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HomeMy WebLinkAbout02923 - Technical Information Report�__ �� '� p ETERSON 1 CONSULTING � : 2�' 23 �� - - : . � . ��-. _ a = .�_—�_� �� �j� i � : � � �� . : . , � . � � � r--�.�. ��. . - . � � .. i . - .� - ��. . . �. . � f � . . - . � . � . . � - . . � �� � - - � � - . � � . . . � . . � .� . . . . �t1� �� .� � - _ - . .. .- . .. _ . . .. . � . . . � - � . . . � -... - - . .. .1�.� . . � . . � . . � � .� . � � � - . . _ � . . . . . . . °.:e-Z� .. � . . .. � _ � � �. _.� � - - -. � . �... � . . . .. . . . , I � ... . . _ . . . . � . _ .- . �. � - . � � � .. . . �. _. . . . _ � - . � ... .. - � . . . . . . . . � . 1 , v"` +. - � . 1 ' , � _ . . - . ,. � : ; : , : �,_ - � CtTY OF R.ENT[�A� ps�r,=., �-, t�tJi� € :� =4 i ('r(��Gitv�..._..�.,�..c 1_ r: ,� 4030 Lake Washington Blvd. N.E., Suite 200, Kirkland, WA 98033 ,2 9,23 MORGAN PLACE Technical Information Report City of Renton June 1, 2001 Prepared for: Abney Revard, Inc. 9375 SW Commerce Circle Suite 7 Wilsonville, OR 97070 �,�' �N� ,��''�,�,�g 1 � �i� x � � e� Prepared by: '�� � sz��° �� Robert Stewart ��3j�xA���� �-�� � EXPIRES 09/09/02 Reviewed bv: Jennifer A. Steig, P.E. PCE Job No. ABRE -0002 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ; Paet � PRcJJ�GI' OWNER�;f�D Pa�2`—PRQ,�ECT I.DeATION ANU : � PR0,3EC�" ENGlPiEER ! t3E�CRIPTiQN __ _ _ Project Owner Abnev Revard, tnc. t Project Name Morqan Piace Address 9375 SW Commerce Circle, Suit 7 Location Wilsonville, Or. 97070 Township 23 North � ' Phone (503 ) 682- 8823 Range 5 �ast Project Engineer Jennifer Steia ........._„.Section 10, 11. 15 Company Peterson Consultinp Enqineers Address/Phone 4030 Lk WashinQton Blvd Suite 200. Kirkland. Wa. � 98033 (425) 827-5874 Part 3 TYPE U� �ERhlI1T Part 4 �THER R�IE1t4l�A#�D€'�RMITS "f�PPL1CATlON � >, <,. , _ J Subdivison I- DFW HPA � Shoreline Management �� Short Subdivision [� COE 404 ❑ Rockery � Grading ❑ DOE Dam Safety ❑ Structural Vaults ❑ Commercial ❑ FEMA Floodplain � Other ❑ Other ❑ COE Wetlands � Pa�t 5 S#TE GOMMUNITY AND DRAtNAGE E3A�1N ;;:: ' ' ' � Community ' Newcastle Community Planning Area Drainage Basin Puqet Sound Basin, and Lower Cedar River Sub-basin Far€� StTE CHA�GT�R#S'�1CS � River � Floodplain n/a Na � Wetlands u Stream n/a ; ` Seeps/Springs n/a � Critical Stream Reach n/a ;� High Groundwater Table n/a ( ❑ Depressions/Swales n/a ❑ Groundwater Recharge n/a � � Lake Na ❑ Other , - Steep Slopes n/a i <.: <, , . , ; , ' Par�.7. SC311.S < Soil Type Slopes Erosion Potential Erosive Velocties AqC 6% - 15% none none Ag6 0%-6% none none I� � C Additional Sheets Attached � , , , j Par# 8 DE�IEL��NfENT LiMIT�TIONS <i ; REFERENCE LIMITATION/SITE CONSTRAINT � � Downstream Analavsis- Section III I,-1 ❑ ❑ ❑ Additional Sheets Attached i i ' Pari � ESC`REE�U1fi�NtENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS � DURING CONSTRUCTiON AFTER CONSTRUCTION j j � Sedimentation Facilities � Stabilize Exposed Surface � � Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities '� Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Graing Restrictions � Ensure Operation of Permanent Facilities � Cover Practices � Flag Limits of SAO and open space � Construction Sequence preservation areas -- � ❑ Other C Other I .�a�t 1 t# SURFRCE W�TER S`ISTEM ' : I ' > .::,:3 � ❑ Grass Lined �I Tank ❑ fnfittration Method of Analysis Channel — �� Vault C Depression 1998 KCRTS � Pipe System ❑ Energy Dissapator � Flow Dispersal Compensation and or � O en Channel � P ❑ Wetland C Waiver Mitiqation of u Dry Pond Eliminated Site ❑ Stream '� Regional Stora e X�, Wet Pond Detention Brief Description of System Operation Runoff will be conveyed via a tiQhtline svstem into one of i two proposed detention facilities and released at allowable irates at the natural discharQe locations Facility Related Site Limitations ' Reference Facility Limitation Pari 11 STRUGT�JRI�L ANA�'�S�S ' i : Part 12 �AS�MENTS�TRAGTS � � L� Cast in Place Vault J Drainage Easement ❑ Retaining Wall � Access Easement ❑ Rockery > 4' High (�1 Native Growth Protection Easement ❑ Structural on Steep Slope � Tract � Other ❑ Other ;Raft 93 SIG(�RTURE OF PF�O�E�SlO�1�EN��[�t�ER � I or a civil engineer under my supervision my supervision have visited the site. Actual site � conditions as observed were incorporated into this worksheet and the attachments. To the best of I my knowledge the information provided here is accurate. . � ls'���I Signed/Date TABLE OF CONTENTS SECTION 1 - PROJECT OVERVIEW 1 Figure 1: Vicinity Map 3 Figure 2: SCS Soils Map 4 Figure 3: Site Map 5 SECTION 2 - COlVTDITI01�'S AI�D REQLTIRE�IE�iTS SUMMARY 6 SECTION 3—OFFSITE ANALYSIS 11 SECTI0�14 - FLO«' C0�ITROL & `�'ATER QUALITY ANALYSIS AND DESIGN 12 Existing Site Hydr•ology 12 Developed Site Hyd�•ology 12 Facilitj.-Design 1 S SECTION 5 - CONVEY�NCE SYSTEM AN:�LYSIS & DESIGN 26 SECTIOl�' 6 - SPECIAL REPORTS AND STUDIES 26 SECTIOl� 7 - OTHER PERl�7ITS 26 SECTION 8—ESC AnALYSIS AI�D DESIGN 26 SECTION 9 - BOND QUANTITIES & FACILITY SUMMARY 27 SECTION 10 - OPER�TIO�S A\rD �I�I�TEI��NCE 1�IANi:AL 30 APPEl�DIX A Back���ater Analvsis APPEi�DIX B Preliminarti TIR «�;"Level One Analvsis - __ - -- - - - - - - P�t2��so;�Cc>>��.tlt:�ag�i gi��eers — -- — Puge i Technical Inforrnation Report for��Ior,Qan P(ace June 1. 2001 SECTION 1 - PROJECT OVERVIEW Project: .vlorgan Place PCE Job Number: ABRE-0002 Site Area: The site consists of approximatel�- 692.168 Square feet— 1_>".89 Acres. Site Location: The site is located �vithin the Citv of Renton w-est of the intersection of I�ile Avenue NE and NE 4`h Street, (see Figure L• Vicinity Map). The proposed project consists of tu�o parcels separated by NE 4`�' Street. More generally, the site is located �vithin Section 10, 11; and 15 of To�vnship 22 North, Range 5 East, ��'.M. � Esisting Adjacent Development: I Existing development adjacent to the site includes the follo�vinQ: �i, North Area Site ' North—Single family Residential East—Single family Residential South—NE 4�' Street ��'est—Detention pond, and single-family residence South Area Site �'orth—NE 4`h Street East—�tew residential de�-elopment South— Single-family residence _ West— Single-family residence Pre-de��eloped Site Conditions: The existing site runoff patterns for the south area are generally from north to south«�est. The northern portion of the north area drains ���esterly and the eastern portion of the north area drains southerly. Five wetlands are located on the t«�o parcels, t«-o are non-re�ulated and three are regulated. Peterson C unsu trng Er�gineers Pnge 1 The on-site slopes range from 0-10%, relatively flat throughout both the north and south parcels. There are two existing houses located on this project, one on the north parcel near the southwest corner and one just south of NE 4`�' Street. The ground co�er on the north parcel consists mostly of pasture and wetland with fe�u deciduous trees. Ground cover for the south parcel consists of grasses, wetland and deciduous trees ��-ith an understory of blackberries and ferns. The soils on the site are classified as Alderwood Gravelly Sandy Loam b}- the SCS, (see Figure 2: SCS Soil Survey Map). Post-developed Site Conditions: The proposal is to construct 19 lots on the north parcel and 27 on the south parcel with associated roads and utilities. (See Figure 3: Site Map). Runoff patterns from the developed site w�ill be similar to the existing conditions. Runoff from the proposed roads within the north parcel will be conveyed via closed pipe conveyance sti�stem to a proposed detention facility located at the intersection of NE 4`h Street and Lyons Avenue I�rE. A second detention facility ���ill be proposed adjacent to wetland B and C on the southern parcel to detain runoff from the proposed road system. Runoff from roof drains �vill be conveyed to the ne�v detention facilities. See Section 4 for a detailed discussion and calculations. Peterso�7 C.unsu tmg Engirr2�r-s Page , � B��n ! 900 \\\\\� S�NS�� � \ I � �I I� COALF/ELDV Zi Z ZI I SE l lo rH ST i W QI Q' Q Z s Z� �I p W I � O� Q Z � I�u , � Z� ] � QI i(n Q �; � �I �: ��� T I � ZI Q ,b,'A?L� UAL_EY' � N�'GNiS PARK� co I ~ � � I � i A!E 4 iH s r , � i � ' � I � W �; SI T� � , � � ; � '.�, j i � > Q Q! Z �b1APLE:�LCOC Z �� OO PARK � p � � J, � ' MAPLEWOOD ! ' I NEIGHTS ; �'� MORGAN PLACE VlC/NI T Y MAP SEC. 10 & 15, TWP. 23 N., RGE. 5 E., W.M. - D WN. 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E �E � 'i t•- `I.' � _�' �\ E E E E E E E E E I I � � _� �r - - - r - - - r - - - i, — � I I I I I I ,O �E i �� � ��I � E E E E E E E E E E � 35 � I I ` � �� '� I � I I l I I I I I I E � ��'.'� I • ', i � \ E E E E E E E E E E E F � I z ' � I L _ � i� �.'� ,�. : � E E E F E 6 E E F E E � '� ti ', 17 , 16 � 15 � 14 � 13 ( � . � - - J r I�I I I I I I I I I •— — E ��� r. :. • � _ _ E F E E E F E E I _ � 1 � I � — — I � — I — I I — � I — I I � I F � � � _ _ E E E E E E � —j a , ,, — - - _ _ _ _ � , ; rRacrc _ ' ,1' t' — — — 9 I � � . . .fl (STCRlr1 DRAIn�.�iGE) � � _ ` E E E E I J4 I g � . � � � � r � <a4Q4C�<�<� , � �•-f. � � \ � / � — y I• .�'. . � — � �— MORGAN AVE NE — — —� ^ - - - �f, I .. � � � - - - - - - - - � '�`��4� ' I � I '1i � � _{.- ..' . �� �� �� �� DESIG"1FD a srtx � � GDU x.aaeo+ ' � I I � i ' ; I TRACT A i • � - -I � - - � � - - � ` - - � � - - � r - - I � •-- � � 5� ., '! — — — I .' . �'.:�v1�.�i.rl,"�) I � i L " � •• � � DA7E 6/a/ct I � � FIlE'r�SR�EX3�8R�2 ' i . �i 1 � � 2 I � ,3 I � ¢ � i 5 � I 6 I �- - - � ; �. :- !..•: � ' TRACTF I � I I I I � I I� �• � ' � � j (R.0.W OFDICA TIG,ti'J ! - - � - - � - - � - - ' - - � � 7 � '' i i - - - i . ;r�� ��� � : � . _ _ __ - - -- - -- -- -- -_ - - , - -- ---- . . . . . . - ---- _ . - - � .- - - . . _ _.._ , � __ �� _._ _ ---- .__ _ . -_ -�- � . - - - -- - -- -- - .__ _ _ I .� - -- - - - - - _ _ _ _ -- - -- --� --- -- - - �� � _- -- --- -:--- --- ----- � 4 : NILE AVE NE �NOT OPEN� : � L � ' ---- -- _ ---_ - - - --- — -- ---- { :, "— -� — ^— �.. � _ --- — -- - - ---� , --- --- :- -- --=—- -� - _- —-_ —_ =__ ---- • . - . , -- --- -- - ---- - - ---- -- -- -- ---- � i �� 0 � ST.AMP NOT Y 4,�,^ Q LNIES�S.�GNEDA:�-C. �-�-D �. —+R - '�"•"'�R ABRE-QGOZ ; __. a FIGURE 3 Technical lizfor�nation Report for��lor�an Plcrce Jur7e 1. 2001 SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY Preliminary plat approval for this project was granted June 4, 2001. 1998 King County Surface `�'ater Design Manual Core and Special Requirements and Hearina Examiner's Conditions are being met in the following manner: y KING COUNTY SURFACE VV:�TER DESIGN MANUAL CORE REQtiIREI��TENTS: 1. Discharge at the I�atural Location The site will discharge at the natural location. `'. Off-site Analysis An offsite analysis has been prepared for this site and can be found in Section IIL 3. Flow Control Calculations performed under Section N of this TIR conform to the 1998 KCS�'DM requirements. 4. Conveyance System All conveyance systems proposed conform to the 1998 KCSWDv1 requirements; see Section �' of this TIR. �. Temporary Erosion & Sediment Control All TESC measures proposed conform to 1998 KCSWDM requirements, see Section VIII of this TIR and the construction plans. � 6. �'Iaintena►zce R Operations .a maintenance and operations manual is provided in Section IX of this TIR. ?. Financial Guarantees & Liability A bonds ���orksheet�vill be completed after first review. The project o��-ner�vill provide bonding as required by the City. �. �t"ater Quality A ���ater qualit�- facilit�, in the form of a ��etpond. «�ill be pro��idec! on the site. P�C�I'jG'!t L)i1S11�1111� i7Q1)7E.'�J'S �"u�� h Technical lrrforniation Report for�tiloi•Qan Place June l, 2001 KING COUNTY SURFACE WATER DESIGN MANUAL SPECIAL REQtiIREMENTS: 1. Other Adopted Area-specific Requirements There are no other adopted area-specific requirements for this site. 2. Floodplain/Floodwa�� Delineation This site does not lie within the 100-�'ear floodplain or flood«a} of anv stream, lake, �vetland or closed depression. 3. Flood Protection Facilities There are no flood protection facilities located on or directly adjacent to this �ite. 4. Source Control This site does not meet the threshold for source control requirements. 5. Oil Control This site does not meet the threshold for source control requirements. Peterso�a�oi�surtrng E.f�grf��ers Pnoe - T�chnrc��l I�rfo�vrratioyi Repo��r jor�tlor�an Place Jirjte 1, _'001 HEARING E�NIINER'S CO'VDITIONS: 1. Corizpliar�ce <<�it1z ERC_llitigution �lfecrcirf-es: Tlae applrcant is f�eqirired to con1p11�� �t�itli tl7e ,Llitigation?�Ieasures, which tivere r•equired by the �'nti�irorrrnentnl Revieti�� Comnaittee Thf-esl�old Deterr��rin��tion. jERC Cor�ditior�s folloti�J 1. The applicant shall follotiv the r•ecomf�zendations of the Geotech��ical Repor�t preprrr�ed by Earth Consultants, Inc. datec�Febrziafy ?0, 2001, 1,�ith re�m�cl to site preparutiof� afrd development activities. :111 recommendations of the Geotechnical Report ��-i11 be follo��ed in reQard to site preparation and development activities. �. The pr•oject contractoY shcdl perform daily reviel�v and nzaintenance of all erosiorz an�-1 sedimentcrtinn contr•nl ntec�strr•ec crt tl�e site dtn-in�the cnrrctrzrctinn �fhntl� �t�-crte ���, ' off-site in: recornmendations of change or rei�ision to maintenance schedules or• install�, shall be submitted by the project engineer of recof•d to the Public YVorks inspector ; the preliminary plat construction. Certification of the installation, maintenaj� � {.1, , ,,.,_ .:..;_ ., ,.,,;.;,� r. ,;�:, . .. ,�� z, ,. . . ,: ,; proper•re�,,, ,,.� ��� � _r. recordin� `Veekly repurts �`i�l be pro�ia.:a a� r�qu�st��. -;. The strrface t��nter clrcrin�rae c�.ctefn shcrll he c' stand�r The d�. 6. 712e crpplicant shall be rec�uir•ed to pcay a Trat; � � � � � � � ���•era,;e daily trip associated N�rt', r;',�� >,�,�-;���: . .. , _ �� � � ._�_ _ � ,_ �'��•�i�r ir') , �n��;�i��v r?�.,, � �lii?'�'7C' „ ' Technical Information Report_ror e�lor,�an Place June 1. 2001 Applicant will pay appropriate Traffic MitiQation Fees. ' 7. The applicant shall pr•ovide a road behveen Lyons and Morgan Avenues 1'�'E along the southern propertv bounclaries of lots, 9, 10, 11, 26 & 27. The road shall f-equire a minimum 26 foot easement tivith a 20 foot pm�ed poi-tion. The access road will be provided as requested. 8. The applicant shall pay a Parks Depaf•tment mitigation fee of SS30. �6 pef•single- family lot. The requir•ed mitigation fee shall be paid prior to recot-ding the subdivision. Applicant ���ill pay appropriate Parks Mitigation Fees. 2. The applicant shall either draft and record a Homeotivners'Association or a maintenance agreenlent for the maintenance of all conznzon improvements, including private storrrzlvater facilities, utility and other easements,private access roadways and other common a��eas, including the Tracts A-E& G. A draft of the document shall be sa�bmitted to the Ciry of Renton Development Services Division for review and approval by the City Attorney priof- to the reco��ding of the final plat. The applicant shall pro�-ide the required Homeov�ners Association documents prior to recording of the final plat. 3. The applicant shall pay Issaquah School District Impact Fees for the 191ots located on the not�thern portion of the project pf�ior to building perrnits. This amoa�nts to �.55�,803 (�2,937 x 19), which must be paid prior to building permit approval. The applicant will pay the appropriate School Mitiaation Fees. 4. The applicant shall reconfigure lots 21-23 if the proposed r-oad vacation for n portion of the Lyons Avenue NE ROtiT'is not approved. This may result in drop�ing a lot. So Noted. �. The applicant shall pr�ovide tempof•crry cul-de-sac on lots 31, 38, 39 & -�1. When a ficture road connection is made pr�oviding u second access to the site, the turnarozrnd mcry be abandoned and the cul-de-sac removed. At the tinze the cul-de-sac is s-emoved, the applicant shall be reqiiired to provide sideu alks, curb and gzitter with the app�•opj•iate raclii providec� The applicant shall place funds in an escrow account so that the Homeo��ners' Association can complete the sidewalks, curbs and gutter���hen necessary. eterson onsu tifrg ngineers age Techirica!I��fo����intlori Repoi7 for;llor�an Place June 1, 2G01 6. Tl1e applicant shall provide a hammer•head or other ttrrnar•oarnd meetin�o Fire Depaf�t»�erzt r�eqarirements on the east terminus of:\�E �th Street. A hammerhead turnaround has been provided at the east terminus of:�E >`° Street. �. Prior� to crpprol•al of co��stf�trctioti per�nits. tl�e applicarlt shall sarbrnit cr l��etlurtd n�itigcrtion _ and monitoring plan meeting the approvul of the Development Sen%ices Division. The plan shall inclatde a five year nzonitoring program to insur•e the survival of the created ti,�etlands. Tlre plan shall incli�de conditions on recharging the tii�etland area with clean tivatef•. A�vetland mitigation and monitorin�� plan «�ill be submitted prior to approval of the construction documents. 8. Pr•ior to j�ecording, a sin�ety devise acceptable to tlie Ciry in the amount of one and one-half times the estimated cost of the wetland creation shall be sz�bmitted. The proper bonds w•ill be posted��ith the Cit�. 9. The appllcant shall provide a fot�r foat split-t-ail fence c�elineating the oirtside edoe of tlze 2�- foot wetland batffel-fi•orrz the lots. a split rail fence has been pro�ided as requested. - 1 J. The applicar��t shcrll proride a deposit of S�,)DD for t17e Hon�eotii�ners':4ssociatior� reserve fzrnd. Said fund shall be deposited in an escrotiti�accot.tnt pr-ior to final plat crppl-oti•al. Escrotiti� instr-uctions shall be reviewed and approved by the City�. The escrow account will be prepared as requested. The funds ��-i11 be pro��ided for filture sidew�alk, curb and gutter construction at lots 31, 38, 39 and 41. 11. Tl7e proposed lots that hati�e access to �l�Iorgan Avenue shall be preclu�lecl_fi�orai accc�ss to ���ile _-�1•enue. �o lots �,�ill �ain access from'�1ile _a�enue. 1?. Tl2er�e shall be f�o access to :�'E -�lh fi�on� cri�ti� lot iji the pl�rt. :�o lots ��ill �ain access from I�E �`'. P�tef-�n�z onsaritin�,E1;girzeers P��g2 1 U Technrcallnformation Report for.tifor�an Place ✓une 1, =001 , SECTION 3 - OFFSITE ANALYSIS Please refer to the previously submitted Level One Analysis, �v�hich can be found in the Preliminar�� TIR in Appendi� B. f�ter•soi�Cuiisuuir�;E�1gr���trs P�r�e .1! TE�ch��rcallf�f.�rnratror�Report f�r,11o�;�a�r Place Jtrr�e 1. �00/ SECTION 4 - FLOW CONTROL & `VATER QtiALITY ANALYSIS AND DESIGN The calculations are based on the 1998 King County Surface Water Design Manual (KCSWDM} requirements. The proposed flow control facilities «-i11 be designed to the Level 2 flow control standard. The facilities used will be detention ponds with basic wetponds for w�ater quality. ' Existi�tg Site Hydrolo�� See Figure 4: Existing Conditions i�1ap. The existing site runoff patterns are generally from north to south. The onsite slopes range from 0-10%, generally flat throughout the entire site. Two existing houses are located within the site, one in the southeast corner of the north parcel and one just south of NE 4"' Street. The remainder of the site contains ground cover that consists of grass, pasture and deciduous trees with an understory of brush and shrubs. The soils in the location of the detention facilities are Alder�vood Qravelly sandy loam (_AcC), classified as till soils by Table 3.2?.B in the 1998 KCS���'"D1��1. Developed Site H�'drolo�• See Figure 5: Developed Conditions ?�1ap. The proposzd development of this site ��-ill consist of =t6 lots and appro�imatel�- 1.88 acres of road. Runoff from the roadways will be conveyed in a closed pipe system to one of the two proposed detention facilities. A basic ���etpond will be constructed w-ith each of the detention facilities for«,-ater quality purposes. Runoff from the lots ��ill also be con��eved to the detention facilities. etersof� 07lS2lIli7� nQrneers Pa�;e _ 1 SEC. 10 8 15, TWP. 23 N., RGE. 5 E., W.M. ' � -, I,PETERSON I,ONSULTING � � � 0 10C' 4030 L.ake Washington Blvd.N.E.,Suite 200 Kirkland WA 98033 SCALE: % _ ?GG' Tel(425)827-�874 Faxi4251822-7216 z i �� _ _ - - - o . ; : , , _ _ = � � �_� — � � , , . + - -- — — -- --- -— �--- ------- -- ----- -- -- — - - � — - — ---- � r , - — -- _ -- - -- - __ - ` �� j . . . � :. ,� � _ - . _ __ � I f r' -- —___—_=—_ - I ? ,—.^--i-,_�•_ . _. - � '�-. =�.- -. ` -. 6. ' ` ��_ _ � - --- -�-� ��- . . ��. � � . � ' � � ' � �..., . - - ___ . ...: __ _. L YONS A VE lVE �NOT OPEN� � � = _ _ ,, _ 1 :' ' �;. - - - - � __ -- -- Q C� - , � , - -� - - - -- - -- - : ; �'� - -- — --- -- -- _ --- --- - i � �� ' : � _ � - l _ -- l �.'F E ' � � /� \ � /. , � � _.' _ - .. . , i � � I _i�4 -- ---- - - ' . _ --_ .. . . .- ' _ - - I . �l I', 'y�: e _ � � ,\.. G . . _ _ , . . �- ; ' � � ' ' _ - . - -_ � , e ( , � �< \ _ _ _ _,' � f - �� E �: � �` _ ' � ;�I --- , -. � : , , ,. . : : H , _ _. - : �. , _, .- , E� ` E- ' E E F• E r: \ - � .I . . . :� ..._- :: :� �-�., .. ' _ � i '. , F ��- , . - - 1 ,�. � _ ` . _ , , , - _ _ � � BASIN B � :: . - - �" �s -�. � E E E E �E E' ' : , - ��. � . - ' - - \ �� E F F E � °�� , , . � �.,' � � ') _ - , TOTAL AREA = 7.23 AC - ,� � , . 2 � I = . . . � f. :II _ _ -_- - , - i \ - '� ,� \ E E F � � _ = a �� �: -, i��� NGPA = 1.23 AC - - � ={ O . i � �. �!`i �_ � \ �= � F F,�` f� '�\ _ � � � : ; ��il, , - 1��1PER�JOUS = G.G9 AC , + c,� � __ � � E� E ` ^� � a _-� �� - ' PER�✓lOUS = 5.9? A.C = - - ? �- 1 , - l �' � �, ,, � _ �-_ _ _ \� _ ` � I �Es E ` 1 -- -- — L— � . ' �_; -- _ _ , > , ; -- _� , v, � ' � - .. / _- , e E . � i � '� , r'_} � ��I � - _ _ � / . � ' ��� ' � O 2 '�\ ' '� � � ! ,�I i — -- —� ., / / � � . � ` ` W O � : __ ,EI` :rE �'_ �, -,-�=; � i,` :� .� � _ __ �` . _� � � _ =� I: . F E� I 'l � �' ` 3' _. i , I E E E E I � ` � -� � W . . . . , i r � \ ` � , i;� '.y __ '� � I / / � ' � � � F � �1 �r , �� � r ,! � �� � BASIN B � ,��` . ' � _ �• ' ::, ��� _ — — J ° _ � E / - _ ��t o � � _ � F ,F � � � ��4� l � " _ — _ J r _ ; ) _ t' 4 � �'� E � ���/ ` /r � . t' �. I�l .I �, I�,` r . E .:E E /' �_� / _ ' � � ti ..� � E, E \ : r� �1 .r�i _� I �'� � c� �' � E E E '/ �,/ _ ,> >. i U .j _� i�� �.r - � � E � �E _ l a � .,(I ��} � vJ{I �.�I '��� Ei E E E—E E E F / -.���� - ' . • - J- s S� / .' ' ' 1 .` f E E .,� ,� r� -- — .- - `r _ '1. �I `�,•.;, 7, .� E E.� �E E E E� E �-L . --�� ', � __ , \ - 1 , � . '_ ..i f���"*,\\ E E�� . / _T� � ' ^I _F E E� �E E E E �E _�: _ _ ` '. __.� 'a�, �. ' -_� E I / ' ; _ I ' �.E— -�E �- -�_ -�.—.-E"--_�_.____-��__ - — � __ _ — - 1 r � " J ', '.A /N A �� � � �� ` _ � - � ��I..�'f �.I' � � i�.'� �E E E E ,.�E E E ~ , - -�� ' _ - C'� � ' -B S y ; " _ = :J * __ �,I �- ���- _ ! . � � -- . � _ - . .. .- �'�\ <� _ 1 �i � � F ��Ii � �,I � � � \ . E E E. E E E E i -� � � '_,=� ' .-- -- - ��' - ,a- �:. - �'�� �/. ':' L � . E E F� > �_F �I�� � \ -.E E E E E � E+_?. E E � E�? � � \ . . . ` -' ._ � .� - �,.� ` ., _li� , �E �' ` 1��'� �� \ � - � �E E E E �E �E E � E E E E ,\� - (I � � .. � _ r � - i (�_ -c �i, '�� '^�"i� ° ' . - E � � � ��r� -� I I` �� � E E Er''�E E� E �E E E .-�E E E � . �� o 1 ' �� � � .. _ . .. , . :� -- - ' - �� I i jiI � �.� � �� � � \- �E`' E E E. E E E - E E E E / I � � �� � r'- • - - '• \ -- � ' -- ��� E 9 I I � �'I � � i.i �� E �F E E' � E E E E F � .}� 5 � - . +sfi / ' . � I I r I � ��I � _ — � - _ � � - � . � E E E < �e — �;- . � > • _ - I �- fr� ' � � - �_. E ' . I I� �� 4 E E �� c .r`��_; ,' ��t - t-__� ' _ ' -_ ,� .:E � ! :�' � J� , . _ _ ' � _ ` E_- .�" --��.E _� _ - . � z4aaGGG4a4GG ''� ' BASIN A - t ,;': _ _ � �I, , } - R — \ — , ,, �; ;�' ; _ `� , ( _ , �� (�� _ ): � -, � � � , TOTAL AREA - 8.66 AC � �� j � �� ,� � � � - � •- . , , � � � - �r�ce� : : _ r - _ � j�� i _-_�_- � — — — — — -_ . . ,, ; : _ ` , ' ' -- --- _- - -- . -- . . a.� _- y ,EfMIiFF iE�G 1 G P.f. __ - -- ; NGPA 0.66 AC .: : . _ - - - - _� - , . -,' y 5 � � I -- - �. : ,- i , L J -- __ - . - _ .. _-.�� ., c .� : _ ' _ ' . . . ' _ —— . R.f�EN � �' � f �.- , `` : ... � � . ... : . f x a .: f��!� �. : . �.� .. ` ' � � � ' I . �: _ t i ,'. � � a`:. _;=. ` 1MPERVIOUS = D.00 AC - i - � ;! _ - , , _ ��a� ; . , ,- - ,:. k : _; . . - . � , Q£CFIEU a 57DG ! 9 -- , ' PE,R l//CUS = 8.00 A C � % ' � .: I � �,��� _ o,�� 6�„0, ' r .i� ..' � . . .. - _ - �f�I � . . _ NTh�EC1ABR01 " i . - ' - ' I � . � �1 ��� � . NE - , � - �� ` " - _ - ` _ � a � �f�� � II���� ' _ / - - _— = • I I �, F� - t �� �, it�� _ . . - - - __ � �li Ir~� , i __- -- -- -- -- -- � � , .�' ��� ��� _ — � �'"— . _ -_.r�_, y ` � �� '-- - — - , —- -- - -- ---- -- • ., - -- - —— — — -- -- -- � _ � �.t -�- �, -- ---- -- --� - — - - = NILE AVE NE (NOT OPEN)' `��`,--� --� _ - -_- _ - -__ -- -- ----,-- -�--=A �-----��" _ � - - - — — —----- -�- --- - — � �-- --�`- - _- -_. =o �.� - � _-;----- � --- - _= — � — == - -- - - --- - - r _ _ _ � � : _-_- --- - -- -_ —— -- -== -- = =T~ =-- - _� — SEC. 10 8� 15, TWP. 23 N., RGE. 5 E., W.M. P',ETERSON � CIONSULTI'�` � � ' � 0 ?00' 4030 Lake Washington � � , Blvd.N.E.,Suite 20U S�H;�. �" _ ;��' Kirkland,WA 9fiG33 TRACT C �i � ' :T' ' I� ' - _- _ __---- - - , Fax(425)822-7216 ` _ (OPEl�r SPACE/LANDSCAPE) . �-'� � ` _ ___ --- - - -- -- --- --- --- -- -- ---- - -- -- - ' � s, �t . r I ., ��� I . � ---- --- -- - -- --- - --- -- -- -__ _ _ j _ _� � � _ . � .,�' �t ___ _ -- .- - _ -- _--��' ., . - -- - -- '_ . , I� ,:: . . � . - . . .. • . � • . ._ , � ' -- . . � � - ------ - - - • - • � . _ � L YONS A VE NE a;� - - - _ _ � �� ,. � . - z , ,, — — — � � — ; - . . � i � � �� + — � � . --- -- -- � - — — — — ;. k . � I $ , _ _-__ � �� � _ _ _ � , � . , � i i '_.'" _._` ' --_ ___ _ ., . . •'. .' - _ _"_ __ _ _'_ _-___ _ _ _ _ . : � _ — _ _ _ _ _ — _ —. _ — NZ ' � Lf` , `'. ' " _ _ .' r . . �' � � � '' 1 '- _ . �. \ ' � g' i i i I4. � � � �---�- �— — �-— �,� -,---4 � , , �V r �� � , �\/ 23 I � 22 I � 21 , ,, . ,' � . � t . � � � � : �� I _ _ � '� � � 0 7 j . a I I I I I I --F I- I � � � � � � 46 45_ 44 -43= 42- - ---41 � I � ..fi. _ _ _ -.-- __- r; � ; � E �; d, � �,$ � � � i'�i i . I I - ' I ( I I I I � - I, — — _— v� _ - - � / , � � , j � - - -� �- - � �i� . � ', � _ _ , ='�_ _ _ — � _- - i : . _ -- - z Q �� : , ` `_ TRACT DE(� E � � r� ;' j � — J L "— � — _ 1_. ,�, — O , ' -� L � --F-- g ii I _._ E t E � l I,*� , ��i�' ,,` (,'VGPA� F� F F � t-�-. �_.�, �� ,r;�f I:• �i I - -- - � '—' - - - ;� =8 _�._� 39 = �! � ' .�� :� ���� ,\ ' E E E E � :a ��w .��i . . _j �i`' .. . / r -1�-� � E Q � E It' .1kW���S , � 53.� / I _ �; ; ; ;+ ' .� : ��, E� `�,�F E `� �_,�� -& ,.,�_- ',�, �'r�— -L yONS A VE NE— —i �,.� � � ' — - — r � � � "I } . ' i� -/v; `�—� '��.\� ��� ,�- -� � �-- _ ' _ _ _�a (� I —I i ! -`�.c'� �'+ E E I _� �;F : . . V� . - � I U � � � i I i F � / I '�i 1 - «�-' ; i�I � ��,�i �`i�i�t t �-_ �' �E IJ i I i �- -# I -- --� �t`_ �� ��'i; — — -- — � r — — —__—� � — — — �` x� I ''�_ _ � W �R i�; � �_�- =,�i `1� J \ � ,, �;� 1� '� 1� ; . �- ��� �� , � - -- — � � � ) I 38-, � V .�. , , , ,� -g, , _ ��� -- � 24 � �-� � 27l � � �'�� � ;�, ���� - _ _ � �. I I \�:31 � � ± f p � TRACT B E � I I - - - ', �SIORM ORAINAGE'�� _ �,�- _�g�� e e _ __�� ! �_ � _ � �� ���;� �s� i �I� 28 � � 2g � j 30� F� �E � F � F � � � - - - �'j� �i� � � Z � - — � — — ! -L�_ O � _ _ -=— _ � �� ► I I _ � �� W :, — — � I. - - I -- -- L� - E F � �.�,, r — - � 1 Ig:; i � I + F F F - -+ — , � '� O Z �, �an - x: � � E E � � ��� i �.�1�� � ���il � �-�� � F F E E � i . I � � .I I I Z�_.�, � � - � W �7 �7 J � t ' - - - E E� L 5 I -L 6 � � '1 l f�.: ,i� I'�,+ � ` E E F / �32 j I ':� .I , I 2 ��� 1� � �_%y_ l '. ,��' I� " ��� �I.�" �� ,. . ��I '� — I , �l ( � I I� I � s Vjl '� F F E � j � - - - II_ _ E E �� ��� p�� � �' �qn— � � �r����1 F F _ p�J j L — f j� F '� I �� ��� E E E E E E E E — - - J i -� �"_' - - -�' � O '��� O -- I--_ _�CJ I I � !J I.-I' ' LO `-�.. l E E�. ` �r- — � ��� — — � L-rr,i j1� �� �� �.;� I E E ,•� 'E F E c : E i t r � — — — i . � . I ,- -�- �; 1 I - .� � --•\ E . � � I I'y' ,� �, __ I� ��1 I'! E E- E E E E �E `������k. �'� _.._ ___ __ _�_ I __ _-_ _- __- . � , , ; -. r, : '_ � «'. � � . _ - . - - - - - - -- - -- - - - -- �� -- - 36 " : ,� , _ - --- ji � I I I I' . S jl a �� I i:� 8 •.� � . , F-- E F � E —E E ,\/ � — �.� I � --�— I I - — � ���3 - - - - - — � , r"�; I � �-�;od''_: " f�� �. \ F F E ETRA�CT E F - - � 33 _ I W I r--� '' � � ' l i� '•� � — — - �'�I �J ��i ' `� � E F E ' E(NGPA) E E , " — — � : — — �- - -- i � � � � -� - � � I I �;1�7 I t i � �'��F �f f• �+ � � � '�, R � E e F e E ,,=F F F F — ��� I' � — — — � — — — — —I — � I `� _ I,� � I L ,.I I �O �E I ��,�I. � � �.�` E E E E i�E E E E E E , . 35 I I . i �� i� �� � ' �j �' � _._ � '!�'�' _ � �, i �� r r—� -� ` . -1C� � � � � � � �� � � 4 I ���' �, i �l y���� � e F F, E e e _ � E F e e� e E .i�� ��. h' '� I -/ I I I .-�q Z � i .il I - L�l�r.� ��` E�� E E E: E E E E E E E . ; q�/ � � �: }} - � � '� � � �_ J � `I�� +t: �'1 1 �7 II � .�6 � l S �' i !`t � /J - � m�1 :1 S E I •�� I. '� �.-I� i�,�\�+'►'\ �;�``,�_l\ E.- E E E�- E E E E E E � — — :,I� . � t �� �'� � _ {I � � � � � ��� I� � ; � — � — � � - -- - i1 �� I ,,I . „ i � �E E E E ' — — � — — � — — ' I . ZA \ -- _— � — � ! _ i ' , u � _ � i � i t1 � ' �_ _-_- �`___ - _ _ _� — _ — — — — �_�` 'I ..'I 9 � �I � I• � .' i�i 1 �.I �` I ���I ' `�/i I f 1� — _ � � �..- �\ E E,_ �E- E _ �� J't I a �i ._ L' �� ��� �."I � . ; �; TMORGAN A VE NE' �� �; —� \ � ' ' �s '� �;— <. . - '_ _ —"/— . �`�,i--T�{ ' � �, ;- _ - � _ - _- �a �<.CC<��< __ , L � _;:1 ._ � � , ,�.� � ; .��-_ • : _ _ � � a� ; , , gi �. � ; ., � � i '- - - � � � � • -- - = -- _- --_ _�p - - -"�._- - - - - _ _ , - � � ____ i � . • � � I I�1'��� ' �_ _ ' - � �� - -� " .G.E _._ �_� . . , . � ---- - ---- --- �� � , i> L .--__ J . .�a� ___ . �. ` 8 `�� ����.• � TRACT G � A� F � j • /� _- �i i — _I - — , — � —;- — � — — — � — �� I 1�, ,N � � � TORM DRA!NA ) - n .�5:.0 i / /� T�� g )I I I D�1GhE. , - ,— ' (S , GE - I TRA CT A , , - - BASIN B ,. ,'� _ J. ,�I � ��/ ;LANDSCAP_) � I I I I ' i !._ �� - �8 ,.+ '',: cana R.ce� i � ,� � ' � , { ' �- � I �� r,�; TOTAL AREA = 7.23 AC �' � �5�,� � I 1 �" � I�I�• _,� ('�� N G P A = 1.23 AC LOTS 32-34 WlLL D�� 6,,,0, _ ��.� �I 1 2' � ' 3 � � 4 � 5 � 6 � � � ` - ' , - ' , ^ . , DRAIN TO WFTLAND fLE\Ug:DC7A6ft0<" � - . I I" ,= ` I i � I I : � � , � - I ., f � IMPER�IOUS = 1.82 AC . rg : _ �,_ l� L � - � L ��- � l - -`= I_ _ 7 I I� �F: TRACT F � �_ J `' � �°" I � �__j\�I' � � - r� � �� ;=i(R.b.w. DEDICATION) PERI/IDUS = 3.00 AC ._� � I — ---- — -- -- - -- -- - -- ' . � ___,_� . � 1 � .� � ___. �.... __.�. .._ - -.:�, __-�-. �..�J._�. �. -._� .._�_ ..�._.�.__..:.�t_.� -�_�_._�. T . _ - =�--- . _ ' .__.'____ __-_'_-_'__. _-' -_.____ '._"_.___ ._"__ .-_._'. -_ . 5,���� ...�- �;SSItl) 1 . t^ ' ...:.:.. 59rW K Y �.�`--- 6GiD0�� `_. � _'.6_�viiOG �$ - . _ t � ' _ � ��fi � � . . .. . _ .. .. . . � : _ .�-;�— —, � NILE A VE NE— . , , �. .� .f,- � � : . _.; T ; ;_ - — - --- — — — — — � � ' - � (N O T OPEN): - -- — — -- -- _ :j " • , i _ - - -- - _ _ ---_- —_ _---•------ --------_ _. - __.__ � - _ . , T___, ,-, ,__ BASIN A TOTAL AREA = 8.66 AC LOTS 12, r3, 24, � o NGPA = 0.66 AC AND 25 WILL DRA1N � 1MPER1/lOUS = 2.76 AC TO WETLAND �4MPNaT��.,��� � PERI/IOUS = 4.37 AC UVIF�SIGYED.ti�D_= -'�_ � ABRE-0���� ` .10B y1�13En L —- � ,� Fi�uRE �� .J Techf�icallr�rorntation Report for:LforQan Plnce Ju�7e 1, =001 Runoff time series were created usin� the reduced 8-year data. The hourly series �vas used to size the detention facility. The regional scale factor is 1.0 and the soil type is till. All pertinent calculations and printouts for the time series are included within this report. Facility Desi,�n The detention facility ���as sized by trial and error in accordance with the KCRTS detailed routing method. The design intent for the detention facility is to maintain the duration of high flows to their predevelopment levels for all flows greater than one-half of the 2-year peak flow up to the �0 year peak flow (Level 2 flow control standard). Four lots within each of the basins will be dispersed upstream of the existing wetlands to maintain the existing flo�us. BASIN A (pond located in Tract B): A pipe system will be installed along the south side of NE 4`h Street to convey existing flo���s from the �,�;� -��,�� t,�;l-.,,r3,.�: Tfl -'I,,1,-� +��� ,�la��nt;,,n fn�;�;r�, �,,;�� 1�� �;-»�I f,��� °r.' . ��.irl'in t�,C, plat onl.. i J1iC _-�t"�a = �.b�> � �i NGPA = 0.66 �\o; �l t,c�rt o�D�tcn:ion Sizir.��1 Till Pasture = 4.00 acre� Till Forest = -�.00 acrzs �lch _=equency Asia"_ysis —~ie S�r=as F=_e c�r�de; . ___ Pr�=�ect Location:Sea-_ac ---�nnual Pe�k Flow Ra�es-- �-��.� �'�eq��.er_c, Ana-ys--�------ _=�;•r Rate Ra:�k Ti_ne of °�a'.� - - Peaks - - �ar.k Retu-r_ �rcb �=Sj (�FS) ?ericd G. 534 2 2/09/C� 18 :00 0.772 1 100.00 0. 990 _ . '_�0 7 1/05/0� 10: 00 G.534 2 25.00 0. 960 ��. '�9 3 2/28/Q3 3: OG Q.4�4 3 10. 00 0.900 ='. G33 8 3/24/Q4 i9: 00 0.426 � 5.00 0.80'S = . �54 e 1/05i05 R : CO Q. 395 5 3 .00 0. 6E- _ . =2c 4 1/18/�6 2��:OG C�.254 6 2 .00 O.SCQ = . �95 5 "-1i24l06 4 :00 �. l?C 7 1 .30 C .23- �� . -,2 1 1/Gg;���? 9:00 0.^3� 8 1. 1C 0 .��'�- ,.�_ �__.. _ .,�.KS � . ..._ JC . �C .. . �r�J Petersei� onst� ti��,� ��gi�zeers Pa,�e 1� Technicallnformation Report for:tfo�;oan Place June 1, 'OGI Developed Conditions: Impervious Surface: Roads = 1.09 acres 23 lots (3000 sf/lot) = 1.�8 acres � Total Impervious = 2.67 acres, Till Grass = 4.37 acres 4 Lots to ��'etland = 0.96 acres — Flow Frequency Analysis Ti�� Series File:dev.ts= �r���ct Location:Sea-Tac --�r.nual Peak Flow Rates--- -----Flow Frequency Analys=_s------- =io�,: Rate Rar.k Time of Peak - - Pea;�s - - Rank Return Prob ,�FS) (CFS) Period 1_04 5 2/09/0"_ 2:Q0 2. 18 1 100. 00 0. 990 � .770 7 1/05/02 16:00 1.26 2 25.00 0. 960 1.26 2 2/27/03 7:00 1�L9__- 3 10.00 0.900 � .?47 8 8/26/04 2: 00 1.08 c 5 .00 0. 800 � . 919 6 10/28/04 16: 00 1.04 5 3.00 0.667 = . �9 3 1/18/06 16: 00 0. 919 6 2 .00 0.500 = . �8 4 10/26/06 0: 00 D.770 7 1.30 0.231 ._ . "�8 1 '_/n9/C8 'o: Gn C, �4� 8 1 . 1C 0. �91 ����__=_d . ��k� i . =_ �_ . � � . . _ �i P�?�r�,r;�7 C'unst<<ti;��ti�giite�rs P�r,e r! Technical lnformation Report for MorQan P(ace June 1, 2001 Facility Sizing: This facility was sized using the 1998 KCSWDM Level 2 standard. The followina is the output from KCRTS. y Retenticr./De�ention Facil_ty Type cr Facility: Detention Pond Side Slc�e: 2.00 H: _V Pond Bottom �eng�h: 145.20 f� Pond Botton wia�h: 72. 60 ft Pond Bottom Area: �05Ci . sq. ft Tcp �rea at 1 ft. rB: 10880. sq_. ft 0. 388 acres Effective Storage Depth: 5. 50 ft Stage 0 Elevatior: 926.00 ft ' Storage Volume: 72040. cu. ft 1. 654 ac-ft Riser Head: 5.50 ft Riser Diamet�r: 12. 00 inches Nur,�ber of orif�c�s: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0. 00 1.15 0.084 2 4 . 1Q 3.40 0.371 6.0 Top Notch Weir: None Outflow Rating Curve: None Hyd Ir.flow Outrlow Peak Storage marget Calc Stage Elev (Cu-Ft; {Ac-Ft) �ra�r 1 2. 18 C.73 1.17 5. 67 43'_. 6? 74720. 1.715 2 1.04 ******* 0.45 5.47 431.47 71492. i. 641 3 1 .26 ******* 0.3� �.00 431.00 64332. 1. 477 4 1.0� ******* 0.31 4 .65 430.65 �8996. 1. 35� ��;�5 1_09 ****_*-*-*-.-___ 0.�_ � .29 430.29 53596. 1.230 .yyf6 0.92 ******_* _ ___0_.Qg_ 4 .18 430. 18 52045. 1. 195 7 �0.77 ******* 0.07 4 .08 430. 08 50594 . 1. 161 8 C .75 ******* 0.0� 1.8� 427 . 84 20�?? . G.479 ---------------------------------- Route Time Series through Facility Inflow �-_*�e Ser'es Fil�:dev.tsf OLtflow Time Series File:rdout In_low/Outf'_ow Analysis Peak Inf-iow Discr_arge: 2.'_9 CFS at o:00 0:� �an 9 in Year 8 ?ea:s Outt--ow Discharge: 1."_7 CFS at 10: �0 0�: �an 9 in Year 8 Feak Res�=voir Stag�: 5.67 Ft Peak Reservoir �le��: 431. 67 Ft ?eak R.�servoir Sto_age: ?4720. Cu-F� . l.?15 Ac-F� eterson onszr ting ngineers age i Tec%nical Informntion Repor•t for:lfor,gnr7 Plcrce Jtrr7e 1, �OJI Duration Comparison Anaylsis 3ase �i�e: pred�v. '�sf New =iie: _riou�.ts= Cutoff Units: �ischarg� ��:� �F� -----rraction of Time----- ---------Chec?c of Tolerance------- Cuto=f Base New �Change Prc�ability Base Ne�a '�C�ange 0. 123 I 0. 97E-02 0.96E-02 -52.0 I 0• 97E-02 0. 123 0.074 -39. 9 0 . 155 I 0. 65E-02 0.31E-02 -51. 3 I 0. 65?-02 0. 155 0.092 -40.7 0. 186 I 0.51E-02 C.26E-02 -47 .7 � 0.51E-02 0. 186 0. 113 -39.5 0.218 � 0.38E-02 0.21E-02 -44 .2 � 0.38�-02 0.2i8 0. 139 -36.? C.250 I 0.29E-02 0.18E-OZ -37 . 1 I 0.29E-02 0.250 0. 168 -32 . 3 C.282 I 0.22E-02 0.19E-02 -39.0 I 0.22r�-02 0.282 0.205 -2? . i 0. 313 I 0. 15E-02 O.10E-02 -34 .0 I 0. 15E-02 0. 313 0.266 -15.2 0.345 � 0. 11E-02 0.73E-03 -32. 8 I 0. 11E-02 0. 345 �. 308 -1Q. 6 0.377 � 0.65E-03 0. 38E-03 -?2.5 I 0.65E-03 C.377 0. 354 -6. ; O. a08 I 0.3�E-03 0.23E-03 -39. 1 � 0.38E-03 0. 408 0.378 -7 . � 0.440 I 0.21E-03 0.82E-04 -61.5 � 0.21E-03 0. 490 0. 4i4 -� . ; 0•�72 I 0. 15E-03 O.00E+00 -100.0 I 0.15E-03 0.472 0. 428 -9. � 0.504 � 0. 98E-04 O.00E+00 -100. 0 � 0.98E-04 0. 504 0. 437 -13. � There is no oositive excursion P?aximum n?gative excursior. = 0.0-� �is ;-•=1.5�) eccuring at 0. 170 cfs en the Base Da�a:predec.ts� and at O.C�99 �fs cn tn� New Data:rdo���.tsi P�fcl"�J71�.Di7S2llIl)io -i?ofi?2�i'S P;���� �t. Technical lnja•mation Report for tllor,Qan Place Jtrne 1, ?001 ► 0 `X � � �-C�Ci�J:.�:�Ut" <:' � o t`,r�et.��f�_�r ♦ ` U �'' � � �... �? M ` ,..`,. ' (� O � N �..__�',i � O � �. '1i; LJ � . • — . O �I �I�� i 10 -� 10 �`� 10 -' 10 -2 10 �� 10° � Probability Exceedence i Wetpond Sizina: — + - I V�— [0.9A; 0.2�A�g](R) Where: _[09(116,30�)+0.25(198,198}](0.039) Vr =Runoff Volume from Mean Annual Stonn II (c fl = 6.014 cf Ai =Area of Impervious Surface (s fl Ato=Area of Till Grass(s� Vb = Required Wetpool Volume (c fl �' — ('V f = Volume Factor(3.0 for basic pondsj ' b—J r R =Rainfall from Mean Annual Storm (ft) = 3.0 (6,01�) = 18.04� cubic feet (from KCS��'D�1 Fi�ure 6.4.1.A) Volume Pro�-ided in the Vvetpond = 32.919 cubic feet �i'I'�'l'�Cf2 .Oi1511�i117� 11�I1722J"S QoB ly Technrca!Information Report for A�IorQan Place Jirne I. ?001 OtiTLET RISER The outlet riser for the combined detention / wetpool facility was sized per Section 5.3.4 of the '98 KCSWDM. A 12-inch diameter riser, with 0.50 feet of head can convey 2.67 CFS. The 100-year developed peak flo�i� is 2.18 CFS; see Section 4. Qox�icE — �.78? � D- z H � ' �t'here D = diameter (ft)— 1.00' H = head (ft) —0.�0' QORIFICE- �•78� � ll.00�'- x (0.50)"'- = 2.67 CFS E1�IERGE?�CY SPILL�VAY The erleraenc} spill��a�� «as sized per Section �.�.1.2 of the '98 KCS«"D`t. The follo«�inQ equation was used to size the spillway: L = [Q,00 / (3.21 H3'")] —2.4H or 6 feet minimum `�'here Q1e0 =peak flo�v for the 100-year runoff event(CFS); Q,o� = 2.18 CFS H =height of water over weir (ft); H=0.2' L = [2.18 / (3.21 (0.2)'"-)] —2.4 (0.2) L = 7.25; a 10' spillwaj- has been proposed SECO�tDARY OVERFLO«' A secondary overflow has been designed in case the inlet to the control structure becomes blocked. The `jailhouse" has been designed to convey the 100-year developed storm using the weir equation above and H = O.S. L = [2.18 / (�.21 (0.�)';'-)� _ �.4 (0.5) L = --1 foot Pererson oi�su tif7� iroi;ieers Puge -U Technrcul lnjormation Report for,llorRan Place June 1, 2001 BASIN B (pond located in Tract G): Existing Conditions: Site Area = 7.23 NGPA = 1.23 (Ivot a part of Detention Sizing) Impervious Surface = 0.09 acres Till Pasture = 3.74 acres Till Forest = 2.17 acres _�--._ �.v� Flow Frequency Analysis Time Se�ies File:oredev.tsf Project Location:Sea-Tac ---Annual Peak z'low Rates--- -----Flow Frequen��y Azalysis------- Flow Rate Rank Time of Peak - - Peaks - - Ran'.{ Return Prob (CFS) (CFS) Period 0. 414 2 2/09/O1 18:00 0. 649 1 100.00 0. 990 0.153 7 1/OS/02 i6:00 0 4 41 2 25.00 0. 960 0.364 3 2/28/03 3:00 �4. 3 10.00 0. 900 0.040 8 3/24/09 19:00 0.344 4 5.00 Q.800 0.208 6 1/05/05 8 :00 0.326 5 3.00 G.667 0. 344 4 1/18/06 16:00 0.208 6 2.00 0.500 0. 326 5 11/24/06 4 :00 O.1T�3 7 1.30 0.231 0. 649 1 1/09/08 6:00 0.0�0 8 1. 10 0.091 Computed Peaks 0.571 50.00 0.980 � i eterson onszr ting ngirzee�•s age _ � Technical Information Repa�t for rt�for,r;an Place June 1, 2001 Developed Conditions: Impervious Surface: Roads = 0.79 acres 1� lots (3000 sf/lot) = 1.03 acres Total Impervious = 1.82 acres Till Grass = 3.00 acres �+ t�h, _ (.r`c� ov�.o Flow Frequency Analysis T�me Series File:dev.tsf Proiect Location:Sea-'_'ac ---Annual Peak Flow Rates--- -----Flow Freq_u?ncy Ana'_ysis------- Flow Rate Rank Time of Peak - - Feaks - - Rank Return P-ob (CFS; (CFS) Period 0.709 5 2/09/O1 2: 00 1. 49 1 100. 00 0.990 � 0.525 7 1/G�/02 16:00 0.864 2 25.00 0. 900 0. 869 2 2/2?/03 7:00 0.747 3 10. 00 0. 9QC� 0. 5C9 8 8/2'n/09 2:00 O.i39 4 5. 00 0. �00 0. 627 6 10/28%09 16:00 0.709 .5 3. 00 0. 667 0.747 3 1/13/06 16:00 0.62? 6 2. 00 0.500 0.739 4 10/26/06 0:00 0.525 7 1.30 0.231 1. 49 1 1/09/08 6:00 0.509 8 1. 10 0.091 Computed Peaks 1.28 50. 00 0. 980 ' Facilitv Sizing: This facility was sized using the 1998 KCSWDM Level 2 standard. The follocving is the output from KCRTS. ��tentieniDetention Facili�y Type oL Facil�ty: Detention Pond Side �lope: 2.00 H: lv Pcnd Bottom L�rcth: 145.20 f� Pond Botto�n n'idth: 72. 60 ft Pond Bottom Area: 10541. sq. ft �op A~ea at 1 f�. FB: i5040. sc. ft 0.3�5 d�re.= Effective Sto_age D�pth: 3.7� f� Staqe C El�vatio�.: 93? .75 r� Storag� �Jalume: ^-_5935. c�.. r� 1.055 a::-ft ' Riser H2ad: 3.?5 ft � � Ris�r Di�me��e~�: 12.00 inch�s Number of ori=ice�: 2 rull =�au Pi�� Or'_=ic� # H�i;ht Diar�.eter Discrarce Diame�er , (ft) ;in; ;C'rS) (ini ' 1 O.C�O 1.10 O.G64 � 2 3.G�� 3.50 0. 288 5. ;_ '?'op No�ch r�'?i�: Ncne OL�=1o�a Ratir., Cur�re: D]or_e Peterso�� onst�ting ngineer•s P�r�e :_ Teclri�ica!Inrormation Report fa•:LIor,Qan P(ace June 1. ?001 �i'_='U _"_�O��i �llttlO��i D:..:.. J�O'_"c��� Ta_get Cal� Stage Elev (Cu-Ft) (Ac-F�; 1 1.49 0.58 0.96 3. 90 441. E� 48030. 1. 103 � 0.71 ***�*** 0.35 3.74 441. 49 45823. 1. G52 3 0.86 ******* 0.30 3.52 441 .27 42700. 0. 980 4 0.�4 ******* 0.24 3.29 441.04 39603. 0.909 5 0.�5 ******* 0.09 3.11 440.86 37169. 0.853 � 0. 63 ******* 0.06 2.89 440.59 33576. 0.771 G `,3 *xx**** n.05 2. F2 �40. 37 30651. 0.?0� � � .51 _'_� _ _. . =�-] ` . ,_� _�� . �'�� �_.,_; . :�. �_ . --------------------------- Route Time Series through Facility ��:rlos.� ^ime Series File:d�v.csf �.:�rlow ^ime Series File:rdout �rf'_ow/Out`loUr Analysis Peak Inf'ow Discharge: 1.49 CFS at 6:OG on Jan 9 in Year & Peak Outflow Discharge: �.960 CFS at 10:00 on Jan 9 in Year �3 Feak �eservoir S`ag�: 3. 90 Ft �eak Reservoir �'l�v: 49i. 65 Ft FeGk :=ce�__ ��_r ,.�c_aqe. 48030. Cu-�t . _. 1C3 i=�-�t ---------------------------------- Duration Comparison Anaylsis �ase File: predev.tst New F�_le: rciout.tsf ���tctr :,-_ts : �ischarge ir. CFS -----Fractien of Ti:ne----- ---------Check of !ole_ance------- '�>>-_-_ �ase Nesa 3Change Probability Base :Vew �Change ���. 1G4 � 0. �3E-02 0.26E-02 -68.2 I 0. 83�-C2 0. 104 0.057 -�5.3 0. 128 � 0. 60E-02 0. 19E-02 -67.5 � 0.6Q:.-C2 0. 128 0.063 -50. 8 0. 152 � 0.9?E-02 ��. '4E-02 -70.2 � 0. 4?E-C2 0. 152 0.075 -50.7 Q. 176 I 0.35E-02 G. 12E-02 -66.2 � 0.35E-02 0. 176 0.088 -50.2 G.2G0 j 0.27E-02 �. 10E-02 -60.7 � 0.27E-uL Q.2Q0 0. 104 -?8. 1 Q.224 I 0.20E-02 0.96E-03 -51.2 I 0.2CE-02 0.224 0. 128 -42. 9 C',248 I 0. �4E-02 0.64E-03 -53. 6 I 0. 14E-�2 �.2�8 0. 155 -37.3 0.2?2 � 0. 96E-03 0.42E-03 -55. 9 � 0. 96E-�3 0.2;2 0.227 -16.5 0•295 I 0.72E-03 0.28E-03 -61. 4 � 0.�2E-03 0.295 0.24� -18 .4 �. 319 � 0.39E-G� 0. 16E-03 -�8.3 � 0. 39E-03 C .319 0.�8C -?2.4 0. 343 � G.21E-03 0.99�.-09 -;6. 9 � 0.21E-03 C.343 0. 304 -11.3 0. 36? � 0. 13E-03 Q.00E+O� -100.0 � 0. �3E-03 ��.367 0. 328 -=C.8 0. 391 I 0. 65E-04 O.00E+GO -1C0.0 I 0. 65E-04 C.391 0. 34i -'2.8 ,here is no pos;-tive excursic� P•1ax�^lur,i negat��ve �xcursio:� = G.06? cfs ;-�1.0�) O�C'�'_P� 3t ��. i�2 C=S �:': -_'1� �dS�' Cata:_ _�..�-:. _sr ,.�'.ti c= , . f�:�� �_`.: �., �r?: �`]��.. _.,__. _uf�'Ct. :St �i'Ic/:C�77L03752(IIil7� �i1�i11c'ei"S PQ�� __ Technical lnfor�r:ation Repo�•1 for lllor,�an Place Jt�ne 1, ?001 � a x � � p ♦�-�;R 't'r-�:_1: d'_;r , �''�----�_••.ti,.�, �c�i-C�'V i.i.�'_ll- ♦ � �, ':.� ;y � � ��� �� U `�:>, � y` � `� `','�:;� � ;�r� i �' ��ir N �y �� �c�`"' � � o .;.\ « � vu- � `�r,. *;R .`. ♦ t� f, N r- � ❑ O •��;� 00 , _ ; ,���_ o �'�`�- O I �TTflll 1 C �5 10 -4 1 G �' 1 i) -Z 10 -� 10° Probability Exceedence ��"etpond Sizin�: �', _ [0.9 a; + 0.2�,a,.](R) «'here: = [0.9(?9?;91-0."_'�(l�i�.�;90)]f0.0�9� �'r = Runoff Volume from �1can :lnnual Storm (c� _ � -,�.i 1 �t Ai =Area of Impervious Surface(s� At�=Area of Till Grass(s� Vb =Required �Vetpool Volume(cfl `' - �' f =Volume Factor(3.0 for basic ponds) b —� r R =Rainfall from Mean Annual Storm (ft) _ �.0 1�-�.`'Ol1 = 1�'.60-� ctibic i�et (from KCS��'Dti�t FiQtire 6.4.1.A) �'olui��e Pro��ided in the ���et�ond = �'6.�-�6 cubic f�et P�°r�����,;;? �-„�si�rri;���E,�;i�ie�r� Pu�,�� -� Technical Information Report for:Llor�an Place June 1, 2001 OUTLET RISER The outlet riser for the combined detention / wetpool facility was sized per Section 5.3.4 of the '98 KCSWDM. A 12-inch diameter riser, with 0.50 feet of head can convey 2.67 CFS. The 100-year developed peak flow is 1.56 CFS; see Section 4. Qox�icE — 3•782 x D' x H `" Where D =diameter (ft)— 1.00' H =head (ft)— 0.�0' QORIFICE - -�•782 X �I.00�' a (0.�0)"'- = 2.67 CFS ENTERGENCY SPILLVVAY This pond is a cut pond and therefore �vill not have an emergency overflow spillway. However a 48-inch Type II catch basing with a birdcage grate will be provided as an emergency overflow structure. eterson onszr ting r�gineer•s age �� Technical lnformation Report for�L1orRan Place J��ne I, 2001 SECTION 5 - CONVEYANCE SYSTEM ANALYSIS & DESIGN A backwater analysis was performed for the pipe s}�stems that drain to the tvvo ponds. Both systems have adequate capacity to convey the 25- and 100-year storms ���ithout overtopping, please refer to output provided in Appendix A. The existing 24-inch pipe systems ���ithin NE 4`° Street have been continued throu�h this plat on both the north and south side of the street. This system wrill have sufficient capacity to convey the upstream flows. The proposed s}-stem ���ithin the unopened L�ons a��enue riaht-of-��a}' ��ill con��e�� outflo�� fi-om the southerly pond. The 12-inch pipe has sufficient capacit}� to convey the proposed flows. The culvert crossing at NE 2"d Street is flat, based on the survey data. This pipe is currently passing the upstream flows without any overtopping or erosion, however it is proposed to leave the cro�sinQ pipe as is. SECTIO` 6 - SPECIAL REPORTS AND STLTDIES A �vetland report �ti-as prepared b} Chad Armour for this site. SECTION 7 - OTHER PERIVIITS \one kno�tin. SECTION 8 - ESC A\ALYSIS AND DESIGN Several standard erosion control procedures �r,�ill be utilized by the contractor to minimize the amount of erosion and sedimentation perpetuated by the construction of the site. Some of the measures include a rock-lined construction entrance, filter fence, and standard ground cover practices. A construction sequence will be used to minimize the impacts of the construction to onsite erosion. The permanent detention facility will be used as a temporary sedimentation pond, the required surface area is calculated belo��, per Section D.=�.�.2 of the KCS��-D���1: �Bf`�'1'S�ii1 �.�U77S2!lflii��E'.i7�:37'dC�!'c Ppo� _r5 Technical Inrormatlon Report ror:11arQnn Place Jzu�e 1. 2001 BQSli1 f� SA=2 x Q 1 p /0.00096 ���here SA=required surface area at top of riser Q10— 1.09 cfs(See Developed Conditions) SA=(2 � l.09)/0.00096=2,270 SF The detention pond as designed has a surface area of 17,151 SF at the top of the riser. The permanent control structure will be used for the temporary facility, ��-ith the addition of�ravel to ' restrict the bottom orifice,to increase residence time in the pond. ' Basin B SA=2xQ10/ 0.00096 �i-here SA=required surface area at top of riser Q10 —0.747 cfs(See Developed Conditions) SA=(2 x Q.747)/0.00096= 1,556 SF The detention pond as designed has a surface area of 17,116 SF at the top of the riser. The permanent control structure will be used for the temporary facility, with the addition of gravel to restrict the bottom orifice, to increase residence time in the pond. SECTIO\ 9 - BOr'D QUANTITIES & FACILITY Sti1�iMARY A bond quantities worksheet and declaration of covenant will be submitted after the first review. Facilitv summarv follo�vs. �C'fe'PS�i; Lu1152filfi7��175;%1�21'� I�'1�:? _— KING COUN rY. ��4'AS(IINGI'ON. SURFACE WATER ll�;SIGN :�1�1'_�IUAL STORi�iWATER FACILITY SUMMARY SHEET De��elopment Morgan Place Date 6/O 1/O 1 Location L��ons A��enue SE and NE 4`�Place. Renton. Wa ENGI�iEER ' DEVELOPER I Name: Jennifer Stei Name: Frank Reti•ard Firm : Peterson Consultin En ineers Firm: Abne Revard. Inc. ' Address: 4030 Lake Washin on Blvd. Suite 200 Address: 937� SW Conunerece Circle. Suite 7 Kirkland_ Wa.98033 Wilsonville.Or. 97070 Phone: 425-827-5874 Phone: (�03 )682 -8823 Developed Site: 15.89 Acres Number of lots 4� Number of detention facilities on site: Number of infiltration facilities on site: 2 ponds 0 ponds 0 vaults 0 vaults 0 tanks 0 tanks Flow control provided in regional facility(give location) Control structure located ne��t toponds No flow control required 2 Exemption number Downstream Draina e Basins Immediate Ma'or Basin Basin A Lower Cedar River Sub Basin Pu et Sound Basin Basin B Lower Cedar River Sub Basin Pu et Sound Basin Basin C n/a n/a Number&n�pe of water quality facilities on site: 0 biofiltration swale(regular/wet/or 0 sand filter(basic or large?) continuous inflow?) 0 sand filter, linear(basic or large?) 2 combined detention/WQ pond 0 sand filter vauit(basic or large?) (WQ portion basic or large?) 0 combined detention/wetvault 0 stormwater wetland ' 0 compost filter 0 wetpond(basic or large?) I 0 filter strip 0 ���eri•ault 0 flow dispersion 0 farm management plan 0 landscape management plan 0 oil/water separator(baffle or coalescing plate?) 0 catch basin inserts:Manufacturer 0 pre-settling pond 0 pre-settling structure: Manufacturer 0 flo«�-splitter catchbasin DESIGN INFORMATION INDIVIDUAL BASIN i A B C D Water iri�desi flow � 0.919 cfs 0.627 cfs n/a n/a Water Qualitt treated volume or wet nd Vr 32.919 cu. ft 26.5�6 cu. ft n/a n/a 1998 Surface Water Design Manual 9/1/98 1 KING COUNTY. WASHINGTOtvr. SURFACE WATER DFSIGN MANUAL DESIGN TOTAL INDIVIDUAL BASIN INFORMATION,cont'd Drainage basin(s) A B C D Onsite area 8.66 acres 7.23 acres n/a n/a Offsite area 0 0 n/a n/a T� e of Stora e Facilin• Pond Pond n/a n/a Live Stora e Volume 72,040 cu. ft. 45.935 cu. ft n/a n/a Predevelo d Runoff Rate 2-vear 0.2��3 cfs 0.208 cfs n/a n/a 10-vear 0.��4 cfs 0.36�cfs n/a n/a 100-vear 0.772 cfs 0.649 cfs n/a n/a Develo d runoff rate 2-vear 0.919 cfs 0.627 cfs n/a n/a 10-r•ear 1.09 cfs 0.7�F7 cfs n/a n/a 100-��ear 2.18 cfs 1.49 cfs n/a n/a T� e of restrictor RISER RISER n/a n/a Size of orifice/restriction No. 1 l,l� in. 1.10 in. n/a n/a No. 2 3.40 in 3.�0 in n/a n/a No. 3 n/a n/a n/a n/a No. 4 n/a n/a nla n/a FLOW CONTROL&WATER QUALITY FACILITY SUMMARY SHEET SKETCH All detention. infiltration and��ater quality facilities must include a sketch per the follo�r�ing criteria: 1. Heading for the drawings should be located at the top of the sketch(top right-hand corner). The heading should contain: • North arrow(point up or to left) • D9# • Plat name or short plat number •Address(nearest) • Date drawn(or updated) •Thomas Brothers page,grid number 2. Label CBs and MHs��ith the plan and profile designation. Label the control structure in writing or abbre�iate j ��th C.S. Indicate which siructures provide spill control. ' 3. Pipes--indicate: Pipe size Pipe length Flow direction Use s single hea�til�eight line �3. Tanks--use a double,hea�5��eight line and indicate size (diameter) 5. Access roads • Oudine the limits of the road • Fill the outline��ith dots if the road is gravel. Label in�vriting if another surface. 6. Other Standard Sj�mbols: • Bollazds: • •�• ■ ■ ■ ■ • Rip rap o00000 000000 Fences --x---x---x---x---x---x--- • Ditches ��->p--��D--�-->D 7. Label trash racks in writing. 8. Label all streets w�th the actual street sign designation. If��ou don't kno«-the actual street name. consult the plat map. 9. Inciude easements and lot lines or tract limits w�hen possible. 10. Arrange all the labeling or���riting to read from left to right or from bottom to top with reference to a properly oriented heading. 11. Indicate drn�e�;�a�-s or featzires that ma��impact access. maintenance or replacement. 9/1/98 1998 Siirface Water Desi�n Manual 2 Techrvrcal Iftfo�v�tatior� Report for;llor�an Place J:rrre 1. �001 SECTION 10 - OPERATIONS AND iVIAI�TENANCE MAl�tiAL The storm drainage elements requiring maintenance attention include the detention ponds, the storm conveyance lines, and Type 1 and 2 catch basins. Following are general operation and maintenance guidelines applicable for the proposed storm drainage system for the project. Peterco�� C ansir ti�z�E,ja�i�azers Page 3U APPENDIX A VIAIN'TENAI�CE STANDARDS FOR PRNATELY MAINTAIn�ED DRAINAGE FACILIT[ES NO. 4- CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect Condition When tJlaintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1-1J2 feet Structural Damage Structure is not securely attached!o manhole wall Structure securely attached to and outlet pipe structure should support ai least wall and ouUet pipe. 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to ouflet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tight;structure repaired or replaced and works as designed. Any holes—other than designed holes—in the Structure has no holes other siructure_ than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing cr damaged. Chain is in place and works as designed. Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as �- missing,out of place,ar bent orifice plate. designed. Obstructions Any Vash,debris,sediment,or vegetation Plate is free of all obstructions blocking the plate. and worlcs as designed. Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions potential of blocking)the overflow pipe. and works as designed. Manhole See"Closed Detention Systems"Standards No.3 See"Closed Detention Systems' Standards No.3 Catch Basin See"Catch Basins"Standards No.5 See'Catch Basins"Standards No.5 ; - � 'i , .,p II i` � �. a �� 9/1/98 1998 Sudace Water Design Manual A-4 APPENDIX A MAIN'TENAI�iCE STAND.ac:L�rvi�i'hi'�.�,�,i�L�t `.;:�1:��i.�.i\r,i� Dri:,l:�,��v� :�i��.i��� NO. 5 -CATCH BASINS � Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash 8�Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capaaty of the basin by basin opening. more than 109'0 Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debns in any inlet or ouUet pipe blocking Inlet and outlet pipes free of more than 1!3 of its height trash or debris. Dead animals or vegetation that could generate No dead animals or vegetafion odors that could cause complaints or dangerous present within the-catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If 2pplicable). Top slab has holes Iarger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. � all material is running into basin). Frame not siC�ng flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks,or maintenance person judges that structure is unsourd. Cracks w:der than 1!2 incn and longer than 1 ico± No cracks more than ii4 inch at the joint of any inl�U'o::tlet pipe or any evidence wide at ihe joint of inlet/outl2t of soil particles entering catch basin through pipe. cracks_ SedimenV Basin has settl=d more than 1 inch or has rotated 6asin replaced or repaired to Misalignment moro than 2 inches cur of alignment. design standa�ds. 1995 Surface�4'ater Design�tanu<il 9;I/98 �-� APPENDI3C A MAIN'I'ENANCE STANDARDS FOR PRIVATELY MAINTAI1vED DRAINAGE FACILITIES NO. 5-CATCH BASINS (CONTINUED� Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is petfiormed � Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10'/0 of the basin opening. to basin. Vegetation growing in inleVoutiet pipe joints that is No vegetation or root grov�th more than six inches tall and less than six ir.ches present. apaR. Pollution Nonflammable chemic2ls of more than 1!2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partiafly in place.Any open Catch basin cover is ciosed catch basin requires maintenance. Locking Mechanism M,echanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools_ than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover rzn be removed try one Remove applying 80 ibs.of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets desian standards Unsafe rusf,cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicab[e) standards. Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris. i � grate sur�ace. ' Damaged or Graie missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards. NO. 6 DEBRtS BARRIERS (E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When Comp�nents Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20%of Barrier cl2ar to receive c2pacity ' the openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place wi;h no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to to any part of barrier. design standards. �.. 9/1/98 1998 Surface Water Desion Manual A-6 � APPEI�'D[X A MAINTENANC�STANDARDS FOR PRN.ATELY h1AI�1TAINED DRAIiVAGE FACILITIES NO. 8-FENCtNG Maintenance Defect Conditions When Maintenance is Needed Results Expected When Components Maintenance is Performed 1 General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate Parts to a facility. security. Erosion Erosion more than 4 inches high 2nd 12-18 No opening under the fence that inches wide permitting an opening under a exceeds 4 inches in heiaht fence. Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1-1(2 inches. Top rails bent more than 6 inches. Top rail free of bends great?r Yhan , 1 inch. Any part of fence(including post,top rails,and Fence is afigned and meets design fabric)more than 1 foot out of design afignment. standards. Missing or loose tension wire. Tension wire in piace and holding fabric. Missing or loose barbed wire that is sagging Barbed wire in place with less than more than 2-1/2 inches between posts. 3/4 inch sag between post. Extension arm missing,broken,or bent out of Extension arm in place with no shape more than 1 1/2 inches. bends larger than 3/4 inch. Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posts or Protective Coating condition that has affected structural adequacy. parts with a uniform protective coating. Openings in Fa6ric Openings in fabric are such that an 8-inch- No openings in fabric. diameter ball could fit through. NO. 9-GATES � � Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Perforrned Genera( Damaged or Missing Missing gate or locking devices_ Gates and Locking devices in Members place. Broken or missing hinges such that gate cannot Hinges intact and lubed. Gate is be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aiigned ar,d vertical. more than 1 foot out of design alignment. _ Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands and ties in place. Openings in Fabric See"Fencing"Standard No.8 See"Fencing"Standard No.8 �_ 9l1J9S 199fi Surface�'�'a[er Desi�n hlanual A-8 APPEI�TDIX A MAII�"i'ENA:�CE ST�[�'DARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITTES NO. 12-ACCESS ROADS/EASEMENTS Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debns which square feet i.e.,trash and debris would fill up could damage tires. one standards size garbage can. Blocked Roadway Debris which couid damage vehicle tires(giass Roadway free of debris which or metal). could damage tires. Any obstrucUon which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot widtl'i for a distance of more than 12 feet least a 12 foot access. or any point res;ricting access to less than a 10 foot width. Road Surface Sett(ement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots,Ruts depth and 6 square feet in area.In general,any with no evidence of settlement, surface defect which hinders or prevents potholes,mush spots,or ruts. maintenance access. ' Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tall and less than 6 inches than 2 inches. tail and less than 6 inches apart within a 400- square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petrofeum hydrocarbons. in keeping with Health Departrnent recommendations for mildly contaminated soils or catch basin sediments. �,�- i Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoufder free of erosion and Ditches inches wide and 6 inches deep. matching the surrounding road. � Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches hirder mairtenance access. in height or cleared in such a way as to allow maintenance access. � 9/1/98 1998 Surface W'ater Design'�4anua1 A-10 APPENDIX A :vIAI1'TE�ANCE STAI�DARDS FOR PRIVATELY MAINTAItiED DRAIVAGE FACILITIES C.) Wetponds Maintenance Defect Condition When Maintenance is Needed Results Expected When r"� Component Maintenance is Pertormed � Wetpond Vegetatio� Vegetation such as grass and weeds need to be Vegeiation shouid be mowed to mowed when it starts to impede aesthetics of pond. 4 to 5 inches in height. Trees Mowing is generaily required when height exceeds and bushes should be removed � 78-inches.Mowed vegetation should be removed where they are interfering with trom areas where it could enter the pond,either pond maintenance activities. H hen the pond tevel rises,or by rainfall runoff. Trash and Debris Accumulation that exceeds t CF per 1000-SF of Trash and deb�is removed from pond area. pond. InIeU Outlet Pipe InIeU Outlet pipe clogged with sediment and/or No ciogging or blockage in the debris material. inlet and outlet piping. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in Pond exceeds the depth of sediment zone plus 6-inches, bottom. Bottom usually the first cell. Cii Sheen on Water Prevaler.t and visible oil sheen. Removal of sediment from pond bottom. Erosion Eresion o`,the pond's side slopes and/or scourinc o` 5lopes should be stabifized by t'ie p�nd bottom,that exceeds 6-inches,or where using proper erosion control continued erosion is prevalent. measures,and repair methods. Settlement of Pond Any part of these components that has settled 4- Dike/berm is repaired to Dikel Berm inches or lower than the design elevation,or specifications. inspector determines dike/berm is unsound. Rock Window Rock window is clogged with sediment. Window is free of sediment and debris. Overflow Spillway Rock is missing and soil is exposed at top of Replace rocks to specifications. F spiflway or outside slope. � 9/1/98 1998 Surface Water Design Manual A-12 � � H A � w a a � � S �- f .: - •' = T'.� V � _-_ .. .� -- - i� . BACI�9AlER COMPL'TER PROGRAM FOR PIPES Pipe data from file:sl-7.bwp � Surcharge condition at intermediate junctiors Tailwater Elevation:432.24 feet Discharge Range:1.61 to 1. 81 S�ep o� 0. 1 �cfs] Overflow Elevation:446. 03 fee� Weir:NONE Upstream Veloc_ty:2. fee:/sec PIPE NO. l: 59 LF - 12"CP @ 8 .41a OUTLET: 424.00 INLET: 428.96 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 434.00 BEND: 79 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.11 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***.*����***�****�����************��+*��*******����***��*���********�����*������ 1.61 3.50 432.46 * 0.012 0.54 0.26 8.24 8.24 3.39 3.50 0.76 1.71 3.51 432.47 * 0.012 0.56 0.27 8.24 8.24 3.44 3.51 0.79 �.81 3.54 432.50 * 0.012 0. 58 0.28 8.24 8.24 3.41 3.54 0. 83 PIPE NO. 2: 142 LF - 12"CP @ 0.503 OUTLET: 428.96 INLET: 429. 67 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 437. 04 BEND: 9 DEG DIA/WIDTH: 4.0 Q-RATIO: 0. 16 't Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ��*��+��,�����*******+*����*��+*****��****�*****��*�**�*�*�*���*�**��***������-a-� " 1.45 3.04 432.71 * 0.012 0.52 0.52 3.50 3.50 2.99 3.04 0.71 _.. 1.54 3.08 432.75 * 0.012 0.53 0.54 3.51 3.51 3. 03 3. 08 0.73 1.63 3.15 432. 82 * 0.012 0. 55 0.56 3.54 3. 54 3. C9 3. 15 0.76 PIPE NO. 3: 120 LF - 12"CP @ 0.48'� OUTLET: 429.67 INLET: 430.25 INTYP: 5 JUNC IvO. 3: OVERFLOW-EL: 436.00 BEND: 86 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.07 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HT^7I *�����*�*������*��**�*************���+*�*�********+**�+******���*��*�+�******** 1.25 2.66 432.91 * 0.012 0.48 0.48 3.C4 3.04 2.59 2.66 0. 65 1.33 2.73 432.98 * 0.012 0.49 0.50 3.08 3. 08 2.65 2.73 0.72 - 1.41 2.81 433.06 * 0.012 0.51 0.52 3.15 3. 15 2.72 2.81 0.74 PIPE NO. 4: 28 LF - 12"CP @ 5.61� OUTLET: 430.25 INLET: 431. 82 INTYP: 5 JUNC N0. 4: OVERFLOW-EL: 435.32 BEND: 5 DEG DIA/WIDTH: 4. 0 Q-RATIO: 3.77 Q(CFS} HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **����*�***�******�**����***�******�**�*�*��*�*****��+�***�*�**+����*����**���x 1.17 1.27 432.99 * 0.012 0.46 0.25 2. 66 2.66 1.12 1.17 0.62 1.24 1.24 433.06 * 0.012 0.48 0.25 2.73 2.73 1. 18 1.24 0. 65 1.31 1.34 433.16 * O.Gi2 C.49 0.26 2 . 81 2. E1 1.28 1.39 0. 67 PIPE NO. 5: 262 LF - 12"CP @ 3.3�5 OL'_LET: 431. 82 IAiLET: 440. 49 INTYP: 5 � JUNC NO. 5: OVERFLOW-EL: 443.49 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 1.5Q Q(CFS1 HrnT(,FT) H"�7 ELEV. * N-FAC DC DN TW DO DE HWO HT�vI **����x*�**�**��**��*x**�**��***�**��;.�+�*_**+�*���*x**�r��+�++*=r*+�*�ta-��x+�x 0.24 0.26 440.75 * 0.012 0.21 0.13 1.17 1.17 0.21 ***** 0.26 0.26 0.27 440.76 * 0.012 0.21 0. 14 1.24 1.24 0.21 ***** 0.27 0.28 0.26 440.77 * 0.012 0.22 0.14 1.34 1.34 0.22 ***** 0.28 PIPE NO. 6: 110 LF - 12"CP @ 1.56$ OUTLET: 440.49 INLET: 442.21 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 446.03 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.15 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO h'WI ���*����*��+**�++�+��+*����***�+*****�****+*�****��*�+*����*��*�*��+***��*��**� 0. 10 0. 16 442.37 * 0.012 0.13 0.10 C.26 0.26 0.13 ***** 0.16 ' 0.10 0.17 442.38 * 0.012 0.14 0.11 0.27 0.27 0. 14 ***** 0. 17 0.11 0. 17 442.38 * 0.012 0.14 0.11 0.28 0.28 0. 14 ***** 0. 17 PIPE NO. 7: 32 LF - 12"CP @ 1.00$ OUTLET: 442.21 INLET: 442.53 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HV�10 HWI **********��***�********��*��**�******�*+*�*�**�*�*�*��+**��****�����**�**+***� 0.09 0. 12 442.65 * 0.012 0.12 0.11 0.16 0.16 0. 12 ***** 0. 11 0.09 0.13 442.66 * 0.012 0.13 0.11 0.17 0.17 0.13 ***** 0.11 0.10 0.13 942.66 * 0.012 0.13 0.11 0.17 0.17 0.13 ***** 0. 11 , r �' � �� ; � i � t i ;��/ ,�. J..... . . - :: � / � _ . � .� r�;i l': � �- , � ,r, ___ , BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:sl-7.bwp Surcharge condition at intermediate junctions Tailwater Elevation:432.64 feet Discharge Range:2.47 to 2.67 Step of 0.1 (cfs] Overflow Elevation:446. 03 feet Weir:NONE Upstream Velocity:2. feet/sec PIPE NO. 1: 59 LF - 12"CP @ 8.41$ OUTLET: 424.00 INLET: 428.96 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 434.00 BEND: 79 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.11 Q(CFS) HW(FT) I-ITni EI,EV. * N-FAC DC DN TW DO DE HWO HWI *�*******�***�*+**+*��********�����**��*���*�*���*�********�-**+****�*********** 2.47 4.18 433.14 * 0.012 0.66 0.32 8.64 8.64 3.93 4.18 1.04 2.57 4.21 433.17 * 0.012 0.69 0.33 8.64 8.64 3.94 4.21 1.08 2.67 4.25 433.21 * 0.012 0.71 0.34 8.64 8.64 3.96 4.25 1. 11 2.77 4.30 433.26 * 0.0�2 0.72 0.34 8. 64 6.64 3.98 4.30 1. 15 PIPE NO. 2: 142 LF - 12"CP @ 0.50� OUTLET: 426.96 INLET: 429.67 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 437.04 BEND: 9 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.16 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *����*�***�*�****�****�******�******��*�****�***��*****�**************���****** 2.23 4.05 433.72 * 0.012 0.64 0.69 4.18 4.18 3.94 4. 05 0.91 2.32 4.13 433.80 * 0.012 0.66 0.71 4.21 4.21 4.01 4.13 0. 94 2.41 4.22 433.89 * 0.012 0.67 0.73 4.25 4.25 4.Q9 4.22 0. 96 2.50 4.32 433.99 * 0.012 0.68 0.76 4.30 4.30 4.18 4.32 0.96 PIPE NO. 3: 120 LF - 12"CP @ 0.48$ OUTLET: 429.67 INLET: 430.25 INTYP: 5 JUNC N0. 3: OVERFLOW-EL: 436.00 BEND: 88 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.07 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***�****�**���**�**�**�*****�*+��***�**�*****�**�*�**���***��****��**�*****�;��* 1.92 3.94 434.19 * 0.012 0.60 0.63 4.05 4. 05 3.77 3. 94 0.92 2.00 4.05 �34.30 * 0.012 0.61 0.65 4.13 4.13 3.87 4.05 0.95 2. 07 4.18 434.43 * 0.012 0.62 0.66 4.22 4.22 3.99 4.18 0.97 2. 15 4.32 434.57 * 0.012 0.63 0.63 4.32 4.32 4.11 4.32 1.00 � rIPE N0. 4: 28 LF - 12"CP @ 5.61$ OUTLET: 430.25 INLET: 431.82 INTYP: 5 JUNC N0. 4: OVERrLOW-EL: 435.32 BEND: 5 DEG DIA/WIDTH: 4.0 Q-RATIO: 3.77 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ��***�*�*�**������**��**�*****�************�***+*****��****,���*��**�***�******* 1.79 2.55 �34.37 * 0.012 0.58 0.31 3.94 3.94 2.43 2.55 Q. 83 1.87 2.68 434.50 * 0.012 0.59 0.31 4.05 4.05 2.55 2.68 0. 85 1.94 2.83 434.65 * 0.012 0.60 0.32 4. 16 4. 18 2.68 2. 83 0.87 2.01 2.98 434.80 * 0.012 0.61 0.32 4.32 4.32 2.82 2.98 0.90 PIPE NO. 5: 262 LF - 12"CP @ 3.31�5 OUTLET: 431.82 INLET: 440.49 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 443.49 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 1.50 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ��*********�+**��**�**�*���***��+*���**�����*��*��+*��**�*�*��*��*****��******* 0.38 0.33 440.82 * 0.012 0.26 0.16 2.55 2.55 0.26 ***** 0.33 0.39 0.34 440.83 * 0.012 0.26 0.17 2.68 2.68 0.26 ***** 0.34 0.41 0.39 440.83 * 0.012 0.27 0. 17 2.83 2.83 0.27 ***** 0.34 0.42 0.35 440.84 * 0.012 0.27 0. 17 2.98 2.98 0.27 ***** 0.35 PIPE NO. 6: 110 LF - 12"CP @ 1.56$ OUTLET: 440.49 INLET: 442.21 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 446. 03 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.15 Q(CFS) HWSFT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �**�**���+���*�*��*�*�**��+**���***���*���*��������***�*����**���*���**�**��**� 0.15 0.21 442.42 * 0.012 0. 16 0. 13 0.33 0.33 0.16 ***** 0.21 0.16 0.21 442.42 * 0.012 0.17 0. 13 0.34 0.34 0.17 ***** 0.21 0.16 0.22 442.43 * 0.012 0.17 0. 13 0.34 0.34 0.17 ***** 0.22 0.17 0.22 442.43 * 0.012 0. 17 0. 13 0.35 0.35 0.17 ***** 0.22 PIPE NO. 7: 32 LF - 12"CP @ 1.00$ OUTLET: 442.21 INLET: 442.53 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **>����*****�*����**�******************�*�*�****�**��*���************��*�*��*** 0.13 0.15 442.68 * 0.012 0.15 0.13 0.21 0.21 0.15 ***** 0.13 0.14 0.16 442.69 * 0.012 0.16 0. 13 0.21 0.21 0.16 ***** 0. 14 0.14 0. 16 442. 69 * 0.012 0.16 0. 14 0.22 0.22 0. 16 ***** 0. 14 v. 15 0. 16 442. 69 * 0.0?2 C. 16 0. �4 0.22 0.22 0. 16 ***** 0. 1� 2 J � ",:� � frj �' - . .. �S - l� � Y 'v'v'i if �O i-L. ;'e . �� . BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:s8-13.bwp Surcharge condition at intermediate junctions Tailwater Elevation:432.24 feet Discharge Range:l.36 to 1.56 Step of 0.1 [cfs] Overflow Elevation:435. feet Weir:NONE Upstream Velocity:2. feet/sec PIPE NO. 1: 38 LF - 12"CP @ 14.97$ OUTLET: 424.00 INLET: 429.69 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 433.90 BEND: 41 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ��*++�*�*������*+*�******����*�*�+�***�***�***��***���**�**��*��**�*+*�����*��� 1.36 2.64 432.33 * 0.012 0.50 0.21 8.24 8.24 2.60 2. 64 0. 61 1.46 2.65 432.34 * 0.012 0.52 0.22 8.24 8.24 2.60 2. 65 0.64 1.56 2. 66 432.35 * 0.012 0.54 0.22 8 .24 8.24 2.61 2. 66 0. 67 PIPE N0. 2: 126 LF - 12"CP @ 0.50$ OUTLET: 429.69 INLET: 43Q.32 I�dTYP: 5 JUNC NO. 2: OVERFLOW-EL: 437. 00 BEND: 90 �EG DIA/WIDTH: 4.0 Q-RATIO: 1.42 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �*����������******�****�*******�***���***�*�*,�-������+�*���*����*��*���*��****�* 1.36 2.25 432.57 * 0.012 �.50 0.50 2.64 2.64 2.17 2.25 0.72 1.46 2.29 432.61 * 0.012 0.52 0.53 2.65 2.65 2.20 2.29 0.76 1.56 2 .34 432.66 * 0.012 0.54 0.55 2.66 2.66 2.24 2.34 0.79 PIPE NO. 3: 32 LF - 12"CP @ 1.72� OUTLET: 430.32 INLET: 430.87 INTYP: 5 JiTNC NO. 3: OVERFLOW-EL: 440.50 BEND: 67 DEG DIA/WIDTH: 4.0 4-�TIO: 2.25 Q{CFS} HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HW� ��*��+�*�****��*�*�+�����*****�***�*�****��***+*+****�*****�*****�***�*��*���*� 0.56 1.72 432.59 * 0.012 0.32 0.23 2.25 2.25 1.71 1.72 0.42 0.60 1.76 432.63 * 0.012 0. 33 0.24 2.29 2.29 1.75 1.76 0. 44 0. 64 1. 82 432. 6° * O.G12 0.34 �.25 2 .34 2 .34 l. �C �. 82 C. 4� PIPE N0. 4: 157 i,F - 12"CP @ 0.50� Oti'TLET: 430. 87 INLET: 431.65. INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 440. 10 BEND: 20 DEG DIA/WIDTH: 4.0 Q-RATIO: 0. 56 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HFJI ���*++�+�*+*�*�����+***������*******��*����+,�**�������**x******�***�******�*��* 0.17 0.95 432.60 * 0.012 0.18 0. 18 1.72 1.72 0.95 0.95 0.23 0.19 0.99 432.64 * 0.012 0.18 O.i6 1.76 1.76 0.99 0.99 0.24 0.2C 1. 05 432.70 * 0. 012 O. 1G 0. 19 1. 82 1. 82 1. C5 1. C5 C.24 PIP� rd0. 5: 38 LF - 12"CP 2 C.50= CUTLEi: 431. 55 I:?LET: 43`�. 84 IN=zP: 5 JliNC NO. 5: OVERFLOW-EL: 435.00 BEN7: 80 DEG DIA/WIDTH: 2.0 Q-RATIO: G.2c Q(CFS) HW(FT) I-ITn7 ELEV. * Iv-FAC DC DN TW DO D� HWO HWI ******x***����xa *��*�**�*��*�*++�*+*���tx�*�***+*x*x*�****�*****�*+�+�+*******� 0.11 0.77 432.61 * 0.012 0.14 0.14 0.95 0.95 0.77 0.77 0.18 0.12 0.81 432.65 * 0.012 0.15 0.15 0.99 0. 99 0.81 0.81 0.19 0.13 0.87 432.71 * 0.012 0.15 0.15 1.05 1.05 0.87 0.87 0. 19 PIPE NO. 6: 32 LF - 12"CP @ 0.50$ OUTLET: 431.84 INLET: 432.00 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *���***�+******��*+***���****�**�**�**+*��*��*****�*�**�***�***�**�*��+�*�***** 0.09 0.62 432.62 * 0.012 0.13 0.13 0.77 0.77 0.62 0.56 0.10 0.09 0.66 432.66 * 0.012 0.13 0.13 0.81 0. 81 0.66 0.60 0.10 0.10 0.72 432.72 * 0.012 0.13 0.14 0.87 0.87 0.72 0.66 0. 11 i � I ' . -J � C�J��..� !!) �r _- i;-;:`! _ . � �.. . {'3 ;, ,�.'� ..f': r.- J . � !. �� • f BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:s8-13.bwp Surcharge condition at intermediate junctions Tailwater Elevation:432.64 feet Discharge Range:2.01 to 2.21 Step of 0.1 [cfs] Overflow Elevation:435. feet Weir:NONE Upstream Velocity:2. feet/sec PIPE NO. 1: 38 LF - 12"CP @ 14.97� OUTLET: 424.00 INLET: 429.69 INTYP: 5 JUNC NO. l: OVERFLOW-EL: 433.90 BEND: 41 DEG DIA/WIDTH: 4.0 Q-RRTIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE h'WO HWI *��**��+�***�**�***�*�******�**+������*�*���*��*���**+*�������***+**�***�*�***� 2.01 3.14 432.83 * 0.012 0.61 0.25 8 .64 6.64 3.06 3.14 0.78 2.11 3.16 432.85 * 0.012 0. 63 0.26 9.64 8.64 3.06 3.16 0.81 2.2I 3.18 432.87 * 0.012 0. 64 0.26 8.64 8.64 3.07 3.18 0.83 2.31 3.20 432.89 * 0.012 0.66 0.27 8 . 64 8.64 3.09 3.20 0.85 PIPE NO. 2: 126 LF - 12"CP @ 0.50� OUTLET: 429.69 INLET: 430.32 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 437. 00 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RATIO: 1.42 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **************��*��*+��**�*�*******�**�*******************�******�***+********� � 2.01 3.03 433.35 * 0.012 0.61 0.64 3.14 3.14 2.86 3.03 0.94 2.11 3.09 433.41 * 0.012 0.63 0.67 3. 16 3.16 2.90 3.09 0.97 2.21 3. 17 433.49 * 0.012 0.64 0.69 3.18 3.18 2.96 3.17 1.01 2.31 3.24 933.56 * 0.012 0.66 0.71 3.20 3.20 3.02 3.24 1.04 PIPE NO. 3: 32 LF - 12"CP @ 1.72$ OUTLET: 430.32 INLET: 430.87 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 440.50 BEND: 67 DEG DIA/WIDTH: 4.0 Q-RATIO: 2.25 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWT_ ********��*���*�***+****��***�*��*********�*����*�������*�*�***�**�**�*�******* 0. 83 2.53 433.40 * 0.012 0.39 0.28 3.03 3.03 2.50 2.53 0.53 0.87 2.59 433.46 * 0.012 0.40 0.29 3. 09 3.09 2.56 2.59 0.54 0.91 2.67 433.54 * 0.012 0.41 0.29 3.17 3.17 2.63 2.67 0.56 0.95 2.75 433.62 * 0.012 0.41 0.30 3.24 3.24 2.71 2.75 0.57 PIPE N0. 4: 157 LF - 12"CP @ 0.50$ OUTLET: 430. 67 INLET: 431.65 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 440.10 BEND: 20 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.56 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�**********�**��*���*******��*+���*�***��***�*��***�******�***�********+**���� 0.26 1.76 433.41 * 0.012 0.21 0.21 2.53 2 .53 1.76 1.76 0.28 0.27 1.82 433.47 * 0.012 0.22 0.22 2.59 2.59 1.82 1.82 0.29 0.28 1.90 433.55 * 0.012 0.22 0.22 2.67 2.67 1.90 1.90 0.29 0.29 1.98 433.63 * 0.012 0.23 0.23 2.75 2.75 1.98 1. 98 0.30 PIPE Na. 5: 38 LF - 12"CP @ 0. 50� OUTLE`I': 431. 65 IN?�ET: 431.84 IATTYP: 5 JUNC N0. 5: OVERFLOW-EL: 435.00 BEND: BO DEG DIA/WIDTH: 2.0 Q-RATIO: 0.26 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***�*�**��********+*****�******��******��***��+*�***��*�+�**+**�+****+****�***� �.16 1.58 433.42 * 0.012 0.17 0.17 1.76 1.76 1.58 1.58 0.22 0.17 1.63 433.47 * 0.012 0.17 0.18 1.82 1. 82 1.63 1.63 0.23 0.18 1.71 433.55 * 0.012 0.18 0.18 1.90 1. 90 1.71 1.71 0.23 0. 19 1.79 433.63 * 0.012 0.18 0.18 1.98 1. 98 1.79 1.79 0.24 PIPE NO. 6: 32 LF - 12"CP @ 0.50$ OUTLET: 431.84 INLET: 432.00 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **�***�*���*+***����+**+*******�*�+�**���**********************************�*�� 0.13 1.43 433.43 * 0.012 0.15 0.15 1.58 1.58 1.43 1.37 0. 13 0. 14 1.47 433.47 * 0.012 0.16 0.16 1.63 1.63 1.47 1.41 0.14 0.14 1.55 433.55 * 0.012 0.16 0.16 1.71 1.71 1.55 1.49 0. 14 0.15 1.63 433.63 * 0.012 0.16 0.16 1.79 1.79 1.63 1.57 0. 15 DATA FILE UTILITIES PROJECT: . PAGE J OF � PIPE DATA FILE NAME SJ�~ � .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVA:.ENT ROUND SIZE ML'ST BE IIQPUTTED PER FOLLOWING TA.BLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAI�;. OLD-ARCH NEW-ARCH 15" 18"X 11" 17"X 13" * 42" 50"X 31" 49"X 33" 18" 22"X 13" 21"X 13" * 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47^ 30" 36"X 22" 35"X 24" * 66^ 79"X 49" 77•X 52" 36" 43"X 27^ 42"X 29" * 72" 85"X 54" 63"X 57" INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS N0.5) # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE IN'�ET-TYPE �( S � S"f � Z- � L( �- �l�1 �IZ �G •iL KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO �( 3 =� '� � -' 7 � 0, �� # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE ZNLET-TYPE � i � � � � � LI J �'4 ��1 V G! � ..S - S KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(degl STRUCT.DZA/WIDTH{ft) Q-RATIO , -� �;,j �' �{ C / i i January 1, 1999 �� KCBW Documentatlon 6-1 'rJ � . $ECTION 6 PROJECT_ PAGE Z OF � � PIPE DATA FILE NAME SJ �T h- .BWP � LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE z � v ! -z- � �r 2�1. 6 -' �3 "' �� S � , -� :�E = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-R.ATIO U 3:�. :) �;) $�? `1 D <� �7 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE �� � � l � � L� 3J, l �� :..: , '�gZ S KE = K = N = C = Y = OVERFLOW-ELEt' BE v�-A:�'GLE{de�) S'"RliCT.DIA/U;IDTH(f t} Q-RnTIO �� 3.�, 3 Z c"_ `f � 7 � � - n LENGTH(_`t) DIA(iI:) PT_PE-TYPE CL"TLET-IE I_"�TLET-IE IIvLE='-TYFE j Z � � � � .�i .; �,F �' �i��L',y -� -� — 1 KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO - - �Z "' —� �= { S �? � LE�IGTH(f t) DIA{in) PIPE-TYPE OUTLET-IE IN',_.ET-IE ' INL�T-TYPE `� �� �1 �Z � t-'s!_ -, ' tr�f 2 7_ j � , KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO �=-t'—%,�, �� ' �Q Z ^� , lS # . LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � � ` � � � � i `I--i�, '; ; �'/L'�,�� � ;,,_ l ./ KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO '�_ '—(�-(�� � � T; � �^ �_ �� 6-16 �� KCBW Documentarion January 1. 1999 . $ECTION 6 PROJECT: PAGE � OF � PIPE DATA FILE NAME Sv�- ; f BWP # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE �^ , � �� �- g 3� l � I �, z ,���, �r� .,�y ., KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT_DIA/WIDTH(ft) Q-RATIO � , _ �! � �, �1 D �� y �:� # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE �I 1�- � � z I �-!1 �',S��' y�3.�. 3 Z 5 KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATT_0 �� 37, UU qj � ! Lt� # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE f� f Z ' �- ! � 3v, � ? �r3 �� 87 5 , KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO �-1 -rv,� ,_ � 7 �-I z % S- # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE IATLET-IE ' INLET-TYPE fl jS7 I �- ! 43�� ; =�3 �,�� S� KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO �'i��, v �� � � �5 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE L � J�� !.� 1 L'i j f �h:;^ y-1 5 !. r� "%. ' . KE = K = M = C = Y = OVERFLOW-ELEV B�ID-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO `�'3 � - � � Z '�,� U` �. � 6-16 �� KCBW DocumentaUon January 1. 1999 $ECTION 6 „ PROJECT: PAGE ``%` OF �1 � P I PE DATA F I LE NAME 5���� `- .BWP # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLE'i'-TYPE �3 j � / �v- 1 �,� �l.J = � ��,;: : � KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO `�'3 S, � -�-' Z �- # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE IDT ET-TYPE KE = K = ?�I = C = Y = OVER�LOin-ELEV BE_'�'7-I�NGLE(dec} STRUCT.D�Ai L4ID^H(f t} Q-Rr.TIO # LENGTH(ft) DZA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE — t KE = K = M = C = Y = Ot1ERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO # LENGTH{ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE ' INLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BFND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � 6-16 � KCBWDocumentarion Januaryl, 1999 2- J _ _ .. � i��V �s- ';;, . ! - % �. Yi, � ' �- BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:nl-7.bwp Surcharge condition at intermediate junctior.s Tailwater Elevation:440.61 feet Discharge Range:l.58 to 1.78 Step of 0.1 [cfsj Overflow Elevation: c./�/7,82 feet Weir:NONE Upstream Velocity:2. feet/sec PIPE NO. 1: 20 LF - 12"CP @ 21.40� OUTLET: 436.00 iNLET: 440.28 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 450.00 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RAT?O: 0. 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE Hu�JO HTnT� �*�*********�+*�***�+��+*��*+�*��*+��*��+�*�****+*���������***++*�**����*�*���� 1.58 0.62 440.90 * 0.012 0.54 0.21 4.61 4.61 0.54 ***** 0.62 1.68� 0.64 440.92 * 0.012 0.56 0.21 4.61 4. 61 0.56 ***** 0.64 1.78 0. 67 440. 95 * 0.012 0. 57 0.22 4 .61 4.n'1 0.57 ***F* 0. 67 PIPE NO. 2: 292 Lr - 12"CP @ 0.50= OUTLET: 440.28 INLE1: 441.74 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 445.55 BEND: 86 DEG DIA/WIDTH: 2.a Q-RATIO: 0.57 Q{CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO Iiti4I �������*���**����**********�*���*������������********��**�*+****�***********�x� 1.58 0.86 442.60 * 0.012 0.54 0.55 0.62 0.62 0.55 0.86 0.80 1.68 0.90 442. 64 * 0.012 0.56 0.57 0.64 0. 64 0.57 0. 90 0.84 1.78 0. °3 942. E? * 0.012 0.57 0.59 0. 67 0. 6i 0. 59 C. 93 0. 87 PIPE N0. 3: 185 LF - i2"CP @ 1. 12� GUiLET: 441.74 INLET: 443.82 II�TTYP: 5 JUNC NO. 3: OVERFLOW-EL: 447.07 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: O. �E 4(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HFJI ******�******�**�**�***�**+***********��*+�*���*��******�******�****�*****�***� 1.01 0.59 444.41 * 0.012 0.43 0.34 0. 86 0.86 0.43 ***** 0.59 1.07 0.6� 444.43 * 0.012 0.44 0.35 0.90 0.90 0.44 ***** 0. 6i 1.13 0. 63 444.45 * 0.012 0.45 0.36 0.93 0.93 0.95 F*F** 0. 63 PIPE NO. 4: 200 LF - 12"CP @ 0.50� OUTLET: 443.82 INLET: 444. 62 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 449.65 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.59 Q(CFS) HW(FT) F:W ELEV. * N-FAC DC DI3 TW DO DE HWO HWI ����****�*�*******�**x**+�**�***���*��*��*���*�*�*****������+�*�����*��*����*** 0. 64 0.46 445.28 * 0.012 0.34 0.33 0.59 0.59 0.34 ***** 0.46 0.68 0.47 445.29 * 0.012 0.35 0.34 0.61 0.61 0.35 ***** 0.4i 0.72 0. 49 �45.31 * 0.01? 0.36 0. 35 0. 63 0.63 G.36 �**** 0.49 P��E NO. 5: 71 Lr - 1G"CP � 'J. 49`� CJTi�E=. 444. 82 itiLE'�'. �4� ._ , I��1"'P: 5 JUNC N0. 5: OVERFLOL��-�L: 450.85 BEND: 89 Dr,G DIA/WIDTH: 4.0 Q-Rt�^IO: C. G2 Q(CFS) HW(FT) HTA ELEV. * N-FAC DC DN TW DO DE H470 HSVI +**;.��;�:-*+*�-**�*��>*�****,��;***�*�**_+,�*****xr��;+��x�*>*��+++*x+**�**++x*�+* 0.40 0.36 445.53 * 0.012 0.27 0.26 0.46 0.46 0.27 ***** 0.36 0.43 0.37 445.54 * 0.012 0.28 0.27 0.47 0.47 0.28 ***** 0.37 0.45 0.43 445.60 * 0.012 0.28 0.28 0.49 0.49 0.28 0.43 0.38 PIPE NO. 6: 65 LF - 12"CP @ 0.51$ OUTLET: 445.17 INLET: 445.50 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 447.62 BEND: 89 DEG DIR/WIDTH: 2.0 Q-RATIO: 0. 04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI +��**����*�+�++**+*�*�+**���*+********+��*+*+*�*��*�******�+*�*****+***�***�**+ 0.39 0.40 44�.90 * 0.012 0.26 0.26 0.36 0.36 0.26 0.40 0.35 0.42 0.41 445.91 * 0.012 0.27 0.27 0.37 0.37 0.27 0.41 0.36 0.44 0.42 445. 92 * 0.012 0.28 0.28 0.43 0.43 Q.28 0.42 0.38 PIPE NO. 7: 32 LF - 12"CP @ 0.50$ OUTLET: 445.50 INLET: 445.66 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HV70 HWI *+*��***��****��*�*�**���**+**+��*********+**�******�*************�**����*��*�* 0.38 0.32 445.98 * 0.012 0.26 0.26 0.40 0.40 0.27 0.32 0.28 0.40 0.33 - 445.99 * O.C12 0.27 0.26 0.41 0. 41 0.28 0.33 0.29 0.43 0.35 446.01 * 0.012 0.27 0.27 0.42 0.42 0.29 0.35 0.30 1 . 1 � 1pJ _ ._ � s f, _�., ,;>., . ;= ,-. _ , -- , i�-' - J�.,y; +�. �i� � /' I BACKWATER COMPUTER PROGRAM FaR PIPES Pipe data from file:nl-7.bwp Surcharge condition at intermediate junctions Tailwater Elevation:441.44 feet Discharge Range:2.26 to 2.46 Step of 0.1 [cfs] Overf�ow Elevation: e�t.�T S2 feet Weir:NONE Upstream Velocity:2. feet/sec PIPE NO. l: 20 LF - 12"CP @ 21.40$ OUTLET: 436. 00 INLET: 440.28 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 450.00 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0. 00 4lCFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ��**���*�**��****��*+***���*******�*****��+��*���+***��*���***********������**� 2.26 0.77 441.05 * 0.012 0.65 0.25 5.44 5.44 0.65 ***** 0.77 2.36 0.79 441.07 * 0.012 0.66 0.25 5.44 5.44 0.66 ***** 0.79 2.46 0. 81 441.09 * 0. 012 0.68 0.26 5.44 5. 44 0. 68 ***** 0. 81 2. 56 0. 83 441. 11 * 0.012 0.69 0.26 5.44 5.44 0.69 ***F* 0. 83 PIPE Na. 2: 292 LF - 12"CP @ 0.50�5 OJTLET: 440.28 INLET: 441.74 INTYP: 5 �JNC NO. 2: OVERFLOW-EL: 445.55 BEND: 88 DEG DIA/WZDTH: 2.0 Q-RATIO: 0.57 Q �CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******+**+*�***��************�*�**�*�+*******�*�*�***********�*****�*���*�***** 2.26 1.08 442.82 * 0.012 0.65 0.70 0.77 0.77 0.70 1.08 1. 03 2.36 l.11 442.85 * 0.012 0.66 0.72 0.79 0.79 0.72 1.11 1.07 2.46 1.14 442.88 * 0.012 0.68 0.75 0. 81 0. 81 0.75 1.14 1.10 2.56 1.18 442.92 * 0.012 0.69 0.77 0.83 0.83 0.77 1.18 1.14 PIPE N0. 3: 185 LF - 12"CP @ 1.12$ OUTLET: 941.74 INLET: 443.82 INTYP: 5 JUNC N0. 3: OVERFLOW-EL: 447.07 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.58 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****��***���******�**���**�*******�*�*��***�*******�**+�+���+��**�*��*��*�**** 1.44 0.72 444.54 * 0.012 0.51 0.41 1.08 1.08 0.51 ***** 0.72 1.50 0.74 444.56 * 0.012 0.52 0.42 l.11 1.11 0.52 ***** 0.74 1.57 0.76 44�.58 * 0.012 0.54 0.43 1. 14 1.14 0.54 ***** 0.76 1.63 0.78 444.60 * 0.012 0.55 0.44 1.18 1. 18 0.55 ***** 0.78 PIPE N0. 4: 200 LF - 12"CP @ 0.50$ OUTLET: 443.82 INLET: 444.82 INTYP: 5 JUNC N0. 4: OVERFLOW-EL: 449.65 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.59 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ************�*�**�*********���******��*�***���****�*�***�*��*+*��********�**�*� 0.91 0.56 445.38 * 0.012 0.41 0.40 0.72 0.72 0.41 ***** 0.56 0. 95 0.63 445.45 * 0.012 0.41 0.41 0.74 0.74 0.41 0.63 0.57 0.99 0. 65 445.47 * 0.012 0.42 0.42 0.76 0.76 0.42 0.6� 0.58 1.03 0. 66 445.48 * 0.012 0.43 0.43 0.76 0.78 0.43 0.66 0. 60 PIPE N0. 5: 71 LF - 12"CP @ 0.49� OUTLET: 444.82 INLET: 445.17 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 450.85 SEND: 89 DEG DIA/WIDTH: 4.0 Q-RATIO: 0. 02 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***�**�****��*�********��*****�*�+**�*�*�+��*�******+****�*�***�*�����*+*������ 0.57 0.49 445.66 * 0.012 0.32 0.32 0.56 0.56 0.32 0.49 0.43 0.60 0.49 445. 66 * 0.012 0.33 0.32 0.63 0.63 0.36 0.49 0.44 0.62 0.50 445.67 * 0.012 0.33 0.33 0.65 0.65 0.37 0.50 0.46 0.65 0.51 445.68 * 0.012 0.34 0.34 0.66 0.66 0.38 0.51 0.47 PIPE NO. 6: 65 LF - 12"CP @ 0.51$ OUTLET: 445. 17 INLET: 445.50 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 447. 82 BEND: 89 DEG DIA/WIDTH: 2.0 Q-RATIO: 0. 04 4(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **�*�**�+�*������*�***+***+�**�******�**��**������*��+�**�****�**�*���*�*****�� 0.56 0.43 445.93 * 0.012 0.32 0.31 0.49 0.49 0.32 ***** 0.43 0.59 0.49 445.99 * 0.012 0.32 0.32 0.49 0.49 0.32 0.49 0.44 0.61 0.50 446.00 * 0.012 0.33 0.33 0.50 0.50 0.33 0.50 0.45 0.64 0.46 445.96 * 0.012 0.34 0.33 0.51 0.51 0.3? ***** 0.46 PIPE NO. 7: 32 LF - 12"CP @ 0.50$ OUTLET: 445.50 INLET: 445.66 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �****�*********���*�**�*******�******�**�+****�**************�*���**�*�*�*�**** 0.54 0.41 446.07 * 0.012 0.31 0.31 0.43 0.43 0.31 0.41 0.36 0:56 0.41 446.07 * 0.012 0.32 0.31 0.49 0.49 0.35 0.41 0.37 0.59 0.42 446. 08 * 0.012 0.32 0.32 0.50 0.50 0.36 0.42 0.38 0.61 0.43 446.09 * 0.012 0.33 0.33 0.46 0.46 0.36 0.43 0.39 DATA FILE UTILITIES I PROJECT: . PAGE � OF 2 PIPE DATA FILE NAME �1_�- "� .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SNOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY} 8 - ROUND (user sets n-fac) ARCH PZPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH I3EW-ARCH * EQUIV-DIAN:. OLD-ARCH NEW-ARCH 15" 18"X 11" 17"X 13" * 42" 50"X 31" 49"X 33" 18" 22'X 13" 21"X 13" * 48" 58'X 36" 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30" 36"X 22" 35"X 24" * 66" 79'X 49° 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85°X 54" 83"X 57" INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER' (SEE 2 - CMP/HDWAT.�L 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS N0.5) # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE II I 7. ;a � � � y 3 6� ��-�:� � � � KE = K = M = C = Y = i �VERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO G "" .. ^' �-f __� _ _ / � -� # LENGTH(ft) DIA{iny PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE _ Z�'� ' � � �I��,.� ���.( ?�� � KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO r. Lj�-t�, j � Z v'. � l \ January 1, 1999 �� KCBW Documentation 6-1�J � SECTION 6 PROJECT: PAGE �- OF Z PIPE DATA FILE NAME C��D/ " �' .BWP ' # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 3 1 �.� I2 - 1 �v 1, � y yy3,g� S KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT_DIA/VdIDTH(ft) Q-RATIO LI u �'•v":' � Z G� .S 2� # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE IN'LET-TYPE _� 2 v0 � Z ` y�3,f� �/y�l � ? s_ KE = K = M = C = Y = O'JERFLOW-ELEV BIIv�-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO y u��� �� -�' �!-{ 0 �c # LENGTH(ft) DIA(in? PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE S 7� t Z � ��y.r�- y�-,s117 5 KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO �� � ;� � �j �I O, ��Z # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE ' INLET-TYPE � G '`� l � l y�i '�,� l v����`� 5 KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO ��f J< <, � � Z, ,-•, ;� -, # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � ? y�_ I � I �l �j �, � ) `��'! ���� � , KE = K = M = C = Y = OVERFLOW-ELEV BEI�ITJ-ANGLE(deg) STRL'CT.DZA/WIDTH(ft) Q-RATIO -�.- f �l`�% �, l� � ''`� � - �� t. �y 6-16 �� KCBW Docum�ntauon January 1, 1999 rl � � A � W � � a � MORGAN PLACE Preliminary Technical Information Report Revised: April 23, 2001 March 1, 2001 Prepared for: I!, Mark Lundberg Carlton Development Group 19025 - 92nd Avenue West Edmonds, WA 98020 i Prepared by: Robert Stewart �,��, ��. '� a� '"� : � �� Reviewed by: ����� � ����� � Jeruufer A. Steig, P.E. .� .�'� ��.:''1 � i► � � , � � � 3�� � ETERS�N �����73SER���i r ,�;� 1 �jONAL�` ' �''� C ONSULTiNG ; � ; '`� � EXPIRES 09109102 4030 LAKE WASHINGTON BLVD.��,Sl,�TE?Ov KIRKLAND,W�sHihGTou 98033 _ , �-. �'��;. _ �` ;�,� �����-���:�a..� ,�.,�.���;�` - �ier�ar PCE Job No. CARX-0002 TABLE OF CONTENTS I. PROJECT OVERVIEW 1 II. CONDITIONS AND REQUIItEMENTS SUMMARY �t T.4Sk 1:STLDY'.4REA DEFI:'�'ITIO:�'&LL-1PS 7 T.4SK2:RESOURCEREi7Ebi' 7 T.4SK 3:FIELD 1�'��SPECTIO,'�' 11 TaSK 4:DRAI.'VAGE SYSTE�1 DESCRIPTIONA:�'D PROBLEA�1 SCREE.�v"I.�VG 13 BASIN"A" -DRAINAGE SYSTEM DESCRIPTION 13 BASN "B" -DRAINAGE SYSTEM DESCRIPTION I�t B.=ISI.V"C"-DR=11�'�AGE SYST��Ii DESCRIPTION 14 IV. FLOW CONTROL AND WATER QUALITY ANALYSIS AND DESIGN 15 Existirtg Site Hvdrolo�y IS Developed Site Hydrology 15 Facility Design 18 IV. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN 29 VI. SPECIAL REPORTS AND STUDIES 29 VII. OTHER PERMITS 30 VIII. ESC ANALYSIS A1�iD DESIGN 30 IX. BOND QUAI�TITIES,FACILITY SUMMARIES AND DECLA.RATION OF COVENA.NT 30 XI. OPERATIOIVS Ai�1D '_VIAInTENANCE �1IAtiCAL 30 � Peterso�� Ca�sirltiiig F��gineers Page i Prelirrrinan•Technical I��formation Report rar:llorQar� Place :ttarch 1 2001 FIGURES Figure l: Vicinity Map 3 Figure 2: Site Map 6 � Figure 3: Basin Map 9 Figure 4: SCS Soils Map 10 Figure 5: USGS Map 12 Figure 6: Existing Conditions Map 16 Figure 7: Developed Conditions Map 17 APPENDIX A King County Level One Tables and �Taps APPE'_�1DI7� B King County Drainage Basin Map King County Community Planning Areas Basin Reconnaissance Report for the Lower Cedar River Sub-Basin Sensitive Area Folio Maps (Landslide, Seismic, Erosion, Coalmine, Streams and 100-Year Floodplains and Wetlands) APPENDIX C Basin Reconnaissance Report for the Lower Cedar River Sub-Basin Petei-soi� Coi�sultiizg Engineers Page ii Prelinrinarv Technical lnforniation Report for A1orQan Place Alarch?3, ?001 I. PROJECT OVERVIEW Project: Morgan Place PCE Job I�umber: CARX-0002 Site Area: The site consists of approximatley 692,168 Square feet— 15.89 Acres. Site Location: The site is located within the City of Renton west of the intersection of Nile Avenue NE and NE 4`� Street, (see Figure 1: Vicinity Map). The proposed project consists of two parcels separated by NE 4`�' Street. More generally, the site is located within Section 10, 11, and 15 of Township 22 North, Range 5 East, W.M. Existing Adjacent Development: E�sting development adjacent to the site includes the following: North Area Site North— Single family Residential East— Single family Residential South—NE 4�' Street West—Detention pond, and single-family residence South Area Site North—NE 4th Street East—New residential development South— Single-family residence West— Single-family residence Pre-developed Site Conditians: The e�sting site runoff patterns for the south area are generally from north to southwest. The northern portion of the north area drains westerly and the eastern portion of the north area drains southerly. Five wetlands are located on the two parcels,two are non regulated and three are regulated. The on-site slopes range from 0-10%, relatively flat throughout both the north and south parcels. There are two eacisting houses located on this project, one on the Peterson Consulting E�agineers Page 1 Prelinrinarv TechnicaJ InJ'ormation Report for AIor,Qan Place ,l-Iarch Z3. 2001 north parcel near the southwest corner and one just south of NE 4`t' Street. The ground cover on the north parcel consists mostly of pasture and wetland with few deciduous trees. Ground cover for the south parcel consists of Qrasses, wetland and deciduous trees with an understory of blackberries and ferns. Post-developed Site Conditions: The proposal is to construct 19 lots on the north parcel and 27 on the south parcel with associated roads and utilities. (See Figure 2: Site Map}. Runoff patterns from the developed site will be similar to the existing conditions. Runoff from the proposed roads within the north parcel will be conveyed via closed pipe conveyance system to a proposed detention facility located at the intersection of NE 4�' Street and Lyons Avenue NE. A second detention facility will be proposed adjacent to wetland B and C on the southern parcel to detain runoff from the proposed road system. Runoff from roof drains will be conveyed to the new detention facilities. See Section IV for a detailed discussion and calculations. Peterso�� Cons�rlting Errgineers Page � i ,,L �� � B'-` c;,�l S�NSE� I �' �� , �� �� !'� I COALFIEL✓ —� j� � � ZI 2 Z SE 116TN ST I � I i �� QI Q Q� z � �� � � WI W � �I , N Q� I � Q � �� W �) � J � aAAPLE VALL�Y� � � Z Q HfiGH7S PA.RKI �p f ti � � I Nt 4TH ST I, j" I � � , � � � � �l TE � �; � �, i , I , j , ,� Q Q Qj Z raaPiE�v000 = ?! I OO P,4RK � p, J � �. � i MAPLEWO00 HEJv^HTS MORGAN PLACE V/C/Nl T Y MA P SEC. 10 & 15, TWP. 23 N., RGE. 5 E., W.M. = D WN. B Y: DA TE: ' JOB N O. =_ 4030 Lake Washington = � ETERSON Bh-d. N.E., Suite 200 as�; �/';�-' c,�,�-x-��-c� -\ IC�ONSULTING Kirkland,WA98033 < Tel (425)827-5874 CHKD. B Y:'I SCALE.• � F/GCJRE: - . -_ Fax(425)822-7216 �,�� � ;"•,1�� �� � Preliminarv Technical h�forntafion Report fortl�Ior�an Place ;tlarch 23, 2001 II. CONDITIONS AND REQUIRE�VIENTS SUMMARY CORE REQUIREMENTS: Core Requirement # 1: Discharge at the Natural Location The proposed detention facility will release at the natural discharge point for the project in both the north and south areas. Core Requirement # 2: Off-Site Analysis See Section III of this report. Core requirement # 3: Flow Control See Section IV of this report for detailed discussion and calculations. Core Requirement # 4: Conveyance System The proposed conveyance system will collect and contain the stormwater from the site and discharge into the proposed detention facility. Core Requirement # 5: Temporary Erosion and Sediment Control In accordance with the City of Renton Standards, a temporary erosion control plan will be designed and provided at the time of preparation of the construction documents. Peterson Consulfif7g Engineers Page -� Prelinrrr�a��Technicall�� ornlation Re ort oi�.11orvan Place :�larc{r '3. 2001 III SPECIAI, REQL�IRE?VIENTS: Special Requirement # l:Other Adopted Area-Specific Requirements The project is not designated in a critical drainage area or in an area included in an adopted master drainage plan, lake management plan or shared facility drainage plan. The project is located in the Puget Sound Basin and Lower Cedar River sub-basin but is not subject to any specific requirements per the plan. Special Requirement #2: Floodplain/Floodway Delineation The project does not contain or located next to a stream or lake, therefore no floodplain or floodways will impact the site. However both the north and south areas contain wetlands, hence proper buffers will be provided. Special Requirement #3: Flood Protection Facilities The project does not contain or located next to a stream, lake or wetland that has flood protection facilites such as levies, berms, or revetments. Special Requirement #4: Source Control The proposed project is a subdivision and is not subject to this requirement. Special Requirement # 5: Oil Control A spill control device will be provided upstream of the infiltration facility to capture oil and/or floatable contaminants. Peterson Cor�sulting Er�gi��eers Page .i SEC. 10 & 15, TWP. 23 N., RGE. 5 E., W.M. �'�ETERSON � � CIONSULTI'�G 0 ?00' 9030 Lake Washingtan �� � Blvd.N.E.,Suite 200 5�,�i r: ?" _ ;r�' Kirklan�,WA 98033 Tel(425)827-5874 Fax(42�1822-7216 , ,i i. .i�.. I (GPEN SP�CE/LRNGSCAPE) •- +rI ' __ _ - - - - -- -- -_ _-- - --- i i •: 2 I ; I , :I . .I I j O I _ _ - - — - -- _ _-- — __ ___ -- --- --- --- --- -- —— --- -- -- _i '{ U' — ` . •_�.. . f � — — — I � II i—P�' i . � •'� I �, - - - - - 3 I PEN � . �lJ ___ __' _- _ __ _. _' _ .� � t F. . __g� -r` - ,�. __ __� _ _- -I r- - _I I �,_ ��. ..�.' � ��� � � f� � — 1 � - - � r - - � �_ _ _ � � � 40 � � �I LYONS AVE NE (NOT O _ _ __ _ � . ,�; _ _ _ _ _ , \ � ��� ' ��" .p:� =�� � � \�23 � � 22 i ; 21 i '��,•.•+�, :� i �� � 46 � � 45 1 � 44 I I 43 I I 42 I j 4� � � _ _ � Q I r � � . 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OFF-SITE ANALYSIS TASK 1: STUDYAREA DEFINITIOIV& MAP.S The 15.89-acre site is located to the west of Nile Avenue NE with half of the site located to the north of I�� 4`� Street and the other half located directly opposite, on the south side of NE 4'' Street in the City of Renton Washington. More generally, the site is located in Sections 10, 11, and 15, of Township 23 North, Range 5 East W.M., in King County, Washington (see Figure 1- Vicinity Map). The site is located in the Puget Sound Drainage Basin and Lower Cedar River Sub-basin as defined in the King County Basin Reconnaissance Program Summary Volume II (see King County Drainage Basins Map in Append� "A"). The site contains three basins identified as Basin "A" through "C" (see Figure 3-Basin Map). UPSTREAM DRAIl�'AGE ANALYSIS There no upstream area that is tributary to Basins "A" and "B" and approximately 4.38 acres tributary to Basin "C", (see Figure 3: Basin Map). TASK 2: RESOURCE REVIEi�' Support documentation for the following items may be found in Appendix "B and C". DRAI'_VAGE BASINS The site is located in the Pu�et Sound Basin and is in the Lower Cedar River Sub-basin (see Kin� County� Drainage Basin sheet in the Appendix "B"). COi�iNIti1�IT`�' PL:�N Petersa� Coi�sulting Errgrneers Page ' Prelintinarv Technica!Information ReDort rorAlorQan Place .�Iarch 23, 2001 The site is located in the Newcastle Community Planning Area(see Community Pianning Area sheet in Appendix "B"). BASIN RECONNAISSANCE SUMMARY REPORT The King County Basin Reconnaissance Summary for the Lower Cedar River Sub-Basin is included in Appendix"C". SENSITIVE AREA MAP FOLIO The King County Sensitive Areas maps did not reveal that the site was located in hazard areas, such as, landslide, seismic and erosion. The site does not contain any King County classified streams or 100-Year floodplains. See Appendix B for the Sensitive Area Folio Maps. WETLANDS INVENTORY There are five wetlands located on the site, none of which has been inventoried by King County. • The two small wetlands are non-regulated and the three larger wetlands will have 25-foot buffers in accordance with the City of Renton Municipal Code.. See Appendig B for the Wetland Area Folio Maps. SCS SOIL SURVEY Soils on the site are Alderwood gravelly sandy loam (AgC) and (AgB), per the SCS Soils map, ' (see Figure 4-SCS Soils Map). DRAINAGE COMPLAINTS '� There are no current drainage complaints in the area. Peterso�a Caj�sulri�7;f��n�irteers Page 8 : � �,�„, � � � � � � '��ETERSON � m 1�316 133.�6 60 133,76 �3aT6 30 �, IIC�ONSULTI!r!G � � i (sssasj � . 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M.l�� x�h� ;i'�'r �Y � .a�� �rk•, � « , \ m \ � rit+.�.�� �� .�� ;n� 's•r �A �� {�a r y,, t .r� ,�,/ y.� �1 p, ti�} k'. � � � J'c � �i� f���,p��`�,, �� ,,� � Q � s :i'�' � ~;p� 9. � s �'-F`p�e'��'I`�f;y �r�aa � �: S � ".�� k.�'Ss:.. +r.� C���`h�,fxY�.�Y�� a ,1w A �.�j , .` 3 S' �� ' b � ^i� ?, '^r * �', ..�t�'"C: r� e. �+ � � c � y,,,��` � yu � .i p. ;, y; ���� S .,� �.�'' w,�� c, 7� '�i � '� �, \ �-�II �l"a. - r�";J �w+'F r n , e,T� ('�x ' - ��r �4',� .N A � .• / i.. y� �° �`r`�� � r »ii ��,� '�� r-� e.�y'�{� . 4. t*�`r,'�k+ �.s.: L� C *r. ,.... l .._ ,�. � _� _�. ..' •�... 1 . '..'tIi i.. i �t � ��� ...'��I , tt ..M�7 � � o hm , � ..- � � � �o a � � m o ° oa � � � Prelirrrinarv Tech��ical lnformation Report for,�IorQan Place :iiarch?3. 2001 TASK 3: FIELD INSPECTION A site visit was made on January 4, 2001, during a cloudy overcast day. The majority of the site is cunently undeveloped with grass, shrubs, and trees. Land use description for the site is classified as young second gowth forest and pasture in some areas. The topography of the site is mostly flat with the northern part of the site sloping towards the south and west and the southern part sloping southwesterly, (see Figure 5: USGS Map). No visible downstream drainage problems were observed at the time of the field investigation. Peterson Consultiizg Engi�zeers Page 11 � � �, L� I U ` � j , � _ � � ��� , ' �� ,---�- 'F .� �� �� � Trcv'ICr '�o•�• S.,b:tati n � O `• ' ` �•� i ���I , �I;:�(�Palr � � ��_ N\� ' , ��,,\ , �� — - � ,�'— -� .�--�- _- �` `E'._� '� ! ,1sn+ ��� r ■ ' . . , . — .. — . ��- �_ -•� - , i � ^ ., . l39 �..o �. . - 'lit��rv��d' -- � • I . •r � •Fue. '"/• �'l �Cf'.in, . . . ..... • �' �' St,t��n Ir - '�' _ :;. � . .� (�� � j^�\ . . I \� I \.\ � � � �rr�I:r { \. . �. � • 1 .I� •� � ��.. - � . �.�I �'�"'�� Site � -� -� �`` ` - ' i� � �`.MapL•�u Heights �� — � ��'`�i �;vs ':' -��' i ,� - ,z: ����� ; � ��l�l ;� •;°.:_.::. ,i,� '�15' • � - \ , i � � � '•' -=�� � �� � � �✓ �Y 1 -- _ rf� , `� , �� � :,.� -..;`^1\ •,�• \•-/� : : 3 df �� I � � .i. , /s � ....iy.,� ���^�'�� t. ^:�j.�� o r�• a � 1'� �.•� J -I 1 /�j%�� �� I. \\. _ •.J I -,�1 �.,� a � O g t � • i::�` �'�• ,•��`� � ( �� `o `\ \ � . ` o � 1 ��, �'\��l � ��.. ,�� ���� -�- �~ / �` , �.:, ����.w�I, �.�,�. � �\ �- .�_ ' - . '�'� � � .JL \��� � %•?�1o9T�F ���r^ ,��_��/� ,o–:-,�--_ ���� ��y `• � �.c �I4�u,� / �t ��' -- - � y� I`i��, ��9'�'�pi'�'�I �__�Paa` i�R,�. - _ r1� i �—;` ' ���1�,.,; ��, a �,, , __ _ p�� ,� � _��� � � �l���femood • � �2 __--_ .1 :�Elli k••., �'� l , `_ �� —�= o ° • . \ �i:�`{�� i. ��;%,J '�� ',��,� � . � � Ceaa \• ' h� � �"1'� V-. ,..�' -� 'l �. . . � �'' � � _�_f Ri�@� ��� � ���, �� ��� , J � •Traile � i ,�Athleti � Yiff n '���s �'f����, �o., � � ��-�� P2rk - Field o a �'I� �'�ti���l� ��� � �� :o � J. _� A r,c� T � \ I, �� 1�\ ' ;iqf� �'_ .�-� ,^1�' \ �- .� � `4` �` �{ +Vr,�` �, �- ` !�,�1,sf�;����--�-� v � ' \ �� W -�� � ��i�I II� �r/l� � 1 11 � i � �.� ���l S'�'l�t(� '�_\v ��i` � `'�� 1`�� � ��J f � � �`c�-� z'-^ ',���� r �� `� / /' _~- _�� '. J�� \ V �\� � 1i � ��1� �' � �. 1 �,�i i `�,i. �✓ I ` �/� \ � r��`� \\\\I i — _ ' \ „ ;' �h ' / I \/ I � T�� •� � � j f�5c '�h�, � I _�� `...,�\��� � �� a ��- � � /ti i l .i� '�'` I } s,�-� _ — z � �1 ' �I 1 � i � " '°�l`(' � � , _ ;� � � ; � �� ,1 - �� � �<¢ , � ,I � � ' ` � ��, i I�, �° �� '�'� i��� j � 1 x ji' � {� �� 1 L� .�� ; , _ � . _ . � 6. 1. '� �. � USGS MAP RENTON H/GHLANDS � D WN. B Y.• DA TE: JOB NO. `� nETERSON 4030 Lake Washington ka Blvd. N.E., Suite 200 RSG 1/19/01 CARX-0002 `� I CIONSULTING Kirkland, WA 98033 2 J Tel (425) 827-5874 CHKD. BY.• SCALE: F/GURE: Fax (425) 822-7216 RS N/A S Preliminarv Technicallnformation Report for:�iorQan Place March 23 2001 ' TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING Please reference KC Level 1 Tables and Downstream map in Appendix "A". Please see Figure 3: Basin Map, for basin locations. BASIN "A" - DRAINAGE SYSTEM DESCRIPTION Please reference the drainage system table and location map found in Appendix "A". Drainage from Basin "A" sheet flows southwesterly to a ditch on the north edge of NE 4`� Street (point B). Runoff continues westerly through a culvert (point C). Runoff continues west in a ditch(point D), until entering a culvert with trash guard located adjacent to the southwest corner of the site (point E). Discharge is then released into an e�sting detention pond (point F). Flow leaves the the detention pond and is conveyed westerly through a closed conveyance system in NE 4`� Street (points G- I). Outflow from the conveyance.system is discharged to an open ditch system,which runs southerly to NE 2°d Street. (points J- S). Flow then turns eastly along NE 2"d Street for approxirriately 5' before entering a series of ditches and culverts along NE 2°d Street and NE Lyons Avenue (points T - Y). No problems were observed in the lii mile downstream reach. BASIN "B" - DRAINAGE SYSTE�1 DESCRIPTIO� Please reference the drainage system table and location map found in Appendix "A". Drainage from Basin "B" sheet flows westerly over the site. Halfway south on the western boarder of the site, the sheet flows into a ditch(point BB). Flow then enters enters a closed pipe system until ' reaching the existing detention pond (points CC, DD, F)Flow out of the detention pond is , described above in Basin "A" after point F. No problems���ere observed in the '% mile downstream reach. Peterson Co�asarlti�ag Engi��eers Page 13 I Prelin:inarv Technical lnformation Report for tl-1orQan Place 1Llarch 23. 2001 BASIN "C" - DRAINAGE SYSTEM DESCRIPTION Please reference the drainage system table and location map found in Appendix "A". Runoff from Basin "C" wetland sheet flows southwesterly through the site to the approxirriate location where runoffleaves the site (point BBB). Flow leaves the South West corner of the site and continues meandering southwesterly (point CCC). Flow continues as overland, and then enters a ditch between 14444 and 14422, two residences on SE 132°d ST. (point Q). Flow from the ditch is described above in Basin"A" after point Q. No problems were observed in the '/4 mile downstream reach. � . i Peterson Consulting Engr�7eers Page 1�l Prelimi��an�Technica(InTormation Report/'or 1lorQan Place Rlarch 23, ?001 IV. FLOW CONTROL AND WATER QUALITY ANALYSIS AND DESIGN The calculations are based on the 1998 King County Surface Water Design Manual (KCSWDM) requirements. The proposed flow control facilities will be Level 2 detention ponds with basic wetponds for w�ater quality. Existing Site Hvdrolopv See Figure 6: Existing Conditions Map. The e�cisting site runoff patterns are generally from north to south. The onsite slopes range from 0-10%, generally flat throughout the entire site. Two existing houses are located within the site, one in the southeast corner of the north parcel and one just south of NE 4�' Street. The remainder of the site contains ground cover that consists of grass, pasture and deciduous trees with an understory of brush and shrubs. The soils in the location of the detention facilities are Aldervvood gravelly sandy loam (AgC), classified as till soils by Table 3.2.2.B in the 1998 KCSWDM. Developed Site Hvdrolo,gy See Figure 7: Developed Conditions Map. The proposed development of this site will consist of 45 lots and approximately 1.88 acres of road. Runoff from the roadways will be conveyed in a closed pipe system to one of the two proposed detention facilities. The facilities will be located within Stormwater Tracts as indicated on the Preliminary Plat. A basic wetpond will be constructed with each of the detention facilities for water quality purposes. Runofffrom the lots will also be conveyed to the detention facilities. Petersat Cor7sc�ltr��gEngineers Page 1� SEC. 10 8 15, TWP. 23 N., RGE. 5 E., W.M. I j�ETERSON i � �� _ ; CONSULTING � ��� 40301ake Washington � Blr•d.N.E,Suite 200 ��,a�t: , ' _ ?��p' Kirk]and,WA98��33 Tel(4251827-5$i4 Faa(4�1822-7216 ; � i --- - � � � "�� I� -- - . � _- � � . � �� - - --- _ - - -- _ - _,_- _ ~ � _ - - 1 1 . • - , I -__—__--___—_ -- - _ ---r�\•— — — � ' _ , �' LYONS AVE NE CNOT OPE/V) ,; � ., . � ; . -- t—_ __ --- __ -- _ ____, _-- lV � �. i _, .'•i . 1 ,I�' - - - - -- . � F" -- --- — --- --- __ _ i I;: - i I I� _ . �i�. - _ . -- — --- ��. F __ , �_ � C) \ � � , i, , - _ _ - . ;. ; � , , , _ _ - . _ __ F - � , `.._ , . (Q Q ,,-- �E �� \c `/ � � q . ' � ' �•-.�'i ( II . . •�. � --� -__ � - . - -_ .__ -- � . ,. . . ' '_'. ., -,. _, . , � - "� ,i - F� E E_. '�-E E E E \�. ' -- � 1 . . II '. � O . . __. - `�, . I � : - II , . BA SlN A & B ♦ _ ti _ � � \' . ' � E .\ E E E E \ . � _.. l� �.••�. � �. �i, - � ._ -- -- -- - � ._ ._.. ' ' ✓ F F F F E ��i ' '- . � w J'I TOTAL AREA 7.23 AC �i _ _ 2 � � \ E E E E . � i :� �:I - � � '� � . � � j �� :i i�. 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I I - - i � �, ;�vcPa>` � ,' . .{. . � - -� L _ _ J L _ _ J L — _ J i ._ _ �I� , + J � p �! �'�.,� ��:8 i� ��'�-t� � � '�C, r E E F � x�.. . �I'� I� . '� y __ . .. -- _ y�i '8� --�� : � /`�' �',I ���; II ��,'\ .�\..� E E E E \ � `" �'' Jrw ." _ :r.�� I•u,P, .I 1�'� . --��-- -- _ .`39 ' � 1 `Q \ � �� � � . ,\ . _. � ' . . I � � 2 � � - r , ;� r ��; ', .�`--��, � , �.�.F E `�� �� ,; ; , � ; r�`�- —�—"'�°t -L YONS ,A VE NE- '� �_�,���� � -- — ' ' o � : 7 � I"i I I i .��f;-��4`� � F F �� i' �' '' � � � -- - ' �. '� '!�a''��� I — — — — U -' + �� � "' g �, �i� i._ ..-. r, \ ',�I� -�_I � 'Z �' � , — — — — -- _ .. ' __ '� " ,� I � � I ' �� Sg � � `�' i• � — ' '� � � ` � I �LI ♦R (''.�� � ��;;i _�r�\�1����/ E V,; , 1-- �— - � �i 1 . �� if � _ � - — — — ' �� — _ — -� `• I~ '' ,j8 V TRACT B �� -g, I �il !�* 8g� \���=�r� E. � -_ �' �;� 24 ;1�� � I 27;; � �` i �l• � � � '. —-= 1 I i � -- � F F � '31 I � - � — = � �� � � -- ,,, _ _ � � ���� � , (ST�?!u1 DRAINAGE;',. l�;� F F� - -'�� �' .� � � — �I� "I �1 � I 28 29 I I .3� F F E e 1 ; ; � — — — — �� � O - -- 1 ��T—� — .a—�_��•. E \ � — — � � -I—�— — � I I• ,1-. 1�� I' . � � � � � E E E — _ — — 1 I II ' W ti ,.'. . . � E ., � ( I . �����.�r ' I � '�� I I � E E E E � I j � -y - !- I �f � � � Z ,II — — — E E' � . �,� � I I �I•� .I' '' — �� E E E f I�'... J 7 _ . LL i ll�.,i � . � 25 � 26 � � � � i� i. , / '32 � � i Q �'�/\ r- — — — - — — � I E; E. u I�.' � � II I r^' , I � � E E E / — I I I� — _ _ —I � v, . E E — � _ '} � .v, E E. E E E E E E - - J -� G 18 19 I -- � � �II I �20 � � '� ,' — , I � . �-----� r- '�i ' � � � -- -� � — J4 � �:�'! :� � � — � � > I�O' _ I__ - ��I I �. ..�'� � -.. E E � I — — — � — — �' ����F. �i� �.�� E E . �E E E E . E � / — — — �/ 2` I ' I - -- M � � I , I /l-.\ E . � (' II .� -li � � i ` I' ��I� {� E E � E E E E �E �� �I --/ � '_� ✓\ � �J6 � /y� � �` - C +`I � -- - '. . � e ---� - U I`-J — — — — — —� I � ` — — �l \�. �. E ���.J \ '�I .II' � p� �� I � .�+' K . . . { , ..-E- "-F -�- -F —'� �—.-E�--E- - -�---- --- - - — � - �•--- - - , �` � � q t - I � �� � ''�I I . � i_ i. � �� i� � e F F F TRACT E E . — —.��� �! \, C— — -� W . i � _ �; � I i; I� — ' , � �'� ��,'���I�I ,�� ���. F E F, -�f(NGPA) F E � � � — — L - _��'-'- — — — � I�� . . . •� � .� + ' �% � I �I I � E �A hI �h•• ��• � � I I � ��.,,,� �y .=F E E E E �E E E E _� �-- - -- � i �I � - -- - - - � — — � � '12 ��� i I \E %' � 1�� �� � ���� !� ��� ,. E E F E 'E E E 'E E E � I � I�I 8- + � G1'',�' � ' ���� -��� % I (� �� r � y ' .'i �7 ��I, ' ,�y �' ' - �I � .3Jr I I I �� 1 I I �'y I I 1 I Ii I � "- 1Z I I I - I-. E �i i �. `',I�I �II�t I ��r' `� .`:` E E E '�E E E �E E E --� E E I .._ . I�;II ���, + �7 I .l 6 �' '�. 15 I . �4 �-'I✓ I - — �:� � ' _.�' ' '1 I. ,!I i �!�I �$' � ���� .�. ��`'\`�� �E�� E E E: /�E E E � �E E E E ^ / �_ � - 1�1 �_�� 1 I � ` I I I i 1' I ��I�.� � — — � r �' .��f ��� ������`}`�"` -�-2� E, E E E= E� c E E I _ _ Z , ' ' \ � � I' ��� �' ��� �— — � � — — ��'� —�— � �.— —( �— — � � I — — —� �I I� �� � ��� � �� III7��.: �� 8��� i �� �`•� � E E E E E E _�_'� � � :� - __ � � i 9 � ,� �.' . i I �� � �`-``�, '� - E E,_ �E-- � -E �� . I `c] _ � � p, �� , ��, � � `�,._� ; � i rl � i ' � �, . . . . l - � � ;f ' _. `� �'I`' I( �` � =- = - � 34 � � i. i •i I i �.;q _ ; ' ' --- I � * >i . . ,; ' — ' � _.' � �~ 'I�� -s-�-- ,� � ` --= o � , � ' � , ,s;� MORGAN �A VE NE �_ ,� _ ' � — ,� .,� ,, _ ._ � ��; , � - � �� �: t`__�� . _- , j g — . � — — �ii I �` - _ -- --- -- — — — _ - — J -- ZC<7<4<a< �C' , � . _ -- � - ,I t �i � -- - __ - - - - . . . i � ,� � ; . r—.-- �- .� 8 � ��� .• " ,� — ` - . _ — �. __ _ — _. ._-� .�F 5lF1G.F.E. , • � . r — — /i H - - ��' - y I , . �',' TRACT G .�` J ��c�,.�� � / � i TRA C T A � — — ('— — — — — — — � � �:� (STORM DRAINAGE) BA SlN A & B _- - �� 1 S�� � � ����� =�, i (LANDSCAPE) � � I I i �f ^ ` � — — i • c,wa R.[aEEN . �' I � .!` I � � - - - - , '- j �a! TOTAL AREA = 7.23 AC � �- � I 1 i F--�2="i 3 ',� � ` ; 4 i ��-;5 6�- � �I � , �. � �. -._; � ' , - � ; , N GPA 1.23 A C D�+� j�=��, a � — — � �L�'�— — = ' � ': J� � ,_ _ J� �__ _I � %7 � � '� �,, TRACT F IMPERI/IOUS = 1.91 AC �N,,�.��r�Roz � . ' .•-'� r �-'--_ + �' �•� ' " R.O.W. DEDI ATION PER1/IOUS = 4.09 AC _�;., r--.o, � �.. _) .�, '� i� � e � _-- --- — - --- ' ----N/LE A VE NE— — -- — ' --— -- ; ' ;: . � -' �,._ I i ; -{ — — _ ' -- — _ — -- -- — ;_- � .. _ . � � �� ,� ___. — -- _ ._- � CNOT OPEN) ` ` � �-- .. _ _ •, � I ` T - -_— -- - - - z _. � - -- -- --- --.,, � --- -_ � :.— �____ -� _� : -- -- - ` ----_ - _- — EASlN C TOTAL AREA = 8.E6 AC � NGPA = D.66 AC � IMP�R'✓,rOUS = 2. 76 AC ` PER`�OUS = .,.24 A C SfA�:P�OT�'AI D � � �?IIE�SIGtiED�YD D.5"�"- ti -� _ � .ae"ti�n�eeR CARX-0,^i 02 � — �� FIGURE 7 .,� t� � � A _ � ' � � �1 _ � ` � � � ^' � � ,...1.J 3.16 f 3:�.14 � f c �� �� � �l � � �' � f,...��, � ta.;_:> T Jd (b95.08) t3) q3 38 a� �� � , � 2.36Ac. 26� J�,P.776004 68 �809� d83 �,I..• 33Q.49 a4t m li7# t59.�5 330,49 � I � 625.14 �3 . �.' I ._2 7.57 16�18 (6�.1 s.ee�To�2 � �-- m i �s� i::!�. �20 �s � �2) v n � J���.,.�r'", �u� .... � ....�___.._____�_-�d � m . -s N '� * � �M � � . � l'!9 �� r_ w °$ m� M � Q �' � � � � � �s �G o.2sA ______ _� r` � �' �vl 1 `� �� +�...... � - ,�,_ 163.80 . 163.8 � � r .f f�� ^-'.�.... � � �.7J .• 1 � ` � �C � t�f �� a � � Ac. ,� `�03 * �, � � 2.f5 �a N [� � � � � � ' � ` T � �s2 � �� d.41 AC.� � r6 a.-w. a�snsr.�� � �ao: O \ 40 � � v �rra, � _� !S: V , ns 9 16 ,�� ' e - � � -t63. _.... � 1.. �.T�'� ' � A �120....... �0 30 -�---� _ •J, --� ; Ib9.82 --Ib�. �- :����128TH--- •ST. �e��•.�-: . . o i�-~._._.. - •r-'-'� 1-• t•� � - 1�6',_,.,. !.!++�±3 .i. �� � 85 5� � � 1 5) . 60 ,.. b �1�4 ,..._ r � � 6 _7 .�� 0 7S �� �, 400.55 ?.2 „ (� ....�''' ( .�8�3 �` ) � ,� � Q U � � �_.--.�"h� ,�[ Q �. � V � � k'o� � Y� � � u � � � � � 150.145 'y ( .� 'd' '� I � n a+ I � O � � � � i m �.l � 30 $5 50 �a (E,`1 80 140 �p � �6� 150 p� � 150 �J ��„ 3Q0.01 � 6oi.7s (6oavtl "`+ � � I J •�"' r � � • � 0 92 /,d � P�BO........! � • ` � f I 4oas5 �6 �s , 1� q � `� ,� � 3 �, � 1 � � � . � f � � '� � d �' I � ss �s �o I� � � � ��-��-- � � (599:�3) � � i� __--�-- � Q � � � r � ,., �.. � "' o � � o) °° � / � z � z � (2l � � � • � z,� �� fi �C s • � � . � � 3oa� -._.`r� I � ' Q. • '��" � 20 . • 40 � 0.��Q L,�3 r^ n( !� � � IB 42 �L6 ~ �` 15D ...._ - __. _.-�...�...�... - � 225 __�____� 250 I$ � a ' � � I O r �a�M o � 3�4.8 ...-_-.._��_.._... � M j N N _.__ W �E, 7 / � w $ � � 66 �� i:��o C�jI -_. ��� � � � � i.�a A C. N ----��-� C] C E A R ROV PA K� D Vs I N� � o. �� �� �� � 5 9� � C� � 6 1 7 85a 7 � �, �:�3�0 - � � ! � S.E. t 3 2 N D T. , � _�..��_._.._ ._ 6Sa�__7-�--_ ___.._._ � (CEN7RAL AVE.) � ;.�� �-1 �': , 3oa8't 300.87 •�' I a �,.;1 �a�� �� �. .. ... •M � wa � Q� � � _._._.._ � o ' � �J ��, --._ __._...�+ �^ ( � ,32p � N 60 /���� " � T O r d� l' �"�°J I.J sa �..�.. � .� 9 � _,�0 �, , _ ." A C K � ° � �, .�' ! '' 'R = '^ /91 ,i+ f3R� m �g � , (t0,� �...I se�� �d C74� _ - :�-+ gS� �p/ Z; 300.8'15 lS0.4�8 � .�' 30o.e'►,__,_.__.,___ . 3o0.8'r ..�__.�___.... d' �4Q�0 1 ?5 �01 (p '•. 601.75 __.[591.'TO _.1�- ��,� �,27(1) �w t�' a,: •`� d' #�e�� (21 (3) � '" � •, _ �. � �� n - �, � :J �14. i.�3 ��DJ �!�`P379105 � � l°�J�� 1 z ....�..__._ _...._.�__.._._.....,_ i `" o lao �� 4g1.'�5 � i ro .;, � -.------�.�-- R E T F� A C$ � v� � �, � � � � ��� V� .M ---- .�_- t � �� ____.__ C� ___ _._. ._____ L 2 '0 29.62 AC. ar •'•: _..-�___� ' W N 597J I (59'i.12) q r---------------�-i o m � i g �� 1 .� s I � r`�- ! e�i� E � 6 .�n w m e�n "' I � I 4 � � a � I 3 � M M P in � i+i °1 �n � �� ���"�, o � p I ;' I.3�f34 P. I. �..� G N a =� r f� �°� � ' � � 1r..� R Y �, e6 ,.._________ � b ._...._..._. � � � 6 �, (59 .S3 a (596.54) A ^ I' � a M � w ° ` �� �' M � i ^ �- ... , � m � � 15 '" �'� �� � m c m ^7 �i { m k- M a �- � U9..-.� ....-.,�-.� 1 A.� .l OFF-SITE ANALYSIS DRAINAGE SYST�M TABLE StIRFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 R�sin: Puget Sound Subbasin Name: Lower Cedar R.iver Sub-Basin Subbasin Number: "A" Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name, and Size Descri tion dischar e reviewer, or resident see map Type:sheet flow,swale, drainage basin,vegetation, °,� Y.ml=1;320 ft. constrlctions,under capacity,ponding, tributary area,Ilkelihood of probl�m, stream,channel,pipe,pond; cover,depth,type of sensitive overtopping,flooding,habitat or organism overflow pathways,potential impacts Size:diameter,surface area area,vo�ume destruction,scouring,bank sloughing, sedimentation incision,other erosion R Ditch Concentrated flow + / - 2 0-1 80 None None No erosion exists C 24" Culvert Inlet Concentrated flow +/ - 2 180 None None n/a D Ditch Concentrated flow +/ - 2 180-500 None None No erosion exists E Manhole Manhole n/a 500 None None n/a F Detention Pond Detention Pond +/ - 2 500-600 None None n/a I G 24" Culvert Inlet Concentrated flow +/ - 2 600 None None n/a H Manhole Manhole n/a 900 None None n/a I Manhole Manhole n/a 975 None None n/a J llitch Concentrated flow +/- 2 975-1075 None None n/a K 36" Culvert Inlet Concentrated flow +/- 2 1075 None None n/a L Ditch Concentrated flow +/ - 2 1075-1175 None None n/a ' M 15" ADS Culvert Concentrated flow +/- 2 1175 None None n/a Inlet N Ditch Concentrated flow +/- 2 1175-1725 None None n/a O 12" PVC Culvert Concentrated flow +/ - 2 1725 None None n/a Inlet P Ditch Concentrated flow +/ - 2 1975-2100 None None No erosion exists Q Start of Ditch Concentrated flow +/ - 2 2100 None None No erosion exists R Ditch Concentrated Flow +/ - 2 2100-2400 None None No erosion exists S Ditch Dischar e Concentrated Flow +/ - 2 2400 None None No erosion exists T 24" Concrete Concentrated Flow +/ - 2 2410 None None n/a Culvert Inlet U 12" Concrete Concentrated Flow +/ - 2 2460 None None No erosion exists I I �s-�+v„i3oa Culvert lnlet V 12" Concrete Concentrated Flow +/ - 2 2510 None None No erosion exists Culvert Inlet W Concrete Culvert Concentrated Flow +/- 2 2460 None None n/a Inlet X Ditch Concentrated Flow +/- 2 2610 None None No erosion exists Y Ditch Concentrated Flow + / - 2 > 2610 None - None No erosion exists i �a-�t�,;��uo� � OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 Qasin: Puget Sound Subbasin N�me: Lower Cedar River Sub-Basin Subbasin Number: "B" Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource ' Name, and Size Descri tion dischar e reviewer, or resident see map Type:sheet flow,swale, drainage basln,vegetation, °� '/.ml=1,32Q ft. constrlctlons,under capacity,ponding, tributary area,Ilkellhood of problem, stream,channel,pipe,pond; cover,depth,type af sensitive overtopping,flooding,habitat or organism overtlow pathways,potential impacts Size:diameter,surtace area area,volume destruction,scouring,bank sloughing, sedimentation inclsion other erosion A Site Sheet flow + / - 5 0 None None No erosion exists. BB Uitch Concentrated flow +/ - 2 0-100 None None No erosion exists. CC Culvert Concentrated flow +/ - 2 100 None None n/a DD Man I�ole Concentrated flow + / - 2 450 None None n/a I' Detention pond n/a 500 None None No erosion exists. 9x-�1'in110-1 OFF-5ITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 13�sin: Puget Sound Subbasin Name: Lower Cedar River Sub-Basin Subbasin Number: "C" Symbol Drainage ' Drainage Slope Distance Existing ' Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name, and Size Descri tion dischar e reviewer, or resident see map Type:sheet ilow,swale, drainage basin,vegetation, °�6 '/,ml=1,32p ft. constrlctions,under capacity,ponding, t�ibutary area,Ilkelihood of problem, stream,channel,pipe,pond; ' Cover,depth,type of sensitive overtopping,flooding,habitat or organism overflow pathways,potential impacts Size:diameter,surFace area area,volume destruction,scouring,bank sloughing, sedimentation,incision,other erosion A Site Sheet ilow +/- 5 0 None None n/a BBB Overland Flow Concentrated flow +/ - 2 0-800 None None No erosion exists, CCC Overland Flow Concentrated flow +/- 2 800-1250 None None No erosion exists. Q Ditch Concentrated flow +/- 2 1250 None None No erosion exists. ��x—G�;nlsu-� � � A _ � - � � _ � ' � � � � � . . � ' i 1 � , a , . � > � E���, ' � �l��°�' ��� �� E ��. 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( �i, '-� � � .r�L_s-��1 - - — -- _�--=—�_� _J\.�, i �I�1�- ���"1! �` � �y � - . ��_�;�•�;S i _. �r-�-'�1 � \���'�, '�� / �, `� _ ` --�i�.� � �;� �F �-�` �, —:L �,4 — �l '�-> _ i�� ' ���� �: _�---�,.�,�-��; ' _ - �� - �� ��''i , `�, �,��\�(�' _ __=� �. � Ir r ,--� _� , , _., .. , �;` � � i he boundaries of the sensitive areas d,s- � � played on these maps are approxima:e. i Additional sensitive zreas that have nct �. ��.,� - �.."'� ��-- _. -.—.--� been mapPetl may be present on a tleve!- `�41LE opment proposal site, 'Nhere di`fere��ces �� � occur between what is ill�strated on theso maPS and the s�te conctltlons,;he ac:ua; Pre sence or abserce o� !he sit^ o` !ne sensiti�r• d'2d - d5 dG`.�.11Bd if1 :ha jCtiSi'�'�':�' . . .: .�.!C�.n'c"��2- li i'�e .'��I cG"1C'r'I 1 �,� �s -�„T �,aP`.�=rcr'+� _ � '�-."'�"y^t�:t_ �"� �y ��vtf'+°`.±=°�?.`���--�`s''-�{I?+ t-� ,_,�=:"�°�. .^'f�S i �;�"_ i-'4-' � 'a.��`�•� : . F" . 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L 1 1��� �., � ..' \l. \':-�/y" .��,f'�-� �� �G _ . .i ��, ' !r- �\`\ V I_ �� �� ; ;. T �_ �4 ; ��.,: ��� ,. '�: ��-� 1,- �, ,._� . - _.� - �_;,- .1 �� --� �\ �,�� ,4-,�: �.. . _._-r--<=,� ,: - - The boundaries ot the sensitive areas dis ���'��'�a � ��� ��sl tfc h;�. 1 li2 0 1 ida�-i��i i � .:- scis���u � played on these rnaps are appruxima:e. � ' � - � Atlditional sen5it�ve areas that have rot � �"'��s �' �' �" ��'• ,"�� ., - � - � -- been mapped maY be presen( on a devel ' �' �. �'. `-� � . ...��{"•1 ia<<c,. MI�E . ■ opmen? proposal si[e. Where tli`fere:iccs � �'- � ' ' "'�, N occur betweer� what is illustrated on these •''��r �' � � : maPs antl t��e site contlitions, tnc acival pre- �"�s '��.i��'�'�.' senre or absence on thz site o( thc sen.itiv�� area - a5 tlefinetl in the Sensitive Are.� Ordinance-is tne leaal contrul. � - ... .. ... - -� . 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A�Y developm� MIL_ ,! adjacent to these areas sho ry =::u oetween what is i��ustrated on thesc by a thorough study to con 1�aus and tne site conditicns, the ac;ual pre- ezistence of atlditional sub ser.�_c or absence on the site af th�senSl[iac - �ca - a; de(ined in ,he 5^r,sitivr- Area _��r�nacce- is tne ieaat control. �._.-. . , � yv -"�ri3-�'- �r- St�a��+ l� ��'c�."�`� ' ' 7'�-` _•� ,��•-a f - " . ' ' ' � ;��`}���,�,�-s�,,¢-�.2�s ti er`�,�-y ` s+� it� �-� r; ,s � . _ . :r �`�s�i�'"-�r � � ��� '': <_ ��}. ,�•stia, r '� 4 _� 1 `.. . . �_��� I. / h �e � � ,41 � ' �� r ' . I�,y,�',��� .�, - � . � � r . ���}'; 1� � ` � , � .`�.��i `.,� �'.� �':t 1���^' ��� "t'. '� ic-�1� t i � ! , �i �I 4' � a �' � `:y �$�a 6r,Cy ��: �� �� � .' �.r. . _ � � i. j.,' r � 'L�i'/'���I 1�'� t� �.i Xd/� � '�?�rr �^ ' � i E � ' � �.�.� + �i �"r � ,� `� � �.'•�:, i � � . 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L:. , - �. 4 , . --, , i � r r .. . . . , i' . . . . . � . .. !- . . �� . 1' , . •:.1' . , i ��� . . � r_. . , . l�� . . 7 . -�. i � .. , . , !. , i .. � . . .. � .-�� ,, , � .� , ' ---�—�-��,�...��� I I I� � ,''�. _.�i���� I��• , �.�.� �`��,y I , Fa�-.� j : � , �. , . , _ ' � � A _ � ' ' U W _ � ' � � � - � � � � � � j RECONNAISSANCE REPORT NO. 13 � LOWER CEDAR CREEK BASIN � � � JUI�tE 1987 � � Natural Resources and Parks Division 4 and Surface Water Manaaement Division Kin� Countv, Washinbton � � . � �. . . _� __ � '_ _ 1' �_ �-'� I . I LOWER CEDAR RIVER BASIN � f' __ � . ' . ��\.`- .�.� Basin Boundary - r, _._ �, I � j � _i � �� �� _ �\�ir.ia i SUbC2tC�'llllBflt Boundary , � � , . � -a----� � . _ � � - ' • � �--�� e on Pomt �„ �� ,� , _ . . ,� � � 2 Coll cti �y , �_-�-,_. � i� � \\, � ' ' ,_ _ --__ ,,,�../ Stream �`�, :� \( ;.�I a -_ , i , o2ss Tributary Number � ,,. ; � I -- '�`�,-. � �3115 Proposed Project .� ;� � �� ,,,,�. : � 1�,��,`!� I ,. � ---- w. ��?�'--ti•�� - _ �' �'. ,,,�?`� � . _ • , oa. �` o � z nn��.s ento i , 9 t � • I $ `o � — •� , �` . , '�-- - ' 1 JuIY,1987 . . � I `-. ' - . '. _ - �, — ,. _ , .- I ti � ;� - 0�:.- ,i���.,• --- ; _ -�� � � � � ,.. - \ c.�.� � - d ; � w r :c� � �o� � � ,�, ( ,��Z ` �� ---- �\� , ;�-• ., r! �-f-- ' i"% f �_�, ', I 1 - �1 � . s, � I sr . Ct � 9 ss Y I . - ' ��' �� �!-� 1 1 . S 1 . - � � � ` . y ., 1 / .y ... �� . .� . ... . � ''•. % �� �\ � _ � , ..' . I .... ;,i 3a05 >r . _ . , 20 - - � i� i � ----, . -.,�, . - - - '��� -.. f..�.�.,4 \� � L'� �a� " . . , . � \` . . � - _^` . _ _ OZ99 ,.;.Z %"\ Y . ` �. _ o. ,�,,.,,��,;.�y f` ^,�1b _ , � ' - � . ____ ... i f (� –— + _ y q � , �� � � w '� r� ' ° }�ti, „ , 3109 � a i , W '�.:_,._ o ' - -' t'� 3117 � �.b �T� 'o �' °,� yj `' �'N , �.. ' 3121 � o` », M_ e ` � ; �5�; . I- �..:i - - �311 � : - "' . '` � 8 0 � ���: o '� l ' _ ; w , � � a ; 3122 2 � � � 3116 p32 t,;y;� °3r5 '� � ' � - - � _ Q ��,• = ` I ` �. 0 _ --�i'---- I o : . . �. �� `'.��. ` � . � � . �j T . •.. J L i a • ' w.'" � t D '9'9 ( ' ',,� ;_ 03/� r �� . � . ,�y�1 , � . � . . �V I� �'y �1 \ 1 I...�u , - i� i. i ' . . . ._"' '_ . / 1 . .. ' t _. � � � ;, _ �, i � . �i � .. „ 21 ; _ •� , ,� . •' .- - •, �. , � _ ' ___ _ - i ., -- ---------T, .,., , ow N � do-- -- 3115 9 � : ,. ' ,, i 1. Y oNo ^�� �Y�'I � r' � .� , ..-► �,. � � �'� `� �!__/ ,_., �egG\ o - .ry� . / : , ,. CI 'OF SEATTLE WATERSH -�.' O 7r► � : ' , . . n.� . �. �� �. �2 c� t�,�� n., - 311 • ; _".. . � . . .__— '__" . L�l._ , i��, -�� -� c� ;' „ = (I � �� „ >�,_� r�nrwwr � __ -I_�_ _ � ` �. � ..Wy� :"`.,. „ .,� �, .� � . � . , :, . � � �,� ... � _ � li�� �� � ,y. .:� �,_„ � '`�`-'"'`1-�- — � .._. � -- T� ;�s ' Z-. �- y: ' �_^_:. � . __. '1'rih. �C Collect. Existing Anticipated Item Rivcr Mile Point Catc�orv Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations ?2 030? 6 Ilabitat Trash in stre�m (auto, Area adjacent to corridor, - Remove trash. RM 1.00 tires, appliances). will continue to collect - Distribute educational trash and debris. Further materials to streamside worsening of water quality, residents. sedimentation, erosion. - Cite violators, if problem i pc:rsists. �3 0:�02 6 I[abitat Trash in stream. Water Area �djacent to conidor, - Remove trash. 12M 1.10 qu�lity proUlem, will continue to collect - Distribute educational unsightly. trash and debris. Further materials to streamside � wor.senin� of water quality. residen�s. - Cite violators, if problem persists. � �� 0_;cl� ti Geolo�,ry Catensivc bank �rosion in Nonc. Increase R/D volumes, slow relcase upper portions of tribu- rate to nonerosive Ievels. tary. � - �5 U t03 fi l fahitat Habit�t suitable for resi- Scdiments will eventually - Control stormwater volumes r� -� - (ZM .2S dent fish. Scdiment nccu- cover grayels. Habitat and discharge rates from mulating. will become unsuitable for developments. fish use. - Manually clean gravels when necessary. -ay26 U:�03 �> Il,�hitat Trash and litter in Further dccreases in water - Remove trash and litter. � ---- IZht .35 channel affecting w�ter yuality. - Distribute educational materials yuality, causing erosion. to streamside residents. - Cite violators, if problem persists. 1'� (.C.�11'(.� C_$ � Preliminart-•Technical In1'ormation Report fort�lorQan Place :Llarch Z3, 2001 Runoff time series were created using the reduced 8-year data. The hourly series was used to size the detention facility. The regional scale factor is 1.0 and the soil type is till. All pertinent calculations and printouts for the time series are included within this report. Facilitv Design The detention facilities were sized by trial and error in accordance with the KCRTS detailed routing method. The design intent for the detention facility is to maintain the duration of high flows to their predevelopment levels for all flows greater than one-half of the 2-year peak flow up to the 50 year peak flow (Level 2 flow control standard). BASIN AB: Existin� Conditions: Site Area = 7.23 I NGPA = 1.23 (Not a part of Detention Sizing) '� Impen�ious Surface = 0.09 acres Till Pasture = 3.74 acres Till Forest — 2.17 acres Flow Frequency Analysis =i:r.e �eries File:predev.tsf _roject Location:Sea-Tac ---:^,_nnual Peak r�ow Rates--- -----Flow Frequency Analysis------- Fiow Rate Rank Time of Peak - - Peaks - - Rank Re�urn Prob (CFS) (CFS) Period 0. 414 2 2/09/Ol 18:00 0.649 1 100.00 0.990 0. 153 7 1/05/02 16:00 0.414 2 25.00 0.960 �. 364 3 2/28/03 3:00 0.364 3 10.00 0.900 �. 040 8 3/24/04 19:00 0.344 4 5.00 0.800 C.208 6 1/05/05 8:00 0.326 5 3.00 0.667 7 . 344 4 1/18/06 16:00 0.208 6 2.00 0.500 0.326 5 11/24/06 4:00 0.153 7 1.30 0.231 C. 649 1 1/09/08 6:00 0.040 8 1.10 0.091 Com�uted Peaks 0.571 50.00 0.980 Petef•so�a Consultiiig E��gineers Page 18 Prelirrainarv Technical lnfornr.ation Report for!�IorQarr Place A-Iarch 23, 2001 Developed Conditions: Impervious Surface: Roads = 0.79 acres 19 lots 2700 sf/lot� = 1.18 acres Total Impervious = 1.97 acres Till Grass = 4.03 acres Flow Frequency Analysis . Time Series rile:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.837 4 2/09/O1 2:00 1.78 1 100.00 0. 990 0.605 7 1/05/02 16: 00 1.02 2 25.00 0. 960 1.Q2 2 2/27/03 7: 00 0.880 3 10.00 0. 900 0.566 8 B/26/04 Z: 00 0.837 4 5.00 0. 800 0.702 6 10/28/04 16:00 0.821 5 3.00 0. 667 0.880 3 1/18/06 16: 00 0.702 6 2.00 0. 500 0. 621 5 11/24/06 3: 00 0.605 7 1.30 0.231 1.78 1 1/09/08 6:00 �.566 8 1.10 0. 091 Computed Peaks 1.53 50.0o 0. 980 , Facility Sizin�: This facility was sized using the 1998 KCSWDM Level 2 standard. The following is the output from KCRTS. . Retention/Detention Facility , Type of Facility: Detention Pond II Side Slope: 2.00 H: 1V ' Pond Bottom Length: 164.32 ft I Pond Bottom Width: 82. 16 ft Pond Bottom Area: 13500. sq. ft Top Area at I ft. FB: 18544. sq. f� 0.426 acres Effective Storage Depth: 3.75 ft Stage 0 Elevation: 437.75 ft Storage Volume: 57838. cu. _`t 1.328 ac-ft Riser Head: 3.75 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pibe Crif�ce # �eight Diame�e= �ischarge Diam�ter PetersorZ Co�zsulting Et�gineers Page 19 Prelinrinarv Technical lnformation Revort forATorQan Place t�larch?3, 2001 (ft) (in) (CFS) (in) 1 0.00 1.35 0. 092 2 2.32 3.50 0.361 6.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0. 00 437.75 0. 0.000 0.000 0.00 13500. 0. 01 437.76 135. 0.003 O.006 0.00 13510. 0.03 437.78 405. 0.009 0.008 0.00 13530. 0.04 437.79 541. 0.012 0.010 0.00 13539. 0.06 437.81 812. 0.019 0.012 0.00 13559. 0.07 437.82 947. 0.022 0.013 0.00 13569. 0.08 437.83 1083. 0.025 0.014 0.00 13579. 0.10 437.65 1355. 0.031 0.016 0.00 13599. 0. 11 437.86 1491. 0. 034 0.017 0.00 13609. 0.21 437.96 2857. 0.066 0.023 0.00 13708. I 0.31 438.06 4233. 0.097 0.028 0.00 13807. 0.41 438.16 5618. 0. 129 0.032 0.00 13907. I 0.51 438.26 7014. 0. 161 0.035 0.00 14007. I 0.61 438.36 8420. 0. 193 0.039 0.00 14107. i 0.71 438.46 9835. 0.226 0.042 0.00 14208. 0. 81 438.56 11261. 0.259 0.045 0.00 14309. 0.91 438.66 12697. 0.291 0.047 0.00 14410. 1.01 438.76 14143. 0.325 0.050 0.00 14512. l.11 438. 86 15600. 0.358 0.052 0.00 14614. 1.21 438. 96 17066. 0.392 0.054 0.00 1471E. 1.31 439.06 18543. 0.426 0.057 0.00 14819. 1.41 439.16 20030. 0.460 0.059 0.00 14922. 1.51 439.26 21527. 0.494 0.061 0.00 15025. 1. 61 439.36 23035. 0.529 0.063 0.0a 15129. � 1.71 439.46 24553. 0.564 0.065 0.00 15233. 1. 81 439.56 26082. 0.599 0.067 0.00 15337. 1. 91 439.66 27620. 0.634 0.068 0.00 15441. 2. 01 439.76 29170. 0.670 0.070 0.00 15546. 2. 11 439.86 30730. 0.705 0.072 0.00 15651. 2.21 439.96 32300. 0.742 0.074 0.00 15757. 2. 31 440.06 33881. 0.778 0.075 0.00 15863. 2.32 440.07 34040. 0.781 0.075 0.00 15873. 2. 36 440.11 34676. 0.796 0.079 0.00 15916. -- 2.39 440.14 35154. 0.807 0.089 0.00 15948. 2. 43 440.18 35792. 0.822 0.105 0.00 15990. 2. 47 440.22 36433. 0.836 0.126 0.00 16033. �. 50 440.25 36914. 0.847 0.153 0.00 16065. 2. 54 440.29 37558. 0.862 0.183 0.00 16107. 2.58 940.33 38203. 0.877 0.247 0.00 16150. 2. 61 440.36 36688. 0.868 0.259 0.00 16182. 2. 65 440.40 39336. 0.903 0.271 0.00 16225. 2.75 440.50 40964. 0.940 0.299 0.00 16332. 2. 85 440.60 42602. 0.978 0.325 0.00 16440. 2. 95 440.70 44252. 1.016 0.348 0.00 16548. 3.05 440.80 459i2. 1.054 0.370 0.00 16656. 3. 15 440.90 47583. 1.092 0.390 0.00 16764. 3.25 441.00 49265. 1.131 0.409 0.00 16873. 3.35 441.10 50958. 1.170 0.427 0.00 16982. 3.45 441.20 52661. 1.209 0.445 0.00 17092. 3. 55 a41.3v J�?ib. 1.24� C.46"_ �. C� 172C� . Pete�•sur� Con.rulting Errgr�aeers Pnge 20 Preliminarv Technical lnformation Report for Alorgan Place llarch 23. 2001 3.65 441.40 56102. 1.288 0.477 0.00 17312. 3.75 441.50 57838. 1.328 0.493 0.00 17422. 3.85 441.60 59586. 1.368 0.816 0.00 17533. 3.95 441.70 61345. 1.408 1.390 0.00 17644. 4 .a5 441.60 63115. 1.449 2.140 0.00 17755. 4 .15 441.90 64896. 1.490 2. 940 C.00 17867. _ 4 .25 442.00 66688. 1.531 3.240 0.00 17979. 4 .35 442.10 68492. 1.572 3.510 0.00 18091. 4.45 442.2C 70307. 1.614 3.750 0.00 18204. 4 .55 442.30 72133. 1. 656 3.980 0.00 18317. 4 .65 442.40 73970. 1.698 4.200 0. 00 18430. 4.75 442.50 75819. 1.741 4.410 0.00 18544. 4. 85 442.60 77679. 1.783 4.600 0.00 18658. 4 .95 442.70 79550. 1.626 4.790 0.00 18772. 5.05 442.80 81433. 1.869 4.970 0.00 18887. 5. 15 442.90 83328. 1.913 5.150 0.00 19002. 5.25 443.00 85234. 1.957 5.310 0.00 19117 . 5.35 443.10 87151. 2.001 5.480 0. 00 19233. 5.45 443.20 8908C. 2. 045 5.630 0.00 19348. 5.55 443.30 91021. 2. 090 5.790 0.00 19465. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.78 0.58 0.48 3.65 441.40 56119. 1.288 2 0.84 ******* 0.40 3.20 440.95 48396. 1. 11? 3 1.02 ******* 0.33 2.85 440.60 42637. 0. 979 4 0. 82 ******* 0.31 2.80 440.55 41779. 0.959 5 0. 88 ******* 0. 18 2.54 440.29 37555. 0.862 6 0.70 ******* 0.11 2.43 440.18 35798. 0.822 7 0. 60 ******* 0.07 2.04 439.79 29610. C.680 8 0. 57 ******* 0.05 0.95 438.70 13341. 0.306 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 1.78 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharae: 0.477 CFS at 11:00 on Jan 9 in Year 8 Peak Reservoir Stage: 3.65 Ft Peak Reservoir Elev: 441.40 Ft Peak Reservoir S�orage: 56119. Cu-Ft . 1.288 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability C�S $ � � 0.006 34360 56.034 56.034 43.966 0.440E+00 0.017 8086 �3.187 69.220 30.780 C.308E+00 0.028 6191 10.096 79.317 20.683 0.207E+00 0. 039 5178 8.444 67.761 12.239 0.122E+00 ; 0.051 3236 5.277 93. 038 6.962 0.696E-01 ; 0.062 1912 3. 118 96. 156 3.844 0.384E-01 I 0.073 1470 2.397 98.553 1.447 0.145E-01 I 0.084 463 0.755 99.309 0.691 0.691E-02 I 0.095 79 0.129 99.437 0.563 0.563E-�2 I 0.107 63 0.103 99.540 0.460 Q.460E-02 Peterson Consultiizg Engineers Page 21 Prelintinart,� Tech�zicallnfor�nation Repart for.�Iorgatz Place Alarch?3. 2001 0. 118 41 0.067 99.607 0.393 0.393�-02 0. 129 30 0.049 99.656 0.344 0.344E-02 0. 140 16 0.026 99.682 0.318 0.318E-02 0. 151 14 0.023 99.7Q5 0.295 0.295E-02 0. 163 25 0.041 99.746 0.254 0.254E-02 0. 174 22 0.036 99.781 0.219 0.219E-C2 0. 185 21 0.034 99.816 0. 184 0.184E-02 0. 196 7 0.011 99.827 0. 173 0.173E-02 0.208 6 0.010 99.837 0.163 0.163E-02 0.219 4 0.007 99.843 0.157 0.157E-02 C.23C 4 0.007 99.850 0. 150 0.150E-02 ' 0.241 2 O.0O3 99.853 0.147 0.197E-02 0.252 8 0.013 99.866 0.134 0.134E-02 0.264 8 0.013 99.879 0.121 0.121E-02 0.275 10 0.016 99.896 0.104 0.104E-02 0.286 8 0.013 99.909 0.091 0.913E-03 �- 0.297 7 0.011 99.920 0.080 0.799E-03 0.308 13 0.021 99.941 0.059 C.587E-03 0.320 9 O.C15 99.956 0.044 0.440E-03 0.331 7 0.011 99.967 0.033 0.326E-03 0.342 3 0.005 99.972 0. 028 0.277E-03 0.353 2 0.003 99.976 0. 024 0.245E-03 0.365 3 0.005 99.960 0.020 0.196E-03 0.376 3 0.005 99.985 0.015 0.147E-03 0.387 4 0.007 99.992 0.006 0.815E-04 0.398 4 0.007 99.998 0.002 0.163E-04 Duration Coinparison Anaylsis i Base File: predev.tsf ' New File: rdout.tsf ' Cutoff Units: Discharge in CFS ' -----Fraction of Time----- ---------Check of Tolerance------- � Cutoff Base New aChange Probability Base New �Change '� 0.104 � 0.83E-02 0.48E-02 -42.3 � O. B3E-02 0.104 0.077 -26.7 0.128 � 0.60E-02 0.35E-02 -42. 1 I 0. 60E-02 0.128 0.092 -28.4 0. 152 � 0.47E-02 0.29E-02 -37.7 � 0. 47E-02 0.152 O.1C5 -30.9 0. 176 � 0.35E-02 0.22E-02 -38. 9 I 0.35E-02 0.176 0.126 -28.4 0.200 k 0.27E-02 0.17E-02 -36.2 I 0.27E-02 0.200 0.159 -20.5 0.224 I 0.20E-02 0. 15E-02 -23. 1 I 0.20E-62 0.224 0.181 -19.1 0.248 I 0. 14E-02 0. 14E-02 3. 6 � C.14E-02 0.248 0.251 1.2 0.272 I 0. 96E-03 O. liE-C2 i3. 6 � 0.96E-03 0.272 0.282 4. 0 0.295 � 0.72E-03 0.83E-b3 15. 9 I 0.72E-Q3 0.295 0.3C� 1. B 0.319 ► 0.39E-03 0.�4E-C3 12. 5 � 0.39E-03 0.319 0.325 1. E , 0.343 � 0.21E-03 0.26E-03 23. 1 � 0.21E-03 0.343 0.362 5.4 0.367 � 0.13E-03 0.20E-03 50.0 � 0.13E-03 0.367 0.380 3.5 0.391 � 0.65E-04 0.65E-04 0.0 � 0.65E-Q4 0.391 0.394 0.8 Maximum positive excursion = 0.028 cfs ( 8.0=�) occuring at 0.345 cfs on the Base Data:predev.tsf and at 0.373 cfs or_ the New Data:rdout.tsf Maximum negative excursion = 0.049 cfs (-31.2") ' occuring a} 0. 157 cfs on the Base �ata:predev.tsf and at O. 1C8 cfs on the New Data:�dout.tsf Petersaa Corzsteltiiz�Er�gir�eers Page ?? Preliminarv Technical ln/'ormation Report for,'�IorQan Place March 23, 2001 �' We�ond Sizin�: Vr = [0.9A; + 0.25A�g](R) Where: ; _ (0.9(83,200)+0.25(178,160)](0.039) Vr =Runoff Volume from Mean Annual Storm (cfl A; =Area of Impervious Surface (s� = 4.65 8 cf A,�= Area of Till Grass (s fl �'b =Required Wetpool Volume(c fl ,J� =Volume Factor(3.0 for basic ponds) �'b =f�'� R = Rainfall from i�lean Annual Storm(ft) (from KCSWDM Figure 6.4.1.A) ', = 3.0 (4,658) = 13.972 cubic feet Volume Provided in the `�'etpond = 36,464 cubic feet PetersaT Cotisultina Engirleers Page Z3 Preliminarv Technicallnformation Report for,�lorQan Place March 23, 2001 BASIN C: A pipe system will replace the existing ditch located on the south side of NE 4`t' Street, which conveys the flows from the upstream tributary area. ,.._ Existing Conditions: Site Area = 8.66 NGPA = 0.66 (Not a part of Detention Sizing) Till Pasture = 4.00 acres Till Forest = 4.00 acres Flow Frequency Analysis Time Series File:predev.�sf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- rlow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period � 0.534 2 2/09/O1 18:00 0.772 1 100.00 0.990 C. 170 7 1/05/02 16:00 0.534 2 25.00 0.960 0.444 3 2/28/03 3:00 0.444 3 10.00 0.900 0.033 8 3/24/04 19:00 0.426 4 5.00 0.800 C.254 6 1/OS/05 8:00 0.395 5 3.00 0.667 C .426 4 1/18/06 20:00 0.254 6 2.00 0.500 0.395 5 11/24/06 4:00 0.170 7 1.30 0.231 r, .772 1 1/09/08 9:00 0.033 8 1.10 0. 091 Cemruted Peaks 0.693 50. 00 0.980 Petersaz Caasi+lting Engirzeers Page ?� II Prelrminarv TeclzreicallnTormatio��Report ror.�lfor�arT Place :tlarch�.'3 ?001 Developed Conditions: Impervious Surface: Roads = 1.09acres 27 lots (2700 sf/lot� = 1.67 acres Total Impervious = 2.76 acres Till Grass = 5.24 acres Flow Erequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----F1ow Frequency Anaiysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CF5) Period 1. 14 4 2/09/O1 2: 00 2.41 1 100.00 0. 99�� 0. 629 7 1/05/02 16:00 1.39 2 25.00 �. 96C 1.39 2 2/27/03 7:00 1.20 3 10. 00 0.9GG 0.785 8 8/26/04 2:00 1.14 4 5.00 0.80G 0.972 6 10/26/04 16:00 1.14 5 3.00 0.66i 1.20 3 1/18/06 16:00 0.972 6 2.00 0.50G 1. 14 5 10/26/06 0:00 0.829 7 1.30 0.231 2. 41 1 1/09/C8 6:00 0.785 8 1. 10 0. 091 Com�uted Peaks 2. 07 5G. 00 0. °8C Facility Sizing: This facility was sized using the 1998 KCSV4'D'�i Level 2 standard. The following is the output from KCRTS. Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 2. Q0 H: 1V Pond Bottom Length: 151. 84 ft Pond Bottom Width: 75.92 ft Pond Bottom Area: 11�28. sq. ft Top Area at 1 ft. FB: 19550. sq. f� 0.449 acres Effective Storage Depth: 6.75 it Stage 0 Elevation: 428. 00 �t Storaae Volume: 100209. cu. ft � 2.300 ac-ft Riser Head: 6.75 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pi�e Orifice # Height Diameter Discharge Diameter (ft) (in} (CFS) (inj 1 0.00 1. 10 0.085 2 5.2� 3. 5C O.�Oi o'. Q Pe�ersor7 Consarlti��o Errgiiaeers Page _'� � Preliminarv Technica!Infarmation Report for 1�IorQan Place ll�larch?3. 2001 Top Notch Weir: None Outflow Ratin Curve: None g Stage Elevation Storage Discnarge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 428.00 0. 0.000 0.000 0.00 11528. 0.01 428. 01 115. 0. 003 0.004 0.00 11537. 0.02 428.02 231. 0. 005 0.005 0.00 11546. ' 0.03 428. 03 346. 0. 008 0.006 0.00 11555. 0.05 428.05 578. 0. 013 0.007 0.00 11574. Q.06 428.06 693. 0.016 0.008 0.00 11583. 0.07 428.07 809. 0.019 0.009 0.00 11592. 0.08 428.08 925. 0.021 0.009 0.00 11601. 0.09 428.09 1041. 0.024 0.010 0.00 11610. 0.21 428.21 2441. O. C56 0.015 0.00 11720. 0.32 428.32 3736. 0. 086 0.019 0.00 11821. 0.43 426.43 5042. 0. 116 0.022 0.00 11923. 0.55 428.55 6479. 0. 149 0. 024 0.00 12034. 0.66 428.66 7808. C.179 0.027 0. 00 12136. 0.78 428.78 9272. 0.213 0.029 0. 00 12248. 0.89 428.89 10625. 0.244 0.031 0.00 12352. 1.01 429.01 12113. 0.278 0.033 0.00 12464. 1. 12 429.12 13490. 0.310 0.035 0.00 12568. 1.24 429.24 15005. 0.344 0.036 0.00 12682. 1.35 429.35 16406. 0.377 0.038 0.00 12787. 1. 46 429.46 17816. 0.409 0.040 0.00 12892. 1 .58 429.58 19372. 0.445 0.041 0.00 13007. 1 . 69 429.69 20809. 0.478 0.043 0.00 13113. 1. 81 429.81 22390. 0.514 0.044 0.00 13229. 1. 92 429.92 23651. 0.548 0.046 0.00 13336. 2 . 04 430.04 25456. 0.584 0.047 0.00 13453. 2 . 15 430.15 26944. 0.619 0.048 0.00 13561. 2 .27 430.27 28578. 0.656 0.049 0.00 13679. 2 .38 430.38 30089. 0.691 0.051 0.00 13787. 2.49 430.49 31611. 0.726 0.052 0.00 13896. 2. 61 430.61 33286. 0.764 0.053 0.00 14015. 2 .72 430.72 34834. 0.800 0.054 0.00 14124. 2 . 84 430. 84 36536. 0.839 0.055 0.00 14244. 2 . 95 430.95 38109. 0.875 0.056 0.00 14355. 3. 07 431.07 39839. 0. 915 0. 057 0.00 14476. 3. 18 431.18 41437. 0.951 0.059 0.00 14587. 3. 3d 431.30 43195. 0.992 0.060 0.00 14709. 3.41 431.41 44819. 1.029 0.061 0.00 14821. 3.52 431.52 46455. 1.06'0 0.062 0.00 14933. 3. 64 431.64 48255. 1.1C8 0.063 0.00 15056. 3.75 431.75 49917. 1.146 0.064 0.00 15169. 3. 87 431.87 51745. 1.188 0.065 0.00 15293. 3. 98 431.98 53433. 1.227 0.065 0.00 15407. _ . 1C 432.i0 55290. 1.269 Q.066 0.00 15532. � .21 432.21 57005. 1.309 0.067 0.00 15647. ?. 32 432.32 58732. 1.348 0.068 0.00 15762. � . 44 432.44 60631. 1.392 0.069 a.00 15888. �. 55 432.55 62385. 1.432 0.070 0.00 16005. � . 67 432.67 64313. 1.476 0.071 0.00 16132. < . 78 432.7B 66094. 1.517 0.072 0.00 16248. � . 90 432.90 68052. 1.562 0.073 0.00 16376. 5. 01 �33.01 69860. 1. 60� 0.073 0. 00 16494 . 5. 13 4s3. _3 ;_8�7. =. 549 O. G�4 0. 00 l�c'%3 . Petersor� ConsarltiiTg Eiagineers Page �6 Prelimi«arv Technical ln1'orrraation Report for�LlorQa�z Place :tlarch 23, 2001_ I 5.24 433.24 73682. 1.691 0.075 0. 00 16741. 5.25 433.25 73849. 1. 695 0.075 0.00 16752 . 5.29 433.29 74520. 1.711 0.079 0. 00 16795. 5.32 433.32 75024. 1.722 0.088 0. 00 16828 . 5.36 433.36 75698. 1.738 0.104 0. 00 16871. 5.40 433.40 76374. 1.753 0.125 0. 00 16914. 5.43 433.43 76882. 1.765 0.151 0. 00 16947 . 5 .47 433.47 77561. 1.781 0.181 0. 00 16990. 5.51 433.51 76241. 1.796 0.245 0. 00 17034. 5.54 433.54 78753. 1. 808 0.257 0. 00 17066. 5 . 66 433.66 80809. 1. 655 0.290 0. 00 17197. 5.77 433.77 82707 . 1. 899 0.319 0. 00 17317. 5. 88 433.88 84618 . 1. 943 0.344 0. 00 17438. 6.00 434.00 86719. 1. 991 0.366 0. 00 17570. 6. 11 434.11 88658 . 2. 035 0.390 0.00 17692. 6.23 434.23 90789. 2. 084 0.411 O.OQ 17825. 6.34 434.34 92757. 2. 129 0.43Q 0.00 17947. 6. �6 434.46 94919. 2.179 0.448 0.00 18a81. 6. 57 434.57 96914. 2.225 0.466 0.00 18204. 6.69 434.69 99107. 2.275 0.483 0.00 18339. 5.75 434.75 100209. 2.300 0.492 0.00 18407 . 6. 85 434.85 102055. 2.343 0.814 0.00 18519. 6. 95 434.95 103913. 2.386 1.390 0.00 18633. 7 .05 435.05 105782. 2.428 2.130 0.00 18746. 7. 15 435.15 107662. 2.472 2.940 0.00 18860. 7 .25 435.25 109554. 2.515 3.230 C.00 18974. 7 .35 435.35 111457. 2.559 3.500 0.00 19089. 7 . 45 435.45 113372. 2.603 3.750 0.00 19203. 7 . 55 435.55 �15298. 2.647 3.980 0.00 19318. 7 . 65 435.65 117235. 2.691 4.190 0.00 19434. i . 75 435.75 119185. 2.736 4.400 0.00 19550. Hyd Inflow Outflow Peak Storaqe Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 2.41 0.73 0.44 6.37 434.37 93358. 2.143 2 1.14 ******* 0.46 6.54 434.54 96343. 2.212 3 1.39 ******* 0.40 6.19 434.19 90124. 2.069 � 1. 14 ****F** 0.25 5.53 433.53 78662. 1.806 5 1.20 ******� 0.07 5.22 433.22 73338. 1.684 n 0. 97 ******* 0.07 4.83 432.83 66936. 1.537 , 0. 83 ******* 0. 07 4.82 432.82 66705. 1.531 8 G .�9 ***;*** 0. 05 1.87 ��9. 8� 231c7. 0.532 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf �utflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 2. 41 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.461 CFS at 21:00 on Feb 9 in Year 1 Peak �eservoir Stage: 6. 54 Ft Peak Reservoir Elev: 434.54 Ft Pea� Reservoir Sto=age: 9E343. Cu-�t . 2 .212 A�-�t Peterson Corzsultirzg Engiizeers Page ?7 Preliminarv Technical lnformation Repart for MorQan Place A�tarch 23, 2001 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS � * � 0. 007 29167 47.598 47.598 52.402 0.524E+00 0. 020 6965 14.620 62.216 37.782 0.378E+00 0. 032 7877 12.846 75.064 24.936 0.249E+00 O. C45 6816 11.115 86.179 13.821 0. 138E+00 0. 058 3940 6.425 92.604 7.396 0.740E-01 0. 071 3304 5.388 97. 993 2.008 0.201E-01 0.084 833 1.358 99.351 0.649 0. 649E-02 0. 097 56 0.091 99.442 0.558 0.558E-02 0.110 48 0.078 99.521 0.479 Q.479E-02 0. 123 40 0.065 99.586 0.414 0.414E-02 0. 136 25 0.041 99.627 0.373 0.373E-02 0. 149 18 0.029 99.656 C.344 0.344E-02 O. i62 34 0. 055 99.711 0.289 0.289�-02 0. 175 25 0.041 99.752 0.248 0.248E-02 0. 188 18 0.029 99.781 0.219 0.219E-02 0.201 13 0.021 99.803 0.197 0.197E-02 0.214 3 0.005 99.806 0.192 0. 192E-02 0.227 11 0.018 99.826 0. 174 0. 174E-02 0.240 5 O.00B 99.834 0.166 0. 166E-02 0.253 3 0.005 99.839 0.161 0. 161E-02 0.266 6 0.010 99.848 C.152 0. 152E-02 0.279 5 0.008 99.856 0. 144 0. 144E-02 0.292 6 0.010 99.866 0.134 0. 134E-02 0. 304 5 0.008 99.8`74 0.126 0. 126E-OZ 0. 317 6 0.010 99.864 0.116 0. 116E-02 0.330 5 0.008 99.892 0.108 O. lOSE-02 0.343 6 0.010 99.902 0.098 0. 978E-03 0.356 8 0.013 99.915 0.085 0. 848E-03 ' 0.369 6 0.010 99.925 0.075 0. 750E-03 ', 0.382 6 0.010 99.935 0. 065 0. 652E-03 ' 0.395 10 0.016 99. 951 0.049 0. 489E-03 �'I 0.408 12 0.020 99. 971 0.029 0.294E-03 0.421 2 0.003 99. 974 0.026 0.261E-03 0.434 5 0.008 99.982 0.018 0. 179E-03 0.447 4 0.007 99.989 0.011 0.114E-03 0.460 5 0.008 99.997 O. OG3 0.326E-04 Duration Comparison Anaylsis Base File: predev.tsf New Fi"�e: rdout.tsf Cutcff Units: Discharge i� CF5 -----Fraction of Time----- ---------Check of Tolerar.ce------- Cutoff Base New �Change Probability Base New �Change 0.126 � 0.92E-02 0.40E-02 -56.4 I 0. 92E-02 0.126 0.074 -40.9 0. 157 I 0.64E-02 0.31E-02 -51.7 � C. 64E-02 0.157 0.08'0 -45.4 0. 189 I 0.49E-02 0.22E-02 -55.5 I C.49E-02 0.189 0.109 -42.2 0.220 � 0.37E-02 0.18E-02 -51.1 � 0.37E-02 0.220 0.136 -38.2 0.252 � 0.28E-02 0.16E-02 -42.5 � 0.28E-02 0.252 0.164 -35. 0 0.283 � 0.22E-02 0.14E-02 -34.6 I 0.22E-02 0.283 0.190 -33.0 0.315 � 0. 15E-02 0.12E-02 -20.7 I 0.15E-02 0.315 0.268 -15. 0 0.346 � O. 10E-02 0.91E-03 -12.5 � 0.10E-02 0.346 0.337 -2. 8 0.378 ( 0. 64E-03 0.68E-03 7 .7 � 0.64E-03 0.378 0.386 2.2 0.409 I 0. 38E-Q3 0.29E-03 -21.7 � 0.38E-C3 0.409 0.402 -1. 9 0. �41 0.21E-C3 0. �5E-03 -23 . 1 � O.�lE-G3 0. 441 0.433 -1. 8 Petersora Consarltii�g Engineers Page ?8 Preliminarv Technical Inforntation Report rortl�orQan Place A�Iarch 23, 2001 0.472 I 0.15E-03 O.00E+00 -100. 0 � 0. 15E-03 0.472 0.442 -6.4 0.504 � 0.98E-04 O.00E+00 -100.0 ( 0. 98E-04 0.504 0.454 -10.0 Maximum positive excursion = 0.009 cfs ( 2.3�a) occuring at 0.377 cfs on •the Base Data:predev.tsf and at 0.386 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.068 cfs (-46.2$) occuring at 0. 146 cfs on the Base Data:predev.tsf and at 0.079 cfs on the New Data:rdout.tsf Wet�ond Siziny V,._ (0.9A; + 0.25A�g](R) Where: _ [0.9(120,226)+0.25(228,254)](0.039) Vr =Runoff Volume from Mean Annual Storm(cfl A; =Area of Impervious Surface (s fl = 6 445 cf A,�=Area of Till Grass (s fl � � Vb =Required Wetpool Volume (cfl f� =Volume Factor(3.0 for basic ponds) Vb=f V� R =Rainfall from Mean Annual Storni(ft) (from KCSWDM Figure 6.4.1.A) = 3.0 (6,445) = 19_336 cubic feet Volume Provided in the Wetpond = 33.570 cubic feet V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN This section of the report is not applicable at this time. VI. SPECIAL REPORTS AND STLTDIES A Geotechnical Engineering Report has been prepared by Earth Consultants, Inc. dated February 20, 2001 and a wetland report has been prepared by Chad Armour dated March l, 2001. Peterson Consulting Eizgineers Page 29 Prelii�ri��an' Techr7icnl I�7forrttatlorl Report f>r�,Ia�,a,7 Place .1larch ?3, ?001 �I �'IL OTHER PERI�ZITS This section of the report is not applicable at this time. VIII. ESC ANALYSIS AND DESIGN At the preliminary stage this section is not applicable. Erosion control analysis, design and procedures will be provided at the time of preparation of the Construction Documents. IX. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENAI�T This section of the report is not applicable at this time. �I. OPER��TI0�1S AND MAII�'TE�IANCE I�ZA�'UAL This section of the report is not applicable at this time. Petersa� Corrsi+ltrng G��gr��eers Page �0