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Home My WebLink About03152 - Technical Information Report �3 ��'2 CIVIL ENGINEERING LAND SURVEYING PROJECT MANAGEMENT STORMWATER MANAGEMENT TRANSPORTATION LAND PLANNING LANDSCAPE ARCHITECTURE ' � J r1 � � �, , .�.� s � � �fJ r-- i�� ,� . �} � , � � � � N ° � r� . ' � A �' ��, �� ASTER PARK Final Technical Information Report -� 1 g 200f� December 13, 2006 ,GEIV E�' Prepared for Norris Homes, Inc. c/o Centurion Development Services 22617 8`h D rive S E Bothell. Washington 98021 Submitted by ESM Consulting Engineers, LLC 11714 North Creek Parkway North Bothell, WA 98011 425.415.6144 tel 425.415.0924 fax s� ¢,� � usc�°s� ...� �. www.esmcivil.com 1 >�1 J,�';,._: 1i1,,�-��ii�_ii�l3 �<t��P��irk ASTER PARK Final Technical Information Report Prepared for Norris Homes, Inc. c/o Centurion Development Services 22617 8t" Drive SE Bothell, Washington 98021 Submitted by ESM Consulting Engineers, LLC 11714 North Creek Parkway North Bothell, WA 98011 .l�,b \��: 10��-001-OiJ: December 13, 2006 t C. ��O � � � � ��J8T84� Prepared by: ��f¢ �ONqL Robert Ludwig, P.E. � 1/Z7/o King County Department of Development and Environmental Services � TECHNICAL INFORMATION REPORT (TIR) WORKSHEET , - - ---, Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND i PROJECT ENGINEER DESCRIPTION Project Owner: Norris Homes, Inc. Project Name: Aster Park c/o Centurion DevelopmentServices Location: Address: 22617 -8`h Drive SE Township: 23 North Bothell, WA 98201 Range: 5 East Phone: �425) 486-2563 1/4 Section: 3 Project Engineer: Raymond E. Miller Company: ESM Consultinq Enqineers ' Phone/Address: (425)415-6144 11714 North Creek Parkwav North Bothell, WA 98011 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS ' APPLICATION � Subdivision ❑ DFW HPA ❑ Shoreline Management ❑ Short Subdivision ❑ COE 404 � Rockery � Grading ❑ DOE Dam Safety ❑ Structural Vaults ❑ Commercial ❑ FEMA Floodplain ❑ Other: ❑ Other: ❑ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN � ' Community: Newcastle Drainage Basin: Mav Creek Watershed Name: Cedar River/Lake Washinqton i Part 6 SITE CHARACTERISTICS • ❑ River: ❑ Floodplain: i ❑ Stream: ❑ Wetlands: ' ❑ Critical Stream Reach: ❑ SeepslSprings: ❑ Depressions/Swales: ❑ High Groundwater Table: ❑ Lake: ❑ Groundwater Recharge: ❑ Steep Slopes: ❑ Other: ; � �art 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities Alderwood (Aqc) 6% - 15% Moderate Slow to medium ❑ Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATIONlSITE CONSTRAINT ❑ ❑ ❑ ❑ ❑ ❑ ❑ Additional Sheets Attached j Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � 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 Grading Restrictions � Ensure Operation of Permanent Facilities � Cover Practices ❑ Flag Limits of SAO and open space � Construction Sequence preservation areas ❑ Other ❑ Other � i �"' Part 10 SURFACE WATER SYSTEM ❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis Channel ❑Vault ❑ Depression 1998 KCRTS � Pipe System ❑ Energy Dissipater ❑ Flow Dispersal Compensation/ ❑ Open Channel �Wetland ❑ Waiver Mitigation of ❑ Dry Pond � Stream Eliminated Site ❑ Regional Detention Storage �Wet Pond Brief Description of System Operation: Runoff will be conveved via a tiqhtline system into a propsed detention facilitv and released at allowable rates at the natural point of discharqe. Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTSlTRACTS ❑ Cast in Place Vault ❑ Drainage Easement ❑ Retaining Wall ❑ Access Easement ❑ Rockery >4' High ❑ Native Growth Protection Easement ❑ Structural on Steep Slope � Tract ❑ Other ❑ Other Part 13 SIGNATURE OF PROFESSIONA� ENGINEER � 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 my knowledge the information provided here is accurate. / � �� b Signe Date � ESA-t 7ob#: 1062-001-003 Aster Park TABLE OF CONTENTS l. PROJECT OVERVIEW................................................................................................ 1 Project: ........................................................................................................................ 1 SiteLocation:.............................................................................................................. 1 Existing Adjacent Development:................................................................................ 1 ExistingConditions:.................................................................................................... 1 Figure1 - Vicinity Map.............................................................................................. 3 Figure 2—Existing Conditions Map........................................................................... 4 Figure3 —Soils Map................................................................................................... 5 Figure4—Offsite Basins............................................................................................ 6 DevelopConditions: ................................................................................................... 7 DesignStandards: ....................................................................................................... 7 Figure 5 - Developed Conditions Map........................................................................ 8 2. CONDITIONS AND REQUIREMENTS SUMMARY............................................... 9 Hearing Examiner Conditions: ....................................................................................... 9 King County Surface Water Design Manual Core Requirements:............................... 16 King County Surface Water Design Manual Special Requirements: ........................... 17 Road Variance LOOV0115 (Letter Dated Apri127, 2001):........................................... 18 Road Variance LOOVO115 (Letter Dated April 24, 2001: ............................................ 19 Road Variance LO1V0076 (Letter Dated November 20, 2001):................................... 21 Road Variance LO1V0076 (Letter Dated November 19, 2001):................................... 22 3. OFFSITE ANALYSIS................................................................................................. 23 4. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN...................................................................................................................... 24 ExistingHydrology:.................................................................................................. 24 Figure 6—Existing Hydrology Map......................................................................... 26 DevelopedHydrology:.............................................................................................. 27 Figure 7—Developed Hydrology Map..................................................................... 29 FlowControl System: ............................................................................................... 30 WaterQuality System:.............................................................................................. 40 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN........................................... 42 6. SPECIAL REPORTS AND STUDIES........................................................................ 44 7. OTHER PERMITS ..................................................................................................... 4� 8. ESC ANALYSIS AND DESIGN................................................................................ 4(; 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT...............................................................................................................4- 10. OPERATIONS A1vD MAINTENANCE MANUAL.......................................... '� APPENDIX A—Preliminary Technical Information Report by Haozous Engineeri� APPENDIX B—Flow control and water quality calculations APPENDIX C—Conveyance calculations APPEI�TDIX D—Bond Quantities, Facility Summaries, and Declaration of Convenient ESM Job#: 1062-001-003 Aster Park 1. PROJECT OVERVIEW Project: Aster Park ESM Job number: 1062-001-003 King County Project No: LOOP0023, and L03SR0�0 Site Location: The site is located at the southwestern corner of the intersection of SR-900 and 148`h Avenue SE (tax parcel numbers 03230�9026, and 03230592�1), in King County, Washington, which is east of the Renton City Limits (See Figure 1 —Vicinity Map). More generally,the site is located within a portion of the SE '/� of Section 3, To«:nship 23 North, and Range 5 East of the Willamette Meridian. Existing Adjacent Development: Existing development adjacent to the site includes the follow�ing: North-SR-900 (Renton Issaquah Road) West- Mobile home park South -Sinale-familv ho�l�� 1-.i;t - 1-lS`'� .1�,nu� �I� Existing Conditions: The site is comprised of 9.1s-acres including 0.17-acres of right-of-�tiay to be dedicated along SR-900 and 148`h Avenue SE (See Figure 2 —Existing Conditions Map). A singe- family home is located in the southeastern section of the site��ith access off 148`�' Avenue NE. Ground cover consists of everb een trees along the western property line with the remainder of the site being pasture o��ergro��n with briers and containing patches of deciduous trees. Onsite soils per the Soil Conservations Service (SCS) are Alden��ood Gravelly Sandy Loam (Figure 3 — Soils Map). Runoff from the site flows northerly to the middle of the northern property line along slopes ranging from 4%to 10%, with the steeper slopes being along SR-900 and 148tn Avenue SE. Offsite flow�s contributing to the site are from the westerly half of 148th Avenue NE to the east, the mobile home park to the west, and the single-family homes ending at SE 112th Place and SE 113`h Street to the south(See Figure 4— Offsite Basins). The natural point of discharge from the subject property is approximately at the midpoint of the northern property line where a 12" culvert conveys storm��ater runoff under SR- 900. Do�t-nstream stonn��ater runoff continues flo��ing northerly in a s�i-ale that is 4 feet 1 � ESM Job#: 1062-001-003 Aster Park deep and 2 feet wzde. Storm��ater runoff in this swale is considered the headv�Taters for Greene's Creek. During high rainfall events, the culvert under SR-900 is unable to convey all of the flow. Stormwater backs up in the ditch until it reaches a depth of about 2.5 feet where it begins to flow to the east to another 12" culvert under 148`�'. This culvert is location at the intersection of 148th and SR-900 and releases flo�vs to the roadside ditch running along the east side of 148th Avenue NE. . }_,. � b_� � � �_ PROJECT NAME: ASTER FARK PROJECT N0: 162-001-003 DATE: 10-21-03 REF. DRAWING: FlGURE 1 n "�'qr NE 24TH SE 100TH PL. T L r � � NE 20TH ST. cfr ,Q O NE 9�� ST. � q� � L � � SE �QF.� �SS UAH �' RD Z N ��L MAY VALLEY 4i COUNTY PARK ¢ > Q w SE 112TH ST. 0 � F- N ' � � � r- � � Z NE ^ IOTH ST. a SE 116�H ST. 0 z � , IT = � sE �2orH sr. NOT TO SCALE f OMeULTIMO EM91NEE11! LtC ��°��•�� • �� VICINITY MAP bMr�WA YlQtFlSfb rtoa w�aas as�o IrI1tl.M1tldVh.001t1 o�a� .�r.e�w :��;� , ��, , ��,K�. 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N _- l - � ;.,.-- r �,,� � 0 i � _ _ .,......, ._, , � , ,: Lo t 1 ... ...�...j :." ,,,."'�� + ///�` � t � BENCHMARK - RENT1B45 � \ /% / � KC HORZ CONTROL �3725 �„r j � � numenl wilh 3/4�� UND 2" I ON -��- ( � 588'I I'47'E 300.00' Bross pin, set 1.5' e ow grode --_ `_....___,: ' in slondord Mon Case. 'E 0.25' AST N '11'18'W 3}0.59'(P CORNER 0 1 1 SE 112th St. �$ SCALE: 1" = 100' ORAWING: ENO� � CONSULTING ENGINEERS L�C 720 S. 348th Street I • I � I � I EXISTING CONDITIONS MAP Federal Way, WA 98003 — FE�ER4L WAY (253) 838-8113 BOTHELL (�25)s15-61N www.esmcivil.com Civil Engineering Lond Survaying Land Plonninq ASTER PARK . Public Works I Project Management I Londscape Architecture JOB NO. 1062-001-003 DA7E: 10-2�-OJ FIGURE 2 ORAVJN: RCL SHEET 1 OF 1 PROJECT NAME: ASTER PARIC PROJECT N0: 162-001-003 DATE: 10-21-03 REF. DRAWING: FlGURE 3 n , �� m � � � � . j 9�a � . � - , � �• �n BeC � i!. �AgC � �.� • ' r I '1• �A D �ii 34• i 13 8eD � i AgD i 4 �- � \� F`� • . �� g i i „ C �\ , �',� j" ii �� I ' :� �i � .� �,1� .. 1I ' �. 1 • � � � � �,`'� � OvD � ��'. AkF . I E�s . ' i � BeGi � EvC � GRA VEL ' AgC ' P!T f. I • �. x•• . �` ,qgC ._ .. . .i . , •�M T. 24 N. ` •�19 f �08 �---- — —1��-- — —� �c � +'Y=— ?�_.� — --�— ------ �17 .,�� r� a - 1q'� � . �• . OvC T. 23 N. ��v0 I ` t^ �` r �i qBp ¢ �: ♦/• . Bh 9i ' : —_� ::�g� et� },o-.,. - Rac •� n � , AkF �+�1 "� `; .. .JI - ' µ `. • q� ' , � � I' f r :: �� I O �•• ./8ei2 •' � I AmC " I; . � RC 14' .I' '4gC � 0. 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DRAWING: FlGURE 4 � �� ^ ; �� ¢ ��,� �� ra�.. .�� ``'�� n.3 :� a � �� `� � ��:� ��,�;,,� �.,° �� INTERSECTION BASIN �� -� �� .� �� ' 0.32 ACRES�. � ��~ � � � � � � , i �� •x� � . ,r� . k �.�-- �� l �; �' ,�. � � +�,;�` � {� �: =�1� �a,;« � '� �;, _ `�` : '-�' ',� � � , t ` �_ ��.:�.��_.' a�"��113� '"�"�v �� v$ '^',�. � � �SR-900 BASIN ` ~ '�`. � � ��` "� � �'�`� 0.93 ACRES � � - ��'`� ;�- ,� _ f- �� . ' � �, ��.. � �� "� ��`� �� _ - _ ,�� : �:.��'� � ��f ��'�'�'�"� � - � �w � � �. a;- ' � y � �.` �,f :� -�1 ;��`~f� � r �� y �e _ � � � �� ,•�,�� ` �, - �� i . � �� . � °,. .. '�� ,^+, o.� : .� " '� _ �� _ � � � TRADE ��" �~.- `, � . � � ,,�, ��, � ..�. 0.22 ACRES ��.�� .� - t�� '�`.��'" �� ,� � � �.�.� ', �� 148TH — -� � �-: � ��*� i�� _ .�--:� �_ � � � 0,15 ACRES . 4�y..�, �. . Iir .' .. x^ .,. d , �+ y� r � �+en�' ��.,, � �� ' 1�# e� �� a'�� f a`�3r '� "T� �e4 . t,,,� "��;,' .. � _ , _. � � - : .. .� � ,�� a �. � � � E: it �� `��'' ,,,t� . � �� =�� , : .,� �� - S I T E 4 ��;� � .r f� s�� : . �.� � �.� 9 . 01 A C R E � �. ` .�:� =�� _� � � E �, -� �' a ° �� _ � s�' � >� ' �� K� �r �, � -'�,� � �. �� ,e-.�..., r--� ;�. ��:� ,� ¢ ��.,, _ � '� � � .a' �' � � � ,�'.�� '_ �€ � '� :. ��'3'�' .!� ,,� � .�.�; Y a� ` "��el��`7i: . "' . -.—�. _..# . � � �.}y: �'ac5 �� ''k�► ./ ..i;`�- t �� ..'t . . �5..�=_ � �--� � � "�, � �,�"�'� � ��y � �� . � � �#&� � �,. � W BASIN�a � = � � �'�. : , 0.95 ACRES ,� , R �� " �. +�,� R a �"` , _ , ,��,� ��:,=� �'; � � , � � ,� -�� ,�� .,,E � � ._. � E ,, _ ;. . _ �� .» � � ..�:� ' � j.,` ' �` �� ' �� a �y,r � �.,; f� � '' � � � �'L�(,` ��j� �� 3 . � � _ -n k�. � a�, i� h� _�� ^-� y� v°9 Y ';��s�� r A 7k�_ �'.rL"`r` �.. � � ��6 � k ��.: ' 3a . . � �' . �; �� s �}. *� ' �� S ! �"s`��".� � 5�'�� a,. �� _ - � ��,,�.�� .�,� �. R �--�---- --,-=- � _ � '� 9„��: �,. �� -. �,v - ; , f x� 1' ; �£�'��`�� t€ �S �: � ' ` _— _— , .� . rw�`'jw.�.�� a� '°+ t..:.��G '� �� .�'°m �'� �' - �� ;. � .� �„ �� .� {� � _ '� = � ' " '� �" ` SE BASIN A �� °,� � ��- '� `'_� �� 3.84 ACRES ° ~ • �� . �� ` ".�� - _.�, y,� '��,�r � � � 3 � ,� � � SW BASI N �`� ��-'' i �t'"_ ��,� �' � ��,� �-� :, ��1 .75 ACRES � �� `�:��.� � 'rr'+�.�., �,,,�� ` �---� - � '� � ,�.�t �__-_�_ ., ''° �. � � � � " �� -..—�' -�" �� ,� � � � � � � �� "�� — �� : ; � ,_ •� ��.� �` i � _ � � SE BASIN B : , t _ ,� . , � - �. : � 0.43 ACRES ; Y .-,. ; a�°�a x 1" = ZOO' � mxNw.m PwtNrB.r�.E N r6 I M E E R i L L e �.� " ' � '°`' OFFSITE BASINS MAP Bo1Nl WA il01fB203 ��. �rf�l w�� ti/tif.MR10iYM.00fi1 '0'a` wu.�s�a�.. p�;'r"a"".:"o ter s""'�"y �e°'�:'y. �e4 r I >,e�.�i�.o.,.M I �em�ae.�<�+«iw JRAWIYG: ENOS SHEET i OF I J3AWY: RCL � ES1�4 Job#: 1062-001-003 Aster Park Develop Conditions: Out of the 9.1�-acre site, 0.17-acres of right-of-way is to be dedicated along SR-900 to the State and 148�'Avenue SE to King County. The remaining 8.98-acres is to be developed with approximately 1,280 lineal feet of road��vay, 36 single-family residential lots, a recreational tract, a future public road tract, and a detention pond tract (See Figure � — Site Layout). Stormwater runoff from the roads,buildings, and landscaped areas will be collected and conveyed via catch basins and pipes to a detention facility in the northeastern corner of the site. The detention facility will release runoff at a controlled rate to the natural point of discharge from the project site. Offsite flo�vs will be collected at the edge of the site and either routed through the site in a closed conveyance pipe system, or around the site by drainage s��-ale and a closed conveyance pipe system. Frontage improvements planned along 148th Avenue SE consist of curb, gutter, sidewalk, a bike lane, illumination, and a stormwater collection system. Additional future improvements, by others, consist of reconstructing the intersection of SR-900 and 14gtn Avenue SE. Runoff flows from the westerly half of 148th Avenue NE will be collected and con`reyed in a closed pipe system to either the detention and��-ater quality facility or the southerly roadside ditch of SR-900. Storm��-ater runoff flows equivalent to the future intersection improvements (0.22 acre of asphalt pavement area) is also being collected and conveyed to the on-site detention and water quality facility. This is being done to allo«�an equivalent area of 0.22 acres of ne��v impervious pavement at the intersection of SR-900 and 148th Avenue SE to be released un-detained and untreated. Design Standards: The project is to be de�-eloped in accordance with the 1998 King County Surface Water Design Manual (1998 KCSWDM) and the 1993 King County Road Standards (1993 KCRS). 7 � - � \\` \ � \ , � .�, I ............... ` j •.� \ � .....f� � � I I ( .�......._...� . ....._.. � `�`., � ,� � � � ....�-..... _. �� o�-o � . `-��.,, 4 '; „ ..__..\� ��.� . � 'U m�O O . \ ` r� . �2O . � + / r,._.. ..__...._._.. J,,, � m�� p o � � � ' mm o � � A C�C) r ` � � �� f ZZ �� .�� .. m ~` ��00� °'"/' .a Vf � -^,..,_..,,, - �."��;� � , ,��N �i ' �,�'.�:�',/' f�l � '"l./;c�:f%',.i f;:;✓.�O�� n ._.._..._�„_,_ �jhW /��j//� (�� . � ., e ^' i i,� /; � ,-! r .r`' � ' . - �� , W .....____._......_� .., - '�,/ ... . i . �.��.� � ..,°. t j�: , .� `�. SR-900 �� ' � ' INTERSECTION / , _ l�: � 0.22 ACRES � � ; , , . . .,-' IMPROVEMENTS ,Fr; �,, �. .� BY OTHERS , _ _. .�, `%✓''�- ",,-.,� �x�;t .,?'�' ,.� ` _ _ ,. ,,.. %, ' , 'a� ; � �... NEW CULVERT I� , � UNDER 148TH ,� , ��'�� ` 6 BY OTHERS NATURAL POINT OF DISCHARGE �� , I CULVERT UNDER SR-900 ,%:� �'` ` , i'� , � ' ,,,% , ,' ` � �---�; , i ;.. , ; . � ,��11 ; � r ; � ! �- � � �ow azRow _ ��',d '�i�� I , `; ' /�'!; �• -! _ � IIj(f � �, R4ADSIDE S�(�Q "'% -' ' ��"' -, - d . 8��7v � ��/� �j!�:AT�RACT-�:C,� �� I I ` i,. � t DITCH ACRES �'' � i' , �/�/TENTI ANO WAT �i ° � ' y�. � � �-��°�� Y� II I T � , `, �i �� —�;l� . ,. I ' DETENTION ��' %� " '.� `��.../ � / � �� ,;%; ,� � ,. ,,,.,��/ � 9,��s.�. � �`'i ' �� FACILITY ,�. ; ��., �. 5 4� � J " I � � _~_ f s'~ - l J I � ,�. �. . � �,se�$s�. �,ez s.v..:f� � � � � �_ �, ��,n �. ._.�___.; ,� i �.�� i : _ -�.�,�� ,- � , ij Ir i �� ;�-�✓--. `� ��»� �F `�� --- - ,;�� I 0.22 ACRES FOR SR-900 � � � ,,/ � „ \ � � � � �r- -� I � ' � 0.18 ACRES FOR 148TH � �� _ . , , � , � < ,� �, �.» ff�. .. . ��Jf � , �, ' II �,- ' ,�-� � ; �� '/i " '� � : '/� �:Se�s.r. \\ , � —� �-�� 1 33 I �I i �'' '`ti t � III � '�, ,�...�,;" �4 ' ��\ � '� `;.��.,t.1�eA�s.v. ',ti,` ~ � 35 e.un s.y� � `- z � /� � 35 j I l I � -�.._.---�.,, :�z �\ .a�e: s.r. ,/ 1 � �� ii � � 36 � � � I� � � 8.49T}�S.F\ ..�\ 4 I .. I\ \` B.0�13 A. i � % % 2 a �II �II �. `�.\ �- 1 1 � � � t f r ' '. � � � , , � \ , �.o , s.. ; ( � ��.\ ' Jf..._,�`,� •';-�-- -' -'.- -�, � ,� ,;� � ' �� .-�,. �. x.' � �� `� �s�s�2s\' .u� /`� "r�'^�,�� `• j\ � +� �. � � RECREATIONqL 3�� \ � �� FRONTAGE ♦ pp"AREA � 6.326t S.f. 7r7S6t 5.�. (� / 5 I �, �� j ; ,� ;, �� 6. � 5.�. / � � J- �j� IMPROVEMENTS ,\` i �� ;f � f'� , _ I�1 �, I ; 1 13 �. 1 � i� �� / " � �� 7 710 5: � � �� I' � I� �� ! 1 � i � I . r �y l � 1�"'-- / M,�`' / ' I ... - I I \\ A ,/ ' '�� 5 '^ a ..�.26 _ .�.� � / e.i,�l�.f} � w° � \. .vw� � ( il ( Y i 24 -zeuiSG 2 _-�-�'/ � ??� /� I - ` lt / � �Y" e,,r�r4s.r. �Q� �6.691t s.r. _ a.en: sv �,=e.ase� s.r. ( I a � _`� zrt� �� " _..., � � � ,. � l � / ,� �", b�.� 1 � -� � / ' Ia�, 7�97a�.F15 �- '. ' � � -:i� r I W I Y ( �64 S.F. � �.. �,'��j1 � \ � ' � I � �� ` � ' ( I , ._. � ; : � 1 � ,s` r 7 i� �. '� ; �.e�� . � � � / •,�' I '� l�' ...-r.osk�'e�. � i `�, ' � � � TR `CT A TRACT ,.. .. ,� , ��i � ,r,.. _ � .;,- ,'•,\�, t.o s.v. ,g �s .. --- -.,� 2� "�� a.i�hf s.F. e.e�rh'&.v."..-- '' � ;.:- ... . t. � ./� 6.300! 5.�. ..�J �� ZyC:I- �,i/ �'� �� !;. : i w , �7� r. "n ,��vw /_ ` 1 � � � � 4 - \ SCALE: 1" = 100' DRAWINC: ENOS CONSULTING ENGINEERS LLC 720 S. 348th Strest I • I � I � I DEVELOPED CONDITIONS MAP Federal Way, WA 98003 FEDERnL wAr (2Ss)838-6113 BOTMELL (�75) �15-61N www.esmcivil.com C�v�l Engineering Lond Surveyinq Lond Plonninq AST E R PA R K P�blic works ( Project Monogoment I Londscape Architecture �oe No. ,062_�,_�, oATE: 09_„_0. FIGURE 5 D�A`MN: R(:l, SMEET 1 OF 1 � LS��1 Job#: 1062-001-003 _�ster Park 2. CONDITIONS AND REQUIREMENTS SUMMARY Preliminary plat appro��al for this project«�as granted b5- the Office of the Hearing Exaininer, King County, «�'ashington on June 6, 2003 �iith the follo«ing conditions. Hearing Examiner Conditions: DECISIOI�: The proposed subdi�ision of Aster Park as described by eYhibit no. 6 (revised preliininary plat drawing received by the Department of Development and Environmental Services on March 26, 2003) is GRANTED PRELIMINARY APPROVAL st.tbject to the follovvin� conditions of final plat approval: 1. Compliance ��ith all plattin� pro�-isions of Title 19�of the King County Code. 2. All persons having an ownership interest in the subject property shall sign on the face � of the final plat a dedication��hich includes the language set forth in King County Council Motion No. 59�2. 3. The plat shall comply with the base densitST and minimum density requirements of the R-4 zone classification. Documentation shall be provided by the Applicant to show the base density provisions of KCC 21A.12.070, 21A.12.080 and 21A.06.1 172 have not been exceeded. All lots shall also meet the minimum dimensional requirements of the R-4 zone classification and shall be generally as shown on the face of the approved preliminar}- plat, except that minor revisions to the plat which do not result in substantial changes may be approved at the discretion of the Department of Development and Environmental Services (DDES). 4. The Applicant must obtain final approval from the King Count, Health Departtnent. 5. All construction and upgrading of public and private roads shall be done in accordance with the Kin� County Road Standards. established and adopted b�� Ordinance No. 11187. 6. The Applicant must obtain the approval of the King County Fire Protection En��incer, to demonstrate compliance with the fire h�-drant. «�ater m�in. and fire flo«� stan�iurd� of Chapter 17.08 of the King County Cod: 7. Final plat approval shall require full compliauc� ��ilh th� �lr._ �•_� �� ,��. ��- ��.�-� ��,�� '�� in King Counn:Code 9.04. Compliance may result in reduci - ESh�1 Job�: 1062-001-003 �cter Park � location of lots as sho��n on the preliminary approved plat. Preliminary revie��v has identified the following conditions of approval which represent portions of the drainage requirements. All other applicable requirements in KCC 9.04 and the King County Surface Water Design Manual (KCSWDM) must also be satisfied during �, engineering and final review. �, a. Drainage plans and analysis shall comply with the 1998 KCSWDM. DDES ' approval of the drainage and roadvvay plans is required prior to any construction. b. Current standard plan notes and ESC notes, as established by the DDES Engineering Review Section, shall be shown on the engineering plans. c. The following note shall be shown on the final recorded plat: "All building dov�nspouts, footing drains, and drains from all impervious surfaces ' such as patios and driveways shall be connected to the permanent storm drain outlet as sho«�n on the approved construction drawings # on file with DDES and/or the King County Department of Transportation. This plan shall be submitted with the application of any building permit. All connections of the drains must be constructed and approved prior to the final building inspection approval. For those lots that are designated for individual lot infiltration systems, the systems shall be constructed at the time of the building permit and shall comply with plans on file." d. Core Requirement No. 3 —Runoff Control. Unless a level2 drainage analysis demonstrates that a lesser standard��ill suffice (see conclusion no. 1, second paragraph, above)2, storm�Tater runoff control shall be provided using the level 3 flow control standard, outlined in the 1998 KCSWDM. The size of the proposed drainage tract (Tract C) may have to increase to accommodate the required detention storage volume and water quality facility. The stormwater control detention facility and wrater quality facility shall be located in a separate tract andlor right-of-way dedicated to King County. As specified in Section 5.1.1 of the 1998 KCSWDM, roof drain storm water shall be infiltrated or dispersed within the lot areas, if the soil conditions are favorable. e. Core Requirement No. 4—Water Quality. The subject plat is required to implement the Basic water quality criteria of the 1998 KCSWDM. '` If the Applicant chooses to prepare a level 2 analysis, a copy shall be provided to Claudia Donnelly(address on page 15 of this report and decision) at the same time it is filed with DDES. Ms. Donnelly may file w-ritten comments on the analysis within three «-eeks of receipt of the analysis. A copy of any comments shall be provided concurrently ' to the Applicant's representative,Michael J. Romano (address on page 1 of this report and decision). Any dispute regarding any aspect of the analysis or the drainage plan shall be resolved by DDES «�ithout administrative appeal or reopened hearing. 10 � - - - ESM Job#: 1062-001-003 Aster Park I 8. The proposed subdivision shall comply w�ith the 1993 King County Road Standards (KCRS) and the following requirements: a. SE 111`" St., SE 110�' Ct., and 147`h P 1. SE shall be improved to the urban subaccess street standard, eYcept that portion of SE 111�' St. lying south of the SE 111`�' St./SE 110th Ct. intersection, which shall be improved to the urban minor access street standard. b. The frontage of the site along 148`h Ave. SE shall be improved to the urban collector arterial standard. The dedication of additional right-of-way along the frontage of the site on 148�'Ave. may also be required, as determined by the Engineering Review Section, LUSD. The possible need for additional right-of- «-ay stems from the fact that the roadside ditch on the east side of the north leg of the intersection meets the definition of a stream, in KCC 21 A. This creates the need to offset the road improvements, rather than center them in the right-of-way. The non-standard angle of the southwest quadrant of the intersection may also create the need for additional right-of-way. Consequently, any tapers or transitions requiring frontage dedication on 148`t'Ave. SE to accommodate the intersection improvements shall be pro��ided. c. Right-of-«a� dedication at the northeast corner of the site to provide a radius and to accommodate the intersection improvements shall be provided. d. Right-of-way dedication shall be provided along that portion of the north boundary of Aster Park to provide for the future construction of an eastbound right-turn lane on SR 900 at 148`h Ave. SE. The width and length of the right-of- ��ay dedication shall be approved by the Washington State Department of Transportation; however, it shall neither be longer nor wider than is necessary to allow for the construction of the turn lane and its taper. The right-of-way dedication width shall be 12 feet at its w�idest, but shall taper appropriately as the turn lane tapers. Construction of the turn lane by the Applicant is not required. e. Tract E shall be widened to 31 feet in width and dedicated as public road right-of- way. Radii shall also be provided at the northeast and northwest corners of Tract E, consistent��-ith the minor access street standards. No improvements to Tract E are required b}T the Applicant. f. The required road improvements on 148th Ave. SE shall address the requirements for road surfacing outlined in KCRS Chapter 4. As noted in KCRS Section 4.OIF, a full ��idth pavement overlay may be required«�here��-idening existing asphalt. g. Street illumination shall be provided at the SE l l lth St./148�'Ave. SE intersection, in accordance�vith KCRS 5.03. 11 ES�4 Job�: 1062-001-�03 aster Park h. Joint-use drive��ay tracts shall be provided to serve Lots 17 and 18, and Lots 20 and 21, consistent��ith KCRS Section 3.O1C. The tract serving Lots 17 and 18 ', shall be owned and maintained by these two lots. The tract serving Lots 20 and 21 shall be ow-ned and maintained by these t�To lots. A note indicating that these four lots ow-n the respective joint-use driveway tracts and are responsible for their maintenance shall appear on the final plat and engineering plans. i. Modifications to the above road conditions may be considered by King County I'� pursuant to the��ariance procedures in KCRS 1.08. ' 9. All utilities within proposed rights-of-way must be included within a franchise '' approved by the King County Council, prior to final plat recording. 10. Documentation shall be provided, prior to King County engineering plan approval, to sho��v that the King County Boundary Review Board has granted approval to the City of Renton to provide sewer service to the subject property. IL The Applicant or subsequent owner shall comply with King County Code 14.75, j I�-litigation Payment System(MIPS),by paying the required MIPS fee and administration fee as determined by the applicable fee ordinance. The Applicant has the option to either: (1) pay the MIPS fee at fmal plat recording, or (2) pay the MIPS fee at the time of building permit issuance. If the first option is chosen, the fee paid shall be the fee in effect at the time of plat application and a note shall be placed on the face of the plat that reads,"All fees required by King County Code 14.75, Mitigation Payment System(MIPS), have been paid." If the second option is chosen, the fee paid shall be the amount in effect as of the date of building permit application. 1'?. Lots within this subdivision are subject to KCC 21A.43 and Ordinance 14525 which imposed impact fees to fund school system improvements needed to serve new development. As a condition of final approval, 50% of the impact fees due for the plat shall be assessed and collected immediately prior to recording, using the fee schedules in effect when the plat receives final approval. The balance of the assessed fee shall be allocated evenly to the dwelling units in the plat and shall be collected prior to building permit issuance. 13. There shall be no direct vehiculax access to or from SR 900 and 148�'Ave. SE from those lots which these two streets. A note to this effect shall appear on the final plat and the engineering plans approved by King County. 14. A planter island, if proposed within the cul-de-sac bulb for SE 111`h St., shall be maintained by the abutting lot o��vners or the homeowners association. If the island is proposed, a note indicating who is responsible for maintenance of the island shall be stated on the face of the final plat. 15. Suitable on-site recreation space and improvements shall be provided consistent with the requirements of KCC 21A.14.180 and KCC 21A.14.190 (i.e., sport court[s], 12 ES1��1 Job�: 1062-001-003 Aster Park children's play equipment; picnic table[s]; benches, etc.). The following conditions shall also be met: a. An overall conceptual recreation space plan shall be submitted for revie��and approval by LUSD, with the submittal of the engineering plans. The conceptual recreation plan shall include location, area calculations, dimensions, and general improvements. The approved engineering plans shall be consistent with the conceptual plan. b. A detailed recreation space plan(i.e., landscape specifications, equipment specifications, etc.) consistent with the overall conceptual plan noted in item"a" above, shall be submitted for review and approval by LUSD and King County � Parks, priar to or concurrently wit the submittal of the final plat documents. '' c. A performance bond to assure the installation of required recreation space improvements and the survival of required plantings shall be posted prior to the recording of the subject plat. ; 16. A homeowners' association or other«-orkable organization shall be established to the I satisfaction of LUSD which provides for the ownership and continued maintenance of , the recreation and open space areas. ' 17. Any plat boundary discrepancy shall be resolved to the satisfaction of the Department of Development and Environmental Services prior to the Applicant's submittal of the final plat for review and approval by the Department. As used in this condition, "discrepancy" means: a boundary hiatus; an overlapping boundary; or a physical appurtenance which indicates an encroachment, lines of possession, or a conflict of title. 18. Street trees shall be included in the design of all internal road and road frontage improvements, and shall comply with KCRS Section 5.03. a. Trees shall be planted w�ith a 40-foot spacing, however, spacing may be modified to accommodate sight distance requirements for driveways and intersections. b. Trees shall be located within the street right-of-�ray and planted in accordance ��ith Drawing No. 5-009 of the 1993 King County Road Standards, unless LUSD determines that the trees should not be located in the street right-of-way. c. If LUSD determines that the required street trees should not be located wzthin the right-of-way, they shall be located no more than 20 feet from the street right-of- ��a�� line. d. The trees shall be o�i ned and maintained bS� the abutting lot o��ners or the homeowners' association or other �v�rkable organization, unless the County has 1; � ESM Job#: 106?-001-003 Aster Park adopted a maintenance program. This shall be noted on the face of the final recorded plat. e. The species of trees shall be approved by LUSD if located ��-ithin the right-of- way, and shall not include poplar, cottonwood, soft maples, gum, any fruit- bearing trees, or any other tree or shrub whose roots are likely to obstruct sanitary or storm sewers, or that is not compatible with overhead utility lines. f. The Applicant shall submit a street tree plan and bond quantity sheet for review � and approval by LUSD prior to engineering plan approval. i g. The Applicant shall contact Metro Service Planning at(206) 684-1622 to determine if 148t1i Ave. SE is on a bus route. If 148`h Ave. SE is a bus route, the street tree plan shall also be reviewed by Metro. h. The street trees must be installed and inspected, or a performance bond posted prior to recording of the plat. If a performance bond is posted, the street trees must be installed and inspected w�ithin one year of recording of the plat. At the time of inspection, if the trees are found to be installed per the approved plan, a maintenance bond must be submitted or the performance bond replaced with a maintenance bond, and held for one year. After one year, the maintenance bond may be released after LUSD has completed a second inspection and determined that the trees have been kept healthy and thriving. A $538 landscape inspection fee shall also be submitted prior to plat recording. The inspection fee is subject to change based on the current County fees. 19. A note shall be shown on the final plat which indicates that increased setbacks will be required as part of building permit review for Lots 4-- 11,per KCC 21A.12.160A,. A future right-of-way w�idth of 50 feet from centerline shall be assumed for compliance with this Code section. In addition, stormwater retention and water quality facilities to serve the subject plat, «�hich are placed within Tract C, shall also comply with the increased setback requirements of KCC 21A.12.160A. The following conditions have been established under SEPA authority as necessary to mitigate the adverse environmental impacts of this development. The Applicant shall demonstrate compliance with these items prior to final approval. 20. Removed 21. Removed 22. Removed 14 ES�4 Job�: 106�-001-003 Asrer Park 23. To mitigate the significant adverse impact the plat of Aster Park will have on the intersections of SR 900/148�'Ave. SE and SR 900/164�`Ave. SE, the Applicant shall install, either individually or in conjunction��ith other development projects in the area, the following improvements at the SR 900/148`h Ave. intersection: • a traffic signal, and • eastbound and westbound left turn lanes. The design for the SR 900/148th Ave. intersection improvements shall be approved bj the Washington State Department of Transportation (and by King County to the extent such impio��ements are located in County right-of-��ay). In addition; at a minimum, the existing entering sight distance looking east for the north and south legs of the intersection (602 feet and 386 feet, respectively) shall not be reduced as part of the intersection improvements. Documentation shall be submitted to show this requirement is met. All construction v�Tork associated with the intersection improvements shall be completed bet�veen April lst and September 30th. This seasonal restriction shall be clearly shown on the final engineering plans. In lieu of the installation of the above-noted intersection improvements prior to final plat approval, the Applicant may post a financial guarantee with WSDOT which assures the installation of these improvements within t«�o }�ears of the recording of the plat of Aster Park. In this event, intersection improvement design must be approved by WSDOT prior to King County approval of the engineerinQ plans for Aster Park. y If the above-noted intersection improvements have already been made by others prior to the recording of Aster Park, or a financial guarantee has been posted by others ��hich assures the installation of these improvements, then the Applicant far Aster Park shall pay a pro-rata share dollar amount to the developer who has made the improvements or"bonded" for the improvements, in an amount proportional to the impacts of Aster Park. The pro-rata share dollar amount to be paid shall be set b� WSDOT, and documentation shall be provided by the Aster Park Applicant to the King County Land Use Services Division to show this payment has been made, prii,l� to final plat rec�rdin�. Tl�e ��r�-rata �h�re d�l]ar a1z��unt t� he paid �hall he hased on the followin`: • The final Astei�Park lut count. • The trip distribution for Aster Yark cic��ribza �ii p�ib�� 1 i an�i i_' ul thc 1�-�r,�;,�. Impact Analysis for AsteY Park, dated November 1, 2000 and prepared by Ga. Struthers Associates, Inc. • The total trips contributed to the intersection of SR 900/148"' Ave. by the Aster Park (LOOP0024), Stone Ridge (L99P3008), East Renton(L02P000� Shamrock (L02P00 14), and any future land use applications submitted t r�.,,,.,�� r„ �,��, ,1, ,�,,,,�; .,, , ;t�, r�, T� , �.,��,r, r,� .,�� ,+;� „ cr:,,, a�, ESn1 Tob�: 1062-001-�0; Aster Park 14.80) is required at either the SR 90��;'14�`t��i-Te. intersectic�n, or the SR 900!'164`" Ave. Hi�h Acc�ident Location. In the e�°ent that e�ither Kin�� Gounty or ��'SDOT adopts a formal `'latecoiner's" system prior to final plat recarding, that system may be followed in lieu of the approach described above, at the discretion of the Applicant, as long as at a minimum there is a financial guarantee which assures the above-noted intersection improvements��ill be installed«�ithin two years of the date of recording of the plat of Aster Park. [Comprehensive Plan Policy T-303 and King County Code 21A.28.060A] 24. Documentation shall be provided to demonstrate to the satisfaction of WSDOT that stopping sight distance (360 feet) is available on the east leg of the SR 900/148�' A�c. intersection. The intersection shall be modified by the Applicant, if necessary, so that this stopping sight distance requirement is met on the east leg. (Note that per the Applicant's engineer, stopping sight distance is currently available on this leg of the intersection.) In addition, the Applicant shall clear vegetation«�ithin the right-of-��ay along SR 900, east of 148th Ave., to maacimize the entering sight distance far the n�rth and south legs of the intersection. [Comprehensi�e Plan Policv T-303 and Kin� County Code 21A.28.060A] King County Surface Water Design Manual Core Requirements: l. Dis�'1iur�� crl the �A'utzri�crl Lo��ution: The proposed detention facility will di,char��e ;t��-m��ater �3t th� �lattiral poillt ��f dischar�e. �t�l�ich is ]<�cated at the aE��,r��limatz mi�1��ii1t of the n��rth�rn propert�� line. 2. OfJsite Af�alysis: An Offsite Anal}�sis has been perfurmed by Haozous En�ineeriilg, P.S., ana i� contained in the�ir Preliminarv Technical Information Re�ort dated Septemh��i� ��_ 2000 (See :� 3. Flow Contr The site is .� conveyance restraints azid tlooding issues, a Level 3 tlo�i-control ��ill be u�� The County has attempted to repair this problem, however, has been unable negotiate a construction easement�7ith the o«Jner of the property on which tlie problem (undersized culvert) exists. Please see Section 4 of this report for the Leve13 flow control design. 4. Conveyance System: The conveyance system w711 collect runoff flows from the site and convey them to the detention facility. Contributing offsite flows will be conveyed around the site 16 � _ ESM Job�: 1062-001-003 Aster Park via ditches and a closed pipe system, which bypasses the detention facility. Please see Section 5 of this report for the Conveyance System design. S. Erosion and Sediment Control: Erosion and sediment control will be provided by several Erosion and Sediment Controls (ESC's). A Temporary Erosion and Sediment Control Plan (T.E.S.C. Plan)has been created. Please see Section 8 of this report and the Construction Plan Set. 6_ 1�Iaintenance and Operations: Maintenance and operation information is provided in Section 10 of this report. 7. Financial Guarantees and Liability: , A bond quantity worksheet will be provided after the first review. Please see Section 9 of this report. ' 8. Water Quality: The site is in the Basin Water Quality region. Water quality is provided via permanent storage in the detention facility. Please see Section 4 of this report. King County Surface Water Design Manual Special Requirements: 1. Other Adopted Area-Specific Requirerrients: , The project is not located in a Critical Drainage Area (CD�), a l�Taster Drainage I Plan(MDP), a Basin Plan(BP), or a Lake Management Plan(LMP). Hov��ever, the project is treating and detaining additional impervious area along 148th Avenue SE to exchange for the proposed improvements to the intersection of SR- 900 and 148�' Avenue NE that will be released undetained and untreated. 2. Floodplain/Floodway Delineation: The project site is not located within the 100 year floodplain or within a floodway. The project is not located in or adjacent to a lake, a wetland, ar a closed depression. However, the project does directly flo��into the head�`aters of Greene's Creek bv means of a culvert under SR-900. 3. Source Conh•ol: The project is a residential subdivision and is not subjected to this reQuirement. 4. Oil Control: The project is not a hi�h-use site cie��clopinent and is t�ot subjected to tllis requir�il��nt. � Ki�County Yt�u+d Servlces L)ivlsion Ikp�rtaunt ot"I1�wi,ep�nation 201 5ou ih.Tackson S�rcY t Scatile,WA h$10�i856 Ag1Ci127� 2001 Michael J_Romano 22617 - 8`h Drivc SE Bothcll,WA 98021 RE: Road Variance LOUVO115-Aster Park-Relatcd File LOOP(}02= Dc�.:,�ir.�oman�: Thank you for your application for a road variance from Section 2A5 of the King County R Standards(KCRS)coneerning the entering sight distancc(ESD}for}rour p}at access off 14� Avenue SE. 'Ihe ESD tooicing south from the plat entrance is adequate. Looking narth, howevt�r, tI,e meastired ESD is short of the r�uisite 6'0 f�et for a desiQ„ sn�ec?of=�5 miles hour(MP�_ _ You havc �ucyu�i:�:• u:iiivii�c oicu ;l:ai cic .�'�ai.aJiC ��v lcci vi LJLL :•iu c� �dic .i�l�: �ui i i�iC::' given the upYull �ade approaching the plat entiance intersection fmm SR 900 and the redueed vchiele travel qaccds. The ESD of 580 feet corresponds to a speed of 42 vlPH, which is slightl; lower than the design speed of 45. 'i'he ESD atso meets the proposed standards for the updated 2001 KCRS of 580 feet for a dcsign specd of 45�IPH. I hereby grant the road variance for 580 feet of ESll from ihe nanh from the plat access road �hat intersxts I48�h Avcnnc SE. A copy of the stafFs analysis,�indings and conclusions is enclosed. If you have any questions, please call Kristen Lan�ley, Supervising Engineer, ai (206) 263-6121. Sincerely, � Ronald T.Paananen,P.E. _ Cottnry Road Eno neer RJI':kE:dt ce: James Sanders, P.E., De��elopment Engineer, Land tJse Services Division (LUSI�), Depart7mcnt of Developmcni and Environmcntal Services (DDES) Pete Dye,P.E., Interim Supervising En�neer,LUSD,ADES Linda Dougherty, Actin�Manager, Road Services Division (RSD),Dcpartment of Transportation(DOT) Paulett�Norman,P.E.,Caunty Traf�'ic Engineer,Traffic En�ineering Sectian,RSD,DOT Ksisten Langley, Supervising Enb neer,Traffic Engineering Section, RSD,nOT Craig Comfort, P.E., Road V�-ia��ce En�ineer, Trdffic En�ineering Section,RSD,DOT � ��? �:-�� K1ng County Road Services Division L)tp�thrtmt of Trlttlgpptt,ltion K]f1s ti4Ctt Ctl1[ET 20l S,Jackson KSG-TR•0222 Sexccle,WA 96l04 April 24,2001 TO: Yariance File FM: Craig Comfort,P.E.,Road Variar�ce T:ngineer,Tra�fc En��ineering Sectiori RE: Road Variance LOOVO115 —Aster Park—Rclatcd File LOOP0024 Appliearnt's Presentatian: I. Ths plat af�stez Park is a 37-lot subdivision that has frontage aiong both SR 900 and 148`� Avezxue SE. 148`h Ave�nue SE is a coltector asterial that is posted for a 35 miles per hour (MPI� speed limit. Traffic control at the intersection with SR 900 consists of stop sig2s located at the n�rthern and southem legs of 148th Avenue SE. 2. The proposed access road For the subdivis�on is iocated off 148`�Avenue SE at 670 feet south of the intersection with SR 900. For thc proposed accessing rnaci,the mcasured entering sight ciistance(ESD)to the sout}�is over 620 feet. Tha measured ESD to the north over a sli�it crest curve is 580 feet,which is shart vf the required 620 feet for a design speed of 45 MPH(KCRS Section 2.05, Table 2.1). 3. Vehicles approaching from the nortb:wiII not be fully up to speed because they will either be making 90-degree turns off SR 900, or starting from a stc�p controlled situation when southbound on the north leg of the intersection of 148'�Avenue SE and SR 900. Thc velocity of an approaching vehicle at the point of non-compliance(580 feet north of the praposed.new intez�section on i�8�'Avenue SE)conservativcly will nvt be over 40.5 MPH. The measured 580 feet of ESD meets the standard for a design speed of approximately 42- MPH,which is higher than the maximum likely speed of an approaching vehicie. 4. The existing stoppirig sight distance(SSD) along 148`h Avenue SE exceeds the minimum rec�uirement of 400 feet for a d.esign speed of 451vIPH. 5. The plat entry was located in order to provide the best compromisc bctwcen safe efficient access to the proposed�la[,achievement of County i.ntersection spacing requirements and utiIization of available sight distance. Veriance File April 24, 2001 Page 2 Staffs Findings and Conclusions: 1. There is gcncral agreement with the applicanYs presentation. 2. When a signal is placcd az thc intecsecbion(148`�SE and SR 900),thc applicant's argument concetning the maximum]ikely spead vf 40.5 MPH at the point of nan-compliance will lose merit. The appmaching traffic from th.e north leg of 148th SE and SR 900 will no longer be always stop contmllect 3. Vchicics approaching the new plat enhy intersection from thc north are on a S% up�zade. This upgade wili tencf to dampen thc speeds as well as enable approaching vehicles to stop in]ess distaz�ce. � 4. The provided 580 feet of ESD meets thc 1994 American Association of State Highway Transportation Officials(AA,SHTO)requirements for a postod speed of 35 MPH when the ESD evaluation is based upon a design spced set at 5 MPH ovcr the posted s�ceci. The provided 580 feet ofESD thereiore meets tlze proposed required ESD values in the c�raft 1!�n? T��' -a�.-c�r,n �in.-�:!., I ', �.% I.._J r_ � !__I� �..) � k� Ifia�County Road Se�ces Division - Drp:irlrh�t oflYanaporcarion i0t SouthJaclrson Stnet Scattic,wA 981oh-3A56 Navem.bez 20, 2001 Michaei J.Romano 22617 - 8`h Drivc SE Bothell,WA 98021 RE: Road Va�iance L01 V0076—Aster Park—Related File LOOP0024 Dear Mr.Romano: Thank you For your appIication for a road variance from Section 2.0�(S) o£the K.ing County Road Standards (1�CRSj concerning the length of the cul-cle-sac on SE 111`" 5trcc;dl46`�'Place SE. The proposed cul-d�-sac;len�th of 1575 feet exceeds t�ac 6U0 £eet default standarci(i._e. without mid-point turnaraund) identified in the KCRS. � You have adec��tely dennonstrated that the uiterior loop road system connected to the cul-de- ; sac will perniit£mergency vehicles to readily tuzn around. The 80-�oot diaineter butb at the end of the Ei75,foor cul-de-sac also will provide a turnaround_ I grant the road va,riat�,ce for thc 67S-Foot cul-de-sac without an additional �nid-length turnaround. A capy of the staffs analysis, findings and conclusions is encIosed. If you have any questioz�s, please call Kristen Langley, 5upervising Engineer at(2(l6)2f3-6121_ Sincerely, .CL��{) . .��--J Paulettc Norman,P.E_ Acting County Road�ngineer PN:cc:lr cc: J�unes Sanders,iP..E.,Development Engineer,Land Use Services Divisioa(LUSD), Department of Development and $ntviron.tnental Serv�ces (D��S} Pet�Dye, P.E., [nterim Supervising Engineer, LUSD,DDES Linda Dougherty,Manager,Road Services Division (RSD), Depamnent of Tr�nsportation (1�0"f'} Kristzn LaitF;lcy,S�r.-rvisin�Eng%neer, Tra�fic En�ineezing Section,RSD, DOT Craig Comfort,P.E.,Raad Variance Engincez',Tra.ff.ic Fr�gineering Section, RSD, DOT �m K1�g County Road Services Division Dcpumient uf Tmnsportstlon Ki rtg Street Centq' 20i Sourh Jackson St�cec KSC'•TK-A231 satcic,wn vstna-38s6 November 19, 2401 TO: Variancc File kM: Craig Comfort,P_E.,Raad Variance Engineer,Traffic Enginccring Section R�: �oad Variance LO1V0082 —Aster Park—Related File�UOPOd24 ��vIicant's Presentation: 1, T�e�lat of Aster Park is a 371ot subdivision that has frontage along both SR 900 and 148 Avenue SE. A prior road variance was appmved Aprit 27,2001 for reduccd entering sight distancc(ESD) where the plat roaci, SE l l lth Street, intersects 148`�Avenue SE. 2. The pro�osed primary(and sole) access road for the subdivision, SE 111�'Strect, is iocated off 148t Avenue SL at 67U feet south of the intersection with SR 90U. SE 111�' Street extends i�to the site terminating in a pczmanent cui�dc-sac that is 675 feet long. A short loop road eonnects to the pzimary access road in two locations. The proposed cui-de-sac is 75 fect longcr than allowed by the King County Road Standards_ 3. The adjacent parcels have been developed and did not providc pubic road access to Aster Pazk. The locating of additional acc�ss roads from the site to SR 900 or 148`�Avenue SF is problematic because of intersection spacing and ESD regulations. Givcn thcse constraints, the proposed location of the cul-de-sac turnaround is ideally located to provide safe, ef�ieicnt acccss to the southwest portion of the site. A shorter length would result in excessi�vely long pataha.ndles for lots 19 and 2 2. 4. The internal loop road s�stem (147�h Ptace SE-SE I10�' Court)will provide an eqt�ivalent em�rgcncy tumazound to a mid-length bulb. The loop road is approximately 780 fovt in length connecting to the main access r�ad at two intersection loeations spaced approximatcly 343 feet apart. The westernmost intersection is approximately 177 feei from the center of the proposed cul-de-sac. Staffs Findin�s ancl Conclusions: 1. There is general agreement with the ap�licant's presentation. The abutting properties to thc south,near thc tc.'rminus of the SE 111` Street cul-dc-sac in Aster Park,have themselves been platted with culs-c�e-sac strcets,without stubs to this propercy. The int�rnal loop system will function as a mid-point hunaround. 2_ At 675 feet in length,the length of the proposed cui-de-sac is only marginally over the King County Road Standards maximum af 6pp feet. LS�1 Toh�: 106=-I)111-Q(_I; :�;ter Park 3. OFFSITE ANALYSIS An offsite analysis`vas performed by Haozous Engineering, P.S., and may be found in Section 3 of their Preliminarti�Technical Information Report dated October 1, 2000 (Located in Appendix�). � �� I r �� 23 i ESM Job#: 1062-001-003 r�ster Park 4. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Existing Hydrology: The site is comprised of 9.15-acres including 0.17-acres of right-of-way to be dedicated along SR-900 and 148�'Avenue SE (See Figure 2 —Existing Conditions Map). Ground cover for the site consists of pasture that has been overgrown with briers and contains clumps of deciduous trees. Along the western property line are evergreen trees and in the southeastern section of the site is a singe-family home that has access off 148� Avenue NE. Topography of the site varies between an elevation of 466 in the far southern section and an elevation of 442 in the approximate midpoint of the northern property line (Figure 6— Existing Hydrology Map). Onsite slopes ran�ge from around 4%to 10% with the steeper slopes being located next to SR-900 and 148 Avenue SE. Onsite soils per the Soil Conservations Service (SCS) are Aldervvood Gravelly Sandy Loam (Figure 3 —Soils Map). Site stormwater runoff generally sheet flows from the south, east and west to the center of the site and continues as shallow concentrated flow to the natural point of discharge at the midpoint of the northern property line. Runoff is then conveyed under SR-900 through a 12" RCP culvert. During high rainfall events,the culvert under SR-900 is unable to convey all the flow. Stormwater backs up in the ditch and begins to flow to another 12" culvert under 148�'. This culvert is location at the intersection of 148�' and SR-900 and releases flows to the roadside ditch running along the east side of 148�`Avenue NE. Upstream runoff sheet flows onto the site from the westerly half of 148�'Avenue NE, from the single-family homes to the south, and from the mobile home park to the west (Figure 4—Offsite Basins Map). The limits of the upstream basins are SE 112�'Place and SE 113�' Street. The total contributing upstream basins are as follows: Till-Forest Till-Pasture Till-Grass Imperv. Total - Basins (ac) (ac) (ac) (ac) (ac) _ Westerl (Trailer Park) - - 0.53 0.42 0.95 � Southwesterl (Sin le-Famil ) - - 1.02 0.73 1.75 i ou eas er y ing e- ami y 1.16 0.50 1.49 1.12 4.27 Total 1.16 0.50 3.04 2.27 6.97 ; ,_ -- 24 II ' � ESM Job#: 1062-001-003 Aster Park Frontage improvements along the westerly edge of 148th Avenue SE, adjacent to the project site, are proposed. These improvements will change 0.18 acres of pasture/grass to impervious pavement. An additiona10.3 acres of the site (original design area was 0.15 acres) has been taken for right-of-way due to conflicts with concrete encased telephone lines along the original gutter flow line. In addition, future frontage improvements at the intersection of SR-900 and 148'h Avenue SE is proposed by others. To provide detention and water quality treatment for the future intersection improvements, a compensation of equal areas between 148th Avenue SE and the future improvements has been made. For the compensation, 0.22 acres of existing asphalt pavement on 148�h is assumed to be collected is modeled as pasture. Existin�Basin Conditions are as follows: Till-Forest Till-Pasture Till-Grass Imperv. Total Subbasins (ac) (ac) (ac) (ac) (ac) Site 2.39 6.59 - - 8.98 148th Avenue SE - 0.18 - - 0.18 Compensation Area (148th Ave. SE) - p.22 - - 0.22 Total 2.39 6.99 0.00 0.00 9.38 � -, II i � ; � _ i � ( '�� _ I l ' i i � 25 i o " .I!,�' l �� mD�� r'"r r '»O O �"�..,, NORZ CONTROL,.�18 0 m�� ,/ Scribed X in jeldslone set A �� -- _ 11ush witF,t,y'iode on Eost„-� -� .. .- _ __--- ".� -�� .Side of�148th Avenue � _ - -- -- _ rZ O� 587'25'�8'E 661.3t' �' ,� � m _.__..__.___._ -'. �OO� n �, �..,^�� .� , �, ....-.^' N N o I --.....�.....__.._.. _ , . � mwg� .�, D(ISTING CULVERT UNDER 148TH -- ,,,..-'' � g� !''��,� .� .._ �,,.. �� - � .- _ _�..__. � � RIGHT—OF—WAY � �. TO BE DEDICATED --�� :.�.. . �_.� 0.17 ACRES ' .-',-� I N� NATURAL POINT OF DISCHARGE oaa y59ti �,J .. ��~I^rv , "�;�''''� i' ° e CULVERT UNDER SR-900 g F°1��.9 , � � ; � ��,a�' r '�`�°' ��°'"� ___../ �� °'I , ;< � '' �-' m � , - � � _... � �9 ' " �� /, ��m�.� I 1� ,`� , � � � � � ''' ;�`'� .� a�u�� " � g� �efi�' , , i'' ---�� , ..--� ; r� �' � , a 8.98 ' ��.a�'r �+.--�'' �...�� ACRES �� ' � �� f r � A ROADSIDE �,� .�� i Q DITCH � .�,;-�" .r,, __, ,�, I � �'" � � � � ; � t' `��,, �`� � � ''�;�'_. - ' ��-�.�; �--' - ��`'.� ,<� - ., � � � �r I ��- , �_ _ _,� � ; , i _ � � :,. ,�' �% �' � � � i�1,, � ` � I . -�" ' ��.��. � �� , � ..�`� �. � ��:...e�� I a, `'. � � �� c - . �,, �'� � I ,, �t ce �.._ _.� ,,� � �/ � , b _ �., � i � �._� � �, � � � �. ,� � � �� , .. `�-� �.��__.�__ �. \ / � FLOW ARROW � \ �.l ; � '� .� ; � ' .\ � � � , � � � � i .- � � 7 , ,� __.�..--' � � ! � � b t - ,�wT_ NB8'it'48'W 630.00'(P� J _y.._��. ��: ------ ____--j.__ I SLi �..✓ t�� r � �_`. r `�✓ - — — — � � � .P� I �..... ....�y.,..,__.___�r.� 4� •� � .. � � � � • �„„'...�.�—""""'.._....�..� � ..�. ....,...,. , � �� 1 � � J � , b � � .� � �- l' � u°T �^.- '�, _, _ �� / e��,. • ; , - ,> _ �� ,, W f �. � � � w � _ ,,, �° -�- -- � \. �.�,,,Y �-- � _. � --_ -- -_. • ! >� -_.. _� _ _._� �_ , � �� Lo t 3 SP 8 123 T N88'it�7 W 297.99 ' � � f , �� _. ' � ^�.� I ' � ,� � ' ; a , , , . ,�.. , ......_,_.____.: f �,,.---�..,,,,` ' Q(IS11NG HOUSE TO BE ,REMOVED �I .� __.___ Q � i ,�-- _..ti _� ��,/ , g Lot 2 � ; .,,- � - � - ` - - r � .,�, - W 1 ry - - .. . . .. __ .��.�. � .` .......- . i ..^" ` t � fY ^ .. ...... � ; p 1 ,� ^,�,_�.- ._ Z , .. � ',1 .%r \ Lo t 1 I ��,�� I BENCHMARK - RENT1845 � I „,r,/ � KC HORZ CONTROL �3725 \ / �n � n meni with 3/4" � � � � Bross pin, set 1.5' be ow grade -- - —��•••• `— S88'11Y7'E 300.00' ---- �....._� � in stondord Mon Cose. UND 2" I ON 'E 0.25' AST � ,,� N 91'18"W 330.59'(P ------ - ---- - CORNER 0 I1 SE 112th St. � SCALE: 1" = 100' ORAWING: EN06 CONSULTING ENGINEERS LLC EXISTING HYDROLOGY MAP 720 S. 348th Street I � I � I � I Federal Way, WA 98003 FEOERAL WAY (253) 838-6113 BOTHELL (��5)�15-611I www.esmcivil.com Civil Engineering Lond Surveyin9 Lond Planning AST E R PA R K Public Works I Project Manogeme�t I Londacope Architecture JOB NO. �062-001-OOJ OATE: �0-2�-03 FIGURE 6 ORAWN: RCL SHEET 1 OF 1 ESI�4 Job#: 1062-001-003 Aster Park Developed Hydrology: Ground cover for the developed site will consist of impervious area from roadways, homes, and the pond; and pervious area from landscaping and grass (See Figure 7— Developed Hydrology Map). Runoff flows from the developed site will be similar to the existing conditions. Flo�vs from the roads, buildings, and landscaped areas will be conveyed northerly by a tight-line system to the detention facility in the northeast corner of the site. The on-site impervious area calculations assume that each of the 36 developed lots ��ill be comprised of 2,750 � square feet of impervious area(see Appendix B for area calculations). For the purposes of runoff control and water quality, Tract E (Future Public Road) is assumed to be landscaped as grass. Runoff will be released at a controlled rate from the detention facility to the culvert under SR-900. Frontage improvements along 148�'Avenue SE consist of adding a bike lane, curb, gutter, and sidewalk. The bike lane has been«�idened from 4 feet to 6 feet (not including the gutter)to prevent conflicts w�ith concrete encased telephone lines along the initial design curb location. An area equivalent to the additional improvements will be collected by a tight-line s}Tstem and conveyed to the on-site detention and water quality facility. Due to the future intersection improvements and the part of 148`�'Avenue SE, adjacent to the site, being in different jurisdictions, the compensation of equal area�vill be collected , from SR-900 instead of 148t"Avenue SE. This is accomplished by placing a flow splitter in the southern ditch of SR-900. This flow splitter will release the same amount of stormwater runoff to the one site conveyance system that«-ould have come from the 0.22 acres of impervious surface from 148`h Avenue SE. The area of 148th Avenue SE that would have been conveyed to the detention and water quality facility will now be conveyed to the southerly ditch of SR-900 where it currently flows to. Frontage along SR-900 will continue to be collected in the southern roadside ditch and conveyed to the culvert at the middle of the sites northern property line. During high rainfall events, the culvert under SR-900 is unable to convey all the flow. As in existing conditions, stormwater will back up in the ditch and begins to flow to the 12" culvert under 148th. As , part of the intersection improvements (done by others), the culvert under 148th is to be replaced. The new culvert��zill mimic the existing conditions during high rainfall events. Offsite flows will be collected at the perimeter of the site and either routed through the site in a closed conveyance pipe system, or around the site by a drainage swale and a closed conveyance pipe system. All offsite flo«rs will be routed around the detention facility and conveyed to the southern roadside ditch of SR-900. �� ES�t Iot,'=: li�(;�-ii(11-i)�i; <\st�r P::_k Develo�ed Basin Coliditi�lis ai�e as foll�w�-�: Till-Forest Till-Pasture Till-Grass Imperv. Total Subbasins (ac) (ac) (ac) (ac) (ac) Site - 0.00 4.83 4.15 8.98 148th Avenue SE - - - 0.18 0.18 Compensation Area (SR-900 Flow) - - - 0.22 0.22 Total 0 00 0.00 4.83 4.55 9.38 I i I� � ` � I _ � ' ("_1 � 28 � � _._.......1 � \ "�e �,` .. i i , ' �,____� � `��, �o�� ` _ .,..;� \� ti� \ ,� ,J 1 / —� ) �/`f f � m�O O �.\ +�o ' • /�� / �I �!'�� ._.�p � � � t X r O n C7 ,�o i�� / � � �-a �� Z { ,.' ' , Z O� ',�� G) ""^�� ` KC HORZ CONTROL,r� 718 /' !'.� I ��`�.� f,�-✓ Scribed X in fisldstone set ..�T�� _ _ _ flush wit -qtade on Eost ,�,,,- �C,�O O - � - - -- - _ _ _ ....., .-.�.. _.side oi�48th Avenug�.°'�ti �.�'C � N - - .._—,.... 'm",f i ,-".Z1 N I S87'25'48'E 661.34' � �� '" ll f �� ' " ''; ;� logv ._- ..w.�. ?� �tfa,i w � _.___�l i r .... ,�1 � . '` � 7C � '"� � / f'�','`� o " 8 r i„� � " " �','�. w r, ___--- -�. � '� ` " r.'�' �°� ta e. ,,,, � ,,,, SR-900 �f��t��', ,r ,;� INTERSECTION / �, � ` 0.22 ACRES :�'��`��%�� „ .-.�. IMPROVEMENTS � ' 1 tif s. ��. _ �, , :-''. oi .__......,__, e�r oniERs ,,,,-=- , � r�" „ n r fr�r„yq�'L'O" �. F�.'�� S. - .`''';�"y''`' \ '� ' EW CULVERT , ';% �!s", -`'% ° ' r�_. .. ' ��' �� ^, � � . UNDER 148TH � oad �� G�� `�� E �i � BY OTHERS NATURAL POINT OF DISCHARGE � F�F�: ` ,..� v, � , jg, � - CULVERT UNDER SR-900 ,�aY' �,-';��`� �,r`�� f _ a ��-� �; � � �5 a � '��,;% �.�'; ��1 � i I FLOW ARROW ; *��;,''r.. ""�:. r<= � �:�o;�%if��l�l � 1 4 � ROADSIDE S� i��'�� r "� �� / �'r�� I II� I � 8.98 ge �� , / , �'� '`� �,� r,,,` � y�i'�'8 . ��RACT.��„ �.��,�-"� j' I D�CH ACRW .yl�r�yr�� ..�.I / DEl'�NTI�ANO A �� '�`�^"�t� ��"" � �I 1 ��"� �b � II i � � FLOW SPLITTER `/ `� � `JJ, / �5 •��;\ � � • ��I �; -. � DETEMION / `�,._ � � ��a I FOR SR-900 _ ,,-'�,� "/ �,f�� III. �II II FACIUTY .'.� : 'O 9,,5 5... r � � � •' =,r � ...6 � 5 � 4 � I � ��I ' _..,1 -4f � ' ��' i I ' I �!^� �/ �...7�587�S�. 7�82qs S.F. r� � J k,:-�� - %% �� - -' 6�` (� �I�� - � .�� , I s �/ �. ! . ,...._........ �.'�.. 7.J7,� S f. ? �t� �- Y M ! � I . ' �'� '}� ' 0.22 ACRES FOR SR-900 l + , ,, � � � �,- - , � ` � �rv� �� _-- -�!' 0.18 ACRES FOR 148TH > ��g `'�� \ \ \ � .! S �,." �,.,'�� .a��s.c. ~`�-.____...\ �'a. �" r � c ` � �v N /"v�� J �J/� \\.� � � %\ � �� / / J II' � ,� �� :,� S.F. � � J 33 , J �.�" 1+�y�ti �� `�..,� �� 454' _` / `•� ��Ij �� 1�0 � �, \`\, x� '� � ��W"e��4 sf j~' '� � ..�:�I I � �i s ..iebfl s.F.4�' _ \ 35 I ,� � � l �,;J , �i''� ..� 35 /� ( CD �� ...._��h� �'"��.-. y l�36 �e�a: s.v. '` i �.,/ ;' ' ,� ' 8.29jt15A . 456 / �J J I � � r I � .� � ��x0�' eA�it .v. �;� ri' � 22 � � ,I `� 1 �5�; � � � / t � j (/� �,sz uw j , �,o � s... g � � , � `� fi � � � — — �� 12 \� � A98��-�pC� � � '� �� I � : �,i� �� : � . �- , �� 65� j / R CR�E�ON�L 3�� / _I � � FROWTAGE \ '.. � -+� . AREA " I 6.326! 5.�. T'2563 5 f. 6,NO2 S.v, �'� ��'� 1 , � ,�� . i ' � ^l � p �,. -' � ;�' s �, � IMPROVEMENTS ,� � 'I � o � � ,. I i � c �: '- �.�,o � � � % i ° ; � �� , � b t � (1 � i� � ��.F . � ��s.no � 6 o S�j ,1 � � ��I�-yj-, ° i � � « ,` � v.l.i .,�' ir 4';sg I Ct �.S • �\ ti. . ; � � � ,�14 � 6r R= \ � � ____—_.� � ,, � � � O o `�26- ,�` , . B. 9 S . � �� - '� � ..�w� —.�� '�z�� rv� 2� ' � � �' 2a e:.�s.r. 2 Cj ° �r:_� , �� e.�r�}s.r. �� `�a.a9a s.v. i`"� e.ent s.r. i .e�a: s.v. +� !,` � � ��i: . �� ,.H;i pl-n ,` j :� f f"A , � � � 1f/, ` �°'*mu. g t � 'r f�,/' / 1' s� ,� � I�t �,sn;�slFS —• — ;dJ,�� ,'�, i.. 4, I �� a: s.F. j N88'11 47 W 297.99' ( , IN � � I' V N � � �-� ! ' + `~�� _. l - ' � ' ' a I � � . is` '� I ; �.e��;. �. � � 4� � . �.___�.. ..�.��, ' I -T:052t�i.�. � ` � g ... � � ' � TRACT B ^ TR "l,`T A �.. `" N � . ......~�..` � .. � _ � —�62 --'T 8 1y7 �✓� z �y � s� , � o9l�S.F. ��} 19 .., _ ..., �� \� 8.t�lp S-f. 6.8�f�i'�.�.•. � /' 4t S.F� , � �.�' 6�200t .f. "�,j � � � 464— — � BENCHMARK - RENT1845 � ,r''� 4. KC HOR2 CONTROL �J3725 e�.��-'�� `_ \ � �y �s��:; nument with 3/4" � I ON V -... ' — 466— ` /— _'Q Brass pin, set 1.5' be ow grode 58871'4)'E 300.00' '--_ �'' • � in slondord Mon Case. �.........., �o , ' AST N 91'48�W 3.N1.59'(P} --- -- . . R 0 I1 SE 112th St. SCALE: 1" = 100' DRAWINC: ENO] CONSULTING ENGINEERS LLC DEVELOPED HYDROLOGY MAP 720 S. 348th Street I � I � I � I Federal Way, WA 98003 FEDERAL WAY (233) 9�8-6113 BOTHELL (�25) s15-61a� www.esmcivil.com Civil Engineering LOnd Surveying Lond Plonning ASTER PARK Public Works I Project Management I Londscope Architecture JOB NO. 1062-001-00] DATE: 10-2�-03 FIGURE 7 ' ORAWN: RCL SNEET 1 OF 1 rS\�i Job�: 106'_-001-(lp3 .�,ter Par'; Fiow Control System: Calculations for the pmject are based on tlle 1998 king Count�� Surface �Vater Desi�,n Manual(KCSWDN�. The project is located in the Level 2 Flow Control Area per the King County Flow Control Applications Map. Due to constraints in the downstreain conveyance system, a Level 3 Flo��v Control��ill be used. The detention��ill be provided in a pond located in the northeasterl�- corner of the site (Figure 7—Developed Hydrolo��} Map). In accordauce ��•ith the Level 3 rlo�i� Control Design reqtiirements, the desi;n intent for the detention facility is to match the develope�d duration� le��l� to the e�i,tin�7 dur��tii�ns levels for the following ranges: •2-year develop to 50% of the 2-year existin17. •�0-year developed to the 50-year existing, and •100-year developed to the 100-year existinQ. The facility is sized by running multiple iterations using the ILing County Runoff Tiine Series (KCRTS) program until an efficient pond design is attained that meets or exceeds the Level 3 flowT control requirements. The site is located within the Landsbura Rainfall Region ail�l h�.0 �� s�ale fact��r ��i�0.9. Th� ii,llu��in�_� pa��c: ;lr� th� ��tit��tit t�� thc I�C[Z�I�� j`l'��t'.il:l. Existin�Basin I�I��e�.: Flcra Frequency :__ _ Time Series File:nre:i Project Location:Landsi; ---Annual Peak Flow Rate. - - Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prc (CFS) (CFS) Period 0.832 2 2/09/O1 14:00 1.41 1 100.00 0. 0.189 8 1/05/02 16:00 0.832 2 25.00 0. ; 0.555 4 2/28/03 16:00 0.750 3 10.00 0. "' 0.333 7 8/26/04 1:00 0.555 4 5.00 O.iiO� � 0.521 5 1/05/05 10:00 0.521 5 3.00 0. 667 0. 416 6 1/18/06 21:00 0.416 6 2.00 0.500 0.750 3 11/24/06 5:00 0.333 7 1.30 0.231 1.41 1 1/09/08 7:00 0.189 8 1.10 0.091 Computed Peaks 1.22 50.00 0. 980 30 ES�1 Job r: 1062-001-003 A�ter Park Developed Basin Flows: rlow Frequency Analys-s !ime Series File:dev.tsf Project Location:Landsburg ---Annual Peak F1ow Rates-- -----F�_o�•� FrecuGncy Ana�_ys--s------- -1cw Rate Rank Time of Peak - - Feaks - - Rank Return ?=ob (,CFS) (CFS) Period �. 98 4 2/09/Ol 2:00 3. 69 1 100.00 0. 990 "_.11 8 12/03/Ol 17:00 2.40 2 25.00 0. 960 � 1.82 6 9/10/03 1�:00 2.20 3 10.00 0. 900 2.20 3 8/26/04 1:00 1. 98 4 5.00 0.800 , 1.79 7 10/28/04 18:00 1.86 5 3.00 0. 667 � 1. 86 5 10/22/05 17:00 1.82 6 2.00 0. 500 2.40 2 11/21/06 9:00 1.79 7 1.30 0.231 3. 69 1 1/09/08 7:00 l. 11 � 1. 10 0.091 C�,npate� �ea'.zs �."'c �0. '�0 ,J . G3n Flow Splitter• Stormwater runoff flo�vs that would ha�-e come from 148th Avenue SE for the compensation of equal area of the future intersection improvements (0.22 acres), are now coming from the SR-900 ditch. These stormwater runoff flo«=s are as follo«�s. Flow Frequency Analysis Time Series File:sr-900.tsf Froject Lccation:�andsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analpsis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob ;CFS) (CFS) Period 0.063 7 2/09/O1 2:00 0.107 1 100.00 0. 990 0.044 8 12/03/O1 17 :00 0.084 2 25. 00 0. 960 0.079 4 9/10/03 1.,:00 0.082 3 10. 00 0. 900 �.084 2 8/26/04 1: 00 0.079 4 5.00 0.800 �.070 6 10/28/04 18:C0 0.073 5 3.00 0. 667 r.073 5 10/22/Os 17:G0 0.070 6 2.00 0. 500 G. 082 3 10/26/06 3:00 0.063 7 1.30 0.231 0. 10`7 1 1/09/08 7:00 �J.044 8 1.10 0. 091 Co_n�at�d ?eaks �.099 5� .00 0. �8,; 31 ESM Job#: 1062-001-003 Aster Park �.- The overall stormwater runoff flows going to the ditch along SR-900, wrhere the flow splitter is to be placed, are as follows. �low Frequency Analysis Time Series rile:offsite.tsi Project Location:Landsburg ---Annual Peak Flow Rates--- -----F1ow Frequency Analysis------- Flow Rate Rank Time of Feak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.740 4 2/09/Ol 2:00 1.36 1 100.00 0. 990 0.424 8 12/03/O1 17:00 0.894 2 25.00 0.960 0.703 6 9/10/03 15:00 0.835 3 10.00 0. 900 0.835 3 8/26/04 1:00 0.740 4 5.00 0.800 0. 685 7 10/28/04 18:00 0.710 5 3.00 0. 667 0.710 5 10/22/05 17:00 0.703 6 2.00 0.500 0.894 2 11/21/06 9:00 0.685 7 1.30 0.231 1. 36 1 1/09/08 7 :00 0.424 8 1.10 0.091 Computed Pea'.ss 1.21 50.00 0. 980 A flo�v splitter in a manhole is designed to release the same stormwater runoff flows to the site that a 0.22 acre impervious area would produce. This manhole is placed next to the SR-900 ditch and is designing using t�vo Frop-T r-weir stand pipes. These r-weirs split the stormwater runoff between the site and the SR-900 ditch. To direct storm�Tater from the ditch to the manhole there is a small berm placed in the ditch. The berm height is based on the 100-}-ear flow depth in the ditch and provides a 0.� foot free board above the berm before stormwater would overflow the ditch. In the event that storm«�ater runoff flows exceed the 100-year storm event, storm«�ater will spill over the top of the berm and spill over the top of the Frop-T that releases stormwater runoff back to the ditch (see Appendix B for calculations). Design flo�vs from the r-weirs are as follo��s. Storm Q1 �2 �i Target %C�e1 Q2 Target % Q02 Event cfs cfs cfs % cfs % 2-year 0.631 0.072 0.633 0.28 0.070 2.50 25-year 0.810 0.084 0.810 0.06 0.084 0.50 100-year 1.257 0.103 1.253 0.29 0.107 3.30 Q, = Flow to SR-900 ditch Q2 = Flow to site , The length of r-weir releasing stormwater runoff to the SR-900 ditch and to the site are 1.17 feet and 0.19 feet respectively. 32 � ESD�t Job r: 1062-001-003 Aster Park Facility Desi�n: The following detention calculations are printouts of I�CRTS. Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 2.00 H:1V Pond Bottom Length: 168.00 ft Pond Bottom Width: 84.50 ft Pond Bottom Area: 14196. sq. ft Top Area at 1 ft. FB: 22671. sq. ft 0.520 acres Effective Storage Depth: 6.50 ft Stage 0 Elevation: 442.00 ft Storage Volume: 115075. cu. =t 2. 642 ac-t�_ Riser Head: 6.50 ft Riser Diameter: 24 .00 inc'r_es Number of orifices: 3 Full Head Pipe Orifice # Height �iameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.12 0.310 2 2.73 2.72 0. 390 6.0 3 5.22 4. 81 0.710 8.0 Top Notch ti�'eir: None Outflow Rating Curve: None Stage elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 442.00 0. 0.000 0.000 0.00 14196. ', 0.02 442. 02 284. 0.007 0. 018 0.00 14216. 0.04 442. 04 569. 0.013 0. 026 0.00 14236. 0.07 442. 07 996. 0.023 0. 031 0.00 14267. 0. 09 442.09 1282. 0.029 0.036 0.00 14287. 0.11 442.11 1568. 0.036 0.040 0.00 14307. 0.13 442. 13 1854. 0. 043 0.044 0.00 14328. 0.15 442.15 2141. 0. 049 0.048 0.00 14348 . 0.18 442. 18 2572. 0.059 0.051 0.00 14378 . 0.30 442 .30 4304 . 0.099 0.067 0.00 14500. 0.43 442.43 6198. 0.142 0.080 0.00 14633. 0.56 442.56 8109. 0.186 0.091 0. 00 14767. 0. 69 442. 69 10037. 0.230 0.101 0. 00 14901 . 0.�1 442.81 11833. 0.272 0. 110 0.00 15025 . 0. 94 442. 94 13795. 0.317 0.118 0.00 15160. 1.07 443.07 15774. 0.362 0.126 0.00 15295. 1.20 443.20 17772. 0.408 0.133 0.00 15431. 1.32 443.32 19631. 0.451 0.140 0.00 15557. 1.45 443. 45 21662. 0. 497 0.146 0.00 15694 . 1.58 443.58 23711. 0.544 0. 153 0.00 15832. 1.71 443.71 25778. 0.592 0.159 0.00 15970. 1.83 443.83 27703. 0. 636 0. 165 0.00 16098. 33 ESI��I Job�: 1�6?-OO1-003 �ster Park 1.y5 443. 9b �9804 . G. 684 C. 17C 0.0� ,_6�3i . 2.09 444 .09 31924. 0.733 0.176 0.00 16377 . 2.22 444.22 34062. 0.782 0.181 0.00 16517. 2.34 444 .34 36052. 0.828 0.186 0.00 16647. 2.4� 444 .47 38225. 0.878 0. 191 0.00 16788 . 2.60 444 . 60 40417. 0. 928 0.196 0.00 16930. 2.73 444 .73 42627 . 0. 979 0.201 0.00 17073. 2.76 444 .76 43140. 0.990 0.204 0.00 17105. 2.79 444 .79 43654. 1.002 0.210 0.00 17138 . 2.82 444 .82 44168. 1.014 0.221 0.00 17171. 2.84 444.84 44512. 1.022 0.235 0.00 17193. 2.87 444 .87 45028. 1.034 0.252 0.00 17226. 2. 90 444 .90 45546. 1.046 0.272 0.00 17260. 2. 93 444. 93 46064. 1.G57 0.296 0.00 17293. 2. 96 494. 96 46583. 1.069 0.305 0.00 17326. 3.08 445.08 48670. 1.117 0.333 0.00 17459. 3.21 445.21 50949. 1.170 0.357 0.00 17603. 3.34 445.34 53247. 1.222 0.379 O.CO 17748 . 3.47 445.47 55564. 1.276 0.399 0.00 17893. 3.59 445.59 57719. 1.325 0.417 0.00 18028 . 3.72 445.72 60072. 1.379 0.435 0.00 18175. 3.85 445.B5 62444. 1.434 0.451 0.00 18322. 3.98 445. 98 64836. 1.488 0.467 0.00 18469. 4.10 446.10 67060. 1.539 0.482 O. GO 18606. 4 .23 446.23 69489. 1.595 0.496 0.00 18755 . 4.36 446.36 71936. 1.651 0.510 0.00 18904 . 4.49 446.49 74404. 1.708 0.524 0.00 19053. 4 .61 446. 61 76698 . 1.761 0.537 0.00 19192. 4.74 446.74 79203. 1. 818 0.550 0.00 19343. 4 .87 446.87 81728. 1.876 0.562 0. 00 19494 . 5.00 447.00 84272. 1. 935 0.574 0.00 19646. 5.12 447. 12 86638. 1. 989 0.586 0.00 19787 . ' S.22 447 .22 88622. 2.034 0.595 0.00 1990� . 5.27 447.27 89619. 2.057 0. 606 0.00 1996�. 5.32 447.32 90618. 2.080 0. 631 0.00 20022 . 5.37 447.37 91621. 2.103 0. 669 0. 00 20081 . 5.42 447.42 92627. 2.126 0.718 0. 00 201�� . 5.47 447.47 93635. 2.150 0.780 0.00 20199. 5.52 447 .52 94647. 2.173 0.850 0.00 20259. 5.57 447.57 95661. 2.196 0. 997 0.00 2031� . 5. 62 447. 62 96678. 2.219 1.030 0.00 2037� . 5.75 447.75 99337. 2.280 1.100 0.00 2053�� . 5.88 447.88 102017. 2.342 1.160 0.00 2068�� . 6.00 448.00 104508. 2. 399 1.220 0.00 2083� . 6.13 448.13 •107226. 2.462 1.270 0.00 2098'_ 6.26 448.26 109965. 2.524 1.320 0.00 2114� 6.39 448.39 112724. 2.588 1.370 0.00 2130:: 6.50 448.50 115075. 2. 642 1.410 0.00 2143- 6. 60 448.60 117225. 2. 691 2.060 0.00 2155y. 6.70 448.70 119387 . 2.741 3.220 0.00 21681. 6.80 448.80 121561. 2.791 4 .710 0.00 21804. 6. 90 448.90 123748. 2.841 6.470 0.00 21927. 7.00 449.00 125946. 2. 891 8.460 0.00 22050. 34 I ESM Job#: 1062-001-003 Aster Park Hyd Inflow Outflow Peak Storage Targ�t Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3. 69 ******* 1.41 6.49 448.49 114898. 2. 638 2 1.98 ******* 0.82 5.50 447.50 94145. 2.161 3 2.40 ******* 0. 66 5.35 447.35 91317. 2.096 4 1.79 ******* 0.44 3.77 445.77 61021. 1.401 5 1.82 ******* 0.43 3.71 445.71 59847 . 1.374 6 1.86 ******* 0.32 3.03 445. 03 47726. 1. 096 7 2.20 ******* 0.18 2.12 444.12 32482. 0.746 8 1.11 ******* 0.15 1. 61 443. 01 24155. 0.555 ---------------------------------- Route Time Series thrcugh Facil--ty Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharg2: 3. 69 CFS at 7:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1.41 CFS at 12:00 on �an 9 in Year 8 Peak Reservoir Stage: 6.49 Ft Peak Reservoir Elev: 448 .49 Ft Peak Reservoir Storage: 114898 . Cu-Ft . 2. 638 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Landsburg , ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.815 2 2/09/01 20:00 1.41 6.49 1 100.00 0. 990 0.154 8 11/05/Ol 3:G0 0.815 5.50 2 25. GQ 0. 960 0.433 5 2/28/03 18:00 0.657 5.35 3 10. 00 0. 900 0.177 7 8/26/04 6:00 0.441 3.77 4 5. 00 0.800 0. 441 4 1/05/05 15:00 0.433 3.71 5 3. 00 0. 667 0.320 6 1/19/06 1:00 0.320 3.03 6 2. 00 0.500 0. 657 3 11/24/06 8:00 0.177 2.12 7 1.30 0.231 1.41 1 1/09/08 13:00 0.154 1. 61 8 1. 10 0.091 Computed Peaks 1.21 5.9� 50.00 0. 980 � Flow Duration from Time Series File:rdout.tsf Cutoff Count rrequency CDF Exceedence Probability CFS ° ° ° - a � o 0.012 33699 54. 956 54 . 956 45.044 0.450E+00 0.035 6078 9. 912 64.868 35.132 0.351E+00 0.057 6348 10.352 75.220 24.780 0.248E+00 0.080 5084 8.291 83.511 16.489 0.165E+00 0.103 3877 6.323 89.834 10.166 0. 102E+00 ' 0. 126 2521 4.111 93. 945 6.055 0. 606E-01 0. 149 1520 2.479 96.424 3.576 0.358E-01 0. 172 774 1.262 97. 686 2.314 0.231E-01 0. 195 751 1.225 98. 911 1.089 0.109E-01 0.218 237 0.386 99.297 0.703 0.703E-02 0.241 38 0.062 99.359 0. 641 0. 691E-02 0.264 21 0.034 99.393 0. 607 0. 607E-02 35 � '. � ESV�(T��h�': l(16�-Q�1-0�� ster I':r�,.. �� . _� ,- - � �"� �� . s-� _ . ��_ . � .-_.�-�_ 0.310 26 0.042 99.4�9 0.541 0.541E-0� 0.333 52 0.085 99.543 0. 457 0. 457E-02 0.356 50 0.082 99. 625 0.375 0.375E-02 0.379 57 0.093 99.718 0.282 0.282�-C2 0.401 24 0.039 99.757 0.243 0.243E-02 0.424 24 0.039 99.796 0.204 0.204E-02 0. 447 27 0.044 99.840 0.160 C. 160E-02 0.470 B 0.013 99.853 0. 197 0.147E-0� 0.493 9 0.015 99.868 0. 132 0.132E-02 I� 0.516 12 0.020 99.887 0.113 0.113E-02 �� 0 . 539 12 0.020 99.907 0.093 0. 930E-03 ' ��. 562 22 0.036 99.943 0.057 0.571E-03 ' � . 585 13 0.021 99.964 0.036 0.359E-03 � r�. 608 9 0.015 99. 979 0.021 0.212E-03 G . 631 3 O.G05 99. 9�4 0. 016 0. 163E-03 0 . 654 3 0.005 99. 989 0.011 0.114E-03 0 . 677 2 0.003 99. 992 0.008 0.815E-04 0 . 700 1 0.002 99.993 0.007 0. 652E-04 � .722 1 0.002 99. 995 0.005 0.489E-04 � .745 0 0.000 99. 995 0.005 0.489E-04 I G .768 1 0.002 99. 997 0.003 0.326E-04 I 0.791 0 O.G00 99. 997 0.003 0.326E-04 G . 814 1 0.002 99. 998 0. 002 0.163E-04 =, irution Comparison Anaylsis 3ase File: predev.tsf New File: rdout.tsf Cutoff �nits: Discharge in CFS -----F�action of Time----- ---------Check of Tolerance------- Cu�off Base New %Char_ge Prcbabiiity Base New =��hange C .211 � 0. 99E-02 0.74E-02 -25.5 � 0. 99E-02 0.211 0.197 -6. 6 C . 259 I 0. 68E-02 0. 62E-02 -y.4 � 0. 68E-02 0.259 0.226 -12.9 G. 307 I 0.45E-02 0.55E-02 20.4 � 0. 45E-02 0.307 0.333 8. 6 ��. 355 I 0.30E-02 0.38E-02 26. 9 I 0. 30E-02 0.355 0.375 5.9 :). 402 � 0.19E-02 0.24E-02 23.5 � 0.19E-02 0.402 0. 427 6.1 �. 450 � 0.14E-02 0.16E-02 14 .0 � 0.14E-02 0.450 0.480 0. 6 Ci. 498 � O.10E-02 0. 13E-02 25.8 � O.10E-02 0.49� 0.531 6. 6 0 , 546 � 0.82E-03 0.82E-03 0.0 I 0.82E-03 0.546 0.546 0.0 ii .594 I 0. 60E-03 0.29E-03 -51.4 I 0. 60E-03 0.594 0.559 -5. 8 0 . 642 � 0. 41E-03 0. 11E-03 -72.0 I 0.41E-03 0. 642 0.580 -9.7 C . 690 I 0.20E-03 0. 65E-04 -66.7 � �J.20E-03 0. 690 0. 618 -10.4 C . 738 � 0. 15E-03 0.49E-04 -66.7 I 0.15E-03 0.738 0. 633 -14.2 C . 785 I 0. 49E-04 0.33E-04 -33.3 I 0.49E-04 0.785 0.766 -2.5 P�laximum positive excursion = 0.030 cfs ( 9. 60) occurring at 0.316 cfs on tne Base Data:predev.tsf and at 0.346 cfs on the New Data:rdout.tsf t•_aximum negative exc�srsion = 0.037 cfs (-15.0%) occurring at 0.245 cfs on the Base Data:predev.tsi and at 0.208 cfs or. the New Data:rdo�a�.�sf 36 � - ESM Job#: 1062-001-003 Aster Park .��Llls„4,�? �i3 i��E.��i��lz . 't--�=�€� Retum Period ' 2 5 10 20 5D 10n ; 10� o rdout.pks in Lancs�urg • pnedev.pks � � � � tl ; U R � ; v � 10� � U � � y 000 � � � ♦ � � tj O '� 4 � 00 �♦ � � � 10�� 1 2 5 10 20 3�l 40 50 6D 7D 80 90 95 98 99 '; ' Cumulatiue ProbaDility � , � -�,.,� .�. ..:-�l� � , � � �.��g,.�E��.�.�� ,m��:;�... �❑ x� 0 rdaui.dur <? target.dur ♦ � 0 � (n co ' u- o U a> � � cu � � N tr � ' � o N a �� i '�--.,,�,•.. o �� 10�5 19-{ 10 �3 10�3 10 �' 10° Probability�ceedence ; 37 ES�Z Tob�: 1062-0�1-OQ; Aster Park ��, Thet,ro��ide�d detention faciliri� is desiQned to be lar�er than that1�roduced from the �! Y . " � Y analysis above. Below is a table showing the required pond area per elevation from the ' KCRTS analysis and the designed facility. �'� KCRTS Designed Ele�ations Pond Printouts Pond � Surface Area Surface Area ,- (ft) (sfl (sf) ! 448.50 21437 22949 � 448.00 20832 22237 447.00 19646 20837 ' 446.00 18492 19462 445.00 17370 18113 444.00 16280 16789 443.00 15222 15490 442.00 14196 14215 The required volume from the KCRTS analysis is 115,075 cubic feet and the proposed designed detention volume is 120,118 cubic feet, which gives the facility a factor of safety of 438%. Primary Overflo«�: The primary overflo��consists of a riser pipe (flow restrictor tee) with a top elevation of 448.50 located in the flow control structure. The riser pipe is sized to convey the 100- year peak flow from the 15-minute time step for the developed conditions gi��en a specific hydraulic head. The follo��-ing equation is used to size the outlet riser (Appendix B —KCSWDM Fiaure �.3.4H Riser Inflo`��Cur�-es and 1�-minute titne step table). � U�r�f�e = 3.782*D' *hr'- Where: D = 2.0 ft (Diameter) H =0.5 ft (Head) Qo,-fCe = Flow able to be conveyed (cfs) � Qorif�e = 3.782*(2.0)z *(0.5)2 = 10.70 cfs The 100-year 1�-minute time step from the developed storm is 9.05 cfs, therefore,the 24- inch riser pipe can adequately handle the flo«�. Secondarv Overflo��: �8 bS��I lob$: 1062-001-003 :�ster Park i The secondary o��erflo��- consists of a grated opening (jailhouse) cut into the flow control structure. The flow line elevation of the opening is 448.�. The jailhouse is sized to convey the 100-year 1�-minute time step peak flow for the developed conditions given a specific hydraulic head. The follo«Ting equation is used to size the jailhouse opening (Appendix B—KCSWDM Figure 5.3.4.E "Rectangular, Sharp-crested Weir"). 3 Qioo =(3.27+0.40*p)x(L-0.2XH}�`H'- Therefore, L= Q'oo 3 +0.2"H � (3.27+0.40*p)*Hz Where: Q�oo = 9.0� cfs (Peak 100-year 1�-minute time step developed flo��) H = 0.67 ft (Height of jailhouse) P = 6.5 ft (Distance bet�veen bottom of jailhouse and i.e. out) L = Circumference length of jailhouse opening on the inside (ft) 9.05 L = , + 0.?*0.67 = �.1?it 0 67� �0.67)- (3.27+0.40* * ' A jailhouse length of�.1� ft is used. The equation for the jailhouse opening accounts for side contractions by subtracting (0.1*H) from L for each side of the notch��veir. The length of the jailhouse is not to exceed �0% of the circumference of the control structure. The control structure is a Type II 52-inch diameter catch basin. The jailhouse length is oniti� 35°'0 of the inner circumference for the control structure. Emergency Overflo«-: The emergency overflo�� spill��ay consists of a riprap broad-crested«-eir at an elevatii�n � of 449.20 along one edge of the detention pond. The emergency spillway is sized to th� 100-year peak flow for the developed conditions gi�-en a specific hydraulic head. The following equation is used to size the spill��av «�idth (Section 5.3.1.2 of the KCSWD\1 i. � L = Qioo , . ,� I _ , ,i rr� Whe� ��oo — y•U�c�ts (�'eak lUU-year de�-elopea il�w} 39 ES��T 7ob�: 1062-001-043 ��ster P;�rk x = o.so ft (Height of��ater o��er vveir) L = Length of��'eir>6 (ft) L _ 9.05 3 —(2.4)�`(0.�0) = 6.77 ft (3.21)*(0.50)'- An emergency overflow spillway length of 6.80 ft is used. � Water Quality System: I� The project is located in the Basic Water Quality Treatment Area per the King County I Water Quality Applications Map. The«rater quality facility will be in the form of dead storage in the bottom of the detention pond. The design intent for the water quality facility is 80% removal of total suspended solids (TSS). Facilit_y Desi�n: The facility is sized per Ghapter 6.4 of the KCSWDM using a Basic Wetpond design. The following equations are used to size the��-ater quality facility. Calculation of the mean annual storm is as follows. Vr ={0.9A; +025Ato +O.lOArf +O.O lAo)x R Where: A; = 4.52 ac =196,891.20 sf (Tributary area of impervious surface) Atg = 4.86 ac =211,701.60 sf(Tributary area of till grass &pasture surface) A� =0 ac =0 sf (Tributary area of till forest surface) Aog =0 ac =0 sf (Tributary area of out«zash grass surface) R = 0.043 ft (Rainfall from mean annual storm) VY =Volume of runoff from mean annual storm (c� V, _ [(0.9 x 196,891.20)+(0.25 x 211,701.60)+(0.10 x 0)+(0.01 x 0)](0.043) V, = 9,895.48 cf Calculate wetpool volume is as follows. 40 s ES�1 fob�: 1062-001-003 Aster Park lS = fxV;. f=3 (Basic wetpond) I r =9,895.48 sf (Calculated above) I b = Minimum pond volume (c� i b = ;x 9,895.�8 = 29,686.4�cf DesiQn «ater quality volume provided is as follows. Sediment Cell Volume (cf) #1 11,549 #2 21,453 Total= 33,002 The �vater quality facility has a factor of safet�- of 11 %. 41 ESM Job#: 1062-001-003 Aster Pazk 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN Per section 1.2.4 of the 1998 KCSWDM, new conveyance systems must be designed to con��ey and contain the 2�-year peak flow (at a minimum) providing that the overflo�v from the 100-year storm event does not create or aggravate a severe flooding problem. Existing conveyance systems must be desib ed to convey and contain the 10-year peak flow(at a minimum) providing that the overflow for the 100-year storm event does not create or aggravate a severe flooding problem. Proiect Site• The con�,�eyance system for the project site was sized using the King County Backwater (KCBW)program. Stormwater runoff flo�vs that��-ere entered into the program��ere obtained by the Rational Method(See Appendix C for back«�ater calculations) using developed site conditions. The taih�vater elevation was assumed to be at the maximum pond water elevation of 448.5 feet. The designed conveyance system is able to contain and convey the 100-year peak flow rate. The outlet conveyance system for the detention pond was also sized using the KCBW program. A tailwater elevation of 443.93 feet ��as used. This elevation is the headwater � elevation calculated in the analysis of the culverts. The conveyance system is able to convey the 100-year storm event(See Appendix C for backwater calculations). Downstream Culverts: ', Capacity for the culvert under SR-900, the existing culvert under 148`h, and the new I conveyance pipe system under 148th (done by others)�vas checked using the King County � Back��ater (KCBW) program. The design flow used to analyze the capacity was the 100- I, year 1�-minute flow from KCRTS. i The culvert under SR-900 was assumed to have a submerged outlet creating a tailwater elevation of 439.27 feet. The existing culvert under 148�' was also assumed to have a submerged outlet, creating a taih��ater elevation of 442.73. During the 100-year storm event, the culvert under SR-900 is unable to convey all the flow. In this condition, , storm�vater will back up in the ditch and flow to the 12" culvert going under 148�'. Both � culverts v��orking together are able to convey the 100-year stornz�`ater flo«-s ��ithout overtoppin� the ditch (See Appendi� C for back��ater calculations). _ As part of the intersection improvements (done by others), the culvert going under 148th ` is to be replaced with a closed pipe system. This new closed pipe system connects into another closed pipe system that conveys stormwater runoff flows from the south. Since the flo«=s contributing to the conveyance system from the south are unkno�t-n, a «or�e -�� ESM Job#: 1062-001-003 �ster Park case tail water elevation of 443.�0 feet w�as assumed. This tailwater elevation is the proposed rim of the catch basin�vhere the closed pipe system going under 148�' connects into the other closed pipe system. Again, during the 100-year storm event, the culvert under SR-900 is unable to convey all the flow and stormwater backs up in the ditch until it reaches the inlet of the new conveyance system. Both the culvert and the new closed pipe system working together are able to convey the 100-37ear stormwater flo«�s without overtopping the ditch (see Appendix C for backwater calculations). I�he 12-inch culvert under the access road to the pond «-as anal}rzed using Culvert Master and the Rational Method. The 100-year flo�v going to the culvert by the Rational Method is 0.77 cfs. Entering this flow into Culvert Master indicates the culvert is in Outlet Control with a head water depth of 0.68 feet (see Appendix C for the Culvert Master printout). Since the culvert is a 12-inch diameter pipe, the culvert should adequately convev the flo«�s. 43 ESM Job�: 1062-001-003 Aster Park 6. SPECIAL REPORTS AND STUDIES The Preliminary Technical Information Report, done by Haozous Engineering, is found in Appendix A of this report. No other additional studies have been done for this site. 44 ES:�Z Job�: 1062-001-003 Aster Park 7. OTHER PERMITS Permits required far the project include Seu-er Construction permits from King County and the Cit57 of Renton; site construction and right of way encroachment permits from King County; NPDES Construction Stormwater Discharge Permit from the Department of Ecology. Domestic water distribution is being designed by others. Therefore, permits ' required for�7ater are unknown at this time. �� ;`_ �__ � , � __ � �_ 1__ � � ', 45 � ES�4 Job�: 1062-001-003 Aster Park 8. ESC ANALYSIS AND DESIGN A Temporary Erosion and Sediment Control (TESC) plan has been created for the site. Please see Construction Dra«rings. � ' �� __ , r_ � l_ � �� '; ,' ' 1 l ' � ? i I � � F , �_:, , �- � � �_. r_ ,' 46 � � ESi�1 Job#: 1062-001-003 Aster Park 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Bond quantity and facility summary sheets are attached in Appendix D. Declaration of covenants«�ill be completed and submitted with the final set of plans. �_ r I I � �; �' I �_ �� 7 s ESvf Job#: 1062-001-003 Aster Park 10. OPERATIONS AND MAINTENANCE MANUAL The following pages are maintenance standards for drainage facilities and systems. � _, �� _, �_' . �_) , , i � --�ti i I KINC COUNTY. V4':�SHINGTON, SURFACE WATER DESIGN MANUAL APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES N0. 1 - DETENTION PONDS Maintenance Defect Conditions When Maintenance Results Expected When Component Is Needed Maintenance Is Performed General Trash&Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Poisonous Vegetation Any poisonous or nuisance vegetation which No danger of poisonous vegetation may constitute a hazard to County personnel or where County personnel or the the public. pubiic might normally be. (Coordination with Seattle-King County Heatth Department) Pallution Oil,gasoline,or other contaminants of one No contaminants present other than gallon or more or any amount found that couid: a surtace film. (Coordination with 1)cause damage to plant,animal,or marine life; Seattle/King County Health 2)constitute a fire hazard;or 3}be flushed Department) downstream during rain storms. Unmowed Grass! If facility is located in private reside�tial area, When mowing is needed, Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be inches in height. In other areas,the general mowed to 2 inches in height. policy is to make the pond site match adjacent Mowing of selected higher use ground cover and terrain as Iong as there is no areas rather than the entire slope i interference with the function of the faci(ity. may be acceptable for some situations. Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or as a dam or berm,or any evidence of water berm repaired. (Coordination with piping through dam or berm via rodent holes. Seattle/King County Health Department) Insects When insects such as wasps and homets Insects destroyed or removed from interfere with maintenance activities. site. Tree Growth Tree growth does not allow maintenance access Trees do not hinder maintenance or int2rferes with maintenance activity{i.e.,slope activities. Selectively cuftivate trees mowing,silt removal,vactoring,or equipment such as alders for firewood. movements). If trees are not interfering with access,leave trees alone. Side Slopes of°ond cresion Eroded damage over 2 inches deep where Slopes should be stabilized by cause of damage is still present or where there using appropriate erosion control , is potentiaf for continued erosion. measure(s);e.g.,rock reinforcement,planting of grass, compaction. Storage Area Sedimert Accumulated sediment that exc�eds ?0°>cf?he Sediment cteaned out to designed designed pond dspth. pond shape and depth; pond reseeded if necessary to control erosion. Pond Dikes Settiemen!s Any part of dike which has s2ttled 4 inches lowe� Dike should be built back to the than the design elevation. design elevation. ' Emergency Rock Missing Only one layer of rock exists above native soii in Replace rocks to design standards. Overflow/Spillway area five square feet or larger,or any exposure of native soil at the top of out fiow path of spillway. Rip-rap on inside slopes ne�d no?�e reolaced. 1998 Surface Wa[er Design��Ianual 9/1i98 A-1 ' i i � APPEIv�IX A MAII�ITENANCE STANDr�RDS FOR P:ZIVATELY�fAINTP.INED DRAINAGE FACILITIES NO. 4- CONTROL STRUCTURElF�OW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Eupected When Component Maintenance is Performed General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (lncludes Sediment) orifice p{ate is less than 1-1/2 feet Structural Damage Structure is not securely attached to manhole wail Structure securely attached to and outlet pipe structure should support at least wall and ouUet pipe. 1,000 ibs of up or down pressure. Structure is�ot in upright posfion(atlow up to Structure in correct position. 10%from plumb). Connections to outiet pipe are not watertight and Connec8ons to outlet pipe are I�, 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 structure. 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 or damaged. Chain is in place and works as designed. Gate is rusted over 50°0 of its surface area. Gate is repaired or replaced to meet design standards.." Orifice Plate Damaged or tilissing Control device is not working properiy due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment, or vegetation Plate is free of ail obstructions biocking the plate. and works as designed. Overflow Pipe Obstructions Any trash or debris biocking (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`C�osed Detention Systems' Standards No.3 Catch Basin See"Catch Basins"Standards No.5 See'Catch Basins'Standards No.5 9/1/98 1998 Suriace Water Desi;n Manual :�-4 � APPENDIX A VIAINTENr��ICE STAN�?.RDS FOR PRIVATELY I�IAINI'��ED DRAINAGE FACILITIES NO. 5-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Inctudes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10°0 Trash or debns{in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or ouUet pipe blocking Inlet and ouUet pipes free of more than 1/3 of its height. trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding af insects or rodents. Structure Damage to Comer of frame extends more than 3/4 nch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If appficable). Top slab has holes larger than 2 square inches or Top slab is`roe of hcies and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin tiNalls/ Cracks wider than 1i2 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 struc;ure is unsound. CracRs wider than 1!2 inch and!onger than 1 foot No cracks more than 1%4 incn at the joint of any inleU outlet pipe or any evidence wide at tne ioint or inlevcut!et of soil particfes entering catch basin through pipe. cracks. SedimenU Basin has settled more than 1 inch or has rotated Bas n�ee!aeed ur re�. : : : h4isa;ignment mor than 2 in�nes cut of al'�cm��;. �Esign s:a��uares. 1998 Surface Water Desien Manual 9/1/98 � A-� APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILITIES NO. 5-CATCH BASINS(CONTINUEI� Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Fire Hazard Presence of chemicals such as natural gas,oil and No flamrnabie chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening - ' 10%of the basin opening. to basin. Vegetation growing in inleUoutlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. apaR. Pollution Nonflammable chemicals of more than 1!2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Nat in Place' Cover is missing or only partially in place.Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools. than 1/2 inch of thread. Co�er Difficult to One maintenance person cannot remove lid after Cover can be removed by 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 design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (lf Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20°b of Grate free of trash and debris. grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards. NO. 6 DEBRIS BARRIERS(E.G.,TRASH RACKS) Maintenance Defeci Condition When Maintenance is Needed Resuits Expected When Components Maintenance is Pertormed. General Trash and Debris Trash or debris that is plugging more than 20%of Barrier clear to receive capacity the openings in the barrier. flow. Metal Damaged/Missing Bars are hent out of shape more than 3 inches. Bars in place with no bends more gars, than 3/4 inch. ', Bars are missing or entire barrier missing. 8ars in place according to design. - Bars are loase and rust is causing 50%deterioration Repair or replace barrier to � to any part of barrier. design standards. ' 4�1i9� 1998 �erizce ti�'ater Desian Maneal .�-6 s APPENDIX A �IAINTENANCE STr1NDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILITIES NO.8- FENCING Maintenance Qefect Conditions When Maintenance is Needed ResulLs Expected When Components Maintenance is Pertormed General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate Parts to a facifity. security. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a exceecls 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. i Top rails bent more than 6 inches. Top raii free of bends greater than 1 inch. Any paR of fence(incfuding post,top rails,and Fence is aligned and meets design fabnc)more than t foot out of design atignment. standards. Missing or loose tension wire. Tension wire in piace and hoiding fabric. Missing or loose barbed wire that is sagging Barbed wire in place with less than more than 2-1/2 inches behveen posts. 3!4 inch sag between post. Extension arm missing,tiroken,or bent out of Extension arm in place with no shape more than 1 1/2 inches. bends larger than 3/4 inch. i � 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 protecdve coating. Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric. diameter ball coufd fit through. � NO. 9-GATES Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General 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 IuCed. Gate is be easily opened ar.d closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignmer.t. 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 9/1/9S 1998 Surface�Vater Desi�n:�1anu� :�-8 APPENDLX A MAINTENANCE STANDARDS F4R PRIVATELY MAINTAINED DRAINAGE FACILITIES N0. 10-CONVEYANCE SYSTEMS(PIPES & DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cieared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned,�flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through Shrough ditches. ditches. Erosion Damage to See"Ponds"Standard No. 1 See"Ponds"Standard No. 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to d_ - Place or Missing(If the rocfc lining. standards. Applicable). Catch Basins See"Catch Basins:Standard No.5 See"Catch Basins"Sta : . . No.5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers"Standarc (a.y..Trash R.ackl No.o NO. 11 - GROUNDS (LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in fess than 5°'0 (Nonpoisonous) area(trees and shrubs onty). of�e landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper,cans,botttes,totaling more than t cubic foot Area clear of litter. within a landscaped area(trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which affect more than 25%of the total 5%of total foliage with split or , foliage of the tree or shrub. broken limbs. I Trees or shrubs that have been blown down or Tree or shrub in place free of I, knocked over. injury. �� Trees or shrubs which are not adequately supported Tree or shrub in place and �I 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 A-9 � -- APPENDIX A MAI'�TEV�tiCE STANDARDS FOR PRNATELY MAIVTAII�IED DRAINAGE FACILI"I'IES NO. 12-ACCESS ROADSI 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 debris which square feet i.e.,trash and debris would fill up could damage tires. one standards size garbage can. � Blocked Roadway Debris which could damage vehicle tires(glass Roadway free of debris which or metal). could damage 6res. Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction resVicting the access to a 10 to Obstruction removed to allow at 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Road Surface Settlement,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. tall and less than 6 inches a�art within a 400- square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Department recommendations for mildly corttaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder 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 hinder maintenance access. in height or cleared in such a way as to allow maintenance access. I I ' � I � �--i . , :_; � I 9/1198 1998 Surface Wa�er Design Manual A-10 j -_ APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINT?+INED DRAINAGE FACII.T'ITES C.)Wetponds Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Pe�formed Wetpond Vegetation Vegetalion such as grass and weeds need to be Vegetation should be mowed to mowed when it starts to impede aesthetics of pond. 4 to 5 inches in height. Trees Mowing is generally required when height exceeds and bushes should be removed - 18-inches.Mowed vegetation should be removed where they are interfering with from areas where it could enter the pond,either pond maintenance activities. when the pond level rises,or by rainfall runoff. Trash and Debris Accumula6on that exceeds 1 CF per 1000-SF of Trash and debris removed from pond area. pond. InIeU Outlet Pipe InIeU OuUet pipe clogged with sediment and/or No clogging or blockage in the debris material. inlet and outiet 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 usuaily the first cell. Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond bottom. Erosion Erosion of the pond's side slopes and/or scouring of Slopes should be stabilized by the pond 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 Dike/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�ree of sediment and debris. Overflow Spillway Rock is missing and soil is exposed 2t top of Replace rocks to specifications. � spillway or outside slope. 9/1/98 1998 Surface Water Design l�lanual A-12 , z_ Q � z W a a Q a � 0 z w a o. a .:� I ' Aster Park Preliminary Technicai Information Report Submitted to: King County DDES 900 Oakesdale Avenue S.W. Renton. WA 9805� ��goF W q J y�q��,_ Pr•epared by: ��`� ` J'�,,�r�. �'�� ,� �� .�� . � Haozous Engineerin��. P_�. �� — ��'' , � 14816 SE 116th Str. � � �� ' ��,� Renton, WA 980� Tel. (425) 235-270" - � ��,� o�'�� sT�R�'�C1�� Fax (425) 254-0�; SIDNAL �. E;<��Es: 2/�g/�1 October 1, 2000 � TABLE OF CONTENTS �' 1. Project Overview............................................................................... .---........... 1-1 2. Conditions and Re uirements Summ ....................................... I'' q �'.............. ...---................2-1 I 3. Offsite Analysis.................................................................................................................3-1 II 4. Flow Control and Water Quality Facility Analysis and Design........................................4-1 5. Conveyance System Analysis and Design........................................................................ 5-1 6. Special Reports and Studies..............................................................................................6-1 7. Other Permits....................................................................................................................7-1 8. ESC Analysis and Design................................................................................................. 8-1 9. Bond Quantities,Facility Summaries, and Declaration of Covenant...............................9-1 10. Operations and Maintenance Manual ........................................................................... 10-1 11. References..................................................................................................................... 11-1 LIST OF TABLES _ " � � - Table 1. Description of Downstream Conveyance System...................................................3-4 Table 2. Existing and Developed Site Basin Conditions......................................................4-2 Table 3. Summary of Performance Standards.......................................................................4-3 _-- Table 4. Wet Pond Sizing Calculations................................................................................4-8 Table 5. Summary of Special Reports and Studies...............................................................6-1 Table 6. Summary of Other Permits Required...................................................................... 7-1 Table 7. Summary of Maintenance Requirements for Stormwater Facilities..................... 10-1 1 a LIST OF FIGURES Figure1. TIR Worksheet ................................................................................................ 1-2 Figure2. Vicinity Map.................................................................................................... l-5 Figure3. Drainage Basins............................................................................................... 1-6 Figure4. Soils Map......................................................................................................... 1-7 Figure 5. Downstream Conveyance System ...................................................................3-3 Figure 6. Stormwater System Design..............................................................................4-5 Figure 7. Flow Duration Curves for R/D........................................................................4-6 Figure 8. Erosion and Sedimentation Control Plan ........................................................8-2 Figure 9. Site Improvement Bond Quantity Worksheet..................................................9-2 Figure 10. Flow Control and Water Quality Facility Summary......................................9-3 APPENDICES - � - -� �.� �� _ . y - - i -_,,,x. �` �a -�x' .A r..��`�� 5t� - �-- _� . . . _. . _ _. _.,-... _ __. � . .-. .. _._. ._�-_ . . . .�.:..L-'� ___... _ .... . �'�:_ . , ._.' ' Appendix A. Downstream System Appendix B. Stormwater R/D System Design Appendix C. Conveyance Calculations Appendix D. Hydrologic Model Documentation Appendix E. Proposed Site Plan u � 1. Project Overview : Project Description A summary of the Aster Park project is provided in the TIR Worksheet(Figure 1). This preliminary technical information report (TIR) addresses the desigai of stormwater facilities and the offsite drainage analysis for the Aster Park project. The Aster Park project is a proposed residential development located within unincorporated King County(Figure 2). The proposal for development includes building 37 single-family dwellings on 9.17 acres. Road improvements along 148th Avenue SE are also proposed. The proposed site plan is provided in Appendix E. Site Description The site is located within the East Renton Plateau subbasin of the May Creek watershed (King County Department of Natural Resources, 1998). The site slopes to a single outlet at the north property boundary(Figure 3), forming the headwaters of Greene's Creek(Tributary 0288) an unclassified tributary of May Creek(King County Department of Parks, Planning, and Resources, 1990; King County Department of Natural Resources, December 1998}. The project is bordered by State Route 900 on the north and 148th Avenue SE on the east. A single-family residence is adjacent to the south boundary of the property. A mobile home park is adjacent to the west boundary of the properiy. Drainage from the site sheet flows to the center of the north property boundar5�and discharges to the north to a 12-inch diameter culvert under State Route 900 (Figure 3). Cover types on the site include pasture grass, clumps of deciduous trees, and areas of dense briars (Photos 1 and 2 in Appendix A.1). In addition, a forest stand of mature conifers is along the wes�� boundary of the site. Based on King County Soil Sur-�-e�� (Lr.S. Department ��f A��riculture, 197�) the site consists of Alderwood soils (Figure 4). Stormwater Design Under developed conditions, stormwater from the site and proposed road improvement area along 148th Avenue SE will be collected and treated onsite to basic water quality standards in a combined wetpond/detention pond. Leve12 R/D standards are required by the King County Flow Application Maps and recommended by May Creek Basin Action Plan. However, in consideration of a conveyance problem in G-reene's Creek, downstream from the site,Level 3 R/D standards will be adopted. Most of the stormwater collected from the offsite upstream area to the south will be collected and bypassed around�he site. A small portion of this azea will be collected in the onsite stormwater system. An interceptor swale will be constructed along the west property boundary to collect and convey offsite runoff to the north to the ditch along State Route 900. The natural discharge location from the site will be maintained at the outlet of the proposed stormwater pond. 1-1 Aster PmrF Prelrmniary TIR—October 2000 Z Figure 1. TIR Worksheet TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner: Project Name: U.S. Land Development Corp. Aster Park Address: Location: C/o: Mike Romano Southwest quadrant of the intersection of SR Centurion Development Services 900 and 148th Ave SE. 22617 8th Dr. SE Bothell,WA 98021 Township: 23N Range: 5E Phone: Section: 3 (425)486-2563 Project Engineer. Description: Ed McCarthy, P.E. The proposal for development includes building Company: 37 single-family dwellings on 9.17 acres. Road Haozous Engineering, P.S. improvements along 148th Avenue SE are proposed. Address/Phone: 14816 SE 116th Street Renton, WA 98059 425 235-2707 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS ❑x Residential � DFW HPA ❑ Wetlands 0 Grading i ❑x National Pollutant Discharge Elimination System (NPDES) Stormwater Permit ❑ Forest Practices Class IV General Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community: King County Drainage Basin: East Renton Plateau subbasin of the May Creek basin. Site is in the headwater to Greene's Creek Tributa 0288 . Part 6 SITE CHARACTERISTICS ❑ River. N/A ❑ Steep Slopes: N/A ❑X Stream: Tributary 0288 1/8 mile downstream � Floodplain: N/A ❑ Critical Stream Reach: N/A ❑ Wetlands: N/A ❑ Depressions/Swales: N/A ❑ Seeps/Springs: N/A ❑ Lake: N/A ❑ High Groundwater Table ❑ Groundwater Recharge: N/A 1-2 Part 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities Alderwood Moderate Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMfTATION/SITE CONSTRAINT Ch 6—Water Qualitv Requirements Onsite treatment - basic standards Ch 5— Flow Control Level 2 R/D standards required; Level 3 R/D � standards proposed Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Sedimentation Facilities ❑X Stabilize Exposed Surface ❑x Stabilized Construction Entrance 0 Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control 0 Clean and Remove All Silt and Debris � Cover Practices X❑ Ensure Operation of Permanent Facilities 0 Construction Sequence Part 10 SURFACE WATER SYSTEM 0 Wetpond onsite Basic water quality treatment 0 R/D Pond Level 3 R/D standards are proposed Facility Related Site Design Considerations: Reference Facility Design Consideration � � �� 1-3 � ' � Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS ❑ Rockery>4' High: N/A ❑ Drainage Easement: N/A ❑ Berms>6': N/A ❑ Access Easement: N/A ❑ Native Growth Protection Easement: ❑ Sensitive areas 0 Stormwater tracts Part 13 SIGNATURE OF PROFESSIONAL ENGINEER f 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 my knowledge the information provided here is accurate. �',,,��w`�r� �''7c �a � 9 ao Ud Si ned/D e 1-4 � ' i � �. ___ a= - , -~-- -. � = __ - :i` , _ ' � ;}'.�: -_ I = ;r` - _ �, . . � :I� � 30� _ . p � - . � - . . . . I ` /. • = .+._` . _ .F. � �. - x 341 �_ f �• •'�• 'J ` � •I�• • � __ � '_ 1 . . . � •. 1,` �`` .� , . � - i � _ ��p0 '- , ' I /� = _ - " • �L: __J . . ' 1 _ I—` �,� 1I ravel P.its 'x � 9s _ � -' � � ' r __ ,, E x��1 g,T" Ix • ' \;� _~ • - -- �— f /^ `:; --.s -� — � _-\ i �� — ' --- �� --- ' ' �i �C� ; -��_ t 'Scfi-- •'�S \ _ - -_ •�� r \`. `_�. 1 �rPar � -- ' --— - � - -_= _ --� �------- \ - d ; - �' _ ,: . � - .• w=• .. Q � `il I /, '... . ` -- ' -S . ve� � \� y. � � - �- P�t�� '�'�� =4 - i � — ,,. �, �-_ � ` = % 'BDY � i � �; f_ :rr.—,-�� --. , : �.-" � �$ .I II _' l�",--:' Q �✓�. I ' o �''� P� �' •:;: �� • � ! SITE _ r :o d� _ � ,I25 � �� '��5�•N f24 � _ \ i � -� 750 _ �1 �. I �L�� :.: pENS __ - � , . --- , `,, � � �� - .. -�-- .�ti ��L e �i' ��G. ` � _ � o E� 7 �' �,:� A � .1 :�'� - � Nk � �� ( e rt'� �. 'r 1 i .� — �... � �� •• , ,\ �,��, `� 1�r ... �s. :: . � �'i r��i�� _ .� ;.i � e i i.+ -Hish Sch , _ . � - _ - �,.� - ; SOURCE: USGS 7.5 x 15 Minute Series - Bellevue South, Washington SCALE: 1:25 000 TITLE �QO�� v ��. Figure 2. Vicinity Map N PAGE DATE 1-5 7�03�00 I i �_ _ �-� � _„ ' �' 'r �'�.� \ � � ), ,� oy C�PP�F. � O � ��,.�., o ° \. �".�� ,�� ' � �,� \ � G��"' ^�� ,5 ^ti �� a�ti '�� 1 ��''^ti„� o II 0 � ��,� t � �. . j r--�-� � 4� j i � � r�� 5`"4., o '� � O 4,, � R� �' � � ! , j � � ^''� . j t �i � ` , �` � � � a � �' � _ _� — 4 `� - - i ° � �` o � `� � '''� • E^ 1 4"'�,""'�`�. � o � �� o, 1 � �� o `''o U , � t �� ...... U i �.. y 3 � �.p�11 1 �i.. }�,,, � , p �..,,•�r`'� ( h C�. � �� 1h C� � 'i � � 1 a �• \i� � � r a t � W 1lI� � � f f� � � �.la.,Q � ' , � I ♦ 4 f K.�• '" ''�, . � Y ""� �-```` . ,,a q �"-� V ��'� i p a � �,4D ( Route 90p `-".'`'k. �,y � " o - � •�s � f � 2 f • ( a o �' ', � ; � � � � ..,.r,.. G�'� t j ,� �/ ,. E \.. 9�� !» ,_ l / ) �� ` � ~yJ ' , � �� SITE �� w � i .� t .E,� � x ��s a ` � j J b p d O. ��f �fl � ��{� � ,� N ,.- . - V., r..,..,,,, ( �'o �''�„�.�, . ( �,. .. . , - ..., ,.., >>i �b �o `� c,. .., ii � r ) � �! � 3... , II` ) ' � � ❑ o'�.. Q w�`� '� ` Tributary Area to � � t4 � � � � 0 Greene's Creek � Tributary ` f � � � �- E f Area to Site 1 f ,,,, C �� (14.5 AC) - o �'f � �w� f LEGEND � � � \ � BB// 1�1�,��*�/� 1i 11 I�ttlitf111111 fi �i' "•K � . w \ 9.E. '�S� � E ,,,.�,,,,,.,�,,., ..., 3 +� � � .. � � � o � ..,,..+�..,,......,,�,.,.-....... 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'�'�v;,� o.a4 �,:� �, �t :��.� �� .+� �.�.` .i r�'' . �y+ r"��H� r � � 1 1� ( `A.�[�.� •-�!��4 *:� �, '.• .1��'�,�,- , +lk a. .i ` n r�. � Ih�.+i�I! 1� ►r �'� - yrJ '+,d r��'•, •+ jdx. � �� „ ,f�; � � I .' • ��, r� � � ♦ .i ., .�1.ry y,/�'��j' ?�` q , ' ��' " !r► � t �:p�� ,� Q�e� ,� ,�- ,.,�" M� � r I�/� � �'�',T'I� — � .a� �r ±' / r:�} * �4� ,r , � � 1� � '� � ' . I' � � �� t�{��iA rr .�� ` .'C'�4• �',�. �~'S �y��r � � �i5� w��;y^�'.. . ,� �,� . .. l^,�in I• �,r�.�y � � :a' `Q' •.�•. �a, `(y �fT�'w.✓ y� •Y+ i;�'•r�• - I �. ��jf.�� .y 4, r i � � ur `�, A s r�: �' �y�A�? •,�;r/ .�� • 4,�, :.' , JI � V�'q � �.. �' i �!'�� 7N*',�l t�h , f p�: � }�_ /� . ` '� _�\fli //�6 •. .'j. ' �„� ''`�' .. .-�c��: \• �a� �' ti��4 � ��'..u. �� '� �,� � � � �vir-�= • i , . , '`��"' � `'' , �i ^� �a. . ; � �k � • �t �, YN •` � '� . / � �� o � 1 ti � +'"' L��.�r�,t��'' 3�• ' ,•� I � y:'i' z . , "�� '._i�� r4"�� •!,.'"��'� � . � ��e�j j� � �1T�, •F. �"�' � . : .j4 � p � �� .� �.' � ' ?'� �. ��•� `, .; ��!�♦. yr► �t rAjr� y^y A,��y �w � y'�t i� ��y I � � �. -!A}''� • y� { * �� ,1 � '7,'� 7C �K�` A�1 l� .��vti'J.�;" �r�-'� ,�� ,��' _—�j • • .�. ,.a:� '� :�:�� ,; ;�, . ,...,,�t �.,,.. �r �,:�� • • •` �.t ,..•,, i,a�...t,, .: ' ' ' � � �. �. ` ' , ��, ,� � '�!' * . �7�� ! � �4� + ,� • j':�� '�. � �,� �I � �t�l � � ''h'y ��;� , i:e•� y a '�.�� „ �,w� ♦ a� `T.�•_. �� \�� H � � �1 �I �jA !�F :' �.� A�� `� ' ^�r S"��'.� ��. u •� y �� L � � ,� � ��f`�,'� �. '� , wy1, �, : � .�.; r.-!. � ��'N� •S SM��'��yt �. �`, � � � �. � f. - ,��: S ti , �rM`,i; ,CE"��l��' L. - �. .� ,j'.'' � ."• .� - � � ;'� `�' +j +, � � ' yi��'��! I�.i �,'^3� '�I �� .:� �� y�A ��I • - r� 1 �'� � 'Qy, • � � ��!�.� r •�°�a��1 �.`.� �;s �,��i• t� +!��I „ .• RX�� ' �� •L�)��' .Ui ' ,� ��. •M•� c�Zf� '� ��b�+\ �y � � - �� '��,ft��4'.�►.. r'.;� ,�'� .�� F��\�I: �,,�'�� i��ic 9Y�S� ,'y (�i��"�;�� lTl._ I i�. i 1 - - 2. Conditions and Reqnirements Summary A summary of conditions and requirements for the project are presented in this section. The following is a summary of core and special requirements from the I998 King County Surface Water Design Manual: Core Requirement 1: Discharge at the Natural Location The natural discharge location from the site will be maintained at the outlet of the proposed stormwater pond. Most of the runoff from upstream tributary azeas will be conveyed around the site. Core Requirement 2: Off-site Analysis A Level 1 downstream drainage analysis is presented in Section 3. Core Requirement 3: Runoff Control Leve12 R/D standards are required for the site. As described in Section 4, Leve13 R/D standards are proposed for managing stormwater from the site. Core Requirement 4: Conveyance System The onsite stormwater conveyance system and offsite improvements v��ill be designed to convey the 25-year storm. , Core Requirement 5: Erosion/Sedimentation Control Plan , Proposed erosion/sedimentation control procedures aze described in Section 8. An II erosion/sedimentation control plan(ESCP) will be developed for the project during engineering design. Core Requirement 6: Maintenance and Operation The proposed system for managing stormwater will be maintained and operated by King County. Recommended maintenance activities are provided in Section 10. Core Requirement 7: Bonds and Liability Bonds and liability requirements will be developed for the project during engineering design (Section 9). 2-1 .ls�fa Par*Prelimb+�y 77R-October 2000 � Core Requirement 8: Water Quality As described in Section S.E,basic water quality standards apply to the site. A basic wetpond will provide water quality treatment for stormwater collected on the site. A treatment trade is proposed for stormwater collected from the road improvement area along 148th Avenue SE. Runoff from an area of pollution generating impervious surfaces (PGIS) equivalent to that added will be collected and treated onsite. Special Requirement 1: Other Adopted Area-Specific Requirements The site is in the East Renton Plateau subbasin of the May Creek watershed. Basin-wide requirements that apply to the site have been recommended by the May Creek Basin Action Plan. These requirements are largely covered by the 1998 King County Surface Water Design Manual Applications Maps. Special Requirement 2: Delineation of 100-Year Floodplain The site is above the 100-yeaz flood elevation of its downstream tributary. Special Requirement 3: Flood Protection Facilities The project does not contain nor is it adjacent to a flood protection facility. Special Requirement 4: Source Controls Source controls are not proposed for the development. Special Requirement 5: Oil Control The proposed development does not meet the definition of a high-use site requiring oil control. 2-2 AsterP�k Prelimi�ray T7R-October 1000 � 3. Offsite Analysis A downstream drainage analysis for the site is presented in this section. The northerly drainage course from the site was assessed on the afternoon of 7/03/00. Moderate rainfall occurred during the morning of the site visit. The downstream conveyance system is described below and illustrated in Figure 5. Further descriptions of downstream structures are summarized in Table 1. Upstream Drainage A drainage ditch along 148th Avenue SE begins in the southeast corner of the site (Location 1 in Figure 5). The ditch collects runoff from the west half of 148th Avenue SE as v�rell as from the adjacent single-family residence south of the site. Within 200 feet from the southeast corner of the site the ditch disappears and disperses runoff onto the site (Location 2). The ditch continues along the northern segment of the east property line but once again disperses collected runoff onto the site (Location 3). A drainage ditch is located along the entire north boundary of the site along State Route 900 (Location 4). Standing water was observed in the ditch in the northeast corner of the site. For a distance of about 50 feet the ditch is lined with dense grass but soon is overgrown with alder saplings and briazs (Location 5, Photo 3 in Appendix A.1). At a distance of 280 feet from the site's northeast corner,the ditch flows to a low point on the site and then to a � 12-inch diameter culvert that flows to the north under State Route 900 (Location 6). Another offsite area that drains towards the site includes the eastem portion of a mobile home park located west of the site. An entry road (Location 7) into the mobile home park collects drainage from the western portion of the pazk and conveys it to the drainage ditch along State Route 900 (Location 8). The remaining eastern portion mobile home park(Location 9) appears to sheet flow to the site. Drainage collected in the ditch along State Route 900 flows east to the low point of the site at Location 6. ' Downstream Drainage Course The site drains to the north central property boundary along State Route 900. The drainage ditch along State Route 900 collects runoff from the site and tributary offsite areas. The ditch along State Route 900 flows from the east and from the west towards the low area of the site (Location 6). From this low area, a 12-inch diameter culvert conveys runoff to the north under State Route 900 (Location 6). The site comprises approximately 39 percent of the tributary drainage area at this location. The outlet of the 12-inch diameter culvert is 6 to 8 feet below the surface of the road and discharges to a broad swale recently cleared of briars (L,ocation 10). The swale collects runoff from the headwaters of Greene's Creek (Tributary 0288) an unclassified tributary of May Creek(King County Department of Parks, Planning, and Resources, 1990; King County Department of Natural Resources, December 1998). The swale follows a pasture fence line and is overgrown with grass, briars,and alder(Location 11,Photo 4 in Appendix A.1). The swale becomes a defined channel at a distance of 250 feet from the site (Location 12). For a short distance,the channel consists of a steeper gradient for a vertical distance of about 8 feet where there appears to be an area of man-made fill (I,ocation 13). No erosion was observed, although the channel is thickly overgrown and was difficult to thoroughly inspect. The channel continues 3-1 AstQ Pmk Prelimbmy 77R-October 2000 along the pasture fence line (Location 14) and then enters a 24-inch CMP culvert under a private road approximately S00 feet from the site (Location 15). Downstream from the culvert,the channel becomes more characteristic of a creek, although no water was flowing during the site visit. From the culvert, the creek enters a broad forested ravine (Location 16) and increases in gradient. The g�adient becomes flatter and widens in areas (Locations 17 - 18). At a distance of about 1,200 feet from the site, a tributary enters the creek from the east (Location 19). At the time of the site visit, approximately 40-60 gallons per minute were flowing in the tributary. The side tributary can be followed back to roadside ditch along SE 148th Street, north of State Route 900. Shortly downstream from the confluence with the tributary, at a distance of about 1,400 feet from the site (Location 20),the creek becomes slightly wider and enters a property with "No Trespassing" signs posted. The site comprises approximately 12 percent of the tributary drainage area at this location. Based on a Supplemental Level l Downstream Drainage Analysis for the Proposed Plat of Stone Ridge (Balmelli, March 2000), the creek passes through an 18-inch and a 30-inch diameter culvert under SE 104th Street, at a distance of about 1,900 feet from the Aster Park site (Location 20A). Flooding of adjacent backyards has been reported at this location. At a distance of about 2,000 feet from the site,the creek flows within a narrow buffer between two single-family developments with Stonegate development to the west and May Valley Co-op Community to the east(Location 21). The creek passes through a 6-foot��ide by 4-foot high elliptical CMP culvert at a distance of 3,000 feet from the site,near NE 24th Court within the Stonegate development (Location 22). The creek continues flowing along the east boundary of the Stonegate development and then passes through a 6-foot wide by 4-foot high elliptical CMP culvert,underneath NE 26th Street, at a distance of 3,700 feet from the site (Location 23). The confluence with May Creek is a distance of 4,200 from the site (Location 24). Downstream Drainage Complaints Drainage complaints along the downstream system were investigated at King County Water and ! Land Resource Division. A map showing the locations of residents that filed drainage complaints is provided in Appendix A.2. Copies of registered drainage complaints are listea i�i Appendix A.2. A summary of the drainage complaints is provided in Table A.1 of Appendix A.2. Drainage complaints 90-0819 and 91-0619 are the only drainage complaints on file that are directly along Greene's Creek. Both drainage complaints are related to backyard flooding where Greene's Creek crosses under SE 104th Street via an 18-inch and a 30-inch diameter culvert. The drainage problem location is identified as Location 20A in Figure 5, a distance of about 1,900 feet from the Aster Park site. A Supplemental Level 1 Downstream Drainage Analysis for the Proposed Plat of Stone Ridge (Balmelli,March 2000} characterized the flooding problem as nuisance flooding. No significant areas of channel erosion were reported in the supplemental assessment. 3-2 .is�P�E P►elu,wupy 77R—Ocrober 2000 � -- ---�---�--- � � �-----,, ,--, �----, �-—� --, •' , ,-_ _ - - - - - _ _ � � , � i �'t'_'—iT,iizr—__—i� —'tooi6—' `/•—•—�ie'_'_' . ��i�i' .., \� t� l�.l • - "- `��``� __: '� V ' � ''\ � "�0 ! �\ o i � . � I�1 s � 4.96A\.;� ` p \` .I � ��\ �$A ` tll�ft l i `\a < c0�, ' 2'� ., � '�` rR.oN�\ . .__. ._...— —�— — I cip f '. � � 1N �� I ,` `� ovt.lot p � �1 � R�w ' � n� i� '�I tttc ��w '']]�.�..�_ lJ :'� � � � � j , �5.87 Acres I F : � � ' �z� � i c�nc. i.oaa��, �{ ;�,� � ' r ,e� 0 O , p. �� s � � �� ' i I i :: •~ � N. s� 26TN ST.� .}:�., oi .�c � � N i �ee° Z � � aesnc, "" � '� � .. ' i � 0�,. , „ .r -- � .u_. 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' ;,; : ^� .I II , _ .,s , a a so nc ��,,, '` ' �N.E. M ITTH sf0 � 'w --------- ------.-'s��'-�-��--�__�_'_""1�" _I•,� , , , b ` / " `J '�" � � '�, ,� � ��, , � f� 4e�A� �� A� . i �,p , . �, � T I �. . �i;: , __ _ .__�r��__. � r�Y.�� ---- ,� � ��,�,..,�,,I,;� n � , -'�sr�eeov',r •n - •' �I � qj .�y u�t .u..o� s� » ��,i �� ,� i:i ,� • , et., _ .;.c�t.4u j:o r i� . , C �• _ � 5�''�+�:_. � � i:t.. � t t1 .E.16TH�5 " _ ��..:. ...",l -' � /TR.� S , ^ 0.�6 Ac Q�u � i�9I� � c�l' 11 �� O ...fb.t� �I�.�y � � IOEAc 11 SMiN � '��,'� '----@ '" c�o »� „ � �, i3i Ij I�. �' a 8 � � r4T 4=� 3 ,: � �� 9 F� Y- � � a7Ac. � ''�.m r �:' " " � �s 12 �✓ E:;� '��,C,�, � � y � izi �, W '�'�0 ! y� ... I r I�� -, �l GrF,� �� 5 �� „� � ; 5 „9 ' tr ' F O ; ,� ' /y�/ 2 � O ux+iss �( , � \ � �n � � ISI ,a� J� `'�`1 ' F� I. ; U g 316 Ae. e� � i21 � � � � I I �� ,� ��'�� : P r Q � ' ` 3 ^ \ �',,� D� o � ��, � � ��3� �� „ s �; ,� �.EC�E�+iD ;i }o�F,I ,�.�-- � p` �� , �o�-`g� SITE �q .I: � � �.��n� � �''�.��,.,,,,,��aEN � � �. � ' � ,-, , A� �l, , , Culvert ;� w -•o � � � �.i ; : ,� j� o,; � � ;� �-. ; � ; Ditch .,�--f"�• ; _ N�� r - —„'.°' s�k e.o �i �/� � �a� .�si �, ,,.p .�,�T° 1 i / };F1' ' i .I .:�._� r 3 Qq 0 ir ne� �:t�c pl i 0 Catch Basin � �,'"I ._,L-�..�t ._.��_. . ._�,�._._._._. .�,_._. � � —�� — — , �� wet �I Sheet Flow � � SCALE: 1" = 400' TITLE ��,�� 8��0�� ,� 'N Figure 5. Downstream Conveyance System J � �� PAG[ DATE 7/3l00 Table 1 (continued) Basln: Greene's Creek LoCation Drainage < ', ., ; Drainage Slope Distance from Existing ' Potentiai Observations of Field ID Component Type, Component Site Discharge Problems Problems Inspector,Resourcc Name,and Size: Description Reviewer,or Resident Sbe Fig.S Type:sheet flow,swale, drainnge basin, ]/4 mile=1,320 it constrictions,under capacity,ponding, tributery nrea,likelihood of stream,channel,pipe. vegetation,covor,depth, (%) (FT) overtopping,scouring,bank sloughing, problem,overflow Size:diameter width t e of sensitive area sedimentation,incision,other erosion athwa s, otential im acts 22 6-foot wide by 4-foot near NE 24th Court 3,000 high elliptical CMP within the Stonegate culvert develo ment 23 6-foot wide by 4-foot Crosses underneath 3,700 high elliptical CMP NE 26th Street culvert 24 Confluence Confluence with May 4,200 Erosion problems i Creek reported in May �! Creek Basin Action Plan _ __ I 4. Flow Control and Water Qnalify Facility Analysis and Design - Part A: Existing Hydrology Cover types on the site include pasture grass, scattered pockets of deciduous trees, and areas of dense briars. A stand of mature conifers exists along the west boundary of the site. For purposes of assessing the site's hydrology, the site was estimated to consist of 2.39 acres of till forest and 6.78 acres of till pasture. Cover types and azeas used in the stormwater design for existing onsite conditions are summarized in Table 2. The site slopes to a single oudet in the central part of the north property boundary(Figure 3). Drainage from the site (subbasin "exis") sheet flows to the north and dischazges to a culvert under State Route 900. The site forms the headwaters of Greene's Creek (Tributary 0288) an unclassified tributary of May Creek. Drainage from an offsite residential area to the south sheet flows towards the site. In addition, a portion of a mobile home park located west of the site drains towards the site. �n entry road into the mobile home pazk collects drainage from the western portion of the park and conveys it to the drainage ditch along State Route 900. The remaining eastern portion mobile home park appears to sheet flow to the site. Runoff from azeas east of the site is intercepted by catch basins and the roadside ditch along 148th Avenue SE and conveyed to the north. Part B: Developed Site Hydrology The proposal for development includes building 37 single-family dwellings. The proposed site plan is provided in Appendix E. Under developed conditions, the developed portion of the site will consist of 5.11 acres of grass and 4.06 acres of impervious area. 'The proposed road ' improvement along 148th Avenue SE will include adding 8 feet of pavement and a curb, gutter, and sidewalk on the west side of the road. The area of the road improvement is estimated to be � 0.25 acre of unpervious surface. Cover type areas for developed onsite conditions are summarized in Table 2. Under developed conditions, stormwater from the site (subbasin "dev") will be collected and treated onsite to basic water quality standards in a combined wetpond/detention pond. Level 2 R/D standards are required by the King County Flow Application Maps and recommended by May Creek Basin Action Plan. However, in i �, consideration of a conveyance problem in Greene's Creek do�r,stream frorn the site (see Section � 3}, Leve13 R/D standazds will be adopted. j Stormwater from the site and proposed road improvement will be collected and managed in the onsite stormwater facility. Runoff from offsite areas that currently flows to the site will bypass the site under developed conditions. This includes an area of approximately 14.5 acres of sin�le- family residential development that currently drains to the site from the south and a portion of the mobile home park that currently drains to the site from the west. Runoff from a small portion of the offsite tributary area to the south will be collected in the onsite stormwater system. The size of this area will be detemuned during final grading of the site. The volume of the wetpond� be increased to treat this additional runoff. The natural discharge location of the site and 4-1 AsterPark Prelimin�y 77R—Oetober 2000 Table 2. Egisting and Developed Site Basin Conditions - _ - �`"L�istingConditions :�Subbasins t: _ KCRTS Till forest' Till pasture Till.grass Imperv ,':Total. , � _ . . . � .. . _ � ;::>. =" . _:�'Basin= ` (AC7 `�4�'}., '" (A� , tA� : rAC) Greene`s Creek SE 136th Street exis - 0.25 - - 0.25 148th Ave SE Improvements exis 2.39 6.78 - - 9.17 Total 2.39 7.03 - - 9.42 _ '':Developed.Conditions . - - Subbasins ,,:_ � %CRTS .. 7"ill foresf. Till pasture Til�-gr ,Imperv � -Total =_ `:Basin y (AC� : (AC} � (AG� � (AC} (AC� Greene's Creek Onsite Lots/Road dev - - 5.00 3.62 8.62 Onsite R/D dev - - 0.11 0.44 0.55 148th Ave SE Improvements dev - - - 0.25 0.25 Total - - 5.11 431 9.42 � �', � � I 4-2 - -- � — I upstream tributary areas will be maintained under developed conditions. Stormwater from the pond will be discharged from its control structure to the culvert under State Route 900 and will then flow along the existing drainage course to Greene's Creek described in Section 3. Part C: Performance Standards A summary of flow control, conveyance, and w�ater quality treatment performance standards for the project is presented in Table 3, below. Table 3. Summary of Performance Standards Cat o Performance Standard Source Flow Control ■ Leve12 R/D is required; Level ■ 1998 King County 3 R/D is proposed to address Surface Water Design downstream conveyance Manual; Applications constraints Map ■ Offsite tributary areas will be ■ Core Requirement#1 routed around the site; however, the natural outlet location from the site v��ll be maintained Conveyance System ■ Provide conveyance for ■ Surface Water Design Capacity developed 25-year storm Manual Section 1.2.4.1 Water Quality ■ Basic water quality treatment; a ■ Surface Water Design Treatment Menu wetpond is proposed Manual Section 1.2.8.1; Applications Map Source Control ■ None proposed Oil Control ■ The site does not meet the ■ Surface Water Design definition of a hi -use site Manual Section 1.3.5 � . I 4-3 I' .i+Yer PonY Pn e l im i�y 77R—Ocrob er 2000 Part D: Flow Control System KCRTS was used to design the proposed stormwater facility. Procedures and design criteria specified in the 1998 King County Surface Water Design Manual were followed for hydrologic modeling. Descriptions of the stormwater system and details of the design analysis are provided below. A plan view of the stormwater system for the site is provided in Figure 6. For stormwater facility designs,the reduced KCRTS time series data set was used for the Sea- Tac rainfall region with a correction factor of 1.0. Documentation of the KCRTS input and output including descriptions of executable files,reservoirs, and times series is listed in Appendix D. In consideration of a conveyance problem in Greene's Creek, located approximately 1,900 feet downstream from the site, Leve13 R/D standards will be adopted (See drainage complaints 90- 0819 and 91-0619 in Appendix A). Stormwater from the development will be managed with a combined wetpond/detention facility. Leve13 R/D standards are proposed for the single discharge location on the site. The facility shown in Figure 6 meets Level 3 RID criteria and basic water quality requirements. Flow duration curves at the outlet of the pond are provided in Figure 7. Peak flow rates for the discharge location, for existing and developed site conditions, follow Figure 7. The duration curves and peak flow rates, shown for existing and developed conditions, indicate that Leve13 R/D criteria are met at the outlet of the R/D facility. The stormwater facility requires approximately 87,050 cubic feet of live storage, excluding a factor of safety, to meet Level 3 R/D standards. A factor of safety of 0 to 5 percent will be added to the final design volume. Part E: Water Quality System Basic water quality standards apply to the site. A wetpond will provide treatment for the site. The required wetpond volume was determined using equations provided in Chapter 6 of the 1998 Surface Water Design Manual. A treatment trade is proposed for stormwater collected from the road improvement area along 148th Avenue SE. Runoff from an area of pollution generating � impervious surfaces (PGIS) equivalent to the azea added will be collected and treated onsite. Basin areas,annual runoff volumes,Vb/Vr ratios, and required volume for the wetpond are given in Table 4. � As7er Park Prelimrn�y 77R-October 2000 �yr '(�'�� 1 �/�'`/ _.� _1 �//� �'s� �: OUTFALL/ �,� � � 5�� ,�� OVER FLOW R 0 UTE �� --�-� ' /�P ��'° / �-� �, o� �,�� -�� `� �, ;-' ; ;; � � _._..... __.. _ ._._ .. .. �_--- �0,�. `��P ,,,� �.'t� , � -- j . � - �Q,Qi� � �^, �� - 1" % ;�� UTLE /CONT ,, �'f � RUC UR � - . i� � o`�� ,�� oS '�n� � � / .. ___.....:_ �::> S ' � i� � ' �� / ,. ._ . . . __. -- ._._. � I � � � I -! °s� ,�W E 0 D• f,/ � ' �� RE D 28,0�„� ��CF - P, v� g,000 cF � , � _ __ ___ ___ ; -� � �, � __ __ _ , o _= _ , ,_. _..... __ ___..._._ o>:. , _ .. -� LIVE ST RAG .�� ' � . s ; �.. � ��.. i � 'D= 87, 50 CF � %" ' � ____ _ _---__ .� - � P V= 9 00 F '�"� ` � � '� � ,�, � = I ; ,: , s� ,.. 9s� ;-�'"� `�TO I�/1 __R_� W _ . �P _ D , , ;` , 1 1 ;�,` ,� <��._� U' / �/�8 ''' ;' � - :, 8c_. C�E� N T I 0, D �/ � s� � \ �,� .3(� m ti � . � � , TITLE �Q��. ��D��D �� Figure 5. Stormwater System Design I PAGE DATE � 0 30 60 FT 4-5 �o�2�ioo —� 0.8 —�Existing — �— Developed 0.7 -- -� 0.6 � 0.5 � U .� � 0.4 � � � o � � 0.3 0.2 �� 0.1 '�.� 'g , '� 0 1.00 E-05 1.00 E-04 1.00 E-03 1.00 E-02 1.00 E-01 1.00 E+00 Probability of Exceedence Figure 7. Flow Duration Curves for R/D. Duration curves are su;.:.:.at Y.:.nd outlet. The pond is designed to meet Leve13 R/D standazds. 4-6 � Predeveloped Peak Flow Rates Flow Frequency Analysis Time Series File:e�is.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 0.646 2 2/09/O1 18:00 1.02 1 100.00 0. 990 0.224 7 1/05/02 16:00 0.646 2 25.00 0.960 0.564 3 2/28/03 3:00 0.564 3 10.00 0.900 0.052 8 3/24/04 19:00 0.527 4 5.00 0.800 0.319 6 1/05/OS 8:00 0.505 5 3.00 0.667 0.527 4 1/18/06 16:00 0.319 6 2.00 0.500 0.505 5 11/24/06 4:00 0.224 7 1.30 0.231 1.02 1 1/09/08 6:00 0.052 8 1.10 0.091 Computed Peaks 0.895 50.00 0. 980 Developed Peak Flow Rates rlow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.660 2 2/09/O1 20:00 1.00 8.22 1 100.00 0.990 0.147 7 12/29/O1 9:00 0.660 7.60 2 25.00 0. 960 0.352 4 3/06/03 23:00 0.441 6.85 3 10. 00 0.900 0.122 8 8/26/04 6:00 0.352 6.38 4 5.00 0.800 0.234 6 1/05/05 17:00 0.342 6.27 5 3.00 0.667 0.342 5 1/19/06 0:00 0.234 5.19 6 2.00 0.500 0.441 3 11/24/06 8:00 0.147 4.47 7 1.30 0.231 1.00 1 1/09/08 11:00 0.122 3.08 8 1. 10 0.091 Computed Peaks 0.888 8.20 50.00 0.980 :-1_� .Y j � �� 4-7 I AsYtrPark Prelimnvayy 77R-October 2000 ', � Table 4.Wet Pond Sizing Calculations � Till _ -- '. - Runoff ,`_ Wetpond � Wet Pond Fflrest: Till Gi�ass -Impervious.;.Total Area = Volame Vb/Vr, Volnme,-_ Facility - 4 . . . ; �A�. �A� �A� =`` :�``�� =... t�} _,. �` t� ": Onsite Stormwater Pond Residential Lots/Onsite Road 0.00 5.00 3.62 8.62 8,182 3.0 24,546 R/D Tract 0.00 0.11 0.4-4 O.SS 770 3.0 2,310 148th Ave SE Road Improvements 0.00 0.00 0.25 0.25 408 3.0 1,225 Total 0.00 5.11 431 9.42 9,360 28,081 Mean annual storm= 0.50 Note: Impervious area of lots is assumed to be 42 percent with a density of 4 units/acre. � i ' � .F i _- � � i I � I ;;.�_� �-, � ' I f i � � � 4-8 � I I 5. Conveyance System Analysis and Design Stormwater R/D System Conveyance The onsite stormwater system v��ll be designed to convey the 25-year peak flow rate for conveyance systems upstream of the stormwater facility. A conceptual design of the conveyance system is shown in Figure 6 of Section 4. ; i , ' ,�, -�_1 I � i ' i , , i ' I S-1 .lster Pm*Prelimincny 7TR-Orxober 2000 � 6. Special Reports and Studies A summary of special reports and studies conducted for Aster Park is presented belov��. Table 5. Summary of Special Reports and Studies Study/Report Date Conducted GeotechnicaUsoils Under investigation Wetlands N/A Floodplains N/A Groundwater N/A Anadromous fisheries impacts N/A Hydrology I.evel 1 Downstream Drainage Analysis (Section 3 Aster Park Juiy 2000 Preliminary Technical Information Report) Water quality N/A Structural fill N/A '' I I 6-1 Asta Pmk Prelnnin�y 77R-October 2000 7. Otber Permits �- A summary of permits required for the Aster Patk project is listed in the table below. Table 6. Summary of Other Permits Required Permit Required? Regulating Agency Onsite Sewage Disposal No Seattle/King County Department of Health ` Onsite Well = - No Seattle/King County Department of Health Developer/Local Agency No Washington State Department of Agreement Transportation Hydraulic Project Approval ; No ,`; `: Washington State Department of Fish and , Wildlife NPDES Stormwater Yes Washington State Department of Ecology Forest Practices - = - No Washington State Department of Natural _ .: ;;_ . �' -� ;.: Resoumes Section 10, 401,404 No United States Army Corps of Engineers � j � ; � -. f , � i I 7-1 Aster Prak Preliminmy TIR-October 2P00 s 8. ESC Analysis and Design _ Construction activities required to develop the site will include the following: - ■ clearing and grading, ■ earthwork (excavation, filling,hauling), and ■ paving. An erosion and sedimentation control plan for the project is provided in Figure 8. Construction best management practices (BMPs) have been selected for each of the particular types of anticipated construction activities. Implementing proven BMPs at construction locations, such as minimizing exposed soil surfaces, and controlling erosion and sedimentation will reduce potential impacts on surface water. BMPs for the proposed types of construction activities are outlined below. Clearing Limits To prevent disturbance of project azeas not designated for construction, a construction clearing limits fence or silt fence will be installed by the Contractor. These fences will be installed prior to clearing and grading activities where appropriate. Cover Measures Ternporary and permanent cover measures will be provided by the Contractor to protect disturbed ' areas. Mulching will be used to provide immediate temporary protection from erosion and to enhance plant growth. Plastic covering may be used in order to protect cut and fill slopes and stockpiles and/or to encourage grass growth in newly seeded areas. Perimeter Protection In order to reduce the transport of sediment off-site, the Contractor v��ll install filter fences as 'i indicated on the drawings prior to grading activities. I Equipment Parking and Storage of Materials Parking areas for vehicles and equipment on the construction site should be covered with gravel � to prevent erosion and tracking of the underlying soil. Machinery and vehicles should be well maintained. In the event of a spill or leak of toxic materials,the incident should be reported to the Construction Site Supervisor and actions should immediately be taken to contain and cleanup the materials. 8-1 Aster P�Ar Preluiri�y 77R—Octo6ier 2000 � Figure 8. Erosion and Sedimentation Control Plan ; _ 'F _ II _ __ . � " _ _ _ _ _ . � � � �'F": 'i 5 S - ' "� - V-� Asta Pm*P�elimuruy 77R—Actober 2000 Traffic Area Stabilization Stabilized pads of quarry sgalls will be installed by the Contractor at all egress points from the project site to reduce the amount of sediment transported onto paved roads or other off-site areas by motor vehicles. Sediment Retention Sediment retention w�ill be provided by silt fencing at the locations and dimensions shown on the drawings and shall be maintained by the Contractor. Wet Season Construction If soils are exposed during the period of October 1 to March 31,the Contractor will mulch and seed as much disturbed area as possible by the first week of October in order to provide grass cover for the wet season. The Contractor will also conform to the following wet season special provisions: ■ Apply cover measures to disturbed areas that are to remain unworked for more than two days. ■ Provide on-site stockpiles of cover materials sufficient to cover all disturbed areas. ■ Seed all azeas that are to be unworked during the wet season by the end of the first week of October. ■ Apply mulch to all seeded areas for protection. , ■ Provide construction road and parking lot stabilization areas for all sites. Maintenance I � The Contractor will maintain and review all TESC measures on a regulaz basis. , Final Stabilizallon ' Prior to obtaining final construction approval,the site shall be stabilized, the structural TESC ! measures removed, and drainage facilities cleaned. Disturbed areas of the site should be I vegetated or otherwise permanently stabilized. At a minimum, disturbed areas should be seeded I and mulched to provide a high likelihood that sufficient cover will develop shortly after final approval. I 8-3 ' Aaer Pm�lr P�elrmmcny 77R—October 2000 ; ; � 9: Bond.Quantities,FaciIity Summaries, and Declaration of Covenant _ -- A bond quantities worksheet for the project will be prepared during final engineering for the submittal. A swnmary of onsite conveyance and water quality facilities is given in Figure 10. None of the facilities will be privately owned or maintained. Therefore a declaration of covenant is not needed. r , � . 9-1 � .9s�a Park Prelurebrvy 77R-Odober 2000 ! � Figure 9. Site Improvement Bond Quantity Worksheet .. ----?"L• s � i' � � 6��- � i �. ' ' � _^. ' _ ' ' h _ ' —.�- f . . . �i � - t -:$_ _ ( �� y�� T F." �, �. �". - r '-- -- - � __ . _ . _ ._.� __�_ - � „ .._ _ ._ . _.t � � , . ( 1 � I 1 ,'� j � i � 1 i � 9-2 AsYer PanE Aielrmnray 77R—Qctober 200'0 � i Figure 10. Flow Control and Water Quality Facility Summary Development: Aster Park Date:09-20-00 � Location: King County Township 23N,Range SE,Section 3 I ENGINEER DEVELOPER ` Name:Ed McCarthy Name:Mike Romano(representing U.S.Land � Develo ment Co . � Firm: Haozous En ineerin ,P.S. Firm:U.S.Land Develo ment Co . Address: Address: 14816 SE 116th Street Go Centurion Development Services Renton,WA 98059 22617 8th Dr. SE Botbell,WA 98021 Phone:(42� 235-2707 Phone: 425)486-2563 Developed Site: 9.17 Acres Number of lots:37 single-family residences Number of detenrion facilities on site: Number of infiltration facilities on site: 0 1 Combined Wetpond/R/D Downstream Draina e Basins Immediate Ma'or Basin Headwater to Tributary 0288(unclassified stream) East Renton May Creek Plateau Number&type of water quality facilities on site: biofilti-ation swale(regular/wet/or sand filter(basic or large?) continuous inflow?) sand filter,linear(basic or large?) 1 combined detenrion/WQ ponds sand filter vault(basic or large?) flow dispersion trencbes wetvault combined detention/wetvault energy dissipation structure compost filter pond(basic or large?) filter strip landscape management plan oiUwater separator(ba�le or coalescing plate?) catch basin inserts:Manufacturer pre-settling pond pre-settling structure:*�a.^;:�..c�:er flow-splitter catch basin DESIGN INFORMATION INDIVIDUAL BASIN Greene's Creek Water li Desi Volume (CF 26,855 Onsite Area(AC) 9.17 Offsite Area(AC) 0.00 T of Sto e Facili Combined We ond/R/D Re uired Live Stora�e Volume(CFl 87,000 a Figure 10 (continued) �, ' DESIGN INFORMATION INDNIDUAL BASIN Greene's Creek � Predevelo ed Runoff Rates ` 2�-vear CFS ** 0.646 Post-R/D Develo ed Runoff Rates � 25- ear(CFS *# 0.660 � **Based on KCRTS 1-bour peak rates for the proposed developed area. � I I r � 10. Operafions and Mainfenance Manual ' � � The conveyance and water quality facilities for Aster Park will not be privately maintained nor do they contain non-standard features. The table below specifies the maintenance requirements for each component of the stormwater facility being constructed. Applicable maintenance requirements,taken from the 1998 Surface Water Design Manual, are referenced to the pages that follow. Table 7. Summary of Maintenance Requirements for Stormwater Facilities Maintenance Requirement ■ No. 1 —Detention Ponds ■ No. 4—Control Structure Restrictor ■ No. 5 —Catch Basins ■ No. 6—Debris Barriers ■ No. 10—Conveyance Systems ■ No. 13 —Water Quality Facilities—Wetponds ' ' � � _� , ! I i.�-� ,� I-- i , ', I . la� Aster Pm*Preliminay 77R-October 2000 � NO. 1 - DETENTION PONDS Maintenance Defect- Conditions When Mairttenance Resutts Expected When Componerrt Is Needed Mairrtenance is Performed Genesal Trash&Detxis Any trash and debris which exceed 1 cubic foot per Trash and debris cleared from site. , 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size o�ce garbage can). In general,there should be no visual eMdence of dumping. Poisonous Vegetation Any poisonous or nuisance vegetation which may No danger of poisonous vegetation cortstitute a hazard to County personnel or the where County personnel or the public public. might normally be. (Coordination with Seattle-King Counry Health Department) Pollution Oil,gaso(ine,or other contaminants of one gallon No contaminants present other than a or more or any amo�nt found that could: 1)cause surtace film. (Coordination with damage to plant,animal,or marine life; SeattlelfGng County HeaRh 2)constdute a fire hazard;or 3)be flushed Department) downstream during 2in storms. i Unmowed Grass/ If facilrty is located in private residen6al area, When mowing is needed, � Ground Cover mowing is needed when grass exceeds 18 inches grass/ground cover should be mowed I in height. In other areas,the general policy is to to 2 inches in height. Mowing of ' make the pond site match adjacent ground cover selected higher use areas rather than and terrain as Iong as there is no interterence with the entire slope may be acceptable for the function of the facility. some situations. Rodent Holes Any evidence of rodent holes if facility is acting as Rodents destroyed and dam or berm a dam or berm,or any evidence of water piping repaired. (Coordination with through dam or berm via rodent holes. Seattle/IGng County Health Department) Insects When insects such as wasps and homets intertere Insects destroyed or removed from with maintenance acYivities. site. Tree Growth Tree growth does not allow maintenance access or Trees do not hinder maintenance interteres with maintenance activity(i.e_,slope activities. Selectivefy cuttivate trees mowing,sitt removal,vactori�g,or equiQment such as alders for firewood. movements)_ If trees are not interfering with access,leave trees alone. Side Slopes of Pond Erosion Eroded damage over 2 inches deep where cause Slopes should be stabilized by using of damage is still present or where there is appropriate erosion control potential for continued erosion. measure(s);e.g.,rocic reinforcement, planting of grass,compaction. Storage Area Sediment Accumu4ated sed'sment that exceeds 1096 of the Sediment cleaned out to designed designed pond depth. pond shape and depth;pond re- secded if necessary to control erosion_ Pond Dikes Settlernents Any part of dike which has settled 4 inches lowa �ike shouid be buitt back to the than the desgn Hevation. design elevation. Emergency Rock Missing Only one layer of rock exists above native sol in Replace rocks to design standards. Ovesflowl5pil4way area fne square feet or larger,or any exposuse ot native soil at the top of out flow path of spitlway. Rip-rap on inside slopes need not be replaced. 10-? NO.4-CONTROL STRUCTURElFLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Resutts 6cpected When ; Componerrt Needeci Mairrtenance is -.. ,` PerFormed , General Trash and Debris Distance between debris build-up and bottom of A!I trash and debris removed. (Includes Sediment) orifice plate is less than 1-1/2 feet. Structural Damage Structure is not securely attached to manhde wall Structure securely attached to and outlet pipe structure should support at least wall and outlet pipe. 1,000 lbs.of up or down pressure. Structure is not in upright position(allow up to 10% Structure in carrect position. from plumb). Connections to oWet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tigM;structure repaired or replaced and works as designed. Any holes-other than designed holes-in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or M'�ssing Cleanout gate is not watertight or is missing. Gate is v�ratertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maiMenanoe person. and is rratertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. I I ' Gate is rusted over 5096 of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Contrd device is not worldng properly due to Plate is in ptace and works as missing,oirt of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation blocldng Plate is free of all obstructions the plate. and works as designed. Overtlow Pipe Obstructions Any trash or debris bloclting(or having the potentia! Pipe is free of all obstructans and of bloddng)the overtlow pipe. works as designed. Manhole See'Closed DeteMion Systems"Standards No.3 See`Closed Detention Systems' Standards No.3 Catch Basin See'Catch Basirts"Standarcls No.5 5ee'Catch Basins'Standards ' No.5 10-3 � NO. 5-CATCH BASINS Maintenance : Defect _ Conditions When Mair�tenance is Resufts Expected 1Nhen Componerrt ,' _ Needed > Mairttenance is ' performed ' Generat Trash&Debris Trash or debris of more than 1 f2 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 capacity of the basin by more basin opening. than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. ', pipe into or out of the basin. Trash or debns in any iNet or outlet pipe blocldng Inlet and outlet pipes free of tresh , more than 1!3 of its height. or debris. i Dead animals or vegetation that could generate odors No dead animals or vegetation that could cause complaints or dangerous gases present within the catch basin. i (e.g.,methane). Deposits of garbage exceeding 1 cubic foot in volume No cwndition present which 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 51ab curb face into the street(If applicable). Top slab has holes targer than 2 sqirare inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure all cracks. material is running into basin). Frame not sitting flush on top slab,i.e_,separation of Freme is sitting flush on top slab. more than 3/4 inch of the frame fr�n the top slab. Cracks in Basin Wallsl Cracks wider than 1/2 inch and bnger U�an 3 feet, Basin replaced or repaired to Bottom any evidence oi soil particles errtering catch basin design standards. through cracks,or maintenance person judges that structure is unsound. Cracks vrider than 1i2 inch and longer than 1 foot at No cracks more than 1!4 inch the joint of any inleU outlet pipe or any evidence of soil wide at the joint of inleVoutlet particles entering catch basin through cracks. pipe. SedimenV Misalignment Basin has settled more than 1 inch or has rotated Basin replaced or repaired to more than 2 inches out of alignment. design standards. 10-4 s 'i NO. 5 -CATCH BASINS (CONTINUED) Maintenarice Defect Conditions When Mairrtenance.is Results Expected 11Vhen � Componertt - ' ` Needed �Ifaintenance is ; performed Fire Hazard Presence of chemicals such as naturai gas,oil and No flammable chemicals present. gasoline_ Vegetation Vegetation growing across and blocldng more than 10% No vegetation blocking opening to of the basin opening. basin. Vegetation growing in inleUoutlet pipe joints that is more No vegetation or root growth than sbc inches tatl and less than six inches apart. present. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surtace film. Catch Basin Cover Cover Not in Piace Cover is missing or onty partialty in place.Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper ; Not Working person with proper tools. Botts into frame have less than tools. 1/2 inch of thread. Cover Difficuft to One mainterrance person cannot remove lid after Cover can be removed by one Remove apptying 80 Ibs.of lift;intent is keep cover from sealing maintenance person. off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misal'gnment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7/8 i�h. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20%of Grete free of trash and debris. grate surface. Damaged or Missing. Grate missing or broken member(s)of the grate. Grate is in place and meets design standards. NO. 6 DEBRIS BARRIERS(E.G., TRASH RACKS) Mai��;�a�ce De�ct Conditic�a 1M�en Maintereae�ce is Resutts Ex�aected When `: Companents _. Needed _ . `Mairrtenar►ce is I : --- Perfortned. :: < . General Trash and Debris Trash or debris that is plugging more than 2(196 of the Barrier clear to receive capacity openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape mwe than 3 inches. Bars in phace with no bertds more Bars. than 3/4 inch. Bars are missing or erttire barrier missing. Bars in place according to design. Bars are loose and rust is causing 5096 deterioration to Repair or replace barrier to design any part of barrier. standards. 10-� N0. 10-CONVEYANCE SYSTEMS(PIPES 8� DfTCHES} Maintenance Defect : Conditions VYhen Mairrtenance is Resufts Expected 11Vhen Componerrt Needed Maintenance is - Perfomted Pipes Sediment&Debris Accumulated sediment that exceeds 2096 of the Pipe cleaned of all sediment and diameter of the pipe. debris. Vegetation Vegetation that reduces free movement of v�rater All vegetation removed so water through pipes. flows freety through pipes. Damaged Protective coating is damaged;rust is causing more Pipe repaired or replaced. than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 2096. Open Ditches Trash 8�Debris Trash and debris exceeds 1 cubic foot per t,000 Trash and debris cl�red from square feet of ditch and sbpes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch Geaned/flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation ihat reduces free movement of water Water flows free�y through through ditches. ditches. Erasion Damage to See"Ponds'Standard No. 1 See"Ponds"Stendard No. 1 Slopes Rock Lining Out of Place Maintenance person can see rrative soil beneath the Replace rocks to design or Missing(If Applicable). rock Iining. standards. Catch Basins See"Catch Basins:Standard 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 10-6 NO. 13-WATER QUALITY FACILfTIES Wetponds Maintenance Defect Condition When Mairttenance is Resufts E�cpected When Componerrt Needed Maintenance es , : .. . Performed _. Wetpond Vegetation Vegetation such as grass and weeds need to be Vegetatior,should be mowed to 4 movved when ft starts to impede aesthetics of pond. to 5 inches in height. Trees and Mowing is generaly required when height exceeds 18- bushes should be remo�ed where inches.Mrnved vegetation should be removed from they are iMerfering with pond areas where it could enter the pond,either when the maintenance activities. pond leve�rises,or by rainfall runoff. Trash and Debris Accumuiation that exceeds 7 CF per 1000SF of pond Trash and debris removed from area. pond. InIeU Outlet Pipe InIeU Outlet pipe clogged with sediment and/or debris No clogging or blocicage in the material. inlet and outtet piping. Sediment Sediment accumulations in pond bottom that exceeds Removal of sedimeM from pond Accumulation in Pond the depth of sediment zone plus 6-inches,usualty the bottom. Bottom first cell. Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond bottom. Erosion Erosion of the pond's side slopes and/or scouring of Slopes should be stabilized by the pond bottom,that exceeds 6-inches,or where using proper erosion control corrtinued erosion is prevalent. measures,and repair methods. 5ettlement of Pond Any part of these components that has settled 4 Dike/berm is repaired to Dike/Berm inches or bwer than the design elevation,or inspector specifications. determines dike/berrn is unsound. Rock Window Rock window is clogged with sedimeM. Window is free of sediment and debris. Overflow SpilMray Rock is missing and soul is exposed at top of spillway Replace rocks to specifications. or outside slope. 10-7 j il. References - . � ' .. . _ . . Balmelli, Daniei, March 2000. Supplemental Level l Downstream Drainage Analysis for the Proposed Plat of Stone Ridge. King County File No. L99P3008. Kent, Wash. King County Department of Natural Resources, 1998. King County Surface Water Design Manual. Seattle. King County Department of Natural Resources, December 1998. Proposed May Creek Basin Action Plan. Seattle. King County Department of Natural Resources and City of Renton Surface Water Utility, August 1995. May Creek Current and Future Conditions Report. Seattle. King County Department of Pazks, Planning, and Resources, 1990. Sensitive Areas Map Folio. Seattle. U.S. Department of Agriculture, Soil Conservation Service, 1973. Soil Survey of King County Area, Washington. Seattle. , i �. � ; i - � � i �_. � i I ' , i II-1 Asta PanE Prelnninmy 77R-Qctober 2000 � :_�. Appendiz A. Downstream System � _ Appendix A.1 Photographs of the Downstream System Appendix A.2 Drainage Complaints Appendix A.3 East Renton Plateau Subbasin Map � II ,I Astet Park Prelimnerny 77R—October 2000 � Appendiz A.1 Photographs of the Downstream System i �I �� Asto Pmrt Prelimr�rvy 77R-Octolxr 2000 ♦ Photo Number 1 ♦ Photo Number 2 Date of Photo: 7/03/00 Date of Photo: 7/03/00 Location: Southern ortion of site lookin west. Location: Southern ortion of site lookiii iioirtli. Description: The site has a thick cover of briars aud is Description: Drainage from the site tlo�vs to a lo��-area on inters ersed with hardwood trees. the north bound 4 , �•1� `� ..,'f ��t� �� y �'aw;�� K SY ,s. ..�{. .. .� _ � s � �i i Y .'y � �_.,,. �` .n � . i � f` f ��, �i. .� -�� -n �, r � t �' }, ' �� ' `�.��. � ,+� � n r.. N�!;�. ,,.��' r ` �'�� a �� r� .�.:'" � ��h,�'yt«. ti f_ ,, • � � ,�,;.� � ^M� .' " ��m. a. � y�'-' �,+ ��r .:<' �I ;�� .,,., .,�y�y�� - �r.i y� �,:').0 j��." . 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Y S'. �:�a'i � �' �I �A ,j r.�. 4� �y�'�r i.�.�j3.- �.�;1.f,f.:, �� .�. •.� '�t � Vr� tl a ...� ��t`S`1� t:::� 'f�i1 1 1�.•. ,�• v . � � � ,, , .. Appendiz A.2 Drainage Complaints _ � AsYerP�k Preluni��y 77R—Odober 2000 � Table.A.1. Summary of Downstream Drainage Complaints Complaint Date Property Owner Descripfion of Complaint Number 89-01 l7 File has been azchi�red by WLRD. No further investigation conducted. 90-0819 Mrs. Keech Complaint missing from WLRD files. 10403 147�'Ave SE Problem related to back yard flooding. Complaint was closed on 4-10-90 as a "private roblem". 91-0619 4-24-91 Mrs. Keech Flooding of backyazd. Location 20A in Figure I 10403 147�'Ave SE 5 of Section 3. See Supplemental Level l �� Downstream Drainage Analysis for the Proposed Plat of Stone Ridge (March 2000) for Kin� Coun File No. L99P3008. 92-0137 2-11-92 Clifford McClelland Potential impacts from a recent development 14410 SE 107`j' Pl. adjacent to McClelland's property. Located west and above Greene's Creek drainage course. 92-0169 2-19-92 Terry Brundage Groundwater flowing onto properly. Located 10262 147th Ave SE east and above Greene's Creek drainage course. 94-0890 12-8-94 Cindy Merritt Drainage from adjacent development flowing 14408 SE 100�' Street onto property. Located west and above Greene's Creek drain e course. 96-0143 2-6-96 Kate Westing Runoff from State Route 900 flow�ing onto 14614 SE Renton- property. Located west and above Greene's Issa uah Road Creek draina e course. Aster Park Pmlrmu�my TIR—Octo6er 2000 � �;� � �� r fi' ►yw+ ' i � �� i'6 ��i� ; '��'�� "� ' ` � � � ( / t� �!�ff �,r��1.��'�°� ,��.,'°"��,�'�,�"`'� fi� ,^'. �� - � ' � ' fi . •ro. .�.:�- . ��'1 pr �.„k.� xa �� ,irB, ,,�f/ �¢,�`�` �.��;s�,��p�;, �r �,� � �i� �� «�i.� f �% /� v y��•+;�"a.�.ap:�,s s ,..+�s�°` i i . � ...r��'/� � ,•� `p4',�;.'47` •e'�i°.?O S ,�, , � �+�ill#I�i �, �� y,�+�;.k;�'D�"'�b,�►i�»,"�"` C�,�"�t�a'a�z�./� �` � � °rM�s��;1�' , ��'e�tY�"�;�•, � �"��fi�..'� � . ` i �'Owr/� �/ �,*"K-►'Op�`1.4►�/'' �� ,��4�� _ �; 1 y :�� i •_a�'}�yy�3,}'. .. y � .,�� R � � �q�qa`y,.�i4�r � � +'�i��bti�� /�r � � � � � ��j�r�'t''� �r// � � � � ��,. '�" ,�`��"*,`' ♦�� ' � � ' � g � f e � � 1. �,/ � 1« ,�� C: �� 0 �/ �►�►��, � � A' b �,�.,��Iq��,'`+,� ��. � ,� „ /�a��,N��♦tt> �i t+�Aw��1� �� T/ r��.��,;�.�: � '+ �4��: � � �1 M�' �yF y�•� � "41.':ii � � + � �l '� '�M� .� �+��'+ �� h YM: 1 '�• yVt� ��,..4,., , �� n�,� � � � �'� � .�vx +�at35+ T.�, .v��F'�•'� �� ``��iali�'��u�'� ' •• G:. t � �,+� �� '•� �� _ � � I :,+e; .. �«�� _ i� II�I . `�c+ �. , f � i � � 3 �t v �.,., �� . 1�� ..� �, • •• � �Ij� � � 1 �� '� � �+j .� p, �:� � . �Ij� '1 : . � � #�i ; , � ,�, �> ,� � ,►��'pglfi� tr, ' • :�. � �e�i�s�� P �� I I , � ,:; �.�� . � � . �( o� ' °� �• •� � p"='��'�6III�� . !I ..► t �p�� . , • � � • ��`r';":s��' �' � I � 9 �� , ��t%'��;++: � .. .. �� l�� ` . ��.��. _ ♦� . ( � � � d a . �'a � • � � ►• '•,•�;!' ; : � � I . , �, � e � ► , . � � �l �` o . .� Y I � ; ��!,��I � � �.��'�� P' �!° I , �iij � �'! �� v � �: i � - ,�jP' aj{ i � ceawA �w � .� � ��+ ai�.� , o i�,'/ r �r • � S ,7,,, � ;� // ' .+�. ♦ � �. , � , � d � � � , � �t � JLL.17.2000 11�� KC �J2D Iv0.007 P.Si4 jSin�['ountv Water and L,and Resources(WLRI Division zoi s�,��sc,s�600 s�miF w� sa�oa-3$ss �, Date: � �j J l�� Numbc of pages incl•sdiag cover ahxY.�_ 1 r To: From: ('randi McICnv.En¢.Anisrant WLR�' �e Servias Scction F�: S'2 a5'�-D��79 Pna�:�zsQ-soas Phone:�, o�.�J a7O7 Fax Number:(2061�96-0192 i xE: Leve11 aasjvsts To follow is a list of compkitus rereived by the Warc and Land Rcsourccs Division D:ninage Services Sxtioa Complaint n�bers beginning prior to 90-3�C(1990)have beea a�hivcd and ' are no longer ia our possessioa. Tbey can atill bc rcarieved,if ncccssary,b�rt will take addivonal time and mey not be beneficial to youz research dne to their age,development wIuch has occiared.etc. If you are intaested ia reviewixig ti�e ecn�al complainLs,the5'caa be pullcd(ame Pemuttin8)far yotiu revic.w. Copies caa be obtained for S.15 per page,aad SZ.00 per page for pl�s. Additional notes: �'�,n�� # /990-O�/9 co� ��i�nls ��a� � �.aa�rz��, C�.�r3�v��.a�,o�if,�� ll c1z,o7 .�� r'vzr�/�ia��.�2,Q /��cS'.�iJ�f�..2��' i Q�O�Y03/4' ---,, � F�f u�o.o c�.��?d�2CIT�2a�'�9L� .,, �aao G��lo� �`1l0/90 do c��,��i�,cna�'�a�m,�� I � ,i� �F:it��6��) LLfll��lill`U��L—.__,�'�.�' I� mLE ,r.�� Drainage Complaints - From the Files of KCWLRD a�G.19.l�g" 7:saarr--Kc wJz no.aai P.�✓i i Sketc h . � � 9i-a��p . � 5� ��,u�<.� �� ; N � � . m`7 4eC(� � . �, � �-„ . ��. � �. . �� > � �r��s�� pQ„f �a,ro�d��"'..� H fl, - . - � . � _ �s"�`kd( • � '. � ��t � w . I/ i . !0`4 �1 R ' . \ > c. go c�w° • , Y$ . � • � � E � . �—' . _ . � •�� . , . - � _ � . . � • � . ' /� - . ' � i . �� . . �� 1 � y ' ' �/or�� • R � .� .....e.-- .....�...�,.....__.,..:- �.._ _�—•--� _. m� � W� ��!�":`y'�1��;.��i`,��a��`�'��`'°° ��,- Drainage Complaints - From the Files of KCWLRD �r- —� RLIG.19.1999 7:54(�i.KC 4LRD . . .BSS�.�P_Sill S�cetc h .� .� � � . -�=i:� . - - . . ._ . . �, . . . .�.: . . . . . N�- -,. . � � ? I � � , � � � � �� . �t�(.r rc c o R�.?a F-�"r�.� . � . ,��,,� � .�.. . - . ;�t►�� : � . ��.-�11�3. . . `?c`-c`t . ' _ Co�^T� . . . _ . . . �"��..�s, , 1 . . , - . . • . ��c �.. • ;� ..`.<�:: �';. .. . . � ' � . • :- - . " . . • - • - - •- • , ' - ' V. • • • ' : � ', . • .•. . , . � Scale ,l�Af \ ' .. • ' . , � • .� , ' ' ' • \ t ' • ` � • . . . . � � �" - . . �� . .:. ..' �,' . � � � , ' .. . . .. . � .. . , . . . . _ -�—� _____�` � � . � ` � r � ��r�� , . . . . . , f- . . � . `� � . � . •. . . ,- _ � . . &U1 'QJ f �D2�vy, I� 1�C S� � U M't. � � - ' . , I _ . � • .. ., . . , .. r;• . . ,,. . � � • , _• . � ,L . _ ' .::v • -` ' • , � . .. , . . . . �. - ``• . ' • - • . ... ` . ✓J , I _ _, .,__. . TRLE � i`�F��'{°�`�'.�t!�!rt��9C�C��°'v��r�c`�; C��,.. W� Drainage Complaints - From the Files of KCWLRD ,�;�, (� AIIG.19.1 _ 7:SSHM KC b1J�D _ . N0.881 P.':+: SkC ��i�l � a: �� . 9�-0��9 � ��rti ,4� � - � . ,��k . SLG . rf'� W s� - , • - s�� ko,vE . . � . . . . � r . . � � � r � � r fr--- . . t�pZ,(� . ��7-(h3 . . . ' t� � .f 4 J' • � �' " � -� E— - Ci�N trG� ^- • r � I � � • , � 7� I r � �— \ t— f � E— ! � ? � . 1 . , � 1 . . � - -�----� � -.-�---...._. rrz� I � �_� n��(�77��;`',�i �i;��;!��';;;,,��;��'r��vi. ;�'r�. Drainage Complaints - From the Files of KCWLRD � ;�-:�-, .nR.17.2ee0 11=3ear KC wu�D _ No.ea7 P.zia— iONG COUNTY SURFACE WATER MANAG�MENT DIVlSION DRAII�IAGE INVESTIGATI�N REPORT pa�e 1: frlvEsnca�ont�aEciu� Tj�e C� a.�waa�. �°�12/g/yy o�cdbr. `l►r�' F°°-N°'94�0890_ R.cel►�+ar trvrn_ saerrr R�•, (pl�.s.peatc yr.tnt„ru carMr�c). A fL1 ro■,d �1 A 1 ��'� NAME: -.4�.ef++4 /�la.r-C"�� . C��r�d v PHONE Z 7/- '/yGS ADDF�SS: ih'90P� SF /cio'r'� Sr. Cny Sca2e 21P . Latxtlon af problertL IF difFerert ReparTsa Piatr�l�ern: SCd��t From �a.�ca 5 tic piond r�.s • i•nPaci-;ng her prbp�+y. Re�u-- fe ptfrtitc,hed S�.�m Fm C-0mp k�,�r+t qN-�0527 d�d ir/za/gH. P1as nama: Lot No; . Bfodc No: OU�er agencies fnvdved: tdo Fleld Investleatlon Needed o� /�E 3 z3 5 Pam.el Nao3z3o5 4 �06 Kro9 oaE Th.Hras:New 6z6.r'/ �/a 8 r a Old 3Svl 8dsln M/I y Counci DI6t 6 Chnr+�e Na - I �T RESPONSE Citlzen r�'rfied on by _phone_ leuer !M per5on 89�o��7 � � � DISPOSl770N: Turned to�on��x�,��by__i�� OR: No tttrthar aetloh necortvnended beca[c Lead�ge�cy has baen notiNed: Problem hes been corrected. NO em has been Ide �ed. Prior ktvesUpatlon addrpsses probtel' — — —s��Fn.r Prlvatr proWem-NOAP w!!!not conslder beoause: Wafer orlplr�ates autte and/or on nelghboring parce{ � r Locatlo�Ls outsfde SWM SeMce Area. _,Other(SpaclfyS= - I DATE CLOSED: �( /_��by:� (/-�PIW d �` I � TfTLE � �� r��!C�:��a?;�ai�f`u�U��l��:`t;!'�'i�j, !��y��. �, - Drainage Complaints - From the Files of KCWLRD JLL.17.2000 11�31RM KC WLRD N0.0e7 P,qiq NO1SINa 1N�Nl3JbN`dW ki3L�dM 3�'d��tf1S J.LNf10�JND{ NEZ6HBOR800D DR1DiA6E A9SZST]►3tCE PA06R)1l�I . C�L7►I]iT EVALIIATSOai 1�l0 DATE: 11-16-95 TO: TILE FiLOHe Alan Meyore REe 2�AP S�TAI,IIAiION PC1R �'..1�ZRT NO. 94-0890 XERRZTT PAOP£RTY 14408 SY 100T8 6^_'RS£T COHPI.JiZNT CSRDIQOI.OG7 s - ORTGIHAL 12-8-9d • SIYLD SNV 12-14-94 EY GEORGE SCHWEIr'DffiQtiDT FZELD SVAL. 3-6-95 HY R71iDY SNOF? 11ND AL7lN 2�YHRS OLD FILE6: 89-0117 HERRITT EACKciRA4ND t 9ee oite and prublem dQaeriptioa by Georqa Sc3wendeman oa tha attachad field inveetiqetioa lorm. fnrDZttas: Siae� the grobl�m meata all of thQ NDAP proj�et critoria li'ted b�low, it qualifie• for and has beea iaveetigatod uader tb� NDAP proqram. • The probleru aite ie rrithin the SRlS vervica area and doee not involve a Riag county (RC) code violation. • The problem eite shawe evideaee of or reported locnlized f2oodi.ng, .zooion and/or •edimantation xithin the otf road drainag� aystecn on private reaidontial as�d/or commerclsl property dua to lator upatream develo�xneat. • The problem ia eauaed bp eurlace rrater from r�=e than one adjoiniag property. SaILS: Accordir.g to the RC aoil■ map, tha aite ie located in thQ tolloraing eoil asaxietion: aLDERWOOD ASSOCZATIOIi: Mod�zntely w�ll drained undulating to � hillp •oils thnt have denae, vezy Blotaly permeabl� glacial � till at a degth of 20 to 40 iachea; on uplwnae and t�rraces. i I did a eeoond rite viait on 11-13-95 aad Xre. !lerritt waa homs. W� briefly diecuaeeri the hietory and ■ouroo of drais�aqe watar �rhich ia from 6vmra¢rvind Div 1 in R�ntoa nnd Nswcaetla T�rraee ia ]cinq Caunty. The SS7 corner of ber lot, vbesro cl�� dz4inega �yrtem for Neaca�tle Terrace flo�va , aaet down oato her lot, i• etill �t aa it va• ln�t vinter. I �xplaiaed I tha FDAP proqram end �eted that her draiaaqe problem i■ minor end ratee I vezy low when compareG with other dreiasqe problmos v� ■ee. I qnvn hsr I ruqqeetions en bow to clean and mniata.in tWe drainage ditches qoinq eaat and acrtA aloaq her property lina■ from har SW cornar vhere most of the i water flow� oato hcx lot. I also ouqqe�ted amall warth�n bQrme alonq � theae ditcLee to 7csep the water contained within tho ditches. _ � ssre. Merritt waa plenesd that moat o! thi■ drainage problam from I upstraam ie due to be diverted inio uad through Raatoa•a r.aw Stoaegate DevQlopmes�t� located jnst south }nd SL o£ her property, vhich ia now under construction. Ftith a loa rating and the 6toneqate ■olution within . eight, I told her that �oe vill cloee out her eomplaint file. I , il�]lCT SCCatE a 30 � . AO CpST SSTIlO1TE 170R PxIOAITt SCOAL il]►! GLCQLATED. MLS CLOSID. . I . I 1 7iiLE � �� fn�lb`!V"�lSllllCl��i��L�611q��`�.°f. ��`l �--;�-'� Drainage Complaints - From the Files of KCWLRD �'JG.19.1499 7�SSRM KC 4Lr2D NO•881 ?.10�11 �: _ . - - . .. .------'----�--'�------ -- ------_ complaint 96-0143 Westing, Kate I Investigated by Doug Dobkins an 2 21-96 I Mrs. Westing lives along SR900 and is concemed about tt�e runoff from the roadway impacting her home. There is no street drainage in frorrt of her home II so the water nms from the road frontage.of the property to the west to the . Westing property. It eppears the water ponds in the firontyard and driveway against the house. Also co�tributing to the problem is the downspouts donY connect to a sysfem so they flow into the same fow area as the road runoff. It appears when the water gets high enough it runs towards the neighbors to the east SR900 is maintained by the State, I will confirnl that this road is not maintained by lGng�County. !f maintained by FGng Courrty then irt�ormation will be forwarded to iGng Co. Roads. SR 9ca �s ►'��..tit bY �- �.�. ; � W:l� L,�cg c �<<�t �,.J i��. L,,t5�;�, � �r---_ �� 4-�A) i r i h-_srrq vono�+o �► � ` ~ SR 900 TRIE �� `�'s�'�� `�'-'��8��`��y �y��• Drainage Complaints - From the Files of KCWLRD �� A endiz A.3 East Renton Plateau Subbasin Ma 'I PP P Aster Park Prelimin�y 77R—Odober 2000 1 � �1 yE M " ��k � �, o, �Y �o„eY R - �,��So20Q East Renton Plafieau � � C �r" d c Conditions � �� a` -' "�.t o1e? C� C� �'p � � " 'w ; ``�• -� _ May Creek Basin � N 1- I� , '— `. � � � 'a � • I ♦ • - � ♦ � ♦- - Irt✓inq �'� n_ � � � � I � `' ^'��1� � v_/ � Z 1 '�D � a i m �� 0 79� �o� / � � � �" � �T '_'�- s° O � I � � �' ^ P 'o � � � ♦ �. I �` - ,.c^ '„ ry Q ��, � - � p o � p0 v� "' �� o 'y � r ��„ '` � �. , ` � LT] `� • �``� � � ' � I I �� ` v `` (^l/J �� '; � O � `J _, Ilun`�� , ` SITE � " ' ? P `� ` o a � a �° 'r'r �� LS 1. �' o � � , �iv, O - � SF N � G' '� in `-_�� Mo - \T�I � � �, ♦ ; - _ y �ulley Rd _-_ - I � �� /� n ♦ - -�- - � � • - -' - --_ = � ,� � R,, , . __ - -_-- -_-: a� �• o ;P �- .� .. '- _ _ _ . '. �- � N � �_� . . . '_ ... ._� .. � - " - - P '`` ' ' ' . � ..... d h � � � ..�� '= _' I m � � �+• -- Ory y �� _ 97 v� ' ' � ,Fy �r�� - �� urk �� D � � ��,�O 6 n x�� ` - � � �,U� ,. y �� Basin Boundary Q � ;.� _ � .i^ Subarea Boundary � :�• i N o�, `s � �'�°-° Stream 8�Sfream Number i �� -+ D� h O �� Lake � , a�ii � L�� Wet�and I �� SE 128�h S1 ` 1—O _ _ � � _�r Con<entrated Spawning Area �S � �';;: ^„� 0 0 � Q/� Problem Area � � N C � O Locally Significant Resource Area �qx � Q � - Wedand Habitat Problem . � � � ,, • • � y � Stream Habitat Problem N - �� 3 _f Erosion Problem �� p � Flooding Problem ' � •- u' � � Sedimenl Deposition Problem l.c�ke 0 1/2 1 Mlle -- K��ddct�rt October 1998 Appendig B.:Stormwater R/D System Design Appendix B.1 Stormwater Facility Control and Overflovv Design Appendix B.2 KCRTS Pond Design � � _. Aster Pmtit Pr�liminmy TIR—Octob�er 2000 '._ Appendiz B�1 $torniwater Facility Cont�ol and Overflow Design f �� ' ? Y . � '_� . . K _ _ ._�r '_... .^.— ,. _ �'.. _ !-ff_ _ ._ ._ ,_.�,._ ' __ " _ _~t`. __ .._� _ F> _r. _ e,=- , AstaPark Prelrmi�y 77R-October 2000 il' � - � ' - - - �- - _ , >� Appendiz�3.2 KCRTS Pund Desig�► - - - _ - � Retention/Detention Facility (lev3.rdf) Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 115.00 ft � Pond Bottom Width: 50.00 ft �� Pond Bottom Area: 5750. sq. ft ` Top Area at 1 ft. FB: 17905. sq. ft 0.411 acres � Effective Storage Depth: 8.20 ft Stage 0 Elevation: 440.80 ft �- Storage Volume: 87050. cu. ft 1.998 ac-ft Riser Head: 8.20 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter I (ft) (in) (CFS) (in) 1 0.00 1.60 0. 199 2 4.90 2.30 0.261 6.0 ' Top Notch Weir: Rectangular ' Length: 1.00 in Weir Height: 6.35 ft r Outflow Rating Curve: None � i ' Stage Elevation Storage Discharge Percolation Surf Area - (ft) (ft) (cu. ft) (ac-ft) icfs) (cfs) (sq. ft) 0.00 440.80 0. 0.000 0.000 0.00 5750. '� 0.02 440.82 115. 0.003 0.009 0.00 5770. 0.03 440.83 173. 0.004 0.013 0.00 5780. 0.05 440.65 289. 0.007 0.016 0.00 5800. 0.07 440.87 405. 0.009 0.018 0.00 5819. 0.08 440.88 463. 0.011 0.020 0.00 5829. 0.10 440.90 580. 0.013 0.022 0.00 5849. , 0.12 440.92 697. 0.016 0.024 u.�0 5869. 0.13 440.93 756. 0.017 0.025 0.00 5879. 0.29 441.09 1709. 0.039 0.038 0.00 6040. 0.45 441.25 2689. 0.062 0.047 0.00 6203. 0.62 441.42 3758. 0.086 0.054 0.00 6378. 0.78 441.58 4792. 0.110 0.061 0.00 6544. 0.94 441.74 5852. 0.134 0.�67 0.00 6712. 1.10 441.90 6940. 0.159 0.073 0.00 6883. 1.26 442.06 8055. 0.185 0.078 0.00 7055. 1.42 442.22 9198. 0.211 0.083 0.00 7228. 1.58 442.38 10368. 0.238 0.087 0.00 7404. 1.74 442.54 11567. 0.266 0.092 0.00 7582. 1.90 442.70 12794. 0.294 0.096 0.00 7761. 2.06 442.86 14050. 0.323 0.100 0.00 7942. 2.22 443.02 15336. 0.352 0.104 0.00 8125. 2.38 443.18 16651. 0.382 0.107 0.00 8310. 2_55 443.35 18080. 0.415 0.111 0.00 8509. 2.71 443.51 19457. 0. 447 0.114 0.00 8697. 2.87 443.67 20863. 0.479 0.118 0.00 8888. AsYa Park Prelimire�y 77R-Oclober 200Q l0. lu ��50. 90 12�y3� . 2 . , �e 12.?00 C.��O =992'_ . Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) ;tc-=t; 1 3.12 ******* 1.00 8.23 449.03 87466. 2. �Or 2 1.50 ******* 0.66 7.60 448.40 77538. 1.780 3 1.49 ******* 0.44 6.85 447.65 66455. 1.526 4 1.82 ******* 0.35 6.38 447.18 59957. 1.376 5 1.58 ******* 0.34 6.27 447.07 58486. 1.343 6 0.92 *****�* 0.23 5.19 445.99 44813. 1.029 7 1.15 ******* 0.15 4.48 445.28 36756. 0.844 8 1.17 ******* 0.12 3.09 443.89 22839. 0.524 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 3.12 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1.00 CFS at 11:00 on Jan 9 in Year 8 Peak Reservoir Stage: 8.23 Ft Peak Reservoir Elev: 449.03 Ft Peak Reservoir Storage: 87466. Cu-Ft . 2.008 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS} (CFS) (ft} Period 0.660 2 2/�9/O1 20:00 1.00 8.22 1 100.00 0.990 0.147 7 12/29/O1 9:00 0.660 7.60 2 25.00 0.960 0.352 4 3/06/03 23:00 0.441 6.85 3 10.00 0.900 0.122 8 8/26/04 6:00 0.352 6.38 4 5.00 0.800 0.234 6 1/05/05 17:00 0.342 6.27 5 3.00 0.66� 0.342 5 1/19/06 0:00 0.234 5.19 6 2.00 0.500 0.441 3 11/24/06 8:00 0.147 4.47 7 1.30 0.231 1.00 1 1/09/OS 11:00 0.122 3.08 8 1. 10 0.091 1 Computed Peaks _ 0.888 8.20 50. 00 0.960 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS $ � $ 0.009 39135 63.821 63.821 36.179 0.362E+00 0.028 46b4 7.606 71.427 28.573 0.286E+00 0.047 4409 7.190 78.617 21.383 0.214E+00 0.065 3964 6.464 85.082 14. 918 0.149E+00 0.084 3141 5.122 90.204 9.796 0. 980E-01 0.102 2253 3. 674 93.878 6.122 0. 612E-01 0.121 1531 2.497 96.375 3.625 0.363E-Oi 0.139 1061 1.730 98.105 1.895 0.189E-0' 0.158 669 1.091 99.196 0.804 0.804E-0� 0.176 75 0.122 99.318 0.682 0.682E-0� 0.195 34 0.055 99.374 0.626 0.626E-0� 0.214 31 0.051 99.424 0.576 0.576E-0� 0.232 59 0.096 99.521 0.479 0.479E-0� 0.251 44 0.072 99.592 0.408 0.408E-0� Aster Park R�eluiw�y?7R-October 2000 Maxi�um positive excursion = 0.030 cfs ( 4 . 9%) occuring at 0. 619 cfs on the Base Data:exis.ts= and at 0.650 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.078 cfs (-18.10) � occuring at 0.429 cfs on the Base Data:exis.tsf and at 0.351 cfs cn �he New Data:rdout.tsf , Aster P�k Prelimr+�y 77R-October 2000 _ _ _ -: , _ __�, _ Appendia C. Conveyance Calculations Appendix C.1 Stormwater System Conveyance Appendix C.2 KCRTS Time Series Calculations Appendix C.3 KCRTS Peak Flow Rates �-, �_ I ' I '--' ii , �? '�� _'; , �- ; ` � ; � � ��.�� i ; AsterPmk Prelimmcvy TIR—October 2000 � __ _ � i I Appendig C.1 Stormwater System Conveyance � i i � i _ � v � _- - - . _ _. :_- . - „ -- --, � , - - _ :__ -_ ' I , 4cic�Park Pn��::mirs:n T�R—�Jctoh�r_'/Y'� ApPendig C.2 KCRTS.'�'�ae Series Calculations ` ° - - - KCRTS Command CREATE a new Time Series � Production of Runo�f Ti:ne Series I�I Project Location . Sea-Tac Computing Series : exis.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTF60R.rnf . Till Forest 2.39 acres Loading Time Series Fi1e:C:\KC SWDM\KC DATA\STTP60R. rnf . Till Pasture 7.03 acres -------------- Total Area : 9.42 acres Peak Discharge: 1.02 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:exis.tsf . Time Series Computed KCRTS Command Enter the Analysis TOOLS Modu�e ------------------------------- Analysis Tools Command ---------------------- Compute PEAKS and Flow Frequer.cies ---------------------------------- Loading Stage/Discharge cur:��: e:::' � . �,= . Flow Frequency Analysis ---------------- Time Series File:exis.ts Project Location:Sea-Tac Analysis Tools Command ---------------------- ' Compute Y'lOW DuHATION and Exceedenc- ------------------------------------ Loading Time �.�____� «1�:�::i.s . ��i . Computing Interval Locations Computing Flow Durations Durations & Exceedence Probabilities to File:exis.dur . Analysis Tools Command ---------------------- RETURN to Previous Menu KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : dev.tsf Aster Park Prelimuupy 77R-October 2000 � i , 4 ,- A�'-� e�d�C.3:�iCR�S�-eak�ow�tates - � 1 � � -� �� _ _ .-_. �P�_ - . .. __ . _ __.� . � - : � _ ,_ a . _- -_ : �, Flow Frequency Analysis Time Series File:eais.tsf Project Location:5ea-Ta�� ---Annual Peak Flow Rates--- -----��ow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.646 2 2/09/O1 18:00 1.02 1 100.00 0. 99u 0.224 7 1/05/02 16:00 0.646 2 25.00 0.960 0.564 3 2/28/03 3:00 0.564 3 10.00 0.900 0.052 8 3/24/04 19:00 0.527 4 5.00 0.800 0.319 6 1/05/OS 8:00 0.505 5 3.00 0. 667 0.527 4 1/18/06 16:00 0.319 6 2.00 0.50G 0.505 5 11/24/06 4:00 0.224 7 1.30 0.23i 1.02 1 1/09/08 6:00 0.052 8 1. 10 0.091 Computec Peaks 0.895 50. 00 0.980 Flow Frequency Analysis Time Series File: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 1.50 5 2/09/O1 2:00 3.12 1 100.00 0.990 1.15 8 1/05/02 16:00 1.82 2 25.00 0.960 1.82 2 2/27/03 7:00 1. 69 3 10. 00 0.900 1.17 7 8/26/04 2:00 1.58 4 5.00 0.800 1.43 6 10/28/04 16:00 1.50 5 3.00 0.667 1.58 4 1/18/06 16:00 1.43 6 2.00 0.500 1. 69 3 10/26/06 0:00 1.17 7 1.30 0.231 3.12 1 1/09/08 6:00 1.15 8 1.10 0.091 Computed Peaks 2.68 50.00 0.980 1 Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.660 2 2/09/O1 20:00 1.00 8.22 1 100.00 0.990 0.147 7 12/29/O1 9:00 0.660 7.60 2 25.00 0.960 0.352 4 3/06/03 23:00 0.441 6.85 3 10.00 0.900 0.122 8 8/26/04 6:00 0.352 6.38 4 5.00 0.800 0.234 6 1/05/05 17:00 0.342 6.27 5 3.00 0.667 0.342 5 1/19/06 0:00 0.234 5.19 6 2.00 0.500 0.441 3 11/24/06 8:00 0.147 4.47 7 1.30 0.231 1.00 1 1109/08 11:00 0.122 3.08 8 1.10 0.091 Computed Peaks 0.888 8.20 50.00 0. 980 AsYer Park Pr�limiruny 77R-October 2000 ; Appendiz D._Hydrologic Mode1 Documentation y The following is a description of KCRTS input and output files used in designing the R/D facilities and conducting the downstream drainage analysis for Aster Park. EXECUTABLE FILES basins .exc: This executable file creates time series for all contributing areas to the downstream system. tar.exc: This executable creates target duration files for R/D design. TIME SERIES FILES R/D Design exis.tsf: The site under existing conditions. Includes are of proposed road improvements along 148th Avenue SE. dev.tsf: Site under proposed developed conditions. Includes are of proposed road improvements along 148th Avenue SE. rdout.tsf: Time series out of proposed R/D system for site (lev3.rdf) . tar.tsf: Target duration curve for the proposed R/D system. Based on the following times series: exis .tsf. � :ES�RVOIRS Lev3.rdf: Aster Park R/D facility managing stormwater from the entire developed i site. This R/D facility is designed to Level 3 standards . _ GENERAL NOTES r �� = 1 . Seatac regional rainfall runoff files with a scale factor of 1.0 were used in the hydrologic simulations. , f � ' 2. R/D facilities were designed with the 8-year data set. 1-hour peak ', ` flow rates were used for detention calculations . I �_ I ' 3. 15-minute peak flow rates were used for conveyance calculations. I Asrer Park Prel imnray T7R—October 2000 � _ ,. _ ,: .. -. .. Appendiz E. Proposed Site Plan. , -- As7er Park Pr�lrmbiary 77R—October 2000 � + .,�,. ROAD IMPROVEMENT AREA <�;��` ,ifir�:�```w�'�`�•� '''� � q_•ii: NORTH OF LOT 4 BYPASS�� ,..�� "' "°�'" .:;;; �,; �,•; ;,• y.�'' , �'�,,. 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ASTER PARK "o. �'y c iN rgr _. .,..,.... _,.... ,..._,. .... . KINC COUNTY. WASHINGTON _..... . ._.. . ...,......_ .,_ . ' �o o �o eo . ......... ..... .:.. _...:. . ,o/s�joa .. CONCEPTUAL Flcu� ,o�n�eo DRAINAGE PLAN m � 0 z w a o. a SECTION �II FIGURE III-2. RAINFALL REGIONS AND SCALE FACTORS ST 1.0/ ST 1.1 _ _ — ST 1.0 LA 0.8 LA 0.9 LA 1.0 LA 1.2 a�y�� y`� SMONONIBM COUMTY � ��`��tE�St�� – }�ppp H . .K{N0.CallNTl'.. , �YPRr�c �14y, " �I (�M�—� =i _ E � �' )" ,_ �" '`�f r`. . ' ' � �..� S — �.� � ��' �f �� i � �. � � � . i ) 4 ' �I .-,�� . ' - ..:f.i �1 i'�. f q� . . . - t` / Q - 5 - } �:- _-� r---.� _ . . -- ,, r: 1 ;.. _t � �o.«lo r "_ i : it"i � �' � I� �- � � � $y �� , , - - - { r � RE� ND� �� ,�=' � � r �� " = r' �� - c "� — - I� �y ',�P /f �,� �. /��1 �� ' i � i � °F ��J YI � J � :' 3, �: .� �� . f .. i lI = +r. .,s,x - . '� , , r 'a� ` ; �� a �`. = ,, j _ . t :<i_ -� � � � '��"��I 1,.1``�s., l— ... i r-� .. ... . ',. .' , \1 s�� , � ,, �� . '�. E • � ELCE1f{lE� r .. . � f�= � �`.� t ,y� � r-- I Ba, �..�,,,-,., :. ( .,.,E . . � �� I \ �� . ' E� ' f " _�,.7 r \ � - '' . E � 1 ��, _ , , t � j u,� h � .s _;� � �; � _ t� � � s. , � � \ r,� --�`�,', ' `' �, � ,� '_'`�_ s�rr«��. �� . , �r�� ,„� �� _ � i , , - . �� {i _ — � _ r��' � 1 � ��,� i r�r �� j`1, r �� r ,� � `� �� ; � o � �,�,� f , „ -- �.r .� N�o �, ,= r � J '` -� ``'�' ✓. ` _� , , . � .�, p �.�' s!"j'� LA-=a�� ;.:, a�A'�� '' � p,�_ c> _t � �� ' i \\ ll�,a'DY� � t��: 1~� ;J \ �. . .. I�w4ioM' r,wK � 5 TAC i ` `�-- � \ LANDSBURG � �-�, �_�n,, �_,d, l�_ �� - -�� o �� o,n„E � � ��.. _ � ,� _ �� - � ��.�s�w �. .�.Knrt_' Fj Q \ . Q� � . _ � 1- _ i iir,,i �� — '� _`"-r` , - P+rcB / r'�� ' � f -- �"'ae°"'° . . . Saud -=l : � �EJ . � _ e _ l, � r,'�-ti� . i " �p - � . " . � � � '-- \ '� _ � ; i �' � _ �s._ �.� � � _ � i `�� i j � ' r -. r� � k " ".. '� f.-wauar�- �^ �.'\ f�� K. . ' �' \ dlu�MO ��. .. _— �. i ..'�� ST 1.1 �:,� � �� ,�—;. � � r r G ' i �� b � -KINp COLLNTY' VtERCE COIIMTY - ST 1 A .7 � � _ ��._'_ . � , urcu ST 1.0/ � ---�� Rainfall Regions and �, o.$ � : Regionat Scale Factors �a o.s LA 1.2 �---� Incorporated Area LA 1.0 ..r� River/Lake Major Road 1� 11�-4 �■� KCiz['S liser's Guide December 15. 1995 6.4.1 WETPOiVDS—BASIC AND LaRGE—METHODS OFANALYSIS � � FIGURE 6.4.1.A PRECIPITATION FOR':�IEAN AN�1liAL STORM IN INCHES (FEET) sm 1.0/ LA 1.2 II ST 1.1 _ ST 1.0 � 0.8 Iy�. 0.9 LA 1.0 � _ ^�:. _ _ - - �� — q �.o� - ..-, �-� ~� I � — _!__. � � , , � l , _ � ^i . � =` .- � -.= __ -__ , . -� :. - � �� i � ^ ` ;- �� — $I,. , — � '� — ,,� :— -�,.�,�� :� ; - ? � --=. �=— a- 8 � - ��/�,� �`- � `��'_' � __ ` , . � r L.�� • ;'`�. -`' �a. �4 S � � .� ' .; — ,- - ^ . �� h�—� 'i i , Elllo:c� � �^- - As�� //�� ._, � a \.. 7r/_� `� .� r - — �L _.---� � ,_�� f �� ---� "' �- _ ,� I 4 T � � � � ��` I1 � '��f-�� _ �-:!\' � E — �,-'�� ,� �)i _ � .iR ;� � `"^ _;�?' (^� . r -\ !'�'_ , _ \\J✓ _�. Ifj \'/ _--1 r...._ ( \ .,J^ — .. . '.� _ / \� . ^—' � Y� _ .� �_ _ \`�\. _ i �+ c'! - � e - i' . ` c��.�-�` _ i� �A � ' _ \ � j/�/ _ . ! /, �- ' , '•` . . . . � �.:.., � ( `- �'�-_ -� �O .(� v ; G � `�. -- `` �� o � o �� •� : -- � �� , �- , �, � i- _ � ,� / / � r ; ' ( vr � �1� fQ .__.j.__-- _ - --'^• � --• p /�._,.} _ _ � _ �.- _, �, - •� � �, - � : �: .' :'.: � �-�-� C,- ,•;- �--<., j = -�, � - 0.54" .. .-�:. 'o , _ �� - - Ti (�.�4�� ) 'i,. i._ .. � � r C.47" � a . (C�.039' ) ;. � ,' ,\` _ _ �=-�--_ _: Incorporated Area ---� '� '�� RiverlLake Q.47" � � �� — MajorRoad (0.039' ) '�5�` �_ �\r�� \��' � (0.043 ' �� 0 .65" ` NOT�:Areas east of the eastemmost isopluviai should use 0.65 �.56 (0.054 ) incnes unless rainfali data is avaiiable for the location of interest (0.047' ) Z`The mean annual stortn is a conceptual storm found by dividing the annual preapitation by the total number of stortn evenm per year result,generates larQe amounts of runoff. 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'��t��e_ -t ��.� '■■■�� ' i �i �it�/ >. .r • � ��■��rn�nii�■■�a,ii,i��i�ii�� ■ ��H ��■�� :�� i: i /s • � i � S M ., ,: - . , . � i ► :, ,. ��.�: �c��m�m�� i�ri�i��H��N� �a��.�� : .��■�� ar��Q�� ,,.��r��■�� In�■��n��i ��■��1 I�e ��. ��..�l��E��l�! , . 2�J�� ■�� I��i��■��v �.o�� . _�-:�.��...................0 �....■...�...........................� �.oQ��.�::�.��....................� ...........�.......................� ..................................� ��...............�.......... .....,�..................� ��e��.��E��c�oE�rc�o�� n�r��■��■�� t�s�� ` �� 1�� I��it - . �El��■L�,1 '��i�� "��n��n�� I�n��n�N��v� �ii��.!�1��h�� v�/��■��■��n �� r • •�lel3.��■��..� � �� '' f:1T_T��, ��■�� E'r7��[fi�,■..�■■■■■■■■■■ i�iii' iii�a�iii��rii�iii�ii�ii��ii�i �i�n,��i.��: :�r,�r��c��Q�a��e�r�z��■ ��4� ' Il� ��■�■■■■�■.■�■■■ '�■■��■�.��■■■■■■�■■■■■■�■.■. 1��`!��!E��+�I�l�� ',�� I��E��-�[��f■��■��n��■�� v� � ��v�� e��c��c�� n��m��■�� ir°�a��e�iiiiiiii��iiiiiiiii� ��e�cc�c�:��s■��H ��r��.��iiii�i�� fl�� U�� Federal Way(800)345 5694 �06 No. l06 2 —�� 1�� 3 SHEEf � OF � Bothell(425)415 6144 �OB NAME� � "f � � Bremertan(360)792 3375 COMP.BY �� CHK BY i CONTENTS � �G��..T"L G v� DATE�I Z 3 � C� � � ^ � < I ��„�. '� i � i I I � � � � � I I � � � �� • - � �.�- I � -r- 3. 0 i _. , �� , � , 3 Uc� =' t.l�: I � i I i i � �— � � f I � � ( i � i � L � � I � , I � i ! i ! � � ; ; � c i I � � i � j � ;— � � � � � � i � � � � i ; i � � ; � i : i ; i � � i Civil Engineering Land Surveying Project Management Land Planning I Landscape Architecture Public Works Flo�a Frequ�ncy ��al_•isi� Time Series File:predev.�s� Project Location:Landsburg ---Annual Peak Flcw Rates--- ----Flcw FrecLen�y �nalysis -- Flo;� Rate Rank Time of Peak - - Peaks - - Ra�k Return Prob (CFS) (CFS) Period 0.832 2 2/09/Ol 14:00 1. 41 1 100.00 0. 9°0 0.189 8 1/05/02 16:00 0.832 2 25 .00 0. 950 0.555 4 2/28/03 10:00 0.750 3 10. 00 0.°00 0.333 7 8/26/Q4 i:00 0.555 4 5.00 0.80� 0.521 5 1/05/05 1�:00 0. 521 5 3.00 0. 6c? 0.416 6 1/18/06 21: 00 0.416 6 2.00 O. SOQ 0.750 3 11/24/06 5:00 0.333 7 1 .30 0.23- 1. 41 1 1/09/O8 7:00 0.189 8 1 . 10 O.u9"� Computed Peaks 1. 22 50. Cr � , °g0 lS�- i�,�vtEGt-(� - �O,S}� C� � � �� _ �, 2 l G7-�a � �i.��vvt,�( �� .� L - Z �- --� C,, zj� ! Q . 8 � � � C�, � � ;� = `-�� ,, -� I� - O, Z 8 c�� , �Z �._ � '� i C 7� = S� 2e-�-r-�.�r � �- - �, f � "� �� ,2 �- ��^, ; �: � � , � �-1 C - Q � = '� � - - � � 1 / � ��, , ,. �;-, % ,�-- ' ; ��_ i �' �_, Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 2 .00 H:1V Pond Bottom Length: 167.77 ft Pond Bottom Width: 83 .89 ft Pond Bottom Area: 14074 . sq. ft Top Area at 1 ft. FB: 22524. sq. ft 0.517 acres Effective Storage Depth: 6.50 ft Stage 0 Elevation: 442 .00 ft Storage Volume: 114212 . cu. ft 2.622 ac-ft Riser Head: 6.50 ft Riser Diameter: 24.00 inches Number of orifices: 3 Full Head Pipe Orifice ## Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.12 0.310 2 2 .73 2.72 0.390 6.0 3 5.22 4.81 0.710 8.0 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) 0.00 442.00 0. 0 .000 0.000 0 .00 14074 . 0.02 442.02 282. 0 .006 0.018 0.00 14094 . 0.04 442 .04 564. 0.013 0.026 0.00 14114 . 0.07 442 .07 986. 0.023 0 .031 0.00 14145 . 0.09 442.09 1271. 0.029 0 .036 0.00 14165 . ; 0.11 442.11 1554. 0.036 0 .040 0.00 14185 . 0 .13 442 .13 1838. 0.042 0.044 0.00 14205 . 0.15 442.15 2123 . 0.049 0.048 0.00 14225 . 0.18 442.18 2550. 0.059 0.051 0.00 1425'0 . � 0.30 442.30 4268. 0. 098 0.067 0.00 14378 . 0.43 442.43 6145. 0. 141 0.080 0. 00 14510 . 0.56 442.56 8040. 0.185 0.091 0.00 14643 . 0.69 442.69 9953. 0.228 0 .101 0.00 14776 . 0 .81 442 .81 11733. 0.269 0.110 0.00 14900 . 0 .94 442 .94 13679. 0.314 0.118 0.00 15034 . 1.07 443 .07 15642 . 0.359 0. 126 0 .00 15170 . 1_20 443.20 17623 . 0.405 0.133 0.00 15305 . 1.32 443.32 19467. 0.447 0.140 0.00 15431. 1.45 443.45 21482. 0.493 0.146 0.00 15567 . 1.58 443.58 23515. 0.540 0.153 0.00 15705 . 1.71 443 .71 25565. 0.587 0.159 0.00 15842 . 1.83 443.83 27474. 0.631 0.165 0.00 15970 . 1.96 443 .96 29559. 0.679 0.170 0.00 16109 . 2 .09 444.09 31662. 0.727 0.176 0.00 16248 . ' 2_22 444.22 33783. 0.776 0.181 0.00 16388 . 2.34 444.34 35758 . 0. 821 0.186 0 .00 16517 . 2 .47 444 .4? 37914 . 0 . 370 0. 191 0 .00 16658 . 2 .60 444 .60 40089. 0.920 0.196 0 .00 16800. 2 .73 444.73 42282. 0.971 0.201 0.00 16941. 2.76 444.76 42791. 0.982 0.204 0.00 16974. 2 .79 444.79 43300. 0.994 0.210 0.00 17007. 2.82 444.82 43811. 1.006 0 .221 0.00 17040. 2 .84 444 .84 44152 . 1.014 0.235 0.00 17062 . 2.87 444.87 44665. 1.025 0.252 0 .00 17095. 2 .90 444.90 45178. 1.037 0.272 0 .00 17128. 2 .93 444.93 45692. 1.049 0.296 0.00 17161. 2 .96 444.96 46208. 1.061 0.305 0.00 17194. 3.08 445.08 48279. 1.108 0.333 0.00 17326. 3 .21 445.21 50541. 1.160 0.357 0.00 17470. 3.34 445.34 52821. 1.213 0.379 0.00 17615. 3 .47 445.47 55120. 1.265 0.399 0.00 17760. 3 .59 445.59 57260. 1.315 0.417 0.00 17894. 3 .72 445.72 59595. 1.368 0.435 0.00 18040. 3.85 445.65 61950. 1.422 0.451 0.00 18187. 3 .98 445.98 64324. 1.477 0.467 0.00 18334 . 4 .10 446.10 66532. 1.527 0.482 0.00 18470 . 4.23 446.23 68943. 1.583 0.496 0.00 18618. 4.36 446.36 71373. 1.638 0.510 0.00 18767. 4.49 446.49 73822. 1.695 0.524 0.00 18916. 4.61 446.61 76101. 1.747 0.537 0 .00 19055. 4.74 446.74 78588. 1.804 0.550 0 .00 19205. 4.87 446.87 81094. 1.862 0.562 0.00 19356. 5.00 447.00 83620. 1.920 0.574 0.00 19507. 5.12 447.12 85969. 1.974 0.586 0.00 19648. 5.22 447.22 87940. 2.019 0.595 0.00 19765. 5.27 447.27 88930. 2.042 0.606 0.00 19823 . 5 .32 447.32 89922. 2.064 0.631 0 .00 19882 . 5.37 447.37 90918. 2.087 0.669 0.00 19941. 5.42 447.42 91917. 2.110 0.718 0.00 20000. 5.47 447.47 92918. 2.133 0.780 0.00 20059. 5.52 447.52 93922 . 2.156 0.850 0.00 20118. 5.57 447.57 94930. 2.179 0.997 0.00 20178. 5 .62 447.62 95940. 2 .202 1.030 0.00 20237. 5.75 447.75 98581. 2 .263 1.100 0.00 20391. 5.88 447.88 101242. 2.324 1.160 0.00 20546. 6. OQ 448.00 103716. 2.381 1.220 0.00 20690 . 6.13 448.13 106416. 2.443 1.270 0.00 20846. 6.26 448.26 109136. 2.505 1.320 0.00 21003 . 6.39 448.39 111877. 2 .568 1.370 0.00 21160. 6.50 448.50 114212. 2 .622 1.410 0.00 21293 . 6.60 448.60 116347. 2.671 2 .060 0.00 21415. 6.70 448.70 118495. 2.720 3.220 0.00 21537. 6. 80 448.80 120654. 2.770 4.710 0 .00 21659. 6.90 448.90 122826. 2 .820 6.470 0.00 21782 . 7.00 449.00 125011. 2 .870 8.460 0.00 21905 . 7.10 449.10 127207. 2.920 10.660 0.00 22028. 7.20 449.20 129416. 2.971 13 .040 0 .00 22151. 7.30 449.30 131638. 3.022 15 .190 0.00 22275. 7.40 449.40 133871. 3 .073 16.040 0. 00 22399. 7.50 449.50 136118. 3 .125 16.850 0. 00 22524 . ; 7.60 449.60 138376. 3 .177 17.610 0.00 22649. 7 .70 449.70 140647. 3 .229 18.350 O.OQ 22774 . 7.80 449.80 142931. 3.281 19.050 0.00 22899. 7.90 449.90 145227. 3.334 19.730 0.00 23025. 8.00 450.00 147536. 3 .387 20 .380 0.00 23151. 8.10 450.10 149858. 3.440 21.010 0.00 23278 . 8.20 450.20 152192. 3.494 21.630 0.00 23404 . 8.30 450.30 154538. 3 .548 22 .220 0.00 23531. 8.40 450.40 156898. 3 .602 22.800 0.00 23659. 8.50 450.50 159270. 3.656 23.370 0.00 23787. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3 .68 1.41 1.41 6.50 448 .50 114207. 2.622 2 1.98 ******* 0.82 5.50 447.50 93530. 2.147 3 2 .39 ******* 0 .66 5.36 447.36 90683. 2.082 4 1.79 ******* 0.44 3 .78 445.78 60658. 1.393 5 1.81 ******* 0.43 3.71 445.71 59469. 1.365 6 1. 85 ******* 0.32 3 .03 445.03 47452. 1.089 7 2.19 ******* 0.18 2.12 444.12 32223 . 0.740 8 1.11 ******* 0.15 1.61 443 .61 23980. 0.551 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 3.68 CFS at 7:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1.41 CFS a`_ �2 : 0� or Jar_ 9 in -'ear 8 Peak Reservoir Stage: 6.50 Ft Peak Reservoir Elev: 448.50 Ft Peak Reservoir Storage: 114207. Cu-Ft . � . 522 Fc-Ft Flow Frequency Analysis 'I Time Series File:rdout.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis-- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.823 2 2/09/O1 20:00 1.41 6.50 1 100.00 0. 990 0.154 8 11/05/O1 3 :00 0.823 5.50 2 25.00 0.960 0 .434 5 2/28/03 18:00 0.660 5.36 3 10. 00 0.900 0 .177 7 8/26/04 6:00 0.442 3 .78 4 5.00 0.800 0 .442 4 1/05/05 15:00 0.434 3 .71 5 3 .00 0.667 0.322 6 1/19/06 1:00 0.322 3 .03 6 2.00 0.500 0.660 3 11/24/06 8:00 0.177 2.12 7 1.30 0.231 1.41 1 1/09/O8 12:00 0.154 1.61 8 1.10 0.091 Computed Peaks 1.22 5. 99 50 .00 �.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � � � 0 .012 33745 55.031 55.031 44.969 0.450E+00 0.035 6163 10.051 65.082 34.918 0.349E+00 0.058 6407 10.448 75.530 24.470 0.245E+00 0.081 5050 8.235 83.765 16.235 0. 162E+00 0.104 3877 6.323 90.088 9.912 0.991E-01 0.127 2474 4.035 94.123 5.877 0.588E-01 � 0 .151 1454 2.371 96.494 3 .506 0 .351E-01 0.174 788 1.285 97.779 2 .221 0.222E-01 0.197 749 1.221 99.000 1.000 O.100E-01 0.220 184 0.300 99.300 0.700 0.700E-02 0 .243 37 0.060 99.361 0 .639 0.639E-02 0 .266 21 0.034 99.395 0.605 0.605E-02 0.289 14 0.023 � 99.418 0.582 0.582E-02 0 .313 27 0.044 99.462 0.538 0.538E-02 0 .336 56 0.091 99.553 0.447 0.447E-02 0 .359 48 0.078 99.631 0.369 0.369E-02 0 .382 57 0.093 99.724 0.276 0.276E-02 0.405 24 0.039 99.764 0.236 0.236E-02 0 .428 27 0.044 99.808 0.192 0.192E-02 0.451 20 0.033 99.840 0.160 0.160E-02 0.475 10 0.016 99.856 0.144 0.144E-02 0 .498 10 0.016 99.873 0.127 0.127E-02 0 .521 12 0.020 99.892 0.108 0.108E-02 0 .544 13 0.021 99.914 0.086 0.864E-03 0 .567 22 0.036 99.949 0.051 0.506E-03 0.590 12 0.020 99.969 0.031 0.310E-03 0 .613 7 0.011 99.980 0.020 0.196E-03 0 .636 3 0.005 99.985 0.015 0.147E-03 0 .660 2 0.003 99.989 0.011 0.114E-03 0 .683 2 0.003 99.992 0.008 0.815E-04 0 .706 1 0.002 99.993 0.007 0.652E-04 0.729 1 0.002 99.995 0.005 0.489E-04 0.752 0 0.000 99.995 0.005 0.489E-04 0 .775 1 0.002 99.997 0.003 0.326E-04 0 .798 0 0.000 99.997 0.003 0.326E-04 0 .822 1 0.002 99.998 0.002 0.163E-04 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units : Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New %Change 0 .211 � 0.99E-02 0.74E-02 -25 .6 � 0. 99E-02 0.211 0.197 -6.6 0 .259 I 0.68E-02 0.61E-02 -9.6 � 0.68E-02 0.259 0.226 -12.7 0 .307 I 0.45E-02 0.55E-02 20.8 I 0.45E-02 0.307 0.334 8.8 0 .355 I 0.30E-02 0.38E-02 28.0 � 0.30E-02 0.355 0.375 5.9 0.402 I 0.19E-02 0.24E-02 24.4 I 0.19E-02 0.402 0.427 6.2 0.450 I 0.14E-02 0. 16E-02 14.0 I 0.14E-02 0 .450 0.480 6.6 0.498 I O.10E-02 0.13E-02 25.8 I O.10E-02 0 .498 0.531 6.6 0.546 I 0.82E-03 0.82E-03 0.0 I 0.82E-03 0.546 0.546 0.0 0 .594 I 0.60E-03 0.29E-03 -51.4 I 0.60E-03 0.594 0.559 -5.8 0 .642 � 0.41E-03 0.13E-03 -68 .0 I 0.41E-03 0.642 0.580 -9.7 0 .690 � 0.20E-03 0.82E-04 -58 .3 I 0.20E-03 0.690 0.621 -10.0 0.738 � 0.15E-03 0.49E-04 -66 .7 I 0.15E-03 0.738 0.636 -13 .8 0.785 � 0.49E-04 0.33E-04 -33 .3 � 0.49E-04 0.785 0.772 -1.7 ', Maximum positive excursion = 0.031 cfs ( 9.7�) occurring at 0.317 cfs on the Base Data:predev.tsf and at 0 .348 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.037 cfs (-15.2�) ' occurring at 0.245 cfs on the Base Data:predev.tsf I � I and at 0 .208 cfs on the New Data:rdout.tsf i i I i �;,e�� C�� `� Lu.�.�IC�.Z �le� C�Ff) t a.�) c a-�') � tmp#5.txt ��" J 450.0000 0�.5775 156283.1675 156253.6375 � 449.0000 0.5435 131869.4973 131843.7121 448.5000 0.5268 120214.0001 120188.6838 `�"-' �p � �Ve 448.0000 0.5105 108917.3297 108892.4796 S�j f�c/� 447.0000 0.4784 87379.8802 87358.8267 J 446.0000 0.4468 67230.0822 67Z12.9372 445.0000 0.4158 48442.3271 48429.2222 444.0000 0.3854 30991.4813 30982. 5655 443.0000 0.3556 14852.4111 14847.8549 442.0000 0.3263 0.0000 0.0000 Page 1 � Flow Frequency Analysis Time Series File:dev.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- F1cw Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) {CFS) Period 1. 98 4 2/09/Ol 2:00 3. 68 1 100.00 0. 990 l.11 8 12/03/O1 17:00 2.39 2 25.00 0.960 1.81 6 9/10/03 15:00 2. 19 3 10.00 0.900 2.19 3 8/26/04 1:00 1.98 4 5.00 0.800 1.79 7 10/28/04 18:00 1.85 5 3.00 0. 667 1.85 5 10/22/05 17:00 1.81 6 2.00 0.500 2.39 2 11/21/06 9:00 1.79 7 1.30 0.231 3.68 1 1/09/08 7:00 l.11 8 1.10 0.091 Computed Peaks 3.25 50.00 0. 980 I � U X � Z W � �.. Q 3.2.1 RATIONAL ti1ETHOD FIGURE 3.2.1.B 10-YEAR 24-HOUR ISOPLUVIALS 2'�--- seon r.us�i cou��sr 2� \� � �_ _�_ _� __ _ _�_ _� �____ ___ K 1 f l G C O U N T Y 2 _ ." _ __ �..i"� . _ . -_ /v . � . � . . - �f� .. ,. 1•� . 'Y ".fA ' ?Q �_,- :. � - S = - �> - _ 4.0 : � m _. 2 6 - � ' -- .. - ., - .�; : _ _ . ; _ . �� _... __ �,�'w.�. O ?.8 . _� .. �� D` . r _� '�---: 2.9 " - r�a –� � ��. � :� � � m ' . .�. 30 - .� _ K i . `.\� � �. � �,:: ( � . u.o�: f. . . � . E' t. . ._ E _ � ' 3 - �4 - .::. tm l .�� 7 �, F _---=�, \`. �� _ ■ l` . �r I�,. , +^--• - � - - �`' •� _ `+� � � .. _ _ >r�,/ � :.,��..._ "'��d�, i/ • •� �: ., � �� '� �. .�' � ' _ . ; '�' . . •. _, .\ ... ' .'�'. , \��,_.�./'...' - . ' '" /_�" at• � — '_.\ ._�\'.. � . l . �'f/ . Q..... �'' ...__ '..'f •� i., e " .i . ._. W/ � L�`�Vj/ .� V_ ,�� .. st . ` l ' _— ` � � �� __ ��1�� . 3 �� -- _ _ � �-- � _ _ � _ �� i - ` ,m� _ . - � � � :_ - _ ... — --- _ _ Y�� __'�: . � . ' � � j �' 4' GT • • r �.. � �. 5" �; �-_- � - . - r '. :. � : .K' "'' : ' �'� � ..... _ � Q �'� �� . V - . �, � . - .-., - y ' ' ✓.\. . .".� ��... ._-.. , -��/� /' : �: . .. . �.. � �'.�. ' ..,. �� I �- \/~ ___ ru� �\ _—__ 1(I ` • � �' / ��p� � �� • . ../� �.. � �'... � .l� . . ry `\ . �__ � . �� _.. - '. �,, ) `\ � i�� _ .. _ � : `�ri '__ -KING_GDVNTv �`� oIERCE COUNTC �� _ WESTERN � -�,_�., . KING COUNTY ti ` A' - - ` " - 4.5 � _- �-� 10-Year 24-Hour ' `�� %' ' � - �4.0 3• �, �rr�-- J // 1 Precipitation ' �- � � ��; �( �'�- �, ;} in Inches ��MBes �� o o�• 1998 Surface Water Desisn Manual 9/1/98 � 3-15 SECTION 3.2 RUNOFF COMPUT.4TION AND?u�iALYSIS Iv1ETHODS FIGURE 3.2.1.0 25-YEAR�-HOUR ISOPLWLaLS ' 2S - " "--- - sH nou�s�� couNTr 2 - ,�-- - - -- - ---- ----- -- -- ------ 6 �ti�� t KING COUNTY � •� - �) ��, ' ;�' ,-- . ��i 8 . : , � . _ . 2 9 m , ; ;, - , _.___ , � ' - � � �= ;:� �5 �'.p � � _ =t'3► ��• - - - , -- u' ' - , , .- — �,2 - -_-- � ,.., --_ _ -- � .✓ -- 3`� "- — �_:� - ~; 3S 4 ��, .: --- �y. _ �'�•;�__,... y . �� 1 -�:�'� ' _ \.�_� :e . . . ` � � _ .:�. .. . � ., �. �� . .:,_ . �.' :_ .,�. , �-. �._ � . ^��.�% .' - .-.. _ _ � _ - � t� 'd' F oit ��.- . � ` � � � r �'_' - . .' d ,�\ . - _ �__ ' ' `' _ - �` �\� ' s �f y_' L �. �.Y� � \ � - _ � v ��{7 {' � _ _ -- ' .. .t� i /'':. 4 �i � � ._ � , ``C7—. ___ �J.0 — �� : -- ' . . .._ i '_, �1' -. �s.� �� .-�~�\ . 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'. � �� - _ . - S` _, , �o.`, ..� _ e�a�: r, �� -----� - � �._� : � c+�' �.' _ --- \' '" ,_ .�.,, _ - ' . � `� - �,'�l- T ��=� , _�4 ° , ^ � �. �• Cp �, `\ `� � - ' � � S �• � 1_�y--_- K_r.c co�nrv \_ ., �• P:EHCE COUNTY WESTERN � �;�, � KING COUNTY ` �� ---�_ = - S.s , �r= s. � �� .. o 25-Year 24-Hour � � � � 4.s .` Precipitation `'� � �, ;�; __.,,� ' in Inches � 2 4Miles `�' �•� o �- ��;� � �. 9/1/98 1998 5urface Water Desi�n�Ianual II 3-16 � - J �.�.1 R.aTIO\.-�L,�IETHOD FIGURE 3.2.1.D 100-YEAR 24-HOUR ISOPLITVIALS 3 (3 O� — — --�� N 1 O F COUNTY ��_ `� a_ -. �:[_�_ �_�_ _�_ _� �_ N COUNT`! �, Ili �3 -- " = .t -- / . �� E � - �\= �� I u?6. _ � `�jF 3s - �k __ �I � . _ �?y'-8 � ' --- _ - ' _ � gQ " ' _ � ' ,° \\ 4>. ��, , 7 '-� � _. ,, �. - __ . ��,----,, _ ' 42 - �Y-�,. ' ` - � :;-�- t`-"�- ' ». 4 3 �� t : � �_� .� `° .� - � ` �_.E„��- ;` ' '.f.� : �+ \ JT v - - _ �� - �\ � ...� -- ''v � � �t3� ; _ �_ _ % �' �' ,�,., ` — .•:� . . _ _ -4' ; , �, . _ � _ .� . , :�:- : ' r�,�- _ � / _. =;" . ` ��`,-� , _. - . . �_.. 6� . .:' . , : _ � . . _ 1 - - \ ; . ..1 ' , __.._._ .�.. � � -- - - ;'.u ro. , . . . f-. _ _.. _._ � �V`�� `.,`� „�.. a„�T..� _ J �m~� � \ . r- � . � `r ».� . `� t__'_ �S� - , � � � -- — _ m �;�Z" ._ i - s _ . , � . _ , _ .:,� . _. � � ;-, . .� _.� _ �., -_ : ._. __ , . . -- , __. _.__.-- —.— - , _ } ��-f;-- � _ r _� 1 � , , �c , _ _ ..� "'� � � YMgrc 4a . v" ---- ._ r� � . - ��"' — .., - � �� . .. . .y. : �- --- ,_..: .,. ... , . ._, . . .� � ' --_, ...- :'� \ • " ' '. ..�.�,. �. <` � . ._v �cos.. �.. __, : , _.. ... '. '�.� Q1 � _ � b\ .� � •` , ' .- . .i > � . .: . . � .. �- - - � 0 _._ : c.--. � _„ :� •� ,..� � � �� ..� ,; � �� , m-.. v_:� �c ,� \� _�:� ` _ _ .� � �_ __�_ Kt G COUNTY �- _—PIE GE�OVNTY WESTERN � `� � a'��`, "' �� 6,5 KING COUNTY y��---- �- s.o o , N �' ��y' -- . 5.5 100-Year 24-Hour ' � `� �., �� o�• o� ^ Precipitation °`� � � `-1 '�f~` '� i---.,'��--' � � 0 2 '�Miles �• �� L,} in Inches � �• 1998 Surface«'ater Desi�n Vla.nual 9/1l98 3-17 � _ _ A PORTION OF SE 1/4,SEC 3,TWP 23 N, RGE 5 E,W.M., KING COUNTY,WASHINGTON "°"°"` °" �P�1 n r�.-� �'P�}J-J ;:�;, �, Y, _ .��„�' , "' � �\�� C.B. /1 TYPE 1 dg'� -'rRU CJRB IYLET ,t�.� �, �.�.�� /''� -�S'A.2t+99D3. 10.5a'Li, 1_ ROnp vARIANLE NOTES: / � 2�LF. 1Y� S.D. SEE SHEET PN-O7 �1 . "fl' � ' � �t� ,a.�� INiERSEC�lOV IVP�QVEM�I.TS Q��O AO O\ PPOPOSED 10'SEwER EASErENT ,�tld;,' •:� ;: BY O7HE45 a+�a-�= 1. ALCO70iNC TO ROAD VMNNCE'01V0076,THE�NTEPoOR Ot� O 1 C.B. /5 TYPE 1-THRU CURB INLEf `y`y f `^'"'�""" LOOP ROAD M7EM CONNECiEO TO THE CUI-DE-SAC WCL �! !J. �O, / �ff �'X �ra STA 2a+99.32. 11.54'RT. ' VERNR EMERCENCY YEHICLES TO REAOLY TURN MOUND. T4E `Ci `C' no amer / � r BC-i00T DIAMETER BULB�T 7HE END OF TME 675-�00T !: DA1'UCM i.E. � a�8.17 5EE SHEEf ' e ,;.�. .�- - 5 C.6/Y�,TYPE i ��C. � C:JI-DE-SAC AL50 WILL PROMDE A NRNMOUND. � ✓ PN-01 �� SEE SHEET 1! (� '('' 8. 7C..7YPE I.OVERROW ':,'� � Y Rk�Y 2. ACCOROMG TO ftOAD VARIANCE LOCV0115.THE AVNLABLE \-�• /� � e �'`�'�p W CRATED LOCKINC LIO 6 / � � OETEMiON/WATER � 53p FEcT OF ENTERING SIGHT D�,STAHCE(E50)WILL BE SAFE ��•� ~��t59'S9'31'�� ' i ��,� ,,,///�?- �� a�wn FACILrtY. � : � � Av0 SUFFICIENT CNEN TME JPHILL��UOE APPROACHING THE � � �/�\ SEE SHEEf L RIP RAP TO 9E iNSTALLED BY O7HER5 / � ��AT ENTR/l.ICE INTERSECTION FROM SR970 AYD THE REDI/CED �> �� ^ �'�� DUPoNG SR-900 INPROVENJlTS �f /� � � PN-01. 6 SCALE:1"= 50' F�.�s,'mE...�.°��',t' VEMCLE SPEEDS. THE ESD OF 590 fEEf CORRESPOrvDS TO� / � /,,/'�j�f�-.!`l � /oju� SPEED O:42 NiH,WMiCN IS SL1GrIT�Y LOWER'HnN THE i ./'yy/%J 1� I�I� � � POT MOIE TO VER4Y WATER UNE LOCA710N �(.J / /lt�I I � ' DESiGN SPEED Of a5. 7ME ESD N50 wEETS'NE �ROPOSEO pr��pp 70 C.B.1`ISTIIIUTION � �`'/ j/// I - so' zs' o so' ioo' �,�� SiPNdVt05 FCN THE UPQ�TEO 2001 KCRS OF 5B��EET:OR A . ' ,�i /��y!/// � � I ' - '. DE9GN SPEED OL�5 YGN. 14PEFNOUS ROCK BERN W 3:1 SiDE Sl0?ES ' � r`- Y ��/ I II �r^ CONTOUR INTERVAL= 2' TOP ELEV.=a5}.50.TO BE INSTALLD BT OTMERS ..,,.bi� ��/� � t I I I -� CENERAL NOTE: WPoNG SR 90C INPRWEMENTS. ^ '��//� ��/� � I.'I t�t��I y l � Z: 1. THERE SFULL BE NO DIRECT ACCE55 TO OR fROM SR900 1 Ys I E.=�5�.14 W/TRASi RACN � 4 f ,�/� � ;/ "t � •:�.". ��I II I 4 - r AND taBTH�VENUE SE FRON THOSE LO75 wHICH ME AD.I�CENi CEMER OF , r f �,/ - / / ' �: `- I�III I�� n� �� i 1s F. t7o 57.00.50R - \� _ _\\ ��a II I � TO THESE STREEfS. O�TpI ,� ,�C � �� I / II I I I 0 BE NSTPLI D 3Y�-HERS ` ry 2.THE MAJLIYUY IYPERVqUS MEA PER LOT 5 2.750$IXlA4E ��RIVG SR 9��',N�4TEM=NTS ��/A J �'1' / -`l�-S ` ��1 I�� I I FEEf. POT yOIE'0 YER.0 wATER_IVE LOCATqN ... �/ � ..\' �r /��1 f"'I I � C8 PRIOR TO N.H. iNSTl�LA ON . . / ' � � 6 �. /l�IylE��fl II C.B./25,T`PE �. 6 Y - /,ii ' i $ � ' � I . 3. LOIS jS 4/s ROOf ppNN SPOUIS WILL BE RELFASED %�. i/ : �;� I � � - DIRECTIY IMO POND. �j 't I I I' I POND INLLT " C.e.�7B.,�E�I-7Y. L•� ' C'�C I I �' I I a.Wp00 F:NCE IN TRACT'C 6 7O BE NNNTAWED B�'TME STA 73+69.t1.J3.3a' R7. t�'SEWEft COWNSPOUT � ��V II SEE SMEET PN-Ol 3 - FLO'M SP�IiTER.$EE DETAIL '�:1!•� / I .. � ElSEMENT $TU Ui SEE:� II',��z�� IjI II I I o {� HONEOWNEP'S ASSOCWTION. SHEEf 70 ,.Y�� './-�c. �i ME °Y-Ol, ��I I� 'n I III�I I l PONO INLEf s d � ' Y� � ' Y 90 LF. SEE SHEET PN-01 - { m 5. PROVIDE SPECV�L INSPELTIONS Bf A � '- f Y� 5.0. � ��40 LT., 6 - J F GEOiECHNICAL ENGINEER OR ENGINEERMC CEOLOLISi ��8./� TYPE n-lg'� % � � � IS�� S D� ��1( / � � ; � o E OF THE DETENTION POND IN OROER TO VERIfY TMAT STA. 72+87.26, 11.79'L7 � \ O�1.13R 24� S-�� f ' O - �PROPOSED 10 � � " < V THE CUT SlOPES WI�L 8E ST!.BIE,TriAT TME NTS 7��F 1�� 5 0. r�8/ �� ' �PRNATt � _ I i� L.B. /IR 7YPE II-54� W/STPNO PIPE m ; _ 361iN0 THE PROPOSED�70CKERIES ME STABLE.ANO / , %� �� bRNNACE FASEM l. �s " - � Y. �R�� THAT THE BER4 BET'NEEN CELLS 1 k 2 I$ C.B. IB TYPE II i�� S /. � �` �" �' =`� _ - �0 ILL � � M 3 DOWNSPOUT � ��NSTRl1CTED IN ACCCRMHCE WITH SEC"ION STA.27+82.BB. I1__9'4' j / i I17 LF. �l�y� X35 U _ 6a12.,WETP'OND DESIGN CRiTE�/�Of TME KiNG �� Y� S.D.�i(��(]�• -f- C.9./3 ,1YPE li-5a'� Rfj10vE 5TAN0 P1PE STUB FWm° E '�E- SB.00 �✓/ . Q �f\ \`__ � f ANO SPILL COMROL H _ �ERT�FN'ATION OFE Nl MPROVltiS SFNLLLBE GNEN 96�F IS'• PVC/ �:/�l' ` � •'%�. 3 \��O pG��'�•-�� . ��.� 5 STA 25�60.09. 17.30'LT. �o L` ELEVATIONS u "�ME KING COUNTY SITE�MS�ECTOR. O S:O.SOS� �ec 8 S 9' � 21�� 5 D f L0T/ E. '�OT/ I.E. ; • PROPOSEO 10' PRNAT[ %�ry � l � � 1 155.5 19 457.8 ; '� � i� �-a � � C.B.�6-.TYPE II a8's 7ROPOSEO 10'�WJNAGE �o; 6. TRANSRION ROLLED CVRB TO VERTICAL DRAINAGE ElSEMENT � ��1} �� p. 3 CURB AT THRV-C'JRB INLETS. - � � �`T� lJ-�� . SA 2�+}5 29, 11 J9' /T� � ,JI I ' EASEMEhT 2 IS7.B 20 458.5 / 15�L F. . � � �t IS' CLEAN OUT /� �'� .. 7 19'� SD. :a4 , � C.B./17.ttPE I 3 a5].5 21 459.8 i ftiN=462.00 ' '.� / f� � a \� '•."` C - - ' STA 26+1688. 12.22'LT � a aa7.2 22 458.1 � D, �' 111 l.F ' CB/2tB.TYPE I SOJO U ---'-� 5 a�7.2 23 a57.3 iE-e5S.57 '5 �� / s ... . ... � '�n� 15'� S �j S.A 2�i0s.ga. 9�2' RT. # r I �' 85 L.f. 1Y� 5.�. . ) 150L� 15'e� . /� ' t g SEE SNEET 1♦ 6 1l7.5 2a 155 a o s-a soz / t 1 �� 96 _ za�.� iz•. s� i s, � { � ea/iva me i � l aa9.5 25 45<.p !�/�� \ '�OPOSED \ 9 tikpp C.&/2M.7YPE N -16�-SOliO.D/� '�., �/J oi � I i PROPOSED � 10 WATE3 5TA 17+90.65, B.b9'ftT. 41 .'� .'�,:'� 10'SEWER � EASE!/ENT � 1 ! � �`•� . � _. � � 8 �51.5 26 153.5 � F�lSEMENT �4 � ROPOSEO .tb8 L F. 15"s S.D. �-&��•�E� "J U �1 I a C.&/15,tt�E 'NRU CJ38 NLET: � Hz ':/ ':I I i¢ 'I I I 9 lSl.� 27 156.6 Fi5' ORaw�CE STA.26a99.75, 12.22'LT �I 3 STA. <C�<5.«. 11.5a'f(�. � . - 'I i ... , I � /E0.SEMEN- �_.. ' �33 'o ..� 1 D a5}.6 28 �58.3 I � \ � / 1 --�`�- ' J, C.B./20.TYP[I ' {' . � ' , -. \ � T SEE SHEET I♦ � II a55.5 29 a59.5 y' 2a l.F. tj'� 5.0. I � 162 lF IB'� 5 . Q INT'% SfA i7+57.16.S.E. 11'T1 STREET -L y � Z C& IB�.7WE I � 12 a55.5 30 �'a.� ;,�y� '��I\�, N . t / �jz(„ , = STA 31t1$50 :I.TURE PVBLIC ROAD ' L N f II / �' YARO ORAIN/I � .. �.'A ^.; '' � 3t _' 1-' J III STA 26+99.98. 72.22'LT 13 154.0 31 �52.9 fiIN=152.07 � �i� 1��'r � i y� ^ ..�.j � SEE SHEET 1{FOR FROHTAGE C e. /9A.ttPE ii-ae"� � I I � � j 1 '.. I I� aT t a 155.1 32 45a.o I_ <59.18 'S"• 170Lf 15�� PVC '� \ 23 lF fY�S.D. 5 A. 2�a�.99. I1.}S' LT ' . r - qIPFOVEYEM PUN AND�ROFRE IS �55.6 33 �52.9 O 5�0.50� I qg qqyP VERI � LSZ r I � Z �C.B.�I6 TtFE I TiRU CJRB�NLET ' I � NL SHEEf 16 S.�.��1 1 1 TH REET�' 16 157.5 3� �6B.3 a �STn. 2G-�a.5�. ��a• i :�. I S�yl , • �• ,� -('�R. / k�x' t7 16t.0 35 �50.0 ` � C.B./12.TYPE I��-45s-SO110 L1D 3s I : . .� - : .F:: `._ . +. , ' _ _. : ..;� e� � s � ... C.& 21.7WE 1 19 a59.J 36 �51.0 z W o �_ � Y 5?A It�B1.52. 18.�8' LT. . - � _ ... Trt r� �ro 15� "' � `�; SEE SHEET 11 - _.- ' ` r _ ' .� . _�:._ -. �_v - '�-�- y. r.- � _ r + C7 CJRB RANP PEP ' :"- � . O ._.�. .._. .- .__ �.� - -- -- --� s_ '=-. TYPIGI ROAD SECTqN (J� � Z .. ' DETaL SHEEi 17 . ... . � � � a3B- _-+ 1 . •�V''� -___ '.� '.. �..:.' _. ' S�HREET�1}�(TYP W � 11�L.F. 16� S.D. "' � I ��, •/ Cfl /10.1"PE I TMRII CURB INIET ��Z_ � � � i � , �.' i ;'�` ]�Lt.-� 63 1 LT. \ � � INT'X STA 16a70.8B.S.E. 171TM 5TR"cET � � '� �� ,� � ,a� s.o. � � � v - O _, sra i 3 s �s. L.B. /1},Typ'c�L �: . - ,y SfA 5}i3656 1aBTH�vE. SE SiA 10f99.45, n�2' RT ,� �; I '. .� � ' �S ' _ �..cZ�- 1 28 �; . . .. = O 23 l F. t7r S.D. ,. �� 'Jn ..I i� Cy, �NT'x STA. 15+12.}7.SE '1 t'H 57REEf � ,� � ; . ` 27&�. 2 m 5 D : LLJ ,-'�?X - 1 . II � STA 28+ZO.OB, la7rH P4 S.E. (n W N i� ' � �. _ I �C. �11.TVPE 1 -THpU CUkB INLEf 1 � . J Y- ..STA_ tJ�7553 tl 5!'RT ' -- / ...� � Z um awN�2 ' I I I / �1 _ o I _.- __ ` �_ MAILBOX LOCATIONS � R:Y=1fia.E0 I '° 1 f- : �� - - `• - L- -� ._y ,' I .-,W J �c.e./n.trae� ¢ ��. ........ ' �`��6 \ .'�.,� ' SEE SH=ET 14 SA LOTS SERvEJ �E=a598_' 15� ` I -�i p I � f o _ O Q ' ��'� ! � �Tt 5"A�Oi S:�E 18,..P1 . �J 20�a0}5. 'a.as.i. 11-.t Z Q C.B.�1M. 'vPE i ' ,-_._I � � / ' � 23�N.46. '4.D9 LT 1 1�. J5. k 3fi � Sril 10+99�5 1.22'Li r� ; \ I 5 LF. 1�o 5.0. :�'i' ScE SWALE OETNL ,��PRO?05�0 '0' �RNATE ._..---�-� � � �� 2 O 5'aB�R SN E E7 t 7. 27+p8.58. ta.08 LT. 1.2.h 25-}a 1tp L�. 1Yo 5.0. � � o p � j , o DRnIwWE F1�5_NEUT '30 L�. 15'e PVCO Sm0.50S I I I � \ �- r s: I ' IE-15713 (15)w/TRA$H RACK��';",� � ., � I j � � �. j ? 57 MF.T�I�SI� '. ;` OTES: �ROPOSED 10'PRNATE � � �.,� � t �'� �' , �-.., _ � NG CRAOE �" MAI 3CXE5 AFE'� 3c A 12 JNIT � M �RJJNACE EASENENj._... - I I _ � 1 � ' '� : W C'.l;STER 80X UV.iS. ..r I. C.B./26. Solq UD C.B. 1�B. TVPE i 1� �-`-'':�' . '� � . `�1.._ STA. 13t57.59.8.8'FT. STA 9+66.11,s0.36'lT. _ �-�: :T ' 10>L.r'. i 5'r S.D. � ..,. . � � � .-, � vMD DRNN ] .. . . q�. � - C.B./27A.T'PE 1 -i0'_ID UD $ - i RiV=a6�.37/ �: x, r4E � ; I^ 'nA 30+Oa_95. IO.a9'RT. U iE-<60.ae tY� 4 � _ � �28 L.F, lY� 5.�. JOVfT USE OFNEWAY .:k , I , -� V 1�=�SC.<8 IS�� M�iM THILKENEO EOGE,_. l� ',�7 I .� , �� .F. �Yr s.o. S�E OEfNI SMEET I J ;'?+ .8 . �� ,�. �-� C.B./278.TYPE I I . x �� 'a � _ . _ �� S7A.JOtOJ.97 20.7}•�i. ,oe tio - - O S�p,50S 'I �� 5 l.F, 150 $.D. - PRCPOSED �� '. ��•_ J I `. C.B.IZS.71'PE o -t8'a-S�UD UD � �.��E'c C'WATER SiA 12+51.63,9.78'�- ocs�cwcn ar: �EASENENT _ - -- �- 66--- .� __ ' s .E iT� s.o. __g KING COUNTY D.D.E.S. cw�w�a.: u I i7ClE/u+OUT � va0PC5ED� �, _ w, . «. c 1. o-c«co a.- WN=a67.75 I 10'SEWER C.B. /98 7YPE I iE=s67.00 IY� E/�y�M S7A t2+a7.70. II.3Z'RT I � • ro•�., c.b�surFo- wTE: nre/o.l � �� Smer e�•o�etw� ol�e �c� 761F IYa PV� � Q, T'%STA. 1t+Jl.al.S.E. I 1TH STREEf � �_ G12Nbt4pDq�B�lar�YauOq � O 5=0.SOS � oMiOauEKr EnGmEfP � TARD ORAIN � PROPOSEO� � 5 0. 20+00.00. .. i>C1H P�. SD-01 RW-463.36 f '�' 1-800-424-5555 SEE SWA�E VnTM i0' SEWER C.B. /ISC. IYPE i Q7 ��O'�v°"'�L°"�'�> c,m„�„�y. "ARD DRA',N OE'NL. iE=a61.36 I Y� EASENENT STA.9+a6.6a. 1.27'RT. �•��•�WN 8 �r�$s�ccrs <FE_T 17. a8 L.F, 1Yo S.D. � Aster Park 1062-001-003 Storm Drainage Basins Impervious Impervious Grass Grass C.B. s acres s acres 3 865 0.02 0 0.00 4 7,001 0.16 10,467 0.24 5 16,051 0.37 19,920 0.46 6 10,047 0.23 12,501 0.29 7 9,605 0.22 13,241 0.30 8 1,347 0.03 3,641 0.08 9A 0 0.00 10,538 0.24 9B 1,414 0.03 0 0.00 10 13,096 0.30 12,937 0.30 11 18,633 0.43 21,798 0.50 13 11,662 0.27 14,418 0.33 14A 12,168 0.28 13,685 0.31 14B 6,894 0.16 8,638 0.20 14C 9,833 0.23 12,316 0.28 15 2,694 0.06 0 0.00 16 11,246 0.26 12,138 0.28 17 1,017 0.02 11 ,208 0.26 18A 6,904 0.16 8,591 0.20 18B 1,438 0.03 0 0.00 Rational Method Convevance Analysis Project Name: Aster park Page � Project Number: 994-001-003 of 1 Storm Event: 100-yr/24-hr Sheet Description: On-site Storm By RCL Storm Intensity: 4.02 in/hr Date 11/4/2004 Pipe Segment ir IR Total Contributing Impervious Runoff Time of Rainfall Rainfall Incremental Tributary Mannings Pipe Pipe Pipe %of From To Area Percentage Coefficient Conc. Intensity Intensity Flow Flow Coef. Dia. Slope Capacity Capacity Ce# CB# (ac.) (%) (min.) (inlhr) (in/hr) (cfs) (cfs) (in) (%) (cfs) (%) 14C 146 0.51 45% 0.54 6.3 0.82 3.29 0.91 0.91 0.013 12 1.67 4.62 20% 14B 13 0.36 44°/a 0.54 6.3 0.82 3.29 0.63 1.55 0.013 12 1.44 4.29 36% 14A 13 0.59 47% 0.56 6.3 0.82 3.29 1.08 1.08 0.013 12 2.30 5.42 20% 13 12 0.60 45% 0.54 6.3 0.82 3.29 1.07 3.70 0.013, 18 2.30 15.97 23% 16 15 0.54 48% 0.56 6.3 0.82 3.29 1.00 1.00 0.013 12 1.00 3.57 28% 15 12 0.06 100°/u 0.90 6.3 0.82 3.29 0.18 1.18 0.013 12 1.00 3.57 33% 1'l 9A 0.00 0% 0.00 6.3 0.82 3.29 0.00 4.87 0.013 18 3.33 19.22 25% 96 9A 0.03 100% 0.90 6.3 0.82 3.29 0.09 0.09 0.013 24 9.17 68.69 0% 11 10 0.93 46% 0.55 6.3 0.82 3.29 1.68 1.68 0.013 12 0.50 2.53 67% 10 9A 0.60 50% 0.58 6.3 0.82 3.29 1.14 2.82 0.013 12 1.85 4.86 57.94% 9A 8 0.24 0% 0.25 6.3 0.82 3.29 0.20 7.97 0.013 18 0.50 7.45 107% 8 7 0.11 27% 0.43 6.3 0.82 3.29 0.15 8.13 0.013 18 0.52 7.60 107% 76 7 flow splitter 0.11 0.11 0.013 12 7 6 0.52 42% 0.52 6.3 0.82 3.29 0.89 9.13 0.013 18 1.12 11.15 82% 6 4 0.52 44% 0.54 6.3 0.82 3.29 0.92 10.05 0.013 24 0.50 16.04 62.65% 5 4 0.83 45% 0.54 6.3 0.82 3.29 1.48 1.48 0.013 12 0.50 2.53 58.66°/a 4 3 0.40 40% 0.51 6.3 0.82 3,29 0.67 12.20 0.013 24 0.50 16.04 76.08% Rational Method Convevance Analvsis Project Name: Aster park Page � Project Number: 994-OD1-003 of 1 Storm Event: 100-yr/24-hr Sheet Description: On-site Storm By RCL Storm Intensity: 4.02 in/hr Date 11/4/2004 Pipe Segment ir IR Total Contributing Impervious Runoff Time of Rainfall Rainfall Incremental Tributary Mannings Pipe Pipe Pipe %of From To Area Percentage Coefficient Conc. Intensity Intensity Flow Flow Coef. Dia. Slope Capacity Capacity CB# CB# (ac.) (%) (min.) (in/hr) (in/hr) (cfs) (cfs) (in) (%) (cfs) (%) 18B 18A 0.03 100% 0.90 6.3 0.82 3.29 0.09 0.09 0.013 12 0.21 1.64 5.43% 18A 17 0.36 44% 0.54 6.3 0.82 3.29 0.63 0.72 0.013 12 3.51 6.69 10.81% 17 3 0.28 7% 0.30 6.3 0.82 3.29 0.27 1.00 0.013 12 4.03 7.17 13.89% 3 Pond 0.02 100% 0.90 6.3 0.82 3.29 0.06 13.26 0.013 24 8.10 64.56 20.54% 22 21 0.05 100% 0.9 6.3 0.82 3.29 0.15 0.15 0.01 12.00 0.88 3.35 4.42% 21 20 0.05 100% 0.9 6.3 0.82 3.29 0.15 0.30 0.01 12.00 1.25 3.99 7.41% 20 19b 0.08 100% 0.9 6.3 0.82 3.29 0.24 0.53 0.01 12.00 5.30 8.22 6.48% 19b 19 0.00 100% 0 6.3 0.82 3.29 0.00 0.53 0.01 12.00 5.30 8.22 6.48% 19 Pond 0.00 100% 0 6.3 0.82 3.29 0.00 0.53 0.01 12.00 24.92 17.83 2.99% 25 2A 0.14 100% 0.9 6.3 0.82 3.29 0.41 0.41 0.01 12.00 0.51 2.55 16.25% 24 ditch 0.12 100°/a 0.9 6.3 0.82 3.29 0.36 0.77 0.01 12.00 0.51 2.55 30.18% se: 28 27 3.84 x 0.37 16.0 0.46 0.00 0.00 0.00 0.013 12 x #VALUE! #VALUE! 27 26 0.43 x 0.52 6.3 0.82 3.29 0.74 0.74 0.013 12 x #VALUE! #VALUEI 26 25 0.00 x 0.00 6.3 0.82 3.29 0.00 0.74 0.013 12 x #VALUEI #VALUE! 25 24A 0.00 x 0.00 6.3 0.82 3.29 0.00 0.74 0.013 12 x #VALUE! #VALUE! 24A 246 0.00 x 0.00 6.3 0.82 3.29 0.00 0.74 0.013 12 x #VALUE! #VALUEI 24B out 0.00 x 0.00 6.3 0.82 3.29 0.00 0.74 0.013 12 x #VALUE! #VALUE! sw: ? ? 1.75 x 0.52 6.3 0.82 3.29 2.99 2.99 0.013 12 x #VALUE! #VALUE! w: 7 ? 0.95 22°/a 0.54 6.3 0.82 3.29 1.69 1.69 0.013 12 X #VALUEI #VALUE! q Rational Method Convevance Analvsis Project Name: Aster park Page � Project Number: 994-001-003 of 1 Storm Event: 100-yr/24-hr Sheet Description: On-site Storm By RCL Storm Intensity: 4.02 in/hr Date 11/4/2004 Pipe Segment ir IR Total Contributing Impervious Runoff Time of Rainfall Rainfall Incremental Tributary Mannings Pipe Pipe Pipe %of From To Area Percentage Coefficient Conc. Intensity Intensity Flow Flow Coef. Dia. Slope Capacity Capacity CB# CB# (ac.) (°/a) (min.) (in/hr) (in/hr) (cfs) (cfs) (in) (%) (cfs) (%) Lots 26-29: ? ? 0.12 25% 0.41 6.3 0.82 3.29 0.16 0.16 0.013 12 x #VALUE! #VALUE! New Culvert 148th: 1 2 x 0.0 #DIV/O! 3.29 0.00 0.00 0.013 12 x #VALUE! #VALUEf 4 1 0.08 100% 0.90 6.3 0.80 3.29 0.24 0.24 0.013 12 x #VALUE! #VALUEI 5 4 0.20 100% 0.90 6.3 0.80 3.29 0.59 0.83 0.013 12 x #VALUEI #VALUE! access culvert � ? ? 0.54 66% 0.68 G.3 0.82 3.29 1.21 1.21 0.013 12 x #VALUE! #VALUE! I . I --- __ _ I DATA FILE UTILITIES PROJECT: �w�-+r ��-✓k PAGE � OF -�� PIPE DATA FILE NP��iE �fJ L� `-' 1 rI� . BT'�P ROUND/ARCH PIPE INPUT CODING II�?FORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARC� (N�Vd GEOriETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAI, CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEG+T) 4 - CMP ARCH (OLB GEOb1ETRY) 8 - ROJND (user sets r�-fac) AT2CH PIPL CODING - EQUIVP.LEIQT RQU:VD SIZE :�IUST BE �NPU'I'TE�7 P3R rOLLOL�iING TABL�: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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 �7" INLET TYPE CODING: 1 - CMP/PROJ. � - CP SOCKET/PROJ 7 - CN1AP/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) � I- �on �� -��o� = l3 . �-�c-� E�E� = 44-g.Sf� -PN p � # LE'_QGTH(ft) DIA(in) PI?E-TYPE OUTLET-IE INLET-IE ILJLET-TYPE � �_ � `1' �— 4�rQ�� ¢6��1 � KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO i ,J� 3 �Sz.�t � �`�,7q `�, s �,�_ �� .�a # LENGTH(ft) DIa(�:1) ?I?E-TYPE OUTLE^_-I3 INLET-I= II�?LET-TYPE Z 6E ui � 4�d.a q ��f6. � 3 S x� = � _ `�s = c = `� _ � CVER�LO�d-L�:J B:Ni�-P_Ni�`L�(deg) 5T�JCT.DIA;�^1iDTH(L"�) Q-R�ii�0 2 i I S 4sZ.o 5� 39-. 7� �. o � ��, os �� January 1, 1999 �� KCBW Documentation 6-15 - SECTION G PROJECT: I�=��,r P�.t,,v k PAGE 2 OF � ! "1 PIPE DATA FILE NAME PiU D — �� .BWP � LENGTH(ft) D=A(in} P�P�-'�'`�"�J OUT=E^_-IE __;ET-IE =i��T-TY?�, � 7C� � T 4'�'. b.3 ��,�1� � KE = K = M = C = Y = / OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO �j a 2 ro gsz. 78 .Z� 3 � 4, O D, I D - °�, l 3 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 1 � .�� _� ��f', `!:� ��`, , c� 7 S� KE = K = M = C = Y = 7' OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � , � D �357. DZ 8 8�I S 4, t� v. I �, I 3 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � Z �- !�' �_ 4�tS? S7 44g.�! ,, KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO O,IS � �s7,oz 3 7,6 I 4� 0 v.o Z �, �� LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � 16z !8 �_ �-��.��I 4�s� S KE = K = M = C = Y = 9/� OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft} Q-RATIO � �J '�' 4s6�74 �8.� � �.a o. 6� �. g�7 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE �7 �S t a ( ��q• S 7 �;�.3 0 �; Kr = K = M = C = Y = I Z OV=R�LO��i-ELEV B�I�-�.NGLE(ceg} ST�JC i.D�A/"v�T�D�'ii(f�) Q-�.tiTIO � , ��' �5�7. �� 6�. �� 4.O � � ��Z- 3.70 . ' �y 6-16 �'�� KCBW Documentation ,Ianuary 1, 1999 SECTION 6 I . PROJECT: �s � �Q'�"� PAGE � OF � I PIPE DATA FILE NAME P�u � - 14� .BwP IZ # LE'�GTH(ft) DIA(in) PI�E-TYPE OL"I'L�`P-I� IPSL,ET-IE �I�Z�T-^'YPE �, � �7 � �_ ��,3� �s9.30 S KE = K = M = C = Y = �� OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIIITH(ft) Q-RATIO 2 .�j 4�R.5 7 8,31 z , ! � I,� l, s� # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-I� I:�T ET-TYPE a ��o � ! �s y.�v ��1 �� s xE = x = rz = c = Y = OVERFLOW-ELEV i3END-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO 0,6 3 �tb�. �.� q0� �1q z . � � o.6 0.u � ' 1.� � # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � � 8 I Z I 4s�.�s �s�qs � , , KE = K = M = C = Y = � ,�� 0`JERFLOW-ELEV 3E�"D-PL�GLE{deg) STRUC�.DIA/L�iIDTri(Lt) Q-2ATI0 /-�dJ. �l5 �f Z , ! �7 �j # LENGTH(ft) DIA(i:1� PIPE-TYPE OUTLET-IE INLET-In I:QLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � LENGTH(ft) DIA(in) PIPE-TYPE OUTLLT-I� INLET-IE INLET-TYPE r — � KE = K = M = C = Y = I OV�R�LO�ti'-�LEV BE_'�ID-�tiGL�(dec) STRUCT.D�A/T,�iID`I'H(rt) Q-3AT�0 Iy ` 6-16 �'e� KCB�'V Documentation January 1, 1999 BACKWATER COMPUTER PROGRAid FOR PIP�S Pipe data from file:pnd-14c.bwp Surcharge condition at intermediate junctions Tailwater Elevation:448.5 feet Discharge Range:l3.26 to 13 .26 Step of 1. [cfs] O�rerflow Elevation:460.95 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. l: 94 LF - 24"CP � 6. 69% OUTLET: 440.00 INLET: 446.29 Ii7TYP: 5 JUNC NO. 1: OVERFLOW-EL: 452.93 BEND: 75 DEG DIA/WIDTH: 4.5 Q-RATIO: 0. 09 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 13 .26 2 .91 449.20 * 0 .012 1.32 0.63 8.50 8 .50 2 .49 2 . 91 2 .00 PIPE NO. 2 : 66 LF - 24"CP � 0. 52°s OUTLET: 446.29 INLET: 446.63 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 452.08 BEND: 35 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.21 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 12 .17 3 .00 449.63 * 0.012 1 .26 1.23 2 .91 2 .91 2 .74 3 .00 1.84 PIPE NO. 3 : 70 LF - 24"CP �� 0_50% OUTLET: 446.63 INLET: 446.98 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 452.78 BEND: 24 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0 .10 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 10.05 2.77 449.75 * 0.012 1.14 1.10 3.00 3 .00 2 .77 2 .69 1.37 PIPE NO. 4 : 154 LF - 18"CP Q 1.23% OUTLET: 446.98 INLET: 448.87 INTYP: 5 JUNC NO. 4 : OVERFLOW-EL: 457.02 BEND: 88 DEG DIA/WIDTH: 4.0 Q-RATIO: 0 .12 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE FIWO HWI I ******************************************************************************* 9.14 2 .63 451.50 * 0.012 1.17 0.95 2 .77 2.77 1.88 2 .63 2 .18 PIPE NO. 5 : 24 LF - 18"CP @ 0.50� OL7TLET: 448.87 INLET: 448.99 INTYP: 5 ' JUNC NO. 5: OVERFLOW-EL: 457.02 BEND: 38 DEG DIA/WIDTH: 4 ..0 Q-RATIO: 0 .02 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******�****�******************************************************************* 8.16 2.91 451.90 * 0.012 l. 11 1.25 2.63 2.63 2 .63 2 .91 1 .63 �f � � _ � PIPE NO. 6: 162 LF - 18"CP Q 0.36� OUTLET: 448.99 INLET: 449.57 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 456.74 BEND: 79 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.64 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********************************�********************************************* 8.00 3 .66 453.23 * 0.012 1.10 1.50 2 .91 2 .91 3.13 3 .66 1.87 PIPE N0. 7: 75 LF - 18"CP � 3 .64% OUTLET: 449.57 INLET: 452 .30 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 457.41 BEND: 70 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.32 �iQ(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI I ******************************************************************************* 4 .88 1.36 453.66 * 0.012 0.85 0.49 3 .66 3 .66 1.00 1.36 1.25 PIPE NO. 8: 87 LF - 18"CP @ 2 .30� OUTLET: 452.30 INLET: 454.30 INTYP: 5 NNC NO. 8: OVERFLOW-EL: 458.57 BEND: 8 DEG DIA/WIDTH: 2 .2 Q-RATIO: 1.39 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* ' 3 .70 1.03 455.33 * 0.012 0.74 0.48 1.36 1.36 0.74 ***** 1.03 PIPE NO. 9: 140 LF - 12"CP (� 1.68� OUTLET: 454.80 INLET: 457.15 INTYP: 5 JUNC NO. 9: OVERFLOW-EL: 460.15 BEND: 90 DEG DIA/WIDTH: 2.2 Q-RATIO: 0.69 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* I 1.55 0.78 457.93 * 0.012 0.53 0.39 0.53 0.53 0.53 ***** 0.78 PIPE NO.10: 48 LF - 12"CP @ 1.67� OUTLET: 457.15 INLET: 457.95 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.91 0.54 458.49 * 0.012 0.41 0.30 0.78 0.78 0.41 ***** 0. 54 DATA FILE UTILITIES � PROJECT: /�}-.;.�2✓ p�t,v�t PAGE ` OF I 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/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 - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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/HDWALL S - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS N0.5) � � ,ovy►. -F�� = I.o� ��ti = �s�.33 II # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � � 3 � �_ 4s 4 �v 45�s.Z v SS KE = K = M = C = Y = 1�� OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO ��d. S7 -Q- 2 , 1 � -�' # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-'PYPE � - K� = K = P�I = C = Y = OVERrLOta-�LE'�� BEND-P-�NGL�(deg) STRUCT.DIA/WIDTH{ft) Q-2ATI0 1�' January 1. 1999 �� KCBW Documentation 6-1�J • BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:l3-14a.bwp Surcharge condition at intermediate junctions Tailwater Elevation:455.33 feet Discharge Range:1.08 to 1.08 Step of 1. [cfs] Overflow Elevation:458.57 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. 1: 23 LF - 12"CP C� 1.74% OU'PLET: 454.80 INLET: 455.20 INTYP: 5 Q(CFS) HW(FT) IiW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.08 0.60 455.80 * 0.012 0.44 0.32 0.53 0.53 0.44 ***** 0.60 I 'i ' � ' r� � : I I I i � DATA FILE UTILITIES t PROJECT: I�rsT�� p�-"�� PAGE � OF � PIPE DATA FILE NAME L Z - l 6 .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 CI�P (n-fac varies} 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) � ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS N0.5) �,Z lao�� f l�� _ �.l8 ��e� = u5 3. 66 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � Z � � �- ��. SD GE5 3.D�f ,� KE = K = M = C = Y = Is' OVERFLOW-ELEV BEND-ANGL�(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO c9�(S� � �57 0� �1 ,_S�I 2 , l � 4• 18 �,�v # LENGTH(ft) DIA(in) PIPE-Tl PE OrJT�gT-�� IDILET-I� ��.=T-��'�� 2 z� tz J ��, �� >3. � � s K� = K = M = C = Y = I b OVERFLOW-ELEV 3END-ANG�E(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO 4s 7. O� -�' Z ,17 -� �y January 1. 1999 �� KCBW Documentation 6-15 � � _ BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:l2-16.bwp Surcharge condition at intermediate junctions Tailwater Elevation:453 .66 feet Discharge Range:1.18 to 1.18 Step of l. [cfs] Overflow Elevation:457.04 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. 1: 23 LF - 12"CP @ 1.04� OUTLET: 452 .80 INLET: 453.04 INTYP: 5 JUNC NO. l: OVERFLOW-EL: 457.04 BEND: 90 DEG DIA/WIDTH: 2 .2 Q-RATIO: 0.18 I Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.18 0.75 453.79 * 0.012 0.46 0.38 0.86 0.86 0.61 0.75 0.66 PIPE NO. 2 : 24 LF - 12"CP � 1.04� OUTLET: 453.04 INLET: 453.29 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.00 0 .63 453 .92 * 0.012 0 .43 0 .35 0 .75 0 . 75 0.48 0.63 0 .57 � DATA FILE UTILITIES PROJECT: J�S�e� �U-v k PAGE 1 OF I PIPE DATA FILE NAME GI� '- I I .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 - GONC/SMOOTH ARCH (NEW) 4 - CMP r.RCH (OLD GE02dETRY) 8 - ROLTPSJ (use= sets n-Tac) yRCH ?�PE CODING - �QUIVALENT RQL'ND SIZ� MUST 3E INPUTTED P�R FOLLOVIING TABLE: �QU It7-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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" IA?LET 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) q� tv�y,, rG,,.,, _ �.BZ �1-�� r s �,z 3 # LENGTH(ft) DIA{in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE _� �� 8 ! Z �_ ��9,S7 �-s z� 17 � KE = K = M = C = Y = � f� OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � �J!w I 9ss,� �' BR , qq� Z� l7 0- 68 �- db� � # LENGTH(it) �IA(in) ?IPE-TYPE OU_L�T-IE INLET-IE II�TLET-TYPE � 2 Z 3 !Z �_ �Sz, I7 �SZ.Z� S j K� = K = �� = C = `� _ II OVERFLOW-�L�V BEN7-�2vGLE(deg) SiRUCT.DIA/bVIDTH{Lt) Q-RATIO � SS� 3.� ,(� Z . 1 � �� y January 1, 1999 �`�M KCBW Documentation 6-1 rJ - BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:9a-ll.bwp Surcharge condition at intermediate junctions Tailwater Elevation:453 .23 feet I Discharge Range:2 .82 to 2.82 Step of 1. [cfs] Overflow Elevation:455.36 feet Weir:NONE Upstream Velocity:l. feet/sec , PIPE NO. 1: 128 LF - 12"CP Q 2 .03% OUTLET: 449.57 INLET: 452.17 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 455.29 BEND: 90 DEG DIA/WIDTH: 2 .2 Q-RATIO: 0.68 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2 .82 2.10 454.27 * 0.012 0 .73 0.51 3 .66 3 .66 1.75 2.10 1.23 PIPE NO. 2 : 23 LF - 12"CP @ 0.52� OUTLET: 452.17 INLET: 452.29 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI '� ******************************************************************************* 1. 68 2 .12 454 .41 * 0.012 0 .56 0.56 2 .10 2 .10 2 .03 2 .12 0 . 80 � DATA FILE UTILITIES PROJECT: AS '� P�� PAGE 4 OF � PIPE DATA FILE NAME �� ' �� .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 - C'�IP ARCH (OLD GEOMETRY) 8 - ROL� (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE PfIUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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: � - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HIJWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/FIDWALL 9 - CMAP/MITER HDS N0.5) ��s 100�v ��v�✓ — D.Dq EI-ev = 4S3. z3 � # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � I � 1 ?�. 1 Z �_ 4 S 3. c�S `�"3.2. S"" i:E = K = M = C = Y = � (� OVERFLOW-ELEV BEND-ANGLE{deg) STRUCT.DIA/WIDTH(ft) Q-RATIO I F� �s6. �q � 2, l� � # LENGTH(fc) JIA(in) ?IPE-TYP� OUTL�T-�� II�"LET-IE IivLET-TYPE � � KE = K = M = C = Y = I OVERFL06�T-ELEV 3END-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO �y � January 1, 1999 �� KCBW Documentation 6-1 CJ - BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:9a-9b.bwp Surcharge condition at intermediate junctions Tailwater Elevation:453 .23 feet Discharge Range:0.09 to 0 .09 Step of 1. [cfs] Overflow Elevation:456.79 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. l: 24 LF - 12"CP @ 42.67� OUTLET: 443.05 INLET: 453 .29 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* I 0.09 0.13 453 .42 * 0.012 0.13 0.05 10.18 10.18 0.13 ***** 0.05 � DATA FILE UTILITIES PROJECT: ��1' �V p�`�+1 PAGE �_ OF � PIPE DATA FILE NAME � " 7 � .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: II 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) � �RCi3 PIPE CODING - EQUIVALENT �OUNil SIZE MLTST BE INPUT'PED PER :OLLOWING 'PA3Lr,: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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 �7" INLET TYPE CODING: 1 - CMP/PROJ. � - CP SOC"r:�T/?�G� 7 - C:ii�?%2�OJ "�0 - O^riER (SE:� 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) -� tooy�' -��y� � o. �, E,e,, � `��3,0 0 n LEJIGTH(ft) DIA(in) PIPE-TYP� OUTL�T-I� INLET-IE INLET-TYPE � � 2 � I 2 �_ �� ,�� 4 SD. 3 � S� KE = K = M = C = Y = -� i? OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO ,J� L� .� 3. �.5 ;� z. � 7 � # LENGTH(ft) DIA(in) PIPE-TY?E OUTL�T-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERrLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO January 1, 1999 �`� KCBW Documentation 6-1�J � _i BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:7-7b.bwp Surcharge condition at intermediate junctions Tailwater Elevation:453 . feet Discharge Range:0.11 to 0.11 Step of 1. [cfs] Overflow Elevation:453 .75 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. 1: 120 LF - 12"CP � 1.26% OUTLET: 448 .87 INLET: 450 .38 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .11 2 .63 453.01 * 0.012 0 .14 0.11 4 . 13 4 . 13 2 _63 2 .61 0 .16 � I ' ' . � DATA FILE UTILITIES PROJECT: �5�� p��'1 PAGE � OF ,� PIPE DATA FILE NAME 7 C —` � C� .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED MET.AL (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 - EQUIVALENT RQUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS N0.5} � C �c��y� �� = �` 2� El,ev = df�� 7� # LENGTH{ft) DIA(i:n) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � G ! �Z �_ '� 7,L 450� 3 d � KE = K = M = C = Y = I � "7 6 OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO ��3.�5 ,� Z �f � .� # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE } - KE = K = M = C = Y = OVERrLOW-Ei.�EV BEND-ANGLE(deg; ST�JCT.D�:,;�,-DT�I (T�) Q-��_TTO �y I January 1, 1999 �`a� F:CB«'Docu:nei:tation 6-1 rJ BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:7c-7b.bwp Surcharge condition at intermediate junctions Tailwater Elevation:449.75 feet Discharge Range:1.26 to 1.26 Step of 1. [cfs] Overflow Elevation:453 .75 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. 1: 91 LF - 12"CP @ 3 .85� OUTLET: 447.25 INLET: 450 .75 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.26 0.65 451.40 * 0.012 0.48 0.28 2.50 2.50 0.48 ***** 0 .65 � DATA FILE UTILITIES PROJECT: fj-S'I�✓� f��k PAGE � OF � PIPE DATA FILE NAME �' "�S .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.b12) 5 - CMP ARCH (NEW GEOMETRY) 2 - COR.RUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CI�P (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) � ARCH PIPE CODING - EQUIVALENT RQUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/fIDWALL 9 - CMAP/MITER fIDS N0.5) -G� 1�U✓� �'[,�-J - I, �$ E�eu = �4q.6 3 # LENGTH(ft) DIA(i.n) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 1 2 �1 12 ;I `�� 7z �47�1�f � . KE = K = M = C = Y = s OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft} Q-RATIO �52. U� � Z . I 7 � # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 'I . ; - i KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO 1�' January 1, 1999 �� KCBW Documentahon 6-1 'rJ • , �_ BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:4-5.bwp Surcharge condition at intermediate junctions Tailwater Elevation:449.63 feet Discharge Range:1.48 to 1.48 Step of 1. [cfs] Overflow Elevation:452 .08 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. 1: 24 LF - 12"CP � 0.92� OUTLET: 447.72 INLET: 447.94 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.48 1. 80 449.74 * 0.012 0.52 0.45 1.91 1.91 1.73 1. 80 0 .73 I � I ! ; , � { �_� I i I DATA FILE UTILITIES PROJECT: A-S �f p�'-✓k PAGE � OF Z PIPE DATA FILE NAME 3 ""' � �C3 .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 - EQUIVALENT RQUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCK�T/I�WALL 9 - CMAP/MITER HDS N0.5) 3 ��JL rl� _ l�00 ��f _ �4c��L p i # LENGTH(ft) DIA(�n) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � �_ _!� .�— �46,S 1 44�1. �3 S� KE = K = M = C = Y = � � OVERFLOW-ELEV BEND-ANGL�'(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � Z� I ��'. 6�l Z�. ss 2� 17 �� g "� .� L # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � 2 I L ' k 3 �tSZ - S — us i � . � . �l � KE = K = M = C = Y = lg � OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � 6 3 �s�7, 3 Z q l. � 7 z , � 7 �.G a v, oy �y January 1, 1999 �� KCBW Documentation 6-1�J � � $ECTION 6 PROJECT: �-�;r- P�✓�( PAGE _� OF 2- � �� PIPE DATA FILE NAME � —' I�L� .BWP # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 3 Z q- I Z �_ �5 Z, 4- �l�Z.s3 s KE = K = M = C = Y = � o � OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � �S7 3Z d� � , 1 7 -� # LFNGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(degy STRUCT_DIA/WIDTH(ft) Q-RATIO # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE — t KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERFLOW-ELE�7 BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO # LENGTH(ft) DIA(in} plpE-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OV�RFLOW-ELEV 3E_VD-ANGLE(deg) STRL'CT.DIA/WIDTri(�t) Q-R�TIO 1�' 6-16 �`�� KCBW Documentation January 1, 1999 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from fi1e:3-18b.bwp Surcharge condition at intermediate junctions Tailwater Elevation:449.2 feet Discharge Range:l. to 1. Step of l. [cfs] Overflow Elevation:457.32 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. l: 63 LF - 12"CP @ 4.63$ OL7TLET: 446.51 INLET: 449.43 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 454.68 BEND: 26 DEG DIA/WIDTH: 2.2 Q-RATIO: 0.38 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *************************************************************x***************** 1.00 0.56 449.99 * 0.012 0.43 0.24 2 .69 2.69 0.43 ***** 0.56 PIPE NO. 2 : 85 LF - 12"CP Q 3.51� OUTLET: 449.43 INLET: 452.41 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 457.32 BEND: 90 DEG DIA/WIDTH: 2.2 Q-RATIO: 7.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .72 0 .48 452 . 89 * 0.012 0 .36 0 .22 0 .56 0. 56 0 .35 ***** 0 .48 PIPE PdO. 3 : 24 Lr - 12°CP '? 0 .50o OUTLET: 452 .41 INL�T: 452 .53 ITdTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.09 0.36 452 .89 * 0.012 0 .13 0 . 13 0 .48 0 .48 0.36 0.35 0 . 15 -� DATA FILE UTILITtES ; PROJECT: . PAGE � OF 2 PIPE DATA FILE NAI� �IU� — Z � .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUG�TED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL C1�P (n-fac varies) 7 - GONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT RQUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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/PRaJ 7 - CMAP/PROJ 10 - OTHER (SEE I > 2 - CMP/FIDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/I-�WALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKr.T/HDWALL 9 - CMAP/MITER HDS N0.5) � �ND FGEv = �-�f8.SZ7 cvv�� v� = 0, 5 � # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � ll � �D l Z I 4�0 4 sg,SO � ' KE = K = M = C = Y = , 1 � OVERFLOW-ELEV BEND-ANGL�(deg) STRUCT.DIA/WIDTH{ft) Q-RATIO 462,30 -�9' � .� � # LENGTH(ft) DIA(in) PIPE-TYPE OL3TLET-IE INLET-IE INLET-TYPE Z 13 � lz �� g.so �6U. �� KE = K = M = C = Y = �q r_ OVERFLOW-ELEV BEND-ANGLE(deg} STRUCT.DIA/WIDTH(ft) Q-RATIO -�,t� �6 S oa �l o z! r '7' -�" ,' ; �y January 1, 1999 �`� KCBW Documentahon G-15 � $ECTION 6 *' } Z I PROJECT: J D�Z 'OU I '00 3 L� �— E�I�sQ�C� rAGE Z OF �� PIPE DATA FILE NAME {��I�—Z Z— .B��P � # LENGTH(ft) DIA(in) PIP�-TYP� OU'I'LET-IE INL�T-IE INLET-TYF�' 3 �_ �Z �_ �d�g 4�o.R 3 �� KE = K = M = C = Y = � � OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO 4 ��4.go � 1 2 ,1� o•g� �'� � � �� # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � 11 �t lZ �_ ��v .�t3 46z.zs s KE = K = M = C = Y = ,Z l OVERFLOW-ELEV BEND-ANGLE(deg� STRUCT.DIA/WIDTH(ft) Q-RATIO (' `� �GS.7S 3 , �, ► 7 !,� o,� s # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE S �� I �- ! 4 6 2,zS 4 63, I S ,�'� KE = K = M = C = Y = � 'Z OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO 466.� � �.�' 2 ,�7 � # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INZET-IE INLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � LENGT3(ft) �IA(in) PIPE-TYPE OUTL�T-IE INLET-I.� INLET-TYPE 'r:� _ _: _ - _ _ _ - _ U�''�---_��.ic�-._,.;n'�. �__:D-:_.�L.= (�_�i �-_��'_.�I__. .,-Ji'= �--� Q-F�T=�� 6-16 �� KCB��'Dortinler.t;�rnn Jarniary 1. 19�" BACK�ATER COMPUTER PROGRAM FOR PIPES Pipe data from file:pnd-22.bwp Surcharge condition at intermediate junctions Tailwater Elevation:448.5 feet Discharge Range:0.53 to 0 .53 Step of l. [cfs] Overflow Elevation:466.66 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. 1: 70 LF - 12"CP @ 26.43� OUTLET: 440.00 INLET: 458 .50 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 462 .30 BEND: 39 DEG DIA/WIDTH: 4.5 Q-RATIO: �.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .53 0.31 458 . 81 * 0.012 0 .31 0.12 8 .50 8 .50 0.31 ***** 0 . 28 PIPE NO. 2 : 136 LF - 12"CP � 1.75o OUTLET: 458.50 INLET: 460 . 88 INTYP: 5 ��TNC NO. 2 : OVERFLOW-EL: 465.00 BEND: 90 DEG DIA/WIDTH: 2.2 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN 'I`W DO DE HWO HWI ******************************************************************************* 0 .53 0 .41 461.29 * 0.012 0.31 0.22 0 .31 0.31 0.31 ***** 0 .41 PIPE NO. 3 : 9 LF - 12"CP '� 0 .56o OUTLET: 460. 88 INLET: 460 .93 INTYP: 5 JiJNC NO. 3 : OVERFLOL4-EL: 464 .80 BEND: 90 DEG DIA/WIDTH: 2.2 Q-RATIO: 0 . 80 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ', ******************************************************************************* 0.53 0 .46 461.39 * 0.012 0 .31 0 . 30 0 .41 0.41 0.36 0 .46 0 .41 PIPL NO. 4 : 114 LF - 12"CP � 1.16� OUTLET: 400.93 IivLET: 462 .25 IidTYP: 5 JUNC NO. 4: OVERFLOW-EL: 465.75 BEND: 3 DEG DIA/WIDTH: 2 .2 Q-RATIO: 1.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.29 0 .30 462 . 55 * 0. 012 0.23 0.19 0.46 0.46 0_23 ***** 0 . 30 PIPE NO. 5 : 80 LF - 12"CP '� 1.12°s OUTLET: 462 .25 INLET: 463 .15 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************� 0.15 0 .19 463 .34 * 0.012 0.16 0. 13 0.30 0.30 0.16 ***** 0 .19 '; i � � _ , DATA FILE UTILITIES ( PROJECT: . PAGE I OF � PIPE DATA FILE NAME L�T�G7 � �•S� .BWP ROUND/ARGH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=-Q12) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOO'I`H 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 - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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 - C�P/?ROJ 10 - OTHER (SEE >� 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/FIDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/fIDWALL 9 - CMAP/MITER E�S N0.5) '�,?iTC N FlCV = Q'�7Uv lU�v �I�,.� _ ��77 # LENGTH(ft) DIA(in) PIPE-TYPE OU'PLET-IE INLET-IE INL�;'P-'PYYE � 7 � _� � Q'TG� � ��7 �'� S KE = x = M = C = Y = � � OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(-c) Q-�=_TIO � � s�, 3 � 6.6 z , � � o. g �`� ' �, �i # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE Z l �q ZZ. I ' �f�7. 88 ¢� , a �f s KE = K = M = C = Y = 2 � OVERFLOW-ELEV - BEND.�I�TGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO y�`�, 7� � z , � 7 � , �y January 1, I999 �� KCB`�Doctunertanon 6-1 rJ - � BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:dtch-25.bwp Surcharge condition at intermediate junctions Tailwater Elevation:447. feet Discharge Range:0.77 to 0.77 Step of 1_ [cfs] Overflow Elevation:459.74 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. l: 79 LF - 12"CP @ 2 .38% OUTLET: 446.00 INLET: 447.88 INTYP: 5 JUNC NO. l: OVERFLOW-EL: 451.38 BEND: 66 DEG DIA/WIDTH: 2 .2 Q-RATIO: 0.90 Q(CFS) -HW{FT) HW ELEV. * N-FAC DC DN 'I`W DO DE HWO HWI ******************************************************************************* � 0.77 0.50 448.38 * 0.012 0.37 �.25 1. 00 1.00 0.37 ***** 0 .50 PIPE NO. 2 : 179 LF - 12"CP @ 4.67% OUTLET: 447.88 INLET: 456.24 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .41 0.32 456.56 * 0.012 0.27 0.15 0.50 0.50 0.27 ***** 0.32 I . ��__� � I � , ��- I � � DATA FILE UTILITIES � � PROJECT: . PAGE � OF Z II, PIPE DATA FILE NAME GU 1 — YCC� 9" .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 - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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" ELGv = �.s£S,v� �cr�� -��. = � ,3 qG�s TNLE`P TYPE CODING: _ - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PRQJ 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} ov� #i LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � � ;� � � 4� : Ot� ��.�3 �� K^ = K = M = C = Y = Y� �� OVERFLGW-ELEV BEND-ANGLE(ceg) S:'RUCT.DIA/WI�TH(f�) Q-�TIO �� !�6 I ,q.� � 7 T� �� # LENGTH(ft) DIA(in) PiPE-TYPE 0[3'PLET-TE INLET-IE INLET-TYPE 2 �sJ i .� 1 4�8,�-3 ��L� 5_ Ki = K = M = C = Y = OVERFi�Oi`7-:L�V 3E_>.�-�STG�:(deg) ST�vC'�.D=.�^-_%`/dIDTH{L"t) Q-R�TIO � /�' �6 � - d7 O l� zS D �� ` �S i �J�-'- January 1, 1999 �� KCBW Documentation 6-1�J $ECTION 6 PROJECT: PAGE Z- OF 2 PIPE DATA FILE N1�ME U tJ"j" — YD � .BWP Y D� # L�i�7GTH(ft) DIA(in) PIPE-TYPE �UTLET-IE INLET-IE INLET-TYP� 3 l3 � t S � ��,!� �� .� II KE = K = M = C = Y = �� CVERFLOW-ELEV BEND-ANGLE(cieg) STRliCT.DI?/WIDTH(ft) Q-RATIO �3 , �l6.3 . 6O o 1� L�_ 6.a� �. �Z ' # LENGTH{ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE y" r� c� ! .S � �39. g 3 `�6r� S : � KE = K = M = C = Y = ` � � OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO �6 �f. 3 � a I. LS' O _ � LEIvTGTH(fL? DIA(ir�) PIPE-TYPE OUTLET-IE INI,ET-IE INL�T-T�PE � �UU �Z � �f6�.�t8 �� ' KE = K = M = C = Y = C,�, OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/�n1IDTH(ft) Q-R.ATIO ra�l3 �l�� qb° l. z � o ,o�f z.ay # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 6 � 7:� � 2- 1 � a. 8 -� KE = K = M = C = Y = �,�i � OVERFLOW-E�EV B�ND-P.NGLE(deg} STRtiCT.DIA%'�JIDT?I(�t) Q-RATIO �f 6 3.3�6 -- ._._- ..,..,._ # LEN6TH(ft) DIA(in) PIPi-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERFL�W-ELEV BEND-ANGLE(deg) ST�liC'"'.DIA/�riID'i'H(�t) Q-RAT=O Iy 6-16 �� KCBW Documentation January 1. 1999 BACK6ti'ATER COMPUTER PROGRAM FOR PIPES Pipe data from file:out-yd4.bwp Surcharge condition at intermediate junctions Tailwater Elevation:458. feet Discharge Range:3.39 to 3.39 Step of 1. [cfs] Overflow Elevation:463 .36 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. 1: 86 LF - 15"CP � 0.50% OUTLET: 458.00 INLET: 458.43 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 461.95 BEND: 47 DEG DIA/WIDTH: 1.3 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3 .39 1.13 459.56 * 0 .012 0 .75 0 .76 0 .00 0 . 75 0 .76 1. 13 1. 05 PIPE NO. 2 : 150 LF - 15"CP C 0.50°s OUTLET: 458.43 INLET: 459.18 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 464. 07 BEND: 0 DEG DIA/WIDTH: 1.3 Q-RATIO: 0 . 04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3 .39 1. 10 460 .28 * 0.012 0 .75 0.76 1. 13 1.13 0 .76 1.10 1 . 02 PIPE NO. 3 : 130 LF - 15"CP � 0.50s OUTLET: 459.18 INLET: 459.83 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 463 .60 BEND: 0 DEG DIA/WIDTH: 1.3 Q-RATIO: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* � 3 .26 1.07 460 . 90 * 0.012 0. 73 0 .75 1.10 1. 10 0 .75 1.07 1. 00 ' PIPE NO. 4 : 130 LF - 15"CP �a 0.50% OUTLET: 459.83 INLET: 460.48 INTYP: 5 II NNC NO. 4 : OVERFLOW-EL: 464.37 BEND: 0 DEG DIA/WIDTH: 1.3 Q-RATIO: 0 .04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3 .13 0 .93 461.41 * 0.012 0.72 0 . 73 1. 07 1. 07 0.73 0. 93 0 .85 � PIPE NO. 5 : 100 LF - 12"CP �� 0.50o OUTLET: 460.48 INLET: 460 .98 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 467.00 BEND: 90 DEG DIA/WIDTH: 1.3 Q-RATIO: 0 .00 Q(CFS) H4J(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI II ******************************************************************************* I 3 .01 1.40 462 .38 * 0.012 0 .75 1. 00 0.93 0.93 0 .98 1.40 1.32 PIPE NO. 6: 76 LF - 12"CP �a 0.50°s OUTLET: 460. 98 INLET: 461.35 INTYP: 5 ! � Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �'I ******************************************************************************* 3 . 01 1. 81 ?63 . 17 * 0 .012 0 .?5 1. 00 1.?0 1.40 1.48 1. 81 1 . 23 i i DATA FILE UTILITIES PROJECT: . PAGE � OF Z PIPE DATA FILE NAME Ov7—' 2 r� .BWP I ROUND/ARCH PIPE INPUT CODING INFORMATION: j PIPE TYPE CODING: I, 1 - CONC/SMOOTH BORE (n=.012) S - 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) P1�CT-I PIPE CODING - EQUIVAL,EIQ'P �OL�7D SIZ? MUST BE INPUTTED PER FOLLOWING T.�BLE: EQL' IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-r1RCH 1�" 18"X 11" 17"X 13" * 42" SO"X 31" 49"X 33" 18" 22"Y 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" =NL�T 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/f�WALL 9 - CMAP/MITER HDS N0.5) �I Q U"T �L�V = �"��I 7 !UtT:. ;,,- 1'G!/�-�J - S�"I�G rS Z ��t,� r �'�'W= `r•6 LCK f l U # LENGTH(ft? DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE ( 1 �` � �� ft��,l7 4�� s KL = R = M = C = Y = Z L}'g OVERFLOT�7-EI,EV BEN"il-ANGL�(deg) STRT�CT.DIAi WIDTH(f t) Q-RAT�O �s3 ,oS ql ' 2: � 7 O n LEI�TGTH(ft) DIA(in) PiPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 2 � c � ts'' � u�� 73 �� ,� � s- KE _ � = M = C = Y = � ��. CVER:LO:v-ELET� B��,�i-�'�GLE(deg) STRLC'P.DI�/Tr7?DTH(r t} Q-F ATIO �s6, �S �4 ° �1 � �� January 1, 1999 �'a� KCBw Documentation 6-15 SECTION 6 PROJECT: PaGE � OF � L/�' PIPE DATA FILE NAME �t�"T "` � `_, .BWP # LENGTH(ft� DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 3 1S �� I � s�� 0 �s� s KE = K = M = C = Y = .Z� OVE�FLOW-EZ,EV B=ND-A1VG�E(deg) STRUCT.DIAi WIDTY(f t) Q-�TIO 4S�. 7 3 � � ° � a # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � � 1 is �_ � 4��, C) �t SZDo s KE = K = M = C = Y = 2 �, OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft} Q-rZATIO 4SS. � b q �a Z , l 7 a # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE IIV�ET-IE IN'�ET-TYPE 1 �- s 1 D � �'� �— �#52• o�� G�s y, s S �.. KE = K = M = C = Y = Z '7 � OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RAT�O 9 S �• S.� q4° Z� � � b # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE !-L � S 7 �� 1 u s�ss �sd 6 � KE = K = M = C = Y = � � OVc.RFLOTf7-ELEV BE:�'D-PNGLE(deg) STRUCT.DI?/G7�DT�(�t) Q-�:^IO �� g.� �� Z, � � ., # LrNGTH(ft) DIA(in_) P=PE-'I'YPE OLrPLET-_E ��I"i.ET-IE =VL�T-TYPE � �_ � � � f �s d.� I � ��. o � KE = K = M = C = Y = C'i=�FLOv�'-EL�J 3�r�-:�VG��(c�gl ST�JCT.��ai�^7��T:i;f�} Q-�._�'IO i � �e� y 5�, `(� — ._-. 6-16 �� , : .�. , � BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:out-28.bwp Surcharge condition at intermediate junctions Tailwater Elevation:448.17 feet Discharge Range:5.41 to 5.41 Step of 0.5 [cfs] Overflow Elevation:459.1 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. l: 141 LF - 15"CP � 1. 11°s OUTLET: 448.17 INLET: 449.73 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 453 .08 BEND: 90 DEG DIA/WIDTH: 2 .2 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5 .41 1 .69 451.42 * 0.012 0 . 95 0 .80 0 . 00 0 . 80 0 . 95 ***** 1. 69 PIPE NO. 2 : 114 LF - 15"CP �� 0 .50°s OUTLET: 449.73 INLET: 450 .30 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 456.85 BEND: 54 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0 .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE IiWO HWI ******************************,r*,r********************************************** 5 .41 2 .11 452 .41 * 0. 012 0. 95 1 .25 1. 69 1. 69 1. 80 2 . 11 1.46 PIPE NO. 3 : 189 LF - 15"CP @ 0.58% OUTLET: 450.30 INLET: 451.40 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 456.73 BEND: 90 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 0 .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******************************************************#*********************** 5 .41 2 . 69 454 .09 * 0.012 0 . 95 1. 05 2 .11 2 .11 2 . 14 2 .69 1 .70 PIPE NO. 4 : 115 LF - 15"CP � 0.52°s OUTLET: 451.40 INLET: 452 . 00 INTYP: 5 JUNC NO. 4 : OVERFLOW-EL: 455.36 BEND: 90 DEG DIA/WIDTH: 2 .2 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5 .41 3 .33 455.33 * 0.012 0. 95 1 .14 2 . 69 2 . 69 2 .78 3 .33 1.70 PIPE NO. 5 : 105 LF - 15"CP � 3 .38% OUTLET: 452 .00 INLET: 455.55 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 459.55 BEND: 90 DEG DIA/WIDTH: 2 .2 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI i ******************************************************************************* 5.41 1.68 457.23 * 0.012 0. 95 0 .57 3 .33 3 .33 0.95 ***** 1.68 PIPE NO. 6: 57 LF - 15"CP '� 1 .86°s OUTLET: 455.55 INLET: 456.61 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 459.86 BEND: 90 DEG DIA/WIDTH: 2.2 Q-RATIO: 0 .28 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************************�***************x*********************,r***********,r* 5.41 1.69 458.30 * 0.012 0.95 0.68 1.68 1.68 0.95 ***** 1.69 PIPE NO. 7 : 5 LF - 15"CP � 9.80$ OUTLET: 456.61 INLET: 457 .10 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 4.23 1.18 458.28 * 0.012 0.84 0 .38 1.69 1.69 0. 84 ***** 1. 18 �-�' �,.: i � � Qe,,c lo�oe� 15�,v.u,� �d� S % � rlow Frequency Analysis Time Series File:d-15min.ts= Project Location:Landsburg ---Annual Peak F1ow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 2.54 7 2/08/O1 19:00 9.05 1 100.00 0. 990 2.48 8 5/06/02 7:15 5.94 2 25.00 0. 960 5. 15 4 9/10/03 13:45 5.78 3 10.00 0. 900 5.94 2 8/25/04 23:30 5.15 4 5.00 0.800 3.54 6 9/10/OS 16:45 4.04 5 3.00 0. 667 5.78 3 10/22/OS 16:15 3.54 6 2.00 0.500 � 4 .04 5 11/21/06 8:00 2.54 7 1.30 0.231 9.05 1 1/09/08 7:30 2.48 8 1.10 0.091 Computed Peaks 8.02 50.00 0. 980 I ^�__I II , i � IiGV L`D�e-C/f �.� N�t.�'n-(�� VOw 1�/l.- L"f.✓C� � r01�(� � Flow Frequency Analysis � Time Series File:rdout-15.tsf Project Location:Landsburg II ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- I F1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.831 2 2/09/O1 18:00 1.40 6.49 1 100.00 0. 990 0.157 8 11/05/O1 0:45 0.831 5.51 2 25.00 0.960 0.439 5 2/28/03 16:30 0.628 5.31 3 10.00 0.900 0.185 7 8/26/04 3:45 0.441 3.77 4 5.00 0.800 0.441 4 1/05/OS 13:30 0.439 3.75 5 3.00 0.667 0.322 6 1/18/06 22:45 0.322 3.03 6 2.00 0.500 0. 628 3 11/24/06 6:30 0.185 2.31 7 1.30 0.231 ' 1.40 1 1/09/08 12:15 0.157 1.67 8 1.10 0.091 � Computed Peaks 1.21 5.99 50.00 0.980 'i , ,i I � � � DATA FILE UTILITIES PROJECT: . PAGE I OF PIPE DATA FILE NAME GuT— PIUD .BWP ' ROUND/ARCH PIPE INPUT CODING INFORMATION: II PIPE TYPE CODING: ! 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (N�A GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CN�P {n-fac varies} 7 - CONC/SMOOTH ARCH (NE.'W) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) A.ztCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. 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" x 72" 85"X 54" 83"X 57" INLE':' TY?E CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SEE 2 - CMP/�IDWALL 5 - CP SQ.EDGE/HDGJALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS N0.5) �v-�-` C�. �V - �`t 3. �f 3 ��;te rd��d Y �c�.w � 1� y,� �� J �C.7 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INT�ET-TYPE � � � t � 1 � 4�Z�U� S' KE = K = M = C = Y = 0�'RFLOW-�L�i 3EN-D-A�'�7GLE(deg) ST�UCT.DIA/WIDTH(f t a Q-RA^IO � ��,�� S � �� ? z 3 # LEI�IGTH�ft? DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � 2 Z 1 L ( ��z,o6 �f�v�O � KE = K = M = C = Y = OVERFLOW-�I,F'V BEND-AIGGLE(deg) STRtiCT.DIa/W=DTH(f t) Q-�TIO �f"� `� , 1-� i �� January 1. 1999 �� KCBW Documentaaon 6-1 'rJ ' _ _ .� _ ___._. �i y Pipe data from file:out-pnd.bwp I Surcharge condition at intermea�at� j�r.c=-_ I'� Tailwater Elevation:443.93 feet Discharge Range:l.4 to 1.4 Overflow Elevation:449.2 fee 'r7e i r:NONE ��_ � _.., . � . �-� J_ _� �_ _ ._c � „� ��_ . - ._ . _� __.�__ . _--- . _ ., ___._L� . _ JT7NC NO. l: OVERFLOW-EL: 450.50 BEND: 58 DEG DIA/WIDTH: 4.5 Q-RATIO: 0 .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.40 2 .07 444.07 * 0.012 0.51 0.39 2 .75 2 .75 2 .02 2.07 0 .70 PIPE NO. 2 : 22 LF - 12"CP @ -9.09� OUTLET: 442 .00 INLET: 440 .00 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.40 4_15 444.15 * 0.012 0.51 0.00 2 .07 2 .07 4 .10 4.15 0.74 � -• a- - -• • ii �� • i� � �� ,, -s, w f` - ..��a ��'► ` .�"�`�� _:� � _, �,-�� - , �J� .. � � 6 .� -� � �: � � ' yi- _ � I . =Y� ' � Y y�'L �' .}:�.� �'SL �. j '. �[/Y -_-SF S 3.� - � ��N j � . �-. . � j�:I ��-x,. fr� � � £-� � �. �; �:'�r. ^�� ,� � k>r �!+�ei 'i--� t.iq..�' b �♦ t ' .._ � • • � 'P�a'` '.s�� a�s yt�. £� .� ' ��,€.- g� t.f � � .�� v '�'.s�� '�: j�t4- ��,"�: � 't �� r�= . . � � �$ .� re a� ... � .;,,. � .'� �� }� , ._, * ` `+v: �- � s_ ' �g e�� F Di � / 9 :. �'+� Y� . � �s�J.s��-6�._ � �� i � i .� � Y��r � i: ?`A"t ' _ , t y . �,�: -Cr r `s:`- 'p� e°"�a _ �� #'�`.��,: , ' • - :.:� �i� �a.� r'�' � � 3" � 't,� ��i �.� � &, �}'��.5, `{�,_ �.:Y _ _ x � $'' �.•M � . �F.,�' g y�. �• '-'4 ! �.g, �y�,y '� E�f" �` Y'> '*� ' .4 wx'`+` :?�� ., �� ; . t, _.;^i'�Yl # -� �/' - �} . �5.� �,�,`' >$'� ,�� `�'` t, �� 'r" �''""; k'* 1u��"�` �.rr� F, r�+ �„Lr"::'�`' ' 1 , �� . w -� � . , .:: �� "�.r . . � s � �' : �t� ��' *'�� a:- 3�'. � �T s Y; *; :- 'L"- ,� 3S. :- . � . �; �. � ' �` s;` � �'�k .�s,.. . �� J i'•.£" oty 'r i , � 3 ac, �., �., � . - �,�� . a' #; � • M; ��.''��'' ; � � �+ <� • � �� € . e �:.. �� ` �� €;�°a' � .�� `Yx�� '�; • •`s .; 3r..- ��j�`�, �t, � • � y�� - -t'�-. � - `� ::��. � S::�° :. 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( i l i 1 ' � � � � f i � I � I I � � � , � c � i � i � ' � � � i � � � � � ; ! � � � � � � � I Civil Engineering Land Surveying Project Managemeni Land Planning Landscape Architedure Public Works Pve �� a.vGr.� y� ;�_y �Z'j S/�—C�UO CwLve�v1 �5 � ,�w� v Flow Frequency Analysis Time Series File:pre-clvt-a.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 2.55 7 2/09/Ol 3:00 8 .81 1 100.00 0.990 1.83 8 5/06/02 7:15 4 .78 2 25.00 0. 960 4 .30 4 6/25/03 2:15 4 .57 3 10.00 0. 900 4 .57 3 8/25/04 23:30 4 .30 4 5.00 0.800 2.75 6 9/10/05 16:45 3.44 5 3.00 0. 667 4 .78 2 10/22/05 16:15 2.75 6 2.00 0.500 3. 44 5 11/21/06 8:00 2.55 7 1.30 0.231 8. 81 1 1/09/08 7:30 1.83 8 1.10 0.091 Computed Peaks 7.47 50.00 0. 980 � �, r:r. ;�� _ I � I ��e��v �t..✓e.� �co �� v l��T� C�..Lv2.vZ"`" 1� �.�'wwf� (f Flow Frequency Analysis Time Series File:pre-clvt-b.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.164 7 10/04/00 20: 15 0.566 1 100. 00 0. 990 0.159 8 5/06/02 7:15 0.357 2 25.00 0. 960 0.331 3 9/10/03 13:45 0.331 3 10.00 0. 900 0.322 4 8/25/04 23:30 0.322 4 5.00 0.800 0.222 6 9/10/05 16:45 0.242 5 3.00 0. 667 0.357 2 10/22/OS 1'0:15 0.222 6 2.00 0. 500 0.242 5 11/21/06 8 :00 0.164 7 1.30 0.231 0.566 1 1/09/08 7:30 0.159 8 1. 10 0.091 Computed Peaks 0.496 50. 00 0. 980 :;'- . °�� 1 - �-, � � ; f � �I � � ; �,�� ' , � � , D��c- l��er� !s�;�u,� �o� S %� Flow Frequency Analysis Time Series Fi1e:d-15min.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flo�,� Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 2.54 7 2/08/O1 19:00 9.05 1 100.00 0. 990 2.48 8 5/06/02 7:15 5. 94 2 25.00 0.960 5.15 4 9/10/03 13:45 5.78 3 10.00 0.900 5. 94 2 8/25/04 23:30 5.15 4 5.00 0.800 3.54 6 9/10/05 16:45 4.04 5 3.00 0.667 �.78 3 10/22/05 16:15 3.54 6 2.00 0.500 4 .04 5 11/21/06 8:00 2.54 7 1.30 0.231 9.05 1 1/09/08 7:30 2.48 8 1.10 0.091 Co:r:puted Pea'.{s 8. 02 50. 00 0. 9�0 I p�,�-1��-� t � �.� ��,�� vn�. �e� �,,��.:_, � t�a.�� Flow Duration from Time S2-ies File:rdout-15.tsf Cutoff Count Frequency CDF Exceedence_Prebability CFS a $ o 0.012 133874 54.580 54.580 45.420 0.454E+00 0.035 23758 9.686 64.266 35.734 0.357E+00 0.059 25859 10.543 74 .809 25.191 0.252E+00 0.082 20792 8.477 83.286 16.714 0.167E+00 0.105 15724 6.411 89.696 10.304 0.103E+00 0.129 10595 4 .320 94 .016 5. 984 0.598E-01 0.152 5965 2.432 96.448 3.552 0.355E-01 0.175 3240 1.321 97 .769 2.231 0.223E-01 0. 199 3141 1.281 99.049 0. 951 0. 951E-02 0.222 567 0.231 99.280 0.720 0.720E-02 0.246 142 0.058 99.338 0. 662 0. 662E-02 0.269 108 0.044 99.382 0. 618 0. 618E-02 0.292 67 0.027 99.410 0.590 0.590E-02 0.316 142 0.058 99.468 0.532 0.532E-02 C.339 210 0.086 99.553 0.447 0. 447E-02 C.362 208 0.085 99.638 0.362 0.362E-02 C.386 226 0.092 99.730 0.270 0.270E-02 G.409 93 0.038 99.768 0.232 0.232E-02 0. 433 125 0.051 99.819 0.181 0.181E-02 0. 456 58 0.024 99.843 0.157 0.157E-02 C.479 37 0.015 99. 858 0.142 0. 142E-02 0.503 45 0.018 99.876 0.124 0. 124E-02 G. 526 53 0.022 99.898 0. 102 0.102E-02 0.549 63 0.026 99. 923 0.077 0.766E-03 G. 573 82 0.033 99.957 0.043 0. 432E-03 0.596 50 0.020 99.977 0.023 0.228E-03 G. 620 22 0.009 99. 986 0.014 0.139E-03 0. 643 13 0.005 99. 991 0.009 0.856E-04 G. 666 3 0.001 99. 993 0.007 0.734E-04 Q. 690 3 0.001 99. 994 0.006 0. 612E-04 0.713 3 0.001 99. 995 0.005 0. 489E-04 0. 736 2 0.001 99. 996 0.004 0.408E-04 0. 760 2 0.001 99. 997 0.003 0.326E-04 Q.783 2 0.001 99. 998 0.002 0.245E-04 G. 807 3 0.001 99. 999 0 .001 0. 122E-04 0. 830 2 O. GO1 "�G��. 000 � . �00 0. _�8E-�5 � - �v e-�a�De� l� �,��,�,�t. va�..,� ��.✓�1�� f��V � � =10�� rreqaer_c_, :rall-�is Time Series File:rdout-15.�s- Project Location:Landsbu�g ---Annual Peak Flow Rates--- ----F_c:�� =~eqien�,,; =��a11 sis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return ?rob (CFS) (CFS) (ft) Period 0.831 2 2/09/Ol 18:00 1.40 6.49 1 100.00 0. 99,� 0.157 8 11/05/O1 0:45 0.831 5.51 2 25.00 0. 96C 0.439 5 2/28/03 16:30 0.628 5.31 3 10.00 0.90� 0.185 7 8/26/04 3:45 0.441 3.77 4 5.00 0.80�� 0.441 4 1/05/05 13:30 0.439 3.75 5 3.00 0. 66? 0.322 6 1/18/06 22: 45 0.322 3.03 6 2.00 0.500 0. 628 3 11/24/06 6:30 0.185 2.31 7 1.30 0.23- 1.40 1 1/09/08 12:15 0.157 1. 67 8 1.10 0.09- Co�Futed Peaks 1 .2'_ 5 . 99 50.Q0 0. ��0 t?�v a.�ec� ty v ,ti..�y -C-� S�-4v� w � t� o�..f �(e.�,e(o�v��s;�e, /�- /4i1 �w�� F1ow Frequency Analysis Time Series File:dev-n-det.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.87 7 2/09/O1 3:00 6.54 1 100.00 0. 990 1.74 8 5/06/02 7 :15 4 .14 2 25.00 0. 960 3. 60 4 9/10/03 13: 45 4.07 3 10.00 0.900 4 . 14 2 8/25/04 23: 30 3. 60 4 5.00 0.800 2.49 6 9/10/OS 16: 45 2.88 5 3.00 0. 667 4 .07 3 10/22/05 16:15 2. 49 6 2. 00 0.500 2.88 5 11/21/06 8:00 1.87 7 1.30 0.231 6.54 1 1/09/08 7:30 1.74 8 1.10 0. 091 Computed Peaks 5.74 50.00 0. 980 , I �' iI I i � I • I � :�� i; i i � SM ., �: � � , � , i � .. . , . ,��[�l/.1�� y � � � ��r "' // • �� i��c+Y�,��i�r�� 1�� I�Ea��v�!�.'�1��V�� 1 Ir��l�i��■�� I�C�l1��:��Q�►:�� :E��'��■��■�� rr��r��H� 1��lI��!R� � F��:�'��1.��■�� I��r��1��r�� -� �!!�/_��■N��n1 1��■��I■�f�fiii�i�� "�ii��1 I��I��v��nn�� i��■��n�� r��i��iiii:i�::■:::::::��:::�� I�Ei!!!l��l.��71��1" V�i��l�0�� 1��■r��i��\��l�� c��r��i��•��,��►�w�� N��i��u�� :��►��.�� •�r��c��■��H� ��I��■��ii■:��i ��i�� 1��■�1��[�� ,��!■ ��fi��h�l�l�� 1��1��■��Ifftiiri�l 1��1l��■��,��1 I�a�''�Lll��i��`��■��I�■��1 ��!lL��.��■�� '■■■■■■■■�■.■�� J � ��■■■�■■■■■■�� ■_��s . , ��r■m�■��s�� I��w�iii��N��/%�� r��a�_ p _��m��r�u�� ■��a��i�� ,��r��n� --- .��••��■�� .-..��wi��n �■��r��■��;��e�� ■�■��■�r�,��_��■�� i.:��r�71��i��.'��!'w'l1��1 ��r��■��n.��'�■��7�`�■�� I��t�lE��l�� 1��'��!!!l��l��n��1 ��n��r�� ■■��■�� nn�� ■��■��■�� ■�n■��■�� i��■�� ■��m�� - - :1 1 1� I � /� � � I � S M - �: � - - ., � - i y � '�. - ,. .i � t► - 1��_. _._' . �_ ' ��, ��t�� 1��J��.�..T�'✓��-�lf/.��:C'�ir�� .► - �� 1■■�RiJI�� /. ..%ii��i��■■■■�.■■�■■�, '■■■�.��■■■■�■.�■■.��■■■■■■■■■■■■■, '■■��1/1��[�i/�� 7/r�li�■■■■■■■■■■■.■■, '..�■��■■�■■■■�.��■■.■■■■■■.■■■■■■■, �■■■■■■■■■■■■■■■■■■■■■■.■■■■■■■■■■■■, '.■■.■■■■.■■■■■.■■■■�■■■.■■■■■■■■.�' �r�.��.��!�a�� - . A��■�� i��ii�i��i�iu�i �ii iiiiiiiii �......o��:�� -,. ��zf��■..■.■�� 'wiC:wi-�::��i i�� i■��.��-��v��ll�� 1� ��.��n��■��"i��i 11�� 1►��'..'i�/�■/'�N��i�tl� 1��\��■��//�:r��l�1�b1��s��1 1��\�■��%��v��l�!!l�� I��rr7/��%��r��■�/�� 1�■■��L��■■��T'.��l,��,�l�1��■��■■� ��n��r�� !��■�� ■��: ��i� ��n��a��■��v��in ��v��.��t� - ��r��.�� ; - o`i��r�■�� I��r��r'7�'��.��'r��!��IIE�711'� - � r . i � I��a�n�■�� v��w��o�� r��nm�� ■��r�.»��cr��■c�0��r��■�� ■��■�■��■��n�� ■■��■�■��■■�■ �� ■�� ■�� v��■�� ■��■�� ■��■�� ■�� ■��■��H� ��■■■�■��n ��■��■��H■�� ■��n�� ■�� ■�■��■��u��■��u� ��m��n�� - _ , _ - � 1C,�� ,`r_u �t.L,C YP�v� (J,.c�E;/ �v�' '.."'Z� G� BACFCWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:439.27 feet Discharge Range:7.2 to 7.3 Step of 0.01 [cfs] Overflow Elevation:444.03 feet Weir:NONE Upstream Velocity: l. feet/sec CULV NO. 1 : 50 LF - 12"CP � 4 .78% OUTLET: 438.27 INLET: 440.66 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 7.20 3.31 443 .97 * 0.012 0.98 0.72 1_00 1.00 0.98 ***** 3 .31 7.21 3 .32 443 .98 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .32 7.22 3 .33 443.99 * 0.012 0.98 a .72 1.00 1.00 0.98 ***** 3 .33 7.23 3.34 444.00 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .34 7 .24 3.34 444.00 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .34 7.25 3 .35 444.01 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .35 7.26 3 .36 444.02 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .36 7 .27 3 .37 444.03 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .37 **************** OVERFLOW ENCOUNTERED AT 7.28 CFS DISCHARGE ***************** 7.28 3 .37 444.03 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .37 7.29 3 .38 444.04 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .38 7 .30 3 .39 444.05 * 0.012 0. 98 0.72 1.00 1.00 0.98 ***** 3 .39 � I �X� �,ti( c��.x�;�,� ��.� ,!�,� s �� v a BaCK�VaTER PROGRF�d r OP. ROiND/ARCH CULVERTS Tailwater Elevation:439.27 feet Discharge Range:5.7 to 7.3 Step of 0 .0� [cfs] Overflow Elevation:444.03 feet Weir:NONE Uostream Velocitl✓:1. feet/sec CULV NO. i : 50 LF - 12"CP � 4 . 78o OUTLET: 438 .27 I,dLET: 440 .66 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5.70 2 .32 442.98 * 0.012 0. 95 0.61 1.00 1.00 0.95 ***** 2 .32 5.75 2.35 443.01 * 0.012 0.95 0 .61 1.00 1.00 0.95 ***** 2 .35 5.80 2 .38 443.04 * 0.012 0 . 95 0 .61 1.00 1.00 0.95 ***** 2 .38 5.85 2.41 443 .07 * 0.012 0.96 0.62 1.00 1.00 0.96 ***** 2 .41 5 .90 2 .44 443 .10 * 0.012 0.96 0 .62 1.00 1.00 0.96 ***** 2 .44 5.95 2 .47 443.13 * 0.012 0.96 0.62 1.00 1.00 0.96 ***** 2 .47 6.00 2.50 443 .16 * 0.012 0.96 0 .63 1.00 1.00 0.96 ***** 2 .50 6.05 2 .53 443 .19 * 0.012 0.96 0.63 1. 00 1.00 0.96 ***** 2 .53 6.10 2 .56 443.22 * 0.012 0.96 0.63 1.00 1.00 0.96 ***** 2 .56 6.15 2 .59 443 .25 * 0.012 0.96 0 .64 1.00 1.00 0.96 ***** 2 .59 6.20 2 .63 443 .29 * 0.012 0.97 0.64 1.00 1.00 0.97 ***** 2 .63 1 6.25 2 .66 443 .32 * 0.012 0.97 0.65 1.00 1.00 0.97 ***** 2 .66 6.30 2 .69 443 .35 * 0.012 0.97 0.65 1.00 1.00 0.97 ***** 2 .69 6.35 2 .72 443 .38 * 0.012 0.97 0.65 1. 00 1.00 0.97 ***** 2 .72 6.40 2.76 443 .42 * 0.012 0.97 0.66 1.00 1.00 0.97 ***** 2 .76 6.45 2 .79 443 .45` * 0.012 0.97 0.66 1.00 1.00 0.97 ***** 2 .79 �,S 2 4�6 6.50 2 . 82 443.48 * 0.012 0.97 0.66 1. 00 1.00 0.97 ***** 2 .82 ��S 3 �� 6.55 2 .86 443 .52 * 0.012 0.97 0.67 1.00 1.00 0.97 ***** 2 .86 6.60 2 .89 443 .55 * 0.012 0.97 0.67 1.00 1.00 0.97 ***** 2 . 89 6.65 2 . 92 443.58 * 0.012 0.97 0.67 1. 00 1.00 0.97 ***** 2 .92 6.70 2.96 443 .62 * 0.012 0.98 0.68 1.00 1.00 0.98 ***** 2 .96 6.75 2 .99 443 .65 * 0.012 0.98 0 .68 1.00 1.00 0.98 ***** 2 .99 6.80 3 .03 443.69 * 0.012 0.98 0.69 1. 00 1.00 0.98 ***** 3 .03 6.85 3 .06 443.72 * 0.012 0.98 0.69 1. 00 1.00 0.98 ***** 3 .06 6.90 3 .10 443 .76 * 0.012 0 .98 0 .69 1.00 1.00 0.98 ***** 3 .10 6.95 3 .13 443 .79 * 0.012 0.98 0.70 1.00 1.00 0.98 ***** 3 .13 7.00 3 . 17 443 .83 * 0.012 0.98 0.70 1.00 1.00 0.98 ***** 3 .17 7.05 3 .20 443 .86 * 0.012 0.98 0.70 1.00 1.00 0.98 ***** 3 .20 � 7.10 3 .24 443.90 * 0.012 0.98 0 .71 1.00 1.00 0.98 ***** 3 .24 ' 7.15 3 .28 443.94 * 0.012 0. 98 0 .71 1.00 1.00 0.98 ***** 3 .28 7 .20 3.31 443 .97 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .31 7 .25 3 .35 444.01 * 0.012 0.98 0.72 1.00 1.00 0.98 ***** 3 .35 **************** OVERFLOW ENCOUNTERED AT 7.30 CFS DISCHARGE ***************** 7 .30 3 .39 444.05 * 0.012 0. 98 0 .72 1.00 1.00 0.98 ***** 3 .39 � � ��-�vo _ E x �3�'('��;, �w�v e�%� u�. @�- BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:439.27 feet Discharge Range:5.7 to 5. 8 Step of 0.01 [cfs] Overflow Elevation:444.03 feet Weir:NONE Upstream Velocity:l. feet/sec CULV NO. l: 50 LF - 12"CP @ 4.78� OUTLET: 438.27 INLET: 440.66 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5 .70 2 .32 442.98 * 0.012 0 .95 0.61 1.00 1.00 0. 95 ***** 2.32 5.71 2 .33 442 .99 * 0.012 0.95 0.61 1.00 1.00 0.95 ***** 2.33 5 .72 2.33 442.99 * 0.012 0.95 0.61 1.00 1.00 0.95 ***** 2 .33 5 .73 2.34 443.00 * 0.012 0.95 0.61 1.00 1.00 0. 95 ***** 2.34 5.74 2 .34 443 .00 * 0.012 0.95 0.61 1.00 1.00 0.95 ***** 2 .34 5.75 2.35 443 .01 * 0.012 0.95 0.61 1.00 1.00 0.95 ***** 2 .35 5 .76 2.36 443.02 * 0.012 0.95 0.61 1.00 1.00 0.95 ***** 2 .36 5.77 2.36 443.02 * 0.012 0 .95 0.61 1.00 1.00 0. 95 ***** 2.36 5.78 2 .37 443 .03 * 0.012 0.95 0.61 1.00 1.00 0.95 ***** 2 .37 5.79 2.37 443.03 * 0.012 0.95 0.61 1.00 1.00 0.95 ***** 2 .37 5 .80 2 .38 443.04 * 0.012 0.95 0.61 1.00 1.00 0.95 ***** 2 .38 H- = 4�3� O GZ = s� 7 gc�s , - i � : �� . r � �X�3+� Gwf�-ev� v.� ��-v- I�f�r�. � BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:442.73 feet Discharge Range:l.2 to 1.3 Step of 0.01 [cfs] Overflow Elevation:444.03 feet Weir:NONE Upstream Velocity:l. feet/sec CULV NO. 1: 81 LF - 12"CP @ 0.73g OUTLET: 441.73 INLET: 442.32 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.20 0 .66 442.98 * 0.012 0.47 0.42 1.00 1.00 0.50 0.66 0 .63 1.21 0.66 442.98 * 0.012 0.47 0.42 1.00 1.00 0.50 0.66 0.63 1.22 0 .66 442.98 * 0.012 0.47 0.43 1.00 1.00 0.50 0.66 0 .64 1.23 0.67 442.99 * 0.012 0.47 0.43 1.00 1.00 0.51 0.67 0.64 1.24 0.67 442.99 * 0.012 0.48 0.43 1.00 1. 00 0.51 0.67 0.64 1.25 0 .67 442.99 * 0.012 0.48 0.43 1.00 1.00 0.51 0.67 0 .65 1.26 0 .68 443 .00 * 0.012 0.48 0.43 1.00 1.00 0.51 0.68 0.65 1.27 0.68 443.00 * 0.012 0.48 0.44 1.00 1.00 0.51 0.68 0.65 1.28 0 .68 443.00 * 0.012 0.48 0.44 1.00 1.00 0.51 0.68 0 .66 1.29 0.69 443.01 * 0.012 0.48 0.44 1.00 1.00 0.51 0.69 0 .66 1.30 0.69 443 .01 * 0.012 0.49 0.44 1.00 1.00 0.51 0.69 0.66 � - 4 ��.U� G� = 1, Z� � �[_1 � � � �,__ _ �X,�f;ti� ��c,L�e-�-� ��c��,- �g g �- BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:442.73 feet Discharge Range:l.2 to 4. Step of 0.05 [cfs] Overflow Elevation:444.03 feet Weir:NONE Upstream Velocity:l. feet/sec CULV NO. 1: 81 LF - 12"CP @ 0.73� OUTLET: 441.73 INLET: 442 .32 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.20 0.66 442 .98 * 0.012 0.47 0.42 1.00 1.00 0.5a 0.66 0 .63 1.25 0.67 442.99 * 0.012 0 .48 0.43 1.00 1.00 0.51 0.67 0 .65 1.30 0.69 443 .01 * 0.012 0.49 0.44 1.00 1.00 0.51 0.69 0.66 1.35 0.70 443.02 * 0.012 0.50 0.45 1.00 1.00 0.52 0.70 0.68 1.40 0.72 443.04 * 0.012 0 .51 0.46 1.00 1.00 0.53 0.72 0.69 1.45 0.73 443 .05 * 0.012 0.52 0.47 1.00 1.00 0.53 0.73 0.71 1.50 0.75 443.07 * 0.012 0.52 0.48 1.00 1.00 0.54 0.75 0 .72 1.55 0.76 443.08 * 0.012 0.53 0.49 1.00 1.00 0.54 0.76 0 .74 1.60 0.78 443.10 * 0.012 0.54 0.50 1.00 1.00 0.55 0.78 0.75 1.65 0.79 443 .11 * 0.012 0.55 0.51 1.00 1.00 0.56 0.79 0.77 1.70 0.78 443.10 * 0.012 0.56 0.51 1.00 1.00 0.56 ***** 0 .78 1.75 0.80 443.12 * 0.012 0.57 0.52 1.00 1.00 0.57 ***** 0.80 1.80 0.81 443.13 * 0.012 0.58 0.53 1.00 1.00 0.58 ***** 0.81 1.85 0.82 443.14 * 0.012 0.58 0.54 1.00 1.00 0.58 ***** 0.82 1.90 0.84 443 .16 * 0.012 0.59 0.55 1.00 1.00 0.59 ***** 0 . 84 1.95 0.85 443.17 * 0.012 0.60 0.56 1.00 1.00 0.60 ***** 0 . 85 2 .00 0.87 443 .19 * 0.012 0.61 0.57 1.00 1.00 0.61 ***** 0.87 2 .05 0.88 443 .20 * 0.012 0.62 0.58 1.00 1.00 0.62 ***** 0.88 2.10 0.90 443.22 * 0.012 0.62 0.59 1.00 1.00 0.62 ***** 0 .90 2 .15 0.91 443.23 * 0.012 0.63 0.59 1.00 1.00 0.63 ***** 0 .91 2 .20 0.92 443 .24 * 0.012 0.64 0.60 1.00 1.00 0.64 ***** 0 .92 2 .25 0.94 443 .26 * 0.012 0.65 0.61 1.00 1.00 0.65 ***** 0.94 2.30 0.97 443.29 * 0.012 0.65 0.62 1.00 1.00 0 .66 0.97 0.95 2 .35 0.98 443 .30 * 0.012 0.66 0.63 1.00 1.00 0.67 0.98 0 . 97 I 2 .40 1.00 443 .32 * 0.012 �.67 0.64 1.00 1.00 0.68 1.00 0 . 98 2 .45 1.01 443.33 * 0.012 0.68 0.65 1.00 1.00 0.69 1.01 0 . 99 2 .50 1.02 443 .34 * 0.012 �.68 0.66 1.00 1.00 0.70 1.02 1.01 2 .55 1.04 443 .36 * 0.012 0.69 0.67 1.00 1.00 0.71 1.04 1 .02 2 .60 1.05 443.37 * 0.012 0.70 0.67 1.00 1.00 0.73 1.05 1 . 03 '� 2 .65 1.06 443 .38 * 0.012 0.70 0.68 1.00 1.00 0.74 1.06 1. 05 2.70 1.08 443 .40 * 0.012 0 .71 0.69 1.00 1.00 0.75 1.08 1.06 2 .75 1.09 443 .41 * 0.012 0.72 0.70 1.00 1.00 0.76 1.09 1. 07 i 2 .80 1.10 443 .42 - * 0.012 0.72 0.71 1.00 1.00 0.78 1.10 1. 08 2 .85 1.12 443 .44 * 0.012 0.73 0.72 1.00 1.00 0.79 1.12 1. 10 � 2 .90 1.13 443 .45 * 0.012 0.74 0.73 1.00 1.00 0.81 1.13 1. 11 Z . �( 3 �b 2 .95 1.15 443 .47 * 0.012 0.74 0.74 1.00 1.00 0.82 1.15 1. 13 3 .00 1.16 443 .48 * 0.012 0.75 0 .75 1.00 1.00 0.84 1.16 1. 14 3.05 1.18 443 .50 * 0.012 0.75 0.77 1.00 1.00 0.85 1.18 1. 15 3 .10 1.20 443 .52 * 0.012 0 .76 0.78 1.00 1.00 0.87 1.20 1.17 3 .15 1.21 443.53 * 0.012 0.77 0.79 1.00 1.00 0. 89 1.21 1.18 3 .20 1.23 443.55 * 0.012 0_77 0.80 1.00 1.00 0.91 1.23 1.20 3 .25 1.25 443.57 * 0.012 0.78 0.81 1.00 1.00 0 .93 1.25 1.21 3 .30 1.28 443.60 * 0.012 0.78 0.83 1.00 1.00 0 .96 1.28 1.23 3 .35 1.34 443.66 * 0.012 0.79 0.84 1.00 1.00 1.02 1.34 1 .25 3 .40 1.37 443.6� * 0.012 0.79 0.86 1.00 1.00 1.04 1.37 1.26 3 .45 1.40 443.72 * 0.012 0.80 0.88 1.00 1.00 1.06 1.40 1.28 3 .50 1.43 443.75 * 0.012 0.80 0 .90 1.00 1.00 1.08 1.43 1.30 3 .55 1.46 443.78 * 0.012 0.81 1.00 1.00 1.00 1.10 1.46 1.32 3 .60 1.49 443.81 * 0.012 0.81 1.00 1.00 1.00 l.11 1.49 1.34 3 .65 1.52 443.84 * 0.012 0. 82 1.00 1.00 1.00 1.13 1.52 1.36 3 .70 1.55 443.8� * 0.012 0.82 1.00 1.00 1.00 1.15 1.55 1.37 3 .75 1.58 443.90 * 0.012 0.83 1.00 1.00 1.00 1.17 1.58 1.39 3 .80 1.62 443.94 * 0.012 0.83 1.00 1.00 1.00 1.20 1.62 1.41 3 .85 1.65 443.97 * 0.012 0.84 1.00 1.00 1.00 1.22 1.65 1.43 3 .90 1.68 444.00 * 0.012 0.84 1.00 1.00 1.00 1.24 1.68 1.45 **************** OVERFLOW ENCOLTNTERED AT 3 .95 CFS DISCHARGE ***************** 3 .95 1.71 444 .03 * 0.012 0.85 1.00 1.00 1.00 1.26 1.71 1.47 4 .00 1.75 444.07 * 0.012 0.85 1.00 1.00 1.00 1.28 1.75 1.49 � ( t��_..� ��..��e�� r�k e 1 Sd� -�R r�t� BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:439.27 feet Discharge Range:5.5 to 7.55 Step of 0.05 [cfs] Overflow Elevation:444 .37 feet Weir:NONE Upstream Velocity:l. feet/sec CLTLV NO. 1: 58 LF - 12"CP @ 4.78� OUTLET: 438 .03 INLET: 440.80 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5 .50 2.21 443 .01 * 0.012 0.94 0.59 1.24 1.24 0.94 ***** 2 .21 5 .55 2.23 443 .03 * 0.012 0.95 0 .60 1.24 1.24 0.95 ***** 2 .23 5.60 2 .26 443 .06 * 0.012 0.95 0 .60 1.24 1.24 0.95 ***** 2 .26 5 .65 2.29 443 .09 * 0.012 0.95 0.60 1.24 1.24 0.95 ***** 2 .29 5 .70 2 .32 443 .12 * 0.012 0.95 0.61 1.24 1.24 0.95 ***** 2 .32 5.75 2.35 443.15 * 0.012 0.95 0 .61 1.24 1.24 0.95 ***** 2 .35 5 .80 2 .38 443 .18 * 0.012 0.95 0.61 1.24 1.24 0.95 ***** 2 .38 5 .85 2.41 443 .21 * 0.012 0.96 0 .62 1.24 1.24 0.96 ***** 2 .41 5.90 2 .44 443 .24 * 0.012 0.96 0 .62 1.24 1.24 0.96 ***** 2 .44 5.95 2 .47 443 .27 * 0.012 0.96 0.62 1.24 1.24 0.96 ***** 2 .47 6 .00 2.50 443 .30 * 0.012 0.96 0.63 1.24 1.24 0.96 ***** 2 .50 6.05 2.53 443 .33 * 0.012 0.96 0.63 1.24 1.24 0.96 ***** 2 .53 6.10 2 .56 443 .36 * 0.012 0.96 0.64 1.24 1.24 0. 96 ***** 2 .56 6.15 2 .59 443.39 * 0.012 0.96 0.64 1.24 1.24 0.96 ***** 2 .59 6.20 2.63 443 .43 * 0.012 0.97 0.64 1.24 1.24 0.97 ***** 2 .63 6.25 2.66 443 .46 * 0.012 0.97 0.65 1.24 1.24 0. 97 ***** 2 .66 6.30 2.69 443.49 * 0.012 0.97 0.65 1.24 1.24 0. 97 ***** 2 .69 6.35 2.72 443 .52 * 0.012 0. 97 0.65 1.24 1.24 0.97 ***** 2 .72 6.4a 2 .76 443.56 * 0.012 0.97 0.66 1.24 1.24 0.97 ***** 2 .76 6.45 2_79 443 .59 * 0.012 0.97 0.66 1.24 1.24 0.97 ***** 2 .79 6.50 2 .82 443 .62 * 0.012 0.97 0.66 1.24 1.24 0.97 ***** 2 .82 ', 6.55 2 .86 443 .66 * 0.012 0.97 0.67 1.24 1.24 0 .97 ***** 2 . g6 � 6.60 2 .89 443 .69 * 0.012 0.97 0.67 1.24 1.24 0 .97 ***** 2 . 89 6.65 2.92 443 .72 * 0.012 0.97 0.67 1.24 1.24 0.97 ***** 2 .92 6.70 2 .96 443 .76 * 0.012 0.98 0.68 1.24 1.24 0.98 ***** 2 .96 6.75 2 .99 443.79 * 0.012 0.98 0.68 1.24 1.24 0 .98 ***** 2 .99 6.80 3 .03 443 .83 * 0.012 0 .98 0 .69 1.24 1.24 0.98 ***** 3 .03 6.85 3 .06 443 .86 * 0.012 0.98 0 .69 1.24 1.24 0.98 ***** 3 .06 I 6.90 3 .10 443 .90 * 0.012 0.98 0.69 1.24 1.24 0.98 ***** 3 .10 I �,6.95 3 .13 443 .93 * 0.012 0.98 0.70 1.24 1.24 0. 98 ***** 3 .13 I 7.00 3 .17 443 . 97 * 0.012 0.98 0.70 1.24 1.24 0. 98 ***** 3 .17 7. 05 3 .20 444.00 * 0.012 0.98 0.70 1.24 1.24 0.98 ***** 3 .20 ', 7.10 3 .24 444. 04 * 0.012 0.98 0.71 1.24 1.24 0.98 ***** 3 .24 7.15 3 .28 444 .08 * 0.012 0_98 0.71 1.24 1.24 0.98 ***** 3 .28 I 7.20 3.31 444 .11 * 0.012 0.98 0.72 1.24 1.24 0.98 ***** 3 .31 I 7.25 3.35 444 .15 * 0.012 0.98 0.72 1.24 1.24 0.98 ***** 3 .35 I 7.30 3 .39 444.19 * 0.012 0.98 0.72 1.24 1.24 0.98 ***** 3 .39 I 7.35 3 .43 444.23 * 0.012 0.98 0.73 1.24 1.24 0.98 ***** 3 .43 �i 7.40 3 .46 444.26 * 0.012 0.98 0 .73 1.24 1.24 0. 98 ***** 3 .46 � 7.45 3 .50 444.30 * 0.012 0.99 0.74 1.24 1.24 0.99 ***** 3 _50 i 7.50 3 .54 444.34 * 0.012 0.99 0.74 1.24 1.24 0 .99 ***** 3 .54 ', **************** OVERFLOW ENCOL7NTERED AT 7.55 CFS DISCIiARGE ***************** 7.55 3 .58 444 .38 * 0.012 0.99 0. 74 1.24 1.24 0.99 ***** 3 .58 I z I DATA FILE UTlLITIES _ N.�.�, p;�� s��:.��„� v�� t�-�� PROJECT: . PAGE 1 OF �-- PIPE DATA FILE NAME CLV7-f�`� � ,gyJp ROLTND/ARCH PIPE INPUT CODING INFORI�ATION: PIPE TYP� CODING: 1 - CONC/SMOOTH BORL {Z=.O'_2) S - CMP ARCH (NEW GEQMETRY) 2 - CORRUGATED METAL (n=.Q24) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - C?�IP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARC�i PI�E CODI�vTG - EQliIVPZ�NT ROL�;D SIZ.= M"�ST BE IN?UTTE� PER rOLLOWI�TG T.�L�: EQU IV-DIAM OLD-ARCH NEW-ARCIi * EQUIV-DIAM. OLD-ARCH NEW-ARCI-i 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" * - 7�' - _ :_ : _ _� .: � ��cv = 4y3.�a INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ i�� - ��_=:'_ _,_� 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA RE?-- 3 - CN'P!MI^_'ER 6 - CP SOCKEm%u-J,ti�'.LL 9 - CNr�_p/?vs'=T�R HDS ,7n_ = �� I �� ►� r 9�0. 37 iC� = K = M = C = Y = OVERFLOW-ELEV BEND-AIVGLE(deg) STRUCT.DIA/WIDTH(ft) Q-�ATIO � U.�. �'I ' z.3 3 0, 3 7 Gf3 � # LENGTH(ft) DIA(in) PIPE-TYP� OUTLET-IE INLET-IE INLET-TYPE Z 7 v I z I 4�a.�S" 4 4�. I S KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO �f 4%. l � z, 3 3 �� l � January 1. 1999 �� KCBW Documentation 6-1 'rJ � _ _ .sy , , SECTION � PROJECT: PAGE Z OF � PIPE DATA � FILE NAI� C1 v � - 1�S lV .BWP �� # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-'I'YPE .� �o �z.- I �4 l. I ��3. �7 �+ �I KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO 4 44, 37 � ! tii-I,�-G� # LFNGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE ' KE = K = M = C = Y = , OVERFLOW-ELEV BEND-ANGLE(deg) STRliCT.DIA/WIDTH(ft} Q-RATIO I _ v '� � LIIdGTH(ft) DI�(in) tIrE T_rE OUTLET-IE INLET-IE INLET-TYrE KE = K = M = C = Y = OV�'RFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO ' # LENGTH(ft) DIA(in) PIPE-TYPE OUTLE'I'-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO # LEI�TGTH(ft) DIA(in) PIP�-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERFLQW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO IZ 6-16 �'�� KCBW Dociuner_tauon January 1, 1999 New G�� v�.� � v�..d��a;�� ;`�: �'=1 J � BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:clvt-148n.bwp Surcharge condition at intermediate junctions Tailwater Elevation:443.5 feet Discharge Range:0.1 to 1_75 Step of 0.1 [cfs] Overflow Elevation:444.37 feet Weir:NONE Upstream Velocity:l. feet/sec PIPE NO. 1: 75 LF - 12"CP � 0.51% OUTLET: 440 .37 INLET: 440.75 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 443 .91 BEND: 7 DEG DIA/WIDTH: 2 .3 Q-RATIO: 0.3? Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .10 2 .76 443 .51 * 0.012 0.13 0.14 3 .13 3.13 2 .76 2.76 0 .17 0 .20 2 .75 443 .50 * 0.012 0. 19 0 .19 3 .13 3 .13 2 .75 2 .75 0 .25 0 .30 2.76 443 .51 * 0.012 0.23 0 .23 3 .13 3 .13 2 .75 2.76 0 .30 0.40 2 .76 443 .51 * 0.012 0.27 0.26 3 .13 3 .13 2.76 2.76 0.35 0.50 2.77 443 .52 * 0.012 0.30 0 .29 3 .13 3 .13 2.76 2 .77 0.40 0.60 2.78 443 .53 * 0.012 0.33 0.32 3 .13 3 .13 2 .77 2 .78 0.44 0.70 2.79 443 .54 * 0.012 0.35 0.35 3 .13 3.13 2 .77 2.79 0 .48 0 .80 2 .80 443 .55 * 0.012 0.38 0.37 3 .13 3 .13 2 .78 2 .80 0 .51 0. 90 2 .81 443 .56 * 0.012 0.40 0.40 3 .13 3 .13 2 .79 2 .81 0.55 1.00 2 .83 443 .58 * 0.012 0.43 0.42 3 .13 3 .13 2 .80 2 .83 0.58 , 1.10 2 .85 443 .60 * 0.012 0.45 0.45 3 .13 3 .13 2 .81 2 .85 0.62 ' 1.20 2.86 443.61 * 0.012 0.47 0.47 3 .13 3 .13 2.82 2.86 0 .65 1.30 2 .88 443.63 * 0.012 0.49 0.49 3 .13 3 .13 2.84 2.88 0 .68 1 .40 2 .90 443 .65 * 0.012 0.51 0_51 3 .13 3 .13 2.85 2.90 0.71 1 .50 2.93 443 .68 * 0.012 0.52 0 .53 3 .13 3 .13 2. 86 2 .93 0.74 1.60 2.95 443 .70 * 0.012 0.54 0.55 3 .13 3 .13 2 .88 2 .95 0.77 1.70 2.98 443 .73 * 0.012 0.56 0.57 3 .13 3 .13 2 .90 2.98 0.8� 1.80 3.01 443 .76 * 0.012 0.58 0.60 3 .13 3 . 13 2.91 3.01 0.82 PIPE NO. 2: 70 LF - 12"CP @ 0.50% OUTLET: 440.75 INLET: 441.10 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 444.10 BEND: 5 DEG DIA/WIDTH: 2.3 Q-RATIO: 0.17 Q(CFS} HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.07 2 .42 443 .52 * 0.012 0.11 0.12 2 .76 2 .76 2 .42 2 .42 0 .14 0.15 2 .40 443 .50 * 0.012 0.16 0. 16 2 .75 2.75 2.40 2 .40 0 .21 0 .22 2 .41 443 .51 * 0.012 0.20 0.20 2 .76 2.76 2.41 2.41 0.26 0 .29 2.42 443 .52 * 0.012 0.23 0 .23 2 .76 2 .76 2.42 2 .42 0.30 0 .36 2 .43 443 .53 * 0.012 0 .25 0.25 2 .77 2 .77 2 .43 2 .43 0 .34 0.44 2.44 443 .54 * 0.012 0.28 0.28 2 .78 2 .78 2 .44 2 .44 0.37 0 .51 2 .46 443 .56 * 0.012 0.30 0.30 2 .79 2 .79 2 .45 2 .46 0 .40 0 .58 2 .47 443 .57 * 0.012 0.32 0 .32 2 .80 2 .80 2.47 2 .47 0 .43 0 .66 2 .49 443 .59 * 0.012 0.34 0.34 2 .81 2 .81 2 .48 2 .49 0 .46 0 .73 2.52 443 .62 * 0.012 0.36 0.36 2 .83 2 .83 2 .50 2 .52 0.49 0 .80 2 .54 443 .64 * 0.012 0.38 0.38 2 .85 2 . 85 2 .53 2 .54 0.51 a . 88 2 .57 443 .67 * 0.012 0.40 0.39 2 .86 2.86 2 .55 2 .57 0 .5-� 0 .95 2.60 443 .70 * 0.012 0.41 0.41 2 .88 2 .88 2 .58 2.60 0 .55 1 .02 2 .63 443 .73 * 0.012 0.43 0 .43 2 . 90 2 .90 2 . 60 2 .63 0 . 58 � . �o _ . ., � 1=_ . � � -- - . 'S � _- _ . _ _ _ . � _ _ . ;� � . _ � � . 1.17 2 .70 443.80 * 0.012 0 .46 0.46 2 .95 2 .95 2 .67 2 .70 0.63 1.24 2 .73 443 . 83 * 0.012 0.48 0.48 2 .98 2 .98 2 .70 2 .73 0.65 1.31 2 .78 443 .88 * 0.012 0 .49 0 .49 3 .01 3 .01 2 . 74 2 .78 0 .67 PIP� NO. 3 : 10 LF - 12"CP C 23 .70� OUTLET: 441. 10 INLET: 443 .47 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .06 0.11 443 .58 * 0.012 0.11 0 .05 2 .42 2 .42 0.11 ***** 0 .05 0.12 0.15 443 .62 * 0.012 0.15 0.06 2 .40 2.40 0.15 ***** 0 .06 0 .19 0.18 443.65 * 0.012 0.18 0.08 2 .41 2 .41 0 .18 ***** 0 .11 0.25 0.21 443 .68 * 0.012 0.21 0.09 2 .42 2 .42 0.21 ***** 0 .14 0.31 0.24 443 .71 * 0.012 0.24 0.09 2 .43 2.43 0.24 ***** 0 .18 0.37 0.26 443.73 * 0.012 0 .26 0.10 2 .44 2 .44 0 .26 ***** 0 .21 0.44 0.28 443.75 * 0.012 0.28 0.11 2 .46 2.46 0 .28 ***** 0.24 0.50 0.30 443 .77 * 0.012 0.30 0.12 2 .47 2.47 0.30 ***** 0 .27 0.56 0.32 . 443 .79 * 0.012 0 .32 0.12 2 .49 2 .49 0 .32 ***** 0 .29 0.62 0.33 443.80 * 0.012 0.33 0.13 2 .52 2.52 0 .33 ***** 0 .32 0 .69 0.35 443.82 * 0.012 0.35 0.14 2 .54 2.54 0.35 ***** 0.34 0.75 0.37 443 .84 * 0.012 0 .37 0.14 2 .57 2.57 0.37 ***** 0 .36 0.81 0.39 443 .86 * 0.012 0.38 0.15 2 .60 2.60 0 .38 ***** 0 .39 0 .87 0.41 443.88 * 0.012 0.40 0.15 2 .63 2.63 0 .40 ***** 0.41 0.94 0.43 443 .90 * 0.012 0.41 0.16 2 .66 2.66 0.41 ***** 0.43 1.00 0.45 443 .92 * 0.012 0 .42 0.16 2 .70 2.70 0.42 ***** 0 .45 � �'b � 1.06 0.47 443.94 * 0.012 0.44 0.17 2 .73 2.73 0 .44 ***** 0 .47 1.12 0 .49 443 .96 * 0.012 0.45 0 .17 2 .78 2 .78 0 .45 ***** 0 .49 Federal Way(8001345 5694 JOB N0. I��J Z �d� ��3 SHEEf�OF�_ Bothell(425)415 6144 � r Bremerton(360)792 3375 JOB NAME �� '"'� COMP.BY �C� CHK BY CONTENTS��V�/l. tJ✓+G��v�G-�'�S !"tO'C- DATE�1��1� i I � I � , � � i � ! � ' i ( ; , � � , � j � � — ; i i � I� 1 I � �, � - �, ' , _ i � E -- i i i �-- ; i ; � i � � I � � � - Z- f �, ;D� Q � I � , � I ' I i ; - � d � _, ✓ � l i. r�" � i ; � U �� ` � � , � 1 � � � , � ' �.� � � � ' _ , e ' , '! i � � i i i - ,i i � � i j � i i j I F I i i � � � II i i 1 I i � ( i I i ( ;-- � l i i � ( � ! I— i i � ( I � � � � � � ' � i i � i � � � � , + , � { � i ( ,i � I � I � ' i ' _�� ; i � Civil Engineering Land Surveying Project Management Land Planning Landscape Architedure Public Works Culvert Analysis Report Culvert-1 J�e� �}-u_�ess �o a.� CulveR Summary ', Computed Headwater Elev< 442.87 ft Discharge 0.77 cfs I Inlet Control HW Etev. 442.84 ft Tailwater Elevation 442.18 ft �' Outlet Control HW Elev. 442.87 ft Control Type Entrance Control I Headwater DepthlHeight 0.53 I Grades I Upstream InveR 442.34 ft Downstream Invert 441.50 ft Length 55.00 ft Constructed Slope 0.015273 ft/ft Hydraulic Profile Profile CompositeSlS2 Depth,Downstream 0.68 ft�---� Slope Type Steep Normal Depth 0.28 ft Flow Regime N/A Critical Depth 0.37 ft Velocity Downstream 1.35 ft/s Critical Slope 0.005678 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 SecG2nrrM�xiiHDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 442.87 ft Upstream Velocity Head 0.14 ft Ke 0.20 Entrance Loss 0.03 ft Inlet Control Properties Inlet Control HW Elev. 442.84 ft Flow Control Unsubmerged Inlet Type Beveled ring,45°bevels Area Full 0.8 ftZ K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale A C 0.03000 Equation Form 1 Y 0.74000 Project Engineer: LARRY PETERSEN untitled.cvm ESM CONSULTING ENGINEERS,LLC CuIveRMaster v2.0[2005b] 11/09l04 02:17:11 PM �Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 � 0 X � Z W a a a � Site Improvement Bond Quantity Worksheet O King County Department of Development& Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 206-296-6600 TTY 206-296-7217 Alternative Formats Available Upon Request Project Name: Aster Park Date: 5/4/2004 �ocation: SW corner of the SR-900 and 148th Ave SE intersection Project No.: LOOP0024 Activity No.: L035R050 Note: All prices include labor, equipment, materials, overhead and � Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area ��, or from local sources if not included in the RS Means database. X yes no If yes, Forest Practice Permit Number: L03GF124 (RCW 76.09) (Activity Number) Page 1 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 Bond Worksheet-1.21.04.x1s Check out the DDES Web site at www.metrokc.qov/ddes Report Date: 8/13/2004 � Site Improvement Bond Quantity Worksheet i un�c < �of > E2ePCrence# Prtce Un�t ; , ;: C�u�n#i�:;;: ��?l�l�Gaki�x�s.. ;; .. �ost > ��C��#UN/S�[71MENT �ONTROI.. ' Nurrtbsr ' ' '' __ _ _.: Backfill � coinF��ction-en�bankrnent ESC-1 $ 5.62 CY 0 1 0.00 Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 48 1 3,240.48 Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY 0 1 0.00 Ditching ESC-4 $ 8.08 CY 663 1 5,357.04 Excavation-bulk ESC-5 $ 1.50 CY 67 1 100.50 Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 750 1 1,035.00 Fence, Temporary(NGPE) ESC-7 $ 1.38 LF 0 1 0.00 H droseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY 34945 1 20,617.55 Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY 0 1 0.00 Mulch, b hand, straw, 3" dee ESC-10 SWDM 5.4.2.1 $ 2.01 SY 167 1 335.67 Mulch, b machine, straw, 2" dee ESC-11 SWDM 5.4.2.1 $ 0.53 SY 0 1 0.00 Pi in , tem orar , CPP, 6" ESC-12 $ 10.70 LF 0 1 0.00 Pi in , tem orar , CPP, 8" ESC-13 $ 16.10 LF 0 1 0.00 Pi in , tem orar , CPP, 12" ESC-14 $ 20.70 LF 113 1 2,339.10 Plastic coverin , 6mm thick, sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY 0 1 0.00 Ri Ra , machine laced; slo es ESC-16 WSDOT 9-13.1 2 $ 39.08 CY 75 1 2,931.00 Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each 0 1 0.00 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2,928.68 Sediment ond riser assembl ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1,949.38 Sediment tra , 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF 60 1 1,074.60 Sed.trap,5'high,riprapped s illwa berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF 0 1 0.00 Seedin , b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY 0 1 0.00 Soddin , 1" dee , level round ESC-23 SWDM 5.4.2.5 $ 6.03 SY 0 1 0.00 Soddin , 1" dee , slo ed round ESC-24 SWDM 5.4.2.5 $ 7.45 SY 0 1 0.00 TESC Su ervisor ESC-25 $ 74.75 HR 40 1 2,990.00 Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 80 1 7,820.00 �. .:::::� ..,:... _. . ;. :::..;.,::<�>::�::>::;»;>:::.;;»:::>.;«::<::;;:��`�:><:>:>:»»»>::>::>::»::>:;::>::>::»»::»>:<::::�::<:»::>;>:::::::::::::«:::»>:<:s»>::»:««:>:::«::«:««;«<::«<;<;:::>:::<:>::>::::::'>::>::>::::>:'»>:»>::>::>??;:<::;:<::>::>;::>:::>:;:;::>::>::::>::::>::::::::>::::>::»»::>>;>::»;�::::>:::>::s::s::»�::><i<:::>:::><::<::;;::;;:;:::::;::>:<::««<:<:::::<;:`:`': .: . : :. . .. t. ,i►�1FYF:::.. iN�T�»[N..tTE. . .;.:::::::.. . ................................... M� �e�:::: .. ;>� ::<:;::::«««:»::»>::>::»»»:;::>:<::::::>::;:<:._.<:<.:::.;;:;::.;::::«.:.:;.::::;::;:;>;:;;;;;;:.:::::::;;;;;:.;::.:::::.»:<:»:<:::»»»»»:>::>:<:::::<:>::::>:<:>:«:«««:>:<:>::::>:.;:.;.»;>.::<.;:.;::>:::>::::>::>::>::»>:>::::::::.:.>;::>::.:::>::.>:.;:;:.>:.>:.».:;;;;;:.>:.::.;:.;:<:,,,,:;;; a e..� .:.;;:.::.;::.:»:;;. ..........:::::::::.:.:....:..:.::... .:::..::::.:....... ............... ......................... ....... .................... Each ESC SUBTOTAL: $ 52,719.00 30% CONTINGENCY& MOBILIZATION: $ 15,815.70 ESC TOTAL: $ 68,534.70 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 04l22/02 ' Bond Worksheet-1.21.04.x1s Check out the DDES Web site at www.metrokc.qov/ddes Report Date: 8/13/2004 s Site Improvement Bond Quantity Worksheet _ _ __ __ _ _ _ _ _ _ _ _ _ _ ;; ;.; ;; : , , ; ......, ; > ':; �xtsf�[iy �ut�irr.Public ' 'Wriv�de Qltat!l1f�tGahr�tlei�fi Ftigh,t�of,W��? � Ro�d irtiprovarnant� ka�provente�ts ��Band�f2educ3iin�)' ' i`. ' ; s 'i R tJrainac�e�arilities f1U3itf ' .��F«., : > . .. ; ; ; ., ...... . ...,:;,,,, 1lttit PtfCd Uri�� QuQt3f ��5t. Quartt � LubE (.1ud�1t G�3t ��7m Eef� COst ` ;: , : _ _ _ ...._ _...._.......... (�' ; _ . .,:;:::::.: . ..,;� r?: . ::::;;:.:::::::::::::::::::�;:::::::::::;;;:»»:»::::»;:. :::::::.:.:::::::. ::::::::::::::::::::::::::::::::::::::::::::::::.,�::::::::::::::::::::.::::::.........................................................................................,......................... Backfill&Compaction-embankment GI-1 $ 5.62 CY 663 3,726.06 67 376.54 Backfill&Compaction-trench GI-2 $ 8.53 CY Ciear/Remove Brush,by hand GI-3 $ 0.36 SY Clearing/Grubbing/Tree Removal GI-4 $ 8,876.16 Acre 0.15 1,331.42 2.48 22,012.88 6.53 57,961.32 Excavation-bulk GI-5 $ 1.50 CY 5671 8,506.50 4629 6,943.50 Excavation-Trench GI-6 $ 4.06 CY 70 284.20 Fencin ,cedar,6'hi h GI-7 $ 18.55 LF 250 4,637.50 Fencin ,chain link,vin I coated, 6'hi h GI-8 $ 13.44 LF 600 8,064.00 Fencin ,chain link, ate,vin I coated, 2 GI-9 $ 1,271.81 Each 2 2,543.62 Fencin ,s lit rail,3'hi h GI-10 $ 12.12 LF Fill&com act-common barrow GI-11 $ 22.57 CY Fill&com act- ravel base GI-12 $ 25.48 CY Fill&com act-screened to soil GI-13 $ 37.85 CY Gabion, 12"dee ,stone filled mesh GI-1 $ 54.31 SY Gabion,18"dee ,stone filled mesh GI-15 $ 74.85 SY Gabion,36"dee ,stone filled mesh GI-16 $ 132.48 SY Gradin ,fine,b hand GI-17 $ 2.02 SY Gradin ,fine,with rader GI-18 $ 0.95 SY 722 685.90 5705 5,419.75 260 247.00 Monuments,3'lon GI-19 $ 135.13 Each 4 540.52 Sensitive Areas Si n GI-20 $ 2.88 Each Soddin , 1"dee ,slo ed round GI-21 $ 7.46 SY Surve in ,line& rade GI-22 $ 788.26 Da Surve in ,lot location/lines GI-23 $ 1,556.64 Acre 9 14,009.76 Traffic control crew 2 fla ers GI-24 $ 85.18 HR 80 6,814.40 Trail,4"chi ed wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"to course GI-27 $ 8.19 SY Wall,retainin ,concrete GI-28 $ 44.16 SF Wall,rockery GI-29 $ 9.49 SF Page 3 of 9 SUBTOTAL 8,831.72 55,450.83 79,822.32 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Vel'sion: 4/22/02 eond Worksheet-1.21.04.x1s Check out the DDES Web site at www.metrokc.pov/ddes Report Date: 8/13/2004 Site Improvement Bond Quantity Worksheet ; _ _ _ < > ;;;... < > Existing._ FuturB'Pul)1tc ' Pr�vdt� 'I �3ondF2Qduction" �� Rigl�t-oi-way Raad fmp(ovements � 3rnprov�n�nts ;:: ; ' &Driir�A �F�cilitf�s 4�ki�ttt, ` ; l3n€t Pnce Uri�t Quani Cost ��ir�nt .' Gost `' -Cauant �osf CQm et� Cd�t ;..,;...............................,.:....,....:.....................:.:..,...»»>:::.>:>:;::<::<><::::>::::;:.;:.:::::.;::.:::.;::::::::::.;;;::.;:.;:;;;;:;;;;:<:.:::<:«<:.;;:<.::::;;;<.;;:::.;;:::.;:.;.;:.;;;:.;:;::::::::::::;:;<;<;;::::.;:::::::::.»:»:�.;:.�.;.::.;:;;�;�:;:::::.;:::::::::::::.�::,;::.>:>::;:;;;::.;;;:,:.;;;;;;;-.:::.;;;:;.;;:;;;;;::.>.;;;;;;;;;;;: ,,�';'I:I�:F�I�'��I"N�::i;:;;:;::�>;<::?<:[<:>�:I��x<::�?:i::;[�iz«:<:<::<:<:<>3<'>:[;::>::>E>;.;;:;::><;;>;.»E>E:>E:>EE»E::>EEE6E6>E:::>E:;.:z::;.:<::><::::<::::<:;:>::;:::>::::»»»:««z<:»::::::>::>E;::::;`><>?>>E<:>sE::E>3:E:;<E[E:«E:�::;:>::<::>E^:::>E::::'•>:[<::;<>;:[:':>:^'?>.`•<:;::<:;s:E>:<::;::»:>::E:>E:<z:E>s<;::::>�:::::<<:s:;::>::::::::<>:::>«;::::>:z:>::::»::::>::>:>:;:::::;:z<>:<i»:::>::>E:E<.?:: ....... ... . .............. . .. . AC Grinding,4'wide machine<1000sy RI-1 $ 23.00 SY AC Grinding,4'wide machine 1000-200 RI-2 $ 5.75 SY 1590 9,142.50 AC Grinding,4'wide machine>2000s RI-3 $ 1.38 SY AC Removal/Dis osal/Re air RI-4 $ 41.14 SY Barricade,type I RI-S $ 30.03 LF Barricade,t e III Permanent RI-6 $ 45.05 LF Curb 8 Gutter,rolled RI-7 $ 13.27 LF 2700 35,829.00 Curb&Gutter,vertical RI-8 $ 9.69 LF 650 6,298.50 100 969.00 Curb and Gutter,demolition and dis osal RI-9 $ 13.58 LF Curb,extruded as halt RI-10 $ 2.44 LF Curb,extruded concrete RI-11 $ 2.56 LF Sawcut,as halt,3"de th RI-12 $ 1.85 LF 700 1,295.00 Sawcut,concrete, er 1"de th RI-13 $ 1.69 LF Sealant,as halt RI-14 $ 0.99 LF 700 693.00 Shoulder,AC, see AC road unit rice RI-15 $ - SY , Shoulder, ravel,4"thick RI-16 $ 7.53 SY Sidewalk,4"thick RI-17 $ 30.52 SY 300 9,156.00 Sidewalk,4"thick,demolition and dis os RI-18 $ 27.73 SY Sidewalk,5"thick RI-19 $ 34.94 SY 861 30,083.34 Sidewalk,5"thick,demolition and dis os RI-20 $ 34.65 SY Si n,handica RI-21 $ 85.28 Each Stri in , er stall RI-22 $ 5.82 Each Stri in ,thermo lastic, for crosswalk RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF 650 162.50 I Page 4 of 9 SUBTOTAL 26,747.50 66,881.34 I Unit prices updated: 02/12/02 `KCC 27A authorizes only one bond reduction. Version: 4/22/02 eond Worksheet-1.21.04.x1s Check out fhe DDES Web site af www.metrokc.gov/ddes Report Date: 8/13/2004 Site Improvement Bond Quantity Worksheet ' ' " Existm�3 �utttre publ�c ' ' Private F�OE3t�RQtIi1Gt[Qtt' ; ; '. R�g2rt•of-way Ruad uri�zruve,y��ei�ts linE,rc�ve�nents ; i r < ;I ; li fJramage�ar.tlfties; Qi[an! r' _ ,,,_,,,_,_ '' ' < . �: . ......,.., ' > ,> ..�, > `, 'k3rcit#�ri�e tJ�tt C��r�n# G[ist �i�,�nt Ca t ....,y��if�ni . . ... Cnst Coni � �pS� �.. :..,;..:.;...:..:.>::.::::....:..,...;..:.:..;..;..:::::::�isf:;:;;;:.:s�»;`.�;i�:�:<:;;;�;::;;:;s:�:::<�i::i�::ii;ii�ii:i:i::i::::;:::::;:;;::;;:;::;;;;:;;;;;;;;.::::;::;::::::;.::;;::::;:;::.::>;:.:;::;:;:::;:�;:;;;:::::::�:t�>:�iri��:ii•:;;.;;:i<i:;;:::::::::::::::::i<i:�:ii::;iii;:::::::r>r:;;2%%2::::;;;::::::;::::::::::::::::::;::�i;:;;;;:»i::;<za:::::;;;:::>::i::>::iii::i::i::>::i:::�;;:;:::::i;;::;:::t::>�::::::::::::;:;:iiii:;:::>::r: v::. M.: .'.. : .. : :. ... .... �: .: v . .d :. �. a:. ....:. .:.: a• �: :.� �;.�. ;�: .. .:�':':.'. �.'.'.�...::. ' • . :::::::::'. ::: '::. : N.: ..� :. �.. .: .... . �:: .;>��»: . .:....: ..2::::.:.� :.: �:..`.. .::. ...:. : .:.:.:...:: . .: ..:K��.�:;;::::;:::;:;;;;!:::i;::;::::5::::SS:iS:::::::::::::::;:i:::::i::::::i::::�i:�i:;:::E:i::i3;:;::i:ii::i:i:£2�:>i�i::;:::�:;::>:::i:tit;;i:;�?:;`•:::E:E:E:i;:i::i:ii;r::�::•ii::i:;:i: #��.5 !�11��`�........�..�ir�cc[s....�,5.�ase.&.3:�..iv .��uK�.....�t�r..�3.f��..:.�.�:.:.�i�ict�.::.�:..l�ase.�.3.�..i� .��u.se:<:.::..................................................:.....:.:....:............:...::::::.:.........................:..............:. _...�.�.� :.::::.�.:::::::::.:::::::::::::::::::::::::::::::::::::.�?:.::::.�.::��.:::::::::::.:::.:::.::::::::::f..�.�::::.::_::G::::::::.::.:::::::::::::::::::::.4�:::::::::....�.................................................................................. For KCRS'93,(additional 2.5"base)add RS-1 $ 3.60 5Y 500 1,800.00 4000 14,400.00 AC Overiay, 1.5"AC RS-2 $ 7.39 SY 1100 8,129.00 AC Overla ,2"AC RS-3 $ 8.75 SY AC Road,2",4"rock, First 2500 SY RS-4 $ 17.24 SY 361 6,223.64 2500 43,100.00 280 4,827.20 AC Road,2",4"rock,Qty.over 2500SY RS-5 $ 13.36 SY 2864 38,263.04 AC Road,3",4"rock, First 2500 SY RS-6 $ 19.69 SY �I AC Road,3",4"rock,Qt .over 2500 SY RS-7 $ 15.81 SY AC Road,5",First 2500 SY RS-8 $ 14.57 SY AC Road,5",Qt . Over 2500 SY RS-9 $ 13.94 SY AC Road,6",First 2500 SY RS-1 $ 16.76 SY AC Road,6",Qt .Over 2500 SY RS-11 $ 16.12 SY As halt Treated Base,4"thick RS-1 $ 9.21 SY Gravel Road,4"rock,First 2500 SY RS-1 $ 11.41 SY 47 536.27 Gravel Road,4"rock, Qt .over 2500 SY RS-1 $ 7.53 SY PCC Road,5",no base,over 2500 5Y RS-1 $ 21.51 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 21.87 SY Thickened Edge R5-1 $ 6.89 LF 140 964.60 Page 5 of 9 SUBTOTAL 16,152.64 96,299.31 5,791.80 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 Bond Worksheet-1.21.04.xis Check out the DDES Web site at www.metrokc.qov/ddes Report Date: 8/13/2004 Site Improvement Bond Quantity Worksheet : ;; ; ;; Existing �uture Put�lir. ' ;' 'Privafe ' �tt�#�$B#l�Ct1011� ; '; ' ; , , Rigi�t-at�way Rond tmprovementx ; lm.provea�r�ts .... < ' i ' �Dra lrtses ' C1ii�nt , in�ye F.aci , ; Urift.f�YlG� U;F�It QLEi3ni �4£t . QLEA�1t GOst : €�tl3n�.. ;:..... �rQ&t Corr�Pieie� G..0.9� ..�:........;�:::.:..::....:...:;::;;�::<;�:::;:;,::i::;:;:�i::i:�5f:�s:�rr:;:;;:;.;;;::c:;2:�::�;:�::.;::::;:::;�>:.:;�:;�::::;::;:;;�:<;::i;;<:;:;:;:;:;:;<�:;::;;:�;:>:<:�;:�;;:>��i:�i��s:�s:�i:�i��i::s:t;:i::s:::::s:::::i:;::::::;;::::::::;::;::;;::;:;;�::;;;�;�;;:�::;:::::�::;::;::::;;::>::.<'�i:;;::;::;::;�2;;;;;;:::::t:�:�:s::s::;::;::;�::.;:.;::::;::;�:;::.:;:;�;;;:;:::;2:;2:;::;::;::;::;:t:::.:::::::::;ii:�ii;:::ii;i:•:::;::;:;:;::;;::::;s;:::;::;;;;;;;;::: '. .�.. ::::.:. .: :.:.. :. .; ..: ..::. ...:... , . . :::.:::....:.:..:.;..:....y..:.....:.:.:::>: ::...:...:...::...:'.�.:..;..;;.:..;:...,...;;....;.:........:::.:.:.:.:........... ,: .:.:...::.:.::..:..�. ..:..:.:.:.......::.........::.....::.:...::..:......:::::::.�r::.::::::::. .. ..�?!,#:.. .. : .fG�zBS ESf311.E�::. ..i ��:� �::. : : ;.:,.> ::. .. . ;;>::.:.: :.: . ;:.:.; ; .: •;;::. ; : <:.:::..;s JsS�f3`i�. . A. .�... �F........�ca�tu ��tl.PE�sq�.E'i �i��.�r..�. u€v�€er�t........ .. .......c� �,�f.�..cc��er..�!ss.sssum�d,.�#s�r�m�. . r�ar.a�ae�.t��f�:�..:.............i�'..............................:«::<:<><:>::>:�:««>: :,:�.::::::::::::::::::::::.9�:::::::::::::::::::::::::.E��:::::::::::::::::�...::.::.::a:.:::.�a.r...�ulu�rf..:n�as,.::Auro.... ......................................................................................�fi:....... Access Road,R/D D-1 $ 16.74 SY 267 4,469.58 Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each "(CBs include frame and lid) CB Ty e I D-4 $ 1,257.64 Each 4 5,030.56 15 18,864.60 2 2,515.28 CB T e IL D-5 $ 1,433.59 Each 1 1,433.59 1 1,433.59 CB T e II,48"diameter D-6 $ 2,033.57 Each 8 16,268.56 for additional de th over 4' D-7 $ 436.52 FT 19 8,293.88 CB T e II,54"diameter D-8 $ 2,192.54 Each 1 2,192.54 2 4,385.08 for additional de th over 4' D-9 $ 486.53 FT 5 2,432.65 8 3,892.24 CB T e II,60"diameter D-10 $ 2,351.52 Each for additional de th over 4' D-11 $ 536.54 FT CB T e II,72"diameter D-12 $ 3,212.64 Each for additional de th over 4' D-13 $ 692.21 FT Throu h-curb Inlet Framework Add D-14 $ 366.09 Each 6 2,196.54 Cteanout, PVC,4" D-15 $ 130.55 Each Cleanout, PVC,6" D-16 $ 174.90 Each 31 5,421.90 Cieanout, PVC,8" D-17 $ 224.19 Each Culvert, PVC,4" D-18 $ 8.64 LF Culvert, PVC,6" D-19 $ 12.60 LF Cuivert, PVC, 8" D-20 $ 13.33 LF Culvert, PVC, 12" D-21 $ 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP, 12" D-23 $ 26.45 LF Culvert,CMP,15" D-24 $ 32.73 LF Culvert,CMP, 18" D-25 $ 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF i Culvert,CMP,30" D-27 $ 71.45 LF Culvert,CMP,36" D-28 $ 112.11 LF i Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 9,655.75 59,804.07 9,370.77 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 Bond Worksheet-1.21.04.x1s Check out fhe DDES Web site at www.meirokc.qov/ddes Report Date: 8/13/2004 � Site Improvement Bond Quantity Worksheet ; ; ; _ _. ;: ; , > , �x�ati�g ::: �ufure puhlic : ; P��v�a#e< Rnncl R�dtiCtlqll* ; : ;: ; R�giii af�ray; ,.: Ro�d�mpr�vements lrripr�u,ements ' A#N La 1�' '> , ' :;.; �Clr:�it3��s��ci�rt�es ` < ' '. •-_... , 4.::«-..... .._ C�ii�nfi PJ�� uriit+'riG� Uiiif GuaC�t �aSt :< F�LtBk�t; <: Go9t �uant. ;: �ASt �4im lete �o:it Culvert, i;nncrele, 8" D 3� � �1_0� LF � Culvert,Concrete, 12" D-33 $ 30.05 LF Culvert,Concrete,15" D-34 $ 37.34 LF Culvert,Concrete, 18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF Culvert,Concrete,36" D-38 $ 137.63 LF Culvert,Concrete,42" D-39 $ 158.42 LF Culvert,Concrete,48" D-40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF 1230 13161 Culvert,CPP,8" D-42 $ 16.10 LF Culvert,CPP, 12" D-43 $ 20.70 LF 548 11,343.60 790 16353 176 3643.2 Culvert,CPP, 15" D-44 $ 23.00 LF 724 16652 Culvert,CPP, 18" D-45 $ 27.60 LF 529 14600.4 Culvert, CPP,24" D-46 $ 36.80 LF 228 8390.4 Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF Ditchin D-49 $ 8.08 CY 70 565.6 Flow Dis ersal Trench 1,436 base+ D-50 $ 25.99 LF French Drain 3'de th D-51 $ 22.60 LF Geotextile,laid in trench, ol ro lene D-52 $ 2.40 SY Infiltration ond testin D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'dee D-54 $ 1,605.40 Each Pond Overflow S illwa D-55 $ 14.01 SY 40 560.4 Restrictor/Oil Se arator, 12" D-56 $ 1,045.19 Each 1 1,045.19 2 2090.38 Restrictor/Oil Se arator, 15" D-57 $ 1,095.56 Each Restrictor/Oil Se arator, 18" D-58 $ 1,146.16 Each Ri ra , laced D-59 $ 39.08 CY 10 390.8 Tank End Reducer 36"diameter D-60 $ 1,000.50 Each Trash Rack, 12" D-61 $ 211.97 Each 1 211.97 Trash Rack, 15" D-62 $ 237.27 Each 1 237.27 Trash Rack, 18" D-63 $ 268.89 Each Trash Rack,21" D-64 $ 306.84 Each Page 7 of 9 SUBTOTAL 12,388.79 59486.62 17369.8 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 4/22/02 Bond Worksheet-1.21.04.x1s Check out the DDES Web site at www.metrokc.pov/ddes Report Date: 8/13/2004 r Site Improvement Bond Quantity Worksheet _ _ _ _ _ _ _ ;' s: ' ; ' �x�simg ; fufurc PuU3ic ' Privat� ;: '` k3Pt�c!RedtiCtion. ` ` ? :;; �ti,yni-ar-way' Ftcst�d Tmprovemer�t� bnprovemartt� ; , ";.+Mr«+.,•,r ; ` ;> f4 CSrainage FaalFFses Quant , �.�...:.... .., ......,�..,. ........ ......... ��1ft�Ciu� UiiiE CJuat7t FrICe �iREttlt' GOst C�uant. �PSt �A1Yi �t� G09t No. 2"AC,2"top course rock&4"borrow PL-1 $ 15.84 SY 2"AC, 1.5" top course&2.5"base cour PL-2 $ 17.24 SY 4"select borrow PL-3 $ 4.55 SY 1.5"top course rock&2.5"base course PL-4 $ 11.41 SY + .„ ,' , >: «: ;;; `: No. Yard Drain WI-1 $ 200.00 EA. 12"Cleanout WI-2 $ 275.00 EA. 1 275.00 15"Cleanout WI-3 $ 300.00 LF 1 300.00 Li ht Standards with Poles WI-4 $ 4,300.00 EA. 3 12900 W I-5 EA. W I-6 EA. WI-7 LF WI-8 SF WI-9 LF wi-�o LF SUBTOTAL 12,900.00 575.00 SUBTOTAL(SUM ALL PAGES): 86,676.40 337,922.17 112,929.69 30%CONTINGENCY 8�MOBILIZATION: 26,002.92 101,376.65 33,878.91 GRANDTOTAL: 112,679.33 439,298.82 146,808.60 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 4/22/02 Bond Worksheet-1.21.04.x1s Check ouf the DDES Web sfte at www.metrokc.pov/ddes Report Date: 8/13/2004 � Site Improvement Bond Quantity Worksheet Original bond computations prepared by: rvame: Raymond Miller Date: 1/27/2004 PE Registration Number: 22884 Tel.#: 425-415-6144 Firm Name: ESM Consulting Engineers LLC aaaress: 11714 N. Creek Pkwy N, Suite 101, Bothell, WA 98011 Project No: LOOP0024 ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND' PUBLIC ROAD&DRAINAGE AMOUNT BOND"AMOUNT MAINTENANCE/DEFECT BOND' REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 68,534.7 TEMPORARY OCCUPANCY"** Existing Right-of-Way Improvements (B) $ 112,679.3 Future Public Road Improvements & Drainage Facilitie (C) $ 439,298.8 Private Improvements (D) $ 146,808.6 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond*/** (A+B) $ 181,214.0 (First$7,500 of bond"shall be cash.) Performance Bond"Amount (A+g+C+D) = TOTAL (T) $ 767,321.4 T x 0.30 $ 230,196.4 OR Minimum bond`amount is 1000. Reduced Performance Bond*Total "** (T-E) $ 767,321.4 Use larger o x30 or( -E) (g+C)x Maintenance/Defect Bond*Total 0.25 = $ 137,994.5 NAME OF PERSON PREPARING BOND* REDUCTION: Date: 'NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County. **NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30°,6 contingency and mobilization costs are computed in this quantity. '*"NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30°�of the original amount(T)or as revised b major design changes. SURETY BOND RIDER NOTE: If a bond rider is used,minimum additional performance bond shall be $ 586,107.4 (C+D)-E REQUIRED BOND•AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at www.metrokc.pov/ddes Version: 4/22/02 Bond Worksheet-1.21.04.x1s Report Date: 8/13/2004 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORM`VATER FACILITY SUNiNiARY SHEET Development: Aster Park Date: 02/12/04 Location: Southwest corner of the intersection of SR-900 and 148`h Avenue SE, In King Countv, WashinQton. ENGINEER DEVELOPER Name: Raymond E. Miller Name: Michael Romano Firm: ESM Consultin Engineers Firm: Centurion Develo ment Services Address: 11714 North Creek Pkwy N. Address: 22617 8t Dr. SE Suite 101 Bothell, WA 98011 Bothell, WA 98021 Phone: (425) 415-6144 Phone: (425) 486-2563 Developed Site: Acres: 9.01 Number of lots: 36 Number of detention facilities on site: Number of infiltration facilities on site: 1 ponds 0 ponds 0 vaults 0 vaults 0 tanks 0 tanks Flow control provided in regional facility(give � location} N/A No flow control required Exemption number Downstream Draina e Basins Immediate Major Basin Onsite Basin A Cedar River Lake Washington N/A Basin B N/A Basin C N/A Basin D Number&type 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?) 1 combined detention/WQ pond 0 sand filter vault (basic or large?) (WQ portion basic or large?} 0 combined detention/wetvault 0 stormwater wetland 0 compost filter 0 wetpond(basic or large?) � 0 filter strip 0 wetvault 0 flow dispersion 2 spill control 0 farm management plan 0 landscape management plan � 0 oiU��ater separator(baffle or coalescing plate?) 0 catch basin inserts: Manufacturer N/A 1998 Surface Water Design�4anual 9/1;'98 I 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 0 pre-settling pond 0 pre-settling structure: Manufacturer N/A 0 flow-splitter catch basin DESIGN LNFORMATION INDNIDUAL BASIN A B C D Water Quality design flow N/A Water Quality treated volume or 9,895.48 cf we ond Vr DESIGN TOTAL INDIVIDUAL BASIN INFORMATION, cont'd Drainage basin(s) A B C D Onsite area 9.01 ac �, Offsite area 0.37 ac Type of Storage Detention/ Facility WQ Pond Live Storage Volume 114,212 cf Predeveloped Runoff 2-year 0.41 cfs � Rate 10-year 0.75 cfs 100-year 1.41 cfs Develo ed runoff rate 2-year 1.81 cfs 10-year 2.19 cfs 100-year 3.68 cfs � T e of restrictor Stand Pi e Size of No. 1 2.12 inches orifice/restriction No. 2 2.72 inches No. 3 4.81 inches No. 4 N/A FLOW CONTROL& WATER QUALITY FACILITY SiJNIlV1ARY SHEET SKETCH All detention, infiltration and water quality facilities must include a sketch per the follo«�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, �id number 91ll98 1995 �urface 1ti'ater Design �fanual � z KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 2. Label CBs and MHs with the plan and profile desib ation. Label the control structure in writing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes-- indicate: Pipe size Pipe length Flow direction Use s single heavyweight line 4. Tanks-- use a double, heavyweight line and indicate size (diameter) _ 5. Access roads • Outline the limits of the road • Fill the outline with dots if the road is gravel. Label in writing if another surface. 6. Other Standard Symbols: • Bollards: • • • • ■ ■ ■ ■ • Rip rap o00000 Fences --x---x---x---x---x---x--- • Ditches ��v--�Cm-�-�D 7. Label trash racks in writing. 8. Label all streets with the actual street sign designation. If you don't know the actual street name, consult the plat map. 9. Include easements and lot lines or tract limits when possible. 10. Anange 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 drive��vays or features that may impact access, maintenance or replacement. � 1998 Surface�Vater Design Manual 9/1/98 � �— Table 1. Description of Downstream Conveyance System Site Visit on 7/03/00 Basin: Greene's Creek(including upstream areas) Location;,� ;; Draipage �,.; Drainage ; Slo�e Distance from Existing Potential Observations of Field 1D Component'Type, Component Site Discharge` Prc�blems Problems Inspector,Resource Name,and Size Descriptfon Reviewer,or , Resident See Fig.S ' Type:sheet flow,swale, drainage basin, 1/4 mile=1,320 ft constrictions,under capucity,ponding, tributary area, likclihood of' streum,channel,pipe. vegetation,cover,depth, (%) (FT) overtopping,scouring,bank sloughing, problem,ovcrilow Size:diameter,width` e of sensitive area sedimentation incision,other erosion athwa s, otentisl im acts 1 Roadside ditch Shallow ditch along 1 East boundary Wid[h: 1' 148th Avenue SE Depth: 1' Side slo e:2:1 2 Dispersion/shallow East boundary Runoff dispersed onto flow to site the site 3 Roadside ditch Ditch along 148th 3-5 East boundary Runoff dispersed onto Width: 1' Avenue SE the site Depth: 1.5' Side slo e: 2:1 4 Roadside ditch Ditch along State 1 North boundary Standing water Evidence of long- Ditch flows to west Width: 1' Route 900 the ditch at the duration standing Depth: 1' northeast corner water Side slo e: 2:1 of the site 5 Roadside ditch 1 North boundary Ditch is Width:2' overgrown with Depth: 1.5' alder saplings and Side slo e:2:1 briars 6 12-inch diameter Discharge]ocation 5 0 Low point of site;runoff conerete culvert from site;culvert conveyed from east and conveys flows to the west in roadside ditch north under SR 900 alon SR 900 7 Shallow channel flow West boundary Entry road into the along entry road into mobile home park the mobile home park collects runoff from western ortion of ark ;�-;��-�-:- - � . Table 1 (continued) Basin: Greene's Creek Location - Drainage Drainage Slope Distance from Existing Potential Observations of Foeld ID Componebt Type, Component Site Discharge Problems Problems lnspector,Resource Name,and Size Description Reviewer,or Resident See Fig,S Type:sheet flow,swale, drainage basin, 1/4 mi1�1,320 ft constrictions,under capacity,ponding, tributary areu,likelihood of stream,channel,pipe, vegetation,cover,depth, (%) (FT) overtopping,scouring,bank sloughing, problem,ovcrflow Size:diameter width ' e of sensitive area sedimentation,incision,other erosion athwa s, otential im acts 8 Sheet flow West boundary Eastern portion mobile home park sheet flows to the site 9 Roadside ditch Ditch along SR 900 4 North boundary Runoff from western portion of mobile home park conveyed to ditch along SR 900;ditch flows to east 10 Broad swale Broad swale; 3-5 100 No erosion Swale recently cleared of Width: 20' headwaters of briars Depth:4' Greene's Creek Side slo e:U-sha ed 11 Broad swale Broad swale; 3-5 150 overgrown with grass, briars and alder 12 Vegetated channel Channel more defined 3-5 250 Width: 2' Depth:2' Side slo e: 3:1 13 Vertical drop of about 20 350 No erosion Potential erosion Area appears to be man- 8 feet over short made fill distance l4 Vegetated channel Grass-lined channel; 3-5 400 Width:2' follows fence line Depth: 2' Side slo e:3:1 � Table 1 (continued) Basin: Greene's Creek Lo�ation:' ' Drainage : Drai�age ' Slbpe. Distance from Existing Potential Observations of Field ` ID '. Component Type, Component Site Discharge Problems Problems Inspector,Resource Name,�nd Size Description Reviewer,or Resident Set Fig.5 Type:sheet flow,swale, drainagc basin, 1/4 mile=1,320 ft cdnstrictions,under capacity,ponding, tributary are�,likelihood of stream,channel,pipe. ` vegetation,cover,depth, (%) (FT) overtopping,scouring,bank sloughing, problem,overflow Size:diameter width e of setlsitive area sedimentation,incision,other erosion athwa s, otential im acts 15 24-inch CMP culvert Crosses uncier private 600 road 16 Channel Channel ber,omes 5-7 650 Width: 1.5' more chazacteristic of Depth: 1' a creek;enters a broad Side slope:2:1 forested ravine; increased adient 17- 18 Channel Gradient becomes 3-5 800- 1,000 Width: 1.5' flatter Depth: 1' Side slo e: 2:1 19 Channel Tributary enters from 3-5 1,200 40-60 gallons per minute Width: 1.5' the east flowing in the tributary; Depth: 1' tributary from the Side slope:2:1 roadside ditch along SE 148th Street 20 Channel Creek becomes 2-3 1,400 "No Trespassing"signs Width:2' slightly wider posted Depth: 2' Side slo e:2:1 20A 18-inch CMP culvert Cross under private 2 1,900 Flooding occurs in backyard of adjacent See Supplemental Level 30-inch CMP culvert road(SE 104th Street) residence;see drainage complaints 91- 1 Drainage Analysis for 0619 and 90-0819 Proposed Plat of Stone Rid e March 14,2000 21 Channel Creek flows within a 2,000-2,600 � narrow buffer _ _ i