er No. 424576 LIl�'IITID L1r�BI�I�`Y CSRTT_�'ICAT� S C.�DULE � ' Page 2 The land referred to in this certificate is situated in the County of King, State of Washington, and described as follows: PARCEL 1: Lots 4, 5, 6, and 7, Block 35, Smithers Second Addition to the Town of Renton, according to the plat thereof recorded in Volume 10 oi Plats, page 28, in K;ag �ount_r, Washington; PARCEL 2 : The portion of Lot 8, Block 35, Smithers Second Addition to the Tcwr of Renton, according to. the plat thereof recorded in Volume 10 of Plats, page 28, in King County, Tdashington, described as £ol'_ows : Beginning at the northwest corner or »_� =_� � : Thence north 89°47� east 120. 00 feet Thence south 00°13 ' east 20.00 feet; Thence south 65°33 '20" west 21.93 �ee= Thence south 89°47' west 100.00 feet; Thence north 00°13 ' west 29.00 feet to =._� _._� .._ �c�._.�=_r__. PARCEL 3 : Lots 8 and 9, Block 35, Smithers Second Addition to the Town �_ Renton, according to the plat thereoi recorded in �ioiume �� Plats, page 28, in K=ng County, Washington; EXCEPT that portion of Lot 8, described as follows: Beginning at the northwest corner of said Lot 8; Thence running east along the northerly boundary thereof to the northeast corner of said Lot 8; Thence south 00°13 ' east 20 feet along the easterly boundary of said Lot 8; Thence south 65°33 '20" west 21.93 feet; Thence south 89°47' west 100 feet to the westerly boundary of said Lot 8; Thence northerly along the westerly boundary of said Lot e to the point of beginr_ing of this exception. PARCEL 4 : Lot 9, Block 1, Smithers �ourth Addition to the Town of Renton, according to the plat thereof -ecorded in Volume 11 of Plats, page 19, in King County, `�Iashir.gton. (con�ir.uedi Order No. 424576 LIMITED LIABILITY CERTIFICAT�.' SC.tiEDULB A Page 3 LEGAL DESCRIPTION, ccntinued: PARCEI, 5 : Lot 10, Block 1, Smithers �'ourth Addition to the Town of Renton, according to the plat thereof recorded in Volume 11 of Plats, page 19, in King County, Washington. PARCEL 6: Lat lI, BYock 1`, Smithers Fnurth Addition to the Towri of Renton, according to the plat thereof recorded in Volume 11 of Plats, page 19, in King County, Washington. PARCEL 7: Lot 12, Block 1, Smithers rourth Addi�ion to the Town of Renton, according to the plat thereof recorded in Volume 11 of Plats, page 19, in King County, Washington. PARCEL 8 : Lot 13 and the north half of the north 20 feet of Lot 14, Block 1, Smithers Fourth Addition to the Town of Renton, according to the plat thereof recorded in Volume 11 of Plats, page 19, in King County, Washington. PARCEL 9: The south 30 feet of Lot 14 and all of Lots 15, 16, 17, and 18, Block 1, Smithers Fourth Addition to the Town of Renton, according to the plat thereof recorded in Volume 11 of Plats, page 19, in King County, Washington; EXCEPT those portions of Lots 15 and 16, conveyed to the City of Renton, for roads, by deeds recorded under iCing County Recording Numbers 7305180516 and 7305180517. PARCEL 10: Lots 7, 8, 9, 10, 11, 12, 13, 14, and 15, Block 1, Smithers Fifth Addition to the Town of Renton, according to the plat thereof recorded in Volume 16 of Dlats, page 33 in King County, Washington; EXCEPT that portion of Lot 15 conveyed to the City of Renton, for road, by deed recorded under King County Recording Number 7305180518. TOGETHER WITH that portion of vacated alley adjacent, which attached by operation of law, by City of Rentori Ordinance Number 4883, recorded under Ring County Recording Number 20010117001672. (continued) �� Order No. 424576 I,IMITID Li�BILITY CSRTIFICATE SCF�DULE A Page 4 LEGr1L DESCRIPTION, continued: !,i PARCEL 11: I Lots 16 and the south half of Lot 17, Block 1, Smithers Fifth Addition to the Town oi Renton, according to the plat thereof recorded in Volume 16 oi Plats, page 33, in King County, washington; EXCEPT that portion of Lot 16 conveyed to the City of Renton, for road, by deed recorded under King County Recording Number 7305180515; TOGET:iER WITH_ that pertion of vacated alley adjacent, which attached by operation of law, by City of Renton Ordinance Number 4883, recorded under King County Recording Number 20010117001672. PARCEL 12 : The north half of Lot 17 and all of Lot 18, Block 1, Smithers Fifth Addition to the Town oi Ren�on, according to the plat thereof recorded in Volume 16 of Plats, page 33, in King County, Washington; TOGETHER WI'I'H that portion of vacated alley adjacent, which attached by operation of law, by City of Renton Ordinance Number 4883, recorded under King County Recording Number 200I0117001672. PARCSL 13 : Lots I9 and 20, Block 1, Smithers Fif�h Addition to the Town of Renton, according to the plat thereof recorded in Volume 16 of Plats, page 33, in King County, washington; TOGETHER WITK that portion of vacated alley adjacent, which attached by operation of law, by City of Renton Ordinance Number 4883, recorded under King County Recording Number 20010�.1700I672. I PARCEL 14 : Lots 21 and 22, Blcck 1, Smithers Fifth Addition to the Town of Renton, according to the plat thereof recorded in Volume lo' of Plats, page 33, in King County, Washington; TOGETHER WITH that portion of vacated alley adjacent, which attached by operation of Iaw, by City of Renton Ordinance I3umber 4883, recorded under King County Reccr3ing Vumber 20010117001672 . i cor_tinued) � � Order No. 424576 LIMIT3D :�IABIL2T`_' CERTIr ICATE SCI�DULE A Page 5 LEGAL DESCRIPTION, continued: PARCEL 15: Lot 23, Block 1, Smithers Fifth Addition to the Town of Renton, according to the plat thereof recorded in Volume 16 of Plats, page 33, in King County, Washington; TOGE'I'FIER WITH that portion of �acated alley adjacent, which attached by operation of law, by City of Renton Ordinance Number 4883, recorded under. K:ing County Recording NuinE�er 20010117001672. � PARCEL 16: Lot 24, Block 1, Smithers Fifth Addition to the Town of Renton, according to the plat thereof recorded in Volume 16 of Plats, page 33, in King County, Washington; TOGETHER WITH that portion of vacated alley adjacent, which attached by operation of law, by City of Renton Ordinance Number 4883, recorded under King Coun�y Recording Number 20010117001672 . END OF SCHEDLZE A l� ' � C ;A AA�N w • � v i � �� a � �^o^ ��` 6 ��h ' �y2�h �^w � ( D� �av } �� Sy i� e�� '0yo e w ��w • 7 8 9 �, 2 3 4 3 • �1� �! ao i� *t 3� � 44 4A e7 �ta �7f'' � 31 3e y �:.c p ,. 737.07 ••••• � S. � THIRD ST w . . . a- i3 3i` '� (�r�fv�) z' �°n 8ss 3� z. 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It is Eurnished as a convenience to locate the land indicated hereon with reference to streets and other Iand. 1Vo liability is I assumed bv reason of reliance hereon. _ . .. . . . . - � .. . _ . . .. . . ....... . -• � .... .....,. ' . � - � . - _ , � � . _ _ '. 3 �� , . � � ' e ,,.��, _Q ,�°`� 23 ' � 8 ,��4 �oj3� z3: � . 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It is fumished as a convenience ta locate the tand indicated hereon with reference to streets and other land. No liability is assumed by reason of reliance hereon. 1'� III.PRELIMINARY CONDITIONS SUMMARY A pre-application meeting was held at the City of Renton on or about October �, 2000. The project has been a topic of discussion at several council meetings since that time. At the forefront of these meeting has been the proposed vacation of Whitworth Ave and public input on the project as a whole. Available copies of correspondence relating to those meetings is included in this section. The following applications have, are, or will be made for this project: Pre-Application (00-107) wlutworth Vacation (VAC 00-003) CUP (LUA 02-054, CHL'-H, ECR) DA (LUA 03-005, ECR) Building Permit(Submittal Pending) Clear and Grade (Submittal Pending) Public Works (This Submittal) � � '. I , P'�Project Files\0002510025 drainage report.doc ��,� ��`Q► d�� 7 V � ;� � �� _ '��y� � s�,� z� �o M E M O RA N D U f��vU�� o� �jStO�� DATE: �� Z('DC� TO: Construction SeNices, Fire Prevention, Plan Review, Project Planner FROM: Neil Watts, Development Services Division Director SUBJECT: New Preliminary Application: � � LOCATION: ��1 5 �r�t � S G�'f'`` � �-'fo�►/l� � Sl,c�1,1�,�, PREAPP NO. OD - ld� A meeting with the applicant has been scheduled for �/ "d(�� , Thursday, �� ' , in one of the 6�' floor conference rooms (new City Hall). If this meeting is scheduled at 10:00 AM, the MEETING MUST BE CONCLUDED PRIOR TO 11:00 AM to allow time to prepare for the 11:00 AM meeting. Please review the attached project plans prior to the scheduled mzeting with the applicant. You will not need to do a thorough "permit leve(" review at this time. Note only major issues that must be resolved priorto formal land use andlor building permit application submittal. Please submit your written comments to ��C.cre� at least two (2) days before the meeting. Thank you. � t/n ��orw� Codes c� �r�r��l� l 1 � � c� _ I C�/Eo T�c Y7 ✓r rZ �f � e�o r' 't" �" C�' v � f e cC , ' I � C ' � ' H:�Division.s�Develop.sezlDev&P1an.inglTemplatelPreapp2 ,'l Revised 9/00 ��.`SY C a3 ,,� ♦ ��2`� DATE: September 25, 2000 TO: Steve Taylor, Planner FROM: Jim Gray, Assistant Fire Marsh � SUBJECT: St. Anthony's Parish Project, S 3 , 4�, Morris 8s Shattuck i Fire Department Comments: 1. The preliminary fire flow is 4500 GPM, one hydrant is required within 1 SO feet of the structure and four additional hydrants are required within 300 feet of the structure. This is�ased on Type V N construction � �� 2. A fire mitigation fee of$22,800.00 is required based on $.52 per square foot of the building square footage. 3. Separate plans and permits are required for the installation of sprinkler and fire aiarm systems. 4. Fire Department access roadways are required to within 150 feet of all portions of the building exterior. Roadways are a minimum 20 in width with a turning radius of 45 foot outside and 25 foot inside. Bollards are not allowed in required Fire Lanes. Please feel free to contact me if you have any questions. , ' �� Cit� of Renton InterOffice Memo To: Steve Taylor From: Kayren K. Kittrick � Date: September 27,2000 Subject: St.Anthony's PreApplication Review 00-107 NOTE ON PRELIlI�IINARY REVIEW COMNIENTS CONTAINED IN THIS REPORT: The following comments on development and permitting issues are based on the pre-application submittals made to the City of Renton by the applicant The applicant is cautioned that information contained in this summary may be subject to modification and/or concurrence by official decision makers (e.g. Hearing Ezaminer, Boards of Adjustment, Board of Public Wori�s and City Council). Review comments may also need to be revised based on site planning and other design change9 required by the City or made by the applican� WATER 1. There are existing 4-inch, 6-inch and 12-inch diameter water lines in the vicinity. Whitworth Avenue S has an e�sting 4-inch diameter water line. The derated fire flow in the vicinity is modeled from 1360 gpm to 6500 gpm with a static pressure of 74 psi. 2. There are fire hydrants in the vicinity that may be counted towards the fire protection of this project, but are subject to verification for being within 300 feet of the nearest comer of the building. 3. The proposed project is located in the 196 water pressure zone. The proposed project is outside either Aquifer Protection Zone . 4. The Water System Development Charge (SDC) would be prepared at a rate of$0.113 per square foot of the total property with a redevelopment credit applied for current use. �d��-. SAiVITARY SEWER �^ 1. There are existing new 8-inch diameter sanitary sewer lines in the alleyways. 2. The Sanitary Sewer SDC is triggered and will be assessed at a rate of$0.078 per square foot of gross site area with redevelopment credits applied for current use. SURFACE WATER � I. A level one drainage study is required per the King County Surface Water D�gn Manual. Water quality treatment sized for the new impervious surfaces subject to vehicular access is required. 2. The Surface Water SDC is assessed based on the total new impervious surface square footage as reflected in the final design. The charge is deternuned by multiplying the new square foctage by$0.129. ��1 SL AI1tIl0IIy'S PreApplication Review 00-107 09127l00 Page 2 T�'�TSPORTATION l. The traffic mitigation fee of$75 per additional generated trip shall be assessed against a.ny new buildings. A traffic study may be required for those major intersections impacted by this proposal. 2. Full street improvements including,but not Iimited to paving, sidewalks, curb &gutter, street signs and street lights are required where not already existing. 3. All wire utilities shall be installed underground per the City of Renton Undergroundi.ng Ordinance. If three or more poles aze required to be moved by the development design, all existing overhead utilities shall be placed underground. 4. In the case of a street vacatioq easements for all existing utilities shall be required. PLAN REVIEW 1. Ail plans shall conform to the Renton Drafting Standards wluch are attached for reference. Also attacheti for general information are a fee reference sheet and the King County Storm Water standards as adopted by the City of Renton. 2. A canstruction pernut and water meter applications will be required. When plans are complete three copies of the drawings, two copies of the drainage report, a construction estimate and application fee shall be submitted at the sixth floor counter. A fee worksheet is attached for your use, but prior to preparing a check it is recommended to call 425-430-7266 for a fee estimate as generated by the permit system. CC: Neil Watts 'j�l CITY a�' RENTON ' � CONONIIC DEVELOPMENT NEIGI�BORHOODS, AND STRATEGIC PLANNING MEVIORANDUNI DATE: September 28,2000 TO: Steve Taylor FROM: Owen Dennison(#b57 SUBJECT: St. Anthony's Preapplication(00-107) The.site is designated Center powntown in the Comprehensive Plan. The issues raised by this proposal primarily concem the vacation of Whitworth Avenue. Land Use Element Policy LU-71 states, "New streets should be designed to provide convenient access an� an choice of routes between homes and parks, schools, shopping, and other community destinations". Although the policy refers to new roadways, the intent is to create and preserve an efficient network of pedestrian and vehicular routes. The proposal would be contrary to the intent of the policy by increasing the distance between certain origins and desrinations. Downtown Element Objective DT-E states, "Improve the City's pedestrian and bicycle network to improve access to and circulation within the downtown". Pedestrian circulation would be most affected by the proposed vacation. We are certainly sympathetic to the issue of safety for students. As noted in Land Use Element Policy LU-255, "Safe pedestrian access to schools should be promoted (e.g. through pedestrian linkages, safety features) through the design of new subdivisions and roadway improvements". However, it would seem that there may be other safety improvements avaiIable without vacating the street. Finally, there is no public benefit identified to offset the loss of convenience. cc: Betty Nokes 2� \10ENTRAL'SYS2IDEPTS�EconomicDevelopmentl.STRATPLNIPL,ANIYINGIPREAPPICD1.StAnthonys.doc\od CITY OF RENT�N Planning/Building/Public Works MEMORANDUM DATE: October 5, 2000 TO: Pre-Application File No. 00-107 FROM: Steve Taylor, Senior Planner SUBJECT: St. Anthany's Master Plan General: We have completed a preliminary review of the pre-application for the above- referenced developmenf proposal. The following comments on development and permitting issues are based on the pre-application submittals made to the City of Renton by the applicant and the codes in effect on the date of review. The applicant is cautioned that information contained in this summary may be subject to modification and/or concurrence by official decision-makers (e.g., Hearing Exam.iner, Zoning Admi.nistrator, Board of Adjustment, Board of Public Works, and City Council). Review comments may also need to be revised based on site planning and other design changes required by City staff or made by the applicant. The applicant is encouraged to review all applicable sections of the Renton Municipal Code. The , Development Regulations aze available for purchase for$55, plus tax, from the Finance Division on the first floor of City Hall. Development Regulations are also available for review at no charge in the office of the City Clerk, on the 6`h floor and at the Renton Library. Project Proposal: The subject master plan site consists of approximately 36 underlying pazcels, most of which are located between South 3`d and 4`� Streets and between Shattuck and Moms Avenues South. The site contains Saint Anthony Catholic Church, a parochial school serving grades K-8, an administrative building, church rectory, social halUgymnasium, portable classrooms, and various single-family homes and garages owned by the Parish and rented out. The master plan envisions vacating approximately 280-feet of Whitworth Avenue north of South 4`� Street and the alley adjacent to the church. The plan is composed of at least four phases; with Phase I being the consiruction of a new gymnasium/social hall partially located on the vacated Whitworth Avenue right-of-way. Phase II would include construction of new school facilities adjacent to the gymnasium. Phase III would expand the church and Phase IV might include the renovation or replacement of the existing school building. Vacation: The entire master plan is based on the premise of vacating W'hitworth Avenue, therefore the applicant must show how the public would benefit from the vacation. Following are several concerns that must be ad.dressed. ♦ Whitworth Avenue is designated as a Collector street and part of the downtown grid system. Removing it would disrupt both vehicle and pedestrian circulation. How would these impacts be addressed? �e-a.�oo-io�.a�� ♦ Would S 4`h Street be impacted by dropping off and pickirig up students if Whitworth were closed. ♦ How would the on-street pazking that is currently available for properties abutting the proposed vacation and for businesses north of the street vacation be replaced? ♦ There are concerns regarding the disruption of access and circulation needs of the properties located just north of the proposed street vacation and how to address such needs, since it may be difficult to provide a turn-around in the portion of Whitworth remaini.ng after the vacation. Does your plan allow for through access from Whitworth to Moms Avenues? ♦ There are utilities in both the street and alley that must be accounted for either by easement or relocation. You cannot place a building within an easement. Zoning: The subject site is designated Center powntown(CD) on the City's Zoning Map. The intent of the CD zone is to provide a mixed use commercial center serving a regional market as well as adjacent residences. In addition, the subject site is located within the Urban Center Design Overlay District. Existing schools are a primary use within the CD zone. They may be expanded up to 10% subject to administrative site plan approval. Expansions greater than 10% require Hearing Examiner Conditional Use approval. Any expansion of the _ church is subject to Hearing Exazniner Conditional Use approval. Sensitive Areas: Based on the City's Critical Areas Maps, the site is located in a Seismic Hazazd Area. The seismic hazard is related to potential liquefaction of soils during an earthquake event. A geotechnical analysis for the site is required. The analysis needs to assess soil conditions and detail construction measures to assure building stability. Development Standards: The proposal's compliance with the CD zone development standards and the parking regulations is addressed below: DesiQn—'T�e site is subject to the Urban Center Overlay District regulations. These standards and guidelines affect architectural issues including siting, design, modulation, common open space, access and pazking. Several standards such as building orientation, entrance location, bulk& scale, parking and access aze directly applicable to this project and should be considered thoroughly before a detailed design is finalized. If need be, the applicant may request a modification from these standards pursuant to RMC section 4-9-100.D. Lot Covera�e—Maximum building coverage for parcels located outside of the Downtown Core Area is 65%. Setbacks /Landscaping—A minimum 15-foot and a maximum 25-foot front yazd setback applies to all buildings over 25-feet in height. There are no rear or side yard settiacks required in the CD zone. In addition, a 10-foot landscape strip is required along streets. HeiQ t—The CD zone allows a maximum building height of 95 feet. The proposed elevations appear to be in compliance with this code requirement. ScreeninQ—Screeuing must be provided for all surface-mounted and roof top utility and mechanical equipment. In addition, garbage dumpsters and recyclable areas must be screened pursuant to RMC section 4-4-090.C.7. Approval of the proposed locations of dumpster areas by Rainier Waste Management is recommended prior to the submittal of the formal land use applicarion. The site plan application will need to include elevations and details for the proposed methods of screening. Pre-aPp oo-to�.�� Parking—The following parking requirements aze applicable to the project. � Gymnasium/Social Hall: 1-parking space for each 4 fixed seats or each 100-sf of floor area • School: 1-parking space for each employee. In addition, if buses for the transportation of students are kept at the school, 1 off-street parlflng space shall be provided for each bus of a size sufficient to park each bus. • Church: 1-parking space for each 5 additional seats provided by the new construction. Based on the squaze feet of the proposed project, a parking modification will be need. The parking area will also need to comply with the design regulations of the Urban Center Overlay District. Permit Requirements: The first step in gaining approval for the proposed master plan is proceeding with the vacation request of Whirivorth Avenue and the alley between Whitworth and Morris Avenues. If the request is successful, Phase I of the proposal would require review of a Hearing Examiner Conditional Use permit, as well as Environmental (SEPA) Review. Both reviews would be conducted concurrently in an estimated time frame of 8 to 12 weeks once a complete application is accepted. If any appeals are filed, the timeframe may be extended for an additional4 to 6 weeks. The application fee would be $2,500.00,plus $033 per mailing label required for notification to surrounding property owners within 300 feet of the site. In addition to the required land use pernuts, separate demolirion, construction, building and �� sign permits would be required. The review of these permits may occur concurrently with the �I review of the land use permits,but can not be issued.prior to the completion of any appeal I periods. Impact�vlitigation Fees: In addition to the applicable building and construction fees, the following mitigation fees would be required prior to the issuance of building permits. Redevelopment credits for the existing structure would be applied. � • A Transportation l�lirigation Fee based on$75.00 per new daily trip attributed to the development; • A Fire Mitigation Fee based on the square feet of the facility. A handout listing all of the City's Development related fees in attached for your review. Conditional Use Criteria: In order to obtain approval of a conditional use, the proposal must satisfy specific criteria. The purpose of a conditional use pernut is to allow certain uses in districts from which they are normaily prohibited. The evaluation of the proposed use must be deemed consistent with other existing and potential uses within the general area of the site. It is the applicant's responsibility to adequately demonstrate the facts justifying the approval of the conditional use permit based on the use's compatibility with ALL of the following criteria(RMC section 4-9-030G): • Comprehensive Plan • Community Need • Effect on Adjacent Properties, including lot coverage, yards and height Pro-App 00-i07.doc\ �� • Compatibility � • Parldng • Traffic � Noise, Glare • Landscaping • Accessory Uses • Conversion • Public Improvements A staff recommendarion of approval for the conditional use, would depend on whether adequate measures are taken to reduce impacts to the adjacent properties and residences. cc: Jennifer Henning Pre-App 00-t07.doc1 � ��-�� STREET VACATI�N PE TITION �AC 00-003 � WHI�WORTH AVENUE S � NORTH OF S 4�'B` STREET ST. ANTHONY PARISH AND SCHOOL PETITIONERS � i �- , . �_., � . ,:� CITY O�' R�NTON STREET VACATION PETITION FILE#VAC-00-003 PETITIONER-ST.ANTHONY PARiSH AND SCHOOL SUB.TECT: STREET VACATIOY PETITION: �VHITtiYORTH AVE S NORTH OF S 4TH STREET AND SOUTH 160 FEET OF ALLEY THROUGH THE BLOCK EAST OF`VHI'I'�YORTH .iuYD NORTH OF S 4T�STREET IY PARTLaL EXCH.4YGE FOR DEDICATIO� WIDENI'�i 1G TF"ALLEY SOUTH OF S 3RD STREET BETI�VEEN WHITWORTH AYD SH�►TTUCI�AVE S ISSUE: The petitioner requests vacation of a portion of Whitworth Ave S and the alley east of Whirivorth right-of- way in partial exchange for a four-foot widening of the east-west alley between �Vhirivorth and Shattuck Ave. S. as shown on the accompanying map exhibit The stated purpose of the request is to enable redeveIopment of St Anthony's church and school into an inte.�,,rated campus in phases over the next 20 yeazs. The first phase includes construction of a new gymnasium and a new social hall straddlin� the existing Whit�vorth Ave.right of way. RECONIv1ENDATION: The Planning/Building/Public Works Depar�nent recommends that Council deny the requested street vacations of Whit�vorth Ave. S. and the alley vacation exchange portion of the request. BACKGROUND: The petition for road�vay vacation was received June 29, 20Q0, from St. Anthony Parish and School. They represent 100% of the fronta�e along the right-of-way under this petition. . The portion of riDht-of-way included in�this�petition was.dedicated iri t�e plat of Smither's Fourth.and Fifth • , Additions, a 60-foot wide road right-of-way and, as such, no City funds were spent in the acquisition of this right of way. The City of Renton has a 4-inch water main,curbs, gutters, and pavina alona the entire length of this property. The alley portion is 16 feet wide, was similarly dedicated at no cosf, and a sewer main occupies the entire length of this segment of alley. The petitioner is in the process of ptanning redevelopment of their property to accommodate ihe current use of their church and school facilities, improve safety for tfieir students who currently�va1k from the school to the gymnasium located south of S 4� Street on the east side of Morris Avenue S, provide for more efficient transportation to, from and in the immediate vicinity of their campus, and to create additional parking areas � to serve the campus, local residents and businesses. In this neighbothood, east-west traffic uses S 2n� Street westbound, S 3rd Street eastbound, and S 4�Street in both directions. The north-south roads are all designated as arterials, although traffic can only cross the .railroad right of way to the south on Rainier Avenue S, Shattuck Avenue S underpass and Bumett Avenue S.��•� Whitworth, Morris and Smithers Avenues S provide for utility service, police and fire service access, local access and pedestrian uses. �� page 2 The petitioner has had several meetings with City Staff, including a Pre-application Conference and two meetings with the Board of Public Works to identify concerns, explain the scope of their project and resolve major issues. "The petitioner reports complete support for the project from nei�hborin� property owners at a series of public forums. In order to determine if this petition meets the requirements in City Code 9-14-3C: The Ciry Council shall take testimorry at the public hearing to determine whether the vacation is in the public interest, whether the property is not required for overall circulation of tra�c within the�ry, and that the requested vacation is not detrimental to the public health, safery and general weljare. A traffic study has been conducted by Transportation Plannin� &En�ineerin„ Inc. and provided to the City. The report identified "Benefits", "Disadvanta�es" and "Conc[usions and Recommendations" which are excerpted from the report and attached to this memorandum. The study documents that the deveIopment plan would reduce con�estion at t�vo major intersections during peak traffic peciods, reduce vehicle queuin' on public streets adjacent to petitioner's campus during peak traffic times, provide increased safety for pedestrians including St. Anthony students and modestly lo�ver the level of secvice durin� peak traffic periods at the intersection of S 4� Street and Moms Ave S. Petitioner has offered to exchan�e additional right of way to expand the existin� east-west alley between Shattuek and Whitworth south of S 3rd Street from 20 to 24 feet and provide unprovements to accommodate t�,vo lanes of traffic, one in each direction. This offer was in response to City staff r�-_ � - enhance�-affic circulation in the vi�:-.::-. Current City Code 9-14-SB provid�_ The Ciry sha11 receive comperuation in cccordance wit�RC�3�.79.030, which amount for the purpose of this Chapter is to be determined by an appraisaf;provided, that the City Council shall have authoriry, upon recommendalion of the administration, to acceat real property or a property right in lieu of a part or all oJthe cash compensation that would be pard When the value ojthe properry or property right is less than the carh corr:pensation required for the alley or street right-of-tivay to be vacated, the petitioner shall pay the d�erence to the Ciry. TYhen the va[ue of the properry or properry right exceedr the value of the alley or street right-of- way to be vacated, the City shall pay the difference to the petitioner. � Therefore;�if th� Rentan City Council apgroves all or any part of the petition�fo�Iowing the public hearing, the petitioner�vill hire an appraisal to determine the value of the right-of-way bein�vacated and the value of the additional riaht of way for the alley. Upon receipt and revietiv of the appraisal determinations, the City Council will be informed and will be asked to accept the appraisal and set the amount of the compensation in this matter. RESEARCH/SURVEY: -- The current proposed street vacation request was circulated to City departments and outside a�encies for comments. The foliowin'is a summary of responses received from all concemed parties: No objection to the proposed street vacation: Community Services/Parks � . ' Police Department ' AT&T Qwest, formerly US WEST Communications �J � _ page 3 Objections to the request and/or conflicts,which must be addressed: • The Economic Development,NeighborE�oods and Strategic Planning Department does not perceive a public benefit relative to the public cost in convenient circulation that would be lost to the proposed vacation of the portion of Whitworth Avenue. There is no objection to the alley portion of the request. � T'ransportation withdre�v their previous statement of concerns, which concerns have been addressed and answered by the traffic study report. They comment also that they wouid like to see a pedestrian corridoc provided throu�h the site in the approximate current location of Whittvorth .�venue if this street is vacated. • Fire Prevention will support the vacation when a firm timetable is set for demo(ition of the four existin� residences along the portion of Whinvorth under the petition. • Waste Water Utility requests that a utiliry easement be retained over the entire aIley ri�ht-of-way if vacated and note that upon redevelopment, the easement should be amended to cover relocation of the utility facilities. • Water Utility requests that a utiliry easement be retained over the entire right-of-way if vacated to provide for maintenance of the existing water main, as �vell as allo�vin? existin� water meters to be accessed and read, and note that upon redevelopment, the easement should be amended to cover relocation of the utility facilities. • Surface Water Utiliry comments that although there aze no existing underground surface water conveyance systems in place, the existing curb and gutter provide conveyance of surface water to collection points protectin� the surroundin�properties from floodina, and any future development must provide for adequate conveyance of surface water before the current curb and gutter system is removed. In their second review, they include the comment that expansion of the east-west alley will require configuration to cure existin�draina;e concerns. • Maintenance Division comment, that the alley north of the project will require paving and draina�e to meet street standards, and, the existing draina?e in Whitzvorth Ave S flo�vs south along existing curbs and gutters and�vill need to be addressed by the development. CONCLUSIOV: Since the Whitworth Ave. S. ri�ht-of-way is an improved arterial and is a part of the City Street Grid system, the Administration's position is in opposition to the requested street vacation. This recommendation to deny � tfie request.to vacate a portion of Whinvorth Ave. S. is b�sed upnn an accumulation of impacts contrary to � � the public interest: • The vacation will reduce the transportation grid in a neighborhood already provided with limited access options due to the railroad tracks. This wili limit and negatively impact the City's ability to plan and provide transportation infrastructure to accommodate growth and chanaing transportation needs in this neighborhood. _ �• Emergency access will be impeded.'S�'�� • A utility corridor will be lost to current and future uses. � ,-• The alley provides public storm water runoff conveyance needed to prevent nei�hboring properties from flooding. // For these reasons,the street vacation request does not appeaz to be in the public interest and should be � denied. The alley-exchange portion of the request should be denied for similar reasons. �' . � i, j c.�iT��LuJ`.; �� -'��"�Y`o-%�'.1=C.�L- �` �Y7i,�i� �[ '�r�-'�i �C"V�� Z� Cc;.j`?.��dL i�t'�.%' �� c,'�Zi� �� n .� L.G��t l�� c.�i��i'��>�tit b.-r � {Z�F �l�:,J- : � > � �—. 1.\ " '--�t L.i�� (:✓oYi,j i:a�(�. i�.�""� �� L��` <�d��,��# uU_. �:�:� .`z A �;�Z�c'. Ct,'c�L�t.�✓i_:::� �L=�--��- �.`t�2�5S�1C�►� T,� �:��c.�5 G�`�<'bdi L�i��; �,;,, �, � _> ZC v'C��Ll�i;�.i 1`%` ti•.:% _. ��,`=i.:;,:� ru I. �-? � :�, � � T� ��y ,�-w� ��- :�. .X1��,�:,� ,,r� _; ,�,�; � - i� � � � � � i , ; i�—i !� I , � � { ' I l � i i i i i i t I � i � i , � , � i ' i � � � i � � t � i ; ( � i i i i ! i ' ; — i i t i i � S 3rd Street - , � ; ' ; � i ; i , , � i I I ; ; � j ; i + � ; � ; � i i � � � � � i i � � � � ' ' � le Dedicatipn � ' � � � � , i � y , , � , � ; ; I I I � �_ ' I i ; ; � � � � � �_J � i • I ` � i i i I � � � r— .• --1 ' � ! � s � __ ` �—--- � � i ; y I � � � � I � � � j � tree ,aca�on � , _ � , � ; � i � � � I � I _, � ; a i ; �/ � �ca�i.an_.� � � � � � � � I � , , � , � I � � � � ��/. � � _ _� ' � i i � I ! � i = i i �� ' CJ� � �� /� I ' � ,� � I ; i ; ',�//� j � r----------�// I � ' j �� i I . � � �� I I � � I � -- � '��'�a l i . i � " _. .. . . _J ' ; S 4th Street � � ; �—_---� � r----. - ---- .. � � � � I , � � � � ; , � � � � � : � � � � � ; ; : - � I _ V � ! _� y i —i � ——-- — I � i-- � � I----- --� {- � - --- ---� . , � � � � � - -- �- '---- --� � ;-�----- - . , .._. _ .j � i i Q i � i i l � t � I � � � ---- —• ---{ : � � �__ - - -- i ' � L ' i • :_ : _ --- - --- . � i--•- --- -�- - • .-.. . . _ . j �--- -- � � ! ` ' . 1. �-- . __ _ _ . ._ .� • • � 1 ' I I ' I I ;— _ . — ----- -- — l_ - ' � I . -�Y � i �� O� Street Vacation V�1C��3 ' ; E� .�. Tom Boyns,Technica{Services � � + � � 031��0, St. Anthony Church ; ; �� - �� 3v and School i � � EXHIBIT A Street Vacation VAC 00-003 Legal Description Beginnin� at the northeast corner of Lot 22, Block 1, Smither's Fifth Addition, accordin� to the plat thereof recorded in Volume 16 of Plats, pa�e 33, records of Kin� County, W�shinaton, thence southerly along the east line of Lots 16 throu�h 22, of said Block 1, and alon;the intersection corner rounding,to an intersection�vith the south line of said Lot 16; Thence easterly across Whitworth A��enue S to the westernmost point of the south line of Lot 1� of Block 1, Smither's Fourth Addition,accordin� to the plat thereof recorded in Volume 11 of Plats, pa�e 19, records of Kin� Counry',Washin?ton; Thence northerly along the intersection corner roundin� and alona the west line of Lov 9 through 15 of said Block 1 to the northa•est comer of said Lot 9; Thence w•esterly to the Point of Be�inning. TOGETHER WITH that portion of tbe alley runnin� north and south throujh said Block 1, Smither's Fourth Addition south of a line beginnin� at the northeast corner of Lot 12 of said Block 1 and endin� at the northwest comer of Lot 19 of said Block 1.. Contains an area of 19,360 square fee�more or less. Ii�1 PARTIAL EXCHANGE FOR the north 4 feet of Lots 7 and 24 in said Block 1, Smither's Fifth Addition; TOGETHER �VITH the north 4 feet of li'�e vacated alley adjoinin� said Lots 7 and 24,�-acated by Ordinance No. 4883, recorded under Kin� County Recordin�Number 20010117001672. Contains an azea of 1,024 square feet more or less. All situate in the Southeast Quarter of Section 18,To�vnship 23 North, Ranje 5 East,`i'.�f.,in Kin� County, Washington. VAC00-003 Le�a!/tgb3/13/Ol 3i AGENDA �ENTON CITY COUNCIL REGULAR MEETING Apri123, 2001 Monday, 7:30 p.m. 1. PLEDGE OF ALLEGIANCE 2. CALL TO ORDER AND ROLL CALL 3. PR�CLAMATION: "YMCA Healthy Kids Day"—Apri128, 2001 4. PUBLIC HEARIlVGS: a. Petition for vacation of a portion of Whitworth Ave. S. beriveen S. 4th St. and the parallel alley to the north; St. Anthony's Church(McNabb); VAC-00-003 b. 60%Annexation Petition for 12 acres located east of Hoquiam Ave. NE (142nd Ave. SE) north of NE 9th St. (if extended} and west of 144th Ave. �E (if extended); Petitioner, Lee 5. ADNIINISTR.ATIVE REPORT 6. AUDIENCE CONIlVIENT (Speakers must sign up prior to the Council meetin« Fach ;��eal:er i� allowed five minutes. The comment period will be limited to � comment period later on in the agenda is unlimited in duration. When you are recognized by the Presiding Officer, please walk to the podium and state your name a: address for the record, SPELLING YOUR LAST NAME. 7. CONSENT AGENDA The following items are distributed to Council members in advance for study and review, and recommended actions will be accepted in a single motion. Any item may be removed for furtl�:: discussion if requested by a Council member. a. Approval of Council minutes of April 16, 2001. Council concur. b. Mayor Tanner recommends that 33 representatives, representing the Kennydale, Highlands, Talbot Hill,North Renton, South Renton, West Hill, and Renton Hill Neighborhoods; Airport Leaseholders; Airport-at-Lazge; Boeing; AircraB.Owner's and Pilot's Association; City Council Transportation Committee; City staff; WSDOT Aviation Division and the Federal Aviation Administration; be appointed to the newly created Airport Advisory Committee. The initial terms for all voting members are staggered by one, two and three year terms; and subsequent terms shali be for three years. Refer to Communitv Services Committee. c. Mayor Tanner reappoints Cynthia Columbi, 1013 N. 31st St., Renton 98056, to the Library Board for a five-yeaz term expiring 06/0112006. Council concur. d. Mayor Tanner reappoints Ronald J. Regis, 824 Jefferson Ave. NE, Renton, 9.$056, and Timothy J. Searing, 4510 NE 19th St., Renton, 98059, to the Park Board for four-year terms expiring on 06/O1/2005. Council concur. e. City Clerk reports bid opening on 04/18/2001 for CAG-Ol-043, Relocation of 10-inch Water Meters for Boeing Renton Plant; eight bids;project estimate $146,363.20; and submits staff recommendation to award the contract to the low bidder, Archer Construction, Inc., in the amount of $123,344.38. Council concur. f. Community Services Department recommends allocation of this year's annual payment in the atnount of$20,000 required in the Ivar's Seafood Bar contract for community events and activities� towards the following progams: Communities in Schools Mentor Recognition and Benefit Dinner, the Summer Concert Series, and the City's annual Ivar's Clam Lights Festival. Council concur. (CONTIN"UED ON REVERSE SIDE) 3� g. Court Case filed in King County Superior Court by Stephen R. King on behalf of the City of Tukwila, requesting that the City show cause why an Order of Public Use and Necessity for prouerty to be acquired through eminent domain should not be issued in favor of Tukwila for the puipose of constructing the South 180th Street Grade Separation project. Refer to Citv Attomev and Insurance Services. h. Economic Development, Neighborhoods and Strategic Planning Department recommends approval of City Code amendment authorizing permanent structures to be located in the unused portions of the City rights-of-way. Refer to Planning & Development Committee. ', i. Transportation Systems Division recommends approval of an agreement with WSDOT for the '� Logan Ave. Bridge Seismic Retrofit project in the amount of$31,000; $24,800 grant funding, $6,200 City portion. Council concur. (See 10.b. for resolution.) j. Utility Systems Division recommends approval of a consultant agreement with Economic and Engineering Services in the amount of$204,984 to complete a pre-design of treatment improvements for the Maplewood wellfield to improve the quality of treated water to eliminate problems with taste, odor and staining. Council concur. 8. CORRESPONDENCE 9. OLD BUSINESS Topics listed below�vere discussed in Council committees during the past week. Those topics marked with an asterisk (*) may include legislation. Committee reports on any topics may be held by the chairman if further review is necessary. a. Finance Committee: Vouchers; Limited Term Employee for Fire Station #12 Construction Proiect b. Transportation (Aviarion) Committee: Airport Pavement Con�ract c. Utilities: Water Well EW-3 Replace � - __ 10. ORDINANCES AND RESOLUTIO` Resolutions: a. Supporting the County-wide EMS Levy for 2002 to 2007 (Council approved 04/16/2001) b. Accepting grant funds from WSDOT for the Logan Ave. Bridge Seismic Retrofit project (See 7.i.) 11. NEW BUSINESS (Includes Council Committee agenda topics; call 425-430-6512 for recorde� information.) 12. AUDIENCE COMIV�NT 13. ADJOURNMENT COMMITTEE OF TF�WHOLE AGENDA (Preceding Council Meeting) -- Council Chambers 6:30 p.m. Legislative Update/Session VVrap-Up • Hearing assistance devices for use in the Council Chambers are available upon request to the City Clerk • CITY COUI�CIL MEETINGS ARE TELEVISED LIVE ON GOVERNMENT ACCESS CHr�,'�INEL 21 AND ARE RE-CABLECAST T�TES. 8L THCTRS. AT 1 I:OO A.M., WED. c4Z FRI. AT 6:30 P.Vi. AND SAT. SL SUN. AT 6:00 P.M. 3� IV.OFF-SITE ANALYSIS Following on-site water quality treatment, storm run-off exits the site to an existing storm drain rnnning south in Shattuck Avenue. This storm line runs south for approximately 750 feet, picking up drainage from S. 4�` Street and converging with a northbound line in Shattuck Avenue S. It then flows west along S. 4`� Place approximately 550 feet where it connects to the drainage system in Rainier Avenue S. This system travels south for approximately 350 feet to a lift station located on the west side of Rainier Avenue S.,just south of Buriington Northem right-of-way. The drainage is then pumped west approximately 850 feet to a manhole located on the east side of Hardie Avenue SW, just south of Burlington Northern right-of-way. There it crosses Hardie Avenue SW and travels west along the south side of Burlington Northem right-of-way for appro�mately 700 feet to a location where it turns southwest and intersects the system in Southwest 7�' Street. This system follows SW 7�` Street far approximately 0.5 mile where it daylights into an open water channel known as the Pl channel (approximately 1.0 miles downstream of the site). P:�Yroiect Filesi0002S�0025 draina;e report.doc ,��` � E . � � � E3 - ? 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I.P�-�� 4 1 �� ,Q. �IIi-� � �_..,��Q t11t- I.p-f � G3 • 19 T23N R5E W 1/2 ; �'� °� UTILITIES DIVISION � 4 ° � �� Reaton City Limita �� ,i 1:4800 P/B✓P�V' 1`BC'HNIQAL 88RVIQBS Costo�r Ieat�als 0.s ot 1.0 ��an � T '�°�'� A`�"�"�°'�°° '� 18 T23N R5E W 1/2 � V. DETENTION ANALYSIS & DESIGN The 1990 King County Surface Drainage Nianual, Section 1.2.3-�; "Exemptions From On-Site Peak Rate Run-Off Control" states that on-site peak rate run-off control for a proposed project is not required if the site proposes less than �,000 SF of new impervious or the Post-Developed 100-year 24-hour storm event produces less than a 0.5 CFS increase from the Pre-Developed peak i-un-��ff rate tor the �sistin�� site c��nditic�ns. �Iter runnin�? the Pre-De��eloped anu Pust-De��lope�_ �ite ��n�iitions thr�u��h the �t�ater\��or1:; program utilizing Santa Barbara Urban Hydrograph methodology and SCS Type 1-A raintall disiributions,the following Pre-Developed and Post-Developed run-off rates were established: The Pre-Developed 100-Year, 24-Hour Peak Rate=2.98 CFS The Post-Developed 100-Year, 24-Hour Peak Rate = 3.11 CFS Peak Run-Off Rate Increase = 0.13 CFS Sinc� this shows that the peak run-otf rate increase is less than 0.� CFS above the eYistin� peak run-off rate far the existing 100-year storm, no detention is proposed for this project. Water quality will be provided for the new impervious surfaces subject to vehicular traffic (see Section VII of this report}. P:`,Pro�ect Files��00025'�.002�drainage�eport.doc �_� �� _�--� � � �.. . � � ,�.. _,._ � .__ -r, --- � :� i.'��.-� - -- � i ..� .� ; � ' i � '1 I: I F � � � ; � c�� y �'c� �" � � I i ' I : " BLDG ; , � � � I � � m # � zm � ' I! ` ,�:� -- � � � � � � X � � � X�� t -- -----L ; � .� r` �' � ; i Wa ,� - w°, � � ; � � � � . � i '=— ---' '^- - ' '--�--� ; ; i — ' � _ � � �.--s—�.-��—r� � �� :-=s—=�� , �` , , �. , --r _..._ � , `j ex ±� � �� X �� E EX. �; } � � � -- __ _ . I: �:� ; , � �, � . ___ __ ___ f �� ; � , u:.� i �' BC Y� '4 i � Bu�c , `-_ - �_+ , i � �f 1 ' _ �� ::i --- _�. .�.. _: � .,.- ._.�..t I �� _- � . ( � � �x. �'� i EX i l � � --- � _ _ ; : 4: � gx. � - — - ,.. : '+ " : �: � f � — .� � L �G• -_ _ __ __ , � ! , �� _ � BCDG�; • Q��': �� ; , - f. ;; ... __ _ . ._ _ '; � � 60 40 20 0 30 60 � — r F� 1 T �"� . '� r �!v�"'� � � i ( : �.'.'� ' �.. ; .,:� � ` I Y% ,a � - NJ - I; � � � � � � i ��"/ / - �::;� � s � � �. � i �;' /� % �s - _ � __ �: �: , ; ;:; i � � , w '' �, 'i '" , - - - ,� ` ' � _, ; - - - - - .. SCALE� 1 =64 % ' � t .-, I i � / � - ' _ _ _ � i � � / : �::.`� �. :( , � / / /� ..' ' � _ � . � �� -+ ;k ` r. . '_� ,�..�//�.�� = - �� ;;�� , ; -- E j ; _..__________�._.._._�._____ .____. i �-� %'" "�' - ex�sT�ric, � �'-� `� � ' ��, ' '/ �� `� �:� I ' � , � i X } � � ,.� �%�", 1 �c,�9o�"; ( �a�i'a�ac. � i:; , ;� , _ _ - � , � 'i , f: . � � E, , , �� L, �, - ' �— � _. .. �� , , , � -•--r----.�� - �__ -�---r �� .: - .. � 1 - �j,, i / � �...�..._._�'Y.:=.`�.—I. L— .—, :,:�! I � i- ------- ;�� i �XI S TI N G '"�,' f . � rc t EX (.' i �� f"�U �f'�' � / /'� , � ��,j/ 1 ' 1 ��°c� ! ` ' --� � T-:� ,i t �/ ,� % ' � R ',/- , / , ��' i i i ��'""_J''--' i� �' /�' '�� i j % / , i" �'. ' , � ;j,/ -�,,� � j r-:� ; '`f � � --�' ,:----.� -� � ..:�, ; � � '� � ;� � � :�. ,� ,,�', ; �;;; ��s�r��r��'��;' � � F �E�isT�No� �; '� � �� ' �,,." ;;; ��,� ',�j�� 1 ` '. , . . ��i � ! ! � � �� /, /,-; / � �,'�' 6�p�� I��CTORY � � � [a � �� ■ . � / '�/� , � { �<:; ' , .. n ,�% /�/ �. t // / ��'/;�1`.� / �j./ /� I :�. }. �.. (� / }.� �/�/�i /// /i�� ■ t � ; � ,� , � �/, ,,..� _. �.!�.... .�..5. ` .; % 1 ' ; r' /'% / � r• `` ./ :----�'==� ! ! C �� —; -- � , .� �- �,' 1 � ' --,--__�_. .:� � , ;:� ,: .; � : ' ; : � J � . �� -_ — — �-�— -� — --- —`- ----------�.� ---�— ..:—_ _ _ _:� ...---�-� _ — SI TE AREA= 174,711 S.F. � EXISTING BUILDINGS = 39,932 S.F. � EXISTING PAVEMENT = 72,259 S.F. � EXISTING SIDEWALKS = 15,949 S.F. EXISTING CO�I �ITIONS _ � EXHIBIT 1 �� ,. _� '�c��,� c� `�' � ;��m; � aQv�, _ � � ,�a .XQ _ _ � w.d, ' � � 1 1 = • Y _ � — — — — — — — — — — - � _ - - - = 1 ., ..� � . > • - -� - , „ _ ; . - . : . , ; 0 ._ � _ _ - '� .. , .... ... �:�:: I ' :::: , , /, :;::�:; � ; i � , ,/ ; j� , :- ._ _.. ,..:. _ ...._ _.... ._ .. . .. , 60 40 20 0 30 60 _ / ,� — �_ %/, � ! : , / � � . � _ �/ W ', � - � / � � � SCALE� 1�=60' ; � �� , ; , - - - - � � , / � � � , , ji � � , i;�, ;.. �/ / � / ; � � ; , ... ... .. i - , ( / _ - ; r _ � � % ..... . . . . � � � , ;� � ;, , ....... :. ; y �as�trvc :_;.y :: � � ,� ;. .... ..:. , / , , / , � � '' ' ; ' �� T � : ,SC�H40L , °" / ; /P P� D; lN� / ;% / ..� � ' F�Q SE $UILD � - . ; , ; T � / ; ,; �; � , ..... , � i /i/ ; , �. .... � ,j ;; , ; ' , _. .... ; , � �/ �� , �:�.� "` : / �� ,�"��XISTHVG� � i / , , � / / . / '��, ; , ', �,�CHUR�h�''��i; : , / , . �, / �� , / � � / ; � �, , ��" � , / / .. /� : ; � , ' ', , , / . ..: �XIB"flN�' : ;��/ / / ,,�,, : ,,�j " � _. , /' EXIS'fINCy�,;, ' ..:: ..,. .::� :........ R�GTORY .: :`: %�/// / �� ' ; 1� ��i� / PAF�iSH / ,j �� / i ;� ��' 1 , , �/ � � � ��f �'/ �� ;, ..... , .. ,- , , ... , �:.:..�: � %/ / %� '� ....... . .. ....... ..... ... � '/ /... �� ;;i .;".:: � ;' ::..:.. ....::: ...... .....:.. . ; � I.:. ..:.. ... .... ................ .. � � .. � �� ..::� � � � �... :.:.::::::::::.::•:�::..:::::::.�.�.�.: � SI TE AREA = 174,711 S.F. � EXISTING AND PROPOSED BUILDINGS = 47,283 S.F. � EXISTING AND PROPOSED P�VEMENT = 86,248 S.F. � EXISTING AND PROPOSED SIDEWALKS = 15,01 �_�� ,`� 5f� �:'i��1 v r � �� J�� 1 .� i� �� EVELOPED C=C�N�ITIONS �� EXHIBIT 2 DETENTION CALCULATIONS: EXISTING CONDITIONS: Total Parcel Area= 4.01 Acres Total Pervious Area= 1.07 Acres (CN = 86.00) Total Impervious Area= 2.94 Acres (CN = 98.00) DEVELOPED CONDITIONS: Total Parcel Area= 4.01 acres Total Pervious .�rea= 0.60 Acres (C:v = 86.00) Total Impervious Area= 3.41 Acres (CN = 98.0�)� Net Increase of Impervious Area From Existing To Developed Conditions = O.;y2. Determine existing and developed runoff coefficients with the WaterWorks software program utilizing the Santa Barbara lirban Hydrograph methodology and the following precipitation ra� from the King County Surface Water Design Manual: 2-year 24-Hour Precipitati� 10-year 24-Hour Precipitac. ... _ _.._ 25-year 24-Hour Precipitation: 3.4 Inch, 1 i�rl-��e�r � �-F��ar P��eci,,;r;�ri�,,,� : � In�:,,�� i LS1Il� I�1� �''c.�t�T�OTkSpPO��?�:1111 ;1i1�1 �f.L 1hl��c; i11LIlI1t)17L11 �7lSI�:lI11Li�i'�_ ��lc: I�)ll��111i ['UII��II �i coefficients were determined: � Storm L�•eut T EYistina llischarae Rate De�elo ed vischarae Rate � 2-vear 1.37 CFS 1.48 CFS 10-vear 2.12 CFS 2.25 CFS I 100-vear � 2.98 CFS! 3 `�� 3.11 CFS P�`Project Files�0002�\002� detention;:alcs.doc r--j' I! � � KING COUNTY, WASHINGTON, StiRFACE WATER DESIGN I�i :� NUAL 'i'ABI.E 3.5?B S�S S�'EST�32N vVASY-iING'E'ON RUIVOFF�URVE NUMBERS SCS t/VESTERN WASHINGTON RUNOFF CURVE NUMBEAS (Published by SCS in t982) Runoff curve numbers for selecied agricuitural, suburban and urban land use for Type 1A rainfall distnbution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRiPTION A B C D Cuitivated land(1): winter condition 86 91 94 g5 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasiure: 65 7g 85 gg Wood or forest land: undisturbed or older second growth 42 84 76 81` Wood or forest land: young second growth or brush 55 72 81'', 86 Orchard: with cover crop 8t 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 ' 80 �6 gp fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surtaces, pavement, roofs, etc. 98 98 ,�$,� 98 Open water bodies: lakes, weUands, ponds, etc. 100 10d 100 100 Singie Family Residential (2) Dwelling Unit%Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2_5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA -- 46 5.0 DU/GA 48 5.5 DU/GA 50 - 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA _56 Planned unit developments, % impervious - . condominiums, apartments, must be computed commercial business and � industrial areas. (�) For a more detailed description of agriculturaf land use curve numbers refer to National Engineering Handbook, Section a, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runaff is directed into street/storm system. 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If�. ��, � � . � .� �:,� ; �,�� , ��,� �� N;"::''�I��i�� ,1'^ "��`1 ��I�� . _ ,- - �� ► ��,�r� '� �.�r � i�9 , �. �i� ` "�'/� �� ,� - +��i�1�1 � , �� ► J �� ,�. �� .�� n� __� - �arrr�w_�`I� ,. �'�:� � �. � ,, �,�`' o ,�\ �Ri�� - �,� " �� .I�'�l J.�an.�sc �..� .� �� i 'iL!{� - � �' � __ . �!•- , � , ��1, . ,/ ' � . r .� �� ,�� "�.��f; �!!'T i - �•� :n �ir �j ''� �' �,� �'� ` �' r � .�� ,�� . . . .:�%►��` .� _: . � . �,�r . • � � . ...sl��..__ �,, .. , . , , . . . . , . , ��'��i�� ! . ��.: . � . • � s � � . , �I��Rs�il • � � ��"�� ,�: . —"�-. ;. -^.- __---- � _ - �. 4/2/03 10 : 6 : 12 am Pacific Engineering Design Inc page 1 St . Anthony' s Detention Calcs _____________________________________________________________________ � BASIN SUMMARY �/ i, �� ' BASIN ID: ch-ex10 NAME : church site 10-year exi�1�'i� SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 01 Acres BASEFLOWS : 0 . 00 cf_ RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 07 Acres 2 . 94 Acres � TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 '� TC. . . . . 7 .40 min 3 . 89 min I ABSTRACTION COEFF : 0 .20 I TcReach - Sheet L: 24 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0100 I TcReach - Shallow L: 250 . 00 ks : 27 . 00 s : 0 . 0050 impTcReach - Sheet L: 105 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0100 impTcReach - Shallow L: 127 . 00 ks : 27 . 00 s : 0 . 0050 impTcReach - Channel L: 45 . 00 kc :42 . 00 s : 0 . 0169 impTcReach - Channel L: 145 . 00 kc :42 . 00 s : 0 . 0111 PEAK RATE : 2 . 12 cfs VOL: 0 . 79 Ac-ft TIME : 470 min BASIN ID: ch-ex100 NAME: church site 100-year ex SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 01 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 07 Acres 2 . 94 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 7 .40 min 3 . 89 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L : 24 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0100 TcReach - Shallow L: 250 . 00 ks : 27 . 00 s : 0 . 0050 impTcReach - Sheet L: 105 . 40 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0100 impTcReach - Shallow L: 127 . 00 ks :27 . 00 s : 0 . 0050 impTcReach - Channel L: a5 . 00 kc :42 . 00 s : 0 . 0169 impTcReach - Channel L: 145 . 00 kc :42 . 00 s : 0 . 0111 PEAK RATE : 2 . 98 cfs VOL: 1 . 12 Ac-ft TIME : 470 min BASIN ID: ch-ex2 NAME : church site 2-year ex SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 01 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 07 Acres 2 . 94 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 7 .40 min 3 . 89 min ABSTRACTION COEFF: 0 . 20 �: TcReach - Sheet L: 24 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0100 TcReach - Shallow L: 250 . 00 ks : 27 . 00 s : 0 . 0050 impTcReach - Sheet L: 105 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0100 impTcReach - Shallow L: 127 . 00 ks :27 . 00 s :0 . 0050 impTcReach - Channel L: 45 . 00 kc :42 . 00 s :0 . 0169 impTcReach - Channel L: 145 . 00 kc :42 . 00 s : 0 . 0111 PEAK RATE : 1 . 37 cfs VOL: 0 . 51 Ac-ft TIME : 480 min , �.��f 4/2/03 10 : 9 : 52 am Pacific Engineering Desigr_ Inc page 1 St . Anthony' s Detention Calcs --------------------------------------------------------------------- ---------------- ------------------------------ --�--- BASIN SUMMARY � U BASIN ID: ch-dv10 NAME : church site 10-year dev SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 01 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 60 Acres 3 . 41 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 7 . 18 min 4 . 82 min ABSTRACTION COEFF : Q . 2C TcReach - Sheet L: 20 . 00 ns : Q . 1500 p2yr: 2 . Q0 s : 0 . 0100 TcReach - Shallow L: 50 . 00 ks :27 . 00 s : 0 . 0100 TcReach - Channel L: 420 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0093 impTcReach - Shallow L: 20 . 00 ks :27 . 00 s : 0 . 0275 impTcReach - Channel L: 200 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 2 . 25 cfs VOL: 0 . 84 Ac-ft TIME : 480 min BASIN ID: ch-dv100 NAME : church site 100-year dev SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 01 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 60 Acres 3 . 41 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 7 . 18 min 4 . 82 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 20 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0100 TcReach - Shallow L: 50 . 00 ks : 27 . 00 s : 0 . 0100 TcReach - Channel L: 420 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0093 impTcReach - Shallow L: 20 . 00 ks : 27 . 00 s : 0 . 0275 impTcReach - Channel L: 200 . 00 kc :42 . 00 s : 0 . 0050 PEAK R.ATE : 3 . 11 cfs VOL: 1 . 16 Ac-ft TIME: 480 min BASIN ID: ch-dv2 NAME : church site 2-year dev SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 01 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 60 Acres 3 . 41 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 7 . 18 min 4 . 82 min ABST'�ACTION COEFF: 0 . 20 TcReach - Sheet L: 20 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0100 TcReach - Shallow L: 50 . 00 ks : 27 . 00 s : 0 . 0100 TcReach - Channel L: 420 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0093 impTcReach - Shallow L: 20 . 00 ks :27 . 00 s : 0 . 0275 impTcReach - Channel L : 200 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 1 .48 c�s VCL: 0 . 55 Ac-f�. TIME : 480 min �� VI. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system was analyzed for the entire 100-year post-developed peak flow going through a single 12"pipe at 0.5% slope with no head. Per Waterworks Analysis: Qtoo-Yx Dev = 3.11 CFS i � Mannings Equation: Q= 1.49(A)(R) (S)�� ' N 12" Dia. Pipe: A =1t (0.5)2 = 0.785' R =D/2 = 0.50' S = 0.0050 �1 = 0.412 � Q = 1.49(0.785)(0.50) (0.0050)r�' 0.012 Q = 1.49(0.785)(0.3968)(0.1000) 0.012 Q = 0.0521 Q.012 Q = 4.342 CFS = N1ax. flow that a 12" pipe can handle at 0.�°% slope with no head. Check: Qioo-Yu �ev = 3.11 CFS <�.��2 CFS OK {71.6% of capacity) P:'Pro�ect Files'�.0002�\0025 drainage report.doc �j�� VII. WATER QUALITY ANALYSIS Water Quality will be provided for all new impervious areas subject to vehicular traif c. After determining the existing and developed impervious areas subject to vehicular traffic, they were compazed and the difference (increase)was used to calculate the amount of water quality needed for the site. Building downspouts and footing drains will be connected downstream of the water quality facility. Please note that the vault shown was designed prior to a last minute attempt to `weed out" as much new pavement as possible. The vault shown on the plans and supported by the calculations in this section is based on a net increase of.46 acres. After pulling out as much new paving as possible at the request of the owner, we currently have a net increase of 0.3? acres. We intend to leave the vault"as-designed" for the 0.46 acres of increased impervious area subject to traffic. This has the effect of providing a safety factor of approx. 50%. The WaterWorks program utilizing Santa Barbara Urban Hydrograph methodology and SCS Type 1-A rainfall distributions was used as part of these calculations. Pre-Developed impervious area of site subject to vehicular traffic (per Section V. Exhibii 1 1 _ ��'.��9 SF i 1 .66 .acresl Yo�t-De��l��ped imper�iuu� ar. = 86,248 SF (1.98 Acres� Net increase of impervious are: = 13.989 SF (032 Acres Since the increase of imperviou� �ur�a�:: �c�a �uc_� threshold, water quality is required for the project. Usingthe WaterWorks program, design a vault m�.,.,�` ,.. . , ,...,.. .�1:.,,., ,,,.,_ ..... ... increased impervious surface area subject to vehiculaz traffic. Water Quality Precipitation Rate: = 0.33(2-Year Prec - - � = 0.33 (2.00 ., .', = 0.67 inche Post-Developed �'-1:,ar, =-�-tluur t'ea�: natz = U.u-� �1�5, ��iumz = u.ui_�.�� Volume required= 0.0127(43,�60) = 553 CF �'^��7+ ^�� fir�� Use 3-bay concrete vault providing minimum 8-feet wide Y 27-feet long x 3.92-feet deep storage area: 8 x 27 x 3.92 = 846.7 CF Vault to be sized to provide minimum 7.0-foot interior height access and 1.0 of sediment storage. P:iProject Files10002510025 drainage reportdoc ,(,j�' f 4j�jC3 3 : 3� : �� m rac�_ic �r_�i_�:= St . Anthony Increased Impervious Subject to Traffic --------------------------------------- --------------------------------------- BASIN SUMMA�Y _}� .9� ', � �� . _ ,fr�1.� { BASIN ID: WQ NAME: wa quality calcs SBUH METHODOLOGY TOTAL AREA. . . . . . . : . 3 cres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : PElA PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 00 Acres 0 . 32 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 24 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0100 TcReach - Shallow L: 250 . 00 ks :27 . 00 s : 0 . 0050 PEAK RATE : 0 . 04 cfs VOL: 0 . 01 Ac-ft TIME : 480 min � PACIFIC ENv11NEERINQ �E31G�N INC. � �os �.T �' ' =% '.: �' e� y 1 r' �_.� CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEE7 NQ � OF �. 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SECTION b.2 GE�1ERAi,REQUIREMENTS FOR WQ FACILTITES FIGURE b.2S.B FLOW SPLITTER,OPT'ION B � to bypass conveyance system or detention pond � b,:. v a:_ °. A - 2d, ';r inflow �" baffle to contro! floatabies ; J�� , �dia. of standpipe # (2 x dia. of outlet pipe recommended as `� starting point) type -2 C.B. - no base channel req'd A PLAN VIEW NTS to water quaiity faciiity round solid lid (see KCRS dwg 2-022 and 2-023) �:.. :� - _._ _ ___._ �p � baffle to corrtrol floatables _ or provide spill control upstream , -- - r ._ 4'�-�� = ::K.a.� -4"� �4�:- �C. i(.J �i �� _----- ;� C � i" y . � top of pipe at WQ ' �� ; . design water surface ; „ i� �= top of riser at design WS elevation elevation and head ' -----�- 6 - •----- " `-�'`''"= losses in outlet pipe 6� � ' '= � . "tee" section with cleanout inflow �� — �"�� ; (or removable bend-down elbow) . , , !� 1% solid bottom �-/`, / to water quaiity tPro�ide '; _ � facility �1��7`� -� �-=�= _ ladder(typ.) � maintenance �� , 't � 2�� access) ', •E. ''��-, ;�-.3 '�n-- .s � ' yf '! . _.. _ ._._—....__�__. �--; . –�- �.�-• . ��. �,N 1 '?�.�nF � �. ', -,,, ,:_ _ , �;, _ .::.- ,.. .��- : .:;.-- orifice sizedto pass J WQ design flow SECTION A-A ��,�.� = i: F-;p".,; NTS ` ^, � , . ;_�= ::�twQ� ��t�:` ;s ', �� , � Z� � C'��i f' :�"��-�-; _ , *NOTE: Diameter (d) of standpipe should be large w( 2;�'� `�..�-=T�c enough to minimize head above WQ design WS � and to keep Wo design flows from increasing ,/- � -- more than 10% during 100-year flows. �� ,� �j��Y�.,; �. � � - r�.'�-_'� p t i�c.�� --- - � � �� C i�j`�"�"�� .� �- .- `-4•� �-- . � _ :l� � 9/1/98 1998 Surface Water Desi�n vtanual 6-30 2/28/03 1 :20 :38 pm Pacific Engineering Design Inc page 1 St . Anthony' s Church 02/28/03 00025 WQ Facility Sizing Using "Waterworks" Hydrology Software I DEmAIL BASIN SUMMARY , 1 � ,��,. � -Y r � �r % I � � �:, � BASIN ID : ch-d1001 NAME : church site 100 yr WQ North SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .46 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : �'�PElA PERV IMP ?RECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 .46 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : O . dO 98 . 00 TC. . . . . O . dO min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 .37 cfs VOL: 0 . 14 Ac-ft TIME: 480 min TINE �ESIGN TIME DfiSIGN TIME DESZGN TIME DESIGN TIME DESIGN TIME DESIGN �CNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (-n'r.'• (cfs) (min) (cfs) (min) (cfs) (min) (c£s) (min) (cfs) (min) (cfs) i ______________________________________________________a=====____________________________________________ 'I 10 310 0.0843 610 0.0939 910 0.0624 1210 0.0453 1510 I 20 320 0.1015 620 0.0896 920 0.�630 1220 0.0447 1520 I 30 330 0.1020 630 O.CB96 930 0.�630 1230 0.0447 1530 I 40 O.00DB 340 0.1026 640 0.0891 940 O.D624 1240 0.0453 1540 50 0.0036 350 0.1030 650 0.0897 950 0.0630 1250 0.0447 1550 60 0.0072 360 0.1034 660 0.0b97 960 0.0630 126D 0.0447 1560 70 0_0135 370 0.0996 670 0.0806 970 0.0490 1270 0.0453 1570 80 0.0208 380 0.0957 680 0.0714 980 0.0361 1280 0.0447 1580 90 0.0252 390 0.0954 690 0.0714 990 0.0361 1290 0.�447 1590 1�0 0.0289 400 0.0956 700 0.0720 1000 0.0355 1300 0.0453 1600 1�0 0.0319 410 0.0964 710 0.0715 1010 0.0361 1310 0.0447 1610 120 0.0344 420 0.0960 720 0.0715 1020 0.0361 1320 0.0447 1620 �30 0.0395 430 0.1531 73D 0.0720 103d u.0447 1330 0.0404 1630 '40 0.0450 440 0.2109 740 D.0715 1040 0.0538 1340 0.0361 1640 150 D.0470 450 0.2115 750 0.0715 lOSD 0.0538 1350 0.0361 1650 ":60 0.0483 460 0.2916 760 0.0720 1060 0.0538 1360 0.035b 1660 _70 0.0501 470 0.3721 770 0.0715 1070 0.0538 1370 0.0361 167D I _80 0.0514 480 0.3730 780 0.0715 1080 0.0538 1380 0.0361 1680 I 190 0.0520 490 0.2668 790 0.0629 1090 0.0495 1390 0.0356 1690 I 2C0 0.0534 500 0.1603 800 0.0538 1100 0.0447 1400 D.0361 1700 , 210 0.0542 510 0.1604 810 0.0538 1110 0.0447 1410 0.0361 1710 220 0.0544 520 0.1514 820 0.0538 1120 0.0614 1420 0.0356 1720 230 0.0555 530 0.1429 830 0.0538 1130 0.0447 1430 0.0361 1730 240 0.0561 540 0.1430 840 0.0538 �240 0.0285 1440 0.0361 1740 250 0.0605 SSD 0.1205 850 0.0581 1150 0.�452 1450 0.0176 1750 200 0.0649 560 0.0981 B60 0.0629 1160 0.0447 1460 1760 270 0.0654 570 0.0981 870 0.0629 1170 0.0447 1470 1770 �30 0.0664 580 0.0986 880 0.0624 1180 0.0452 1480 1760 290 0.0663 590 0.0981 890 0.0630 1190 0.0447 1490 1790 3CC �.060`7 600 �.0982 900 �.063C 12CC 0.0447 1500 180C ��-� i 2/28/03 1 : 20 : 38 pm Pacific Engineerir.g Design Inc page 2 St . Anthony' s Church 02/28/03 00025 WQ Facility Sizing Using "Waterworks" Hydrology Software DETAIL BASIN SUMMARY BASIN ID: ch-dWQl NAME : church site-Water Quality-1 SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 48 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 00 Acres 0 . 48 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min A.BSTRACTION COEFF: 0 . 20 PEAK R.ATE : 0 . 05 cfs VOL: 0 . 02 Ac-ft TIME: 480 min TIME DESIGN TIME DESIGN TIME DESIGN TIhL DESIGN TIME DESIGN TIME �ES�GN RIINOFF RUNOFF RUNOFF RUNOFF RUNOFF RIINOFF (min) (cfs) imin) (cfs) (min) (cfs) (min) (cfs> (min) (c�s) (min) tcfs) 10 310 0.0071 610 0.0148 910 0.0104 1210 O.OD77 1510 20 320 0.0090 620 0.0142 920 0.0105 1220 0.0076 1520 30 330 0.0095 630 0.0143 930 0.0105 1230 0.0076 1530 40 340 0.0100 640 0.0142 940 0.0104 i240 O.Q077 1540 50 350 0.0104 650 0.0143 950 0.0105 _250 0.0076 1550 I 60 360 0.0108 660 0_0144 960 0.0105 '_260 0.0076 1560 ', 70 370 0.0107 670 0.0129 970 D.0082 1270 0.0077 1570 I 80 380 0.0106 680 0.0115 980 0.0060 1280 0.0076 1580 I, 90 390 0.0108 690 0.0115 990 0.0060 1290 0.0076 1590 I 100 400 0.0111 700 0.0116 1000 D.0060 1300 0.0077 1600 i 110 410 0.0114 710 0.0116 1010 D.0060 1310 0.0076 1610 I' 120 420 0.0116 720 0.0116 1020 0.0061 1320 0.0076 1620 I' 130 430 0.0189 730 0.0117 1030 �.0075 1330 0.0069 1630 140 440 0.0267 740 0.0116 1040 D.0090 1340 0.0062 1640 150 0.0001 450 0.0276 750 0.0117 1050 0.0091 1350 0.0062 1650 160 0.0005 460 0.0394 760 0.0118 1060 D.D091 1360 0.0061 1660 170 0.0009 470 0.0518 770 0.0117 1070 ' O.OD91 1370 0.0062 1670 I 180 0.0013 480 0.0536 760 0.0117 1080 0.��91 1380 0,0062 1680 I 190 0.0016 490 0.0391 790 0.0103 1090 0.0084 1390 0.0061 1690 200 D.0020 500 0.0239 600 0.0088 1100 0.�075 1400 0.0062 1700 210 0.0023 510 0.02a1 610 0.0088 1110 0.0075 1410 D.0062 1710 220 0.0026 520 0.0229 820 0.0089 1120 0.�104 1420 0.0061 1720 230 0.0029 530 0.0218 830 0.0089 1130 0.0076 1430 0.0062 1730 240 0.0032 540 0.0220 840 0.0089 1140 0.0048 1440 0.0062 1740 250 0.0037 550 0.0186 650 0.0096 1150 0.0D77 1450 0.0030 1750 260 0.0042 560 0.0152 860 0.0104 1160 0.0076 1460 1760 270 0.0045 570 0.0153 870 0.0104 1170 0.0076 1470 1770 260 0.0049 580 0.0154 880 0.0103 1180 0.0077 1480 1760 290 0.0051 590 0.0154 890 0.0104 1190 0.0076 1490 1790 300 0.0054 000 0.0155 900 O.O1C5 1200 �.0076 1500 1900 ��`J 2/28/03 1 :20 :38 pm Pacific Engineering Design Inc page 4 St . Anthony' s Church 02/28/03 00025 WQ Facility Sizing Using "Waterworks" Hydrology Software DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 20 Peak runoff : 0 . 3725 cfs Total Vol : 0 . 14 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN ':'�ME DESIGN RUNOFF RUNOFF RtJNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs} --------------------------------------------------------------------------------------- --------------------------------------------------------------------------------------- 10 410 0.095C S10 0.0538 1210 0.0446 1610 20 420 0.0970 820 O.C538 1220 0.0447 1620 30 430 0.0954 830 0.0538 1230 D.0448 1630 40 440 0.1528 840 0.0538 1240 0.0448 1640 50 450 0.2205 850 0.0538 1250 0.0449 1650 60 460 0.2�19 860 0.0580 1260 0.0449 1660 � 70 470 0.2904 970 0.0629 1270 0.0448 1670 I�I 80 490 0.3725 B80 0.0630 1280 O.D449 1680 'I 90 0.0044 490 0.3725 890 0.0624 1290 0.0449 1690 100 0.0212 500 0.2683 400 0.0629 1300 0.0448 1700 110 0.0249 510 0.1601 910 D.0630 1310 0.0449 1710 120 0.0280 520 0.1606 920 0.0624 1320 0.0449 1720 130 0.0307 530 0.1513 930 0.0629 1330 0.0449 1730 140 0.0338 540 0.1431 940 0.0630 1340 0.0440 1740 150 0.0377 550 0.1428 950 0.0624 1350 0.0417 1750 160 0.0412 560 0.1211 960 0.0630 1360 0.0394 176C 170 0.0438 570 0.0979 970 0.0630 1370 0.0379 177C 180 0.0458 580 0.0983 980 0.0500 1360 0.0370 1780 190 0.0476 590 0.0985 990 0.0473 1390 0.0366 1790 200 0.0491 600 0.0963 100Q 0.0431 1400 0.0363 1800 210 0.0514 610 0.0980 lO1D 0.0401 '_410 0.6361 18iG 220 D.0560 620 0.0941 1020 0.0383 1420 0.0361 1820 230 0.0527 630 0.0895 1030 0.0373 1430 O.D360 1830 240 0.0571 640 0.0898 1040 0.0387 1440 0.0359 1640 250 0.0546 050 0.0690 1050 0.0430 1450 0.0360 1850 26C D.0617 060 0.0898 1060 0.0471 14b0 0.0317 1860 270 0.0636 670 0.0896 1070 0.0495 1470 0.0181 1870 280 O.D66fi 680 0.0806 1080 0.0552 1480 18b0 290 0.�653 690 0.0713 1090 0.0526 1490 189D 300 0.0674 700 0.0715 1100 0.0509 1500 1900 310 0.0657 710 0.0719 1110 �.0489 1510 1910 320 O.fl849 720 0.0716 1120 0.0474 1520 1920 330 O.1D06 730 0.0714 1130 D.0494 1530 1930 340 O.1D29 740 O.D721 1140 D.0533 1540 1940 350 0.1017 750 0.0714 1150 �.0446 1550 195C 360 0.1038 760 0.0710 1160 0.0416 1560 1960 370 0.1026 770 0.0720 1170 0.0429 1570 1970 380 0.1004 780 0.0710' 1180 0.0436 1580 1980 390 O.D950 790 Q.0714 1190 �.0442 1590 1990 400 0.0961 8CG 0.0632 1200 0.0445 1600 2000 �� 2/28/03 1 : 20 : 38 pm Pacific Engineering Design Inc page 5 St . • Anthony' s Church 02/28/03 00025 WQ Facility Sizing Using "Waterworks" Hydrology Software STAGE STORAGE TABLE CUSTOM STORAGE ID No . cb60 Description: 60" CB Flow splitter STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---ci--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 24.60 0.0000 0.0000 26.20 31.402 0.0007 27.8Q 62.804 O.D014 29.40 94.204 0.0022 24.70 1.9630 0.0000 26.30 33.364 0.0008 27.96 64.766 0.0015 29.50 96.167 O.D022 24.60 3.9260 0.0001 26.40 35.326 0.0008 28.00 66_728 0.0015 29.60 98.130 0.0023 24.90 5.8890 0.0001 26.50 37.288 0.0009 26.10 68_690 0.0016 29.70 100.09 0.0023 25.00 7.8520 0.0002 26.60 39.250 0.0009 26.20 70.652 0.0016 29.80 102.05 0.0023 25.10 9.8150 �.0002 26.70 41.213 0.0009 28.30 72.614 0.0017 29.90 104.02 0.0024 25.20 11.778 0.0003 26.80 43.176 0.0010 28.40 74.576 0.0017 30.00 105.98 0.0024 I 25.30 13.741 0.0003 26.90 45.139 0.0010 28.50 76.538 0.0018 30.10 107.94 0.0025 25.40 15.704 D.0004 27.00 47.102 0.0011 28.60 78.500 0.0018 30.20 109_90 0.0025 25.50 17.667 0.0004 27.10 49.065 0.0011 28.70 60.463 0.0018 30.30 111.86 0.0026 25.60 19.630 �.0005 27.20 51.028 0.0012 26.80 82.426 0.0019 30.40 113.83 0.0026 25.70 21.592 0.0005 27.30 52.991 0.0012 26.90 84.389 0.0019 30.50 115.79 0.0027 25.80 23.554 0.0005 27.40 54.954 0.0013 29.00 86.352 0.0020 30.60 117.75 0.0027 25.90 25.516 0.0006 27.50 56.917 0.0013 29.10 88.315 0.0020 26.00 27.478 0.0006 27.60 58.890 0.0014 29.20 90.278 0.0021 26.10 29.440 0.0007 27.7D 60.342 0.0014 29.30 92.241 �.0021 �� 2/28/03 1 : 20 :38 pm Pacific Engineering Design Inc page 6 St . Anthony' s Church 02/28/03 00025 WQ Facility Sizing Using "Waterworks" Hydrology Software --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. Com2 Description: Flow Splitter and Riser Structure : D5 Structure : Structure : R2 Structure : Structure : STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--JISCHARGE---> STAGE <--DISQI�IRGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- fft) ---cfs-- ------- (ft1 ---cfs- ------- 25.60 0.0000 25.99 0.0232 26.38 0.0328 26.77 0.0402 25.61 0.0037 26.00 0.0235 26.39 0.0330 26.78 0.0404 25.62 0.0053 26.01 0.0238 26.40 0.0332 26.79 0.4405 25.63 0.0064 26.02 0.0241 26.41 0.0334 26.80 0.0407 25.64 0.0074 26.03 0.0244 26.42 0.0336 26.81 0.0409 25.65 0.0083 26.04 0.0246 26.43 0.0338 26.82 0.0410 25.66 0.009; 26.65 0.0249 26.44 0.034C 26.83 D.0412 25.67 D.0096 26.06 0.0252 26.45 0.0342 26.84 0.0414 25.68 0.0105 26.D7 0.0255 26.46 0.0344 26.85 0.0415 25.69 0.0111 25.D8 0.0257 26.47 0.0346 26.86 Q.0417 25.70 0.0117 25.09 0.0264 25.48 0.0348 26.87 C.0419 25.71 0.0123 2b.10 �.0263 26.49 0.0350 26.88 0.0420 25.72 0.0129 26.11 0.0265 26.50 0.0352 26.89 0.0422 25.73 0.0134 26.12 0.0268 26.51 0.0354 26.9D 0.0424 25.74 D.0139 26.13 0.0270 26.52 0.0356 26.91 d.D425 ' 25.75 O.Oi44 26.14 0.0273 26.53 0.0358 26.92 0.0427 25.76 0.0149 26.15 0.0275 26.54 0.0360 26.93 4.0426 25.77 0.0153 26.16 0.0278 26.55 0.0362 26.94 O.D430 25.78 0.0158 26.17 0.0280 26.56 0.0364 26.95 0.0432 25.79 0.0162 26.18 0.0283 26.57 �.0366 26.96 O.Q?33 � 25.60 0.0160' 26.19 fl.0285 26.58 0.0368 26.97 0.0435 ' 25.61 O.D170 26.20 0.�288 26.59 0.0370 26.98 0.0436 i 25.62 0.0174 26.21 D.0290 26.60 �.0371 26.99 0.0436 i 25.63 0.0178 26.22 O.C293 26.61 0.�373 27.00 0.0440 II 25.84 0.0182 26.23 0.0295 26.62 0.�375 27.01 O.Q441 25.65 C.0186 26.24 0.0297 26.63 0.0377 27.02 0_0443 25.86 O.D189 26.25 O.Q299 26.64 0.0379 27.03 0.0444 25.87 O.D193 26.26 0.0302 26.65 0.�381 27.04 0.0446 25.68 0.0197 26.27 0.0304 26.66 0.0382 27.05 �.0447 25.89 0.0200 26.28 0.0306 26.67 O.D384 27.06 0.0449 25_90 0.0203 26.29 0.0309 26.68 0.0386 27.07 0.0450 25.91 0.0207 26.30 0.03=1 26.69 0.0389 27.08 0.0452 25.92 0.0219 26.31 0.0313 26.70 0.�390 27.09 0.0453 25.93 0.0213 26.32 0.03'_5 26.71 0.0391 27.10 0.0455 25.94 0.0217 26.33 �.0317 26.72 D.0393 27.11 0.0450' 25.95 0.0220 26.34 0.0320 26.73 0.�395 27.12 0_0458 !I 25.96 0.0223 26.35 �.0322 26.74 0.�397 27.13 0.0459 25.97 �.022'0 26.36 0.032� 26.75 �.�398 27.i4 0.046'_ I25.98 �.0229 2c.37 G.��326 26.?6 �.��400 L�._S 0.0462 � , ��' 2j28/03 1 : 20 : 38 pm Pacific Engineering Design Inc page 7 St . Anthony' s Church 02/28/03 00025 WQ Facility Sizing Using "Waterworks" Hydrology Software --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE �) _ �/} ��1, �� `'2' l"UJ�S/ l,'.�J x Z ��2.L; STAGE <--DISCF3ARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---� STAGE <--DISCHARGE---> (ft) ---cfs-- ------ {�t) ---cfs-- ------- (ft) ---cfs-- ------- (ftl ---cfs-- ------- 27.16 J.0464 � 27.48 0.3372 ' 27.80 4.6178 28.12 11.466 ��'.� '. r),' -_ 27.17 0.0465 ' 27.49 0.4118 27.81 4.7992 28.13 11.712 27.18 0.0467 27.50 0.4919 27.82 4.9829 28.14 11.959 27.19 D.0468 27.51 0.5772 27.83 .5.1690 28.15 12.208 27.20 0.0470 27.52 0.6674 27.84 5.3573 28.16 12.459 27.21 0.0471 27.53 0.7622 27.85 �.�479 28.17 12.711 27.22 0.0473 27.54 0.8614 27.86 5.7408 28.18 12.965 27.23 0.0474 27.55 0.9649 27.87 5.9358 28.19 13.221 27.24 0.0476 27.56 1.0723 27.88 0'.1330 28.20 13.478 27.25 D.0477 27.57 '.1837 27.89 6.3323 28.21 13.737 27.26 0.0479 27.58 1.2989 27.90 6.5338 28.22 13.591 27.27 0.0480 27.59 1.4177 27.91 6.7374 28.23 13.675 27.28 0.0481 27.60 1.5400 27.92 6.9431 28.24 13.759 27.29 0.0483 27.61 1.6658 27.93 7.1508 28.25 13.643 27.30 0.0484 27.'02 1.7950 27.94 7.3606 28.26 13.926 27.3= D.0486 27.b3 1.9274 27.95 7.5725 28.27 14.D08 27.32 0.0487 27.64 2.0630 27.96 7.7863 28.28 14.090 27.33 0.0459 27.65 2.2017 27.97 B.OD21 28.29 14.171 27.34 0.0490 27.66 2.3435 27.98 6.2199 28.30 14.252 27.35 0.0491 27.67 2.4882 27.99 6.4396 28.31 14.333 27.36 0.0493 27.68 2.6359 28.00 8.5613 28.32 14.413 27.37 0.0494 27.69 2.7864 28.01 8.8849 28.33 14.493 27.38 0.0496 27.70 2.9397 29.02 9.1103 28.34 14.572 27.39 0.0497 27.71 3.0958 28.03 9.3377 28.35 14.651 27.40 0.0498 27.72 3.2547 28.04 9.5670 28.36 14.729 27.41 0.0500 27.73 3.4161 28.05 9.7981 28.37 14.607 �'!� 27.42 0.0501 27.74 3.5802 2H.06 10.03i 28.38 14.884 27.43 0.0697 27.75 3.7469 28.07 10.266 28.39 14.961 27.44 0.1055 27.76 3.9162 28.OB 10.502 28.40 15.038 27.45 0.1517 27.77 4.0879 28.09 10.741 28.41 15.114 27.46 0.2065 27.78 4.2621 28.10 10.96': 28.42 15.15D 27.47 0.2686 2^.79 4.4387 28.11 11.223 Li �� I � .. , . . . . (,�,� - __ � .. . �� y - il � a 1 r - -,�L� '' ..- ..0-. .. L t� ��`� - �I l.J ✓.✓ r�, �� ..� _ � � ��.4��, - V _�, � __ � -�---.,�. _ _ _�� _ �-- _: . � - �J.�" _ --. ,1�,� _ ._ ' _V .' ` 'A - -_ - . _ . : � � J �"�� •�'^ = G y�� - .�.,.,. ; '1 2/28/03 1 : 20 :38 pm Pacific Engineering Design Inc page 8 St . Anthony' s Church 02/28/03 00025 WQ Facility Sizing Using "Waterworks" Hydrology Software STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. D5 Description: Flow Splitter Outlet Elev: 25 . 60 ' ' �lev: ?_4 . 50 f_t Or�f=ce D,_amet�r : 1 . 1700 a.- ', '.rti ___C_S__ `_'____ iit; ___C-g__ ___.____ iiL; ___;.�__._ _______ ',=,r.i __..CIS - - '�, 25.60 0.0000 26.10 0.0263 26.60 0.0371 27.10 0.045� I 25.70 0.0117 26.20 0.0288 26.70 0.0390 27.20 0.047C !I 25.80 0.0166 26.30 O.D311 26.80 0.0407 27.30 0.048� I 25.90 0.�203 26.40 0.0332 26.90 0.0424 27.40 0.0498 ! 20.00 :�.�i35 26.50 .,.�35� 4^.00 .,.��440 2?.42 D.O501 � ' �L'�•' 2j28 %03 � : 20 : 38 �m Pacific Engir_eeVing Desicr_ �nc page 9 St . Anthony' s Church 02%28/�3 0002� WQ Facility Sizing Using "Waterworks" Hydrology Software --------------------------------------------------------------------- --------------------------------------------------------------------- SmAGE DISCHARGE mABLE RISER �ISCHARG� ID No . R2 Description: 2' Dia Riser Riser Diameter (in) : 24 . 00 elev: 27 .42 ft Weir Coefficient . . . : 9 . 739 height : 28 . 42 ft Or;�� Coefiicient . . . : 3 . 782 increm: 0 . 01 ft �T�GE <--DIS�IAF<��---> STAGE <--DIS�-L�RGE---> S^�GE <--DISC:�PScGE---> 3TAGE <--'u-SC_3ARGE---> (ft) ---cts-- ------ (ft) ---c£s- ----- (ft) ---c�s-- ------- ;ft} --cfs-- ------- 27.42 0_0000 27.67 2.4348 27.93 7.69�1 28.19 13.161 27.42 0.0000 27.68 2.5823 27.94 7.3C39 26.20 13.41� 27.43 0.0195 27.69 2.7327 27.95 7.5155 28.2� 13.57? 27.44 0.0551 27.70 2.8859 27.96 7.7292 28.22 13.�31 27.45 0.1012 27.71 3.0419 2�.97 7.9449 28.23 13.615 27.46 0.1558 27.72 3.2006 27.96 8.1626 28.24 13.695 27.47 0.2178 27.73 3.3619 27.99 8.3822 28.25 13.782 27.48 0.2863 27.74 3.5259 28.00 8.6037 28.26 13.86� 27.�9 0.3607 27.75 3.6925 28.01 8.8272 28.27 13.94� 27.50 0.4407 27.7b 3.8616 28.02 9.0526 28.28 14.025 ?7.51 0.5259 27.77 4.0332 28.03 9.2798 28.29 14.11i'. 27.52 0.6159 27.78 4.2072 28.04 9.5489 28.30 14.19'� 27.53 0.71D6 27.79 4_3638 28.05 9.7399 28.31 14.272 27.54 0.8097 27.80 4_5627 28.06 9.9727 29.32 _4.352 27 SS 0.9130 27.91 4.7440 28.D7 10.207 28.33 '4.43: 27.56 1.0203 27.92 4.9276 26.D8 10.444 28.34 '_4.51� 27.57 1.1316 27.93 5.1135 28.09 i0.682 28.35 14.569 27.58 1_2a66 27.94 5.3017 28.10 10.922 28.36 i4.6o' 27.59 1.3653 27.85 5.4922 � 28.11 11._64 28.37 ?4.745 27.6C 1.4875 27.96 5.6849 28.12 11.408 28.38 14.822 27.61 1.6132 27.97 5.6798 28.13 1i.653 28.34 14.8G9 27.62 '�.7422 27.88 6.0769 28.14 11.900 28.40 14.975 27.63 1.8744 27.89 6.2761 28.15 12.149 28.41 15.052 27.64 2.0099 27.90 6.4775 28.16 12.399 28 �� 'S.=:5 2?.55 2.148� 27.91 5.5910 29.17 12.c=- � .�� .�>��1 �.. ..� �.d9c� ,.-._._; _�._.._ FEB-28-2003 10�50 CITY OF RENTON 425 430 7231 P.01i02 �.`SY O� DEVELOPMENT SERVICESIPLAN REVIEW G ,� 1055 - S. Grady Way Renton, WA 98055 * � ♦ Phone:(425)430-7216 Fax:(425) 430-7300 '�� To,� , � T TO: Lou Larson FROM: Jan Illlan COMPANY: Pac'rfic Englneering #OF PAGES: 2,Including cover sheet FAX: (425)251-8860 DA7E: �ebruary 28�2003 RE: Salnt An#hony's CC: O Urgent '�;For Revlew � See Attached O Please Comment O Please Reply (7 F.Y.I. Good moming Lou, Apparently this project was in for a pre-appiication meeting back in June of last year. Attached are comments � from Allen Quynn in Surface Water discussing the storm drainage for the site. f am confident from his memo and from our discussion yesterday, you will only be on the hook for water quality treatrnent for any new impenrious surface area which exCeeds the 5,000 square feet, subjeCt to vehicular travel. Allen has acknowledged that you will be required to show you are exempt from deterrtion entirely if the e�asting pre-developed and post-developed runoff shows a difference of 0.5 csf . Before you do that, you may want to check with Greg Diener, There was a previous drainage report already submitted to the City for review last June as noted on the SUBJECT line of the attached email memo. If you have any questions, please call me at 425-430-7216_ Thank you..,. �� ^�� y�FEB,28-2003 10�50 C I TY OF RENTON 425 430 7231 P.02i02 y... .... . ..... _ ., _ . �rom: Allen Quynn To: Wenninger,Ameta Date: 6/7/02 11:12AM Subject: St. Anthony Catholic Church T.I.R. Preliminary Review I have reviewed the concepfual plans and drainage repoR for St.Anthony Catholic Church Phase I and Phase II and have the follawing comments: 1. I would like the applicant to provide a table which breaks down the measured impervious a�d pervious surtace areas into parking, sidewalk, roof, grass, etc. for existing and proposed conditions_The table should also include existing parking that is being converted ta roof as well as existing houses that are being demolished and converted to parking. 2. It appears from the site plan that the applicant proposes to replace exlsting parking area on the Church/School site with new roof area. The exis6ng parking area that is being replaced with the new Social HalllSchool represents a uedit and wouldn't require water quality treatrnent To reduce the size of the W�vault, the applicant may want to consider bypassing the roof runoff from the new building around the vault 3. In the water qualiry analysis,the applicant incorrec�y sized the vault by taking 1/3 of the developed tributary runoff volume from the 2-yr,24 hour storm. The correct procedure is to run SBUH with a precipitation value equal to 1!3 of the 2-yr(2.0 in)or 0.67 inches� The resulting volume is the required water qualiry valume fo�the facility. 4. I have not re�iewed the water quality vault or storm drain design as none were included with the report. 5. The report needs to include conveyance calculations for all storm drain systems shown on the plans. CC: Straka, Ronald Tf1TM O fa^1 � �^� VIII. EROSION/SEDIlVIENTATION CONTROL I�' DE SIGN The project will provide typical Erosion Control B1�TPs, including the installation of a stabilized , construction entrances to eiiminate the potential of mud tracking into the existing City streets. '� Furthermore, silt fencing will be installed along the site boundaries as needed to eliminate the potential impact to adjacent properties and to delineate the ciearing limits for construction activities. V-ditches will be constructed as needed to intercept and route any surface run-off that is ;enerated from the construction clearing and grading operations to properly sized sedimentation traps. This flow will be detained in 5 shallow(3-feet deep) sediment traps to allow for the removal of sediment from run-off originating from disturbed azeas of the site. During construction, filter-fabric inserts will be installed in all existing and proposed catch basins within the vicinity of the site to ensure that any sediment-laden run-off is filtered before it discharges into the downstream system. Additional measures may be required by City of Renton as seasonal and site conditions dictate. Sediment Trap Calculations: � Total .=�rea of Disturbance = 100,?00 SF (2.30 Acres) Using the VVaterWorks program. determine ?-vear peak flow rate for disturbed area of site. Precipitation= 2.00 inches Site condition: Dirt (tinder construction) ?-Year, 24-Hour Peak Rate = 0.32 CFS, Volume = 0.16Ac-Ft Nlinimum Surface Area Required = 2080 SF per CFS of 2-year peak discharge rate = 2080 (0.32) = 665.6 SF Surface :�rea Provided = 5 traps with 169 SF of surface area per trap = 5 (169) = 845 SF Discussions with Jan Illian at the city indicate that Baker Tanks or an approved equivalent may be used in lieu of sediment traps. While no calculations are provided, some literature downloaded from the internet is included in this section. P'•Project Files10002�'�.0025 drainage report.doc � .,i � �i � i ; � � i ----- , � ---_.___------ � i EX. ALLEY �,� � ^ �_ � s _:� - -- EX. 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I COMBINED AREA OF DISTURBANCE (SITE 1 AND 2)= 100,200 S.F. i � '. � R�A O� DISTURBANCE A (FOR EROSIOI�i COI�ITROL CALCULATiONS) � �� 3/11/03 11 :45 :21 am Pacific Engineering Design Inc page 1 St . Anthony' s Temporary Erosion Control Design BASIN SUMMAR� BASIN ID : TESC NAME: Sediment Trap SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 30 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2 . 30 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 0 . 00 TC. . . . : 18 . 28 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns : 0 . 0500 p2yr: 2 . 00 s : 0 . 0100 TcReach - Shallow L: 150 . 00 ks : 13 . 00 s : 0 . 0100 PEAK R.ATE : 0 . 32 cfs VOL: 0 . 15 Ac-ft TIME : 480 min �:k- — -, " _ a. -- °�v,__ _ '� ,,,,,,. �4 � � J = ��. � �� '� Baker Tanks s rnts ez access,open top,vapor tight,...,slurries,volatile liquids,boiler washout,sewage httr://www.bakertanks.com/steel-open.html � � � ( � �►ur �roducts �� • . .. ��J�� Q��''��'''�° Provides Easy Viewing and Content Removal 1 ..�:�fi[� ��3F-v::rst�nt.lc� . - F�{l��R r i�, ,Tiii �:�[�i �" � ��Q�[�e _ •-.`:�'`��Itf',. �.ir��'?�PY3:4.�n �` �,,►� :�� .� :'cra?� � �ti l� � Benefits of a Baker Tanks Open Top Steel Tank � J I� Ideal for Heavy or Viscous Liquids I� Rapid Vaporization Provided by Open Top Design k� Easy Clean-Out 1► Economical Rental Rates 1 of" 03/2 R:22 � Baker Tanks it�nts ez access,open top,vapor tight,...,slurries,volatile liquids,boiler washout,sewagc http://www.bakertanks.corn/stccl-opcn.hhnl ► Open Top Design Allows Natural Light in for Easy Viewing ► Rental Flexibility-Short and Long Term Common Applications ►Wastewater ► Slurries and Biosludge ►Clarifier Blowdown ►Tank/Sump Bottoms ► Stormwater � Leachates ► Oil/VVater Mixtures Available Options ► Interior Epoxy Coatings b� Heating Coils ► EZ Set Safe Guard Berms ► Partitions, Weirs and Baffles ► Puf71pS I►Additional Valves and Fittings ► Pipe, Hose and Fittinqs I�Customer-Specified Modifications �ooK Product Specifications HenE Click F�ere for product dimensions, weights and more! ��L Back to Steel Tanks_Main Paqe � [At�out Us)[Our Products][Locations][Career Opportunities][Re4uest_Inforrnation] �I [Rec�uest C)uote][Tradeshows][Email Us][Home� 2 01 03/2 8:2: Bakcr Tanks-rents e•r.acccss,open top,vapor tight,...,slurries,volatile liquids,boiler washout,sewagc http://wwwbakertanks.com/stccl-open2.html ! � I � � -� Our Products � . . - . �,:t�a�..��n�q Q�rr I�dk��a ��[� _---'' ��a�� F,�ru��t I�ri''err�ai�k�[°i �- kc��t�l�E�7�� ..,��i f t f�Jis l�x�}� �1��!l'.'J��. 1 i�:�.aUc�! \ �� Open Top Steel Tanks ► Nominal Dimensions (L/W/H): 35'x 12'6"x 8'(15'2" High with Rail Up) ►Weight 21,000-22,000 Ibs. ►Containment Volume: 21,000 Gallons ►Valves:4"and 6"- Front and Rear ►RCRA Certified for Structural Integrify ►Customer-Specified Modifications Back to Open Toq Steel Tank [About Us][Our Products J[Locations][Career Opoortunities)[Repuest Information] , [Reauest Quote][Tradeshows][Ern�il Us J(Home] la 03/; 3 8:2 Baker Tanks qses quick connect pipes,hoses,and fit...ol,oil/water mixtures,aeration ponds,mining sites http://www.bakertanks.com/pumpspipe.html � , q , � �2ur Praducts , M Pumps, Pipe, Hose c�:Lx��4J� „�+� > "�`°� `}' ��>° �, «�.�a� i and Fittings ��Per�?!:�>� � ` �r `��' ,, Ppe, Hose and Fittinc�s ��E'�i 9 i 1... 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' � Questions? Contact us at infoC�rainforrent.com or at 800-742-7246 18r 1Qa Gallon '�+Varksafe C�pen Top Tar��C , � Features � ' - r `_ � ,, �- ^_ __� � • Safety stairway � � � '� '►4 - �. - -- � z - � �� f • Complete grip strut walkway with safety guardrails ;ir}� � , ' � �- ``. 1�� w zr , . �. �, �", • "V" shaped floor with 4"valves at each end for quick deaning ' : r k A,' "� , �"`l'�,� ' ,�-, �� ;'� � '� ��,.� �-• ..�..: • Open top for ease of viewing and cleaning ` `� � ,,« Easy to move and transport �` . � Technical Information WORKSAFETM'Open Top tanks come with a "V" shaped floor which allows any residual fluid in the tank to be easily ftushed out of the floor level 4"valves. Staircase, guardrails and three 22" hatches are standard equipment. This „ ,, allows easy monitoring of the fluids and easy cleaning when the project is completed. � ��. � �1 °' " � � ��, Cl. l'Yflf.1� �!/ � i 1 �.'I Materials Specifications � �.. IR� �RA$.i4^�1'a�Y�•J 'i T /'�: 'x: � . �. Bitr5tv�i.uii,.n� , Steel construction, totalty enclosed, cross style intemal bracing. Two 4" butterfty valves located at either end of ' � { � ' . j � ,; ' the"V" shaped floor. Permanently attached axle for maximum maneuverability. Staircase attached to the front ` t y�`I`4M� �,�` »... end and a guard rail system on the tank walkway. Three 22" manway hatches. These tanks are open top with a • 1.;=> •� grip strut walkway and a complete guardrail system running the length of the tank. "'`. ''�. r� 47 �I �. , �R� � )i�/�!M4v " �� (�.. Co ri ht O 2 2 R 'r .,r��rs: �.,' -�1 �,.r�•�,:. py g 00 , a��for Rent. All Rights Reserved. The marks R�in for Rent, Power Prime, Power Prirne Logo and Umbrella Logo are I registered trndernarks of Western Oilfields Supply Company in the United States and Foreign countries. ; Rain fr�r fZPn( Corporate Offires 34O4 State Road, Bakers(i�(d, CA ?3303 -Req_i_qnal and Lrxul 0 ices - ��-- I 01 03/2 ,8:1� Rain for Re��t-4,900 Gallon EZ Kleen Storage'1'ank http://www.rainforrentcorr�/netscapc/prcxlucts/4900gallonezklcenstoragctank.htni • • Home • Search • Solutions • Products • Company History • Contact Us • SSP Access ' � Customer Feedback • National Locations • Sale Items � � , Questions? Contact us at infoCrainforrent.com or at 800-742-7246 4,9tJ0 +�allon E� Kleen Star�c�e T�an� Features • Durable cross linked polyethelene construction • Highly chemical resistant � .�;'�` ,� `� ' � N � SlCJ��t��'(.':.�. ��f �I • EZ KleenTM'tank with domed and sloped floor ' � • 3" PVC inlet and outlet valves with Viton seals ` i , �� • 24" threaded manway �*,,��j * , 'j G,+ ,R� : �r�� • Aluminum ladder with 24"work platform and safety chain ��. • Optional mixing units and baffles available � • Easily transported without wide load permits Technical Information EZ KleenTM'4,900 gallon cross-linked polyethylene storage tanks are durable, lightweight, compact and offer a wide range of chemical resistance. These tanks can be used to store waste water, storm water, caustics, acids, fertilizer, contaminated ground water and many other liquids. The EZ KleenTM' domed and sloped itoor allows any liquid residue in the tank to be easily flushed out. The 4,900 gallon tank is 8'or 8'6" in diameter and does not require wide toad permits for hauling. Tank weight is 1,625 lbs. Materials Specifications High density cross-linked polyethylene construction with a wide range of chemical resistance. EZ Kleen'""has domed and sloped floor. Two 3" PVC butterfly valves with viton seals. Aluminum ladder with 24" platform and safety chain. Cnpyright^2002, Rain for Rent. A((Riqhts Reserved. Tlie rnarks Rain(or Rent. Powpr PrimP. Pnwar Prime Loga and Umbrella Lnqn ore regist�red trademprks nf Wa,fem Oiljial<�s SupP�l' Cornnnny in[he United StaCes�nd Fnreiqn muntries. 1 of 03/2 8:11 Home • Search • Solutions • Products • Company History • Contact Us • 5SP Access Customer Feedback • National Locations • Sale Items Questions?Contact us at ir�foC�rainforrent.com or at 800-742-7246 Features • Safety stairway • Complete grip strut walkway with safety guardrails • "V" shaped floor with 4" valves at each end for quick deaning • Open top for ease of viewing and cleaning �:..; J • Easy to move and transport r"' Technical Information WORKSAFETM'Open Top tanks come with a "V" shaped floor which allows any residual fluid in the tank to be easily flushed out of the floor level 4"valves. Staircase, guardrails and three 22" hatches are standard equipment. This allows easy monitoring of the ftuids and easy cleaning when the project is completed. Materials Specifications Steel construction, totally enclosed, cross style internal bracing. Two 4" butterfty valves located at either end of the"V" shaped floor. Permanentty attached axle for maximum maneuverability. Staircase attached to the front end and a guard rait system on the tank walkway. Three 22" manway hatches. These tanks are open top with a grip strut walkway and a complete guardrail system running the length of the tank. IX. SPECIAL REPORTS AND STUDIES Geotech Consultants, Inc. prepared a Soils Report issued on February ?7, ?001. Transportation, Planning and Engineering, Ine. prepared a 11�1aster Plan Tr�c Analysis for the project that was issued on November 21, 2000. Pacific Engineering took digital photos of the site and surrounding areas on September 25, 2000. A copy of the soils report and photos are included in this section. Due to the size of the traffic analysis, a copy of that study is not included in this report. a copy of that report should be on file at the city as part of the pre-application process. � P:�Project Files\0002510025 drainage report.doc �� 13256 Northeast 20th Street,Suite 16 Bellewe,Washington 98005 ��g,'�',�lij'g'�� jj1jC. (425)74^�-�618 FAX l425)747-8561 February 27, 2001 JN 01031 Corporation of the Catholic Archbishop of Seattle Office of Property and Construction 910 Marion Street Seattle, Washington 98904 Attention: Ed Foster Subject: Transmittal Letter—Geotechnical Engineering Study Proposed Saint Anthony's Parish South 4th Street and Whitworth Avenue South Renton, Washington Dear Mr. Foster: We are pleased to present this geotechnical engineering report for the proposed Saint Anthony's Parish to be constructed in Renton, Washington. The scope of our work consisted of exploring site surFace and subsurface conditions, and then developing this report to provide recommendations fo� general earthworic and design criteria for foundations, retaining walls, and pavement� was authorized by your acceptance of our proposal, P-5259, dated September 21, 20G The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. � Respectfully submitted, CH CONS LTANTS, INC. 1 `s D. Robert Ward, P.E. Principal DRW: rne � ' �� GEOTECHNICAL ENGINEERING STUDY Proposed Saint Anthony's Parish South 4th Street and Whitworth Avenue South Renton, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed Saint Anthony's Catholic Parish to be located in Renton, Washington. We were provided with a preliminary site plan. Rutledge Maul Architects, P.S., Inc. (RMA) developed this pfan dated February 1, 2001. Based on this plan and conversations with RMA, the development of the site will include a large multi-floor school building on the southem portion of the site. The school building will house multiple ciassrooms, offices, a social hall, and a gymnasium. RMA indicated that the plans are stiil in the development stage and the site plan provided is preliminary. The numbers of floors of the building were not given, but the current site plan calls for the building to be built on, or near, the existing grade. We understand that there will be an underground retention vauit for the site. Its location was not indicated on the plan provided to us. The only other excavations we anticipate for the site are for the installation of underground utilities. In cooperation with the City of Renton, Saint Anthony's Parish will take ownership and occupy thF street and right-of-way of Whitworth Avenue South, just no�th of the intersection of Whitwortt Avenue South and South 4th Street. Approximately half of the length of Whitworth Avenue South between South 4th and South 3rd Streets will be given to the parish in exchange for property with frontage on South 3rd Street to the north. We anticipate that at least four single-family residences along Whitworth Avenue South will be dernolished for construction of the project. Pavement areas will be placed on the northern and eastern sides of the site for this project. We anticipate that the pavement will be existing grade. SITE CONDITIONS ' SURFACE The Vcinity Map, Plate 1, illustrates the general location of the site. The parish currently occupies approximately two blocks north of South 4th Street, between Morris Avenue South and Shattuck Avenue South to the east and west, respectively. Whitworth-Avenue South spiits the site into two parcels at this time. The parish site is currently developed with multiple buildings. East of Whitworth Avenue South is occupied by a large church, a single-family residence, and a parking lat. On the western side of Whitworth Avenue South, a large multiple story administration building exists with the multiple-story school to the west. All of the buildings are of either brick construction of have a brick fa�ade. A large asphalt area covers most of the remainder of the site west of Whifinrorth Avenue South. Four single-family residences exist east of Whitworth Avenue South north of the current parish buildings; they appeared to be vacant during our site visit. These residences appeared to have partial or full basements. The foundation type of the residences are not known. We anticipate these houses will be demolished as part of the construction project. The total plans and construction details of the existing parish buildings were not made known to us. We understand that the administration building and the church have below-grade or partialfy below- grade basements. According to the administration staff of the parish, the church is constructed on �q GEOTECH CONSULTANTS.INC. Corporation of the Catholic Archbishop of Seattle JN 01031 February 27, 2001 Page 2 concrete pillars of unknown size and depth, while the school has been constructed on driven wood piies, of unknown depth. SUBSURFACE The subsurFace conditions were explored by drilling five test borings at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The borings were drilled on February 6, 2001, using a truck-mounted, hollow-stem auger drill. Sampfes were taken at 5-foot intervals with a standard penetration sampler. This split-spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 3 through 7. Soi! Conditions The uppermost soil encountered in the test borings was loose fill soils and soft native sandy silt soils. This soft material is underlain by fine-grained, medium-dense to dense, silty sand approximately 7 to 18 feet below grade. The silty sand becomes more coarsely grained gravelly, and dense with depth. This soil type was observed to the total depths of the test boring, ranging from 21 to 26 feet. Groundwater Conditions Groundwater seepage was observed at a depth of 8 to 14 feet. The test borings were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. Groundwater levels encountered during drilling can be deceptive, because seepage into the boring can be blocked or slowed by the auger itself. It should be noted that groundwater levels vary seasonally with rainfall and other factors. The final logs represent our interpretations of the fieid logs. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition befinreen soil types may be gradual, and subsurface conditions can vary between exploration locations. The iogs provide specific subsurface information only at the locations tested. Where a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test boring logs are interpretive descriptions based on the conditions observed during drilling. CONCLUSIONS AND RECOMMENDATIONS GENERAL THlS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPEClF1C RECOMMENDATIONS AND CONCLUSIONS ARE � GEOTECH CONSULTANTS, INC. Cor oration of the Catholic Archbisho of Seattle _ I p p JN 01031 February 27, 2001 Page 3 CONTAINEL` !N THE REMAINDER OF THIS r�E,AORT. ANY PARTY RELYING ON TH1S REPORT SHOULD I� READ THE ENTlRE DOCUMENT. The test borings conducted for this study encountered soft, silty soiis overlying medium-dense to dense sand. These dense soils were observed approximately 8 to 17 feet below the existing ', grade. Because of this, it is our opinion that the proposed buildings should be supported on a deep foundation embedded into the dense sand. Due to the loose upper soils and shallow groundwater, which could cave easily during drilling, we recommend installing piers by the augercast driiling method. The augercast pier depths are anticipated to b� approximately 20 to 30 feet below the existing grade. The building floor can be supported on structural fill placed atop the loose upper soils. Some slight settlement of the slab could occur due to the loose soil. Some rebar could be placed in the slab to ' deter cracking. If no settlement is acceptable, the slab should be supported on the piers as well. ' Another major consideration for this project is the potential for disturbance of surrounding buildings and property due to vibration caused by construction equipment. Regardless of the measures , taken to reduce ground vibrations, there is always some risk of causing settlement in adjacent, conventionally supported buiidings and on-grade elements. ln order to protect against unsubstantiated damage claims from neighboring property owners or unacceptable settlement in - the existing buildings on the property, we recommend the following: • Complete a thorough documentation of the condition of surrounding buiidings, pavements and sidewalks prior to beginning demolition activities. • Install benchmarks on neighboring buildings to monitor them for settlement. These benchmarks should be placed and initially surveyed before buiiding demolition starts. • Caution the demolition contractor to minimize strong impacts, such as breaking up large pieces of concrete by dropping them or striking them with the excavator bucket, wherever possible. ' The demolition of the single-family residences along Whitworth A�enue South may expose basement holes. We recommend backfilling the excavations with compacted structural fill to reduce the potential for settling of the backfill in the future. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1997 Uniform Building Code (UBC). fn accordance with Table 16-J of the 1997 UBC, the site soil profiie within 100 feet of the ground surface is best represented by Soil Profile Type Sp (Stiff Soil). The dense to �1 GEOTECH CONSULTANTS, INC. Corporation of the Catholic Archbishop of Seatt/e JN 01031 February 27, 2001 Page 4 very dense soils that will support the deep foundation system are not susceptible to seismic liquefaction because of their dense nature. AUGFRCAST CONCRETE P/ERS Augercast piers are installed using continuous flight, hollow-stem auger equipment. Concrete grout must be pumped continuously through the auger as it is withdrawn. We recommend that augercast piers be installed by an experienced contractor who is familiar with the anticipated subsurface conditions. An allowable compressive capacity of 35 tons can be attained by installing a 16-inch-diameter, augercast concrete pier at least 10 feet into the dense to very dense gravelly sands. A larger capacity is possible with further embedment; piease contact our office if a larger capacity is desired. For transient loading, such as wind or seismic loads, the allowable pier capacity may be increased by one-third. We can provide design criteria for different pier diameters and embedment lengths, if greater capacities are required. The minimum center-to-center pier spacing should be three times the pier diameter. Based on our test boring information, we estimate that pier lengths of about 20 to 30 feet will be required to achieve the 35-ton capacity. We estimate that the totai settlement of single piers installed as described above will be on the order of one-half inch. Most of this settlement should occur during the construction phase as the dead loads are applied. The remaining post-construction settlement would be realized as the live- loads are applied. We estimate that differential settlements over any portion of the structures should be less than about one-quarter inch. We recommend reinforcing each pier its entire length. This typically consists of a rebar cage extending a portion of the pie�s length with a full-length center bar. The loose soil against the piers can be assumed to have a design passive earth resistance of 150 pounds per cubic foot (pcfl acting on two times the pier diameter. Passive earth pressures on the grade beams will also provide some lateral resistance. If structural fill is placed against the outside of the grade beams, the ailowable passive earth pressure from the fill can be assumed to be equal to that pressure exerted by an equivalent fluid with a density of 200 pcf. �, PERMANENT FOUNDATION AND RETAIN/NG WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: �Z GEOTECH CONSULTANTS. INC. Corporafion of the Catholic Archbishop of Seattle JN 01031 February 27, 2001 � Page 5 � � . Active Earth Pressure# 40 pcf Passive Earth Pressure 300 pcf Soil Unit Weight 130 pcf Where: (1) pcf is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. 'For a restrained wall that cannot deflect at least 0.002 times its height,a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design permanent foundation and retaining walls only. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from comers in the walls. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be sxerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we wiil need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. Retaininq Wal!Backfill Backfill placed behind retaining or foundation walls should be coarse, free-draining stnictural fill containing no organics. This backfill shouid contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particfes passing the No. 4 sieve should be between 25 and 70 percent. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled entirely with free-draining soiL - The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a buifd-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soii or topsoil, or the surFace should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The section entitled GENERAL EARTHWORK AND STRUCTURAL FILL contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The performance of subsurface drainage systems wiil degrade over time. Therefore, waterproofing should be provided where moist conditions or some seepage through the walls are not acceptable in the future. This typically includes limiting cold joints and wall penetrations, and using bentanite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but will only help �J GEOTECH CONSULTANTS. INC. Corporation of the Catholic Archbishop of Seatfle JN 01031 February 27, 2001 Page 6 to prevent moisture, generated from water vapor or capiilary action, from seeping through the concrete. With any project, adequate ventilation of basement and crawl space areas is important to prevent a buiid up of moisture that may be transmitted through concrete walls from the surrounding soil. SLABS-ON-GRADE The building floors may be constructed as slabs-on-grade atop at least 12 incties of structural fill. The subgrade soil must be in a firm, non-yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with additional select structural fill. As discussed in the GENERAL section of this report, rebar may be desirable in the slab. All slabs-on-grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thickness of coarse, free-draining structural fill with a gradation similar to that discussed in PFRMANENT FOUNDATION AND RETAIN/NG WALLS. As noted by the American Concrete Institute (ACI) in Section 3.2.3 of the Guides for Concrete Floor and S/ab Structures, proper moisture p�otection is desirable immediately below any on-grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture-sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil visqueen, are typically used. A vapor retarder is defined as a material with a permeance of less than 0.3 US perms per square foot (psfl per hour, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. However, if no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. Addfionally, AC1 (Section 4.1.5) recommends that a minimum of 4 inches of compactibte granular fill, such as crushed rock, should be placed over the vapor retarder or �arrier for protection. Sand is not recommended by ACI for use as the protection layer. We recommend proof-rolling slab areas with a heavy truck or a large piece of construction equipment prior to slab construction. Any soft areas encountered during proof-rolling should be excavated and replaced with select, impo�ked structural fill. EXCAVATIONS AND SLOPES No excavated sfopes are anticipated other than for utility trenches and the potential retention vault. Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above-recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. � GEOTECH CONSl1LTANTS, INC. Corporation of the Catholic Archbishop of Seat�le JN 01031 February 27, 2001 Page 7 Temporary cut siopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible ta reduce the potential for instabiiity. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utifity contractors should be made especially aware of this potential danger. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:�. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent sfope. Also, all permanently exposed slopes shouid be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the suficial layer of soii. DRAINAGE CONSlDERATlONS Foundation drains should be installed at the base of all footings where the slab or floor is below the outside grade. Drains shouid also be placed at the base of all earth-re#aining walls. Underslab drainage should also be provided if any basements are placed below new buildings. These drains shouid be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non- woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perForated pipe invert should be at least 6 inches below the bottom of a slab floor or the leve! of a _ crawl space, and it should be sloped for drainage. All roof and surFace water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 8. For the best long-term perfarmance, perforated PVC pipe is recommended for all subsurface , drains. Groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perForated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. PAVEMENT AREAS The pavement section may be supported on competent, native soil or on structural fill compacted to a 95 percent density. Because the site soils are silty and moisture sensitive, we recommend that the pavement subgrade must be in a stable, non-yielding condition at the time of paving. Granular structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. To evaluate pavement subgrade strength, we recommend that a proof roll be completed with a loaded dump truck immediately before paving. In most instances where unstable subgrade conditions are encountered, an additional 12 inches of granular structurai fill witl stabilize the subgrade, except for very soft areas where additional fill could be required. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural �II beneath pavements are given in the section entitled GENFRAL EARTNWORK A/VD STRUCTURAL FILL. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. The pavement for lightly-loaded traffic and parking areas should consist of 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt-treated base (ATB). We recommend providing heavily-loaded areas with 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Heavily-loaded areas are typically main driveways, dumpster sites, or areas with truck traffic. �'J GEOTECH CONSULTANTS, INC. Corporation of the Catholic Archbishop of Seattle JN 01031 February 27, 2001 Page 8 Water from pianter areas and other sources should not be ailowed to infiitrate into the pavement subgrade. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successfu( in similar situations. As with any pavements, some maintenance and repair of limited areas can be expected as the pavement ages. To provide for a design without the need for any repair would be uneconomical. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structurai fiil is defined as any fill, inciuding utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underiying soil needs to support loads. All structural fill shouid be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. As discussed in the GFNERAL section, the on-site soils are not suitable for reuse as structural fiil, due to their silt content and their sensitivity to moisture. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: � � � � , � � � Beneath foo6ngs, slabs 95% or walkwa s Fiiled slopes and behind 90% retainin walls 95%for upper 12 inches of Beneath pavements subgrade; 90% below that , level Where: Minimum Relative Compaction is the ratio,expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designatlon D 1557-91 (Modified Proctor). Structural fill that will be placed in wet weather shouid consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particies passing the No. 200 sieve should be measured from that portion of soil passing the three-quarter-inch sieve. g�D GEOTECH CDNSULTANTS. INC. Corporation of fhe Catholic Archbishop of Seattle JN 01031 February 27, 2001 Page 9 i LlM1TATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered dunng construction are significantly different from those i observed in our expiorations, we should be advised at once so that we can review these conditions ' and reconsider our recommendafions where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of the Corporation of the Catholic Archbishop of Seattle, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. ADDITIONAL SER1//CES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site sa€ety, and dimensional measurements, will be the responsibility of the contractor. The scope of our work did not include an environmental assessment, but we can provide this service, if requested. The following plates are attached to complete this report: Plate 1 �cinity Map Plate 2 Site Exploration Plan Plates 3 -7 Test Boring Logs Plate 8 Typical Footing Drain � GEOTECH CONSULTANTS, INC. Ccrporation of�he Catholic Archbishop of Seatfle JN 01031 February 27, 2�01 Page 10 We appreciate the opportunity to be of ser�ice on this project. (f you have any questions, or if we may be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. Scott Stevens Geotechnical Engineer �gERT � 4 g wAs,Y� y '� � c - , ��o w .�� 'CIS'tE4�,�titis•�' 1 �`sJ�NAL E�� !/ �� EXPIRES U � Principal SES/DRW: me �`� GEOTECH CONSULTANTS. fNC. Z� �-- _ � � � 0 � �� l „ �, �g �,i �,��.� ,S-. ! i �� I ;'� �p (/� ,� �y �� '+ :'�4� 1 �^-� � ��M�AY !M� x q .d .� i�`v9�r�r nvu'�ilT �'�"�,�� t � I �fI 1 — �� L ./ � �.:J �r � & 3 � �u' �M �I.� -•.'�F w � �CI 1 f 35� AV 30N ` I� � IF� � �Mb 1f !X ...5�. rr �� Hl[. � ro . � �O x�rr...i /�ci',. �j �xae x �F � 1 1� ��° `,y ) �t- i+� � a �Yl W ~ ('i' r` � /�'.'.' :1�. 10M� ��Q �p M � �� [2' � ��'!(� y(�35�1' N19I1j, �� .-�I �tp ' .1 Z I � �� . 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J � _ � , _ . , 4. - �b f p � �.,._.pIOB._._.� Ai I. .. � Q ._ S� ::Vp ' r .:.�,: .J:�l� 5.:: � �, ��' �•-•-•-----•---•-•-•-•---•-•-•-•-•-----•-•-•-•-•-•-•-•-•-•-•---•-•- - i � � i � i i � i � � Pro osed Buildin � ; P 9 i � Footpnnt Property-Line ; i \ ! i � � � � � i cn i � s i � v i � L 1 � � 3 1 B-2 � O � j � j I 1 � ' Proposed B-3 ; ; Building Foot�rint � i � �---- --------- i � Whilworth Avenue South ' i � 4 1 � , B-�J � _ � 1 1 � I � I � � � 1 1 � I � � I � I B-� � I �j 1�.�.�.�.�.�. . .�.�.�. , 1 � ' ' LEGEAID I ; � � ! AF�PR�Ox1MATE TEST • � � BORING LOCATtONS � Existing � '• Building � � � ' - ' ' � i � � � I ' . . . . . . . . . . . . . . .r . 1 � �� SITE EXPLORATION PLAN � GEOTECH South 4th St and Whitworth Ave. South CONSULTA1vI'S,INC. Renton, Washington � � Job No: Date: ca e: P t�e: - -'�- 01031 Feb.2001 Not to Scale 2 1� �,�� { � oo� B�RING 1 o� w�� a�' ti¢� tio'� t� �Q�'� G5 ��o� `�,�a�° � � 5a� �5 Description � i I � , ! Grass over brown, sandy SiLT, slightly plastic, very moist, soft i � � ML ' 5 g � ' � ' -becomes with fine- to medium-grained SAND layers � I � I : 10 Brown, gravelly SAND, with intermitted small-grained gravel layers, 20 2 i medium-to coarse-grained, wet, medium-dense �� 74 3 � SP -becomes very wet, very dense 20 -becomes larger gravef content, intermitted with silty, gravelly, SAND 92 4 II � layers I * Test boring was terminated at 21.5 feet during drilling on February 6, 2001. I' " Groundwater sespage was encountered at 9 feet during drilling. 25 30 35 40 I BORING LOG � � GEOTECH South 4th St. & Whitworth Ave. South � � CONSULT.�NTS,nvc. Renton, Washington � , ob No: Date: Logged by; Plate: �� 01031 Feb. 2001 SES 3 �` �� o� BORING 2 �°��'� °''`�ti� ti°'��t4� �� G5 �'Gofi `�,�a� � � 5a� �5 Description F1LL Asphalt over light-brown, sandy F(LL, damp, loose Gray-brown, sandy SILT, nonplastic, very moist, soft 5 5 � � � SM — ML 10 4 2 � -becomes gray, sandy SILT/silty SAND layers, slightiy plastic, very moist, soft/very� loose 15 14 3 � ; Gray, silty SAND, fine-grained, wet, medium-dense � , � '' -layer of cobbles I� � �s�, , � ; ; ; i � 20 75 4 � � -becomes fine-to medium-grained, with tace of gravel, very dense �i ,, i il Gray, gravelly SAND, medium-to coarse-grained, wet, �ery dense SP 25 53 5 � * Test boring was terminated at 26 feet during drilling on February 6, 2001. * Groundwater seepage was encountered at 9 feet during drilling. ' 30 35 40 ' BORING LOG � GEOTECH South 4th St. & UVhitworth Ave. South � CONSULTANTS,nvc. Renton, Washington �� ob No: Date: Logged by: Plate: �', 01031 Feb. 2001 SES 4 qZ II . �`�� < � o�� BORING 3 o'� we�' a�' ti� �,�� {4 4�' S �'1�0�' `�,�a�° 4' � c,,o-� �5� Description Asphalt over light-brown, sandy F1LL, mediurn-grained, damp, loose FILL 5 15 1 ' Gray, siity SAND/sandy SILT, fine-grained to silt in layers, �ery moist, very soft/very loose 10 2 2 � sm ML 15 4 3 � � Gray, silty SAND, fine-grained, moist, very loose ;� ��' I' � j � ; i , ! — II ' ' ji, i i : � � 20 41 4 I SM -becomes medium-dense to dense, wood debris encountered ; � : ! � , tli ' ; i , ' i ! ' e . ' �'. i :i, ! ; . I+ i � i 25 83 ''' ' ''�` 5 ' sP Gray/brown, gravelly SAND, medium-to coarse-grainetl, with fine sand layers, wet, very dense * Test boring was terminated at 26.5 feet during drilling on February 6, 2001. 30 * Groundwater seepage was encountered at 18 feet during drilling. 35 40 ' BORING LOG � � GEOTECH South 4th St. & Whitworth Ave. South CONSULTANTS,nvc. Renton, Washington � � ob No: Date: Logged by: P/ate: 01031 Feb. 2001 SES 5 �� <�� { 5 0�� BOR9NG 4 o� �,�� a�' tie tia� <4 Q�'� G5 �Go�' `�,�aro � � 5a� �5 Description � ' � ' I grown, ciayey SILT, non-plastic, moist, soft/loose � � ii I �� i fML � 5 �, 3 1 , i ; i � Srown, gravelly SAND, medium-to coarse-grained, moist, dense , 10 47 2 � �� 1 15 40 3 � SP -becomes with fine-grained layers, very moist 20 65 4 ' ' -becomes ve dense , * Test boring was terminated at 21.5 feet during drilling on February 6, 2001. II � * Groundwater seepage was encountered at 14 feet during dritling. 25 I 30 I 35 � 40 � ( BORING LOG � � GEOTECH South 4th St. & Vllhitworth Ave. South CONSL'LTANTS,INC. Renton, Washington I � ,__�� .� ob No: Date: Logged by: Plate: 01031 Feb. 2001 SES 6 '"�'1 �i�� t 5 0�� B{�F�ING � o� �,�� a�' ti� L�'� t� �q�'� G�a �Go�' `��a"� � � �,a� tiS Descri�tion Grass over brown, slight(y sandy SILT, non-plastic, moist, soft SM ML 5 2 � � -becomes gray with brown mottling, sandy SILT, with organics, moist, soft/loose � Gray, graveily SAND, medium-to coarse-grained, very wet, dense to 10 very dense 61 2 � 15 49 3 i SP � 20 83 4 � * Test boring was terminated at 21.5 feet during dri�ling on February 6, 2001. '' Groundwater seepage was encountered at 8 feet during driiling. � 25 �' 30 35 40 BORING LOG � � GEOTEC�-I South 4th St. & Whitwor�h Ave. South CONSULTAlv'TS,INC. � Renton, Washington ,_� Job No: Date: Logged 6y: Plate: 01031 Feb. 2001 SES 7 � �. _ - — Slope badcfiil away from foundation. Provide surface drains where necessary. � Tightline Roof Drain (Do not connect to footing drain) Backfili �a ': (See text for .�:� _� requiremerrts) e ` c 0 I . :� . Vapor Retarder Nonwoven Geotextile ._< � _ or Barrier I Filter Fabric �� -"` � SLAB � ^_ ^ _ _ _ _ c.��,o,.c.�'.p..a.o-.o,.a- �.�,.�.a.�..a o�- a '�v''-�- " .�,a opc.o'�°'acc.o�n'o0° �vo°• �n o°• � �/��/,°/'l�^ - _ ^'Q'' 0 C e:� � � e:O"� D o•e:�1�D o �:O�,C'p o:C v'7 0 -o-' - _ - _ 'cp� �•a.upC •�.opC �•o u�Q °••a.cp� '•a.c� �ano.,1� _ - - -_ _ .o . .-e'� �'o . .•o� �'v .•c'� o . .•�° .b n°n° - -" '�• � . n ��.']JCo r'y= = i— - 6 min. , � - - _ Free-Draining Gravel (if appropriate) 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawt space. Slope to drain to appropriate outfall. ' Place holes downward.) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage and waterproofing considerations. ' FOOTIl�TG DRAIl�T DETAIL � GEOTECH South 4th St and Whifinrorth Ave. South � CONSUI.TANTS,irrc. 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