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03047 - Technical Information Report
.� • ]LIT��F�EIeI� EleTG��ER�l\TG Civil Engineering&Development Services PRELIMINARY DRAINAGE ANALYSIS for JONES SHORT PLAT �� ti �� / �'� � O�. City of Renton F�e No. PRE-02-034 � Prepared for: Troy Jones 17328 SE 185t6 Place Renton, WA 98058 ' 425-417-1591 Prepared By: ,�. A o� ASTC'�.� Keith A. Litchfield, P.E. c�. �w ti � o " r Date Issued: August 14, 2002 .-� � A 29476 2� ��,n ���1 STER�� �F'� I �SSI ONAL��1 g��Q'�D Z E�mEs vioro3 12840 81ST AVENLTE NE ♦ KIRKLAND, WA 98034 PH 425-821-5038 FAX 425-821-5739 3oy7 Project Narrative The project is a proposed short plat and subsequent redevelopment of a square-shaped 0.532 acre parcel. The property is located at 307 Taylor Avenue NW in the City of Renton. The site is bordered to the north, west, and south by residential properties and to the east by Taylor Avenue NW. The site is characterized by sloping topography that descends from the west to the east at approximately 15%. Structures that presently exist on the property are one single-family and one duplex residential building. An asphalt concrete driveway provides access into the site and associated parking area. Area outside of, and adjacent to, the hard surfaces are covered with lawn grass and landscaping. The proposed project consists of remodeling the existing structures and reconstructing a portion of the asphalt driveway. Much of the driveway will be permanently removed and a new access driveway will be constructed to the duplex and new building lot {see attached figures). The project site is located within the West Lake Washington Sub-basin of the Cedar River Basin. The project is exempt from stormwater peak rate runoff control per the criteria outlined in the 1990 King County Surface ' Water Design Manual (KCSWDM). The Manual exempts projects of which the developed runoff does not exceed the predeveloped by more than 0.50 ; CFS. The project is also exempt from storm water quality treatment as less than 5,000 sf of new pollution generating impervious surface is ', proposed. Discharge from the collected drainage will be made to an existing roadside ditch located along the east property line. � �� I 4J., �S t 14� ST a � ST � � ; S 115TH a� 5'i' � 4 �� S 1(5TH ST I ,. � � � . V S 115fH PL A S 175TH PL .;' � B0:4T:LAUNCH � �/ ST S ... a I 16,H N ST �, a� i a � °soErH� � � TH � ie � 1 �\ � 1 � ai S �/6 = 1 i i"i n y FS� I 17 ST =�.� , � . REM'DN �: . i - x /yp � $T S I 17TH PL� ~'. �p.Lw.NT_ �,� 8 y ._ ••�: � �.. a ST `� �; � � S jO( rcn :':BRYN S 119TH $T .. {., � f�> :;.M,4WR � � �. J_• � o. sy • Q 120TH c'�yPARK � ST a _ ►-;.� '� �� � � a � Hp�- '9� f 2 `' 'a: s � t2isr .. �,� �- ' o l ���'` N � `;`.�� l2ZNll ST� � .3 � �� ,� ! �e�� �' cj S I 2N tA S�jm�� S 123R�ST °�° Z NW 7TH � :- ; M07 YdVi4Y: '"��r .� 7� 't �y, Pi �.:px: � ��' .��gi�}S 123Rfl pL a 4 � , •< 1. °.y^ S Y �HS 'I 24 TH . ST ,�:' TH si a�.' y� -� � � ... �.�..� �� Q > ''"�—.9 e# Z 8 �11� ty � eUAN� �� ��� �uB ti z� �fl a�� E •Ll11tF.�1R l�t T 5 � � � S ��,p1 N o ST� �� ; PARK ; � rz �; N.. �� �cFy� � �i2s�rH , ' �c � N,�Q ' 1 ;- < ' �ST C — g� _ ��i�Q 4TM �F ''; �- � u, �, S Q z= r.. :o,3 �1L 1� r 1 STbM : 47 ——— �D ST N T� � �:', �. �n 8TH � 1 �: __ � - " y � i ST a a � �Q N1Y ? R �� PROJECT 2 � J� S 129TH 5T 1 � � � o �'�'lpN Nw ize_ � '�� � °' a � _�� � � � i � _ � 30T ST ST 1 _ K �_` ry m '� 4 !. # � RD'� n AtT H ,�'. 9 w�_ �N!�' 2N Pl�.`+u �'�:�AIRPORT.:�-��� :i. F S ti3tisT c1 i 5 132Nu sr ` � y��aw � _�. sr �+f T� ' $ � ;. ' "'ST l J` � �,�,� � S TOBt[�t 4 ST �� S �'� F . 5 v1CTOAlA � : in �a S (3 rN 13qTy 'PO s�'p� � � " � = ST � _ . S 13STH ¢ L"+ C,� S �2ND�y RFIVtON -1 > S � ;. ST N z ."5T � �'_ y$ . �� q- , sw .� �►+ LL... a �, 4 � '.i_�Nfl� � . :�.pt..y .• O .. � �� :.J �:. 4 W`� �� ` 3�+G a �`z � ��`s� � �� > __—=� �� �. "'-� ,�� - --3�p y� � s, `4 >;> RD ,. ; _ -� �,� � -r:� �� � � 'c T 3RII ' > >. . Q - ���^' ,`r�_ � �. :. pL g Rk. `� � ' �, A�► i � � �� .S ITH 5 . .;. . � . �''�� " 3,� �� �°�� SUi�tS S , Xop,�p� , � � 3 ; � � -� -. O (�y� Pt y -Y �.il"ir�. .. - 5 4'C� � t ��` . � �t � .,. h � ' p�$. ` S' ST ' �:��Ll �� _ �, �_ .Z � , � _ : � � < - 2 PL � :� Q T�1r� �,. x . N � _j ` .�: _ �: �� S.Q 6TN �ST �� r�,* -f ��> y1,1. � -�- j� - v .L_� ,y� r• t;° = 1 �- ,S'''� EaR[l��N � i � , +�, x �, `Y .. K, t�� �. •, S� � !' TtH 3 o S7 - ��L�'��Ol�RS�`,;:� ,l;.r... _ ' _ . ?� .�.:��.`��z`�1...��_.��_ -----�) � - . ._ � ���_ "P�it� _:_ . .— -- ---�. VICINITY MAP JONES SHORT PLAT LITCHFIELD ENGINEERING DWN. BY DATE JOB N0. 12840 S1ST AVENUE NE NA NA JNES-001 Kirkland, Washington 98034 (425) 82t-5038 FAX (425) 821-5739 CHKD. BY SCALE SHEET NA NONE 1 OF 1 CopyTighk Qc 2006 Litchfield Engineering, Ina All rghts reserved. Jones Short Plat Preliminary Hydrologic Analysis • Assume Hydrologic Soil Group'C' as defined by NRCS. • Assume Curve Numbers Shown below from 1990 KCSWDM Table 3.5.2B • Assume 5 minute Time of Concentrabon (minimum per TR-55)for both Existing and Developed condition, due to small size of project site. • Assume Rainfall Intensity(Pt)of 3.90 minutes per 1990 KCSWDM 100-yr event isoplwial (Figure 3.5.1 H) Existins� Conditions: Driveway Area = 3,442 s.f. = 0.079 Ac. Roof Area= 2,606 s.f. = 0.060 Ac. Sidewalk Area= 318 s.f. = 0.007 Ac. Total Imperoious Area= 6,366 s.f. = 0.146 Ac. (CN = 98) Total Landsca�e/Grass Area= 16.798 s.f. = 0.386 Ac. (CN = 86) Total Project Area = 23,164 s.f. = 0.532 Ac. Develo�ed Conditions: Dnveway Area= 7,440 s.f. = 0.171 Ac. Roof Area= 4,639 s.f. = 0.106 Ac. Sidewalk Area= 318 s.f. = 0.007 Ac. � Total Impervious Area= 12,397 s.f. = 0.284 Ac. (CN= 98) Total Landscaae/Grass Area= 10.767 s.f. = 0.248 Ac. (CN= 86) Total ProjectArea = 23,164 s.f. = 0.532 Ac. Note in the following calculations that the calculated existing flowrate generated from the project site during the 100-yr storm event is 0.41 cfs. The developed flowrate generated by the project site during a 100-yr storm event is 0.46 cfs. Since the additional flowrate generated by the developed project site during the 100-yr storm event is less than 0.50 cfs, the project is exempt from the Core Requirement#3(Runoff Control) per Section 1.2.3. . SBUH Runoff Hydrograph per 1990 KCSWDM,Section 3.5.3 Page 1 of 4 Project Name: Jones Short Plat Date: 8/1 Sl2D02 ExistinglDeveloped Condition: Ezisting Calculated by: KJM Design Stortn: 100.yr J 24-hr Given: At= 0.532 acres Ap= 0.386 Ai= 0.146 acres Pt= 3.9 inches CNp= 86 CNi= 98 dt= 10.0 min Sp= 1.63 Si= 0.20 inches Tc= 5.00 min 0.2Sp= 0.33 0.2Si= 0.04 inches w= 0.500 =dt/(2`Tc+dt) Equations: Col.[2� Previous Col.[2j+dt = Time Elapsed Col.[3]=SCS Type 1A Rairdall Distribution(24hour Table 3.5.1/� coi.�a�=coi.���� _ �aye�r,24hour Hyetograph = Incremerdal Rainfall Col.[5]= Previous Col.[5�+PreseM Col.[4] = Accumulated RairdaU Col.I6J= If Col.[5]<=02Sp,then=0.0,else=(Col.[5]-0.2Sp)^2/(Col.[5J+D.SSP) Cd.[Tj= Present Col.[6]-Previous Cd.[6] = Perv.Area IncremeMal Runoff Coi.[8)= If Col.[5j�=0.2Si,then 0.0,else=(Col.[5j-0.2S�"2!(Col.[5]+0.85) Col.[9� Present Cd.[8]-Previous Col.(8J = Imp.Area Incremental Runoff Co1.�101= ((ApiAt)'Col.[TD+((flilAt)'Col.[9� = taRal Project Runoft CoL[11]= (60.5'Col.[10j•At)/dt = InstaM Flydro9raph Col.[12J= Previous Col.(12J+w'(Previous Col.(11]+Present Col.[11]-2`Previous Coi.[12D Volume= Sum of Col.[12"dt'60 secJmin.) rrr� : . _ : �r►�au : = P�Are� Impe[inot�s Ar� = 'ra�1 .. t11 I�1 [�3 , E�I - {�. (s! 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Time �` Time �ainfaN tncre- , Accurr�- Accurtr, fncre- Accum ` k�cx�e� ` Tota1 }t�tsint p�sigFt - .. , step : qisUi� mental ul�ea u�ated r►�entat urat� �' rr�t �, prajed : tiy��."_:. }#yd�o.; ;: :' t+b. ` butian ; f2ainf�t RainfalE Runoff Rur�fF Runotf; Rwofl �:#2t=rwPf � 9iePt► <'.� graph: , � .,,(tiin. 9b af Pt ":ir�hes ' inche� irtches inches inches : ir�dles - :�Ctoes � ' cfs_'`'': 75 750 OJ2 0.028 2.684 ; 1.395 0.023 ; 2.453 0.028 ; 0.025 0.079� 0.08 76 760 0.72 0.028 2.712 ; 1.41 S 0.023 ; 2.481 0.028 ; 0.025 0.079 0.08 77 770 0.57 Q.022 2.734 � 1.437 0.019 � 2.503 0.022 � 0.020 0.063 0.07 78 780 0.57 O.Q22 2.756 � 1.456 0.019 : 2.525 0.022 � O.Q20 0.063 0.06 79 790 0.57 0.022 2.778 � 1.474 0.019 : 2.548 0.022 � 0.020 0.063 0.06 80 8Q0 ; 0.57 0.022 2.801 � 1.493 0.019 ; 2.570 0.022 ; 0.020 0.063 0.06 --------------------•-------------........---•---------------------------•--------------------•-------------....------------- 81 810 0.57 0.022 2.823 ; 1.512 0.019 ; 2.592 0.022 ; 0.020 0.063 0.06 a2 s2o o.sr o.ozs 2.aa5 ; �.ss� o.o�s ; 2.s�a o.o� ; 0.020 o.os3 o.os 83 830 ; 0.57 0.022 2.867 ; 1.549 0.019 ; 2.636 Q.022 ; 0.020 0.064 0.06 84 840 � 0.57 0.022 2.890 ; f.568 0.019 ; 2.658 0.022 ; 0.020 0.064 0.06 SS 850 0.57 0.072 2.912 � 1.587 0.019 � 2.680 0.022 � Q.020 0.064 0.06 86 860 0.57 0.022 2.934 : 1.606 0.019 � 2.703 0.022 � 0.020 0.064 0.06 87 870 0.57 0.022 2.956 � t.625 0.019 : 2.725 0.022 � Q.OZO 0.064 0.06 88 880 0.57 0.022 2.978 � 1.644 0.019 : 2.747 0.022 : 0.020 0.064 0.06 89 890 0.50 0.020 2.998 ; 1.661 0.017 ; 2.766 0.019 ; 0.017 0.056 0.06 90 900 0.50 0.020 3.017 ; 1.677 0.017 ; 2.786 0.019 ; 0.017 0.056 0.06 91 910 0.50 0.020 3_037 ; 1.694 0.017 ; 2.8C15 0.019 ; 0.017 0.056 0.06 92 920 0.50 0.020 3.056 ; 1.711 0.017 ; 2.824 0.019 ; 0.017 0.056 0.06 93 930 � 0.50 0.020 3.076 � 1.728 0.017 � 2.844 0.019 � 0.018 0.056 0.06 94 940 : 0.50 0.020 3.095 � 1.745 0.017 � 2.863 0.019 � 0.018 0.056 0.06 95 950 0.50 0.020 3.115 : 1.761 0.017 � 2.883 0.019 � 0.018 0.056 O.Q6 96 960 0.50 0.020 3.134 ; 1.778 0.017 � 2.902 0.019 : Q.018 O.Q57 0.06 97 970 0.50 0.020 3.154 ; 1.795 0.017 ; 2.922 0.019 ; 0.018 0.057 0.06 98 980 0.50 0.020 3.173 ; 1.812 0.017 ; 2.941 0.019 ; 0.018 0.057 0.06 99 990 ; 0.50 0.020 3.193 ; 1.829 0.017 ; 2.960 0.019 ; 0.018 0.057 0.06 ---100 1000 � 0.50 0.020 3.212 � 1.846 0.017 � 2.980 0.019 � O.U18 0.057 0.06 -------------�...----------------------------�--------------------�--------------------�------------------------------ 101 1010 � 0.40 0.016 3.228 � 1.860 0.014 � 2.995 0.016 � 0.014 0.045 0.05 102 1020 : 0.40 0.016 3.244 � 1.873 0.014 � 3.011 0.016 � 0.014 0.045 0.05 103 1030 : 0.40 0.016 3.259 � 1.887 0.014 � 3.027 0.016 � 0.014 0.046 0.05 104 1040 : 0.40 0.016 3.275 ; 1.900 0.014 ; 3.042 0.016 ; 0.014 0.046 0.05 105 1050 ; 0.40 0.016 3.29Q ; 1.914 0.014 ; 3.058 0.016 ; 0.014 Q.046 0.05 106 1060 ; 0.40 0.016 3.306 ; 1.928 0.014 ; 3.073 0.016 ; 0.014 0.046 0.05 107 1070 ; 0.40 0.016 3.322 ; 1.941 0.014 ; 3.089 0.016 ; 0.014 0.046 0.05 108 1080 ; 0.40 0.016 3.337 ; 1.955 0.014 ; 3.104 0.016 � 0.014 0.046 0.05 109 1090 � 0.40 0.016 3.353 � 1.969 0.014 � 3.120 0.016 � 0.014 0.046 0.05 � � � . ___110 1100 : 0.40 0.016 3.368 � 1.982 0.014 � 3.135 0.01 fi � 0.014 0.046 0.05 -------------�...---------------------------.�....--------------..�--------------------�------------------------------ 111 1110 � 0.40 0.016 3.384 � 1.996 0.�14 � 3.151 0.016 � 0.014 0.046 O.QS 112 1120 ; 0.40 0.016 3.400 ; 2.010 0.014 : 3.166 0.016 : 0.014 0.046 0.05 113 1130 ; 0.40 0.016 3.415 ; 2.023 0.014 ; 3.182 0.016 ; 0.014 0.046 0.06 114 1140 ; 0.40 0.016 3.431 ; 2.037 0.014 ; 3.198 0.016 ; 0.014 0.046 0.05 115 1150 ; 0.40 0.016 3.446 ; 2.051 0.014 ; 3.213 0.016 ; 0.014 0.046 0.05 116 1160 � 0.40 0.016 3.462 ; 2.065 0.014 ; 3.729 0.016 ; 0.014 �.046 0.05 117 1170 � 0.40 0.016 3.478 � 2.079 0.014 � 3244 0.016 � 0.014 0.046 0.05 118 1180 : 0.40 0.016 3.493 � 2.092 0.014 � 3.260 0.016 : 0.014 0.046 0.05 119 1190 � 0.40 0.016 3.509 � 2.106 0.014 � 3.275 0.016 � 0.014 0.046 0.05 120 1200 ; 0.40 Q.016 3.524 ; 2.120 0.014 ; 3291 0.016 � 0.014 0.046 0.05 --------------------�--------------------------•----r--------------------•--------------------------------------------------- 121 1210 ; 0.40 0.016 3.540 ; 2.134 0.014 ; 3.306 0.016 ; 0.014 0.046 0.05 122 1220 ; 0.40 0.016 3.556 ; 2.148 0.014 ; 3.322 0.016 ; 0.014 0.046 0.05 123 1230 � 0.40 0.016 3.571 ; 2.162 0.014 � 3.337 0.016 � 0.014 0.046 0.05 124 1240 � 0.40 0.016 3.587 � 2.175 0.014 � 3.353 0.016 � 0.014 0.046 0.05 125 1250 : 0.40 0.016 3.602 � 2.189 0.014 : 3.369 0_016 � 0.014 0.046 0.05 SBUH Runoff Hydrograph Page 4 of 4 Time Rainfal! P�vious Ar� impervious Area Total RutroffMydrographs I�I t�l �l. I�1 IST_ [�_ ,. I�i E�" [�i xT i1� a {ta} . ., .t��l . Time T ime RairtfaU ir�e- Accum- AccuFn- tr� Accum Incre- � Tartal t��` Design Step D'�ri- rne� ulated ufated ' meMal ufated me� = F'►oject Ftydfo� Hycfro- � -' No. � bubon Rainfa8 Rainfa0 Runoff Runoff Runoft Rur�ofE {Rw�oft .: �,; graph ! ` # .min. %of Pt ' inches irechrs inches inches inches` irache.s vtches �' cis cfs , 126 126Q � 0.40 0.016 3.618 � 2.203 0.014 � 3.384 0.016 � 0.014 �.u=� :;.�i, 127 1270 � 0.40 0.016 3.634 � 2.217 0.014 � 3.400 0.016 � 0.014 0.046 0.05 128 1280 � 0.40 0.016 3.649 � 2231 0.014 � 3.415 0.016 � 0.014 0.046 0.05 129 1290 � 0.40 0.016 3.665 � 2.245 0.014 : 3.431 0.016 � 0.014 0.046 0.05 130 1300 : 0.40 0.016 3.680 ; 2.259 0.014 ; 3.446 0.016 : 0.014 0.046 0.05 -------------------------------------------------------------------------•-------------------->------------------------------ 131 1310 ; 0.40 0.016 3.696 ; 2.273 0.014 ; 3.462 0.016 ; 0.014 0.046 0.05 132 1320 ; 0.40 0.016 3.712 ; 2.287 0.014 ; 3.477 0.016 ; 0.014 0.046 0.05 133 1330 ; 0.40 0.016 3.727 ; 2.301 0.014 ; 3.493 0.016 ; 0,014 0.046 0.05 134 1340 ; 0.40 0.016 3.743 ; 2.315 0.014 ; 3.509 0.016 � 0.014 0.046 0.05 135 1350 � 0.40 0.016 3.758 � 2.329 0.014 � 3.524 0.016 � 0.014 0.046 0.05 136 1360 : 0.40 0.016 3.774 : 2.343 0.014 : 3.540 O.Q16 � 0.014 0.045 0.05 137 1370 : 0.40 0.016 3.790 : 2.357 0.014 : 3.555 0.016 � 0.014 0.046 0.05 138 1380 ; 0.40 0.016 3.805 � 2.371 0.014 ; 3.571 0.016 ; 0.014 0.046 0.05 139 1390 ; 0.40 0.016 3.621 ; 2.385 0.014 ; 3.586 0.016 ; 0.014 0.046 0.05 140 1400 ; 0.40 0.016 3.836 ; 2.399 0.014 ; 3.602 0.016 ; 0.014 0.047 0.05 -------------------- ------------------- -------------- �"""""' '�""""""._.�...'r""""""""""�'�""""""" 141 1410 ; 0.40 0.016 3.852 ; 2.413 0.014 ; 3.618 0.016 ; 0.014 0.047 0.05 142 1420 ; 0.40 U.016 3.868 ; 2.427 0.014 ; 3.p3 0.016 ; 0.014 0.047 0.05 143 1430 � 0.40 0.016 3.883 � 2.441 0.014 � 3.649 0.016 � 0.014 0.047 a.05 144 1440 : 0.40 0.016 3.899 � 2.455 0.014 � 3.664 0.016 : 0.014 0.047 0.05 145 1450 � 0.00 0.000 3.899 � 2.455 0.000 � 3.664 0.000 � 0.000 0.000 0.02 Perv.CN= 86.0 Perv.Area= 0.39 Tpeak(hrs)= 7.8 Qpeak(cfs)= 0.41 Imp.CN= 98.0 imp.Area= 0.15 Tc(min)= 5.0 Volume(ft"3)= 5382 SBUH Runoff Hydrograph per 1990 KCSWDM,Section 3.5.3 Page 1 of 4 Project Name: Jones Short Plat Date: 8l15/2002 Existing/Developed Condition: Developed Ca�ulated by: KJM Design Storm: 100-yr!24fir Given: �:;� ,,. At= 0.532 acres Ap= 0.248 Ai= 0.284 acres Pt= 3.9 inches CNp= 86 CNi= 98 dt= 10.0 min Sp= 1.63 Si= 020 inches Tc= 5.00 min 0.2Sp= 0.33 0.2Si= 0.04 inches w= 0.500 �t/(2'Tc+dt) Equations: Col.(2p Previous Col.[Z]+dt = Time Elapsed Col.[3p SCS Type 1A Raintall Distribution(24-hour Table 3.5.1A) Col.[4p Col.[3]`Pt = 10.y�r,24hour Hyetograph = Incrementel Rainfall Col.[5p Previous Col.[5]+Preserrt Col.[4] = Accumulated Rainfall Col.[6p If Col.[5J<=0.2Sp,then=0.0,else=(Col.[5]-0.2Sp)"2/(Col.[5]+O.SSP) Col.[7j=Present Col.(6]-Previous Col.[6] = Perv.Area Incremental RunofF ca.�e�=�coi.�<-o.zsi,�nen o.o,aige=(coi.�s�-o.2s�^2 r�coi.�s�+o.ss� Cd.[9�Present Col.[8]-Previous Col.[8] = Imp.Area Incrementel Runoft coi.��o�((M�ac�•coi.pp+{�nu,at��coi.� = Total Project RunaRf coi.����_(80.5•ca.��o�•��r a� = i�aM r+raroerapn coi.��2p Pr�coi.��z�+w•�rev�o�coi.����+Prese�c coi.(���-2'Pfevious Col.[1 Z� Volume=Sum of Col.[12'dt'60 secJmin.) ` ' Thne� ` . .. - Ra'sntaa ., : Pervious Area Impervious Ar� " -'Totat _ �f� ��� [�I:; "•"; i�l t�7`' Eel , [7I�' [� :. -,� [3l':,`. f�� �. - j'!'?�,�. ��2j�:.: Time t Tkne Rair�fa{i ''.s-i►u�-,� ,4ccurri-_ Accu►r�, , irxxx� .Acc�`" incro-'� �TaEai . „��Ir�t�;;= ` Step Distr�� : mentak �" utated ul�ecl rr�erttat . ufate�i; ��rr�tat> Frojerx,�- .Hy�,�:� No ' �. btrtiai�. RainfaN. RainfalF RtinoB`' Runoff Rutwff:� Rtxtoff -�ti�no€��'�'"g�b , += ' # min:j �96 of f't � ittctees irtches inches' ., inc#►es` inches ` inche.4'.. inc',F� � � cfs:�. G G 0.00 O.OGC 0.000 � 0.000 D.000 � 0.000 D.00C � C.�'.1G J OOG ;;.JG 1 10 0.40 O.Oi6 0.016 � 0.000 0.000 : 0.000 0.000 � 0.000 0.000 0.00 2 20 0.40 0.016 0.031 � 0.000 0.000 � 0.000 0.000 � 0.000 0.000 0.00 3 30 0.40 0.01 B 0.047 ; 0.000 0.000 ; 0.000 0.000 ; 0.000 0.000 0.00 4 40 ; 0.40 0.016 0.062 ; 0.000 0.000 ; 0.002 0.002 ; 0.001 0.003 0.00 5 50 0.40 0.016 0.078 ; 0.000 0.000 ; 0.006 0.004 ; 0.002 0.006 0.00 s so o.ao o.o�s o.osa ; o.000 o.000 ; o.o» o.00s ; o.00s o.00s o.o� � �o o.ao o.o�s o.�os ; o.000 o.aoo � o.o�� o.00s ; a.00s o.o» o.o� 8 80 0.40 0.016 0.125 � 0.000 0.000 � 0.024 0.007 � 0.004 0.013 0.01 9 90 0.40 0.016 0.140 � 0.000 0.000 � 0.033 0.008 : 0.004 0.014 0.01 10 100 0.40 0.016 0.156 � 0.000 0.000 � 0.042 0.009 � 0.005 0.015 0.01 -------•------------�----------------------------------------------------•--------------------•----------•------------------- 11 110 ; 0.50 0.020 0.176 : D.000 0.000 : 0.054 0.012 ; 0.006 0.021 0.02 12 120 ; 0.50 0.020 0.195 ; 0.000 0.000 ; 0.066 0.013 ; 0.007 0.022 0.02 13 130 ; 0.50 0.020 0.215 ; 0.000 0.000 ; 0.080 0.013 ; O.OQ7 0.023 0.02 14 140 0.50 0.020 0.234 ; 0.000 0.000 ; 0.094 0.014 ; O.D08 0.024 0.02 15 150 � 0.50 0.020 0.254 ; 0.000 0.000 � 0.109 0.015 � 0.008 0.025 0.02 16 160 0.50 0.020 0.273 � 0.000 0.000 � 0.124 0.015 � 0.008 0.026 0.03 17 170 0.60 0.023 0.296 : 0.000 0.000 � 0.142 0.019 � 0.010 0.032 0.03 18 180 0.60 0.023 0.320 � 0.000 0.000 � 0.161 0.019 � 0.010 0.033 0.03 19 190 0.60 0.023 0.343 � 0.000 0.000 ; 0.181 0.019 : 0.010 0.034 0.03 20 200 ; 0.60 0.023 0.367 ; 0.001 O.OQ1 ; 0.200 0.020 ; 0.011 0.035 0.03 --------------------�----------------- --------------�--•-----------------•--------------------�-------....------------------- 21 210 0.60 0.023 0.390 ; 0.002 0.001 ; 0.220 0.020 ; 0.011 0.037 0.04 � 22 220 , 0.60 0.023 0.413 ; 0.004 0.002 ; 0.241 0.020 ; 0.012 0.038 0.04 - � '�.• ��7'f �' y� y� �p �p 1` I� 1� 1� OQ OD OD � 01 ��� M ('7 lA CD �O � � � I��1A 1A N O O O O O O O;O O O O � aO OD CO CO CO�00 CD � � .�� p � � � O O O O O O O c� O O O ��- �- � � � (V (V .-�� .- �- � �- � � � r- •-i� � •- �- Q O O O 0 O O p ��,.�" ti O O O O O O O O O O O O O G C O O;C O O C O O O O O O�O O G G O O C C O C;O O O O O O O O O O;O O �� ' , , , k� ' (p N O � OD CO ,I� 1� N fV N N N; a = � � ��� o � � � � � � � � � s � � � � � �;� � � � °� � � � � �,� � � � � � � � � ��� � gg � � � � � �.� � p � "� _ � O O O O O O O O O O O Q O O O O O�O O O O O O O O O O�O O O O O O O O O O;O O O O Q O O O O O�O O � � i . �p �p��p �p � �,�� �.'�$ y�� 4) In f0 (O (O � � OD� f0 i �- � N N�N N o � � g ��{C, 000soo � ss � � � o � � � s;� � � � � � � � � ��� � � �a �a �assg �;sg � � � � � o � o;oo O "'''�f" �� (� C O O O O O O O O O O O O O O O O O�O O O O O O O O O O�O O O O O O O O O O�O O O O O O O O O O�O a , � � -�,y:: ��.., . � � � � .:,. 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C�:� N N N N d � O O O � O O � � O O I� I� � �-+ I� g�O O � O O � � � � O�� O � � N N N N N N�N N O . O O O O d'� � � O O � lTV .- O � O O O O O O O O�O O O � �' '�. , 4 O O O O O O O O O O O O O O O 0i0 O O G O O O 4 O Oi0 O O O O O O O O O�O O O O O O O O O O�O O i � � ; � ; � O ' ������ � � OOOOdNNNNNN {r� M pp Oo y��e� pp �p [pf7pCp �p �pcp �p �ppp �p � f� M .ra p I� I� t� I� h c0 a0 0� CO a0 00 � � � � � ��f� M � oD aD � � I� 00 c'?�f'7 � c0 CO t0 OD t0 a0 a0 c0�t0 a0 c0 a0 ti n � h h n�n h O `r�� p � � O O O O O O O O O O O O O O O O O i.- .- � .- .- CO 10 (V � � .- O O O O O O O C i O O O O O O O O O O�O O � i � � � .. """""""""' """"""'........."""�""""""""""'.......�""""""""""""""�"""""""""""""'y""" d ,� � � p(p O $ pp O ON p{'� o1� p(Q O pCQ � 8�O � p(� pl� O pp� 8�O � p1� p(p rO ppp p�p,O p(� oe� C� p�p O o�p g�0 � � �:�....�?:'.�� .� N N N N N � C7 M M f7 � f�l f7 l'~� l� C7 Q�� � Q � Q � �f � C In�IA IA � � tn ln 1f1 1f7 � �O�(O f0 � f0 f0 f0 � f0 � 1��h h � ' ' . �- ' � i pp p� p� e� y� (p pp p� p N M �p �p p� . N .r'�.�.��,7�� �" N N N N C�V N (r1 C�ry CNrI � � � M M f'7 � C i� 'NO' � � � V' � 7 V' ln i ln N � lA 1A ln 1~fl IA In (O i f0 f� f0 � � (O � lD (O �i f� ti i i � � � 73 730 Q.72 0.028 2.627 � 1.348 0.023 ; 2.397 0.028 � 0.026 O.OB3 0.08 I � 74 740 0.72 0.028 2.656 � 1.372 0.023 � 2.425 0.028 � 0.026 0.083 0.08 SBUH Runoff Hydrograph Page 3 of 4 Time RarfaA Pervious Ar� Impervious Atea Tota!RunofflFtydrographs �ti� �2} �1 i4} _ f�l i�} . C� Isl Isl [y� . , p t� , ., [�2� Time Time Rainfab tr�cre- Accum- Accurrr Ir�re- Accurrt }ncr�- Tot� . ' k�stant ` Eh�9n Step ' D+stri- mer�af ulated ulated mQrttal ulated mental � F'rqet�. ._ Hyd�n=' iiydro- No. bution RainfaV Rair►fatl RunaPf Runoff Runoff Runoff Runa�. graph graph - � m�. %vf�t inches irxhes inches irx�ies irtches: irx;hes inctse� '°. � �= � cis .,. 75 750 0.72 0.028 2.684 ; 1.395 0.023 ; 2.453 0.028 ; 0.026 0.083 0.08 76 760 0.72 0.028 2.712 ; 1.418 0.023 ; 2.481 0.028 � 0.028 0.083 0.08 n no o.s� o.o� 2.raa : �.as� o.o�s : Z.sos o.on � 0.020 o.oss o.o� 78 780 0.57 0.022 2.756 � 1.456 0.019 : 2.525 0.022 � 0.020 0.066 0.07 79 790 0.57 0.022 2.778 : 1.474 0.019 � 2.548 0.022 � 0.021 0.066 0.07 80 800 0.57 0.022 2.801 ; 1.493 0.019 ; 2.570 0.022 ; 0.021 0.066 0.07 � --------------------�------------------------------..-..-----------------•--------------------•-------------------...-------- 81 810 0.57 0.022 2.823 ; 1.512 0.019 ; 2.592 0.022 ; 0.021 0.066 0.07 82 820 0.57 O.a22 2.845 ; 1.531 0.019 ; 2.614 0.022 ; 0.021 0.066 0.07 83 830 ; 0.57 0.022 2.867 ; 1.549 0.019 ; 2.636 0.071 ; U.021 0.066 0.07 84 840 ; 0.57 0.022 2.890 � 1.SG8 0.019 ; 2.658 0.022 ; 0.021 0.066 0.07 85 850 0.57 0.022 2.912 � 1.587 0.019 � 2.680 0.022 � 0.021 0.066 0.07 86 860 0.57 0.022 2.934 � 1.606 0.019 � 2.703 0.022 : 0.021 0.066 0.07 87 870 0.57 0.071 2.956 � 1.625 0.019 � 2.725 0.022 � 0.021 0.066 0.07 88 880 0.57 0.022 2.978 ; 1.644 0.019 � 2.747 0.022 ; 0.021 0.067 0.07 89 890 0.50 0.020 2.998 ; 1.661 0.017 ; 2.766 0.019 ; 0.018 0.058 0.06 90 900 0.50 0.020 3.017 ; 1.677 0.017 ; 2.786 0.019 ; 0.018 0.068 0.06 91 910 0.50 0.020 3.037 ; 1.694 0.017 ; 2.805 0.019 ; 0.018 0.058 0.06 92 920 � 0.50 0.020 3.056 ; 1.711 0.017 ; 2.824 0.019 � 0.018 0.059 0.06 93 930 0.50 0.020 3.076 � 1.728 0.017 � 2.844 0.019 � 0.018 0.059 0.06 94 940 0.50 0.020 3.095 � 1.745 0.017 : 2.863 0.019 : 0.018 0.059 0.06 95 950 0.50 0.020 3.115 � 1.761 0.017 � 2.883 0.019 � 0.018 0.059 0.06 '� 96 960 0.50 0.020 3.134 ; 1.778 0.017 ; 2.902 0.019 : O.D18 0.059 0.06 97 970 0.50 0.020 3.154 ; 1.795 0.017 ; 2.922 0.019 ; 0.018 O.U59 0.06 98 980 0.50 0.020 3.173 ; 1.812 0.017 ; 2.941 0.019 ; 0.018 0.059 0.06 99 990 0.50 0.020 3.193 ; 1.829 0.017 ; 2.960 0.019 ; 0.018 0.050 0.06 � ---100 1000 � 0.50 0.020 3.212 � 1.846 0.017 � 2.980 0.019 � 0.018 0.059 0.06 -------------'------------.....__...------•-•�--------------------�--------------------�------------------------------ 101 1010 � 0.40 0.016 3.718 � 1.860 0.014 � 2.995 0.016 � 0.015 0.047 0.05 102 1020 : 0.40 O.Q16 3.244 � 1.873 0.014 � 3.011 0.016 : 0.015 0.047 0.05 103 1030 : 0.40 O.Q16 3.259 : 1.887 0.014 : 3.027 0.016 � 0.015 0.047 0.05 104 1040 ; 0.40 0.016 3.275 ; 1.900 0.014 ; 3.042 0.016 ; 0.015 0.047 0.05 105 1050 ; 0.40 0.016 3.290 ; 1.914 0.014 ; 3.058 0.016 ; 0.015 0.047 0.05 106 106Q ; 0.40 0.016 3.306 ; 1.928 0.014 ; 3.073 0.016 ; 0.015 0.047 0.05 1 Q7 1070 ; 0.40 0.016 3.322 ; 1.941 0.014 ; 3.089 0.016 ; 0.015 0.047 0.05 108 1080 � 0.40 0.016 3.337 � 1.955 0.014 ; 3.104 0.016 � 0.015 Q.047 0.05 109 1090 � 0.40 0.016 3.353 � 1.969 0.014 � 3.1 ZO 0.016 � 0.015 0.047 0.05 110 1100 � 0.40 0.016 3.368 � 1.982 0.014 � 3.135 0.016 � 0.015 0.047 0.05 --------------------'---....------._..._...---------`--------------------�--------------------�------------------------------ 111 1110 � 0.40 0.016 3.364 � 1.996 0.014 � 3.151 0.016 � 0.015 0.047 0.05 112 1120 � 0.40 0.016 3.400 ; 2.010 0.014 : 3.166 0.016 ; 0.015 0.047 0.05 113 1130 ; 0.40 0.016 3.415 ; 2.023 0.014 ; 3.182 0.016 ; 0.015 0.047 0.05 114 1140 ; 4.40 0.016 3.431 ; 2.037 0.014 ; 3.198 0.016 ; 0.015 0.047 0.05 115 1150 ; 0.40 0.016 3.446 ; 2.061 0.014 ; 3.213 0.016 ; 0.015 0.047 0.05 116 1160 ; 0.40 0.016 3.462 ; 2.065 0.014 ; 3.229 0.016 ; 0.015 0.047 0.05 117 1170 � 0.40 0.016 3.478 � 2.079 0.014 � 3.244 0.016 � 0.015 0.047 0.05 118 1180 � 0.40 0.016 3.493 � 2.092 0.014 � 3.260 0.016 � 0.015 0.047 0.05 119 1190 : 0.40 0.016 3.509 : 2.106 0.014 : 3.275 0.016 � 0.015 0.047 0.05 120 1200 ; 0.40 0.016 3.524 ; 2.120 0.014 : 3.291 0.016 ; 0.015 0.047 0.05 --------------------�---------------•-----...........-..-----------------�--------------------•-------------•---------------- I121 1210 ; 0.40 0.016 3.540 ; 2.134 0.014 ; 3.306 0.016 ; 0.015 0.047 0.0.5 122 1220 ; 0.40 0.016 3.556 ; 2.148 0.014 ; 3.322 0.016 ; 0.015 0.047 0.05 123 1230 ; 0.40 0.016 3.571 � 2.162 0.014 ; 3.337 0.016 � 0.01 S 0.048 0.05 124 1240 � 0.40 0.016 3.587 � 2.175 0.014 � 3.353 0.016 � 0.015 0.048 0.05 125 1250 � 0.40 0.016 3.602 � 2.189 0.014 : 3.369 0.016 � 0.015 0.048 0.05 SBUH Runoff Hydrograph Page 4 of 4 Time Rain€all Penrious Area {mpervious Ar� Tatai ftunoft7Hydrograp�►s ' {al [�I t�l . ' E�] I�l [�� . m: [82 :.:; �s� ��o� . i�1�; _ {�2}.: , Time zime Rainfia@ Incr� Accum- Accutn- tncrt Accum� Irxxe- 7atai I�rrt , Desigrt 5tep Distri- r�r�! u�ted utated rttental utated mertai` Pr�d Nydro- Hydra�: . Plo.. butial Rainfa� RainFaN Rur�afif Rurwff Rur�aff Runotf ' f?tinofF S�P� , 9►aP� � min. %of Pt inches irtcfies inches inches inches ' inches � cfs cfs 126 1260 ; 0.40 0.016 3.618 � 2.203 0.014 � 3.384 0.016 � 0.015 C.048 G.uS 127 1270 � 0.40 0.016 3.634 � 2.217 0.014 � 3.400 0.016 � 0.015 0.048 0.05 128 1280 � 0.40 0.016 3.649 � 2.231 0.014 � 3.415 0.016 : 0.015 0.048 0.05 129 1290 ; U.40 0.016 3.665 � 2.245 0.014 � 3.431 0.016 � 0.015 0.048 0.05 130 1300 : 0.40 0.016 3.680 : 2.259 0.014 ; 3.446 0.016 ; 0.015 0.048 0.05 --------------------�-------------------------------•--....--------------•--------------------•------------------------------ 131 1310 ; 0.40 0.016 3.696 ; 2.273 O.Q14 ; 3.462 0.016 ; 0.015 0.048 0.05 132 1320 ; 0.40 0.016 3.712 ; 2.287 0.014 ; 3.477 0.016 ; 0.015 0.048 0.05 133 1330 ; 0.40 0.016 3.727 ; 2.301 0.014 ; 3.493 0.018 ; 0.015 0.048 0.05 134 1340 ; 0.40 0.016 3.743 ; 2.315 0.014 ; 3.509 0.016 � 0.015 0.048 0.05 135 1350 � 0.40 0.016 3.758 � 2.329 0.014 � 3.524 0.016 � 0.015 0.048 0.05 136 1360 : 0.40 0.016 3.774 � 2.343 0.014 � 3.540 0.016 � 0.015 0.048 0.06 137 1370 : 0.40 0.016 3.790 � 2.357 0.014 : 3.555 0.016 ; 0.015 0.048 0.05 138 1380 : 0.40 0.016 3.805 � 2.37t 0.014 ; 3.571 0.016 ; 0.015 O.D48 0.05 139 1390 ; 0.40 0.016 3.821 ; 2.385 0.014 ; 3.586 0.016 ; 0.015 O.Q48 O.QS � � � , 140 1400 ; 0.40 0.016 3.836 ; 2.399 0.014 ; 3.602 0.016 ; 0.015 0.048 0.05 -------------------- ------------ --------------- �------------------- �--------------------�--------------------�--------------- 141 1410 ; 0.40 0.016 3.852 ; 2.413 0.014 ; 3.618 0.016 ; 0.015 0.048 0.05 142 1420 ; 0.40 Q.016 3.868 ; 2.427 0.014 ; 3.633 0.016 � 0.015 �.Q48 0.05 143 1430 � 0.4d 0.016 3.883 � 2.441 0.014 � 3.649 0.016 � 0.015 0.048 0.05 144 1440 : 0.40 0.016 3.899 : 2.455 0.014 : 3.664 0.016 � O.U15 0.048 0.05 1 A5 1450 � 0.00 0.000 3.899 : 2.455 0.000 � 3.664 0.000 � 0.000 0.000 0.02 Perv.CN= 86.0 Perv.Area= 0.25 Tpeak(hrs)= 7.8 Qp�k(cfs)= 0.46 Imp.CN= 98.0 Imp.Area= 028 Tc(min)= 5.0 Volume(ft"3)= 5987 � " - � �- • . •: , .• .1 i�I ��� `' ` •1• i////////////////////////////////////////////////� . �� � /� ����� � � � � �i.. .� � / % , , ��:.,� � r / / � � / � � � � , • � •i � �� �� / i � � � � � � �� ! / � � �f � 3 . %.////.%%//�//.�� . . f � � % . �_ � t � f � f ` . � � � f ,� > . � � - / � � � ,� . � t� . s � ��,�/�',,��/,r�..� � . � � � �� } � � - �.�� / , . . -__ , . . � � . � . . , . . � • ' ' ` � . � : � • �: • .� • : • •� � . ; . ' . �. . •:• - � : � : • o �.. • � � �EGEND � PERVIOUS AREA 10,767 S.F. - FAVEMENT AREA 7,758 S.F. � ROCF AREA 4,639 S.F. . " . . . . . I . � - 30� 0 30• DEVELOPED AREA CALCULATIONS SCALE. 1�� = 30� JONES SHORT PLAT LITCHFIELD ENGINEERING DWN. BY DATt JOB N0. 12840 81ST AVfNUE NE KAL 8-11 -02 JNES-001 � Kirkland, Washington 98034 (425) 821-5038 FAX (425) 821-5739 CHKD. BY SCALE SHEET K AL 1' = 30' 1 OF 1 Copyright Qc 2000 litchfield Engineering, Inc. All rights reserved. � � � f � � / 1 � r ` ' -. � �f1T I.,• � "�t������i��� ,��t� ��J _�� � i � ��`��`�:��+�� �,�..,, � ,. +�►,,�. ��►. -:�'��� � .,�� _iY����I �� I�. �•!! ����i�� �����7 � � Lj�r • ��f�i�ij",• �� :J...���,�/ �.�.� �� , ' ;j��i���1 ��•"''. �` _ � �. , d � .��.,.,�. ��, ��� � �• ' I ����1��.�� . 1!- � �`� �, � s�\���::;L�ai�� 1��� .� �� �� � � ��yi`�la��r '�,�A��,�,,.� �� ,. '��1 .,-,.�- .�5�� f w�l I ... , r�r�`��'�� � / . .�j�b��-:��:�:�z �. � �I� _�► Y � 1 ,l �� ��.�--_ _ ���! . . �'r E ��R �. � , � �R/�:� �;a �.� � � �,.� . .,�_ � � �/ ���*� ���r� -��� _�•,� � �r•�,� ` ��,��'i��� �����E��4�-�� �� ��� �.. '`.�`%��3�' �-�i:�'I��w����,'��� ��-�� .r �::::�� y �����,..� � _���.� �� t��� ✓^'.� �, ��'���/(�G,,,rt,.�.,' - '�'_� { � �'�p _� - r f _�z��,��o�������..�..�- � �. � � .•�� ;��i��� ��;��� ����i__r,i����.I�f`�s�:���i , ����'��,�1`'r � � ► f�� i ��.��>-/� �1� � ��.-:��,�, � ,��� �� .�,1 �� �,�: -- � '-� � -- � I 1 AR�.._._ �1 ,-r � '�1 ,� �� . f ��, ,r ��1��� ' ! i , `! ` � ` , . - �: -� /�-�`��� � ��`�� �. .� 1 � �� � f� � �a���'�_ � �♦ w �• � � .-. . � .,� � _ . . � . � ' �� i � �'1���/� �\ � ��� �..-r� � � ���� ♦ _ �� �r � Il�:=f �-��l�.'�'�*1 �`�= ` + '�� �l��1��,►-� .���� , ,�1►�� � �r�� �����-���,.,:..,_,; �;,: .., �� - �' 'iirt�� ��i ������; -� ����, � � •'_#� "�.w;���w�������` �•���:�,-�� �� .n;y :t ��♦'`. �_ � 0 � �� ��;� •��� �t� �I��� �� , . \ ' _ - �' I' ������ � ,,,�! + ' �R� 1��� ��' tlt� < <"�`��;� " / � _ � .���►�• � 1 ��`�. �� . r -�.� ��►� �. � . . 4 �R� 1 �� � � �. \�_.cw�� , � ���� ..:►��1� `f; I'� `r� ��� � � �►� �_ � ���� � � i�. ����� �.� � �- .� . �i,.� ,��� � ,� �� . � � �� � �:: �' �� .=r;�--��:�.-�R�lr� �,t.�,i�_� � ��� � - r - - ,�.� ► l�,�r4 � � �•.�r � i� . ,,_�I� _ . r.�� �� �y .. .,{���i�1�1 �� ���; , , ��, ; ���►� , zr; ��_ „ - -� ��� , . � � �,,,�!�`,� ,��Z:��,*, _ �� �, �,�! h, / ��iw,w��i _ � .�. �t-- , -�' a ��"+�\ �►■'��:�- � 1' r� . . �' ��� '�-�1 A�V��ar � � �� � ����r- !�>i i�'' � r��, :�' / f .� -. � ` "�� .����� �� ��� ���F� , �'� ,�,��� ,�, .�' �. � ` ;N '' �� � ' � �� ,� � �.�',� � . • • `�• �.`,���"�L � 3 r! � � • .�I���t���:�.� . � � . - . • - • - • . • � ��������I�E ��! • � I�►l��r r'._•� . . . „ . ,�,-��,�„�� - . • � � , /� � . . -"_ - � . KING COU �iTY, W ,� SHI :YGTOti, SURFACE WATER DESIGN MANU :� L (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN pointsi. However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 1596 af the subbasir;. !r -�!s �ase, se�ara;e hyc�o�raohs shcu;d �e � generated and summed to form one hydrograph. FiGL'RE 3.:.=A HYDROLOGIC SOIL GROUP OF THE SOILS I�' i�:�'G COL`�TY HYDROLOG(C f-(YDROIOGIC SOIL GaOUP GROUF' SOl�GROUP GAOUP* II Alderwood C Orcas Peat - D � Arents, Aiderwood Material C Oridia 0 Arents, cverett Material B Ovall C Beausite C PdchucSc C . Beltingham D Puget D Briscot 0 Puyallup B Buckley 0 Ragnar 8 Caastal Beaches Variable Renton D Eartmonc Silt Loan D Aiverwash Variabie Ed g ewick C Salal C cverett A B �mmamisi D Indianola A SeaNe D Kitsao C Shacar D Klaus C Si S�It C Mixad Aliwial land Variable Snohomish 0 Neilton A Sultan • C Newberg 8 Tukwila D Nooksacfc C U�an Variable Normal Sandy Loam D Woodinvilla D 1-iYDROLOGIC SOIL GROUP CiASSfFiCAT10NS A. (Low runofF potential). Sols having high infittration rates, even when thoroughly wetted, and consisting chiefly of deep, welf-to�xcessively drained sands or gravels. i hes2 sods have a high rate of wrater transmission. 8. (Moderately Iow runoff potential). Sods having moderate infitration rates when thoroughly wetted, and consisting chieAy of moderately fine to moderately coarse textures. These soAs have a moderate rate of water transmission. CO. (Moderately high runoff potentiat�. Sods having slow inf�tration rates when thoroughly wetted, and consisting chieAy of sods rvith a layer that impedas dowrrward movement of water, or sods with moderately fine to fine textures. These so�s have a siow rate of vrater transmission. - D. {High runoff potential}. So1s having very slow infli tration rates when thoroughly weaed and consisiing chie�ly of day so�s with a higt� sweHing potential, so�s with a pernaneni high water table, soss wrth a hardpan or day layer ai or near the surface, and shallaw soils over neariy impervious material. These so�s have a very siow rate of v�rater transmission. ' From SCS, TR-55, Second Edition, June 1986, Exhibit A-t. Revisions made from SCS, So� Irtterpretadon Record, Form #5. September t988. �� 3.�.2-2 11/9`_' � � - � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL , I3LE 3.5?B SCS WESTERN WASHINGTON RUNOFF CURVE NIJ�IBERS . l� SCS WES7cAN WASHINGTON RUNOFr CUfiVE NUMBERS (Published by SCS in 1982) Runoff c�rve numbers for selected agricuitural, suburban and urban land use for Type 1A . rainfatl disvibution, 24-hour storm duration. CURVE NUMBERS 8Y HYDROLOGIC SOIL GROUP LAND USE DESCRIPTtON A 8 C 0 Cultivated land(t): winter cond'Rion 86 91 94 95 Mountain open areas: low growing brush and grzsslands I 74 82 89 92 Meadow or pasture: � 6b 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second grov,Rh or brush 3� 72 8t 86 Orchard: with cover crop 81 28 92 94 Cpen spaces, lawns, parks, golf courses, ceme�eries. landscaping. good condition: grass cover on 759b or more or the area 68 80 O 90 fair condrtion: grass cover on SOX to 75'� of the area 77 85 90 92 Gravel rcads and parking lots 76 SS d9 91 Dirt roads and parki�g lots 72 82 87 89 ,•' � Impervious surraces, pavement, roofs, etc. 98 98 48 98 Open wa[er bodies: lakes, wedands, ponds. etc. t00 100 10a Single Family iesidential (2} Dwelling Unit/G�oss Acre % Impervious (3) 1.0 DU/GA t5 Separate curve number t.5 OU/GA 20 shail be selected 2.o OU/GA 25 for pervious and 2S DU/GA 30 impervidus portion 3.0 DU/Cu� 3a of the site or basin 3.5 OU/GA �8 4.0 OU/GA 42 4.5 OU/GA a6 5.0 DU/GA d8 5.5 DU/GA 50 . 6.0 DU/GA 52 ' 6.5 DU/CA 54 7.0 DU/GA So Planned unit developments. °6 impervious c�ndominiums, apartments, musi be computed commercial business and I industna� areas. (1) For a more decailed descnption or agncultural Iand use curve numbers refer to rvational Engineering Handbook, Sec:ion a, Hydrology, Chapter 9, Augusi 1972. (2) Assumes roor and driveway n.ino�f is directed into street/storm system. (3) i he remainirg pervious areas {lawn) are considereJ to be �n good condition for these cucve numbefs. � 3.�.'_-� 11/93 - LITCI-i��E�� �N��I�TE����G Civil Er,�gineerir�g&DeveloLvmerat Services � �C� - � i - , `_I-;,� LEVEL ONE DOWNSTREAM ANALYSIS for JONES SHORT PLAT LNJ 20 0-�-- �2i City of Renton File No. PRE-02-034 DE1(ELO�'tv�Ef��l1"�;_�n,°�:r;�!NG �(nJP 27 �3D47 �iTvo����;ro�� . JUL��� Prepared for. �����,��� Troy Jones 17328 SE 185tb Place Renton, WA 98058 425-417-1591 DEv Ci�v�FrRE�or�'�G �'d v _ � RECEIVE� Prepaxed By: � A oF AsTC'.�,� Keith A. Litchfield, P.E. ti �w -- � ti � '� °�:, r Date Issued: August 14, 2002 �-r � �s�76 � �°.t, ��'�I STER�� �4��v �SS�ONALE��l �� r��aZ EXPIItES 7JI0/03 1284-0 815T AVENUE 1VE ♦ KIRKLAND, WA 98034 PH 425-821-5(�38 �AX 425-821-5739 3 � �7 I. Project Overview This report has been prepared in accordance to the requirements of Core Requirement No.2, ,I Section 1.2.2.1 of the King County Surface Water Design Manual. Several figures that support the analysis follow the foregoing discussion. The project is a proposed short plat and subsequent redevelopment of a rectangular 0.48 acre paxcel. The property is located at 307 Taylor Avenue NW in the City of Renton. The site is bordered to the north, west, and south by residential properties and to the east by Taylor Avenue NW. The site is characterized with a descending slope from west to east at approximately 15%. Somewhat steeper slopes e�cist along the Taylor Avenue NW roadway corridor. Structures that presently exist on the property are a single-family residence and a duplex residence. An asphalt concrete driveway presently provides access to the site and associated asphait parking area. Area outside of, and adjacent to, the hard surfaces are covered with lawn grass and landscaping. The proposed project consists of short-platting the existing lot into three lots. The existing structures will rema.in. The asphalt driveway will be reconstructed and a new driveway will be built for access to e�cisting duplex and new building lot. II. Upstream Tributary Area ��I The upstream tributary area consists of undeveloped residential property that borders the subject site to the west. Based on visual observations ofthe topography situated to the west, it is likely that some upstream drainage is tributary to the project site from this area. It is anticipated that little, or no, adverse impacts will result from the upstream drainage area III. On-Site Drainage The e�usting site is developed residential property that is covered over approximately 27%of the site with asphalt and buildings. The remaining area is lawn grass and landscaping. Based on the visual site reconnaissance and a topographical survey of the site, it appears that the site conta.ins a single drainage basin. The developed drainage from the basin appeazs to sheet flow to the east where it is collected in a grass-lined road side ditch located along the east properiy line in public R.O.W. At this point the drainage is conveyed off-site and down stream. IV. Downstream Analysis A field review of the downstream conditions was performed on August 12, 2002. The weather was sunny and the temperature was approxirnately 80 degrees. A visual reconnaissance was performed while utilizing the City of Renton Utilities Division mapping of the storm drainage system. The subject site contains one drainage basin. Site drainage is collected in a road side ditch located along the east property line and is conveyed to the south in the public system located within the street corridor of Taylor Avenue NW. The drainage is conveyed for approximately 700' in a southerly direction down the west side of Sunset Boulevard in the roadside ditch and occasional driveway culverts. At this point developed drainage is conveyed to the east and crosses under Taylor Avenue NW in a easterly for approxirriately 200' where convergence is made with upstream drainage from Renton Avenue. The combined drainage is then routed to the northeast along the north edge of Renton Avenue for approximately 700' then in a northerly direction towazds the Renton Airport and Lake Washington. The downstream reconnaissance was terminated at this point. However,given a visual survey of the local topography in the vicinity and downstream of the project site,it is likely that the discharge is made to Lake Washington situated approximately '/z mile to the north. V. Records & Literature Review A review of King County Sensitive Area Folio Maps indicates that there no sensitive areas within one-quarter mile downstream of the site. VI. Summary In our opinion the downstream system for the site has adequate capacity to handle the developed flows of the proposed project. No significant drainage related problems such as soil erosion or bank sloughing were observed on or off-site during the site reconnaissance. '� . 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