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HomeMy WebLinkAbout02931 - Technical Information Report - Drainage ` ,�-__\, , I STORM DRAINAGE REPORT II AND � LEVEL 1 DOWNSTREAM ANALYSIS KEE SHORT PLAT I VICINITY OF MONTEREY PL NE 8� NE 36TH ST ' RENTqN, WASHINGTON � �, � � ' �� ,� ��-- �� � � � SIEG�,y �� �'� ,;i w`�HIN�'�� K,��`4 n#a C� �J� I 4 � � � C=: � ,_ �'�` �>>o � �Fr•.'.,,,-�� � ,C� -v�a��.- ,,,^U `�^., �,`- �GNAi.•-� v �iAcS I2/`/'la� Prepared by: Mark C. Siegenthaler, P.E., P.L.S. 5616 44th Avenue S.W. Seattle, Washington 98136 July 17, 1998 . y._ ' Pags 1 of 2 King County Bulidin� and Land Development Divlsfon ( TECHNICAL INFORMATION REPORT (T1R) WORKSHEET - . . . - . . . - . a �- . , . Project Owner .��=�� ��.n�! Projeci Name L���'S �`���^�- ��o� Address `�2 5 >/(a�+ /V� 5 .�r /GY� Location 2g Phone B�l1�ic� g�¢ f4�ZS)27l—S22 Township Project Engineer � ..Seo� Range .S z , Sedion 3 Z � c�,�r,y o PGS /l0 1�Q..�.SLJ 5��. Project Size �.�f5''.� AC ; Address Phone � � �l� Upstream Drainage Basin Size %� AC 20 �/ . • . �- �- Q Subdivision � DOFrG HPA � Shoreline Management � Short Subdivision � CpE 404 � Rodcery 0 Grading 0 DOE Dam Safery 0 Struciural Vaults Q Commeraal � FEMA Floodplain 0 Other � �ef � COE Wetlands O HPA -� • • . - � 7 Community � /� ' / Drainage Basin N/� I '1 M �' M. � River (� Floodplain � SVeam � � � � Wetlands � Critical Stream Read� � Seeps/Springs i � Cepressions/Swales � High Groundwater Table � Lake C Groundwater Recttarge 0 Steep Siopes � Other � � LakesideJErosion Hazard i -:.� , I � Soil Type Siopes Erosion Potential Etosive Velocities �'l�l.r�-��-� /4 — 2� 9'v s P-v�-�-�� � , � Additional Sheets Attatched � � 1 J90 Pag�2 at 2 ' ' Klnq County Bulidin� and Lartd DevelopmeM Dfvlsto� � TECHNiCAL INFORMATION REPORT {TiR} WORKSHEET {' . � . - � � . REFERENCE LIMITATIOWSITE CONSTRAINT � Ch.4-Downstream Analysis �b»2� a ' 0 a 0 a � � Additional Sheets Attaict�ed ' �. • � ;�� MINIMUM ESC REdUIREMEMS MINIMUM ESC AEQUIREMEMS ' DURING CONSTRUCTION FOLLOWING CONSTRUCTION I 0 Sedimentation Facitities � Stabil'¢e Exposad Surface I '� Stabil'¢ed Construction Entrance � Remove and Restore Temporary ESC Faali�es 0 Perimeter Runoff Controt ,� Ciean and Remove All Silt and Debris 0 Clearing and Grading Restrictions � Ensure Operation of Permanertt Faafdies � '� Cover Practices 0 Flag Limits of NGPES � Construction Sequencs � Other I 0 Other I � « �- � � Grass Uned Channel � Tank 0 Infittration Method of Anaiysis � Pipe System � Vault � Depressian .S3U 1-� � Open Channel 0 Energy Dissapator � Flow Dispersal CompensatioNMitigation � Dry Pond 0 Wetland � Waiver of Elimmated Site Storage �J Wet Pond � Stream 0 Regional Detention ��'•� Brief Description of Sys2em Operation ��' o � � J J �l � [n :i LJcc. !�'PJf'P_r� I i Faciliiy ftelated Site Limitations Q Additional Sheets Attatu�ed ' Reference Facility Limitation � -a -� ., -, > > �� �. ; -, � «� 0 Drainage Easement i� Cast in P!ace Vault C Other � Access Easement n Retaining Wall � Native Growth Protection Easament ; !� Rockery>4'High Q Tract � � � Struc;ural on Steep Siope � L �,Other `jc.��-u� ���'��' � � � � r i- •� - �i-r.� •: r ��� 1 or a civil engineer under my supervision have visited the site. Acluai , � site canditions as obser�ed were incarporated into �i�worlcsheet and ihe ��,� �� � �! attatchments. To the best of my knowledge the information provided C��Lt�-c� ' - . ��Pv�.� � I/ZO S � h@f8 IS dCClJfBtB. �Or n I I 1/9� � STORM DRAINAGE REPORT AND LEVEL 1 DOWNSTREAM ANALYSIS KEE SHORT PLAT I. PROJECT OVERVIEW A four lot short plat is proposed on Monterey Piace NE about 320 feet northwesterly of SE 86th Street, see Figure 1. The short plat is on a site having an area of 19,836 square feet. The site lies between the Monterey Place NE (also known as 110th Place S.E.) and the 112th Avenue SE right-of-ways. Access onto Monterey Place NE will be from a joint use driveway and two single family private driveways. These driveways will cross an existing drainageway that parallels Monterey Place about 15 feet east of the right-of-way line. The proposed project will enclose this ephemeral stream in an 18- inch storm drain across the site frontage. The TIR worksheet is attached. II. ONSITE DRAINAGE FEATURES A. E�cisting Conditions The existing site is second growth forest of primarily red alder with moderate vegetative cover. The ground slopes from east to west at 14% to 24% grade. The Soil is Alderwood graveily sandy loam, hydrologic soil group C. The site trib��tary basin extends eastward toward 116th Avenue SE. Most of the basin is wooded; however, a small residential area between SE 85th Lane and SE 86th Street west of 116th Avenue SE may also lie in the tributary drainage basin. Peak flow rates were calculated for the 2-, 10-, and 100-year 24-hour storm using the Santa Barbara Urban Hydrograph (SBUH) method. Peak discharges were 0.04, 0.11, and 0.19 cfs, respectively. Drainage calculations are included as an appendix. B. Proposed Conditions The proposed development will consist of four single family residential lots as shown on the plan set submitted herewith. An estimate of proposed impervious surface was made. Assuming houses on 1200 square foot footprints, two single family residence driveways and one joint-use driveway, impervious area totals 8662 square feet, or 0.199 acres. Peak flow rates were calculated for the proposed condition 2-, 10-, and 100-year 24- hour storm using the Santa Barbara Urban Hydrograph (SBUH) method, see accompanying calculations. Peak discharges were 0.13, 0.22, and 0.33 cfs, respectively. P _. -___ .. - .. .. .- _.__. _ . . _ II1. CORE AND SPECIAL REQUIREMENTS A. Core Requirement#1: Discharge at the Natural Location Runoff from the site presently flows to a culvert under Monterey Place N.E. The proposed drainage system also drains into this culvert. B. Core Requirement#2: Offsite Analysis This core requirement is addressed in detail below in Section IV, the Level 1 Downstream Analysis. C. Core Requirement#3: Runoff Control Calculated peak runoff from the site for the 100-year storm is 0.19 cfs and 0.33 cfs for the existing and proposed condition, respectively. The difference in runoff due to the project is less than 0.50 cfs. Therefore, on-site peak rate runoff control is not required. D. Core Requirement#4: Conveyance System The proposed conveyance system pipes are sized to handle the 25-year storm peak runoff with a minimum of 0.5 feet of freeboard in catch basins. Calculations are incfuded in the appendix. E. Core Requirement#5: Erosion Control Plan The erosion control plan is included in the plan set subrr.itted herewith. '' F. Special Requirement#1: Critical Drainage Area The City of Renton critical area folios were reviewed. The site is not denoted as a critical area on either the Greenbelt map or the Wetland map. Celeste Botha Wetlands Ecology conducted a wetland investigation of the site. In her report dated April 10, 1998, Celeste Botha indicated that there are no wetlands on the site. G. Special Requirement#2: Compliance With An Existing Master Drainage Plan Not applicable. H. Special Requirement#3: Conditions Requiring A Master Drainage Plan Not applicable. � _ _ ____ __ I. Special Requirement#4: Adopted Basin or Community Plans Not appiicable. J. Special Requirement#5: Special Water Quality Controls The estimated proposed impervious area onsite subject to vehicular traffic totals 3860 square feet. Two water quality swales, or bioswales, will be provided for runoff treatment, if determined as a requirement or permit condition. The swales will be grassed with an appropriate seed mixture. Total length of the swales is restricted by site size and topography. One swale is 26 feet long, the other is 40 feet long. K. Special Requirement#6: Coalescing Plate Oil/Water Separators Not required. Kee Short Plat comprises less than 5 acres. L. Special Requirement#7: Closed Depressions Not applicable. M. Special Requirement#8: Use of Lakes, Wetlands Or Closed Depressions For Peak Rate Runoff Control Not applicable. N. Special Requirement#9: Delineation of 100-Year Floodplain The site is not within a designated 100-year floodplain. O. Special Requirement#10: Flood Protection Faciiities for Type 1 and 2 Streams Not applicable. P. Special Requirement#11: Geotechnical Analysis and Report A Geotechnical Evaluation letter report has been prepared by William Chang, P.E., of Geo Group Northwest, Inc., dated April 23, 1998. It has been submitted to the City as part of the short plat application process. IV. 1/4 Mile Downstream Analysis Task 1: Study Area Definition and Maps ( The upstream tributary drainage area for the site is shown in Figure 2. The downstream area discussed below in the 1/4 mile downstream analysis is shown in Figure 3. The base map is from the City of Renton aerial survey topographic map of Section 32, Township 24 North, Range 5 East. Task 2: Resource Review Resource review, wetlands and geotechnical evaluations of the site indicate that the site does not contain any wetlands or flood hazards, as discussed above. Slopes on the site range up to about 24 percent. Task 3: Field Inspection A field inspection was completed July 16, 1998, with reference to the task requirements included in the adopted requirements from the King County SurFace Water Design Manual for a Level 1 Inspection. A quarter-mile downstream inspection was conducted. Task 4: Drainage System Description and Problems Screening An ephemeral stream traverses northwesterly across the site at the toe of the fill for Monterey Place N.E. This stream was dry at the times of observation on May 28, 1998 and July 16, 1998. It appears that intermittent flow may occur in the winter wet season only. The st�e�m crosses Monterey Place N.E. in an 18-inch concrete culvert. The downstream end of the culvert is at grade and does not appear to be causing erosion. The_stream then flows westerly through a small wooded ravine between housing toward Lincoln Avenue N.E. On the east side of Lincoln Avenue N.E. the stream empties into a new 12-incn HDPE culvert, which is part of a newly revised drainage system in that right-of-way. Constructed in conjunction with new development along Lincoln Avenue N.E., there are two drainage systems that flow northerly from the stream inlet location. On the east side of the road, runoff from the roadside ditch is routed into Type 1 catch basins and piped through 18-inch HDPE pipe. On the west side of the road, a recent storm drain system handles both the roadside ditch runoff, and flow from the direction of the stream inlet. A 12-inch concrete culvert crossing the road connects to a Type II catch basin. Then stormwater is routed no�thward through 12-inch pipe about 150 feet to a rip-rap ouifall on the west side of Lincoln Avenue N.E. The 18-inch storm drain form the east side of the road also outfalls at this location. Flow then continues northward in a large ditch, pass through a 30-inch culvert before emptying into a wooded ravine that flows westward toward Jones Avenue N.E. There were no signs of erosion found in the 1/4-mile downstream reach. The capacity of the pipe inlet at the east side of Lincoln Avenue N.E. may possibly be a flow � constriction, and worth observing in storm conditions. 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Siegenthaler, P.E. page 1 ' KEE SHORT PLAT SBUH TYPE KC24HR STORM 7/17/98 BASIN SUMMARY BASIN ID: 100E NAME : 100-YR EXISTING COND. SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .46 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 .46 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 0 . 00 TC. . . . . 17 .40 min 0 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 19 cfs VOL: 0 . 08 Ac-ft TIME: 480 min BASIN ID: 100P NAME: 100-YR PROPOSED COND. SBUH METHODOLOGY - TOTAL AREA. . . . . . . : 0 .46 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 26 Acres 0 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 17 .40 min 6 . 30 min ABSTR.ACTION COEFF: 0 .20 PEAK RATE: 0 . 33 cfs VOL: 0 . 11 Ac-ft T�ME : 480 min BASIN ID: l0E NAME: 10-YR EXISTING COND. SBUH METHODOLOGY ----�__ _ -.----_ ._----__ -- TOTAL AREA. . . . . . . : 0 .46 Acres BASEFLO,JS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP � PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 .46 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 0 . 00 TC. . . . . 17 .40 min 0 . 00 min A.BSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 11 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: lOP NAME : 10-YR PROPOSED COND. SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 0 .46 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AR.EA. . : 0 . 26 Acres 0 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 17 .40 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK R.ATE: 0 . 22 cfs VOL: 0 . 08 Ac-ft TIME : 480 min ' 7/17/98 10 : 13 :17 am Mark C. Siegenthaler, P .E. page 2 u^,�. c�rr�r„ DT r�,�. SBUH TYPE KC24HR STCi 7/17/98 �. �_ SBUH METHODOLOGY - - - TOTAL AREA. . . . . . . : 0 .46 Acres BASEFLOWS : 0 . 00 cf� RAINFALL TYPE. . . . : KC24HR PERV I:�ii- ' PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 .46 Acres 0 . 00 :c�-�� TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 0 . 00 TC. . . . . 17 .40 min 0 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 04 cfs VOL: 0 . 02 Ac-ft TIME : 480 min �___ BASIN ID : 2P NAME : 2-YR PROPOSED COND. SBUH METHODOLOGY -- _. _ _ _. ._ . -.__ _._-_-- TOTAL AREA. . . . . . . : 0 .46 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24iIR. PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 26 Acres 0 .20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 17 .40 min 6 . 30 mir_ ABSTRACTION COEFF: 0 .20 PEAK R.ATE : 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME: 480 min I ' 7/17/98 10 : 13 : 17 am Mark C. Sier---~'��' �r � - =�� �', K�� c=?OR'�' pL- �� SBUH '= I� 7/17/9 I rL,r�i{ ��'i::L �v:.�.ui�.- HYD RUNOFF OF OF ...�____ __ NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 2� 1 0 . 040 480 998 cf 0 .46 l0 E 2 0 .106 480 2043 cf Q .46 ��pg 3 0 . 193 480 3366 cf 0 .46 2,P 4 0 . 134 480 2071 cf 0 .46 �O P 5 0 . 224 480 3393 cf 0 .46 l�P 6 0 . 327 480 4930 cf 0 .46 • Mark C. Siegenthaler, PE, PLS Civil Engineer and Land Surveyor • Job Title ByM�� Date 7/ZD�� Job No. ! Subject Checked Sheet of � CrJr v��.n z. �-�Gc.�(a-�.Y_n=_ 25-yr s��,-� �e.�k, �<�c�-��, cQ�.�_r::�...c� � N.�. G��-� . ZcS�C�'� �/�'L��V�� �rCL7�1-�� '� �r�' �Tl � �JifP ►'t,�r,C�� LLS n-e( ��G�c�t� �c�,�'� N1t��^.a ci C�ro 1�cS-e�. Ga+'�� .) �.I � �G = Ci�3 h'>>r . m,n,r�n w... C � O•�D X •2'�(o aL -i- D, 2s �t O. (GG'1 �� = p.loo GI,vLr�� G.�t� �c� � wJ^v�-e- �5 �2S 2S ;ZS- 2.coc. t 'f� ) - °`� = 2 c�( �, 3� -4,t�5_ o. 8� -�,5 = 3. 4 (o.�o) = 2 .�2 i��G„� '�O� 2�-�c�{- '�wale, : � A = �4 (��5� � D•2GS a� 12-7.50 � : o. �� (Z.�2) C.���) = o, 3� �� ��:a���j oF sc�.f�e ; ►g. 7 c�s �s�� s�ir-cE-.�s'�.�-�� :.'p.�'%� `r' �o� t� 5r-vct.�e At �c�-.s-v1n �::ca..: — G, t"� �-. { J �o r �G--�ro�- 5�-�:a,�G : � = G,�s5 -G, Z2� - b.�-Z-�7 Q.� �� D•lvG C�- •7 2-/ C•2-Z7 � = D•3 i G�5 C�a.G..�-,-� v� swa.(�c; 3� c�s n � � 1 F � t ZC�.J = �. '�'� �e� a�- Cow �n Swcc.i� �c.� cc.2.�.4r1 C� r ;� �; : l-� ! K-#'C� s �'!c•�-O� S r = �✓'`, ��� LLL � = D. q� /' = G,�G �Z .�7 2� C� � :2 1 � _ O. 3�-- G f'S :::�x-:.�., c� (� �.� : 2.SG � �S� :v�5����'� � ' ' Mark C. Siegenthaler, PE, PLS Civil Engineer and Land Surveyor ' Job Title By Date Job No. Subject Checked Sheet of � P��., � --r ��a. �� Q ,$Q.m� as �ar 2!0-�of- 5c,.xL�e, Qzs = D. 3� CLs Ca,,:.�� � l.�� G� �o� C� A� ar.� Q sa,�,�, as �r 2to- �T.s�(`. CY'�,- � a•37 c�-s �-p� : 4-. 2.7 c�s � �1,-�.�, �c.,c1 G� 5.�..,-.c Qs �-r' 4G-�o� s�.t2 G�z.S � O• 3� C�� (�s��G..,:,� : 2.3�- c�.� i�-`--1-- DisG�-.tic-a.:� -�a-�,-. ��.;%��'rr%�-*r� :".�"scn .� Ca,�a-�� ; 31. 5 c� . � Manning's n Calculations Manning's Equation Channel Calculations , _ _ _ _ __ Trapezoidal Channel � � � I I Given Q V allow n b y z A R R"2/3 S S"0.5 Q calc. V calc. i � 26-Foot Swale � - -- -- 0.37 0.07 3 1 3 6� 0.643462 0.745329 0.0385 0.1962 18.67747 3.112911 __. 0.37 0.07 3 0.12 3 0.403 0.107264 0.225753 0.0385 0.1962 0.380165 � � ____ _. . ----_ ---- 40-Foot Swale � _ ----- ----- _ __ - ---- -- 0.37 0.07 3 1 3 6 0.643462 0.745329 0.1 0.3162 30.10146 0.37 0.07 3 0.09 3 0.294 0.082455 0.189442 0.1 0.3162 0.375278 Page 1 � Sheet1 Pipe Hydraulic Geometry ___ Manning's Equation I I ' ', ' i No. Dia. n '[.486/n A R R"2/3 S S"1!2 V Q P2 6 ' 0.013 ' 114.3077 0.1963 0.1250 0.2500 0.2000 0.4472 I 12.7800 I 2.509343 P5 8 ' 0.013 ' 114.3077 � 0.34g1 , 0.1667 0.3029 ' 0.0094 0.0970 3.3564 i 1.171599 P6 ' 8 ' 0.013 � 114.3077 ' 0.3491 I 0.1667 � 0.3029 0.1250 0.3536 ' 12.2395 ; 4.272382 P4 ' 6 0.013 ; 114.3077 I 0.1963 0.1250 ; 0.2500 0.1739 0.4170 ' 11.9169 : 2.339887 P1 ' 18 ' 0.013 I 114.3077 i 1.7671 0.3750 ! 0.5200 ; 0.0899 0.2998 ' 17.8228 ! 31.49549 � i i ' � i I ' ' � ,, ; I - � � � , : Page 1