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HomeMy WebLinkAbout03160 - Technical Information Report s: r ; ��`�������..;:'�`��, ; ,: ; ; ' , ��� ;: ��..�3�� ����-��3 � . R�?vTt��,"�����'�C�N J1C� C� °--; - � EIVE�D `�N 2 3 2004 FILE NO. 74]-002-01 1 LABRADOR VENTURES, LLC PROJECT PREPARED BY TOUMA ENGINEERS 6632 SOUTH 191ST PLACE, SUITE E-102 KENT, WA. 98032 (425) 251-0665 January 15, 2004 ' ��R w' �a �'�'°� '� , V � . , r � �l� I � +� �^ 947U � .r�t.' �.,_ R ��. ,I -}�: �����T�; �c� „�edAt���� ' ��(1'!i,1���i'7_'?I�5''�_..�.�J 3lCob s r King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner Project Name L��ru�lo r- U2/I�U/�!S' C/��/o.� �2�C Z- Address �3/ �r� � � ��� Location I�-�= z✓� �.� Township Phone Range 5 � �ZS- �'0-3-D�OD .._- Project Engineer ••••••-••••••Section � ioir/ /o�incz. Company o�m� L�S i�Pp�"� Address/Phone �z1=zS�- o6L,� Part 3 TYPE OF PERMIT part4 OTHER REVIEWS AND PERMlTS APPLICATION (i Subdivison 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 OF�AINAGE BASIN ' Community /le�,�y q�q/e, Drainage Basin � ��,,,� W�S h,,��,�� Part 6 SITE GHARACTERISTICS � River Floodplain Wetlands !Jf'l//4/�'lP� Stream U�-r�,����s�i''cQ�sf Seeps/Springs Critical Stream Reach High Groundwater Table Depressions/Swales Groundwater Recharge Lake Other Steep Slopes ` t r Part 7 SOILS Soil Type Slopes Erosion Potential Erosive Velcoties L19� .5�'�o /S� /rldder,��-c� Z s Additional Sheets Attached Part S DEVEL�PMENTtIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT Ch. 4—Downstream Analvsis �e�'-ed ,�c� �pcn� Additional Sheets Attached Pa�t 9 ESG REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REG�UIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION c�Sedimentation Facilities ✓Stabilize Exposed Surface ✓Stabilized Construction Entrance ,/�iemove and Restore Temporary ESC Facilities �j Perimeter Runoff Control �Clean and Remove All Silt and Debris V Clearing and Graing Restrictions ✓Ensure Operation of Permanent Facilities �Cover Practices ✓Flag Limits of SAO and open space �Construction Sequence preservation areas Other Other • � Part 10 SURFACE WATER SYSTEM �/Grass Lined Tank Infiltration Method of Analysis Channel /9�.�C,S'�/�'1'� ! vVault Depression t�Pipe System Ener Dissa ator Flow Dis ersal Compensation/Mitigati 9y P P on of Eliminated Site Open Channel Wetland Waiver Storage Dry Pond Stream Regional Wet Pond Detention Brief Description of System Operation �ur�a��'D/�e G�e�J i�'/ c/3 �f?i,p�.1'o��''C�,+��/ �U I�QGI/` � ��U4.s,� /� {ov �ta�/77P�tT Osl�dP��,�c2No.✓ �Je�9�'P� �. P.�Si�1f �y/i1��G�Bcc�As -�s�'�et�v Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTSlfRACTS �Cast in Place Vault Drainage Easement Retaining Walt Access Easement Rockery>4' High ✓ Native Growth Protection Easement Structural on Steep Slope '�Tract Other . Other Part 13 SIGNATURE OF PROFESSIONAL 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. c= ��� ��,�,c, -- �-�-�-- �// O� � Signed/Date TABLE OF CONTENTS l. PROJECT OVERVIEW IL CONDITIONS & REQUIRMENT SUSMMARI' Ill. OFF-SITE ANALYSIS IV. FLOW CONTROL AND WATER QUALITY �'. CONVEYANCE SYSTEM ANALYSIS V1. SPECIAL REPORT AND STUDIES - N/A V11. BASIN AND OTHER COMMUNITY AREAS - N/A V111. OTHER PERMITS- N/A IX. EROS[ON/SEDMINTATIOIv CONTROL UESIGN X. BOND QUANITIES WORKSHEET XI. MAINTENANCE & OPERATION MANUAL- N/A I 1. PROJECT OVERVIEW The subject property involved in this plat covers an area of approximately 4.43 acres. Approximately 3.84 acres will be involved in this analysis since the northern portion of the site drains into the unnamed stream situated along north of the subject property. The property is situated in the north end of the City. It is bounded on the south by the Plat of Eldon Acres. It is bounded on the north by a creek situated 120 to 160 feet south of the extension of N 28th Street. It is bounded on the west by Clover Creek Plat, recently approved by the city of Renton. On the east the property is bounded by single family homes situated within an abandoned Pacific Railroad right of way. Access to the property is made from either Burnett Avenue N to the west, and Blvd from N 26th Street to the east. The main access to the property will be from Burnett Avenue N. and a secondary access from N 26th Street. The project area is hilly with slopes ranging from 5% to 15%, except for steeper slopes exceeding 40% exist along a creek on the north edge of the proposed site. A creek runs along the north edge of the site area. The steep area will be placed within a Native Growth Protection Easement (NGPE)tract and this area will be protected by covenants securing the integrity of the steep slope and hazardous area. The NGPE tract (identified on the proposed preliminary plat as Tract "A"). The size of the tract is calculated at 17, 187 square feet. The creek flows through a rather deep ravine, 20 ft. to 30 ft. deep. The soil type of the site is Alderwood, glacial till. Existing groundcover consists mainly '', of high grass and lawn associated with the existing two single family homes and scattered ', trees along the north and west sides of the property. The proposed plat will have 15 lots with lot sizes ranging from 7200 square feet to 21,600 square feet. Most of the proposed plat improvements were constructed in conjunction with the Clover Creek Plat and recently accepted by the City of Renton. A new cul-de-sac will be constructed along the easterly portion of the proposed plat to provide access to new single family lots. The new improvements will be designed to City of Renton Standards and requirements for streets, storm, sewer, water and streetlights. ..- . . i ._ ---- . : fl:.:. .:�: _ t •. 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'y� �. �:t ��t't� � �� M �; � {d {�. �f,���, e��, �f.,�� ��� - � �F s,�'� ( � .�; - ���� .� �! ,,�a� `'i� ' •ri r+' •' 167 T "„�,� ;r�"�t� � `� ~!f�� d {' �j�' � �� ��i �L !•a,l• '��,� '�� ��� • � � „b s� t�ti D� ' .,>i� ,� '� yXa�'7��4 «5 ,�. ,�f' � _ �: .� � �`;, J> MaW��� ., y��5y,�,��,y'�. ,� : 1F` �(i }'f��.�`s... �F } ' �.♦ �Y Ur I J�i i� �y•"j� �t ' � n�� \\ �1:i G_v 1- �� :,}� ..�r tyf��f ��� .'� ��.' .r;? ': �' : � 1.. ���%)�• ''L;L �'�.+�'�� ' P'�t !��``k?�y�+ Ur •a �����-� � ��i �' ' , ,•L .� �y , � •� t t^�. �.�,��� '� �' ''P BUY �'► 1 .,� � ��1 ' ��i•.� � '�� i.� 1Z ry If� �.• •d �-- �nr � �Y'��� ��.. ' _ _ �k,_ .' ._ 1.. • � �.•y/ �• . •� �x 'E d �, ��-� • '� �•1Z . , � • ` � �f�' ��� t#k3 �u�7%; �h i' Plani ��' � y �•� ��.�', i �/ � M, � Ev ¢ ur �' R TO � �^ � ; '�, ,y � �.' J ', ' ♦ � :Rd� •y�0•GS i „ ♦• { —�'•� . 4 E. R.S E. RENTON l.9 Ml. / // ' t f 12 30 (Joins sheet 1 1) RdC 10' R£NTON l.7 MI. Scale 1:24 000 j/4 � i.� 0 --- — � � 2 M�les � i000 40nn 3000 2000 ]000 0 -- 5000 ---�----�— 100v0Feet I hi5 map is one of a set o(2p. /� I��"IF1�, � � :iilll � ;���f�%:, ,,;'.�,Illrl� ��1 �'�'�1 rl��. � PRELIMINARY CONDITIONS SUMMARY CORE REQUIREMENT #l: DISCHARGE AT NATURAL LOCATION The allowable outflow from the site will be discharged to its natural location. The level I flow control will be calculated to match the developed peak discharge rate to existing conditions peak discharge for the 2-year and 10-year. CORE REQUIREMENTS #2: OFF-SITE ANALYSIS Refer to off-site analysis on subsequent pages. CORE REQUTREMENTS #3: RUNOFF CONTROL Refer to Advisory Notes attached to City's Determination of Non-Significant statement dated August 14, 2001. The detention facility is provided for this plat was provided recently in the development o over Creek One. There are no additional requirements. CORE REQUIREMENTS #4: CONVEYANCE SYSTEM The conveyance system is minimal for this development since most of the underground storm systems had been installed during the development of Phase One of Clover Creek subdivision. Storm runoff from the new homes and added cul-de-sac will be directed into the existing storm system in Park Avenue N. CORE REQUIREMENTS #5: EROSION/SEDIMENTATION CONTROL PLAN The Erosion/Sedimentation control facilities will consist of filter fabric fences to be placed along the top banks of the creek along the north side of the site. The steep areas will remain undisturbed. The existing wet vault desi ned for ea for Clover Creek Plat will be utilized for water qua�ty control. CORE REQUIREMENT #6— MAINTENANCE AND OPERATiON N/A CORE REQUIREMENT #7 — FINANCIAL QUARANTEF.S AND LIABILITY N/A CORE REQUIREMEN'1' #8— WATER QUALITY Water quality facility is ��vi�d fort his site under_C_lover Creek One development. There are no additional requirements. ^ SPECIAL REQUIREMENTS—THOSE APLLICABLE TO TAIS PROJECT 1. Critical Drainage Area - The drainage basin is not part of any critical drainage area. 2. Compliance with existing Master Drainage Plan—N/A 3. Conditions Requiring Master Drainage Plan—N/A 4. Adopted Basin or Community Plans—N/A, However, the site is located in the Cedar River Basin and the Green River Community Planning area Refer to attached Figures 1 & 2, of King Co. SWDM. 5. Special Water Quality Controls— There will be no appreciable new road added to side except for a new cul-de-sac. The water quality facilities constructed for Clover Creek Plat will be adequate to provide water quality control. 6. Coalescing Plate Oil-Water Separators—N/A 7. Closed Depression—N/A 8. Use of Lakes, Wetlands, or Depressions for Detention — N/A The existing wetland situated northwest of the site area was delineated when these four lots were created by the Plat of Clover Creek. The proposed development is outside the wetland and its buffer areas. 9. Delineation of 100-year Flood Plain—N/A 10. Flood Protection for Type 1 and 2 Stream —N/A 1 1. Geotechnical Analysis and Report —N/A. soil studies were provided in Clover Creek One. 12. Soil Analysis and Report —N/A. 13. A Wetland Mitigation Report —Wetland study was prepared in conjunction witt� the Clover Creek Piat which created the large four lots which equate to the proposed site. � � lll. OFF-SITE ANALYSIS 1 UPSTREAM I The site is situated at upper end of its own basin, approximately 4 acres. The flow is directed south for majority of the site except for the steep creek bank. The sheet flow across the site is directed to a recently built roadway and storm drainage facilities and conveys the runoffto a detention vault situated at the southwest corner of the proposed site. 2. DOWNSTREAM The flow from the detention vault restricts the out-fall and discharges the runoff into an open ditch along the north side of N 26�' Street. Eventually the flow is directed to an existing creek mentioned above. Thence the flow is directed into a culvert under Lake Washington Blvd.; thence into an open drainage swale until it reaches under culvert under the railroad. From this point the flow is directed into a drainage swale which directs the flow into Lake Washington approximately 150 feet. Refer to attached analysis which addresses the off-site flows and downstream analysis. OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SurFace Water Design Manual� Core Requirement#2 Basin: ��5%Ci�/<E t�i��'Sr//ti�� Toi✓ Subbasin Name: GtijLiQ��L; ��%ic'.�:rrN Subbasin Number: � Symbol ' Drainage Drainage Component Slope Distance Existing Potential Observations of field inspector II Component Type, Description ' from site Problems Problems resource reviewer, or resident , Name, and Size dischar e Type:sheet f{ow,swale, constnctions,under capacity,ponding, see map stream,channel,pipe, drainage basin,vegetation,cover, 96 1/4 mi=1,320 ft overtopping,flooding,habitat w organism tributary area,likelihood ai probtem, pond;Size:diameter, depth,type of sensative area,volume destruction,scounng,bank sloughing, overflow pathways,poterttial impacts. surtace area - sedimerrtation,irtcision,other erosion I /�'Eh%<I.G�✓[: CL'L✓C2T i � i (l) �6'�,�C�' hr���,��.�i�L, �C���E 6EL 3,� �— �� ,/l,�c�v`� C�'���C��;- Dk����.�c� oF j��v� ?...FT. ►�i�[�,c � i G 4 F�D F L�, PEc�BLE � � G i�i�.!�1 C i i r C I-!E C/:,E'J C2 � Lvr� ,a�� ��►�-aER�y C-�ass /0 c�7/�s Nc ti�E �✓✓�,�E - ,� c ��� 2� ��R'C✓� F���ti.H�`��,� 5.6 /98=/�'7 /�'o�;'� C.�'rvi�c� ij C/�`'f-}C/T� Ch'GC/�Eu ��� ST��AM �� ��kt l✓i4SHiN�T• D/�1.4 LP7�33y �;,ic,�E NoN_ �i� E'k'as,o�v , , — L✓yk� �U�� D .357-- / ��f L1Table.doc 11/2/92 � �� . , _ \ � ` 1 \ .�4 i � . - \ . �y �`<a �, . EX SSMH k�--``4� ��� � x� �� R1M=55.71 • � ��1 �� +��"\<� � �_ � � �� �,� � � � / �� _ '...� -::Y /�' x�T. y I �y � ". s'� \. -I/ ���\ �'��-';�.o�``�,� ,�;� ,r� , �� � ��� �\ �'t•.� �`t ' i; �`� , O -,, ` , ;.,� .�C 42.g3 w : >� .. �,:� ?r2.76 � � // \� x 3J6 'c� '• �v ;,�� 4+,, . � � � �\� .�`�.���. � . �� . \ � �\ �'ti� -. . .�"` , I . \ •�.63.40 l ��\� w�`��x•�- , ' ,.,� ; � � .•siie � � \� - • i.` �' , \ Q �\ C' � ��1� x:1.OF , � .. r; � ` , , . �!\�.85 ��'•-`i � � � � i . ".. \ / �� '�,�' � . � \� I te . �t.es \\x: � � � •. 31.� �\ 4 i 8.et C2� �.. � � �\ �3) � . , j X .Be ' � yc.5i.s5 � ' � . �5�.:::i.'.. �\ . � . . .-� �'. \� � 8� . -. . � - � \ \� I .14 � ; 24" CONC 36" CONC . � � \ � ' !E=26.DO lE=29.80 . \ i �s , 1 � i � ` �, � � � s, i � \ �� � •. , C�� � � � , � :�,:� � � ��.� .� , � � . , , , , _ -� , � , ' , , FccT r�R�asE � j ,. � v� IV. FLOW CONTROL AND WATER QUALITY N/A V. CONVEYANCE SYSTEM ANALYSIS The proposed storm system consists of three runs of 12-inch culverts connecting the proposed storm system for the cul-de-sac to an existing storm system in Park Avenue North, approximately 1801ineal feet. The minimum slope is 1.0 percent. The 100-year developed runoff from the site is calculated at 2.42 cfs The attached calculation determined that a 12-inch pipe at 1.0 percent has the capacity of 3.86 cfs, more than anticipated 100-year flow during post development. Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : Clover Creek 2 Comment : Determine Pipe Capacity Solve For Full Flow Capacity Given Input Data : Diameter. . . . . . . . . . 1 . 00 ft Slope . . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 012 Discharge . . . . . . . . . 3 . 86 cfs Computed Results : Full Flow Capacity. . . . . 3 . 86 cfs Full Flow Depth. . . . . . . . 1 . 00 ft Velocity. . . . . . . . . . 4 . 91 fps Flow Area . . . . . . . . . 0 . 79 sf Critical Depth. . . . 0 . 84 ft Critical Slope . . . . 0 . 0097 ft/ft Percent Full . . . . . . 100 . 00 0 Full Capacity. . . . . 3 . 86 cfs QMAX @. 94D. . . . . . . . 4 . 15 cfs Froude Number. . . . . FULL Open Channel Flow Module, Version 3 . 4 (c) 1991 Haestad Methods , Inc . * 37 Brookside Rd * Waterbury, Ct 06708 STORM DRAINAGE REPORT FOR Clover Creek Division 2 BASIN AREA 3.84 ACRES-ON SITE AND OFF SITE SOIL TYPE Acd -Alderwood Type "C" TIME OF CONCENTRATION - PRE-DEVELOPMENT- FOR 2-YERR, 24-HOUR STORM DESIGN SHEET FLOW- OFFSITE MANNING-n 0.15 OVERLAND-L 300 FEET PRECIPITATION-P 2 INCH SLOPE - S 0.055 FT/FT T1 = 19.91 MINUTES CONCENTRATED FLOW- OFFSITE OVERLAND L 420 FEET K- VALUE 21 SLOPE - S 0.07 FT/FT VELOCITY-V 5.56 FPS T2 = 1.26 MINUTES TOTAL TIME -PRE- DEVELOPMENT 21.17 TIME OF CONCENTRATION - POST DEVELOPMENT- FOR 2-YEAR, 24-HOUR STORM DESIGN SHEET FLOW- OFFSITE MANNING-n 0.15 OVERLAND-L 200 FEET PRECIPITATION-P 2 INCH SLOPE - S 0.055 FT/FT T1 = 14.40 MINUTES SHEET FLOW- ONFSITE- ASPHALT MANNING-n 0.011 OVERLAND-L 100 FEET PRECIPITATION-P 2 INCH SLOPE- S 0.15 FT/FT T2 = 0.68 MINUTES CONCENTRATED FLOW- ONSITE UNDERGROUND PIPE OVERLAND L 270 FEET K- VALUE 21 SLOPE- S 0.007 FT/FT VELOCITY-V 1.76 FPS T3 = 2.56 MINUTES CONCENTRATED FLOW - ONSITE UNDERGROUND PIPE OVERLAND L 270 FEET K- VALUE 21 SLOPE- S 0.007 FT/FT VELOCITY-V 1.76 FPS T4 = 2.56 MINUTES TOTAL TIME - POST DEVELOPMENT 20.20 , 24, 3 . 9' ------ -- - ----- ------- --------- - ------------------ ---- ---- ---- ---- ----- ******************** S .C. S . TYPE-lA DISTRIBLTTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP . ********* - --- - - - ------ ------- ----------------- ---------- ----- ----- --- ---- ---- - - ENTER: A(PERV) , CN (PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO . 1 3 .41, 86 , 0 .45 , 98, 21 . 17 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 3 . 9 3 .4 86 . 0 . 4 98 . 0 21 . 2 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 2 . 09 7 . 83 36226 ENTER [d: ] [path] filename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a : l00yrex SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c - - ------ - ----- - - - ---- ------------------ ---- ------------ --- ---- ----- --- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2 2 . 69, 86, 1 . 31, 98 , 20 . 20 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN ' 4 . 0 2 . 7 86 . 0 1 . 3 98 . 0 20 . 2 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 2 . 42 7 . 83 41255 ENTER [d: ] [path] f i 1 ename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a : l00yrd SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP � KIN'C COUN 'PY, W ASIIINC� TON, SURFACE WATER UESICN MANUAL — — --- —-- _ __ _— ------- — —--------- — —— _ ----—— FIGURE 3.S.lti 100—YEAR 24-IiOUR ISOPLUVIALS 3v _ _ L: .� ��,, q >,�t tuw� =r' — ;�, — ,. ] ; `3y ., �� ,� ,. t - _ ' , r - 2 � -- �-�� ' �' �3 � � �� 4 ;� �- �V. � ', � _ ✓� � �� 36 ; � f �,, �: _ �' �� �. �� 3 3� 3��_ �`i _ ,� . �� � - ,1 J � r� .. 9 • -. . . . �. �, • -- - . : � , ,� 4� � ,' "_ � -- '�.,,- - `, ��_' - t q _ ---� '� _ . _ � - -�_ � / - � �r,��•�_ 1 V+�� - - � � � 43 ; -. _ , _� - -- _ �,�'�� , :,, _ � o . � 44 , �.,. , "�e _.. ;� = u v •' ` r".. (` a � i g �,;� �,� � i n� , � - � , ' ; 4s iv ~< �"'� -- � - - _ _ � � ) � ,' �� 1/ l 1 �� i _ � �V� � ` . ��r �6 �. _ ,�. • � '_ _ _„�� � � � ` � � _ \ � � �� ��� � �� � � � { � , - � - I��r� ° �--.�-- .��` I ' _ ' ` �� �� � I � 4_ 1 y � �n . ,_. � I — . . . 1.� � ,� ,._ (i�w.� — l 1 � �' i �"" .� � - ) � ' _ ��� _ '�,' '� � ` �' ( �'. I ^� -/ �, ;I : J �"a, � � � 6 'Y+. -i � � ' �� OM i �� 1 � .?,. � �� �� � � �� ��� � ..�1.� .. �� - � ._ _ � � 'i. �� 1 � - n ,I � / `� � ,,,, � � /1„ � .�y _� ` , ;� 1 -=`� � ,t S� .e i', ./,- , i . � k ., '� '�•' � ��. � -- � �,� 1 I yl I I_ � J � d,_ �� �� � - , �_., J � i � „ ! '0 � <�.- ` � � _ � � ��., � " � �� 1� . � �� `�.: � � �/s __ �� � �. � ._, `i n `yt .; Y j: ���` "' _ —.�1 i � �' � .;�� - ,�� �-;r � � � ,� j �� .,. � ��.� , _�=1 ;�; '� ...� �� ` �, ._p � `�O� � � . f q'� �� 1 � ' - -�Q _ �� - �� �` , - - - ' ,. iG� 100-YEAR 24-HOUR PRECIPITATION � , _� , � 6.5 a4 ,� -- f _ . �.� i 3.4-^--ISOPLUVIALS OF 100-YEAR 24HOUR a. �y i_ - - �,� � � ,P_ ,:� TOTAL PRECIPITATION IN INCHES - ' '`"' �` - �`` s'S �' �fL �� = `l\ 1.4 � � a• � - y �_ , � O 1 2 3 4 5 ti / B Mlles � „('•�,, � — — - �.�..;.- -.� ,� � � — �3.s.�-►3 a� yo �,�,. � ,: 3oo,oao ��,�c► � ' � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.S.2C "n" AND "k" VALUES USED IN TIME CALCULATIONS FOR HYDROGRAPHS 'n,-Shcel Flow Equatlon Manning's Valuea(for Ihe Inillal 300 fl d Iraval) n�• Smoolh suAaces(concrele,asphall,pravel,or bera hard packed son 0.01� Fellow(ields a loose soM surlace�ra residue) 0.05 CuMHaled soM wtlh resldue cover(e�-0.20 R/11) 0.06 CuhNated soR wilh resklue cover(S>020 N/ft) 0.17 Shon prairie grass and lawns 0.15 Dense grasses 0.2t Bermuda grass 0.11 Ranpe(natural) 0./5 Woods or forest wkh Iight underbrush 0.10 Woods a Iwest w�h dense underbrush O.BO •Man�i�g values for sheel flow aily,Irom Overtan and Meadows 1976(See TR-55, 1966) 'k'Values Used In Travel Time/Tlme d ConcerNratlon Calalalbns Shallow ConceMrated Flow �ana��r,e r,���ao n.d sn«i no„�,R .0.1) k� 1. Faest wlth Aeavy grourd IMer a�d rt�eadowa(n-0.1o) 9 2. Brushy ground wNh some Ireee(n�0.060) S 3. Fallpw or minlmum IMlape cupNatlon(n -O WO) 8 4. Hiyh prass(n �0.0�5) 9 , 5. Short qress,pasture and lavms(n.0.0.70) 1 t, �, Neady bare prourW(n=0.025► 1� 7. Paved ard qravel areas(n-0.012) 27 I Cl�annd Flow(Inlcrmlllenl)(A�ihe beghwihq d vislde chanoels-R-0.2) q� 1. Fwesled swale w111�heavy praxd iNter(n = 0.10) 5 2 ForestoA Ar:+ii�ge course/ravine wlth delined cha�x�el bed(n�0.D50) 10 �. Rock llned watcrway(n=00.75) IS 4. Grassed walerway(n•0.090) t 7 S. Earth-Ilned waterway(n�0025) 20 6 CMP plpe(n�0.024) 21 7. Caicrete pipe(O.Ot2► 12 8 Othe�waterways and plpes , 0.508/n Channel Flow(Contlnuous stream,R .0 4) k� 9. Meanderinp slream wllh some pools(n�0.040) 20 10. Rockained stream(n-0.035) 23 11. Grass-lined slream(n�0.030) 27 t2. Other streams,man-made chamels and plpe 0.607/n•• ••See Chapier 5,iade 5.3.6C la eddNbnal Mannlnys'n'values lor open channels 3.5.2-7 1� . i � KING (' (111N "1' Y, WAti111N (; TON, SURFACE: WA '1' FR UEtiI (; N MANUAI, _.._ ______.�----.------ - --- _ _. - - --- -- - -- ----- - -- - I - -- _ '1'AIlLF 3.5.2D SCS WFS'TERN WASf1INGTON RUNOF CURVF NUMBERS _ . _ - - __------------------_ _ ------------- -------- I SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Publlshecl by SCS In 1992) Runoft curve numbers lor selected agrlcultural, suburban anci urban land use fo�Type tA rah�tall dlslrfbidlon, 24-hour slorm duratlon. � CURVE NUMBERS BY FiYDROLOGIC SOIL GROUP � LAND USE DESCRIPTION A B C D Cultivated la�d(1): � wlnter condltlon 88 et 94 95 Mounteln open area�: low growing bruah and graaslanda 74 92 89 92 � ; Meadow or pesture: 65 78 85 89 � Wood or forest land: urxilsturbed A2 64 76 Bt ' Wood or torest land: you�g second growlh or brush 55 72 et 86 , Orchard: wlth cover crop 81 88 92 94 � - ----- - -- ------- ---- , Ope� spaces, lawns, parks, golf courses, cemelerfes. lendscaping. good condNion: grass cover on 7596 or more of the area 68 80 86 90 feir condltlon: grass cover on 50% I to 7596 0l Ihe area 77 85 90 92 Grevel roads eixl parking lots 76 85 89 91 Dlrt roads end parking lots 72 82 87 89 Impervlous suifaces, pavement, roofs, etc. 98 98 98 96 . Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family ResidenNal (2) — ------- --- --------- Owelling Unk/Gross Acre 96 Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 stiall be selectecl 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 Impervious portion 3.0 DU/GA 34 0(the slte o� basln 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA n6 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unR developrrients, % impervlous condominlums, apartments, must be computed commerclal business and irxlustrlal areas. (1) For a more detalled descrlptlon of agrlcultural land use curve numbers reler to Natlonal Engineering Handbook, Sectlon 4, Hydrdogy, Chapter 9, August 1972. (2) Assumes roof and driveway runoH Is directed inlo atreet/storm syste►n. (3) The remaining pervfous areas (lawn) are considered to be In gooci condltion for these curve nin��t�ers 3.52-3 1/R'� X1. EROSION & SEDIMENTATION CONTROL The contractor shall install silt fences along the Park Avenue North east right of way to intercept silt laden material resulting from the clearing and grading of the cul-de-sac area. Likewise, at the lowest point of the site adjacent to the north right of way of N 26'h Street. Temporary construction entrance will be constructed using 8"-12" qu�rry spalls as indicated on the temporary erosion sedimentation control plan. Sediment 'I'rap (if required) SA=FS*Q�/V, SA - Sediment Trap Area FS — Factor of Safety = 2.0 Qz- 2year flow in post-developed VS=0.00096 ft/sec SA = (2)*0.91/0.00096 = 1896 square feet required. . � � KING COUNTY, WASHINGTON, S URFACE W A7' ER DESIGN M ANUAL FIGURF 3.S.1C 2-YEAR 24-tiOUR ISOPLUVIALS ` _�; �'� - tr-=P- -� - - i - - , �-� i ��� . .y ,N �, �..t.— � I \ '��. � e, �� ?% �j� v`� - ` � r.�' t _�. � �;�� � �l -- �� r�, _ �_ ';, � - _ �s, - � � , ' _ .�) �'� �' +4,- _` � _ � �L �`-,� � � - , :�� I /,-Mrq.d �,.� � � x� - � - �."� _ � . ; ' �' • ., . � y� ;`'� --:, � �— ` _ , _ _� � ' �,— __ _,= ° . ;'��o`_ � � 2:Q �- _ �; � �'�C - - � >G � - o� ! � :��' � - �) -- ��' � n'e+Q � ' �f —^� -- - . ` _ � e ,� �` � �I r c'� i ;� � �� � � � L�t� � � ._. � ;� 1���� � ,. / � � - � '' } ! / -- � (� ��, � � - ��f � xd � •-. � �— - �� � _ .� �� �`�' �� ,� � � � �N f � i .i. i � r �`- � `- �� � �' � � ` f � i` �.� � �.,( ) �� ��}�.�.. .w�- � � - �I �� � Ir �� �_" � ! � • � � 't � I ��'V rs' �{�-... I �. -` 1 ..,.. \ � , � _ t� — � - �,1 ,r .— ', � ,�,�;i r . �; t �_ ' j ( �� y�-�� _ 4�s ,- � j"— � � ��' i �`�r.___ � �` J (�O'� ��. � 1 t /^ ` _' .__ . _ DM � _� � ` • -:��..' � ••� i � �" � �,LA�� � � �� �'�.� � ,� �!. _ i C� -1- � "' �4 _� / j 1 f.l ,:I�.- � . - � - ,_ ,� � / �-� i i� � / , �,- . ' . - - -� �� - �� - ���� � J —J � � � � � �/�� � �•, � �5 � 1► __ � ,_ ��,_. t �:�� �/ � __ ``��, ��� ;, �-��, f ' l S� " ''"�' '' N .� � °� -� -. ;r ``r -- �` ° -� � _ ''` �, ( � ' J� �� 1 '� f �it 'r � �t '� �� �1i � , t "1 �r � �''a • "� - ` �<. s� � ,, N ' - _. � t � �,��, - -- � -, �� `�., � i 2-YEAR 24-HOUR PRECIPITATION t �_. , ,.3.4�"' IS�PLUVIALS OF 2-YEAR 24-HOUR �► � --- - � TOTAL PRECIPITATION IN INCHES � — 1 `" ' ' ' r s'� 3• ry - � - — -- — — - — - r — Y . _ . �`•' �' .•,_ •- ., . 0 1 2 3_4 5 6 7 B Mll�s � -- � N �#'���.�} � ,,�' �1r ���� ,��; �- �:300,000 1,-=� i�o 3.5.1-8 2 , • ' SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGR.APH STORM OPTIONS : 1 - S .C.S . TYPE-lA 2 - 7-DAY D£sSIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S . C.S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION(HOUR) , PRECIP (INCHES) 2 , 24, 2 . 0 - --- - - - - - - - - - --------------------------------------- ------- - - --- ---- - - ******************** S .C. S . TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 . 00" TOTAL PRECIP . ********* -- - - -- - - -- - --------- ------------ ---------- --------- ---------- -- ------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 3 . 41, 86, 0 .45, 98, 21 . 17 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 3 . 9 3 . 4 86 . 0 . 4 98 . 0 21 . 2 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 68 7 . 83 13363 ENTER [d : ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a: 2yrex SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c - -- --- ------- - ----- ------ -- -------------------- - ------- - - - - - - - - - - - - - - - ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO . 2 2 . 69, 86 , 1 . 31, 98, 20 . 20 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 4 . 0 2 . 7 86 . 0 1 . 3 98 . 0 20 . 2 PEAK-Q (CFS) T-PEAK(HRS) VOL (CU-FT) . 91 7 . 83 16656 ENTER [d : ] [path] filename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH : a: 2yrd SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP s • � X BOND QUANTIIES WORK SHEET � �' f Page 1 SITE IMPROVEMENTS COSTS OATE 19-Jan-03 PROJECT NO. - 741-002-031 PROJECT NAME Clover Creek 2 SITE ADDRESS Park Ave NE & NE 27th Ct ii'EP^. UNIT PRICE UNIT QUA!':`i'I`l'i E'kICE S I TE IMPROVI�NTS CLEAR & STRIP SITE S2,000.00 AC 3.19 56,380.00 EXCAVATION S8.00 CY 10590 384,720.00 FILL S12.00 SY 100 S1,200.00 ASPHALT PAVEMENT 59.00 SY 736 S6,624.00 CRUSHED SURFACING 57.00 SY 736 55,152.00 CURB, GUTTERS & CW $15.00 LF 760 511,400.00 ROCK WALL S15.00 LF 190 S2,850.00 SUBTOTAL S 118,326.00 STORM DRAINAGE 12" PIPE- RPVC 535.00 LF 182 56,370.00 8" PIPE- RPVC S15.00 LF 430 56,450.00 CB TYPE I S900.00 EA 3 52,700.00 EROSION CONTROL 55,000.00 EA 1 55,000.00 SUBTOTAL S20,520.00 SANITARY SEWER SYSTEM 8" DIA SEWER PIPE 30 LF 165 sa,s5o.00 6" DIA SEWER STUB 25 LF 445 sit,i25.00 ' 8" CLEANOUT 700 EA 1 S7oo.o0 48" SSMH S1,500.00 EA 1 S1,500.00 SERVICE CONNECT�ONS 5600.00 EA 15 59,000.00 CONNECT TO EXISTING 51,000.00 EA 2 S2,000.00 SUBTOTAL 529,275.00 Page 1 � '� � Page 2 WATER SYSTEM 8" DIA WATER PIPE S45.00 LF 160 57,200.00 SERVICE CONNECTION 5650.00 EA 15 59,750.00 CONNECTION TO EXISTING $2,000.00 EA 1 $2,000.00 SUBTOTAL $18,950.00 SITE IMPROVEMENT S718,326.00 STORM DRAINAGE SYSTEM 520,520.00 SANITARY SEWER SYSTEM 529,275.00 WATER SEWER SYSTEM 516,950.00 LIGHTING & UNDERGROUND 55,000.00 SUBTOTAL S 192,071.00 TOTAL CONSTRUCTION ESTIMATES S 192,071.00 Page 2 !