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03059 - Technical Information Report - Java Monkie Espresso Cafe
I,ITCH�IELD EI�TGINEEI�Il�G Civil Engineering&Development Services � �� � � TECHNICAL INFORMATION � ��� �L REPORT � �,� for J-, � , ���%�� JAVA MONKIE ESPRESSO CAFE f�.��,� _,-- . City of Renton File No. LUA-02-057 City of Renton Project No. U020481 Prepared for: Mike Waters 16446 SE Jones Road Renton, WA 98058 425-351-9397 ' Prepared By: � A oF As�C��, Keith A. Litchfield, P.E. �, �w '�� � � 2 Date Issued: August 14, 2002 :► Revised: October 4, 2002 A�o�, '��'�STEg�9 ���4 i �' "4-""" -����� ��� �SS�ONALE��� 'O�GH G� f ��' � �����S�ZS" 'I � � '� vG� !" � ' � _ . .,., EXPIRES 2/]0l03 .�,v RE�E�� �D 0� $ 2�2 12840 SPH 425 821 50 8 FAX 4R 25 8 5�7 9A 98034 µ�.�,LD1NG D1VIS�ON TABLE OF CONTENTS TABLE OF CONTENTS .......................................................................................i I. PROJECT OVERVIEW ....................................................................................... 1 Ii. CORE REQUIREMENTS .................................................................................... 3 A. Core Requirement#1: Discharge at the Natural Location ............................3 B. Core Requirement#2: Off-Site Analysis........................................................3 C. Core Requirement#3: Runoffi Control ......................................................... 3 D. Core Requirement#4: Conveyance System ............................................... 4 E. Core Requirement#5: Temporary Erosion & Sediment Control................... 4 F. Care Requirement#6: Maintenance & Operation ........................................ 4 G. Core Requirement#7: Financial Guarantees 8� Liability ............................. 4 H. Core Requirement#8: Water Quality .......................................................... 4 I11. SPECIAL REQUIREMENTS ............................................................................... 4 IV. EXISTING CONDITiONS .................................................................................... 8 V. DEVELOPED CONDITIONS .............................................................................. 8 VI. STORMWATER FACILITY ANAYSIS � DESIGN .............................................. 8 A. Predeveloped Site Hydrologic Analysis ....................................................... 8 B. Developed Site Hydrologic Analysis ............................................................ 9 C. Summary of Analysis.................................................................................... 9 D. Water Quality System .................................................................................. 9 VII. CONVEYANCE SYSTEM ANALYSIS and DESIGN .........................................12 VUI. SPECIAL REPORTS and STUDIES ................................................................. 14 IX. BASIN and COMMUNITY PLANNING AREAS................................................. 14 X. OTHER PERMITS ............................................................................................ 14 XI. EROSION/SEDIMENTATION CONTROL DESIGN ...........................................14 APPENDICES APPENDIX A HYDOLOGIC ANALYSES APPENDIX B KING COUNTY SENSITIVE AREA FOLiO MAPS APPENDIX C DOWNSTREAM ANALYSIS APPENDIX D MAINTENANCE & OPERATION MANUAL LIST OF FIGURES FIGURE 1 VICINITY MAP FIGURE 2 SCS SOIL SURVEY MAP FIGURE 3 GENERAL DRAINAGE BASIN MAP FIGURE 4 UNDEVELOPED SITE FiGURE 5 DEVELOPED SITE I. PROJECT OVEVIEW The project consists of the construction of on-site infrastructure to support the future construction of a 1,fi92 SF coffee shop facility. The project, known as the Java Monkie Espresso Cafe, will be constructed on the 0.322 acre parcel owned by Mr. Mike Waters. The site is located along the north side of Sunset Boulevard approximately 240 feet west of the intersection of Duvall Road & Sunset Boulevard (see Vicinity Map). The site is bordered on all sides by commercial properties. Past use of the site has been a lumber retail outlet. All buildings have been removed and the site is presently bare ground. The site has a mild slope from the north to south at approximately 2% . The adjacent lot to the north will be developed in the near future with a car wash facility. The existing commercial access will remain and will be shared with the property to the north. No frontage road improvements will be required of the project. __�_._-- __ _ �' ,5,,��� �,, �� -----:,.. The project site is located within th y Cr�ek Sub-basin ofthef�dar�r Basu�: The project is exempt from stormwater peak rate runoff control per tfie cri�e�ia outlined in the 1990 King County Surface Water Design Manual (KCSWDM). The Manual exempts projects of which the developed runoff does not exceed the predeveloped by more than 0.50 CFS. The project is exempt from stormwater quality treatment as the threshold of 5,000 SF of new impervious area subject to vehicular traffic is not exceeded. Discharge from the site will be made to a new catch basin to be located near the southem property line. Soils within the project area have been mapped as Everett gravelly sandy loam, Hydrologic Type A/B, as shown on Figure 2. 1 r' `^'l�, ,•.. •r. ::r:;.. • '�-�•. .,-_ --�-==�_....... W � � . •:� (.,�t:4r"'-' � Vl 1 ` t . ��:'•" ' _...._ � � , J p � W l j ���'�' � ..... �l -� -�95rfr::�,��' : ,:' +sF �rAy � ;� Q � �P� ...'::: . �� na SE :' y y�IL � _ � .�, .:: .r � � RD � � E�::�:'qS�H s5TH PL u, l� �E96TH 4L Sg P� I�S� -•---�---•� - - -�-•--- •=•-•-•-- -•- r ---•-•-• !9 � � Z _ y�,� � �a SIENRA HBGH73 _Q Q ".q'. — — — — r�- — PARK �� > > � > '^�� SE y9TH:ST•`.;.'; � z� ,,, Q Q _ - � •:i::.: E�'•: N = ��' 1 O �_ � `•.E. IOQTN�3T,,.`' �' �I � '�:� a� � N > � E2 Pl: 1 SOOETH 1 E N a SE � �: �, � � ���-•-•..,� f01ST '.- �P�T ST � � ' s x SE 102ND T z -::z � � 0 - tOQN �y � C � N � �� Z'y/ �� `_ � ��p� _ �< .�'t, m �^S 4 � 2 9;, �� NEu'� �n ��3fSTg 1 , �O > ��f- O �- �r � 9 I . o ,. 2 _ ; �� '�`EK �SE � : 2�� "' � SE t04TF{:�� f v�'i _a Y � $E T oz ��, ��( � ,T ~, NE a�'g'� Y ,� m� F'.� : .- 78TH � a � t, r 1 �8 E 1' ST w w '�1►�' f W Z Z A�� t,1 P` � -- (A �_ � �C �,�,0 8r ' _ � � u'NjEj'Hg; � NE 3 17TH P a ST T Q:., a Q 1. '. --- -- - � _ �` �_ '� � � NE`?16TM S7 � v z Z 15TH Q E . w z� � _� �G , ,1, n G �.. a� � ,°�,; f c °v. �. � W _` Q� w - S7 ¢� "�w4W � � �S"y� - _ �f'�.c�CT �\� I a H � � W � _'cic°s N�� svz� Q � ` '�.�.�:,� Q` � W NE 12TH s j..^ ST az 1 � i �SE NI11TH �• W Q W N��trr� - �c� E 112TH SE 112TM ST � ,`�,2, NE 11Tt+�'z'PL ;�z z tvE tn� ~ ' = a � `t'�'j M OLiVER M _ ST SE i 1TTM PL�w ` SE 113TH > � a�z NE � �tf 3i3 � � F/AZ,EN a E N E iQTH P �` `� w' 1 HS- i W � 2 � � • � .� '�� ��� :' SE. 114TH � PL � SE�114TH • a Z PIERCE-10TH � G �Z ME lOYTIi Z1 Pj, _�i F Q a � � cT Ne E I O T H LN i.a.� E a 1 0 T H � _ v, x �c < z a T E � �SE 116TH ST � � S E ST � T1i� ---5 _ � —L ..� z � a° S 117TH N 5T = � ¢ a w �'�F' �►, 4 z w.aiw�s. ��'—Z m�.�� 118TH �S,.j. — — —— S.� � ; Q � � z �t: �T��r.v�r t. Q f- SE 11HTH .,� } w _,v,�_�.: +- � Q � ST � .e�- �2 o a ?6 NE $ CT > � � "Q � 5'� . NE $ ST a� �' � _SE 120T'H ST � •- = HE TTN 5T � ST:.�, �H � E 121ST ST SE 120TH �Q4 W ��RA � � Q ST E 6TH C7 � , 122MD ST I p NE. y��Q� � . �p .. � � � .. oz NE 6 � _ �� 8TH .- � � �. NE . 6TH � m z ! 1 u. VICINITY MAP JA�/A MONKIE ESPRESSO CAFE FIGURE 1 LITCHFIELD ENGINEERING DWN. BY DATE JOB N0. � i2840 815T AVENUE NE NA 8-10-�2 C�SX-003 Kirklond, Woshington 98034 / (42s) 82�-so3a Fa,x (425) 821-5739 CHKD. BY SCALE SHEET I NA NONE 1 OF 1 Co;yright Qc 2000 Litchfielo En�ineering. Inc Ai1 rights �eserved. Z II. CORE REQUIREMENTS A. Core Requirement#1: Discharge at the Natural Location The proposed on-site conditions and patterns emulate those of the existing site conditions. The developed on-site runoff will be routed via sheeUshallow concentrated flow to catch basins then to the off-site system. Discharge from the project will be conveyed to a new catch basin installed over an existing storm drain collector located along the north side of the Sunset Boulevard right-of-way. B. Core Requirement#2: Off-site Analysis Upstream Tributary Area: The project site sits on a localized high spot and it appears that little if any drainage flows onto the site from adjacent properties. Downstream Analysis: Please refer to Appendix C for the Level One Downstream Analysis prepared by Litchfield Engineering. Downstream Concerns & Effects of Proposed Project: Discharge from the developed site will direct discharge (via a tightline)to an existing CB/pipe system located along the north edge of the Sunset Boulevard and then to the west in the public storm drainage system. The downstream system appears quite capable of conveying the developed release rates associated with the project. No significant impacts to the downstream system is anticipated or expected. Resource Review: The King County 1990 Sensitive Areas Map Folio was checked for mapped sensitive areas, both on-site and adjacent off-site features (see Appendix B). Sensitive areas include streams, wetlands, erosion, and seismic hazards located on-site and downstream within 1/4 mile of the project area. Streams: None located within the one quarter rnile area Wetlands: None located within the one quarter rnile area Erosion: None located within the one quarter mile area Landslide: None located within the one quarter mile area Seismic: None located within the one quarter mile area Coal Mine: None located within the one quarter rnile area SCS Soils Map: Based on the King County Soil Survey the on-site soils are of the Everett series. Everett series have moderate permeability, runoff potential is slow to medium, and erosion hazard is slight. C. Cor�e Requirement#3: Runoff Contro! The site is exempt from runoff control per the 1990 KCSWDM. Section 1.2.3 ofthe Manual (page 1.2.3-5) states that developed runoff that does not exceed the predeveloped runoff rate by 0.5 CFS are exempt from runoff control. Hydrologic analyses of the site (see Appendix A) supports the exemption for the project. 3 D. Core Requirement#4: Conveyance System Given the flat topography of the site, finish pavement grades will be established that conveys developed runoff across the pavement to strategically located concrete gutters then to catch basins. The proposed on-site conveyance and tightline system will route runoff to the off-site public drainage conveyance system. E. Core Requirement#5: Temporary Erosion and Sediment Control Plan An erosion and sediment control plan, which will serve to minimize soil erosion/sedimentation during the proposed site construction has been prepared for approval by the City of Renton. See Section IX of this report for further details of the Best Management Practices to be implemented for the project. F. Cor�e Requir+ement#6:Maintenance & Operation The on-site stormwater system will be privately owned and maintained. Maintenance & Operation guidelines are provided in Appendix D. G. Core Requirement#7: Financia! Guarantees 8 Liability Financial Guarantee & Liability commitments by a property developer are typically associated with drainage and property improvements to be owned and operated by the City or County. Since the project is a commercial development of which the property owner will maintain and operate the drainage facilities, financial guarantees associated with this section are not applicable. H. Cor�e Requirement#8: Water Quality The project is exempt from stormwater quality treatment as the threshold of 5,000 SF of new impervious area subject to vehicular traffic is not exceeded. I11. SPECIAL REQUIREMENTS A. Special Requir+ement#1: OtherAdopted Arrea-Speci�c Requir�ements The project is currently under review by the City of Renton Planning Department. At this time no other area-specific requirements have been required by the City. B. Special Requir�ement#2: F/oodplain/Floodway Delineation The project site is not within a flood plain. C. Special Requirement#3: Flood Protection Facilities The project site is not within a flood plain. Therefore flood protection facilities are not required. 4 D. Special Requirement#4: Source Control The spili control separator will be installed upstream of the storm filter to provide a level of protection against spills entering the downstream system. E. Specia/Requirement#5: Oil Control The operational parameters of the proposed project do not put it into the classification of a high-use site. 5 �, r 1� �� �.r - - - -- ' �'�. � . , .i� ,i _,'� , � 'New� - BM 3 ' . 1 � � ��'' ".. 998� :� .2�/ __,,.- ,�_� '�' 2 \�:� � ,, t •�I � i EvC ` _ �eCi ! J i�._` � _ � ,� k �• � > i � �" ! 1 �• � J �--'- �' �• _' '- : �1 `.•: \ `-...� ' :'�;c --, � --• ___, ' _ � .' . ��, � s , : � ,�. � .%.\ •,+ 2 I - ��,� .�+ � '`� � \ �L "-'k I ,�-� --t- -y�.'�- �' � m � _'�. 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' ; �y � . � • ' : "� • f _ 4'� �Y �Y � " .r[ ' ' —.��..�� �� 1 r 1 _ 4 .it �.� Vr w� ■ • • - �f�_ � r� t. - F.� � � `., ' � "_'; �. ',ti ��: t, ,r� � ,i ? � "+$". J'�.� ''�� Ai� � �.> --f 1 H �Y :�: ' { . - � * '�� ` ,� w F ;�' f : a ..�"'� _ SCb • J '{ � j F l'` .�r t,T-:. ,�� Y,Z: _f � � F : � � . . �0 � � ■ � � ; . ��t. _ s ,. 1 � �� .. � �ht 4` ., h { .� � � �3?; � r� . h... �-._ T� t r. +3s..Y. " � 4'. 1 : _ .. �,f�� n .. _ . _�-`�. �G.�;^ �•� �.... � -.��-� �} ���= ) I ��a�c��ne o iv�v n���Y���oao� s�n,m:uscs t--�650 ft Sealr.1:16,000 Dela�:13-6 Daqe�:R'GS84 ���f�IER�,� DRAiNAGE BASIN MAP JAVA MONKlE ESPRESSO CAFE FIGURE 3 LITCHFIELD ENGINEERING DWN. BY DATE JOB N0. � 12840 81ST AVENUE NE i NA 8-10-02 CDSX-003 I Kirkland, W'oshingtcn 98034 , (425) 821-5038 rAX (425) 821-5739I CHKD. BY SCALE SHEET NA AS NOTED ' OF � Copyright c� 2000 Lilch±ield Enginezring, inc. All righ's r=s=��ej. . �� IV. EXISTING CONDITONS Buildings associated with the past business use of the site have been removed from the site. The site is presently hardpacked soil and gravel. The on-site drainage patterns generally sheet flow from the north to the south to the roadside pipe/CB system situated along the north edge of Sunset Boulevard. The site slopes to the south at approximately 2%. The hydrologic parameters are summarized in Section VI below. V. DEVELOPED CONDITIONS The proposed site will consist of developing the 0.322 acre parcel with a coffee shop facility. Adjacent parking and landscaping areas are also planned. The property was defined by one hydrologic drainage basin. Runoff generated within the on-site drainage basin will be conveyed via sheet and shallow concentrated pipe flow to the off site storm drainage system. An on-site detention facility is not required as the project meets the 0.5 CFS exemption as provided in the following section and Appendix A. VI. STORMWATER FACILITIES ANALYSIS and DESIGN A. Predeveloped Site Hydroloqv Analvsis A hydrologic analysis of the site was completed in order to determine whether the project meets the exemption far on site detention. The site was analyzed under the SBUH hydrograph method using WATERWORKS soflware by Engenious Systems Inc. (see Appendix A). The discharge point for the stormwater control system is to an existing storm system situated along north edge of Sunset Boulevard. The pre-developed site basin criteria is summarized below with the hydrologic parameters used in the analysis. The analytical results are presented in the computer output data sheets provided in Appendix A. Existing Site Soil Type / Group: Everett, / B Total Area: = 0.322 acre Area Pervious = 0.098 acre (landscape/grass) Area Impervious = 0.115 acre (pavement) + 0.1 Q8 acre (roofs) = 0.223 acre Curve Numbers: 80 (KCSWDM grass cover) 98 (KCSWDM impervious surFaces) 100 year precip. = 3.95 inch T�: 5.0 min 8 B. Developed Site Hydrology Analvsis The site was analyzed for the post-developed site conditions under the SBUH hydrograph method using WATERWORKS software by Engenious Systems Inc. (see Appendix A). The developed site basin criteria is summarized below with the hydrologic parameters used in the analysis. The analytical results are presented in the basin summary sheets that follow. Develoqed Site Soil Type / Group: Everett, / B Tota! Area: = 0.322 acre Area Pervious = 0.0560 (landscape/grass) Area Impervious = 0.210 acre (pavement) + 0.039 acre (roofl + = 0.017 acre (sidewalk) = 0.266 acre Curve Numbers: 80 (KCSWDM grass cover) 98 (KCSWDM impervious surFaces) 100 year precip/ = 3.95 inch T�: 5.0 min C. Summary of Analysis The hydrologic analysis provided in Appendix A supports the exemption from detention for the project. The calculated peak runoff for the predeveloped and developed 100 year storm event is 0.23 cfs and 0.26 cfs, respectively. It can be noted by inspection that the 0.50 cfs threshold is not exceeded. D. Water Quality System A storm water quality system will not be provided for the project. The project is exempt from stormwater quality treatment as the threshold of 5,000 SF of new impervious area subject to vehicular tra�c is not exceeded. Existing impervious pavement area = 5,027 SF � ��� New impervious pavement area = 9,134 SF �I �I�. -� a� Additional impervious pavement area = 4,107 SF �— � � S'�' /,'I'? `� S 9 I ��� � i / �1� ^� � i � _ —� �!' I, \ I �I � \ ` I / , \\ / � \ � �' \ /�, _r f�� o� �l / �� i c'��S I / �- \ /' � i \ �\f 1 � I Op� \ ``\' 1k I � � ��� 017-� n�m \� �'� m � \ aQ � � �\\I � � `�; ��, ' \ �� s a\\ . l / \y T I'� / f� �`�`• 1 � ?, I $ � �s � � � � � �\ � � —+'� � ' �� � / ��—!� �� __ \ /-'��. I � �/ "' — � j i � -ato—— � Lr� � i � - _"`� " � �� I / og� ��;�:iv�, � I /� i ' ; � m � � 1 c `\ � ��v \� � �-"j/ o� �� � I � .� `. �� � I � 4 I � ��� �\ � �/� �: ' ti � - � ^ L , '�-\ � , — �' 'oE �, �� ' � ' r� � i�� � � _� ------�-----�� �/ •/• \���/--- i v /. / /�/. I � � '��'�_,/ /,/ - �, I �% y � ,�N �'_ -i 0��''" Ny.`�.�/i 'oN�,l'b". � /:1°� ���� I i 1L\ � g �m /� � ,/ ' i \L �/ / � � /' � � , �� / , �� �� A � /. � ; - � � �" �v � -. ,�. i �1�"" ,/ /` -` Q\ �, � �� s=.�p x � � /' ���� tOs�y l /� � / �' ^� �9p6.. � �/• Q���� // �� // � '/'/� ��, y / / ����, s% � ' ?�� ,�/ � �� ,. Tom , _,- � .� ; � �� � / � , ,- _ ;` �=rjr�� ,5��' X�!1\ ./y i EXISTING SITE 40' � 40' JAVA MONKIE ESPRESSO CAFE sc,a�E� �" = 40' FIGURE 4 LITCHFIELD ENGINEERING DWN. BY DATE JOB N0. 12840 81ST AVENUE NE KAL 8-10-02 CDSX-003 Kirkland, Woshington 98034 (a2s) s2i-5o3s Fnx (425) 821-5739 CHKD. BY SCALE SHEET KAL 1 "=40' 1 OF 1 Copyright c� 2000 L�tchfield Eng�neering, Inc. Alt righls reserved. �� � � � � I ' i`` 4 0 1� h �� o ; , �, 1 � � �� � � `, ! � t ; o � ' `4�/F � � � � � ❑ III I +I I Ct4� \ I \ \� !�� � I � lo� f � ,ll � � � � �� I � ' � �I , � � � °� � � r �4 �� 1 � i IJ � II (m— � . ';�nT� l � � , 1 � � p i., . � �+ ����V c � � ti � �� I� I� �� ; � �--1. � °�� I � � I �1 ; E � � � — _�� i �� I ; 1 .�' � r ' � � � I r a � i .�"���.e i x I / N N�g ^ I � w w � I / % i �•m u I I " / � e I � � / / M/ y/ / / / O J �/ �, 'y r � �/� \ / / / \ �� �.✓ . . . �� \Q 40' 0 40' DEVE�OPED SI TE JAVA MONKIE ESPRESSO CAFE SCALE: 1'� = 40' FIGURE � LITCHFIELD ENGINEERING DWN. BY DATE JOB N0. 12840 8157 AVENUE NE � KAL 10-3-02 CDSX-004 Kirklo�d, Woshington 98034 (425) s2i—so38 F,ax (425) 821-5739 CHKQ. BY SCALE SHEET KAL 1" = 40' 1 OF 1 CccN'9^t c0 200G L�tchtle:c Engineering. Ir.c. Au rights reserved. VI. CONVEYANCE SYSTEM ANALYSIS and DESIGN An analysis of the proposed conveyance system shall be performed in this section. Given the simplicity and minimal conveyance components the system capacity was checked utilizing the last leg of the system, the 100 peak runoff, and minimum slope as detailed in , the following computer data sheets. The 100 year developed flow for the site is 0.85 cfs , cfs. The capacity of 8" PVC pipe at the design minimum slope of 0.50% is 1.23 cfs. i I 12 Java Monkie Espresso Cafe Worksheet for Circular Channel Project Description Project File c:lhaestadlfmwlproject1.fm2 Worksheet 8" PVC @ 0.50% , Flow Elemer�t Circutar Channel Method Manning's Formula Solve For Discharge Input Data Mannings Ccefficierrt 0.009 � Channel Slope 0.005000 ft/ft Depth 0.67 ft Diameter 8.00 in I, Resufts Discharge 123 cfs Flow Area 0.35 ft� Wetted Perimeter 2.09 ft Top Width 0.00 ft Critical Depth 0.53 ft Percent Full 100.00 Critical Slope 0.005383 ft/ft Velocity 3.54 ft/s Velocity Head 0.19 ft SpeciFic Energy FULL ft Froude Number FULL Ma�dm�n Discharge 1.33 cfs Full Flow Capacity 123 cfs Full Flow S{ope 0.005000 ft/ft 08l14/02 FlowMaster v5.15 07:59:18 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 13 VII. SPECIAL REPORTS and STUDIES No special reports or studies have been prepared, nor have been required, for permitting of the Java Monkie Espresso Caf�. ' Viil. BASIN AND COMMUNITY PLANNING AREAS The project site is located within the May Creek Drainage Basin and within the City of Renton planning area. X. OTHER PERMITS • Utility permits from the City of Renton Water & Sewer Department. IX. EROSION/SEDIMENTATION CONTROL DESIGN To develop the project site, several Best Management Practices (BMP's) will be implemented. Other temporary erosion and sediment control may occur during the duration of the project depending on weather conditions, clearing operations, and excavation and fill placement. Given the minimal size of the developed area and the flat topography the existing site, erosion is anticipated to be minimal and runoff slight. Specific TESC measures to be implemented include the following: Filter fabric fencing will be constructed along the south side of the site. Rock construction entrance will be constructed at the south entrance to the project. Temporary Catch Basin Filters will be installed inside the catch basins downstream of the site. 14 APPENDIX A HYDOLOGIC ANALYSES _ i 9/24/02 4 :34 :52 pm page 1 JAVA MONKIE ESPRES50 CAFE HYDROLOGIC ANALYSIS --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A N , 24 HR, PREDEV SBUH METHODOLOGY TOTAL AREA. . . . . . . : '� 0 . 32 Ac� BASBFLOWS: 0 . 00 cfs RAINFALL TYPE . . . . : TYP PERV IMP PRECIPITATION. . . . : . 5 inches AR£A. . : 0 .10 Acres 0 .22 Acres TIMS INTERVAL. . . . : 10 .00 min CN. . . . : 80 .00 98 . 00 TC. . . . . 5 .00 min S . OQ min ABSTRACTION COEFF: a .20 PEAK RATE: 0 . 23 c s VOL: 0 .09 Ac-ft TIME: 480 min BASIN ID: B NAME: R, 24 HR, DEV SBUH MFsTHODOLOGY " TOTAL AREA. . . . . . . : 0 .36 AC BASEFLOWS : 0 .00 Cfs R.AINFALL TYPE. . . . : A PERV IMP PRECIPITATION. . . . • 3 .95 inches AREA. . : 0 . 10 Acres 0 .27 Acres TIME INTERVAL. . . . 10 .00 min CN. . . . : 80 . 00 98 . 00 TC. . . . . 5 .00 min 5 . 00 min ABSTRACTION COEF : 0 .20 PEAK RATE: 0 .2 cfs VOL: 0 .10 Ac-ft TIME: 480 min I � i ��. 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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (21 CN values can be area weighted when they appiy to pervious areas of similar CN's (within 20 CN pointsi. However, high CN areas should not be combined with iow CN areas {unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form ane hydrograph. FIGURE 3.5?A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY NYDROLOGIC KYDROLaC IC SOIL GAOUP G�CUP' SOIL CROUP GFIOUP• Atderwood C O�cas Peat . D Arents, Alderwood Material C Oridia a Arents, cverer Matenal B Ovall C 8eausite C Pactiuck C . eellingham D Puget D Briscot 0 Puyal(up B Buckfey 0 Ragnar B Caastal Seaches Variabte Renton 0 E2rtmont Silt Loam D Riverwash Variable E�gewick �'c-� Salaf C Everar, (A/F) `Samr„amisi 0 Indranota �•� SeaNe D Kitsao C Sracar 0 �4aus C Si Sift C Mixad Allttvial Lnd Variable Snchomish 0 Neilton A Sultan � C Newoerg 3 Tukwila 0 Ncoksack C Ur�an Variable Normal San�y Lcam D Woodinvilla 0 NYDFIOLOGiC SQIL Gr�OUP CLASSIFfCATiOPlS A. (Low rttnoif potentiaf}. Sods having high infiltration rates, even when�horoughly wetted, and consistinq chiecly of deep, well-to�accessively drained sands or gravels. �hesa sods have a high rate of�.vater transmission. BO. (Moderately low runoff potential�. So�1s having moderate infiltra�ion rates when;horoughiy wetted, and consis:ing cniefly of moderately fine to moderately coarse textures. These so8s have a moderate rate of water transmission. C. (Mocerately high runoff poterrtiai�. Sals having slow inf�ltration rates when tho�oughfy wetted, ar�d consisting chiefly of soos with a layer that impedes dowrn+rard movement of water, a sods with moderaie{y fine to fine textures. These so8s Nave a slow rate of vrater transmission. � D. (tiigh runoff potentia!). Softs having very siew in�,tratio� rates when thoroughly wetted and consisting chierly of day soi[s with a high swelling potential, so�s with a permanent hiqh water table, soas with a hardpan or Cay layer ai or near the surface, and shallow soiis over nearty impervious matersal. mese soDs have a very sfow rate of vratef transmission. ' �rom SCS, TR-55, Second Ed'Rion,June t986, Exhibic A-t. Revisions made from SCS, Sod Interpretation Record, Form �5. September 1988. ,$� 3.j.?-? l 1/9'_' ���� �. KING COUIVTY, wASHiNGTON, SURF � CE wATER DESIGN MANU � L TABLE 3.5?B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS , F�-. - SCS WES'��AN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selecced agricultural, suburban and urban land use br Type tA • raintali distribution, 24-fi�our storm duration. CiJRVE NUMBEr�S BY FiYDROLOGiC SOlL GAOUP LAND USc' OESCRIPTION A B C 0 Cultivated land(t): winter candition � 86 91 g4 95 Mouncain open areas: low growing bnish and grasstands I 74 82 89 92 MeaQow or past�re: � 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 6a 76 8t Wood or forest land: young second growth or 5n�sh 55 72 81 8b Orchard: with cover croo 8� P8 92 9a Open spaces, lawns, parks, gotf courses, ceme[�nes, landscaping. good condition: grass cover on 75% or more o�the area 68 O 86 50 `air condrtion: gcass cover on 50� to 75°'0 of the area 77 85 r-0 92 Gravel rCads anC parking lots 70 85 89 9S Dirt �oads and �^,arking lots 72 82 87 89 � Impervious suraces, pavement, rcofs, etc. 98 98 48 98 Cpen water bodies: lakes, wetlan�s, pones, etc. I t00 0 t00 tQ0 Singte Family Residential (2) � Dwelling Unit/Gross Acre � Impervious (3} t.0 DU/GA t5 Separate cucve number t.5 OU/GA 20 shall be sele�ed 2.0 DU/GA 25 �or pervious and �, 2.5 DU/CA 30 impervious portion �.0 OU/GA 34 ot the sii2 or basin 3.5 OU/GA 38 a.0 OU/�A a2 a.5 DU/GA a6 S.0 OU/GA a8 5.5 OU/GA 50 0'.0 OU/GA 52 6.5 DU/G.� �4 7.0 DU/GA So P!anned unR develooments. °G impervious condcminiums, apartments, must be camouted commercial business and industnal areas. (�) For a more detaiied aescnpuon oi agnculturat land use curve numbers refer co National Engineenng Handbook. Sec:ton a, Hyarology. Cyapter 9. Augusi 1972. 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All rights reserved. KJM 1" = 40' 2 OF 2 N 8B'02'36'W (p) - - - N 8502'10'W (�) 330.96 (P) - - _ N �'02'10'W 110.00 330.86 (C) - - ---- '- - - - I -- -- : : I � I � ��� I I I � I I i I f ��•r=:--��::,v.�,:,�:;— II — — ---_— — — __..�----�:.�' _r '.. I ,.....1 �.� I ' � . . .----•----,--' . � II I I II II p I L � � Y II p � •- ' I � II ry �� • � • '"" ' � �� u II I' _ .------ Z c � IA O '"_"" .. __""""'"" "'"'" c � , . � �, U • r" . , "' . . .O ni L""""""""""'_"'_""""'__"�"" i, "'_"""'._ � I m � m I i� � � I ' �f I� � �� I h \ �K � I fl � - � I � � � � � \ I � I � � � I � \ � � � W � I --f � I ������������� ' N � ;:..,.........:� � r: \ / z � i � .. / , � � ' �' m ,� � / g �� 6C � — I - � � ! Q��� ��.oa�r� � , �� .- "� � D i � ' / , ,� I ,-/ �.� � � � � I �,, �o � � y�. . � I 1 � '����� +� �9a �� .:.: ... � . '� ��,� _... N / A I :��Lif j Im Ly � I � / � ,_ � �/ � � �J � � ,- / � � / - � - � ' � � `�. ��g94� � �N � � � � / � �� � , / � �. � � � m � o I � � � � � �, � � � � z � � � � N � :� � � � Y , � � � � g � - LITCHFIELD ENGINEERING DWN. BY DATE JOB N0. 12840 81ST AVENUE NE R �P 0 S E D D R A I N A G KAL 9-24-02 - Kirklond, Woshington 98034 (425) 821-5038 FAX (425) 821-5739 CHKD. BY SCALE SHEET AREA CALCULATIONS KAL 1" = 40� , oF 2 Copyriqht c0 2000 litchtiNd Engineering, Inc. All riqbts reserved. APPENDIX B KING COUNTY SENSITIVE AREA FOLIO MAPS �N� � / • ' �1'� ..:mn�.�r. - 7-.' •k 1 r ,'i �-:a � — •i r' ' �7 �`� I �y� .... ✓ ,.. _ 'l �`�t5"`-�--_ � ..` �1! 1�� {� �_1 � 1� �, '�,. �' � - _ :. ,r''�a�'� ���1 �� �� k�� ��( ,� _ _ ,� �l 7 `,�i i , �y � � � '� �� `}. � `E �i�'(� �1 �;, - t� -k - .�� s�`� � � `\�� ` - � � � � - � � _ #ti` � , *.A'�R �� '�, ;- ��l. 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' ` � _ .� � � �, � .G�ws '� i `�-����. .�� � � ta '.���� � � �i i.(,("`< �. ���� .. a �, . ' '�� �J� ��b � I ^ f 1 � i� w� . �9$ {. r.. -��� .. �"" {� S`_.i !� 7� - �� �.S1' •/\ ,'�.� �M h � � ' . '" �L � _�`' �1�1� ,��. � � ...R4k ~ = 1 - 'J> " ,, -'�- � . , t .�,� '.� .'= �• 9 ? _ d r u `15'i ~ ,:.�\� � 1�y�(���.�� u � g�f' � 4 .. '�✓�J_ ,� �_ 1:f1\ �_ -� ` 1 ' � `. �t:� ` _ ,—� ��r�� 1] '` - '� � I �' .t :t It. ) � � ����i .,.�_ . � � � .f, � ,y.{� �"i1- Y t� .,' ... f !� �1 � . — � �j`� F - t�F' . � � . : .. r /�. — ..�\ �'_ ` '_ i .Q,_ ".'�1 t l...'�, �-.� f� � - � � . fd �9 � {�-ti'�t.. "�• ., r � ,� ��; �_; ,j �n � � �. .. :� �,; .r. : .. . ��` - 1 � . � ' ''�' �F � -,. A � -'36- . ic +-' . It . �, \_' 1 I�...�.\� � �. '�� . �y ' � � �1c` `� 1 . .` ' .�-. . . �� ��,r�\ _ �� � _ . : 't' `��-`l� �, ,` -��. -- ._.=) . � _ ,- '_ � � ;�i -, • ' � - ' � :��"" ' ��� �` �! � ` � .� ' � �� ';r ,��,�„\'� +� - .� . �. �.4i � 1 � . � . _. .. ,,+Rv,\. _'� -�� / ,,� ", r- �\ ±� ;t �� ' �N 4 S'_ " -_. 't.�` {/� 1� ,� ?.�� � l�'.�'/ • __ .1��� '�� . .� �! — _ 1 _,�. l '��. _'/ �t' � .% ��` .t 't i. .;� . . . .•�1�.� : ' .. -�\ ilJ�� .' ..�.J ✓�...� � f�J.^�.. `} �11. �.. �_ � :` .� �'� r '.J. s ..x__ ' r 19 ]sc�- rS tI ` . .'+ .. k _ :' � . � � ' ,s� _!.� ' _� �..J+e-1Q3 t�---�'.�t�% 1 � � � T7B �<� : . . ' -�kT'i '. --_ -.,.: , ;� 5' `� �'{ '![�L` � � '��! � �.1. �� r _.�vf _ . . � y . . .. �I �'� ~` J'��a�`. . �-.,��t� � � ``v t \ , <! � �,. ^ _t_ � .... t � _ L1 ! • < � � '-:` �,'I. 102-r�'' ,�j . �14 � �'��1 ,-��-"=., r .:� �`_� `;: � _1q�-b �� -.��9� _, -�t y' - '�-` ��t�-, � , ;,�lA �''4 � �i�.��^�. � � � � ••�1 �I 1 r '",� r� I�i6 `�,�' �"� : y f; �,, �'_t . �� , �� � � �.. �5 .{�-^� I + I. e_ . .. .. f ',5:� �"�.,� ...,.,r h� .. -rat .,. ..�"_"_�--+��1 . .y'i' +'�'.�i� �.�� '- ..% , 1y-:.`�J `1. � J�l�, : . 1/2 0 � The bountlaries of the sensitive areas tlis- Numbered wetlands, except those with an � played on these maps are approximate. "a" or "b" designation are included in the � � � Additional sensittve areas that fiave not ICir:g Caunty ti'etLar:ds Inuenfan'. The been mapped maY be present on a tleve!- locatfons of wetlands designated "a" have MILE � opment proposal site. Where differences been verifted on the si2e Ly a vafiety of occur between what Is illustrated on these sources. Wetlantls desi9natetl "b"are map- inaps and the site conditions,the acival pre- ped in the U.S. Fish and Witdlife Service sence or absence on the sSte of the sensitive Nutiona! 1Vetlands lnuenfurp but their loca- area - as definecl ii� tne Sensi:ive Area iiens have not been ii�ld veri�led. Orc;nance-is the tenal controL There maY be gaps ir. t>>e numbering se- quence within indiviclual drainage basins. �1.��Ll�N�S � �, r��� � , � � � � 1 � � '� t-- ` � .��y \`, -. � A ``�r-J � � ._�.��., � - , .. - . �.�, ,. (� � '�^.er.�a`2-�. � ., ��� , � c�.: i ��Z� � _. y ;: : _. ' �'. : . ." �:-Y _ . . : r=-'' _ I� , � I {:C� - - r, ',"�._'� l. � j � `i �i� � —�c — � —�h ,t ., � ,; — � � � � �J�F � i ���� �.`; �. ., � , �M-z' ' ;t: a - r: —- `- \ ',i' _ '.� l— J ��, �\, a. I �, � � `; 1� _ � �. `� ,� �� ,� :� � - r �� I f� q. .ti�� � �� t �:i I ".-✓ _5 +�. '.'_'1 1, . U - )�.. � .� . . 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L i - )S�� � . � �, __i,� t ` � �`•zl "` � ;' �= � � ^i u�_ � �s ._ ��`� �'. . , � �� f � _ � � f '��~",- - t � �\ ;:�. .�� - � - - - _ __ -,f: � �\`_ �, \� �,` � _ �� �-, --'� = '.J� _...' � y - - �' r ` � r _ - _ ' . c P � T : �c = •f :,a � ""'\ �� ;`\ , � . - � �i. _ ; � -r ' � . 1� , -�� -.,/:� _�� '.. . t ^��./ � _ . - �� - ...f .f i �� • �' �„ _ .. ,-, �� .:, '`-� . ;�--.,.�, �� -y<, ,� ;�, _ , i.� . �- - , - .�-',� . - ...,-r .,� ..� , .. 1 1/Z 0 � The boundarles of the sensitive areas dis- playetl on these maUs are approximate. � i 1 Additional sen5itive areas that have not ������' � ��- �— { been mapped may be present on a devel- MILE -■ opment proposal site. Where differences � occur beYween what is illustratetl on these ���� maFs and the site condltions,the ac:ual pre- sence or absence on the site of the seitsitiv� area - as deiined in the 5=nsitive Are� � Grdinance-is the Iegal contrcl. ���� /� /'�C � I.' � .;' � -..{� k, � _ •• � ._t- i; . 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I�� �. .� ' � �'y_ +��� ` `� �� ,'� . . ` . ^� Y :\� � '•�a,_ �� ��.� �� +,�- '` . r'' � • � !` �'�1 L.< < ..� i�'_ �. -� 1. � ` /��_ n .; - t , r' . � ` i .�'� .1ri �i ' _�� : . �' '., �„ ,.. .. ! \ ' ..� ,.� i � '�.i . � _.. - , . 7J2 0 1 The boundaries of the sensitive areas dis- ��e weUands and lantlsiide hazard rnaps fur [''{ played on these maps are approximate. �dditional potential seismic h:f�ai-cl a�aas. \� �__� � � Additional sensitive areas that have rtoY flE�lanCs and �are�sli�c,;:e.�s.�r� scs:.ep:;�ta ��.� been mappad may be p�esent on a devel- to failuee d.�:ina r.�r'_hquak^_s. Oi�:ar seisr.�ic M�� opment proposal site. Where di`fere�ces hazard ar��s na; s��o,•::: ��i tlau �r.n� �:e ;•' N occur between what is illustrated on these s��c�elincs ur.d�riain b; !.±cush n•:.:sa•:limancs maps and t3�e site conditions,the actual p�e- tiZese are str,c.•ptible :o iiq::cr.::c�ai;. sence or absence on the site of the sensitive area - as tlefined�in the Sensitive Area ��'���� '�A�^� ��^� Ordinance-is the le al controi. f� n �-`. y/ r � � � � `=', -L�- e� !. � i� -- �� � � i� ��- ~� �\ � M � , y t _ n � �a� _� _ - t L f � ..�,�� � 4�'. 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' r ;� ,.<�" � ` ,. . � /�.} �`.� ",`:, ��{ y"'� i;�l �C"., '� �c� �, 'i w' :_��: ` 1 . � ��2 � p � The boundaries of the sensitive areas dis- �hasa coal mines have had addttional min- �1— played on these maps are approximate. ing stnce the most�ecent map was flled wtth � [' �_��� � Additional sensitive areas that have not tM Wasfiington Depaltment of Natunl Re- w – been mapped maY be present on a devei- sources. AnY developmer�t that occu�s � M��� � opment proAosat site. Where differences ��nt to these areas shou(d be precaded occur between what is illustrated on these by a thorough study to confirm or deny the maps and the site conditions,the actual pre- ���p of additional wbwrtaes tunnels. sence or absence on the si:e of the sensitive area - as Aefined in the Sensitive Area �O/�� ����� �� OrdinancN-is the legal control. �� I�I APPENDIX C DOWNSTREAM ANALYSIS � �� � _ ; Ie�TCI�FIELD El�TTGI�E��TG Civil Engineering&Development Services - LEVEL ONE DOWNSTREAM ANALYSIS for the - R:AINBOW CAR WASH & JAVA MONKIE CAFE � PRELIMINARY SHORT PLAT Prepared for: Brain James - Eastside Car Wash Corporation P.O. Box 867 � Preston, WA 98050 425-222-3600 ` LIT Prepared BY: ���°� "�k,��.� _ Keith A. Litchfield, P.E. � �" a � i7 Date Issued: May 6, 2001 ��0�, ��'C STEg�'9 tlw�� �`SS�ONAL�l �j'�p/DZ EXPTR&S 2/10lO:i 12840 81�'AVENUE NE ♦ KIRKI.AND,WA 98034 PH 425-821-5038 FAX 425-821-5739 I. Project Overview This report has been prepared in accordance to the requirements of Core Requirement No. 2, Section 1.2.2.1 of the King County Surface Water Design Manual. Several figvres that support the analysis follow the foregoing discussion. The project is a proposed short plat and subsequent redevelopment of a rectangular 0.96 acre parcel. The property is located approximately 250 feet west of the corner of Sunset , Boulevard and Duvall Road in the City of Renton. The site is bordered to the north, west, and east by commercial properties and to the south Sunset Boulevard. The site is fairly flat and gently slopes (descends) from the north to the south at approximately 2%to 4%. Sh-uctures that presently e�cist on the property are lumber storage buildings associated with the present Tum-a-Lum Lumber sales business. A concrete driveway provides access into the site and associated asphalt parking and tum-around area. Area outside, and adjacent to, the hard surfaces are covered with lawn grass. The proposed project consists of demolishing the existing structures and asphalt surfaces to redevelop the property with a car wash facility and coffee shop in the north and south portion of the property, respectively. II. Upstream Tributary Area The upstream tributary area consists of commercial properties that border the subject site on the north, west, and east boundaries. Based on visual observations of topography and developed condition, it appears that little drainage flows onto the site from these areas. No adverse impacts are expected to occur from the upstream drainage areas III. On-Site Drainage The existing site is an commercial lumber yard that is covered over appro�mately 50% of the site with asphalt, hard packed gravel, and buildings. The remaining area is lawn grass. Based on the visual site reconnaissance and a topograplucal survey of the site, it appears that the site contains a single drainage basin. The developed drainage from the basin appears to sheet flow to the south where it is collected in catch basins located along the southern property line. At this point the drainage is conveyed off-site in a closed pipe system. \�-� S l'�� =�. ,,_ . � � n` �a e �� � S�.,�,� . IV. Dowastream Analysis � ����v�'` �.J- 1 `� A field review of the downstream conditions was performed on Apri124, 2002. The weather was sunny and the temperature was approxi.mately 70 degrees. A visual reconnaissance was performed while utilizing the City of Renton Utilities Division mapping of the storm drainage system. The subject site contains one drainage basin. Site dra.inage is collected in catch basins located near the south property line and is conveyed to the south into the public system located within the street corridor of Sunset Boulevard. At this point the drainage is conveyed . for approximately 250' in a southwesterly direction down the north side of Sunset Boulevard at which point it crosses Sunset Boulevard; then in a southerly direction for approxirnately 300'; then in a southwesterly direction for approxi.mately 450' (crossing under Anacortes Avenue)to discharge into a drainage ditch. The drainage ditch(approx. 5' wide x 2' deep w/4:1 sideslopes) conveys the drainage for approximately 15U' to the southwest across � undeveloped property. At this point the specific conveyance route could not be observed due , to private property access. However based on City mapping the conveyance system is a I closed pipe/catch basin system that continues in a westerly/northwesterly direction eventually crossing under the Union Avenue NE and Sunset Boulevard intersection approximately 1,100 feet downstream. Discharge is made to a large natural drainage channel located appr.oximately 150' from the northwest corner of Union Avenue NE & Sunset Boulevard along the west side of Union Avenue. The drainage channel is named Honey Creek. Honey Creek flows from east to west behind a Chevron gas station and several tovmhouse developments. The stream was followed along its southern upper bank for approximately 1200 feet of which there were several areas that provided limited observatians of the channel bottom and sideslopes. Much of the channel,however, was heavily overgrown with ferns, blackberry, and evergreen and deciduous trees. The banks that could be observed appeared to be quite stable with no apparent signs of erosion or sloughing. The stream channel is an estimated 20 to 40 feet deep and the sideslopes near 1H:1V (horizontal : vertical) with shallower slopes in isolated areas. The channel bottom appears to be lined with riprap along much of its observed length. V. Records & Literature Review A review of King County Sensitive Area Folio Maps indicates that there no sensitive areas within one-quarter mile downstream of the site. VI. Summary In our opinion the downstream system for the site has adequa.te capacity to handle the restrictive flows of the proposed development. The upstream basin for the site appears small , with the majority of developed drainage being conveyed around site. No significant drainage related problems such as soil erosion or bank sloughi.ng were � observed on or off-site during the site reconnaissance. ' �_ � i _; •, . �j �..; .,••. . • • Q • J• � .. ;�::''r ` j ' , {.":G�K _. . :�,.,�:�?'�_ i a � y � �.<r:;�. • . ':��: W 9 :...::;. 4, " 'SF � r � �� �• � N 5Ty.3i•;,::• M'�Y ' � � �� •. .....�• N a E '. 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N'� � ' ��Y�. � ,u4 '` •J I V' � 'I i\ •`•`(' `�.�i` i �' `..i 1�:j l '•f `` �.� � w�, < �p� 1 . � �I �\./ � r �' �' .6�•1t7�• C7i:e r' �-!• �` `, � .� � � \,, ... f.M-17 I ' / X + I � 1 1 'W�� , ��'�� � '7 J./i•11 !NO I � ,f O,C�- I �.a-r u�v-�. h ' , � ` ,\ � ' '; / i �.._.. �Ht-�� �,� . � Q . � � � �� , ��rr= ~ Q S ; I � � oa�- � . rr � __ �ue- � � ' ' o � •i i�.c-r ,�+, -�' h N 11 �' ''��> ° � -', � � � c � �, u. ,c�- , . E5 • 9 T23N R5E E 1/2 � � , ��Q� UTILITIES .DIVISION ---- �aton Cit�► Li�aib �,�oo . D 5 ''� + =i` ♦ P/B/PW TEC�II�TICAL 88RViCBs caoro.r �.ae..�t o�« Lo.wt«. � , .��� . . ;,.., .. .... . ��►��u.�. 4 T23N� R5E �E 1/2 APPENDIX D MAINTENANCE & OPERATION MANUAL APPEI�IDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILITIE.S NO. 5-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When Component Maintenance is pertormed General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris{ocated (indudes Sediment) located immediatety in front of the catch basin immediately in frorit of catch opening or is blocking capaaty of the basin by basin opening. more than 1096 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 irrto or out of the basin. Trash or debris in any inlet or outlet pipe blodcing In{et and oudet pipes free of more than 1/3 of its height trash or debris. Dead animals or vegetation that vould ge�erate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane)- Deposits of garbage e�cceeding 1 cubic foot in No condition present which volume would attrad or support the breeding of insects or rodents. Structure Oamage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face inio tha street(If app(icable). �'op slab has holes targer�an 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(ntent is to make sure crac�cs. alf mffierial is running irrto basin}. Frame rat sitting flush an top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the name from the top slab. sfab, Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of sal particles entering catch basin design standards. through cracks,or mairrtenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot Plo cracks more than 1/4 incfi , at�e jant of any inleU oudet pipe or any evidence wide at the joint of inleVoutlet ' of soil partides eMering catch basin through pipe. cracks. S�menU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment design standards. I � ��' 1998 Surface R/ater Design Manual 9/1/98 e_c APPENDIX A MAIN'TENANCE STANDARDS FOR PRNA'IELY MAINTAINED DRAINAGE FACII.TIZES NO.5-CATCH BASINS(CONTTNUED� Maintenance Defect Conditions When Maintenance is Needed Results Expected When ComponeM Maintenance is performed � Fire Hazard Presence of chemicals such as natural gas,al and No flammable chemicals gasoGne. present Vegeffition Vegetation growing across and bloddng more than No vegetafion blocking opening • 1096 of the basin opening. to basin. Vegetation growing in inleUoutlet pipe joints that is No vee mor�.,,-,,�:�:.,,..��G�-,�t �-,�:��;.��.. � _ .-�:� -,- ap� Pollution Non;, „ �� .�c::��:.c. .,�.,..,,� ..,�,, , .,...;�c s�.;: ;a r.;,, ,, per three feet of basin length. surfaca filrn Catch Basin Cover Cover Not in Place' Cover is rt�sing or only partialfy in place.My open Catch basir __ � ,. _��-� catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Worldng person with proper tools.Bofts into frame have less tools. than 1/2 inch of thread. Cwer Difficuft M One rt�a�benarxe person camot remove lid after Cover can be removed by one Remove applying 80 lbs.of iit;interrt is keep cover from mairrtenance person. sealing off access to mairKenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misaiignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and albws maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design pf Appiicable) . standards. Trash and Debris Trash and debris that is blocking more than 20'/0 of Grate free of trash and debris. grate surface. � Damaged or Grate missing or broken member(s)of the grate. Grate is in plxe and meets Missing. design standards. N(�. 6 DEBRIS BARRtERS(E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Resutts Expected When Componerrts Maintenance is Pertormed. General Trash and Debris Trash or debris that is plugging rnore than 2096 of Barrier dear to receive capacity the openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place wiih 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°k deterioration Repeir or reptace barrier to to any part of banier. design standards. ..� 9/1l98 1998 Surface Water Design Manual e.s APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACII.,TTTES NO. 8-FENCING Maintenance Defect Condiiions When Maintenance is Needed Results Expected When - �- Components Maintenance is PerEormed �i� General Missing or Broken Any defect in the tence that permits easy entry Parts in place to provide adequate Parts to a facility. security. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a exceeds 4 inches in height. fence. ' Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1-1/2 inches. • Top rails berrt more than 6 ir�hes. Top rai7 free of bends greater than 1 inch. Any part of fence(u►cluding post,top ra�s,and Fence is atigned and meets design fabric)more than t foot out of desi�alignment standards. Missing ar loose tensian wire. Te�sion wire in place and holdng fabric. Missing or loose barbed wire that is sagging Barbed wire in pface wiih less than more than 2-1/2 inches between posts. 3/4 inch sag beiween post, Extension arm missing,broken,or bent out of Extension arm in place with no � shape more than 1 1/2 inches. bends�arger than 3/4 inch. Deteriorated Paini or Part or parts that have a rus6ng or scating Structuraliy adequate posts or Protective Coating condition that has affected structural adequacy. parts with a�niform protective coating. Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric. diameter bali could frt through. NO. 9-GATES -� Maintenance Defect Conditions When Maintenance is Needed Results Expected YVhen Component � Maintenance is Performed General Damaged or MGssing Missing gate or lodcing devices. Gates and Locking devices in Members place. I Broken or missing hinges such that gate cannot Hinges inta�ct and lubed.Gate is be easily opened and dosed by a maintenance working freely. person. Gate is oui of plumb more than 6 i�ches and Gate is aligned and verbcal. more than 1 foot out of design alignment , Mssing stretcher bar,sVetcher bands,and ties. Stretcher bar,bands and ties in ' place. _ Openings in Fabric See'Fencing'StandarcJ No.8 See"Fenang"Standard No.8 9/1/98 1998 Surface Water Desian Mannal A_Q APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAIIVTAINID DRAINAGE FACILI'i�S ' N0. 10-CONVEYANCE SYSTEMS(PIPES&DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment 8�Debris Accumulated sedimerit that exceeds 20%of the Pipe cleaned of all sediment diameter af the pipe. and debris. Vegetaaon Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 5096 deterioratbn to any part of pipe. My dent that decreases the cross section area of Pipe repaired or replaced. pipe by more man zo%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris Geared from square feet of d'dch and sbpes. ditches. ' Sedim�t Accumulated sed'ane�rt that exceeds 20 96 of the Diich deaned/flushed of all desi�depth. sedimeM and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through through ditches. ditches. Erosion Damage to See"P�ds"Standard No.1 See'Ponds'Standard No.1 Slopes Rock Lining Out of Ma'vrtenar�ce person can see native soil beneath Repfaoe ra�Cs to design Place or Missing(lf the rock fining. standards. AppNcablej. Catch Basins See"Catch Basins:Standarcl No.5 See"Catch Basins"Standard No.5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers'Standard- '� (e.g.,Trash Rack) No.6 N0. 11 -GROUNDS(LANDSCQPING� . Maintenance Detect Conditions When Maintenance is Needed Resutts F�cpected When Component MaiMenance is Pertormed General Weeds Weeds growing in more than 2�9'0 of the landscaped Weeds present in less than 5% (Nonpoisonous> area(trees and shrubs oniy). of the tandscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetatian. present in land�aped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic(oot Area dear of litter. • within a landscaped area(trees and shrubs oniy)of , 1,000 sqtrare feet. Trees and Shrubs Damaged Limbs or parts of tress or shrubs thai are split or Trees and shnibs with less than broken which affed more than 25%of the totai 5%of t�tal fdiage with split or fdiage of the tree or shrub. broken limbs. Trees or shnjbs that have been btown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. � . 1998 Surface Water Design Manual 9/1/98 . � APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACII,TITES NO. 12-ACCESS ROADSI EASEMENTS AAaintenance Defect Condition Whe�Maintenance is Needed Results Expected When �i Component Maintenance is Pertormed ..�• General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debrfs which � square ieei i.e.,trash and debris would fill up could damage tires. one shar�dards size garbage can. Blodced Roadway Debris which couid damage vehide tires(glass Roadway free of debris which or meta�. could damage tires. � Arry obstr�whidl reduces ClearanCe ebove Roadway overfiead dear to 14 feet road s�uface to less than 14 feet high. Any obstruction restricting the access to a 10 to Obstruction removed to albw at 12 foot width for a distance of more than 12 feet teast a 12 foot access. or arry point restricting access to less than a 10 I foot width. Road Surface Setdement,Pottwies, YVhen any surface defect ewceeds 6 inches in Road sufiace uniformfy smooth Mush Spots,Ruts depth and 6 square feet in area.In general,any with no evidence of settlement, surface defed which hinders or prevents potholes,mush spois,or nrts. maiMenance access. Vegetati�in Road Weeds growing in the road surf�e ihat are Road sur(ace frEe of weeds talter Surface more than 6 inches tall and less than 6 incbes than 2 inchas. tall and less than 6 ir�ches apart within a 400- square toot area. Modular Grid Bu1d-up of sediment milc9y contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Departrnent rec�nmendations for miidly contaminated soils or catch basin sedimentS. , Shoulders and Erosion Damage Erosion within 1 foot of�e roadway more than 8 Shoulder free of erosion and DiUches 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 hinder maintenance access. in height or deared in such a way as bo allow mainienance access. I _ i �_--- 9/1/98 1998 Surface VJater Design Manual . ...