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Home My WebLink AboutSWP271835 M� C ON yED s�-p sEP 20 1989 BASIS OF DESIGN E3UILDI STORM DRAINAGE SYSTEM vNlSlply GSA/FAA OFFICE BUILDING SITE August 30, 1989 1. Method of Analysis Drainage calculations were performed using the HEC-1 computer program. The HEC-1 model simulates the surface runoff response of a drainage system to rainfall by representing the drainage system as an interconnected system of subbasins. Results of these calculations are enclosed. 2. Design Storm A 24-hour design storm duration was used as a basis for evaluating existing and proposed system capacity and for determining required detention storage. A Soil Conservation Service Type IA precipitation distribution was used in the HEC-1 model to represent typical rainfall distribution west of the Cascades. A Total 24-hour rainfall of 2.0 inches was used for a 2-year storm and 3.4 inches was used for the total 24-hour precipitation for a 25-year storm. These rainfall amounts were obtained from Figures 3.5. 1C and 3.5. 1F in the King County Surface Water Design Manual for the Renton area. 3. Analysis Of Existing Drainage System 3. 1 Existing Flows Off GSA/FAA Site Existing storm flow prior to the proposed development of the site was evaluated as a basis for sizing the required detention facilities For analysis purposes, the existing site was subdivided into 2 subbasins. The eastern portion consists of mostly brush over loosely consolidated soil . Most of the precipitation over this area infiltrates into the soil or is retained in the Basis of Design GSA/FAA Storm Drainage System Page 2 existing vegetation. What runoff does occur flows slowly into the western portions of the site. The western portion of the site consists of an abandoned gravel parking area which drains into an abandoned storm drain system which, in turn, drains toward the west into the storm drain on Raymond Avenue. The HEC-1 analysis for existing conditions for a 2-year, 24- hour storm shows a flow of 0.48 cfs off the existing site. This flow is the allowable release flow from the control manhole and has been used to size the control orifice. 3.2 Capacity of Existing Storm Drain System The capacity of the existing storm drains running along Raymond Avenue and Lind Avenue were evaluated for existing conditions for a 25-year, 24-hour design storm. Flow capacities were determined based on best available information obtained from as-built design plans supplied by the City of Renton Public Works Department. The HEC-1 model was used to compute existing flows based on available information on the existing drainage areas tributary to these storm drains. The enclosed analysis results indicates that the Raymond Avenue storm drain has adequate capacity to convey 25-year, 24-hour storm flows. It has been determined by the Public Works Department that backwater influence on the system is evident. The Raymond Avenue storm drain discharges to a drainage ditch which runs for several hundred feet to the west. At the present time there is insufficient information from which to compute the impact of backwater on the capacity of the Raymond Avenue storm drain. The storm drain running along Lind Avenue does not have adequate capacity for a 25-year, 24-hour storm. 4. Proposed Drainage System For New Development The drainage system for the proposed development has been designed so that storm flows will be released into the existing storm drain 1 � Basis of Design GSA/FAA Storm Drainage System Page 3 on Raymond Avenue. The attached drawing shows the drainage subbasing and storm drain designations used in the HEC-1 analysis. Storm drain designations used in the model are also shown. The required detention facilities have been designed to provide detention storage for a 25-year, 24-hour design storm with the allowable release rate not to exceed the existing peak flow for a 2-year storm ( .48 cfs) . Paved surfaces will be graded to drain to catch basins. The collected runoff will be piped through storm drains. Detention will be accomplished by using the storm drain system, which has been oversized to provide the required detention storage, and surface ponding in the parking lot. Flows released from the detention control manhole will be routed to a lift station which will pump into an oil/water separator (ref. design plans) . The effluent flow from the oil/water separator will then be routed through a grass-lined swale prior to discharging into the Raymond Avenue storm drain. For extreme storm events in excess of a 25-year, 24-hour storm, flows will be bypassed from the control structure directly into the Raymond Avenue storm drain, to avoid ponding in parking area in excess of 6 inches. The enclosed HEC-1 analysis for the developed site for the 25-year, 24-hour storm shows a total flow off the site of 4.7 cfs. The required detention storage volume for a 2-year release of 0.48 cfs is 0.9 acre-feet (39,200 cu. ft. ) . The combined available detention storage in the underground system and surface ponding is in excess of 40,500 cu. ft. When detention storage exceeds the volume required for a 10-year, 24- hour storm, the overflow will be bypassed directly to the Raymond Avenue storm drain. 4 09-11-1989 10:36:49.90 HEN INPUT PAGE /3 LINElD........I................3.......+...... ^ ..... ..... ' ......8.......3......10 J. .6. .i +DIAGRAM 1 ID DRAINAGE ANALYSIS FOR FAA BUILDING ♦ ID HEN MODEL (2YR-24 HR STORM) FOR EXISTING CONDITIONS 3 IT 10 200 4 IO 5 5 KK SUB 1 RUNOFF FROM EXISTING SUBBASIN 1 6 BA .007 7 PB 2.0 8 PC .004 .008 .012 .016 .020 .024 .028 .032 .036 .040 9 PC .045 .050 .055 .060 .065 .070 .076 .082 .088 .094 10 PC .100 .106 .113 .120 .127 .134 .141 .148 .1562 .1644 11 PC .1726 .1808 .1890 .1972 .2067 .2162 .:257 .2352 .21447 .25 52 12 PC .2676 .1810 .2944 .3124 .3204 .3644 .4184 .4454 .4634 .4768 13 PC .4902 .5036 .5124 .5212 .5300 .5388 .5476 .5564 .5652 .5740 14 PC .5828 .5916 .6004 .6092 .6164 .6236 .6308 .6380 .6452 .6524 15 PC .6596 .6668 .6740 .6812 .6884 .6956 .7013 .7070 .7127 .7184 �. 16 PC .7241 .7298 .7355 .7412 .7469 .7526 .7583 .7640 .7690 .7740 17 PC .7790 .7840 .7890 .7940 .7990 .8040 .8090 .8140 .8190 .8240 18 PC .828 .832 .836 .84 .844 .848 .852 .956 .86 .864 19 PC .868 .872 .876 .88 .884 .888 .892 .896 .90 .904 20 PC .908 .912 .916 .92 .924 .928 .932 .936 .94 .944 21 PC .948 .952 .956 .96 .964 .968 .972 .976 .98 .984 22 PC .988 .992 .996 1.000 23 LS 0 61 24 UK 520 .011 .3 100 25 RK 187 .005 .012 .007 CIRC 1.5 26 KK SUB 2 RUNOFF FROM EXISTING SUBBASIN 2 27 BA .005 28 LS 0 86 29 UK 90 .01 .20 100 30 RK 130 .005 .012 .001 CIRC 1.5 31 RK 320 .005 .012 .007 CIRC 2 32 KK COM 1 33 KM COMBINE FLOWS FROM SUBBASINS 1 AND 1 34 KO 1 2 d 35 HC 2 36 IZ v� I i Pa�� 2l3 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT SINE :'di ROUTING ---:i DIVERSION OR PUMP FLOW 10. (.; CONNECTOR /-- RETURN OF DIVERTED OR FUMPED FLOW SUB Tr e-e-:5 ) <6 SUB 2 aba�dc�,�d Par r+ �..0 ) 32 COM I............ ( �•o+++�ir�dl F�o� o�T �xi5�iti, q Silo-J 'f++) RUNOFF ALSO COMPUTED AT THIS LOCATION J l Pale- 3l3 1MTI01N ;;'I ± (0) OUTFICION' ( GF5 ) ..+�0 .05 .10 .:5 .:0 .�� ..�1`! .35 .40 .45 .f1) .00 .:U u' MN FER ------- --------- --------- --------- --------- --------- 1010 0020 SJ 1AN 40 '.0040 5C :0100 70 2110 30 !0120 90 10130 100 , 10140 110 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10150 ±2D 0200 :30 }V yn u230 ±60 10240 170 1 10250 180 , 10300 190 N 10310 10320 210 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . "� . Y ±0330 210 �• , 10340 230 10350 240 � � , 10400 250 . 10410 260 10420 NO r ' 10430 280 r OD , 10440 230 C 10450 NO Y -n , 10500 T10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . f. Ul . . . . . . 10510 320 l� , 10520 330 .0530 340 10540 350 m 10550 360 r 10600 37.0 [►1 10610 38.0 , LA l0620 10640 41. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10650 42. 10700 43. 10710 44, , 10720 45. . :')730 46. 10740 47. 10750 48. 10800 49. 10810 50. ¢ :0820 51. . . . . . . . . . . . . . . . . . :0830 5K. ^ ±0840 53. 10850 54. I 09-11-1989 11:22:38.26 HEC-1 INPUT PAGE 1/17 LINE ID.......1.......2.......3.......4.......5.......6...............8.......9......10 #DIAGRAM 1 ID DRAINAGE ANALYSIS FOR FAA BUILDING 2 ID HEC-1 MODEL (25YR-24 HR STORM WITH 2 YR RELEASE)-DEVELOPED CONDITIONS 3 IT 10 200 4 10 5 5 KK SUB I RUNOFF FROM SUBBASIN I (NORTHWEST WEST CORNER OF SITE) 6 SA .0009 7 PO 3.4 8 PC .004 .00B .012 .016 .020 .024 .028 .032 .036 .040 9 PC .045 .050 .055 .060 .065 .070 .076 .082 .088 .094 10 PC .100 .106 .113 .120 .127 .134 .141 .148 .1562 .1644 it PC .1726 .1808 .1890 .1972 .2067 .2162 .2257 .2352 .1447 .2552 12 PC .2676 .2810 .2944 .3124 .3304 .3644 .4184 .4454 .4634 .4768 13 PC .4902 .5036 .5124 .5212 .5300 .5388 .5476 .5564 .5652 .5740 14 PC .5828 .5916 .6004 .6092 .6164 .6236 .6308 .6380 .6452 .6524 15 PC .65% .6668 .6740 .6812 .6884 .6956 .7013 .7070 .7127 .7184 16 PC .7241 .7298 .7355 .7412 .7469 .7526 .7583 .7640 .7690 .7740 17 PC .7790 .7840 .7890 .7940 .7990 .8040 .BM .8140 .8190 .8240 18 PC .828 .832 .836 .84 .844 .848 .852 .856 .86 .864 • 19 PC .80 .872 .876 .88 .884 .888 .892 .8% .90 .904 10 PC .908 .912 .916 .92 .924 .928 .932 .936 .94 .944 21 PC .948 .952 .956 .96 .964 .968 .972 .976 .99 .984 12 PC .988 .992 .996 1.000 23 LS 0 95 ` b�.4 24 UK 125 .014 .10 100 n MP 25 RK 1 .003 .021 .0009 CIRC I 1 26 KK SD 1 27 KM ROUTE FLOWS THROUGH 24-INCH STORM DRAIN 28 RK 110 .003 .021 CIRC 2 29 KK SUB 2 RUNOFF FROM SUBBASIN 2 H a 30 BA .00064 31 LS 0 95 32 UK 110 .016 .10 100 33 RK 1 .003 .021 .00064 CIRC I 34 KK CON 1 35 KM COMBINE FLOWS FROM SD I AND SUBBASIN 2 <<Q SIB 36 HC 2 1 r 37 KK SD 1 38 KM ROUTE FLOWS THROUGH 24-INCH STORM DRAIN 39 RK 80 .003 .021 CIRC 2 40 KK SUB 3 RUNOFF FROM SUBBASIN 3 `t, 41 BA .00027 42 LS 0 95 43 UK 100 .018 .10 100 44 RK 1 .003 .021 .00027 CIRC i r ,4ins ,s�tt` 0- Ityw1 � H1f-t - 1 Alo44"1 I , 09-11-1989 11.-22:39.69 HEC-1 INPUT PAGE 2 /17 LINEID.......1.......2.......3.......4.......5.......6.......?.......8.......9......:0 45 KK CON 2 46 KM COMBINE FLOWS FROM SO 2 AND SUBBASIN 3 47 HC 2 48 KK SO 3 49 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 50 RK 140 .002 .021 CIRC 4 51 KK SUB 4 RUNOFF FROM SUBBASIN 4 52 BA .00017 53 LS 0 95 54 UK 70 .014 .10 !00 } 55 RK 1 .003 .00017 CIRC 1 a, i 'OLy 56 KK CON 3 57 KM COMBINE FLOWS FROM SO 3 AND SUBBASIN 4 58 HC 2 59 KK SO 4 60 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 61 RK .002 .021 CIRC 4 i 3"; n 62 KK SUB 4A 63 BA .0006 64 LS 0 95 65 UK 118 .015 .10 100 v d��t _. 66 RK 1 .003 .021 .0006 CIRC 1 67 KK CON 3A 68 KM COMBINE FLOWS FROM SD 4 AND SUBBASIN 4A 69 HC 2 70 KK SO 4A 71 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 72 RK 85 .002 .021 CIRC 4 73 KK 74 KM 'DIVERT* FLOWS FOR COMBINATION WITH FLOWS FROM NORTH AND WEST OF BLDG. 75 DT DSD4A 76 DI 2 4 6 8 77 DO 2 4 6 8 78 KK SUB 5 RUNOFF FROM SUBBASIN 5 (NORTH OF BUILDING) 79 BA .0006 - 4" " 80 LS 0 95 f 81 UK 105 .014 .10 100 82 RK 1 .003 .0006 CIRC 1 83 KK SO 5 84 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 85 RK 148 .002 .021 CIRC 4 , 09-11-1989 11:22:41.01 HEC-1 INPUT PAGE 3117 LINEID.......1.......2.......3.......4.......5.......6.......7.......a.......9......10 86 KK SUB 6 RUNOFF FROM SUBBASIN 6 87 BA .00062 88 LS 0 95 89 UK 125 .014 .10 100 90 RK 1 .003 .021 .00062 CIRC 1 91 KK CON 4 92 KM COMBINE FLOWS FROM SO 5 AND SUBBASIN 6 93 HC 2 94 KK SO 6 95 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN I t S 96 RK 133 .002 .021 CIRC 4 97 KK SUB 7 RUNOFF FROM SUBBASIN 7 98 BA .00019 1 z�� . 99 LS 0 95 100 . UK 75 .023 .10 100 101 RK 1 .003 .021 .00019 CIRC i 102 KK CON 5 \. 103 KH COMBINE FLOPS FROM SO 6 AND SUBBASIN 7 104 HC 1 105 KK SD 7 \ 106 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 107 RK 178 .003 .021 CIRC 4 108 KK 'RETRIEVE' FLOWS COMPUTED FOR SD4A (FROM WEST SIDE OF SITE) 109 DR DSPA 110 KK CON 6 III KH COMBINE FLOWS FROM NORTHWEST OF BLDG. WITH FLOWS FROM WEST SIDE OF SITE 112 HC 2 113 KK SD 8 114 KA ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 115 RK .W .002 .021 CIRC 4 116 KK 117 KM DIVERT FLOWS TO COMBINE WITH FLOWS EAST OF BLDG. & 30-INCH SLOTTED DRAIN 118 DT OSD8 119 DI 2 4 6 8 120 Be 2 4 6 8 121 KK SUB 8 RUNOFF FROM SUBBASIN 8 (EAST OF BUILDING) 122 BA .00076 86 F` t 123 LS 0 95 124 UK 150 .013 .10 100 125 RK 1 .003 ,87I .00076 CIRC 1 r 09-11-1989 11:22:42.27 HEC-I INPUT PAGE 4/I-7 LINE10.......1.......2.......3.......4.......5.......6.......7.......a.......9......10 126 KK SD 9 127 KM ROUTE FLOWS THROUGH 24-INCH STORM DRAIN 128 RK 162 .003 ,V—1 CIRC 2 ' h 129 KK SUB 9 RUNOFF FROM SUBBASIN 9 130 BA .00043 -2 131 LS 0 95 132 UK 115 .014 .10 100 133 RK 1 .003 .021 .00043 CIRC 1 134 KK CON 7 135 KM COMBINE FLOWS FROM SD 9 AND SUBBASIN 9 136 HC 2 137 KK SO 10 138 KM ROUTE FLOWS THROUG 48-INCH STORM DRAIN ' 139 RK 163 .002 CIRC 4 c iy 140 KK SUB RI ` 141 KM RUNOFF FROM EAST ROOF DRAIN ,E 142 BA .0007 w 143 LS 0 98 144 UK 210 .02 .10 100 145 RK 40 .005 .0007 CIRC 1 1 146 KK SUB 10 147 BA .0002 l 3 148 LS 0 95 149 UK 65 .019 .10 100 150 RK 1 .003 .M .0002 CIRC 1 151 KK CON 8 152 KM COMBINE FLOWS FROM SO 10, SUBBASIN 10 AND EAST ROOF DRAIN x 153 HC 3 154 KK SO 12 155 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 156 RK 107 .002 CIRC 4 157 KK SUB104 158 BA .00024 u P` 159 LS 0 95 160 UK 100 .0275 .10 100 161 RK 1 .003 .49 .00024 CIRC ! 162 KK CON 9 163 KM COMBINE FLOWS FROM SD 12 AND SUBBASIN 10A 164 HC 2 09-11-1989 11:22:43.59 HEC-1 INPUT LINEID.......1.......2...............4...............o.......:.......3.......,....... 165 KK SD 13 166 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 167 RK 103 .002 .021 CIRC 4 168 KK SUB R2 169 KM RUNOFF FROM WEST ROOF DRAIN 170 BA .0007 171 LS 0 98 172 UK 210 .02 .10 100 173 RK 35 .005 ,02r .0007 CIRC i r02y 174 KK CON 10 175 KM COMBINE FLOWS FROM SD 13 AND WEST ROOF DRAIN 176 HC 2 177 KK SD 14 178 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 179 RK 75 .002 .021 CIRC 4 IGO KK 181 KM DIVERT FLOWS FOR COMBINATION WITH FLOW FROM SLOTTED 30-INCH DRAIN 182 OT OSD14 183 DI 2 4 6 8 184 Do 2 4 6 8 185 KK SUB 11 RUNOFF FROM SUBBASIN 11 186 KM RUNOFF TO 30-INCH SLOTTED DRAIN ALONG SOUTH SIDE - WEST OF MH 187 SA .0019 = I. 7-1'" 188 LS 0 95 189 UK 128 .014 .10 100 190 RK 437 .00001 .021 .0019 CIRC 2.5 191 KK SUB 12 RUNOFF FROM SUBS ASIN 12 192 KM RIDIOFF TO 30-INCH SLOTTED DRAIN ALONG SOUTH SIDE - EAST OF MH 193 BA .0017 = .m 1 a P 194 LS 0 95 195 UK 120 .012 .10 100 196 RK 425 .00001 .021 .0017 CIRC 2.5 197 KK CON 11 198 KM COMBINED FLOW FROM SLOTTED DRAIN ALONG SOUTH SIDE 199 HC 1 200 KK SO 15 201 KM ROUTE FLOW FROM SLOTTED DRAIN THROUGH 48-INCH STORM DRAIN 202 RK 85 .002 .021 CIRC 4 203 KK 'RETRIEVE' COMPUTED FLOWS FROM SD 14 204 OR DSD14 09-I1-1989 11:22:44.86 HEC-1 INPUT PAGE 6 /17 LINE ID.......i....... 2.......3.......4.......5.......6.......7.......8.......9......10 205 KK CON 12 206 KM COMBINE FLOWS FROM SO 15 (SLOTTED DRAIN) WITH FLOWS FROM EAST SIDE 207 HC 2 208 KK SD 16 209 KM ROUTE COMBINED FLOWS THROUGH 48-INCH STORM DRAIN 210 RK 53 .002 .M CIRC 4 o 2,4 211 KK 'RETRIEVE' COMBINED FLOWS FROM WEST SIDE OF SITE AND NORTHWEST OF BLDG. 212 DR DSD8 213 KK CON 13 214 KM COMBINED PEAK 25 YR. ON-SITE FLOW FOR PROPOSED DEVELOPMENT 215 HC 2 216 KK SD 17 217 KM ROUTE PEAK FLOW THROUGH 48-INCH STORM DRAIN TO CONTROL/BYPASS MANHOLE 218 RK 20 .005 .021 CIRC 4 219 KK RES 1 220 KM ROUTE HYDROGRAPH THROUGH DETENTION SYSTEM WITH 2 YR. RELEASE = 0.48 CFS 221 KO 1 2 222 RS 1 ELEV 10.4 223 SV 0 .05 .24 .52 .60 .61 .93 1.0 224 SE 10.4 11 13.5 15.5 17.5 18 18.5 18.6 225 So 0 .21 .30 .38 .45 .465 .48 .49 226 ZZ 4 t 17 SCHEMATIC OIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->} DIVERSION OR PUMP FLOW NO. (.} CONNECTOR (<---} RETURN OF DIVERTED OR PUMPED FLOW 5 SUB 1 V V } 26 SD I 29 SUB 2 34 CON I............ V V 37 SD 2 40 SUB 3 45 CON 2............ V V 48 SD 3 51 SUB 4 a . ;. 56 CON 3............ V ?. V 59 SD 4 61 SUB 4A R . . 67 CON 3A............ V f V 70 SD 4A r_ 75 .-------> DSD4A a 73 t 78 SUB 5 V V 83 SO 5 r r a� SUA 6 91 CON 4............ pale- 8/l7 V 94 SO 6 97 SUB 1 102 CON 5............ V V 105 SO 7 109 ------- DSD4A 108 110 CON 6............ V V 113 SO 8 118 .-------> DSDB 116 121 SUB 8 V V 126 SO 9 129 SUB 9 134 CON 7............ V V 137 SO 10 m. 140 SUB R1 146 SUB 10 151 CON 8........................ V V 154 SO 12 157 SUB10A 162 CON 9............ �:. V V 165 SO 13 lbd 5U8 KL ' acic�v 9 / 17 114 CON 10............ I J V V 177 SD 14 i i82 ,-------) DSD14 180 i 1B5 SUB 11 191 SUB 12 197 CON 11............ V V 200 SD 15 204 ------- DSD14 203 205 CON 12............ V V 208 SD 16 212 ,(------- DSDB 211 213 CON 13............ V V 216 SO 17 V V r, 219 RES i ( GOHtT-2ot., / 5YPA55 MANHoL-E ) (ttt> RUNOFF ALSO COMPUTED AT THIS LOCATION i r' t r a pale— I0/l-7 ffif . FLOOD HYDROGRAPH PACKAGE NEC-1 (MSDOS VERSION) - JANUARY 1988 DODSON AND ASSOCIATES, INC. 7015 W TIDWELL, HOUSTON TEXAS 77092, PHONE (713)895-8322 DRAINAGE ANALYSIS FOR FAA BUILDING HEC-1 MODEL (25YR-24 HR STORM WITH 2 YR RELEASE)-DEVELOPED CONDITIONS 4 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL 9SCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 10 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 200 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0910 ENDING TIME a. COMPUTATION INTERVAL .17 HOURS TOTAL TIME BASE 33.17 HOURS ENGLISH UNITS 6if# ### iff if# M tit ftt ttt f#f itt *if ff# if# fit #if if# fit f## ftf fft if# #it #ft if# fit ifi fit if# fff #f# fit ift if} fffff#ffff#f## 219 KK f RES 1 t f # #tfffftffft### 221 KO OUTPUT CONTROL VARIABLES IMT 1 PRINT CONTROL IPLOT 2 PLOT CONTROL MAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA 222 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 10.40 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT R 223 SV STORAGE(pc•-Fr) .0 .05 .2+} 52 .60 .61 .93 1.0 224 SE ELEVATION(FT) 10.40 12.00 13.50 15.50 17.50 18.00 19.50 18.60 225 S9 DISCHARGE CC F5) 0.0 0.2-1 0.30 0.38 0.4s 0.465 0.48 0.49 page- II/17 +fttt#t+f+tt+#ffft##ff}##+t++fttt#f#f++#++tttttt#}tft+++#t+tf++tftft#t#ff+ftfft+ft+++ff#+t}+ttt}+ft+ttt+++t++fttff+++t ft fttffft . HYDROGRAPH AT STATION RES i ( z.5 -Yr. Stor rr, tf##ttft#t#+#t#t+#######fff#####ttt##fff##f#ff###fft#tffff#fff#}#ff+fttftffftffff##fff#f#ff+t#ffftfftft+ft+f+t+#ffff#+++fftt+ftf+++ } + DA MON HRMN ORD OUTFLOW STORAGE STAGE f DA MON HRMN ORD OUTFLOW STORAGE STAGE + DA MON HRMN ORD OUTFLOW STORAGE STAGE } + 1 0000 1 0. .0 10.4 t 1 1110 68 0. 1 18.1 + 1 2220 135 0. .9 :3.4 1 0010 2 0. .0 10.4 f 1 1120 69 0. .7 13.1 } 1 2230 136 0. i 0020 3 0. .0 10.4 f 1 1130 70 0. 1 18.1 + 1 2240 137 0. ? 19.4 1 0030 4 0. .0 10.4 f 1 1140 71 0. .7 18.1 f 1 2250 138 0. .9 18.4 1 0040 5 0. .0 10.4 f 1 1150 72 0. .7 18.2 f 1 2300 139 0. .9 :3.4 1 0050 6 0. .0 10.4 # 1 1200 73 0. .7 18.2 + 1 2310 140 0. .9 18.4 QA 1 0100 / 0. .0 10.4 # 1 1210 74 0. .7 18.2 f 1 2320 141 0. .9 19.4 1 0110 8 0. .0 10.4 # 1 1220 75 0. .7 18.2 t 1 2330 142 0. .9 18.4 1 0120 9 0. .0 10.4 # 1 1230 76 0. .7 18.2 + 1 2340 143 0. .9 18.4 1 0130 10 0. .0 10.4 # 1 1240 77 0. .7 18.2 f 1 2350 144 0. .9 18.4 1 0140 11 0. .0 10.4 # 1 1250 78 0. .7 18.2 f 2 0000 145 0. .9 18.4 1 0150 12 0. .0 10.4 # 1 1300 79 0. .8 19.2 # 2 0010 146 0. .9 18.4 1 0200 13 0. .0 10.4 # 1 1310 80 0. .8 19.2 f 2 0020 147 0. .9 18.4 1 0210 14 0. .0 10.4 f 1 1320 81 0. .8 18.2 f 2 0030 148 0. .9 18.4 1 0220 15 0. .0 10.5 f 1 1330 82 0. .8 18.2 f 2 0040 149 0. .9 18.4 S 1 0230 16 0. .0 10.5 f 1 1340 83 0. .8 18.3 f 2 0050 150 0. .9 18.4 1 0240 17 0. .0 10.5 f 1 1350 84 0. .8 18.3 f 2 0100 151 0. 1 .9 18.4 1 0250 18 0. .0 10.6 f 1 1400 85 0. .8 18.3 f 2 0110 152 0. .8 18.4 1 0300 19 0. .0 10.6 t 1 1410 86 0. .8 18.3 # 2 0120 153 0. .8 18.4 1 0310 20 0. .0 10.7 f 1 1420 87 0. .8 19.3 # 2 0130 154 0. .8 18.4 1 0320 21 0. .0 10.8 # 1 1430 88 0. .8 18.3 f 2 0140 155 0. .8 18.3 S 1 0330 22 0. .0 10.9 # 1 1440 89 0. .8 19.3 # 2 0150 156 0. .8 18.3 1 0340 23 0. .0 11.0 f 1 1450 90 0. .8 18.3 f 2 0200 157 0. .8 18.3 1 0350 24 0. .0 11.2 # 1 1500 91 0. .8 16.3 f 2 0210 158 0. .8 18.3 �.. 1 0400 25 0. .0 11.3 # 1 1510 92 0. .8 18.3 f 2 0220 159 0. .8 18.3 1 0410 26 0. .0 11.5 f 1 1520 93 0. .8 18.3 f 2 0230 160 0. .8 18.3 1 0420 27 0. .0 11.6 f 1 1530 94 0. .8 18.3 f 2 0240 161 0. .8 18.3 1 0430 28 0. .0 11.8 f 1 1540 95 0. .8 18.3 f 2 0250 162 0. .8 18.3 1 0440 29 0. .1 12.0 # 1 1550 96 0. .8 18.3 f 2 0300 163 0. .8 13.3 1 0450 30 0. .1 12.0 # 1 1600 97 0. .8 18.3 f 2 0310 164 0. .8 18.3 1 0500 31 0. .1 12.1 # 1 1610 98 0. .8 18.3 f 1 0320 165 0. .8 18.2 1 0510 32 0. .1 12.2 f 1 1620 99 0. .8 18.3 f 2 0330 166 0. .8 18.2 1 0520 33 0. .1 12.2 # 1 1630 100 0. .8 18.3 f 2 0340 167 0. .8 18.2 1 0530 34 0. .1 12.3 # 1 1640 101 0. .8 18.3 f 2 0350 168 0. .7 18.2 1 0540 35 0. .1 12.3 # 1 1650 102 0. .8 18.3 f 2 0400 169 0. .7 19.2 1 0550 36 0. .1 12.4 # 1 1700 103 0. .8 18.3 # 2 0410 170 0. .7 18.2 �.. 1 0600 37 0. .1 12.3 f 1 1710 104 0. .8 19.4 # 2 0420 171 0. .7 18.2 1 0610 38 0. .1 12.6 f 1 1720 105 0. .8 19.4 # 2 0430 172 0. .7 18.2 1 0620 39 0. .1 12.7 f 1 1730 106 0. .8 18.4 # 2 0440 173 0. .7 10.2 1 0630 40 0. .1 12.7 # 1 1740 107 0. .8 18.4 # 1 0450 174 0. .7 18.2 1 0640 41 0. .2 12.8 f 1 1750 108 0. .8 18.4 f 2 0500 175 0. .7 18.1 1 0650 42 0. .2 12.9 t 1 1800 109 0. .8 18.4 f 1 0510 176 0. .7 18.1 1 0700 43 0. .2 13.0 f 1 1810 110 0. .8 18.4 # 2 0520 177 0. .7 18.1 1 0710 44 0. .2 13.2 f 1 1820 111 0. .8 18.4 f 1 0530 178 0. .7 18.1 1 0720 45 0. .2 13.3 f 1 1830 112 0. .8 19.4 # 2 0540 179 0. .7 19.1 1 0730 46 0. .2 13.5 # 1 1840 113 0. .8 18.4 # 2 0550 180 0. .7 18.1 1 0740 47 0. .3 13.7 # 1 1850 114 0. .8 18.4 f 2 0600 181 0. .7 18.1 1 0750 48 0. .3 14.0 # 1 1900 115 0. .8 18.4 # 2 0610 182 0. .7 18.1 w 1 0800 49 0. .4 14.5 # 1 1910 116 0. .8 18.4 f 2 0620 183 0. .7 18.1 1 0810 50 0. .4 14.8 # 1 1920 117 0. .8 10.4 f - 0630 184 0. .6 18.1 1 0820 51 0. .5 15.1 f 1 1930 110 0. .8 19.4 f 2 0640 185 0. .6 13.0 ' 1 0830 52 0. .5 15.3 f 1 1940 119 0. .8 18.4 f 2 0650 186 0. .6 18.0 1 0840 53 0. .5 15.5 # 1 1950 120 0. .8 1B.4 f 2 0700 187 0. .6 18.0 1 0850 54 0. .5 16.0 f 1 2000 121 0. 8 18.4 f 2 0710 198 0. .6 18.0 �� 1 0900 55 0. .6 16.4 # 1 2010 122 0. .9 18.4 # 2 0720 189 0. .6 18.0 V. 1 0930 58 0. •6 17.2 f 1 2040 125 0. 9 18.4 f 2 0150 192 0. 6 11.4 1 0940 59 0. .6 17.5 t 1 2050 126 0. •9 18.4 # 2 0800 193 0. .1 ' 0954 60 0. 6 _ 18.0 # 1 2100 127 0. .9 18.4 f 2 0810 194 i�. 0 17.i 1 1000 61 0. .6 18.0 f 1 2110 128 0. .9 18.4 f 2 0820 195 0. .6 16.9 1 1010 62 0• .6 i8.0 f 1 2120 129 0. .9 18.4 # 2 0830 196 0. .6 1.6.8 1 1020 63 0. .6 18.0 f 1 2130 130 0. •9 18.4 f 2 0840 197 0. .6 1..6 1 1030 64 0. .6 19.1 f 1 2140 131 0. .9 19.4 t 2 0850 198 0. .6 16.5 1 1040 65 0. .7 18.1 f 1 2150 132 0• .9 18.4 t 2 0900 199 0. .6 16.4 1 1050 66 0. .7 18.1 f 1 2200 133 0. .9 18.4 t 2 0910 00 16.: 1 1100 67 0. .7 19.1 f 1 2210 134 0. .9 18.4 f f } f##ttff}#}ftfffffff#ffftftfffff}fff}}}fft}}}}ffftffttftftfftff##f##t##fff#fttftfftffttt4ftf#fttfffff######f##ttfff#ft###f#f#fffffff PEAK FLOW TIME MAXIMUM AVERAGE FLOW 0. 23.67 (CFS) 0. 0. 0. 0. (INCHES) 1.231 4.848 5.489 5.489 (AC-FT) 0. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 33.17-HR 1. 23.83 0.8 0.7 Q.6 0.6 PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 33.17-HR 18.41 24.17 18.39 18.15 16.47 16.47 CUMULATIVE AREA = .00 SQ MI b. F: I 1' PQ3e, 1 Z /17 13/17 r- STATICN RES I - CQN.TR o L_ / E3YPA55 MANHOL-E (I) INFLOW, ;O) OUTFLOW C F 5 r 0. 1. :. 3. 4. 5. 0. 0. V. 0. J. (S) STORAGE ( AC-RE FT, .0 .0 .0 .0 .0 .0 .0 .4 a 1.1 .0 f DAHRMN PER 10000 11-----------------------------------------------------------5---------.---------.--------- --------- --------- --------- 10010 21 I S 10020 3I S 10030 41 S 10040 5I S r 10050 6I S 10100 71 5 10110 8I .( �� S ip 10120 91 .� S 10130 10I .< � S 10140 11I . . . . . . . . . . . . . . . . . . . . . . . . -- a . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . P, 10150 121 ° f- I S 10200 13I j h S 10210 14I .�o S 10220 1501 5 10230 1601 S 10240 170I S .. 10250 1801 '�o S 10300 190 I P S 10310 200 I .^ (1 S p10320 21.0.I. . . . . . . . . . . . . . . . . . . . . . . . ° . S . . . . . . . . . . . . . . . . . . . . . . . . 10330 22.0 I , . 3- S 10340 23.0 I o S ip 10350 24.0 I .S 10410 26.0 I , N 3 ,S 10420 17. 0 1 . t ,S 10430 28. 0 I D7-.S 10440 29. 0 I . o p .S 10450 30. 0 I �p .S 10500 31. 0 . .I. . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10510 32. 0 I . C/j S p 10520 33. 0 I .p S 10530 34. 0 I . S , 10540 35. 0 I . 5 r 10550 36. 0 I. S 10600 37. 0 I E' h r ii 5 10610 38. 0 S R 10620 39. 0 . • 5 10630 40. 0 . J S 10640 41. .0. . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10650 42. 0 . 0 S 10700 43. 0 I T S 10710 44. 0 . (.A S 10720 45. 0 S 10730 46. 0 o S . 10740 47. 0 S 10750 48. 0 S . 10800 49. 0 S. 10810 50. 0 .S 10820 51. 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . r: 10950 54. 0 I S 10900 55. 0 I S a J 1Lf 17 10910 56. . 0 I S P 10920 57. 0 I S 10930 58. 0 I S 10940 59. 0 I 5 10950 60. 0 I S 11000 61. . .0. . . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5. . . . . . . . . . . . . . . . . . . . . . . 11010 62. 0 I S 11020 63. 0 I S 11030 64. 0 I S 11040 65. 0 I S 11050 66. 0 S 11100 67. 0 1 S 11110 68. 0 I S 11120 69. 0 I S 11130 70. 0 I S 11140 71. . .0. . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . 11150 72. 0 I f S . 11200 73. I 1 Z t1 r. S . . 11210 74. 0 S . 11220 75. 0 I S . 11230 76. 0 I S . 11240 77. 0 I S. 11250 78. 0 I. S. 11300 79. 0 I . S. 11310 80. 0 I . S. - 11320 81. . .0. I . . . . . . . . . . . . . . . . . . . . . .5. . . . . . . . . . . . . . . . . . . . . 11330 82. 0 I . 3 S. 11340 83. 0 I . : p Q S. , •. 11350 84. 0 I . _X S. 11400 85. 0 I . . s S. 11410 86. 0 I . . ° S �- 11420 87. O I . S 11430 88. 0 I . S 11440 89. 0 I . 7) S -- 11450 90. 0 I . . O S � 11500 91. . .0.I. . . . . . . . Ob . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . 11510 92. 0 I . .0 S 11520 93. 0 I . (A S 11530 94. 0 I . S 11540 95. 0 I . . -n fi . S 11550 96. 0 I . 0 S 11600 97. 0 I . S 11610 98. 0 I . .S 11620 99. 0 I . n .S 11630 100. 0 I . o .S 11640101. . .O.I. . . . . . . . 3 . . . . . . . . . . . . . . . . . . . . . . . . .S. . . . . . . . . . . . . . . . . . . . 11650 102. OI . .S 11700 103. 0I .S 11710 104. OI .S 11720 105. 0I .S 11730 106. I .S 11740 107. I .S 11750 108. I .S . 11800 109. I t 18 �r' .S 11810 110. I .S 11820 Ill. . .I. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .S. . . . . . . . . . . . . . . . . . . . 11830 112. I S 11840 113. I .S 11850 114. I S 11900 115. I S 11910 116. I S 11920 117. I S 11950 120. 1 12000 121. . .I. . . . . . . . . . . . . . S ;PQ e ' r5/r7 i2G10122. . . . . . . . .5. l , . 3 12020 123. I S 12030 124. 1 S 12040 125. I 12050 126. I .S 12100 127. I 12110 128. I ,S ' ` 12120 129. I .S 12130 130. I S ' 12140131. .I. . . . . . . . . . . . .S. 12150 132. I ,5 . . . . . . . . . . . . . . . . . . 12200 133. I S ' 12210 134. I S ' 12210 135. I S ' 12230 136. I S ' 12240 137. I S ' } 12250 138. I S ' 12300 139. I S ' 12310 140. I S ' 12320 141. . .I. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S 12330 142. I S 12340 143. I ' 12350 144. I I S ' 20000 145. I Z`F ►'• S ' 20010 146. I0 S ' 20020 147. I 0 S ' 20030 148. I 0 S ' 20040 149. I 0 S ' 20050 150.I 0 .S . 20100 151.1. .0. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .S. , 20110 152,I 0 . " " ' " " " " " " ' 20120 153.I 0 .S 20130 154.1 0 .S 20140 155I 0 20150 1561 0 .S 20200 157I 0 ' 20210 1591 0 S 717 ' 20220 159I 0 S I�f m 20230 160I 0 S I ' 20240 1611 . .0. . . . . . . . . . S . -n Pi 203001631 0 S ' 20310 164I 0 ' 20320 165I 0 S. W . 20330 1661 0 S. .� (A ' 20340 167I 0 S. -1 ' 20350 168I 0 O ' S. N 20400 169I 0 S• O Y ' 20410 1701 0 S . 61 ' �► 20420 1711 . .0. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S 20430 172I 0 " ' S 20440 173I 0 S s- 20450 1741 0 S 20500 175I 0 S 20310 176I 0 S ' g. 20520 177I 0 S ' 20530 178I 0 43 ' 20540179I 0 S ' 20550 180I 0 S ' 20600 1811 . .0. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .S. , 20610 182I 0 S V 20620 183I 0 9 ;:. . Page, 16 /17 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE CGF5) (14R•) (IHiy) HYDROGRAPH AT SUB 1 Q.5 7.83 0. 0. 0. .0009 ROUTED TO SO 1 0.5 7.83 0. 0. 0. .0001 HYDROGRAPH AT SUB 1 0.4 7.83 0. 0. 0. .000004 2 COMBINED AT CON 1 0.9 7.83 0. 0. 0. .0015`f ROUTED TO SD 1 0.9 7.83 0. 0. 0. .001514 HYDROGRAPH AT SUB 3 O.Z. 7.83 0. 0. 0. .00 0 2-7 2 COMBINED AT CON 2 1.0 7.83 0. 0. 0. .00181 ROUTED TO SO 3 1.0 7.83 0. 0. 0. .00181 HYDROWN AT SUB 4 0.1 7.83 0. 0. 0. .00o 1-7 2 COMBINED AT CON 3 1.1 7.83 0. 0. 0. .00198 ROUTED TO SO 4 1.1 7.83 0. 0. 0. .00198 HYDROGRAPH AT SUB 4A 0.3 7.83 0. 0. 0. .000(b w• 2 COMBINED AT CON 3A 1.4 7.83 0. 0. 0. .0025$ t' ROUTED TO SD 4A 1.4 7.83 0. 0. 0. .002.58 DIVERSION TO DSD4A 1.4 .17 0. 0. 0. .00 Z,5$ x HYDROGRAPH AT 0.3 .17 0. 0. 0. .00 HYDROGRAPH AT SUB 5 0.3 7.83 0. 0. 0. .0006 ROUTED TO SD 5 0.3 7.83 0. 0. 0. .00 o 6 HYDROGRAPH AT SUB 6 0.4 7.83 0. 0. 0. .00 0 6 Z 2 COMBINED AT CON 4 0.7 7.83 0. 0. 0. .00 I z-l-- ROUTED TO SD 6 D.l 7.83 0. 0. 0. .001�-Z HYDROGRAPH AT SUB 7 0.1 7.83 0. 0. 0. .000 19 2 COMBINED AT CON 5 0.6 7.83 0. 0. 0. .00l,4 I ROUTED TO SO 7 Q.a 7.83 0. 0. 0. .0014 1 HYDROGRAPH AT C D S D'i p,) 1.4 7.83 0. 0. 0. .00 2.58 2 COMBINED AT CON 6 2. 1 7.83 1. 0. 0. .00 3 99 !DIVERSION TC DSD8 _. 1 ;1 0. 00 11YDR06RAPH AT 0. J. 00 HYDROGRAPH AT SUB 8 0.q 7.83 ). 0. ). 00 0 i CUTER TO SD 9 0.y 1.83 V. ,). 0. OGo-7 HYDROGRAPH AT SUB 3 0,= 7.83 0. J, 0. .00- _�3 COMBINED AT CON 7 1.6 7.83 0. ). 0. 00 1, POUTED TO SD 10 1.6 7.83 0. 0. 0. .00 1 %' HYDROGRAPH AT SUB RI 0.'1 7.83 0. 0. 0. .0007 HYDROGRAPH AT SUB 10 0. 1 7.83 0. 0. 0. .00 0 Z 3 COMBINED AT CON 8 1. 1 7.83 0. 0. 0. .00 ROUTED TO SO 12 1.1 7.93 0. 0. 0. .00 Z HYDROGRAPH AT SUBIOA 0. 1 7.83 0. 0. 0. 00 0 1 2 COMBINED AT CON 9 I.Z. 7.83 0. 0. 0. .00 Z 3 3 ROUTED TO SD 13 1.72- 7.83 0. 0. 0. .00 2- HYDROGRAPH AT SUB R2 0.`I 7.83 0. 0. 0. .00 0-7 2 COMBINED AT CON 10 Z.6 7.83 0. 0. 0. .00303 4 ROUTED TO SD 14 1.6 7.83 0. 0. 0. .00303 DIVERSION TO DSD14 J.6 .17 0. 0. 0. .00 3 0 3 i HYDROGRAPH AT 0. .17 0. 0. 0. .00 HYDROGRAPH AT SUB 11 Q.8 9.00 0. 0. 0. .0019 j HYDROGRAPH AT SUB 12 a.7 8.00 0. 0. 0. .001? 2 COMBINED AT CON 11 1.5 8.00 1. 0. 0. .00 3 6 ROUTED TO SD 15 1.5 8.00 1. 0. 0. .003G HYDROGRAPH AT J S D 14 t.b 7.83 0. 0. 0. .00 2 COMBINED AT CON 12 2.9 8.00 1. 1. 0. .00(0(03 ROUTED TO SD 16 Z.9 8.00 1. 1. 0. .00 6 6-3 HYDROGRAPH AT : D S E)8 ) 2. 1 7.83 1. 0. 0. .00 3?9 2 COMBINED AT CON 13 9.9 7.83 2. 1. 1. ,OD4 6 z ROUTED TO SD 17 4..S 7.83 2. 1. 1. .000 6 Z ROUTED TO RES 1 �.`t8 23.67 0. 0. 0. .0_� 19.41 24.17 L END OF NEC-1 ttt i - , r 06-03-1989 12:13:50.80 HEC-1 INPUT PAGE 1 /5 LINEID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 *DIAGRAM 1 ID DRAINAGE ANALYSIS FOR FAA BUILDING-CAPACITY OF RAYMOND AVE. STORM DRAIN 2 ID HEC-1 MODEL (25Yk-24 HR STORM) FOR EAiSTiNG CONDITIONS �,} I ` 3 IT 10 200 - PreV;00 :511 Sv6ti''il ��d. ,u`YG�ar� e. 4 10 5 N o �or Rqe,re,, ce, ��Yktx S1S 5 KK SUB 1 RUNOFF FROM EXISTING SUBBASTS 1 I 6 KM RUNOFF FROM PUGET POWER SUBSTATION 7 BA .001 9 PC .004 .008 .012 .016 .020 .024 .028 .032 .036 .040 10 PC .045 .050 .055 .060 .065 .070 .076 .082 .088 .094 11 PC .100 .106 .113 .120 .127 .134 .141 .148 .1562 .1644 12 PC .1726 .1808 .1690 .1972 .2067 .2162 .2257 .2352 .2447 .2552 13 PC .2676 .2810 .2944 .3124 .3304 .3644 .4184 .4454 .4634 .4763 14 PC .4902 .5036 .5124 .5212 .5300 .5388 .5476 .5564 .56-52 .5740 15 PC .5828 .5916 .6004 .6092 .6164 .6236 -.6308 .6380 .6452 .6524 16 PC .6596 .6668 .6740 .6812 .6884 .6956 .7013 .7070 .7127 .7184 17 PC .7241 .7298 .7355 .7412 .7469 .7526 .7583 .7640 .7690 .7740 18 PC .7790 .7840 .7890 .7940 .7390 .8040 .8090 .8140 .8190 .8240 19 PC .828 .832 .836 .84 .844 .848 .852 .856 .86 .864 20 PC .868 .872 .876 .88 .884 .888 .892 .896 .30 .904 21 PC .908 .912 .916 .92 .924 .928 .932 .936 .94 .944 22 PC .948 .952 .956 .96 .964 .968 .972 .976 .98 .984 23 PC .988 .992 .996 1.000 24 LS 0 h 89 HIV h. 7� 25 UK 20VF- .01 r ,15 v 100'� 26 RK 400 .01 .012 .001 CIkC 1 n ti 27 KK SD 28 KM ROUTE FLOWS FROM SUBBASIN 1 THROGH RAYMOND AVE. 12-INCH STORM DRAIN 29 RK 262 .002 .012 CIRC 1 IT 30 KK SU22A S RUNOFF FROM SUBBASiN 2A 31 KM RUNOFF FROM EASTERN PORTION OF UNDEVELOPED GSA SITE 32 BA .007 ( H 33 LS 0 61 34 UK 520 .011 .3 100 I 35 RK 190 .005 .012 .00�7 CIRC 1.5 1.s P 36 KK SUB2B RUNOFF FROM SUBIASIN 2B 37 KM RUNOFF FROM WESTER~ PORTION OF UNDEVELOPED GSA SITE 38 BA .004 /1 - &4«, ) 39 LS 0 85 " 7- ro�j h,fi 40 UK 90 .01 .20 100 41 RK 130 .005 .012 .004 42 RK 320 .005 .012 .004 CIRC 2 2 43 KK COM 1 44 KM COMBINE FLOW FROM SUBBASINS 2A AND 2B (UNDEVELOPED GSA SITE) 45 HC 2 06-03-1989 12:13:51.79 HEC-1 IMPUT GAGE 2 /S LINEID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 46 KK SUN 3 RUNOFF FR09 SUBBASIN 3 47 KM RUNOFF FROM GROUP HEALTH WAR&rUSE FACILITY 48 BA .004 49 LS 0 55 50 UK 1-00, .01 .10 100 51 Rai 600 .005 .012 .004 CIRC 2 52 KK SUB 4 RUNOFF FROM SUBBASIN 4 53 KM RUNOFF FROM VALLEY OFFICE PARK 54 BA .003 - s 55 LS 0 95 � ti 56 UK 120 .008 .10 100 57 RK 470 .002 .012 .003 CR 1 58 KK CON 2 59 KM COMBINE FLOWS FROM COM 1 AND SUBBASINS 1,3 AND 4 60 KO 1 IN 2 <— F _+p,a,(-,. 61 HC 4 62 KK SD R" 63 KM ROUTE FLOWS FROM CON 2 THROUGH RAYNOND AVE. 21—INCH STORM DRAIN 64 RK 190 .0013 .012 CIRC 1.75 / 65 KK SD 66 KM ROUTE FLOWS THROUGH RAYMOND AVE. 24—INCH STORM DRAIN 67 RK 301 .0022 .012 CIRC I 2 68 KK SD 69 KM ROUTE FLOWS THROUGH RAYMOND AVE. 27—_'NCH STORM DRAIN 70 RK 192 .0049 .012 CIRC 2.25 71 Ii 1 1 1 SCHEMATIC DIAGRAM OF STREAM NETWORK - x 5T I N G Co N D i T 1 o N S 1 INPUT LINE (V) ROUTING (---)) DIVERS104 OR PUMA' FLOW 1 NO. (.) CONNECTOR ((---) RETURN OF DIVERTED OR PUMPED FLOJ 5 SUB 1 Fv e# Power SubSlct .� i V J V 27 M SD 30 SUA2A G 5 A Sher - Ea S1 Po r l o�^ 36 SUP2B G 5 A 43 COM I............ 1 II II 46 SUB 3 Gvo� HeaI�h War eloo 52 SUS 4 Vc. Off ice; Pa r 58 COM 2.................................... � V V 62 Z.1.SD � V V 65 Z`1 SD V V 68 Z7N SD RUNOFF ALSO COMPUTED AT THIS LOCATION i 4 O oND• ptv� STORM . DRA t4' �EYiSTIWG .C.OND IT I•oN5 . • F LONd INTO -Z.� - i-nc� STO�N� DRA►N �-.— Peo� F ow := 5 . Z GF5 STOKrA . : in• �. LA ' o 0 0 0 0 0 0 0 0 0 1, • • o 0 0 o 0 0 lL . ' ' • . . . . . , , , . O. . O' , . . . . . o oCD , 0 0 0 0 0 0 • 00 G p . • R1 /•9 Q' Y7 .O 1� RJ M `4 Y'1 r W V� O .-•� LL 47 •D p O O -a O+ O .y r: .Q O+ O .-� 4 0 .a. .r .r ,r {Pl Y•l {A Y'l IA in in 11'1 N IA ,G � .p � `G •O `� N 47 47 .p f� Cn pp ti ti w '? 47 w M M M P'l f•'� �..•� M M !^] M 'R' •T W •4 .Q .� O_ O O O O O O O O O O O O O O O If7 O O O O O O O O C. O O O O O O O O O O O O O O O O O O O O O M •Q' Y7 O [L M •P 49 O ^+ (y M •Q' q r•7 •Q Y7 O ^• [L a 47 O ^� c11 MP ti) O r+ cv M-. Y'1 O cL ' O O O O + O+ R• CT cr O O O O O O �-. .-� •-� ti [1J nJ n1 O O O O O O O O �O !Or'l 47 O .� CL M ,4' li] O CL coaD aNp ap ap C++ •--� .••� .-. --•� ti �-'' --� "^ '-'� R.1 M �' Y7 O 47 47 Y'f C 0 141 0 0 co O O O O O O O O O .O•. O ti O O O O O ti ^ .•� �,,,� ti .--� .,w .-. .•� -+ ^� "" �L 0i R1 RJ RJ RJ hJ M O O O O O O O O O O O O r. .••� .-. ""� ti .••1 ••r ,•. .w .-. .•+ .-. ^� O O C. O O O O O O O O .-•� ^ ti ,,,,� ry �.. ,,.. �. .•+ r. .-. .-• •.-� ti ^. ... ..ti .•ti .,,� ,.-. �.-. .-. — — Pa� 5/5 RUNOFF SUMMARY FLOW IN CUBIC FEE; PER SECOND TIME IN HOURS, AREA IN SOUARE MILES PEAK TIME OF AVERAGE FLEW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH Al SUB 1 0. 8.00 0. 0. 0. .00 ROUTED TO SD 0. 8.00 0. 0. 0. .00 HYDROGRAPH AT SUB2A 0. 14.50 0. 0. 0. .01 HYDROGRAPH AT SUB2B 1. 8.00 0. 0. 0. .00 2 COMBINED AT COY 1 1. 8.00 0. 0. 0. .01 HYDROGRAPH AT SUB 3 2. 7.83 1. 0. 0. .00 _ HYDROGRAPH AT SUB 4 2. 7.83 0. 0. 0. .00 4 COMBINED AT CON 2 5. 7.83 2. 1. 1. .02 ROUTED TO �.� SD 5. 7.83 2. 1. 1. .02 ROUTED TO 2'1 SD 5. 7.83 2. 1. 1. .02 ROUTED TO ?] SD 5. 8.00 2. 1. 1. .02 +�+�* NORMAL END OF HEN +�** of 2.1 - ,,,C- Sto r (0 �fS c f io W��,� f to P • OYH E AUSTIN COMPUTATION COMPANY SHEET DESIGNERS ENGINEERS • BUILDERS r LISTED BY - y OWNER y i y+� �� ►' EST. NO. CHECKED BY LOCATION /- 7 Pi r .e SHEET OF CONTRACT NO. 9 ^S 4-7 DATE / / Co,..ty o a s� a," — G o w• c1 -�r r i s�r,+e- e.r 5 I y r f C.e,-n E; ; (� = CA, 27 A = Q w (a.r�; G Z e 73r r '48 GTS (, Z — I e.oy Storms Allowcttle- c- - o . (oZ 1 q _ 3z. . Z h = Maxi-r,- to Pa �i r9 Cle-vcITor. — O�tle.l Pips. I,,��►'t 1 ff . o z A = = 0 . 0339 Ft O .62 Z03Z. - 2L o . Z.o'77 F� RE4 D n = S e; O r i l i c.e— Je-r t FORM NO.48 a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS ENGINEERS • BUILDERS r t LISTED BY I- w OWNER I—UVO ram.,,/P CIOVS EST. NO. i CHECKED BY pp LOCATION 7 _ SHEET /� OF CONTRACT NO. 0 - 5-7� DATE 9` 3� F,I G V o to-In � • SfiOV,�, DYQI-)-,S i) ) 4 - 335 L- . F. x 3 . I,4 S. 1=. = 1y050G.F . 98 -irc.�, ' I , 38o L- , F?� njz . 56 = 1-7 ) 38oG -F . 18 ) q30 c ,F . 30 - ��,��► C s�ofiT�a ) 86Z L.F. x H - 9 1 S.F - . y ZZO C.F. Arai labIe_ Ie er-r or story I e- I- PiPe.:s = Z2,(7 0 0 C. F . � . Po--,� ��, To Slott--) 30' i-r�ch jlor,,, Dra; n Soft. EL.I8.5 it EL IS . O 862 L_• F. x S 0� x °'Z = 10 800 C.F . Z' ke-f. 5toY DYa�,, PIa,, fo►. ��P� L�., f�� Jiat5 � I FORM NO.48 � r M • a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS ENGINEERS BUILDERS LISTED BY L I yJ OWNER F—U r O -L r '�' > j�0 r EST. NO. CHECKED BY -} LOCATION r7 S A i SHEET OF CONTRACT NO. 3 /q -5�7 1 GATE 9 P✓a� la�1e. D<=1'-,,I � )ova _ VoINm2, to C� � ✓a+ro-r� �$ , 5 � co� � ) H = S0v-f ac-e-- aIza vc � by por� �r c s.F h = 0 . 5 ft T Oaj Po�,� �-,,q to C� - i,, ch c�eplV� = 3 , 5Oo (-- ,F. 3) f ) 600 �. � I . ToTal available. JeJp,-ylio-�, Slora e. 10 �f ✓atioY, 18.5 = 2.2- , (000 t ► o , aoo t 3) Soo t 3 , 600 = L40 , 500 C.F !!-I U 1 r eA I El—T 0 51 '5 r a e- = 0 . 9 A G r e- 39 , Zoo C .F. 75TO Y,-r, 4 Ir cl 17+ p I a"1n FO'r 1/?l a-yl a I e- � G t> S 1�L`-S • FORM NO.48 Q THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS LISTED BY IC•S ' OWNER G S EST NO. CHECKED BY LOCATION R ENTow SHEET OF i CONTRACT NO. 417 DATE 18 • Z 2• 89 JEDIMEKTATlot4 13NSWO. FoR SI��NCa THE BP.SItI THE KkWG RFP. CE wP,TErt DES1Gt\i MAIJUAL - C"NMR 5 IS BEEQ USED LT IS PER CITY aF RENToll".I REQUEST. NE �ou.•oWING ASSUMPTIONS MERE MR�E ; _. THE BkEm4 1,5 -TEMPoRAIR� ow►L`( ' :OK Du(ZAT%0q of i ,. Cr.,A w _ t%, CLEARIr.I(, GRPDItA(Sk kAID ES1A?,L%s SUgGRa9E aNLY. of , /r r err D F /t I_,— APPROxkMK-TI_-f 30 twvi) . V�wxls V6W1 er�0',ON kh`0 JA5s c` — THE SGTA15uSHm6NT OF SU&GRAOE Fltl) IS V< Me IMMEIPaTELY AFTER CLEARIt,1 G . THE FILL. MATERIAL 15 cLEA" VJEt.L_ GR.p.DEv Skiiv GRAvE.L . REFER 70 Sa%*- QEPoRT 8Y b kMES k Mco't. AL.GDIR0 TO Or- SURFIGINL. ORGP,Q%c. LKfER SNoul.,D Ise RE Mov ED. FORM NO.48 a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS LISTED 8Y IC•S• OWNER �' EST. NO. CHECKED 8Y LOCATION R NTO1� SHEET OF 18 CONTRACT NO. 5�17 DATE. S• ZZ•89 J EDIMERT AT%OfJ B A AIM ; METHODNoma ; PE12 K�n1G, Co�NT'( SvRt`p.Ct, WATF,� DES1Gr.1 MRNUAI.. D2PfT �9 59 pER CITY OF RENTON RE QUEST. SEDIMENT SToR�,E SETTLING 2oNE SeD�ME�TaT�ou POND voWME = t ME VoLu ms VoLU WHERE , SEo1ME.NT STORGE VowME. : US144 USLE " ; A s� _ 4C L S cv PR W HEM � P.SEp = ANUUAI- �DEp\mt.Kt �IE1-D ToNs �A�) tZ = R Nttok" ERRcS%oM 1NDbX ; PZ )2.2. WHErte, ):-ollc 2'fR / Z4 Hrt PRE4PITNTkoN REFER To F1G 3-5.1 C of Sp►mE MANu AL - SE,E N? tzolx FORM NO.48 U THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS LISTED BY k S OWNER -r EST. NO.CHECKED BY LOCATION Q ��T�N SHEET 3 OF W_ CONTRACT NO. 547� DATE k = SOIL �R.oP1611-"T ` FAc.co2 wac-2E a R6t'ER -To II-pAMES NA oofzeI, Go►%- 9'EPol2T . FILL. MP.TE12%At.. Is Gt.EAm SP.NO (::�R AVEL W1 LES5 TKKWl PEE GoMPAC.?ED k*10 SOME, Solt. POLVEKISATIOtJ EVE Te NEAVY E.4itJIPMENT TRAFFIC, W(DRot..OGIC GROUP "e' . TABLE 5.4.4 A k = 0. 30 CV = COVER FAc-'jo t2 ; 1�10 GI�q��O Co�ER 1- 0 PR = EROG1oN Co tot_ P�RQ.GTIGE FA�-ro� 1.5 FORM NO.48 a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS LISTED BY 1,.ca. OWNER G. EST. NO. CHECKED BY dd LOCATION RF-m-rn J _ SHEET OF 1O__ CONTRACT NO. %T DATE 89 I�L S W sIdk, 4TCD Fow- CACH AREA , la) (b) Artea ARE(, `5LoPc Lr--wf,TH L.S Le; )( Art6A No. 0 2 0• 1 to ►•3 115 a•15 �, 02 3 I . t2 0.5 125 0.10 4 0.21 50 2 0 7.9'7 5 o.-14 1• 0 -1 5 0.12 0.09 (v 0. 155 0•5 95 0.05 0.09 0. (9 0. 5 ioo 0. 10 0. 01 ` 8 0. 53 1. 0 2.5 0.09 0. 05 9 1 .01 0.11 130 0. 1 a 0. 13 10 0.6,4 0•5(. So 0. 10 o.OG II 0. 32 0. (1-7 75 0•kc� 0.03 TOTAL. =7.4-0 AvE.�L5' N 0.23 TOTAL= 2.�8 �A,LU6e, RISKA To TABLE j. `T. +� IN APPE►.►py( b ) DOTE i CA` sev) _o� ,� (Q * k#� CY pR ) �Qcgx LS) + C (�esa X BLS + + CA,c LS). \ � Z FORM NO.48 a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS LISTED BY K S• OWNER �'� • S A — EST. NO. — CHECKED BY LOCATION _ R�•�Tanl SHEET S OF 1 0 _ CONTRACT NO. 5+71 DATE 8• 22. 89 iZ k Cd FR Ls . ARE.P) A _ (io . 2o ) ( o.30) ( 1•o) (1.5 ( ?- 48) 0 11. 38 TONS V = A SILO �.3a �En seo 0.05 22 8 c. -c 0 O 0 S EGIMENT STORAGE VOLUME S ETTLING 'ZON6 VOLUMfa Lt. Po ND SURFACE NREA tsAl = 1�2 QZ / Vb w"e y5s 0. 0009�0 1/Sec. kit SET-%%t4 C4 V ew c►w OF 4.G2 n+cr� � 61�T� PA�2ZIG.LE 1 QZ = l•8 cfs s ZZ 7 5 Sq'. 4. REFER ro PAGE 8 6. S 6TTLIIJC. DE4T kl = 2' 5A511J LE4GZH < Zoo (SD) = 400' _ I'KiK►,►GLA AVx-E,A ; BASE X NEIC,HT 45.5 x too 38 ' x 12c .,♦-- 11S E FORM NO.48 Q THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS / A LISTED BY k•S• OWNER G• �• !'� EST. NO. CHECKED BY LOCATION Q C►1Tp�1 SHEET OF10 CONTRACT NO. F477 DATE 8. ZZ• 89 �EOIM�►.1T STaFZhGE SETTUIJG ZONE Z Min GIDE SLOPE 3:t 00 CMP RISER i 'Iv, — — OWE FOOT CONTOUR INTERVP.L d 2 0' SE01MEn1Z cJTORKGF- VOLUME : mEp-N(.E aF Top. � F50TTOM RftEP►. DEPTH voLuME _ (� K I zo) 38) (o.S) + (;1(e) \Z = 3380 ESTlcn0.c�.o VowcHE ZIM C.�c R E.r-La To PA GE to FORM NO.48 a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS LISTED BY K's' OWNER m. EST. NO. CHECKED BY Q LOCATION R h T�rI SHEET�_OF CONTRACT NO. 5471 DATE g• 22. 89 COMPUTIIJG DES1G1.1 INFLOW Fop. 2'fR 24 RR STostM USIn�4 MOD►Fl60 RA•TioWkL METHop , 4 = lit A WHERI. Cn 0.5 o Zsm-A To S0%%- upomT I R s R AWN FAfx- F AcToe (F.T 1 1 IL WHO PT FOR 1:I C� FLEF ER To APPEW 01 X. 7, �R = ( T4) TIME of C.OWG.6►JTiZAT1aN ; TH C LOMGES'f RouTE. %S CouTRowIJ G ; S►"4JL ZNE SrTF, . HaS tivAm01RM S01L k1jo SAcre Tips of CHANtJEI. �NTIPI- AREP ) AREA # ?- T+ = L wHE�a V= k� Se Gov FORM NO.48 •8� M1n1. 0 �� .a0 ,•2 /SCL a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS LISTED BY k'S• OWNER G.S. A EST. NO. CHECKED BY LOCATION RE-ATQ 1r SHEET 93 OF LO CONTRACT NO. 17 DATE 8•Z2 . 89 7 CHANNEL T `' W HERE k Go V Coco �= o.4aS1 Ccoo)(1.53) F 0- C.HAW461. OF 4-1 Soe suwF- gm o. oc 2S THE" ts lot f 1. 8 + 10 .5 T %Mrw OF CC1dC.EN'TRR.T►OtJ =� 22.1 mar __ Z2.� -0•�25 \ 2 / Iiz - APT) 2 1. 82 cis FORM NO.48 a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS LISTED BY K.S. OWNER '• S• A• EST. NO. CHECKED By LOCATION Qt161T0161 SHEET S OF 10 CONTRACT NO. 54'71 DATE. EMERGENCY OVERFLOW SPILLWk-f PER K►NCa CoumrT ., SURFACE OES%GQl MkQUAL. t989 sEcT�otJ 4.4.4 MAX• \J►.'VE.IR S.Av:kcc- 0.3 mI A !a MIN. I H L_ FOK W IeK Q = C �29,I�: C 2,3 L.H31: ♦ a Tam. A HS�t t5 WltEIRE A : 'T2' FoR SIoE SLC*e Of 3: l 9 s ,( 3 C = O.l. 'Die ;CHARCxL COU FICA-t47 wHERE Q. = t . g C4S 2'SR— 24 HR STogfm REFER To PI�.GE ?� 8. N = 0.2 uSED TSe*i L : 5.8 USE L = 8' FORM NO.48 a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS c /� LISTED BY OWNER G J l"1 EST. NO. CHECKED BY / LOCATION REM14AI SHEET�_OF I CONTRACT NO. 5411 DATE 8• 22-- 1518 �ET1,�M►ASAt1� TEMPcRAR-f S�oRAGE REQLIIIRE,p FoR SEOtHE►aT REMov►.t_ A440 STORAGE USING A a-m— 2¢ hiR PEtectPlTA'C�pIJ 6V SLIT OF 2.0 1MG.HE.S- METHOD Sa►t_ CoNSERvAztorl SE�RVtLE �SCS� 1.1atr+aGRt�PH 1 RUN OFF VOLUME-) , REFER TO AT'P Y. . RUN OFF CLUMP KYQROL0G1C E)O% - GRoUP BETwEE1,! ►t-8 REFE12 TO E)o%L. REPoAT Dt Aeei,, MooRE GLEAIJ Wt►u-- G R I.DED S A►JD GI2AV EL.. EAaTEK TO NOMO GRNPH Fan rWI.IoFF CIURVL QUMBEaR 82 — 2 INctit*S PERCH PtTnTto1J . (SF.�TtotJ �i 2� FoR SAWD 4 G RY E t_ W+T H LESS Tt*,►l 5'�• r 1NC CS�-'� o W 4 3 THEN; 3 STORAGE - VOLUME. aF ?WWOfF =L 2l00 RL (Lc- 3 R V 1 /., /' U1J0FF otalME = ll D � C 7•`t G-r-) !✓ Z415i6 At SEDIMEWT STo>ePGF = Z30 �t3 REFEtc To PAGE # 5 - 1 -70Tk\— vOL,.UME. OF ROup FORM NO.48 • • 7-IT W min w Smp pF Ilk Alt - . FOR► R KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Chapter S Section SA Section SAA Sedimentation Retention t3todott/---tation Structural Control Measures '� Cbatsd Plan amp i 5.4.4.2 SEDIMENT POND i Purpose To collect and store sedirient from skes cleared and/or graded during aornsuuction prior to establishment of permanent vegetation and/or construction of permanent drainage facilities. It is usually a temporary measure with a design Ike less than 1 year, however, It may be a more permanent facility, especially If required to provide runoff quality control until the site area is permanently stabilized. Conditions Where Practice Applies Where the tributary drainage area Is 10 acres or less. i Design Criteria/Specifications .F The sediment pond may be formed by partial excavation and/or by construction of a compacted embankment. It may have one or more Inflow points carrying polluted runoff. Baffles to spread the now throughout the basin should be included (See Figure SAAE). A securely anchored riser pipe is the principal discharge mechanism, with an emergency overflow spillway. The riser pipe shall be perforated and covered with filter fabric and gravel 'cone'for filtration; or solid with a 1' diameter dewatering hole - and perforated drain pipe. Outlet protection shall be provided to reduce erosion at the pipe outlet. A filter fabric fence must be constructed to filter the runoff from the pond prior to discharge from the site. o The sediment pond volume Is the sum of the sediment storage volume computed I�,g a settling zone volume computed based on the basin surface area required to settle out the particle size of Interest at the design Inflow rate. o Comnmting the sediment storage volume: The sediment storage volume is determined the same as for a sediment trap as described above. Note, the depth of sediment storage volume cannot - be greater than 3' and the interior side slopes cannot be steeper than 3:1. o Comou ing the settling zone volume: The settling zone volume may be approximated by assuming a 2400t depth above the sediment storage volume and extending the 3:1 side slopes as necessary, or by computing the precise volume as outlined below. a. Pond surface area The settling zone volume Is determined by the pond surface area which is computed using the following equation: (SA) = 1.202/Vs. Where 02 design inflow based on the peak discharge of a 2 year/24 hour storm event from the tributary drainage area as computed using the methods described in Chapter 3. Vs s the settling velocity of the soil particle of Interest. The 0.02 mm (medium sit) particles has been selected as the particle of interest and has a settling velocity (Vs) of 0.00096 ft/sec. (Note, this equates to a (SA) of 1250 sq. ft. per cis of Inflow.) Therefore the equation for computing surface area becomes: (SA) -1250 (sq ft/cis)*0(cfs) - surface area (sq.ft.) S-32 DRAFT �l tilt00 CMP RISER w/ Ila'd NOL-Et5 NIN. t° Y5A Q STORM'i4ypQOS D AI_L Zw--- ---�IJt7vEc�Tl -- -- - - - SPILLWAY -�' SLOPES ATE2 S-rorZ�tGE �"Im. �TRAS N R AC K 3 L'' e•o 0 v,' n 00 e v �.• OUTLET moo•, •. .. •. - . 3 3/a� TO I/Z0 CIA. WASNEO �yt . .. �RA�/EI- (TYP) To: 12,11 pp p STORAGE GRAVEL CONE - [n M JAI 41 F—JRFI� G01�iG• OASE TEMP. SEDIMENT POND ws KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Chapter S Section 5.4 Section 5.4.4 Sedimentation Retention Erasion/Sedirentation Structural Control Measures Contrd Plan and Practices FIGURE 5.4.41) SEDIMENT POND ,-arc/ L.a W > .3 x fb�o/ wow � b ^ n i/r �iyaA Ppt Wirer Pf W l�r��ftd BgfG See�itu f- a/tt�votriy ney 60 'e"0*10 5-lia Aafh �rfen► drriir &,%h m l eo-m 4r tifowp pt, ur�L � /�t�a,�/mod riftr P,�,a {nbnc Q.►d,�rxre/ "comae•. A so��ia/ t*icfwre n,4y oho he �,�,c.,;-moo/-See 1�sj�illlr�.r� P {rM&vrd i 00.2 � y i 1U/Li �/t�iil O* in 42ivel Ail 7'�i�ch 7-7wk-A tt ,V�1 zdi 7a r Uir�Pafa� >lit� AL* s" DRAFT - KING COUNTY, W AS HINGTON, SURFACE WATER DESIGN MANUAL Chapter S Section 5.4 Section SAA Sedimeatation Retention ' Erasion/Sediumtstion Structural Control Measures Coau l Plan and Practice FIGURE 5.4.4E SEDIMENTATION POND BAFFLES Riserloutlet) Wb Li L2 vve effective width of basin I ---- - k160W A-surface area of basin when filled to cmt L -shortest travel distances `Cr CF i C? around the baffle from I Normal Pool was inlet to outlet 0 riser is placed Riser here is in very I here no baffN poor location:ba11le � is required l2 O 1 _ BAFFLE 1 f �� was — : —, , f'fOMM Pool irdow Riser �, was i i BAFFLE Normal Pod In dtis case it is Inflow important to place bait to that Lf •L2 Elevation of Sheets of plywood 4ft v 8 f t X 5S in riser crest exterior plywood or equiv. ir o Deplfl of water r I f In basin when full I l I II I 3'Max. I I I I I I Posts 4 in square or 5 In round minimum set at least 3 It into ground Elwmdon of j I basil bottom a it centers 5-34 DRAFT Y � z IS values fur f011owiug slope lengths 1.It(m) A IS values fof following slope lengths 1•It Iml ___ A n Slope O tilq�e gnulienl 10 211---:Ill--_-111 511 ICA N31 (2111:11 (114) 127�41 11051 (lf� Inl (750 («) (107) 11221 (1371 11521 I6B.O11 121p1 12411 127+1 13�i 1:101 16 II 1'J.1) (12.2) (15.2) ( -_ e ,z --- ---- y - LL5 At ill; 001 1107 11418 0.118 000 009 009 0 9 0.10 0.11 0.11 15 o 16 016 0 1G 017 017 018 0 18 0.19 0.19 0211 10W I 1 11.11N et119 0.10 0.10 0.11 2 11.I11 012 11 It 1115 0 1C, 0 17 0 2fi 0 27 11.28 0 29 0.12 0.15 0 18 040 0.42 0.43 0.45 0.4fi 0.49 051 0.54 0 55 O.S7 :1 0A 1 0.18 0.'211 (1.22 0.23 •fir £' 1 11.16 0.21 0.25 0.28 0.30 0.33 0.15 00.337 0.38 0.40 041 0.53 0.58 O.G2 06G 0.70 0.73 O.7G 0.82 0.87 0.92 0.96 1.6 1.60 ill:l 5 11.17 11.24 0.29 0.3J 0.38 0'.41 0.45 0.48 0.51 64 0 G7 0 62 0.76 O.IIfi I.IG 1.26 1.34 1.43 1.50 1.65 1.78 1.90 2.02 2.13 N L65 1.75 I 6 0.21 0.:10 0.37 0.43 0.48 1 11.'2fi 11.:17 11.45 0.52 0.58 06.1 O.G!1 0.71 0.78 0.82 L01 1.17 1.30 1.13 1.51 .B1 2.02 2.IB 2.33 2.17 ... 09,1 tl 11.:11 11.44 11.54 0.fi:1 0.T0 0.77 0.98 1.05 1.1 I tl.rl,7 1.44 I.GG 1.85 2.0 2.819 2.(35 2.49 2.62 2.87 3.10 3.32 3 S2 3.71 z 9 11.17 11.5'1 O.fi1 11.74 O.B3 0,91 --- 1.32 1.41 1.50 1.58 1.93 2.23 2.50 2.74 2.95 3.84 4.08 4.30 4.71 5.08 5.43 616 6.08 a I11:1 10 11.4:1 0.fi1 0.75 0.81 0.97 1 2, 1.15 1.22 1.30 1.37 1.68 1.94 2.16 2.37 2.5G 3.74.16 3.35 3.53 3.87 4.18 3.47 4.It 4.9 O 11 O.SO 0.71 0.8fi 1.00 1.t2 1 tl:l 12.5 0.61 0.86 1.115 1.22 1.36 1.49 1.61 1.72 1.82 1.92 2.35 2.72 3.04 3.33 3.5 1fi 2.54 2.72 2.88 3.04 3.72 1.30 4.81 5.27 5.69 6.08 6.45 6.80 7.15 8.01 B.GO 9.12 9.G2 to I S ll.tll I.14 1.40 1.62 1.81 4 98 2.14 2.29 2.43 2.56 3.13 362 4.05 4.43 4.79 5.12 5 43 5.72 7.25 8.04 7.24 7.12 6:1 I fi.7 11.96 1.36 1.67 1.92 2.15 3.16 3.99 4.27 4.53 4.77 5.84 6.75 7.54 8.26 8.92 19.54 12.12 13.17 14.43 15.58 16.66 17.67 1863 7d 5:1 20 1.29 1.82 2.21 2.58 2.88 3.16 5.41 3.65 3.87 4.08 5.00 5.77 6.45 7.06 7.63 02 8.18 B.6S 10.67 9.12 1.68 12.62 13.49 14.21 1 . to 4%:1 22 1.51 2.13 2.61 3.02 3.37 ►� A 1:1 25 1-B6 2.fi3 3.23 3.73 4.16 4.5fi 4.91 5.27 5.59 5.89 97 8.33 9.31 13.77 11 A 7.16 6.65 7.11 7.54 7. 5 II.SS 11.25 11.91 16.33 17.61 18.86 20.00 21.09 23.10 24.95 26.67 28.29 29.B2 � 30 2.51 3.56 4.36 5.0:1 5.62 fi.lfi 6.fi5 1.11 7.54 7.95 971 11.25 12.57 13.77 11.88 15.91 IG.87 17.78 19.18 21.04 22.49 23.86 �i 3:1 33.3 2.98 4.22 5.17 5.96 6.67 10.59 11.32 12.00 12.65 15.50 17.89 2001 21.91 23.67 25.30 32.24 33.99 37.23 4012 42.99 4660 4&07 G 35 3.234 57 S.fio 6.46 7.23 7.92 8.55 9.14 910 10.22 12.52 14.IG IG.16 17.70 19.12 20.44 21.68 28.29 25.99 27.48 35.91 37.67 32. c 69 62 TA:1 40 4.00 5.66 6.9:1 BOO 8.95 9.80 45 1.81 6.80 8.33 961 10.75 11.71 12.72 13.60 14./2 IS.20 1862 21.50 21.01 26.33 2844 304 2:1 4.91 18:12 19.43 20.48 25119 28.97 32.39 35.48 38.32 40.'97 43.45 45.80 50.IB 54.20 57.9- 6�.45 64.78 45 4.81 7.97 9.76 11.27 12.60 13.81 i1.91 15.94 16.91 17.82 21.83 25.21 28.18 30.87 33.34 35.G5 37.81 39.85 50.18 54.20 50,41 53,47 56.3 55 6.48 916 11.22 12.96 14.48 15.87 C17 _-- fi 82 964 11.80 13.63 15.24 16 61 19 17 20.71 2 L9G 23.15 28.35 32 74 36.60 4010 43.31 46.30 49 11 51.77 5G.71 61.25 6548 69.45 73.21 57 f,0 7.32 10.35 12.68 14.fi8 18.87 17 99 23.75 25.19 26.93 28.39 34.77 40.15 44.89 49.17 53.11 56.78BS 65 60 69 16 75 75 81.82 87.46 92.77 97.79 Ct1 fiG.7 8.44 11.91 14 61 IG.tlB 18.87 20.67 22.:12 23.87 25.31 2fi.68 32.fi8 31.71 42.19 18.22 49.92 S .37 56.G0 59.6G G5.3G 70.G0 75.41 80.05 4.. 70 8.98 12.70 I5.55 17.96 20.08 N 7;, 9.18 13.83 16.94 19.56 21.87 2:1!95 25.87 27.66 29.34 30.92 37.87 41.73 48.8 53.56 57.B5 .� - - r9 29 90 :11.97 33.91 :15.74 43.78 50.55 56.51 61.91 66.87 71.48 8j 84.99 93.11 100.57 107.51-114.03 120.20 No 10.55 14.9:1 18.28 21.It 2:I.60 25.85 21.93 29.85 31.66 33.38 40.88 47.20 52.77 67.81 G2.87 66.702 75.82 74.92 87.55 94.31 01-0 100.13 IOS. Z 85 11.30 15.98 19.58 22 fit 25.28 27 !NI 12.112 17.IN1 211.82 24.01 26.BB 29.•14 3:162 34.00 38.12 40.01 4.18 9.21 63.82 two. 69.59 75.11 76 95 1211 17.97 22.01 25.41 28.41 31.12 35 1J 37.18 40.08 42.24 51.71 9.74 fifi.79 73.17 79.03 84.49 89.61 94 4G 103.48 111.798.42 7 1 19.IB 12G 73 133.9 I:I 10() 13.16 18.89 23.14 26.72 29.87 32.72 •Crdculale(I Rum \ a .1 65 41 x : 4 5fi x r t 0.0fi5I IS - luprigraphic factor (,,,"' Ls t 7Y.5 1. hrpe length,fl Im x 0.3048) (r l 10010 . t 10.000 s dope steepness, ' m eslrmenl dependent o0 11ur'dupr:a 111u 3';:, 40 for a 3 5 to•4.5%.and 04 rrK ahqus . 0 5 for dopes>5"L 1 pNpp LJ O KING COUNTY, WAarIINGTON, SURFACE WATER DESIGN MANUAL b. A 3:1 aspect ratio between the trap length and width of the trap Is deakable. Is defined as the average distance from the Wet to the outlet of the trap. This ratio is Included In the computations for Figure SAAC for the surface area at the interface between the settling zone and sediment storage volume. C. Determine the bottom and top surface area of the sedi rent storage volume to be provided (see Figure 5.4.4C) while not exceeding 1.5' In depth and 3:1 side slope from the bottom of the trap. Note the trap bottom should be level. d. Determine the total trap dimenslorts by adding an additional 2' of depth above the surface of the sediment storage volume, while not exceeding 3:1 side elopes, for the required settling volume. (see Figure 5.4.4C) TABLE SAAA HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY SOIL SOIL EROD- EROD- HYDROLOGIC IBIUTY HYDROLOGIC IBIUTY SOIL GROUP GROUP* FACTOR,'r SOIL GROUP GROUP* FACTOR,*r Alderwood C 0.15 Orcas Peat D 0.00 Arents. Alderwood C 0.15 Orldla D 0.49 Arents. Everett B 0.17 Oval C 0.17 Beauslte C 0.15 Pilchuck C 0.10 Bellingham D 0.32 Puget D 0.28 Briscot D 0.32 Puyallup B 0.28 Buckley D 0.32 Ragnar B 0.32 Coastal Beaches Variable 0.05 Renton D 0.43 Earlmont Silt Loam D 0.37 Riverwash Variable Edgewick 'C 0.32 SSal ur>amFsh CD 0.37 Everett' A 0.17 0.37 Indianola A 0.15 Seattle D 0.00 Kkup C 0.32 Shacar D 0.00 Klaus C 0.17 SI Sat C 0.37 Mired Alluvial Land Variable 0.10 Snohomish D 0.32 Newton A 0.10 Sultan C 0.37 Newberg B 0.32 Tukwila D 0.00 Nooksack C 0.37 Urban Variable Norm. Sandy Loam D 0.24 WoodirrAle D 0.37 HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high Infiltration rates, even when thoroughly wetted,and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. S. (Moderately low runoff potential). Soils having moderate Infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These sons have a moderate rate of water transmission. C. (Moderately high runoff potential). Sods having slow Infiltration rates when thoroughly wetted,and consisting chiefly of soils with a layer that Impedes downward movement of water, or sons with moderately fine to fine textures. These sons have a slow rate of water transmission. D. (High runoff potential). Sods having very skew tnffttion rates when thoroughly wetted and consisting chiefly of day soils with a high swelling potential.sods with a permanent high water table, soar with a hardpan or day layer at or now the surface.and shallow soils over nearly Impervious material. These soils have a very slow rate of water transmission. • From SCS, TR-55, Second Edition,June 1986, Exhibit A-1. 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RISEN PIPE U I I I I I I WIGMEO BASE- I '�'\ �•� a_14 Q 11.". _ tM•_v I ) I Onum I120•0111'TRIAIM►EI —I-- a •EL.1e.00 J '`'r I L I J ►�[Ea I1 TOP a SLOPE tt».r 19 I I `s To [-> [ GLOM SPAILS— I' —T I s RaBIKu a �1N , 4 S•'v I 1 PIPI taP0ETION a � / MItM lYr OOrTET.11 E[ENQNCV OIFERFLON }� Ir ohms PIPE SITE PNEPAUTION TONS am /y(/ SPILLWAY CK Itrl e•I IQ E I ----- --- ----- mTa I I DISSIPATING RoaL ,- `t 17 I I `•(�� -- - r -r�_Ir aLVERr -- _ -�,swim(TV"cNm owA 0.29 I _ o — -- ------ — [Nis?Ce ®— —�EXIST Ce [LIST 001 TOellST OR EAST CD EII9 p ~ T/t 17.0e 7/r 17.00 TIFF 17.30 TT 11.30 TO 17.30 T/r 17.30 VALLEY OFFICE PARK s. •ur.uwlaasN[rsrwr.eooKal.rlarD.OR i s. IK tlmla LEDr TrAi IA Lal M T10N D[P 00 0 o rI■rKR Ipk n-1 IT:TFAIED rw+RRIOD Or ITT%Is ON I i IMIS COACT,i A E-Iwo r.N■.R■IDwmms rO IRI LQ,Yl 01 STIAEO YIfAS 116I■IIRmIAT[lI rgILIRD �I I EROSION CONTROL NOTES: =Tfo TITt mplllO•.4 m0r■ola rmNSNs m uar.OWTs FIArIc D+orK.AFMOTTAF nova I I I I I WpsCT1I0 OR SIASOM IooITITRO WOVE.IK PMII2 s mod IRATKr AFAIIITANt TO rKyIIK a w L•oKAIOI. I. ALL urn a awIID AIe ANAs Ir ITauna FRlRr.na PILL K Tli I[Tu niD I111p1aLll`[p r Bn°i+, ft 141111 ls o>�NrDI un[w�I=.IS[[I®iKT,FAA F aT[D. I I I I i I .s nnolNo a 1K nAY INITIAL N aua.TL.0o10 I.rK n■esm: I o■I c IK SO mnROpT a,II 90 L QPt►. KlYn Is I+IK IrtRs 0 IK R■nQ• I I I I I a` • y I ltlp.D IfT[wTD■■LAD 6rFW I.Q N IK MI lu u0 Rf.001■lllT a 1!RrlR ri[[ra PN�Y R YDKnED wln YAMI R I1 p.O THE. 1 I I I. AL1':OTLm1. WD. rOFI.Li"alm "YNOE Orl[�'M Fu1 UL (PT Y/Y IIOWlowlix ANT IR MIXED[s TO��MD SRCifr.to II�IiIm IK EXIT a Rw U.Of Sept'K IOOFFITTAIIINT IIDIR IKI Rolr■LA"Mtn O Fp to a TK■IT■IL AyAar F+a[+Ilfs Fs■In WAIT a TK RQI•IIIC I. FOIL All[LIRIDVSIDIKrAll011 mIpLI1l IqD}a/R rR pU0 a+IIFYar snro .LL eR■Ia AFo aDI■r rKIL Ir I[s 9wLA■ T+IAIo,N T.stn, r—of Nrt+ert[Ios r.A r[a.A rnlua S m ..QA N 19 IDIruFe I.A SAIISr.[Tpw[aDIil41/III s rIK NMI IT RpO wIl•>I tIN Yat1. 1 I.AIbOIL LTr,Nw I.Is m/ln[0 Aim FDIIr IAA to AFTFIpAI a Ixls RM IL rm[RosIOYIIDINNAIIA OORI10. ` ri R0 Lsiuo[It[Yinw+'o,CN55 io TKimilloov°D iut.,moles' I Of m,s°uTla wa°Ir alma A.M.m.AFT ATTANCITTAL ao°�o°iui. �of TRAI,VITAL,s.�LL IN imly�irFo IN 0'"MAN ro r MITTS SITIL N 1K R9OILi■LIT.a TK K-IIa. n MIETT IO♦FKILIII(S. II�is AID[OAST TO iK LOI■r■LT TOP SITE. F■rs mI II[IUITIFF OF, ae 0■S No"... w aIr THE - I[NtwuoTONNrtn i Gm m COMPANY mn9De G.S.A. coloutT.IN Feac gmal n"e Co . Will,W2H9 1601 L IND AVE SW- RENT I.r[a�ED■ MAA97 7 STORM WATER UTILITY PLAN REVIEW INFORMATION DESCRIPTION ADDRESS DATE DATE - CHUCK'S DATE TO DUE DATE TO BUILDING DATE RCVD. DATE TO RECEIVED REVIEW BERGSTROM BUILDING DEPT. PLAN NO. PERMIT BILLING �Ad/5 T C,S+LI S 6-16-iK I II� 1 f I � I I I i I I ( I _ I i I i � I � I I STORM WATER UTILITY REVIEWS No. 06—c6z� Project Name: 5,4 .[,�>C7 Building Permit Number: I?j - /S 3 2 7 Date to Utility Billing: 311Z1,190 Business or Use: t3L7x� Owner/Billing Address: he austln <or►,von w 00 S• w• 16 r" S� Account. Nos, Tax Lot Nos. Square Footage Assessment 334 040 �Ovj 100/ ISM lu"o Site Address:D 1 L i n d 14 v ; S - (.0 33yol^ioLt003 2,S 4 MCP^ Site Address: b kid V, .5, N/ �3 yoypyoo(, Z- N3Z Nz—S Site Address: !b b✓t d 17✓. •S=t/ Site Address: Site Address: 334040-3915-i?3 38-39-40 22 13.56839 9C T 211C2WM P(kt_'S J^: FRANK C0581 HILLMANS EARLINGTCN GARDENS 0 1 451, 45411 t`= 38 t W 60 FT OF 39-40 i S 20 FT 98057 OF E 135.05 FT OF 39 LESS ST NY 39-40 22 13.56839 11C'_ J R7178 HILLMANS EAKINGTON GARDENS 1 f" y7 ,V N 20 FT OF E 135.05 FT 34 4 40 5 111".. 1 F 98188 LESS W 60 FT LESS ST tlwy £:.. ? i43S F �41 t. E 105a: �655 F i'36�Zs+ A40;3-3945-07 Q y • PARCEL NUMBER-NAME L ADDRESS LEGAL DESCRMTX)N RATE EX Rl LEOZZ i�i w! GEN%TAX SPEC.AS•MT TOTAL AMOUNT PAID REC?I 334040-394 7 44-45 22 11 11 STATE OF WISHINGTON 667777 HILLMANS EARLINGTON GARDENS 0 1 334040-3955-04 46-47 22 13.56839 9C I 211CL ; 5 , s 1 21) 405/MAPLE AVENUE ASSOC 9800" HILLMANS EARLINGTON GARDENS M 1 I 1� 762 � 2771. � j p 14001SEATTLE W1 AVE S 03OU 98168 LESS ST HWY II 334040-4000-07 ! { 3 POR 2i-31 13.56839 11 326 t !! I ' RENTON OELAWIRE 019999 HILLMANS EARLINGTON GARDENS I 1 I 12871 21lf970! 1 = 996 '1219D7DT7 i C/0 GSIC REALTY CORPORATION LOT 4 CITY OF RENTON SP 0431-79 333 TWIN DOLPHIN DR REC AF 98002269013 SD SP REDWOOD CITY CA 94065 00000 DAF - ALL OF VAC ELKS 24 4 31 9 VAC VALENTINE AVE BET SD ELKS OF SO SUBD LY S OF S MGN OF SW 16TH ST LESS STS !3 j PHBE SOUND POWER-i-LIGHT 969OW HILLMANS EARLINGTON GARDENS Art 11 5 1 THE AUSTIN COMPANY LOT 1 LESS E 240.06 FT OF CITY 800 SW 16TH ST OF RENTON SHORT PLAT NO 431-79 RENTON WA 98055 RECORDING NO 8002269013 SO SHORT PLAT DAF - ALL OF VAC BLKS 24 9 31 6 VAC VALENTINE AVE BTW SD BILKS OF SD SUED LY S OF 3 S MGN OF SW 16TH ST LESS STS AKA POR OF LOT 3 OF CITY OF RENTON LOT LN ADJ NO 001-89 RECORDING NO M5059001 i BEING A POR Of TCO 17-1325 334040-4004-03 ' { :L POR 24-31 13.56839 11 6796i1 1 ; 140 6810E THE AUSTIN COMPANY 9399" HILLMANS EARLINGTON GARDENS Al 800 SW 16TH ST LOT 3 CITY OF RENTON SP 0431-79 RENTON WA 98055 REC AF #8002269013 SD SP DAF - ALL OF VAC BILKS 24 9 31 y 9 VAC VALENTINE AVE BET SO BLKS OF SO SUED LY S OF S MGjN OF L AKA POR SOFiLOT 3TOFECITSS YTOF RENTON LOT LN ADJ NO 001-89 RECORDING NO 8905059001 a2a� � POR 24-31 11 29 � 1 '•. f0 80 PUGET SOUND POWER 9 LIGHT S-1180 HILLMANS EARLINGTON GARDENS Art TCO 17-1325 E 240.06 FT OF LOT 1 OF CITY PUGET POWER BLDG OF RENTON SHORT PLAT NO 431-79 BELLEVUE WA 98009 RECORDING NO 9D02269013 SO SHORT PLAT DAF - ALL OF VAC BLKS i 24 i 31 9 VAC VALENTINE AVE BTW F SO BLKS OF SO SUED LY S OF S MGN Of SW 16TH ST LESS STS — AKA LOT 1 OF CITY OF RENTON LOT LN ADJ NO 001-89 RECORDING NO 8905059001 BEING A POR OF TCO 17-1325 334040-4006-01 POR 24-31 13.56839 11 1.152'1 1563ZJ 1 ' 32;8 15665D1 THE AUSTIN COMPANY 939999 HILLMANS EARLINGTON GARDENS M1 800 SW 16TH ST LOT 2 LESS ST - CITY OF RENTON RENTON WA 98055 SP 0431-79 REC M8002269013 SO SP DAF - ALL OF VAC BLKS 24 9 31 9 VAC VALENTINE AVE BET SO A A C. E E 00)1 I N U V io 14 N EX T`., P A G 07 334040—4030-01 J 0 $-DATE PARCEL NUMBER-NAME ►ADDRESS LEGAL DESCRIPTION LEVY SR Rl LEVY V AND t-MS GEN'L TAX SPEC.AS-MY TOTAL AMOUNT PAID REC•TE-C RATE EX ODE L-LAND IONS BLKS OF SD SUBD LY S OF S MGN OF SW 16TH ST LESS STS 334040-4030-01 POR 25 13.56839 11 14 . i 1`: 1 4d •. 1.%530 EEING BARRY R 569999 HILLMANS EARLINGTON GARDENS M 1 11 :'14 18444 1 ; 23 f 184 662 77620 1344TTH SE RENTON WA 98056 VAC 1 THRU 15 9 43 LESS ST HWY 11 '10 13417 1 F 134k 11 I o 13641 1 32 F 1367d. i 11 10872 1 447 E 10919 5:95 334040-4035-06 POR 25 13.56839 11 i6971 1 23 95 POWERS JR FRANK J 6 JOHN H HILLMANS EARLINGTON GARDENS M 1 I 12183A 12�07C11 PO BOX 508 VAC 16 THRU 42 LESS ST HWY RENTON WA 98055 334040-4085-05 POR 26 13.56839 9c 11 -.18 7.70C25467 1 ;' 11: ? 23587 PIEROTTI EMILIO L GLADYS L HILLMANS EARLINGTON GARDENS N 1 17034 S E 184TH ST 1 THRU 9 i 54-55 i 59 THRU 62 RENTON WA 98055 TGW POR VAC ALLEY ADJ 334040-4130-W 10 THRU 13 26 13.56839 11 37.1 ; _50t 1 t 30 GOURLE,�RAYMOND 9 JUNE M C0579 HILLMANS FART TNCTAN lli F r 1 •l *�. .., i L__L_ CITY OF RENTON MEMORANDUM DATE: January 23, 1990 TO: Gary Young, Construction Services Supervisor FROM: Kim Scattarella, Stormwater Engineering Specialisiri SUBJECT: GSA/FAA BUILDING There are some major revisions being proposed in the Storm Drainage plans for GSA/FAA. After talking with Mary Burgy about them, it appears that they cannot do anything until their plan revisions are approved by us. This may need to be enforced. I will contact the Austin Company in regards to plan revisions that they will need to submit to us. CG ', Ma►^v Qu�^�y GSA Project 89-5477 In response to your comments on the drainage calculations, we have modified our design and calculations to show two orifices. The revised calculations are attached. Concerning the use of a Mannings `n' value of 0.024 for CMP pipe, we feel that an `n' value of 0.021 is more appropriate since the pipes will be coated. With regard to the coding of the RK elements for some of the subbasins, a "1" is used as the length of a "dummy" 12-inch diameter channel element to model overland flow directly into a catch basin from its tributary subbasin prior to combining the flow from that subbasin with the flow from the upstream subbasins. (An RK element must be included for the HEC-1 program to run. ) An RK routing element is then used to represent routing the flow in the storm drain downstream from the catch basin. This RK element reflects the actual length, slope and size of the storm drain as shown on the plans. a THE AUSTIN • COMPANY COMPUTATION DESIGNERS ENGINEERS BUILDERS SHEET LISTED BY W CHECKED BY OWNERGt LOCATION 0. / - r CONTRACT N S't iT EST. NO. SHEET�LOF Z DATE_ 1 Cow �,te_ p / . ass e- Ma-�-,�oJ — r l i s e. D I A'Y►-�L'.I Y r CTwo � riJ-i�� ) ELEV. J$, rj = 1 G EI 61W kb a • 1 J ELEV. CA ht` 1- b Z J qr�b �e_Ye , Ni. _ Area To 0 rJJ A _ p}�-}}• r l J-i �e. B otT , � f►�i cr e, cl Q . cf s �t = Q+ _ 0 .>_y Z � h + 0,6z. c( 3 -z— = 0 . 0195F' • _ y ( 0.0 195) T� - ^ 00.158Ft —�' (.jse. 'fig op oyi�rG � C co ►-, I . N O.48 a THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS BUILDERS LISTED BY C , OWNER e j v O `'- to r S EST. NO. CHECKED BY Q LOCATIO, a. SHEET Z OF Z CONTRACT NO. / DAT /"f z G A6 = = Ft z � hb o. Z In 1 1 1' T` e \ 1 i - Mr. James Hansen Response/Review Comments Page 3 September 18, 1989 3. Storm Water Division a) Address all comments in red on plans. b) Address all comments in red in drainage report. c) Design for 25-year storage and 2-year design storm release. Please reference Sheets T-2, C-4, C-5, C-9, and attached Storm Drainage Basis of Design and calculations for revisions. 4. Planning Division a) Site plan approval is pending. Site plan approval was finalize August 31, 1989. Please refer to revised drawings. 5. Traffic Engineering a) Need both electrical and channelization plans in order to complete review. b) Roadway improvements will require modification to meet Traffic Engineering requirements. c) See redlined mark-ups and attached memo. The Austin Company is working with The city of Renton ro resolve the comments on street improvements, channelization etc. Response to this portion of review will be forthcoming. 6. Design Engineering Division a) Revise as shown on drawings. b) These redlines shall be resubmitted with next submittals. Please refer to revised site drawings and details. Ll 20 i GSA Project 89-5477 In response to your comments on the drainage calculations, we have modified our design and calculations to show two orifices. The revised calculations are attached. Concerning the use of a Mannings `n' value of 0.024 for CMP pipe, we feel that an `n' value of 0.021 is more appropriate since the pipes will be coated. With regard to the coding of the RK elements for some of the subbasins, a "1" is used as the length of a "dummy" 12-inch diameter channel element to model overland flow directly into a catch basin from its tributary subbasin prior to combining the flow from that subbasin with the flow from the upstream subbasins. (An RK element must be included for the HEC-1 program to run. ) An RK routing element is then used to represent routing the flow in the storm drain downstream from the catch basin. This RK element reflects the actual length, slope and size of the storm drain as shown on the plans. -EX- THE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS BUILDERS LISTED BY L►3 w OWNER v r c I, EST. NO. / IS N CHECKED BY (� LOCATION ` SHEET OF Z CONTRACT NO. V� _5411 DATE Co Yo 13 Pass e- COw. ,^I � 0ri i Le, Djct e-I@..Y ( Two o ✓If jLe-z ) EL-EV. J'a = ax. oti,�I-�, G E1 6ow R��T r i cfio►- � I Z. .`f J : ELEV- lo • y, _ E L E V Q = G v c Q v e,cl Top r I f i <-Q- Rb = kyzq Bo�o�+ b rjf ie_e_l fOy Q - - ° • ye = fi Qb - O , 0 . 0195F' I y ( 0.0 195) 7 --� cjS � I i8 far toy oY► ► � FORM NO.48 1 MTHE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS LISTED BY L OwNER v Y V,2,Isto r S EST. NO. CHECKED BY n LOCATION �T A I SHEET Z Of Z CONTRACT NO. 7 -54-7 DATE In /I Fti R6 zJ hb o. GZ n for LCIffo-r,r, O r i f r G e. .a 1a o 0 n 3 N THE AUSTIN ' it HOLMES I w SEATTLE COMPANY i ELECTRIC > LUMBER / I I 4r W I �— ---- — I ------ 1027.�1'-MN'3 2YE� --- --_--'--- -- -- -- _— - ' --_- —_- -- 7) (20.0.f( .OSI ---- --- — — - - - - \ - - -- -_ - -- -- - - =-------- ----- -_-_ - r SWACE I S�W��® ��♦♦♦ �I �+ •" I POND M1 I PP01'�o(iNG I ( I I ACE „Go � \ 1 •90 Cfr--f W I 2 9® PUGET POWER SLOACE I i MIND i M g SUBSTATION a __ I I PO 'a I I 1 1 I ' — --- r==_— o Psm ow"ccl c GROUP HEALTH BOE I NG Aa I I I COMPUT E R E \� I I I w (SERVICES 1 lil I l��oi — oAwm3 I I Pow"„G —/A`s— �,9oa---- 7 I - oa i so-, °0O1e CF I, w s(A a j- s aKea Po5WO Cc 7 I I (17.70) ;5300 U17 MSU I�t — -- -- -- '--- — --- -- --- — — ----- ---- ----- — _I F ( � I� Soh ?✓A � S h.�✓ .r "'r� b� I�. �C , ,I ; I I ; � � i I j VALLEY OFFICE PARK Svbb4s,n 6iI(� Crt 1: 1r I I' i 2� 19 25 30 ... H -1 U IN :.� �o THE AUSTIN ., uolt COMPANY a.. -n a9 G.S.A. — — c0..11—T-711 ARCHITECTS 00- - — c.+o�..cc�a co.+aT.ucTowa OE-is-a9 1601 I IND AVE SW, RENT ON. WA. Z 3 I 4 5 i NOTES lO n 3 4 O5 6 7 O8 9 • 1 TR �,� I, G•L 7c►0! AN.H'T ` u 0 Bs-,. —R 41Y.l:0¢Y j :It I ii� L jI �II ' III I.I I� IfI j j�' � i � •I of _4' L, ��. ��i ;.fl u.— I I I I I YI 1 1 GaLIG(T1T.) II n•.o • l 4w upgo I r•_� I'ii � .n�'•v I i I I I S � I� ^ uir. :L—J c -\ .7r-,•LL I I t I:I — .11 - I_: II ./i.__ •I .._ _1--I•I j r1i J II I I � I I I r!n.R¢.u.w:,, I MPSIF"eue VIT11 64V AT�LeMy NOTES: ST=U"L F. 1"4 i p4TML4 4" 4reocTUR/.L DM.,M44. g o THE AUSTIN "' `''� BUILDING SECTION S-s.► COMPANY n G.S.A. a,• �� uw ¢w+ro� �°••�*�^• -^°�''•"• 1601 Lind Ave. S.W.. Renton, WA A I UG! n M. lMOi.•¢I11 COM•T.UC,O•• 1 4•d :Ac'•a' ! ! ALLIu 1.0.1.- URTA IN TALUM. ------ -- --+~---� WALL �URTA IN Y M: ill;l ! illII1111111i I Il � li�lllil I ! I � I -�� II , � SYSTEM: . I l I I I I I I I i l l I I I s^na_r I VISION GLASS SMNORFL IIIIIIIIIIIIII ! i ' : III ! ill 'I ! illl ! ! PN IIII II IIIII I II tllllll I I I II IIIII ! !� _' ';LASS I I - rt/• r_�. ' I I - I aril - ,II , IIII ! I f l ! 11 ! I II III -sl 'o I ! IIII lilllll I I I I I II ! IIII II II II II ' I ! II II IIIIIII �' ! - - I1111 1 1 1 Ili v I 11 I -s• + 't I IN5ULATION ` , `.� •t• •�J I J EXTERIOR INSULATION �J i FINISH SYSTEM L Y A T I O �I FINISH SYSTEM ��— �,. i cc, G; y I Qi 2 3 'G1 (7)T Q i ALUM. 1--- I I _c.F. ! CURTAW ij.Syyx11I55 AS11 S$_ I ! ! I l l l l l l! I!I ! I! I I! ;I- SWKUA� I I I I ISY !T E M: I 1_7 I !'I II I I( q -SPANDREL SPANDREL.GLASS 1 GLASS -41 Ht- I,I Ili lllil ! lil ' I. ii l sl i III ! IIII ! II ; il I ili ! i ! III IIilllll I ®(1YR1 ' I II I I_I ,!, ._ ✓! - `VO/.r/�\ rI I 0 Lf�!I _F.I.NvISH SYSTEM I — � 4y 44 r XTER10R1;NSULA TIONEXTERIORWq A _ FINISH SYSTEM _L T V ZC�LC 1/,2i I THE r - AUSTIN &JILDING ELEVATIONS COMPANY .-- G.S.A. If•li•N !i{.tKy Q✓1vI «► �"�"�"'^� ""c"'T'R� ® —1601 Lind Ave. S.W.. Renton. WA O'r�729 ISSLIF F¢tEL�5 PcgMl ■wwwww� .coNRwvcTow� " — — S.W.tEw 6T1l9ET o��•r ————————————————— ——————————————— — t.= T i I t�l I t�1 cr n��- co cw c. 71' nr a.z�o.uc n .n.Qa, �_" - - f.. r1 „ ��'�': �fl:� r..a•,wv.••rr io+yrn c+ra+.�. :o 3; )M } mow••. I •,� ' � }nil�l� aDe...I Mwl w•IS < ' Tree Planting Lmi K ci _ _ oneu.c �eeuslw�r .r K_ 1 J .Mo f..•�+ter......•..»•w. _�-`_•_ _ _ rZi�-tiv4} ^ \ - "mwl•L ��A.�Win•NVrs cr __ _— _ _ '' � —— —— — —— � Yl�asr•.va.n, Men...-�s.uon.�e.+.../<. llSW Plan"��yy � --— a e =F"T -. r - I Lt I IIII L U I � I I I I IIIII r I{ I 1 1 � �erP,ar; T i 3 plC E-I IIIIILI I I I I I I I i � I IIII � I � I . I I i � 1 i� Y NTS Plant Spacing Deta11" n.f«m SMt L-a for d.nvro ron.a o� . r HfYrd GIOCr.A�� SCALE 1':20 THE AUSTU4 cOMMP1Y �. r: .. WA. L 5 --S.W. 16th STREET,RENTON,WA. � •9 j •err-----�_= ==_— —_--= -----r- 1 t17 w..d: • L37 �l Ol m �56") 57 M Asa �� `• ® — i � s my Fi7 I ' �: 1,.'.1/�rWE FM I�• rt.�.► � e © � rr o o O � O ►-'—'�womm •••7i•�•.N•..••i •�}ter'' •• s_c•a a-sx-_sa-•::o '.�.i�•N w )a a (o so THE AUST I N I 1 J1 W`-Si 72'CDR. HOLMES SECTION t9-23-5 I w i SEATTLE COMPANY I I CONC. MON. E L E JT R I C I a I LUMBER s I I I I ET I-AREA�IGHiING J Z T-NEWACCE$S I — _—_ cRIvE As�H,I —/ — /� s— —IE"SS——— S ! IB"SS- —tg••S$__ _p Lf) PAVLLEM — —______ --- -------- — --- — -� — ---- -- '—I —{—I _ _ _ r _ _ _ _ —t _BEG14 NEW SIDEWALK; _ 7 7027.87' -N 89' 35' ?5" E W 1 6 1 H I I ! NEW Si REET i _ _ I _ --6' SIDEWALK EASEIENI _ __ _ _ G EXIST. FIRE HYDRAN;�ql pr L�I ti"CI-W- NEW 6' SIDE'+aLK- Ew�4 I �� _ —� II US OIYWK CAS-- -t_"U W---- ----------------- - , —i 12"CI-'h' --��l Y-Fi IC PIPEUNE�_i= I�_________--_—'—il �_--- —_�— T- --c"_ / XIST.pUGET POwE \ '(DROP OFF LANE '_--- --- S I/ Pt xll L: ` •.�(E[`~'------------ -----1------------ 32.SK^( EXIST. FIRE HYORAHT� �EXISTI iSIOEWALK -_ 30' w,IGEi POWER EASEI{Ni -IA NG }- - 1 -- -- I ---- -- - 5.0' -N 01• ?2' 8" E I 2.83' -EXIST. POWER POLE EXIST. CONC. CURB— I, I-( 7---_-_--_ .� _--___-__---_ T--__-l>NDSUPI NG-- -_ 'i B� EXIST. 6' CCNC. I- ( I I I I I lyl I I I I I 1 • I 70' UNOE RGROJND= -10' LANDSCAPING EASELENT _ Iq C AC- \N.o' \I I I V $I OEWALK T N iT� • _ I ELEC7RI UL EASELENf t o I I I I I I I I I I I I I I I I I� I , B'COLPACi I I/I IIIIIIIIIIIilillllI COA l _ELE TLIN Ri RL EASE ASPHALT PAvELENi ELECRI GI EAS_KM I I III 1 ( I ry I II I I I I I �slchvA�T I I I•IIIII W WATT 1 1 a I` I IIIII I :BIC IAQi I I I I I I I I I 111 CIWACT 11 I III II N /, 2� HANDICAP ;9: ��I! .I PUGET POWER I a�; n I ^!I ! SUBSTATION I I s"`�' HANDI Nc CAP I l IIIIIIII 119f C^LPA(T FARK\ ; $ Q oII BUI LDIN: I 1 a 1 o OUNTAIN;- _-_____. ___EN4 RA F NCE_�^.+• ,ti _^^ ziI < -LIGHT BOLLARD$ -- I (TYP) 6 0 c EXISTING I COURTYARD 1 —�— GROUP ¢ "II 25' DRAINAGE 1 SCREEN BUS STOP— N HEALTH I � �!'_ ---- -�-- ---- EASELENi I WAu—ti ; m I IPI ra alI !I LANDSCAPING 35' 252A0.17' N 89. E _ OZ I L Ie OFFICE BUILDING - III I _ \ I I 1 1 1 1 1 1 1 1 I I I I I I I I 11 1 1 1 1 P21 I PLPAfi - FIN. PLR. El. 21.75 z - _ i i I ! 'I /� 1 BOE I NG EXIST. FIRE rt IHDRA I — o (COMPUTER / LANDSCAPING n °' C�C 11U.CJS I Dh' SERVICES 'I I IIIII IIIIIIII I I I 11211 SIAe I I I I I I I I I I I I I I W IA.ID'w'. - I I 70' U'(C'ERGR01)NO - I- $1 1 `� I I! '-i EX15T. FIRE HYDRANT CIECTRIC1.i EAk66S,I-t '•. _ —LANDSCAPING-.•. --- -• �� I f21$iAiDAi°I I ,+ ASPHALT PAVEMENT LOADING \_PLANTED I g NEW 6'-0" I I ;.�•'.Yf.�- DOCK I I�MLK/. ,I I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 164 CIDAPAci I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 �,1 CTaPACTI I I I I i i 1 1 ( III Ih�lllill IIIII , ; DRIVE LANDSCAPING—'•: x I NEW ccEss II I I 1 ILr�'��p' �I�{p�jl �,y(� I I I I21I$JAI I I I I I I I I I I I 1 I I 1 I I I I I I I I S[AI IRI I I I I I I I II I$•I I I I I I I I I I ! NEW ACCESS o I I� mNc. SLAB VE F_ I I �ASP!L1LT PAVELEN7 I—� II 1 I- ^.' I^'T I I_J+ III I I I 1 I 1 1 1 1 I I I I I I I I I 11371�IAFOAR� l 1111 I l,I I I I I I I I I I I I I I I I I IIII L181$ 'IDARp ( I I I I I I• I I I I I I I I I I 11� 1 11 I I 1 15'S��`'Wn"7I I I I I III I I 11g.-I---II_ ___________________________962.90'=N 89_A9' Ot W i_--__-_-___-_r_-_-_-___-_____-_-__-_ I EXIST. 10' LANDSCAPING STRIP I + i-__EXISTING 24' I I iI I.; r �EXISi ID"WA( 1 ACCESS DRIVE .---------oa.-oo-----J--------------- EXISTING 21' I I 'I•I -------- ACCESS DRIVE I III I II' II I I; II I VALLEY OFFICE PARK SITE PARKING I i EXIST( 2A' I I 11 I ACCESS DRNGIVE I TOT AI PARKING REOLIIRED=853(BASED ON 170.500 NET SO.FI.) I II' I I i TOTAL PARKING PROVIDED=853 NOTE: FULL SIZE (50� =503 HAND =8 I III ! OFF-SITE IWROVELENTS FOR i I :' •a.Aq'•,, 1 J I I COLPACT (A0� _}42 1' SW 15TH STREET SHALL BE C016TRLICTED UNDER FUTUREDEDICATED s SECURED SPACES'OFIGL SW 16i4 ST REST L.I.D. S ;4AI19 USE"VECHICLES SPACES-50 SPACES •' � VI$TOR PARKING=50 SPACE$ - TOTAL DEDICATED SPACES= 100 SPACES '�,��C'=�F'• TOTAL ELPLOYEE PARAING=753 R.,s.a _q THE AUSTIN u,L I =�o-0" ,+sX SITE PLAN ga uM COMPANY D3-3D-+'9 G.S.A. C-2 q fl' xgY S: pqA CONSULTANTS ARC.ITECTS (:�q -AK Cc-Os-v SSuc BIAS AND PupC) ., :AK gPA ENGINEERS CONSTRUCTORS c,r _5-3o-89 1-, 1601 L I ND AVE SW RENTON WA Sau A MEASUREMENT 100. 1/2"0 PIPE CA"NG '� SETTELIVIENT PLATE NOTES: i PIPE 40 20 0 NOT FASTENED) SE!7LEWENT,PLA $CA L E I-.4o--o- 16 X 16"X /4'* 7� to SECTION 5 7 Al "'CE"c� COUPLING. WELDED TO PLATE THE AUST I N I )_W7ST 1/4 COR. HOLMES TE 19-23-5 SAND PAC) IF NECESSARY SEATTLE COMPANY I CONC. LON. ELECTRIC ._�Ei) KID; EXISTING GROUND LUMBER I ;jC�.3 T-E ELEI-Tlp V 7,s7! SURFACE 7 T�C -X 11 TIC-.-El IT "If-ts.EI:'7-K.1 i'Ell I l-E LLJ SETTLEMENT PLATE DETAIL V) 120..58)_ (2--2-.06) 122.9) (17.00)I 1027.31 N 59' 35 2- SW 16TH STREET -6- SIDEWALK EASEMENT T4� c-16 69-) 17.57) 9) 1 16,87) 16.71) LILL (20.05) 202.87' 2TO.17 _NM ----------- 0 i. I I" PUGE1 POAIER q_2 4 12.L9 EASEMENT --N �--------- EXIST. CONIC. CURB -------—- -R6" 6' CONCT__ J '0 U-1111G C10' LANDSCAPING EASEMENT f I ELECTRICAL EASEMENT 0' EXIST 3?.x 59'X 8" IMIT S SIDEWALK (117.40) L57) EELIWASH '.1 0' UNDERGROUND STRIPING L a ELECTRICAL EASEWENIT F` To 6 OUA Ry R SPALLS TEMPORARY DRAINAGE SWALE(TYPICAL) o IJ III' I -TEMPORARY DRAINAGE SAALE(TY ICA 3: SUBSTATION V) 70-1 SLOPE Typ) T .79) 2 1 MAX .0,O)G 1 13 168 r SETTLEMENT PLATE IJe II/l l EXISTmG r,, ;YPICAL (SEE DETAle, P L PUGET POWER 5' DRAjuACE CUT INV.-1. "IS`z .0 iI EASEMENT GROUP SURCHARGE AREA TOP EL. 25.75' 1 IT, HEALTH < 89.35L 7 ).4 19) 0 Oz SO.E 1: - (TIP) RELOVE EXIST �11 13 BOE I NG eY so a ca COMPUTER REW SO Z 10 1 ri-PTUNT I SERVICES cu soEXIST- 3/4" CONDUIT --------------I --------I, TO BE REMOVED(TYP) (TY (TYPA P.), 10 U J'�RGROUND FENCE'T OF NOTE: ES ALL SIDES OF 1111T TO BE REMOVED(TYP) 6,-r t , I SO L 97) CATCH BASIN 20 FT SO NOT E: 186-0" ML SILT CONTROL IST. LIGHT STD'S 7 • Z (TYPICAL 2 PLACES) I SLOPE 2:1 MAx- REMOVE R (1 .610) WCM BASINSR.DRAIN TOE OF SLOPE (TYP)-� WHEELTWASH 3 10 l?.1 1. P 'Z: '2.T PING AFTER COMPLETION OF 5 (-) SITE PREPARATION EXIST. 1-1/2• CONDUIT J, QLARRY SPALLS---- (18) TO BE RELINED- - 41 S c v REMOVE D a 12"C- IJO_S . ..... ------Tiws_ 17_7Q) 9� 7); ----7-7(17 20) _F E)_\�_j Fo) ------ N 89' 49' 01"W ''1 60 \U7 30) 1 8�5-----—-- ------------- .... \LL7 60) II f r ---- VALLEY OFFICE PARK EROSION CONTROL NOTES:A DK FILTER FABRIC- 4X4 POSLTSS4AO C.MAX. I L 'C_ OR META T K6 -3 C-3 -ALL .171cl-IL:S I'm Is WE.-bG: T)P c. �ST - DES LINE WIRE MESH FENCE DITCH FLOW I- ROCK 6FL OW i',�_TY,7 POST 6�Zxi'c �`C :-.ss slr� LC,.f 5r L S; CTG' TCH FLOW LINE 1�SILT FENCE 1�GE T:C,.1_E is CCP;r.".cx7 s I EC .,L p'w Z!'H�ELL�10 ILTIE TOP OF DITCH 71 7 7-RECE1,;E u [?'_S:On/S:OI Kui,tlp,:b.S 4a apCS r '`JE,O I I ! III ! I '-a'' 1: ) iORACI Dif I FIncr:A ol 3'P:7 ,Gy 4. •gp!�'L 7,15 �s PC. 4E1 ''E_.7. 1 S,;f S'�i SECTION ��A TYP. SILT FENCE PLAN IT�_S�j 11"�;L V Sl-(AIl-u CES.0�S,'i�TCCI7�N cifs.RESV�.c—, -d C�T.Al 1.EwE. -I!o.a-V.-To 6- 25 1 30 SCALE:h0NE C��C-3 SCALE:NONE ,Z�I, , , RVE-(A SE L-11C-7,LC>JS(Y v[.IC" ;H(cowst4 it SITE TT, THE AUSTIN ""c 140 TITLE ITT, -0" E SITE PREP. &' EROSION CONTROL PLAN 89-5177 CADD COMPANY - 04-20-89 dam. G.S.A. C-3 A I-U- rf, PLLDG PERMIT RAK PRA CONSULTANTS ARC11TECTS PAK U-LT?_ 4G "AK R, ENGINEERS CONSTRUCTORS k:i, 06-M-89 I2t 1601 LIND AVF SW, RFNTON, WA. A to to a AO a 3 S CAL E:1 =coa0 j THE AUST I N I 1 �WEST1DN 1/41COR, HOLMES L� I SEATTLE COMPANY I " I COW. LON. ELECTRIC I a I LUMBER I I I I a I -J ------------------ (n w 71 _) (20.59) (22.06) I (n.9) N ES' 35' 25" E W 1_ H _ �- __ / CIFi;2}- (t6.69) \ (17.67) -'18.59) IIB a7) (16.71) !-- \ (20.05) (20.OD 10' UNDERGROUND. -�- . ELECTRICAL LE CT�R1U_l 19A.5$ [F::::f --------- 5.0' -701' 22'.58'-E130- PUGE7 PPKR EASEIENT EXIST. CONC. CU�I 0' tNOERGRJUro- -70' LANDSUPIG EASELIENTNT 19. /20.00i � CUEL T/F tA.OEx 7 E IDAl i/F 18.0 9, 0T/F-t8.0 / _--_ I _I � 19.0 .\ i 19.soPUGET POWER � re.00 50SUBSTTION /�20 00/ �9 18!6 .50 19.50 19.75�1� /1 6.23) t9.50 r� \ 3UitGI NG -\ �_ f j CNI \ T r 6 7 / '/ 12" CONC. t`T \ /T/F 18.0 CULVERT IN I (9� F t 2a_�. 1O.-o-' 1w. O' C�OURTT�ARD I 119..55.00 GROUP O sso EALTHH 2A0.17' -It 39. 35' 25' E (19) OFFICE BULDI NG 9 !�5 0_?)�.r I�('I 1�` E �5 I R. I 18 BOE I NG, o COMPUTE R II 1 1 8.50 / - I-- - 18.-\(/7 9)/_I,.\-•/II\ /\ (_IE6ID1I 1+u'irII 'II f(RA7I7 'A19.2s ELECtfIUt CJ.S 7) SERVICES-vF 1e o �i/F tB.o vF ,eo� 119.0 -- -- 199 0 Ia.;i_30- vF 1 8.0 10• 19 Eot uKro ' J1I A50 IC C_ (118.36) :Z !IF 0 /F 18.0 T/F19.03 _i 190� 2100 90 � r/F 1b.o 1E.50 18.-w 20.50 ,i 19.50 0/1925 / I 19 509 / , 1/F ta.0 / IB 0 i/F t8.0 /18 E•\.` 018.50 1850 8.50 II I II III I I I / 19.97) - n )- n =a) 17 o) n.701 962.90' N a9 �9 01• w (1\ 7 601 =bol c 17L70) --- ----�- -----�-- ------------------ --- - 'c 18 xn-- -1-------- I I i e �•, i VALLEY OFFICE PARK !EXIST. 10' LANDSCAPING STRIP \-PRNIDE 15" MIGH CONC. CURB I V I I CP OF PAvEI EL 8.5 z TOP iOF 1 9.o_ ARIES 3 II II II III II I Ii I ; J _2% I I I I I I T s SECTION B SECT I ON rA1 21 t9 L 2__---6 __.._-.-1 -__._- vARI`_-.-_ _- SUIE:NONE -- - SULE:NONE C-<C-a 25 130 w«<"` w 1-= -0• ..„r GRADING PLAN ., .,. 89-5477 a.� .�,,d Mo d.x �• °~ a THE AUSTIN CARD ga COMPANY arr 04-20-89 o.e. G.S.A. C-a G7-,0-e9 A SSUE FOP PLDG PFP.4IT PAK -A CONSULTANTS A,.CHITECTS RAK A 06-09-b9 1$$U1 FOR 91 CT AND PURCNV$ITi; PAN PRA ENGINEERS CONS TRVCTOPS YI[ 06-30-b9 OGid 1 601 L I ND AVE SW RENTON. WA- f••'► )a to c (D so • I V) THE AUST I N I I-WE w SEATTLE WEST 1/a COR. HOLMES I I` SECTION 19-23-5 / COMPANY I f I CONC. IwN. ELECTRIC I i I LUMBER I I j v _ I-- -- ---- 185- � I 1027-.I -N 29' 35' 25" E SW 1_6T H _T _ - I 6' SIDEWALK EASE[ENT -- --1_-----W__ _ I 3Q'WUi PCWEP.FASEIEM __ 22' S8" E t12.89'-----T-------- �---- & --------- BEXIST. CONK. CURS_.- _ -- LETRICALEASELC -10' LANDSCAPING FASELENT EXIST. 6' I ELECTRIGL EASEAEM CONC. SIDEWALK CB T/F 18.00 \: I !INW 12" 15.40 18.00 -10' UNDEROROUNO.50 ELECTRICAL EASELENT CR.T/F 1e.00IW S 24" 14.50 IW 12" 15.40 II I l NEW 10"wu 1 I ) _ (REF. SiT. C-6) _ ) 18-CV SL 0.30T, 125LF I• 12-Cm SL 0.30-IBOLF I I T u 7 I I I 1 IN TYPE_"T/F 18.00 [/) WI: Iz zl I; ,2, Ihv E i2" 1a.87 igt CS f/F 18.00 PUGET POWER [ - W w 18' 14.87 IW 12" i5.a0 III I SUBSTATION 1 72" x 18` � � BWLDI N; I z1 Q ol4 I I ECCENTRIC ENTRANCE r I -- - -� REDUCER _ - Ex1St ING Z z;i• 1 INV. 15.06 H EASELSNT�GE t 72" COnC. N . p ' I m CULVERT 1- DETA I L 2 i t SD Jvcua BOX - CB 1/f 18.00 i 12- CIP OUT I.W. 1a.0 I V LIFT Si TIpN C-5C-9 I I i;I Li Qe��• I IM'12'ON 10 IW 1?- IS.aO I InY. Ia.O' 1 ,I 6.5S 1"1 Q , GROUP I c �I i I _-- - tw- - - '---_:� DETAIL 1 I /INv.-i7.00 I1 0l i I r x Le o �� HEALTH D-:._ . I- -- X;11t I Ex1Si.IY Cu - CCriiRQ/BYPASS C-5C-9 ('ECCENTRIC REDUCER I) I L . 2a0.17' -N 89' 35' 25' E � -K o __ NH0.t. W. u.90 ExtSi. W. --- -- ---- E �� - OFFICE BUILDING T/F l- 18 63 /� I nY. ,. •0."s II .-;,F 1s oo tb 1/r 1c 2-a` CM SL 0.50%2OLF 2 S _ BOE I NG I� � I _ FIN. FIR. EL. 21.75 5 6"S I i+ � ,W 1;-(5) 9.93 II;' a Is, 12- 15.a0 IW 12' 15.-40 J D 10 U`OERGRp D I r._,r I 3 DETAIL w T/F re.so z I :COMPUTER ce T/F 18.00 _CS i/f t-C0 C_gr-9 OIL/WA1ER SEPAP.AiOR 17`CY Y-- - /� IW N 24" 13.32 �t� f SERVICES INi 12' 15.10 ..1 Nv 12.. IS.aJ 0 SOz IAf , IW w a•• 1 ��- �ELICIQICAL„A ,NI� 12"Cu SL I.TOS MLF 2 2.98 -GRASS SALE 1 / / 1W 5 2a" IJ.09 1 "T SL 0.25-3a0 LF C'`�-g r S"CONC.SL I.OS JSLF- 10' LRKERGROlD I I fl SL 0.30.:23LF Y` IW...JB.4 �+- / 1NJ i2"i5.i0`. EIECTR!CAL EASE)CN7 I. .. i+I z-r --- t`- �r_{�-' Ez15T-__S5�_ B" STUB - -2a" Cu S 0.30%35LF 12'Cu Sl I.SS 26LF ow ) .. b.0 r.I Nr. EL.10.` TOP 2a' 15.3f+ iD' ✓) . 2a•Cv SL 0.30'.63LI I.� I W.T/F 19 C-0 I I I r 'T 18-Cu SL 0.30'1•2LF 2a-Cu SL 0 3C:t601_F ---12"Cu SL 0 30 23LF IW. SW 18" II:ED o'I h .'�Tir Ic rt a Y 2 i/f 1d.00 �� '- 12a" CS TYPE 2 T/F 18_00 �--12"Cu B tiF 18,00 - C„ TYPE Cv S( 4Na Eli• ti.02 SL O.JO:tSLF I I IW. E 19' J0 I o 1 2"15.s0 IW N i8- ia.6) Inv"w iB"�i-I2-- O.Jp^)98 ( I iI iW. NE t2" Ia.n I � _ I to-51 Ic Inv H ii- t5.11 J`•\ - w 1/F 19.t0 Lf IW w 2a" ta.02 I I ? N, µ. o W i/f 18_.DO if ) I nv 12 Is.ol l0 N,5 12 15.10 r n: I,. o JDz 19 IF r N ie 14 ss i II W IN 2a- Ia 59 I i IW S 12' L t91 I 18` CONC. St 0.50. I ';iI I b r•• 55 LF n I ti SOT IE- 15.J9: .I s�.CE TYPE 2.i/f 18500 BOf tY t5.J6• BOT t?' ,5.11 -_ TOP 12" 1a.85 \ a it N i2" ii-665 ,mac I I! I 15, TOP 18" TOP 19" u.U, '\ C6 T/F 18.00 m IW E 2a• 13_a6 CB 1/F t8.00 = !I I I I J 1W12"13.90 `N� IW S t2" 1J.60 iNi 1I'15.t0 r, _CB i_/F t_B.00 I. - t �. IW 12" 15.ap APPROXIWTE PAENI LIW/SI p[ AtK - - �LLV�LiRiP,AF.F1Enl LIYIi$ , �I Is-coNc. SL O.saz 255 LF te• coNc+ n 0.50%198 LF (SEE NOTE 2, 0 562.90' -N 89' 49' 01" x N --_ -------------N -- - -----------------------------------_------_y--_- r _i..U? •w•/f 18.-30. ._ui 7/E IS.: _C8- FF_18 00(- I m I I IW 12` 15.10 Inv 12- 15.aJ '1'W 18" 12.95 Irv. N IS 15.70 \ IW 12 15.a01 I I W. E IS- a-63 �__ I I I I IW. w 18" 15.60 -EXISTING 10' I I I, I -EXIST_._IA/_ LANDSGPINK STRIP CONC TOP OF PPROVIDE avEl{nT HIGH i8CUP.B i III i Tii EL.t8.46 TOP OF CURB EL. (19.0) j NY i2"(W) 11.3E Ex3sf�w ' �'I I j IW. 12"cN) 11.33 III; I T/F EL. 17-92 NOTES: 1 IW. 12'(E) 10.10 i I 1. ALL LATCH BASINS SHALL BE TYPE IA(WSDOT STD.) IW. i""(W) 10.07 I I I VALLEY OFFICE PARK UNLESS OTHERWISE NOTED I I I I I R.,q•,, IW 12"(4) A I 2. ALL CONsi RUCT I ON WITHIN RAYIKYID AVE. S.W. I hY. 21,(5) 9.33 I ! I I I I I I I I I I :a.4• C•.�; IW. Is- NE(N(W) 11.31 RIG'rfi-OF-WAY SHALL COWLT WITH CITY OF •,-��.�� 2a I>19� REhi ON STANDARD SPECIFICATIONS �• 25'.�;� SEE DNS. T-2 FOR NOTES. r'�/+:�o.�t�,0-•• WES 5'�V; dr[ m�e�a n c..o mr[ -S'. a. cr.o 01 THE AUSTIN w" D o STORM DRAINAGE & SANITARY SEWER PLAN .o .� e9-sa77 A COMPANY oa-20-B9 o.w. G.S.A. C-5 co[+sutrANrs ♦RCI+IrEe rs c"-0 RAK � 07-10-AS A 155UE FCs.SLOG. PERMIT, RAK oPa E-CO EERS CONSTRUCTORS wrc 06-30-89 1601 L I ND AVE SW, RENTON. WA. „u 40 ?0 0 40 BO � SCAIE:I•=Ao•-e• UST I N I I J�NEST T/A COF THE A HOLMES ECi ION 19-23-5 I w I SEATTLE COMPANY I I cxc. LaN. ELECTRIC > LUMBER / III I a I LLJ L— 1 z I I �s -----i IB"SS-_ _ .I------IB••5$-i�—=� 102L81' -N 89• 35. 25" - SW 1 6 H G I __-_—S .A+73.0 - ____ _ IA, I 1 1 %10 'PING D-iLP C._.. i _ .VJ EXIST. 12"CI-w-� EXIST. FIRr M'ORANT- __ r F r 6' SI DE'AALK- PI Ul INS _ -6' SIDEWALK EASELENi _� -_-_SL.Eu_t YALY_.------- - -----CAS- -r- ---------------------- -- ----CAS------- ________ _________________________L C,�$_________________ _ ___ __ _ _ __ Pi I-U sH\i O`-S-i�-i2"U-w-- ------ --- --- ---"�- C -- ---- EXIST. -------��i lYl�l ihr i -- -- —�— ---- XIST. PUGET POwE = Ci-W-----I- -- ----- ---- ------------ XIST. FIRE HiDR4 EXIST ISI,,WALK I I _ f C ��. :30' PUGET POWER EASEIj LAND5CAP1 ?- \ -- - 412,89' �-EXIST. POWER POLE I I --- -----1------------ EXIST. CONC. CURB— I, I - ------------j"('T----LAND-S�/' F --------�� - ---------- 10' UNDEKROIMJ L-10•LANDSCAPING I I I \B� EXIST. 6' CONC. -^i ELECTRICAL EASELENT EASELENi SIDEWALK �_i_-_ II I IIII II I -10' UNDERGROUND �'S• 1 •�I I W STA t+65.0+/- R . ELETRICAL EASELENi F I I I 1 1 AFTER 0 D TESTING I I I I li 1 Ii i _ •'I I��' E C INSTALL P.---r 7 PS S L I I I Pi PE SLEEVE (n '� PUGET POWER milF nwSUBSTATION I BULL 1 Ali! I FNiPAV'F I I I I Q III I I ❑ ------ ----- -ram - O �;1 EXISTING I I I I i N I ^.ilr 25' DRAINAGE I I I 1 ' LJII EASELCNT I I I I II !I GROUP a ~'I'~I --— ---- — a HEALTH I : ' ----- II,•� OFFICE BUILDING III _ -- 240.17' -N 89• 35- 25- E I FIN. FLR. EL. 21.75 174-5 I STA. 0A50.0 fLOw PREA 4N I DETA I L 1 I BOE I NG III3�' I lOxt TEE IW) tif2U51 BLOCK,, 1" IRRICAiIONt --\\ t•• COIp0UN0 wAiER LETER C-6C-8, I_ _IO' UrQ(._II D�I COMPUTER EXIST. FIRE HYDRANT III I A" CATE VALVE tWXFU WATER LfTEa I \ \ WITH t- BYPAS$ EEECi61UL,G5 NCI �1 SERVICES t%1 REDUCER(WXFL) I I/ 1' 1 T CAT \\` 10' IRGROUND:Ii I I 120'lT i0 WEST FACE OF VAULT I \ I %I! II � �1-EXIST. FIRE HSDruNr fCECiai - I STA. 0+t0.0 I I - ----- -- -- --- -------I �I I IOX6 TEE CAD. (W) THRUST BLOCK\ I I I I I I; I 6' TE VALVE(W) I I \ A-Dw- "II I TO WESTCFACEAO EVA�LT 138' li \ I \ 6'F PROPOSED N'Nil' II �0ZIb1.REL GHT STANDARD II I I II ED ACCESS DRIVE I I I I a� }•w I\I I STA. Wt5.0 \�� vW 1�; I I I I I I tOxt TEE(W) iHYJ51 BLOCK 6"W II I I t' GATE VALVE(W) I -------r---JI 6"x I•D 9A IDEi CT OR _�_ I I I I t t• wV 13 0 ' Li 5•-0' S'-0" I III I TO VEST FACE OF VAULT I I CHECK VALVE A$$E LBLY II� 10' wATERwN _ PPROVED) WITH IRE DEAPi. PUAPER CONNECTION II I I OI'• w i II ----.o 11 �1-�-- ---- STA. 0+00.0-- � I�Ex I ST. IO'WU STUB. DETAIL 3 I i I RE ACNE EXIST. 10" CAP �I AT PROPERTY LINE I I 6" FIRE HYDRANT C-6C-8 I r I i--Exl$T. 10"Wv I L EXIST. 10' LANDSCAPING STRIP —� EXISTING 24' I III I III I EXISTING lNG N• AT PROPERTY CAKE --J ——————— ACCESS DRIVE ,I II I I ACCESS DRIVE r---------os--ate-- 150' ------ II t85.0' +/ VALLEY OFFICE PARK I I J I I I �I I AEXISTING 21' CCESS DRIVE I I I I I I I I I I I f � _:a.•� rOE[5 MIE I-D 4vr5r Drr T pi0 T THE AUSTIN suEE )'=40-0' SrnE WATER MAIN PLAN .a..D. 63-St)7 UDD COMPANY atE 03-30-89 Dom. G.S.A. Y(E C-6 CONSULTANTS ARCHITECTS Cr.rD A✓. /\ O7-:O-a9 A -UE FOR BLOG. N PU P L.N PFU Q„L H 06-09-as I$$UE FG'.;t DS ANDD pURC:A$ING pDA ENGINEERS CONSTRUCTORS 06-30-89 1601 L I ND AVE SW RENTON WA. [7 20 0 [0 80 SCk E:1 .40--0 THE AUST I N I I WEST 1/4 COR. HOLMES Li SEA77LE i COMPANY I Vp�SECTION 9-.3-5 ELECTRIC I > I LUMBER / I I I I DETAIL 1 I 3I • I I HANDICAP RAW C- CC-9 4/ II /- IN -----�—=---------� Z 1 / DRIVEKASPHq iS I I 1 PAVE-1CN7'� i 1D-7.at• N 69. 35' 2S" E W 1 b I H y II SIDEWALK EASE%EM -EXIST_FIRE HYDRANT__,--_ -- NEW 6'_SIOEWALK_---- Rom— I ____ -------- OAS---'-d 4C FE----- ------ ---------------------------- ------------- PIPELINE _>`— —Ip•p_w.---- ---------- ---- -- --_— �:� —_---�2Ct-w'— _---=al Y�i IC Y r -- __— ---L_-----712 x'ST. PUCET POWE ✓( II� 30' PUGEi P R EASE, NT LAWSCAPI ! ------ 5.0' -N 01. 22' S8" E I - - EXISTliSIOEWALK I♦12.d9 E%I Si. POWER [EXIST. CONC. CURB— ----- HAND iA ING 6-- IO' UNDERGROUND- -10 LANDSCAPING EASEIEM I' �EXIST. 6• CCXNC. =-----� — ELECTRICAL EASEI4M I i I .0 / SIDEWALK =^ II 10' LfLERGROUND i I ELECTRICAL EASEAENT IIDETA I L'T CT 3 I II 1 I I I I I. T11P. SIDEWALK C-7C- I= ZI I I, PUGET POWER , ID ( (9Jy1 i I o I w �I SUBSTATION Bm17. I I I oIl I~ n I o11 I CNTR11fY ' o �II uI ' In11 :I t 11 COURTYARD 5l$ N > DRAINAGECROUP WENT HEALTH -- --— 12, CW— I I II I I olI I� 2+0.17' -N 89. 35' 25" E I o �^ �NBCAFI NC OFFICE BUILDING I Ii I FIN. FLR. EL. 21.75 ICOMPUTER I I to, UOE I SERV I CES 10, RGRouND [iEcr 1 L Elf LANDSCAPING 9Ew!fi'-0_ I I, I I ' II $IDEWALK11 I I I II D NVEK.IACCESS�II I I LANDSCAPING i II I !Ii II �101 BE REST LIGHT OCAi EDAIUARD _ I I � V I II I I ---- — - NEW IN'ACCESS DRIVE , r EL — ------------------ 962— N 69' A9 O1" W I I I IN I' I E%I$tING N, d =ES157. IO' LANDSCAPING STRIP ------ —I I C7IETA I L 2 1 I CURB CUT (TYR) -7 C-9 I I I I ACCESS DRIVE �ExIST. 10"Wti ------ EXISTIK IIII I III II -------- -o'a'----J----- ———————————— ACCESS DR, R 2VE I I VALLEY OFFICE PARK I I I I I I III I I EXISTING 24' ACCESS DRIVE 1 1 I I I III I I I I I NOT E: I III I I II rr •-J��R—',p�i'. OFF-SITE IWROrELENTS Fir 2 19 SW 16TH 57 P.EET S'AkLL RE f�j•1, '�''~ 25I JO CONSTRUCTED LIND R FUTURE SW 16TH STREET L.I.D. ',. rn/� •:r rra wr[ W[vmo- n o«o nr[ mho- n o.c ••••••- THEAUSTIN 1--40-0" T� E OFF-SITE IMPROVEMENT 89_5477 n CA DO COMPANY 04-20-89 G.S.A. TKR C-7 CONSULTANTS ARCHITECTS RAK w D7-10-89 A USUT FQI =LDr: PERVII RAK CPA ENGINEERS CONSTRUCTORS 06-30-89 1601 L I ND AVE SW RENTON WA Issa f•{ CITY OF RENTON PUBLIC WORKS DEPARTMENT Earl Clymer, Mayor Y Y Lynn Guttmann, Director June 7, 1989 Mr. Robert G. Snyder Project Coordinator The Austin Company 800 Southwest 16th Street Renton, WA 98055 Subject: Storm Requirements on Austin Company G.S.A/F.A.A Building Dear Mr. Snyder: The storm water development criteria for this project take the form of two general categories - water quality issues and drainage system requirements (detention to control flooding, etc.). Both the water quality and water quantity criteria are outlined below. WATER QUALITY CRITERIA• In an effort to improve water quality of surface runoff, the Storm Water Utilities policy is to use baffled oil/water separators in conjunction with biofiltering swales to control pollution. These are two forms of identified "Best Management Practices", as outlined by the Puget Sound Water Quality Authority and the EPA. For purposes of applying biofiltration, we have adopted the criteria developed by the King County Surface Water Management in their Draft Surface Water Design Manual (February, 1989), which requires biofiltration IF: The project proposes to: (1) Discharge a flow greater than 0.2 cubic feet per second for a 100-year, 24-hour duration storm (under existing conditions) to a lake, wetland or stream within 1/4 mile of the proposed project; OR (2) Discharge a flow from a tank or vault detention facility serving a drainage basin with more than one acre of parcel surface subject to vehicular use or storage of chemicals; OR (3) Use an infiltration system to serve more than one acre of paved surface subject to vehicular use or storage of chemicals; OR Biofiltration will be required on the GSA/FAA site as it exceeds the criteria outlined above in Item Number Two (It has more than one acre of paved surface subject to vehicular traffic). 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2569 Facsimile (206) 235-2513 Mr. Robert G. Snyder The Austin Company June 7, 1989 Page Two WATER QUANTITY CRITERIA• Renton's current policy requires the use of the SCS unit hydrograph or other approved method (Santa Barbara Unit Hydrograph, SWMM, etc.) to compute detention. The standard detention design storm is th 10-year, 24-hour storm for both existing conditions release rate and detention volume. In addition, the rate of flow leaving the site cannot be increased for the 2-year storm above what is existing for the site (Pre and post development flows will match for both the 2- year and 10-year flows). If the site is within an area which has a known erosion or flooding problem, then the basin can be classified as a "critical drainage basin" and more stringent detention requirements are demanded. The GSA/FAA site is within the Valley Drainage Basin, which has been determined to be a "Critical Drainage Area" due to flooding problems and uncertainties regarding flood control in the East Side Green River Basin. Due to the size of the basin area flowing into the drainage infrastructure and the flatness of the drainage line, the area undergoes periodic flooding indicating that the system is severely under capacity under existing conditions. Policy in the valley area has been to require detention based on the existing system's capacity, provided a drainage analysis shows that the system which the site discharges into has sufficient capacity to carry a 25-year, 24-hour storm. If the receiving system has insufficient capacity, then the release rate will be based upon the year storm which the system can convey (i.e. if the system has capacity for a 2-year, 24-hour storm, then the allowable release rate is reduced to the peak flow off the site for the 2-year, 24-hour storm based on existing conditions) and will utilize 25-year, 24-hour storm for detention requirements. (For example, the design would use a 25- year, 24-hour storm for detention with a 2-year release rate.) According to the given quantity criteria, the minimum detention requirements on the GSA/FAA site would be the 10-year detention with a 10-year release rate. If it is determined that the City's conveyance system to which the site drains is under capacity for the 25-year storm, then the requirement would be for 25-year detention with the release rate calculated based on the year storm capacity of the receiving system. If you have any further questions about these requirements, feel free to contact the Public Works Department at 235-2569. Very truly yours, r Lynn Al uttmann Public Wo ks Director AUSTIN/LAG:GDC:lf cc: Lenore Blauman �c CITY OF RENTON PUBLIC WORKS DEPARTMENT Earl Clymer, Mayor Y Y Lynn Guttmann, Director CONCURRENCE DATE G 7 r June 7, 1989 NAME INITIAL/DATC 6 r�� Mr. Robert G. Snyder Project Coordinator The Austin Company i 800 Southwest 16th Street Renton, WA 98055 Subject: Storm Requirements on Austin Company G.S.A/F.A.A Building Dear Mr. Snyder: The storm water development criteria for this project take the form of two general categories - water quality issues and drainage system requirements (detention to control flooding, etc.). Both the water quality and water quantity criteria are outlined below. WATER QUALITY CRITERIA• In an effort to improve water quality of surface runoff, the Storm Water Utilities policy is to use baffled oil/water separators in conjunction with biofiltering swales to control pollution. These are two forms of identified "Best Management Practices", as outlined by the Puget Sound Water Quality Authority and the EPA. For purposes of applying biofiltration, we have adopted the criteria developed by the King County Surface Water Management in their Draft Surface Water Design Manual (February, 1989), which requires biofiltration IF: The project proposes to: (1) Discharge a flow greater than 0.2 cubic feet per second for a 100-year, 24-hour duration storm (under existing conditions) to a lake, wetland or stream within 1/4 mile of the proposed project; OR (2) Discharge a flow from a tank or vault detention facility serving a drainage basin with more than one acre of parcel surface subject to vehicular use or storage of chemicals; OR (3) Use an infiltration system to serve more than one acre of paved surface subject to vehicular use or storage of chemicals; OR Biofiltration will be required on the GSA/FAA site as it exceeds the criteria outlined above in Item Number Two (It has more than one acre of paved surface subject to vehicular traffic). 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2569 Facsimile (206) 235-2.513 Mr. Robert G. Snyder The Austin Company June 7, 1989 Page Two WATER QUANTITY CRITERIA• Renton's current policy requires the use of the SCS unit hydrograph or other approved method (Santa Barbara Unit Hydrograph, SWMM, etc.) to compute detention. The standard detention design storm is th 10-year, 24-hour storm for both existing conditions release rate and detention volume. In addition, the rate of flow leaving the site cannot be increased for the 2-year storm above what is existing for the site (Pre and post development flows will match for both the 2- year and 10-year flows). If the site is within an area which has a known erosion or flooding problem, then the basin can be classified as a "critical drainage basin" and more stringent detention requirements are demanded. The GSA/FAA site is within the Valley Drainage Basin, which has been determined to be a Critical Drainage Area" due to flooding problems and uncertainties regarding flood control in the East Side Green River Basin. Due to the size of the basin area flowing into the drainage infrastructure and the flatness of the drainage line, the area undergoes periodic flooding indicating that the system is severely under capacity under existing conditions. Policy in the valley area has been to require detention based on the existing system's capacity, provided a drainage analysis shows that the system which the site discharges into has sufficient capacity to carry a 25-year, 24-hour storm. If the receiving system has insufficient capacity, then the release rate will be based upon the year storm which the system can convey (i.e. if the system has capacity for a 2-year, 24-hour storm, then the allowable release rate is reduced to the peak flow off the site for the 2-year, 24-hour storm based on existing conditions) and will utilize 25-year, 24-hour storm for detention requirements. (For example, the design would use a 25- year, 24-hour storm for detention with a 2-year release rate.) According to the given quantity criteria, the minimum detention requirements on the GSA/FAA site would be the 10-year detention with a 10-year release rate. If it is determined that the City's conveyance system to which the site drains is under capacity for the 25-year storm, then the requirement would be for 25-year detention with the release rate calculated based on the year storm capacity of the receiving system. If you have any further questions about these requirements, feel free to contact the Public Works Department at 235-2569. Very truly yours, Lynn A. Guttmann Public Works Director AUSTIN/LAG:GDC:lf cc: Lenore Blauman CITY OF RENTON MEMORANDUM DATE: May 4, 1989 TO: Jeanette McKague, Senior Planner FROM: Garth Cray, Storm Water Utility Engineering SUBJECT: G.S.A/F.A.A. Office Building We have the following comments on the environmental review for the subject project: 1. The 100-year flood plain, as F.E.M.A. determines it, is based upon existing conditions only and does not address future development in the valley. Under future development conditions, without the P-1 Project in place and improvements made to the Green River Levees, it is possible that the site would be in the 100- year flood plain. This issue must be addressed. 2. Water quality needs to be addressed through the use of baffled oil/water separators and biofiltration of the drainage prior to release. We are very concerned about the amount of impervious area on the site. The site plan needs to incorporate allowance for biofiltration. 3. Should the existing drainage system capacity be able to carry a 25-year storm peak flow, the detention required will be 10-year with a 10-year release rate. If it is determined the system is under capacity for the 25-year storm, then the release rate will be controlled by the capacity of the system (what year storm can the existing system handle without flooding) and detention will be for the 25-year storm. The pre and post development outflow should match for the lower flows as well as the final design storm (Example: for the 10-year design, the release rate should match for the 2-year storm as well as the 10-year.) The design should be performed using S.C.S. unit hydrograph method and a 24-hour duration. S/G/GSA-FAA/GDC:lf ppppp- ` CRY OF RENTON S-QF?'f W-ITER UTILITY RECEIVED R " CE1VED JUL 121989 JUL 1 ,� 1989 BUILDIN 46 26 9 16 ra l U) SCAIE:I••u•-r THE AUSTINI HOLMES I ui SEATTLE I COMPANY I I ELECTRIC I E LUMBER I I — z —Irss—r—— _____`--�_____— to xxan 17. )I IOI/AI'-1 _ - - f 1 t 17.71 1 741 7 1 1 -- -- 1� a so-?O susl 31 PUGET POWER i 11 2 I i h. SUBSTATION I I COED I ' I I \ I I \ n I I I GROUP HEALTH -- �� F ICE 1BUILDING I s ° v rim.ru.cl x1-7s i ISERVICES BOE I NG COMPUTER I I I I II SEERV I CES I I sues s suB 9 so-w I I xe l6 r l I III I I I I I I f ( 1 I 971 I SD-+ SD-S SOi 19. 1 .50 SUB-10 50-1e I I I >�I sue 4 1 ss-7 I O so-1 so-1� So- so-l7 III I I ® I ® sw n I ® I suo-1 4il I I I I1I II I I I I III I I II I I I ('17. I I 69' i 19'01—Y ------ ----- ----- ----- —I _ ----- --- IIII I I I I , I I IH II IIJ IIII IIII I I I 5I�1 I I IIII I ( I I Y i VALLEY OFFICE PARK I III II t� 1n zs 31 1••-f0-0. NEC-1 SUBBASINS 69-5477_ „. ([��THE AUSTIN .• fAW -- 25�G'� COMPANY 06-29-69 s.• G•S•A• a.•,_ eo»auv» . wwc»ir .- - -B9 1601 LIND AVE SW, RENTON, WA. 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' .172� .97;; .53 .5a4'. n q 22 r. ;33 .392 .396 � . r .003 021 . .0008 L1RCs 1 frAI SD 1 _ ROUTE FLNS'THROUGH 12-IN" STORM'.bR'A�rrt'?' .003 .'321- CiRC - 1 _ 23 K{ SAID 2 RUN@FF FROl SJbBASIb 2 '�,s 31. LS 0 95 z s , -- ..;. , l i 5• 01'a Yr^`,, 10��,G",. 140 A .:R,- w�:: .y ,� = ,r '` ' 33 nfi . �.: 003 021 �0043 CIRC `�1, r- , 1 x�s-•'k,,: y ry. %�, -y -vti ate- `-d 34 N q r 35K COBI SD. T^AND`SUItflASIl�Y > i - .. 31 - 4,C 3 r: ' RIi `F Q THROUGH;`18-INCH:STORMDRAINw 80 r..=.003~_ ,.C2I�,�:`. CIRCr =�D 3 r DOFF:FRO?9,,5UBPA5iH`3� 41 BA .0003 42 LS 0 95 _ 43 50 .017 .10' ` 100.. 44 .003 .021 .0003::: CIRC- z i' _- Ak =cC-i INPUT r ri.:C C 3 ...............P.......3.......4.......C....... ...., , "WABINE FtO S. -ROM SD 2 AND B:.SIN 3 ;8 K" j 5D,3; 4i r• ;GJTE FL 0 10 T,43GUGH 18-INICH STORK DRAIN c; 70 .003 .021 CIRC 1.5 1 Ji I;lK S.Ji 5 RU.07F FROM SUBBASIN 5 (SOUTHUEST CORNER) S? E11 .0004 J,S iS 0 35 55 r; 00 .0: .10 i00 ,5 1ti6 .0037 .0c1 .0004 CIRC 1 6 KK =JB 4 RUNOFF FROM SUBBASIN 4 S7 BA .0004 j 90 .011 .10 1400 6r RK 26 .015 .021 .0004 CIRC wx } - n 61 ;,K t.,:" J 62 ;o CC1IBi"•:c FLO 1S FROM SD 3 ADD SUBBASINS7 4 AND:5 64 KK 5D 4 ,: .. ROUTE FLU'SITaROUBN.,,18-1,NCH'STQRM DRAIM �.. - e•6 E 132 .003 .021:' CIRC;* 5 - �7 r;X SJB 6 RUNOFF FROM SUBBASIN 68 Bn - 69 _S 0 95 70 UA 70 .011 .1014. 100 . 70 .003= °:421: 0004 .CIRC ^, 1 72 KIK SU -7 RUNOFf.fRQM 7:SUBBASIH 73 f '. 74 LS as •,� ^`'ti •�3 -k.. ..�„ ...1r � -� �{ �}�f � 75 � LYU � 8� ��5 ' 'c �10� r 100 : 76 �rR.. 06w .fit,: .0003. CIRC' 1F:• ._. _..;. 77 Y R "ON SUBBASIH 8 ` 79 80 . UK'�r„_�i00 , 15�� : .a107. ` 100' 51 R t lOP 043"�"-' 021; . .0004�:_ CIRC 1 _ f �L i:K LDild 4 83 AA CO"B.NE FLOWS.FROM SD 4 W SUBBASINS:6.7 AND-81 84 r:C 4 c1-1539 i2:_3.92 -: i:5;'UT __ 3 i 3 iD............... .......3.......4.......5.......6.......7.......8.......':......i0 YR �'•6 �~ �(�5��''�4 ;��Jt13E_ri.QWS-,THRQUGy 24-iiiC �?t :li DiiAIM 67 F:Ky1E0.;`..043 .021 CHIC 2 F•3 XK SUR.9' RUNOFF FRO; SUBIASI?( 9 w i5 0 95 91 UK 25 .024 .10 100 92 RK 70 .003 .021 .0005 C;RC 1 :s r:J. 'io K( : 'd 10 RUNOFF FROM Si:DFAISi;i 10 54 05 0 95 9, UA i45 .021 .10 100 97 F,K _ .003 .021 .0005 CIKC 1 98 KA S�: 11 RUNOFF FROM SUBBASIN 11 is I01 tK 9` .016 .10 100 ,,, '° 102 <K lug .003 .021 .0004 Ci tC 103 ;<E -E 104 SH C01"IAI;yE FLOZ.FRG SD 5 AND SUP.R;iSINS,9,10 A`,D 106 AK SD S •" C'{L rPz'.� Yt .. .. 107 X( ROUTE FLQUS:THROUGH 24-INCH STORM DRAIM .,. J. r i•. a:r _09 :;K 4.3 .003 .021. CIBC r _ ate• _ .4 110 1 A D:VEK1, FLUS FOR COMBI NAT I Ok kITN FLbW§ FROMiSauTH SIDE 112 DI.. ' 10 DO 4.z 6 , ' f; 114Yy , A �!QFFFRQ1 SU9RASIN 12.,'(NQRTHEAST CQRYEkh �,t`,R;'�'�'b jne � �I 100 118r � k .a .021 .0008- CIRC 12. 124 rlt� ROUTE FLOUPTHROUGH-I2-INCH STORM DRAIN;= 121 RK 80 • " ."003.-,-` :021� CIRC -..1 •..... 122 s J8 13 RUN.OFF FRG11 SU9HASIN 13 (40RTNL'EST, GOR'SER.OF PRO P QS.D FJI Di;;G 3 i23 r� .0007 _ '. . 124 iS 0 95 125 LK 110 .014 .10 100 126 ;:X 1 .003: .021 .0007 CIKC 12 06-21-1 19 Ci: c 1.c9 LIt:= =0...............2.......3.......4.......5.......6.......7.......6.......'i........ x i - - 121 }K LGnm >' 28 YM" WBINUFLO'dS FROM SD 7 AND SUAFASIN 13 i(K 131 r, " -ROUTE`FCOLS THROUGH 18-I:4CH STORM DRAIN :32 k :25 .003 .021 CIRC 1.5 133 {< SUB 14 icUNi;FF FROri SUBBASIN 14 i 134 BA .0002 135 LS 0 95 13o U{ 80 .019 .10 100 131 S( 1 .003 .021 .0002 CIRC 12 138 {n CCS 7 '33 Km COMBINE FLOWS FROM SD 8 AND SUBBASIN 14 - 42 {;, 0UTE.FLOWS THROUGH 24-I CH STORM DRAIN'`-. 143 R.', 23'0:, .001 . .021 clac u s y 145 RN Dlb''31 FLOWS FOR.COMBINATIONrJITHtFLQ�S FRD" WEST- AeD SOUt'ff5 DES; vsr`�� E '� - r � :471 2 4 bf 3 149 t{ SJn15 KU�OFr F t01� SUBBASIN 15 .: . - 151 LS :. 0_ 95 1',2 !:; i40 .011 I4� 100 1 4 1 3. ri;2 I .003 ;' 02L3 0007 CIRC. r 1�' •r +' x 54 153 dil "` KOJat1FLOkJS}iFkd H 12 INCH STORM SDRAIta'r n�z iQV3)�w.z021 C1RC ._ �-.a.._s'.t�y.. ..Yi= r i ri.t�iU,s•F .�3' . -< t{�.�{ 'xt - F 1p.y9-,,, . �. �i:. �r ,n9' I•�.yy: ,�.'' :.� - .4 �,�' r. ti."� Ott y.. ` 157 ROM SUBBASIN J e_ 160 - Y1aa . 100 -. Q 161 ,0003 CIRC 1 - 1 162 163 H CO"nI�+�EiFED.d$ Fk09 SD;10`AND SUBBASIN'16' 165 KX 1 i66 K7' '- ROUTE FLOWS.-THROUGH.18-INCH STORM DRAIN_ 167 :( . 70 .003; .021 CIRC- 1.5-' C; 2.1 J.:Ji . _..-1 J�fU? It:i_ • 1c3 p(({ U 8 'INF �:;EFf_rkOi" SuF nSi a 17 �s �• 7. _P, t8a s':OI9_j -.10 100 .003 .021 .0003 C:RC 1 i 173 r;:' C :19 174 n: C01 BINS FLu"S FROM SD 11 AND S-UBASIN 17 176 Y.," 3D 12 4ll 177 X" ROUTE FLUS THROUGH 24-INCH STORr, DRAIN t 178 106 .003 .021 CiRC 2 173 ;;,{ SUB RF I "UNOFF FROI EAST HALF OF ROOF r t5 _S 0 98 K 18310 .01 .10 100 164 RK 42 .003 .021. .0007 CIRC 1 s PC ac :86 ri5 CO'BTME FL055_ER0;7 SD 12 AND EAST SIDE ROOF D:;AIN ' 97 -C 2 - •LY �l 1. �D. J3 ..,- 1akT .�.. - I .yk .w :.,, fi. 1' fi..y:{.*� +,�� M1� kOi3TE FLONS,T4k0UGH 24 INC4'STORiS nu :91 K.i SJIB 18, RUNOFF.-,F,iO,'1 SUBBASJN k xr * , ?2 FA .0003 193 r 'i4 !K ?c -OiF 103" 104= i i95 IV. 72 003 021 0003 os O1bIt�Ei Ft!M 5D:1�AND>SUrbASIN 18 f; ry b :hz ;= r _ . 199 1 c•�t C,o DUGH 24-INCH STORM DRAIN 2C1 CIRC. 2 202 h� SUB 19 �-+-RUNOFF;FRO3 SUBBASIN-19: 2 203 bA .0044� ' .. 204 LS 0 205 .j o0- 0 104 �' 205 Rai 1 .003_ - .021. .0004' CIRC 1 �..�...7.9': cC-1 I1UT iF„_ a :D. ....,. .... 2.. . .3.......4.......5.......6.......7.......8.......9. .0 ate. .1� ..... asi�-1 p - 2vi 2�5LUPlPInF rLGWS,=FRON 5D 14 AQ SUBBASIN 19 �Vj '.�. '�-..w�..icy-'��•,t•. _ . 21l t;,i TE FLOWS THROUGH 24-INCH STORM DRAIN loci .003 .021 CIRC 2 ! a S. B 20 RUNOFF FROM SUBBASIN 20 c.4 rA .0005 1 LS 95 j e,6 Ui� :20 .025 .10 100 217 '; 50 .0076 .021 .0.005 CIRC . 1218 i ry 13 COIBINE FLOWS FROM SD 15 AND SUBBASIN 20 i 22sD F 2 22 i SD 16 ji,' . 222 riOUTE FLOWS THROUGH 24-INCH STORM DRAIN 223 :t, 36 .003 021> CIRC 2 224 225 ,, RU10FF-FROM WEST,HALF OF. ROOF' 226 ,i,4v7 _ -:;.-t�• 98, 228 U�(:. 210. 01 r I0 100" -� 23- 003 021-` 0007- CIRC 1: 231 'n '`--BINE FLO4,,FRM-SD-16 AND,WEST- SIDE ROOF DRAIN. .7 h -•- 232 NC 2 234 i"I ROUTE F[ba; flRMH 24-IN DRAIN r 235 RV - 57' 043 4i'Iz CIRC FL0WS;FROi! SD6 (WEST SIDE OF SITE) 239 ,( FR019 SOUTH AND WEST SIDES (SD 6 WITH SDr17):_ 240 C 241 KK SD 18 242 Xm ROUTE_`COHPINED FLOWS THROUGH 24-INCH STORM:DRAIA ' 243 ;!i 35 .0031 .021 CIRC- 2 244AA ETRIEUE" COMPUTED FLO4 FROM SD9 (NORT4 AND WEST SIDES OF BUILD1)iG) 245 DR DSD9 i ..-=--19;i9 u3..:,=.19t 3i} rEC-1 I�«•c7 `:� 7 } - .._ :D.......1.......3.......3.......4.......5.......6.......7.......3.........3......I ; F;i!=. CO:fiIt E�Fi OAS;FROM 4DitTH h:,U NEST S,iIC5 WITH CGI,n:��U r�C:;S i4 SD 13 T;?IS IS TGTAL r�A' LjIY—S.•r ;LG;d FnU'1 ;fE ,;Jr 5_ DEiE1u,,,.ti; r i 19 } �j. •a r-, PEAK i „ FLOW TKROUGH .04-i CH STORM, DRAIN TO U-JRBt NINNGILE ; c5i� 20 .005 .0131 CiRC 2 2,4 r i E:15 "OLITE HYDROGRAPH THROUGH DETENTION SYSTEII WITH 10 YEAR RELEASE = 1 C=S 3 257 =S 1 HEU 10.8 E5,5 5'v 0 .01 .05 .056 .115 .113 .34 1.0 =j .3� 1c. 14 15 16 17 13 13.3 19.0 c 0 ? .45 .GO .73 .84 .93 .57 1.01 fi Z rJ LL1 rr ��`,• - 1 • -ter. -� - 5 s. '-�:- _ .. .�_—.. _ t•fig. — r _ff♦ l��J' r po�r-s• . pa'..h. I �.. f - y OuTPUT Met R e-f -DIIAERTED "!!7P�-D FLL RETUR, F� S P. C S . CZ i............ SD 2 ............ 4- ........................ S D 4 PF Crm 4..................................... v o ........................ ...... 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J T PER SECOND T:14Z IN HOURS, A-%cc-A ILN' SGUAKE MILES OF MRAGE FLOW FOR PERIOD 2 -r. 6-HOUR 24-HOUR 70-HOUR P.3Z A STAGE YrX STAGE m i AT 7.93 0. 0. 0. .0008 T3 7.83 0. 0. 0. 0).000 y -1 T p 0. 7.83 0. 0. n"1'! 7.83 G. V. 0. CIO 1-7 1.j--;:-, A MT L Cc) 2 7.83 0. 0. 0. .00 C''IT ' AT SUB 3 0. 7.83. 0. 0. 0.�u J'A r..-I Jt), .0003 2 Co*-.;7t,..=D AT CO.:7! 2 1. 7.83 0. 0. 0. .00-11-0 RT-j-1-:b 10 51.1 j 1. 7.83 0. 0. 0. .00 t or �JT S. HYDR.2"ORAPH I LZ j 0. 7.83 0. 0. 0, .0005. .iMOGRAPH All SJ B 4 0. 7.33 0. 0. 0. ..0.50 11 3 C 7 B NEED AI Cur 3 1 7.83. 0. 0. 0'. .00 lED 10 SD 4 1 ,7.832.. .. 0.06 25 V AT i 6 0.- 7 L BY" 0,4 .,C,S Pr,� 0.'.. 7 8 j-*-`AT 7. 0 I D 0 0 R,A rl,'i A T CUE 8 0 I r 733 0. .0004 -- --AT M'.-4' • 83 0 0- 00.40-�, 4� 8V-'-- O�.I'C i�l E D T Fj Sm.- 0 0 X T J, OM05- Y D3D5.7,ATIKA J!" 0. 0. 0-. .0001t 4 cC,Ir,BT11.,,E 0. 0'. R 0 lul T Cc 1) TO 2 0; DIYCIRS710N TO MOD&... 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No 7.83 0. 0. 0. .0016 asT=� TG 11 7.83 0. 0. 0. .00 � AT S r 17 0. 7.83 0. 0• 0. .0003 2 20:4K'tED AT C_1 9 1. 7.83 0. 0. 0.. .0010) SD 1 1. 7.83 0. 0. 0.- .00., „'D.,.iD,\nn! lii It 0. 8.00it ' 0. 4. •f�oo7 C i!,^D;;;_D AT L v"10 1. 7.83 0. 0. - ri3uTED TQ E 3- 1. 7.83--- 0., 0. 0 - .00- ;Y113GC AAT SUP i9 0 7:93r 4., 0.. 4 , 000 3. -- S a �.::_,._� cif,i I:• 7''83_ 0. 0._ 0:,.. 041°I'- :L;cD TQ S0 14 1. • 7:83 0. - ti 0 „A!'N AT Sul"-, p '�� 7 $3 . 0 0 :t►4oy:.: 2 MIMED AT C2.7. 1 s� 7`8 ' 0, � �-• �: 0::. 0033 'iCJT-D J lz 4• r 4C :YDKGG3;1�HzAT �r��S1 "' 83� 4. 4. 0 0005 2 �..�•:h,D rR� r Q83Y. 0. 0. 0. . - ..003s. { { e tiSCUTED TO k �.t 0. 0. 0. 0. 0. 4 fD"uNED AT C3:".14 7,83 1. 0. Oii ;TcD TO- ;;! 17 .00 ,,,•.:. , 7.83 A7 ' 1. 0. 0. .00 AT C• :._: 4. 7.83 �. 1. 0. .0099 AT :. 7.93 0. 0 MMRJ-loll AT 17" C; 7 0:7._. _ , . _ ' 0 I (GUYED .a D ;9 `. ' 7.83 .0016, - :�: ROUTED i'1 S 1 i. '0.83 1. 1. .00 18.44 i C coNTWp�. MH) �ORM n_ ,k '-�tF�,yr i..;tis.,r.j- 3tJ ;•.. •;,,�.w,ary vo uti,�e.01 {o -»e av e.� .. ��,mot -..-t •_ i 1 1 •}? W �. ,p ."S al. 1'y{y may., .,. ��.... _.._ axW.��'J�,';�i•5}'tee+o•:w��Y :W>� ...°�y;;•... . .....}u�•.��t...::�R 3.a..:•} ...�_r i:i�:ti l6ei _ .. 1 STORM WATER UTILITY RECEIVEp zi�19 18 1989 BASIS OF DESIGN STORM DRAINAGE SYSTEM GSA/FAA OFFICE BUILDING SITE June 30, 1989 1. Method of Analysis Drainage calculations were performed using the HEC 1 Computer program. The HEC- 1 model simulates the surface runoff response of a drainage system to rainfall by representing the drainage system as an interconnected system of subbasins. Results of these calculations are attached. SCS Runoff Curve Numbers were used in the model to represent varying degrees of surface permeability ranging from asphalt pavement to undeveloped vegetated areas. 2. Design Storm A 24-hour design storm duration was used as a basis for evaluating existing and proposed system capacity and for determining required detention storage. A Soil Conservation Service Type IA precipitation distribution was used in the HEC-1 model to represent typical rainfall distribution west of the Cascades. A Total 24-hour rainfall of 2.9 inches was used for a 10-year storm and 3.4 inches was used for the total 24-hour precipitation for a 25-year storm. These rainfall amounts were obtained from Figures 3.5.1E and 3.5.1 F in the King County Surface Water Design Manual for the Renton area. 3. Analysis Of Existing Drainage System 3.1 Existing Flows Off GSA/FAA Site Existing storm flow prior to the proposed development of the site yvas evaluated as a basis for sizing the required detention facilities For analysis purposes, the existing site was subdivided into 2 subbasins. The eastern portion consists of mostly brush over loosely consolidated soil. Most of the precipitation over this area infiltrates into the soil or is retained in the existing vegetation. What runoff does occur flows slowly into the western portions of the site. The western portion of the site consists of an abandoned gravel parking area which drains into an abandoned storm drain system which, in turn, drains toward the west into the storm drain on Raymond Avenue. 3.2 Capacity of Existing Storm Drain System The capacity of the existing storm drains running along Raymond Avenue and Lind Avenue were evaluated for existing conditions for a 25-year, 24-hour design storm. Flow capacities were determined based on best available information obtained from as-built design plans supplied by the City of Renton Public Works Department. /' _ ,A 1 tom, 1,., � �or.-►'�S��'tiM, L BZI Basis of Design GSA/FAA Storm Drainage System Page 2 The HEC-1 model was used to compute existing flows based on available information on the existing drainage areas tributary to these storm drains. Analysis results show that the Raymond Avenue storm drain has adequate capacity to convey 25-year, 24-hour storm flows. The storm drain running along Lind Avenue does not have adequate capacity for a 25-year, 24-hour storm. 4. Proposed Drainage System For New Development The drainage system for the proposed development has been designed so that storm flows will be released into the existing storm drain on Raymond Avenue. The attached drawing shows the drainage subbasing and storm drain designations used in the HEC-1 analysis. Storm drain designations used in the model are also shown. Since the present capacity of the Raymond Avenue storm drain is adequate for a 25- year, 24-hour storm, the required detention facilities have been designed to provide detention storage for a 10-year, 24-hour design storm with the allowable release rate not to exceed the existing peak flow for a 10-year storm (1 cfs). Paved surfaces will be graded to drain to catch basins. The collected runoff will be piped through storm drains sized to convey flows for a 25-year, 24-hour storm. Detention will be accomplished by using the underground system and surface ponding to a maximum depth of 6-inches in the parking lot. Flows released from the detention control manhole will be routed to a lift station which will pump into an oil/water separator (ref, design plans). The effluent flow from the oil/water separator will then be routed through a grass-lined swale prior to discharging into the Raymond Avenue storm drain. When detention storage exceeds the volume required for a 10-year, 24-hour storm, the overflow will be bypassed directly to the Raymond Avenue storm drain. /9e S bgGi(Cw�t t. l-GFiI�� t!► ✓Gfv rS of til r 4h f ;,►�,�P�� ,., �, -pe,,fi.r tars IrVR f+�Gl �Grrl Ivy 8..fi w� /i 1 G[M be be, f lu Vq g /,7 S M tA N P,Y o FIza l I�aC�E �A L G5 Fe-a� E�1' F IOV3 of 5 S ;fig �O r 10 - ear SIo r -w� -' 1 Gf5 II k�'c W a b� e-- lr el eq 5 e j c� I torrn o d V e 5 or J _ flovJ for r o 5 cl - 6 CY5 p 1 t Y e—cA pl ^»� ! o 5I O'f: C_ GGP G C. � Alr<�rl- or t I ( a Yt ` r � Et1„ n to -- E.ar r e �a se - oo�f a�r �—ft. - I-7 , Soo CU � � • � � fifiaG� el 51 NFG - � Aral 5 f 0Y y i ) z� -�Y . S�or,�• �o �a 'r.�>,� eve . S D - �xisfi. Corr, v y Z ) ID - lv- S1fov-m— G5� Go-�Js SfioY-m _ Gy5A s iTe- - Devely COJS , (4 f7�( �{ G.1�� ta� 'YYi©Z,Cl Fi`� 40 l 06-03-1989 12:13:50.80 HEC-1 INPUT PAGE 1 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 *DIAGRAM l ID DRAINAGE ANALYSIS FOR FAA BUILDING-CAPACITY OF RAYMOND AVE. STORM DRAIN 2 ID HEC-1 MODEL (25YR-24 H:R STORM) FOR D.ISTING CONDITIONS 3 IT 10 200 4 IO 5 5 KK SUP 1 RUNOFF FROM EXISTING SUBPAS:N 1 6 KM RUNOFF FSON PUGET RO»ER SUFSTATIOC'. 7 PA .001 8 PI+ 3.4 ( z5 -`(r. ) 9 PC .004 .008 .012 .016 .020 324 .028 .032 .036 .040 10 PC .045 .050 .055 .060 .065 .070 .076 .032 .083 .014 11 PC .100 .106 .113 .120 .127 .134 .141 .148 .1562 .1644 12 PC .1726 .1808 .1890 .1572 .2067 alK .2257 .2352 .2447 .202 13 PC .2676 .2610 .2944 .5124 .3304 0644 .4184 .4454 .4634 .476d 14 F 902 036 .5124 u 2 .5300 . .uv .5476 .5564 0:2 i4, 15 PC .5.823 .5916 .6CC.4 .6092 .604 2236 .6308 .6380 .6452 .6524 16 PC .6596 .6663 .6740 .6312 .6884 A 56 .7013 .7070 .7127 .7184 17 RC .7241 .7293 .7355 .7412 .7469 a526 .7583 .7640 .7690 .7710 16 PC .7790 .7640 .7690 .7940 .7950 .8040 .8090 .8140 .6190 .800 19 PC .828 .832 .836 .84 .844 .848 .852 .856 .86 .864 20 PC .868 .872 .876 .88 .884 .82E .892 .856 .90 .904 21 PC .908 .912 .916 .92 .924 .928 .932 .936 .94 .944 22 PC .948 .952 .956 .96 .964 .968 .972 .976 .98 .984 23 PC .988 .992 .996 1.000 24 LS 0 89 25 UK 200 .01 .15 100 26 RK 400 .01 .012 .001 CRC 1 27 KK SD 28 KM ROUTE FLOSS FROM SUPPASIN 1 THROG;',. RAY'OND AVE. 12-INCH STOR11 DRAIN 29 RK 262 .002 .012 CIRC 1 30 KK SUB2A RUNOFF FRO' SUBBASIN 2A 31 K7 RUNOFF FRO-1 EASTER':i PORTION OF VDEVELOPED GSA SITE 32 NA .007 33 LS 0 61 34 UX, 520 .011 .3 100 35 RK 190 .005 .012 .007 CIRC 1.5 36 KK SU82P RUNTiFF FRO! SUPBASI;a 2P 37 KIi KUNOFF FROM POR1IO,4 0; U`v---vhi'.-vED GSA SITE 38 PA .604 39 LS 0 85 40 UK 90 .01 .20 100 41 RK 130 .005 .012 .004 42 4K 320 .005 .012 .004 CIRC 2 43 KX COI 1 44 Y,,N COMBINE FLOW FRO, BASINS 2A _. 23 (RDEV_LOTED 6SA S1�E) S:P ri:Vi �. 45 NC. 2 '4 bgygg 2g3:2J9 ealSml PAGE 2 OR2....... ....... ....... ....... ....... ...... ....... ....... ....... ......2 k R SUB RUNOFF E@! RUB! £N3 47 q RgR E % GB& HEALTH E &gRR w & .y§ w a 0 a S a G§ 21 20 !@ 2 w 60 205 22 29 G« 2 2 KK SUB R OF FROM SHME44 S q RaFF FROM VALLEY C33 R« g & .ma S . a 0 a y y !y .Ra 2§ !y S RK we .ma 22 26 C« i g . R CUM 2 q 855E 4n£ FRO,'. 3! I a9 SEQI« tl AND 60 m 1 2 6! RE 4 62 KK S) . . b KM ROUTE EASES) COI 2I`,RO 4RA 6 AVE. Eg' STORM DRAIN 64 R 19 ,kg »2 EST 675 Q « 2 b d ROUTE FLOWS THROUGH R« § %E 24gR] gmlD2a 67 b a! .R@ 22 E& 2 Q KK SD 69 d ROSE GSSI9C R 9Jy§ AVE. SsNE STORM DRAIN 70 R !e 2049 .02 E% E3 71 ZZ . SCHEiMATIC DDGRAN OF STREAM NETWORK - k-X I 5T i hJ G Co H o 1 T 1 o 05 INPUT LINE (v) ROUTING t---?3 DIVE?S710.4 OR RUr=' FLO'r! NO. (.) CONNECTOR pt(---1 RETURN OF DIVERT_"', (R, P,':,.-PSD FLCrd 5 SUIT 1 Pv q P l o we ►- 5vbStct • 1 y J v 27 M SD 30 sus2 (G5A S�fier — E��fi PoYt'�V-� 1 -} 36 SLB2B CG5A rjit2- PoJioY-) 43 C0N ?............ 1 II 11 46 SUe 3 ( CTvo�P Hea Warel00 • S il�� off�� Parr ) 52 L'r 4 � a 58 COli 2.................................... / v v 62 21SD v v 65 Zy.SD v v 68 Z7 SD ( **) RU`;OFF A'S0 C0"RUTED AT THIS LOCATION o • RP.`( M oNb- NVF,� STORM D�A1rE �E)4,►STiOG •GOND IT I,oiJS . . . . . . . . . • FL-OW INTO za - STORM D2A.IN �.- Perak F low . . . . . . . . . . . . . . . • . o . .i ri ' o , , , . . • . o 0 0 0 0 o c o c o o o o c-� . . . . . cmC- 0 0 0 0 0 0 ' c) O3 O �`� a0 O+ O 4 C,J �••') (L ti N N N C�lJ M M r7 f•') f�l M fTl ,•') M �`•j `Q' '4� 'q, .q 0 4y nJ M U) 4'I � 4'1 V'7 .il .p •il •il v0 .D .il .LJ ti (' C` (� C 47 47 .-y --• ,-� •-• ti .-w [U RJ 11 N ' 0 0 0 O 0 0 0 O O O O O O O O O O O O cm O C 4 0 0 0 p 0 0 0 0 0 O O O O O O O O q Oj r� a' 47 O •"� i1 M -7' 47 O •-i [U W 4'l O of i n 0 0 0 O 0 0 0 ti [L t' C* O c, g 0 0 0 r .-� .r Cu nJ nJ n. O O O O O O O O rU •� .7 4"� O •-� nJ f7 •C' 41 O SJ a] •.il O �A O-. Cr lr C^ CT. O O O O O O 2 nJr_^, .-� N r� a' 4 i O O O O O O O O O .-H •--� .•"-� ti ti H H .-H ...� r-1 ...� •.,� .v. -T -v- 47. i 4'i u- O u O J .� Oil O q p O O O O p O O •,,,• ry ... ,.y .--• •-•� .-. O O O O O O O O a .-^ .-� I ' RUNOFF SUGARY FLOW IN CUBIC FEETs PER SECOND TIME IN HOURS, AREA i4 SOL!ARE MILES PEAK TIp£ OF AVERAGE FLC-4 FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK G-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT SUB 1 0. 8.00 0. 0. 0. .00 ROUTED TO 12:' SD 0. 8.00 0. 0. 0. .00 HYDROGRAPH AT SUB2A 0. 14.50 0. 0. 0. .01 HYDROGRAPH AT SUB2B 1. 8.00 0. 0. 0. .00 2 COMBINED AT C0*11 1 1. 8.00 0. 0. 0. .Oi HYDROGRAPH AT SUB 3 2. 7.83 1. 0. 0. .00 HYDROGRAPH AT SUB 4 2. 7.83 0. 0. 0. .00 4 COMBINED AT COP 2 5. 7.83 2. 1. 1. .02 ROUTED TO Z! SD 5. 7.83 2. 1. 1. .02 ROUTED TO 2`i SD S. 7.83 2. 1. 1. .02 ROUTED TO SD 5. 8.00 2. 1. 1. .02 *+� NORrAL END OF NEC-1 P a c;TY of z� - ,��, Stor �,. = 6.Z ifs f►ow.�,� fUI� 46-02-i989 13:07:06.69 HEC-1 INPUT PAGE 1 LINEID.......1.......2.......3.......4....... .......6.......7.......8.......?......10 *DIAG;'A" 1 ID DRAINAGE ANALYSIS FOR FAA BUILD .-"rj 2 ID HEC-1 NODE'_ (l tR-24 HR ,7TUi,ii) CONDITIONS Ft3K GSA bi 3 IT 10 200 5 Ki! Sill r- - I:.�'.,, S- C a sl e r r, Po rt;ry- of GSA 1 RUNOFF FROM E J ING :nl_ 1 6 HA .007 7 F'3 2.90 ( 10 8 PC .004 .008 .17.E .016 .QEQ .024 .028 .032 .03i .GAO 9 PC .015 .050 .055 X0 .0: ..)70 .076 .0c•2 .0li3 .054 10 PC .100 .106 .15 .120 .04 .141 .148 .1562 .1644 ._ rL .112_ .:308 .1810 .1172 .2057 .__4_ .2257 .235C .207 .2552 13 PC .4902 .5036 .024 .5212 .5300 0386 .5476 .5564 .565[ .7 PC 58J8 5% 0 (92 - [23 3084 380 645 .652� 14 rl• .r�l'Ll' .Ji�rl .t.�J4 .hJJL _ ._:JJ .rJ��V .bJl�• . ._- 1., PC .6596 .6668 .6740 .6812 .63=4 . 5.:6 .70_3 .7070 .7:2; 184 16 PC .724i .7298 .7355 ./412 .7469 J526 .7583 .7640 .7630 .774'J C_ , „ .7890 .794' 7 ?- .040 .8090 .800 .8? 0 .8210 17 E .lrii .784_, ,.'� � .� ._ .� 18 PC .82 ' .832 .8:6 .84 W .848 .80 .856 .86 .80 19 PC .839 .872 .876 .88 .854 .866 .692 .896 .90 .904 20 PC .906 .912 .916 .92 .?__ .928 .932 .936 .94 .944 21 PC .948 .952 .?.;o .96 .,_•3 68 .972 .976 .98 .934 22 PC .988 .992 .946 1.000 23 LS 0 6i 24 UK J20 .011 .3 10 ID 25 R„ 187 .005 .012 .007 C: ;C 1.5 G SA S It ,) ' KK SUP 2 R_lD-2 -q M, EX:Sr'�t,( _.? m } 27 BA .0044 28 LS 0 85 9 UK 90 .01 .20 100 3':. R; 130 .00-; .012 .0044 C RC 1.5 31 R" 3_0 .005 .012 .0044 CIRC 2 32 K„ c_ 1 33 11M cell.-BIK ilD'.S FROM SH.AHHS 1 As 2 34 F;C 2 35 ZZ i i ! I FLO'� IN CU'RiC FEc- T PER SECOND � TIi"= IN HOURS, AREA INSOUA;E '�;L..S PEA!l TIC= 0 A�_1A = ; O;d FOR �AxlI"U,7 PERIOD i ^r 6-K 24-KU 72- Ot3 - - - - DF'E;;ATIO'I STATiUti FLO',� F'=A,{ (C-FS) ' NYDROGn,ar AT 50 1 0. 24.00 0. 0. 0. .01 HYD OGRAPH AT SUB 2 1. 8.00 0. 0. 0. .00 I 2 COMBINED AT CO' 1 1.* 8.00 0. 0. 0. .01 * x NO;PEAL END DE HEC-1 a rr o r `/ Sto r rr, G 1'a i rt fro Y1� ��Ia,>"a61V � �� ase to Y ��7_'fie--,.,fiI*or fa f �fiY < . 0624-1989 5:2 w&14 ECII93 PAGE I LINE G...2...2...2....4...2....6....7....8....9...10 6IR9� ! 2 2g#e ANALYSIS FOR FAA BUILDING 2 2 EClmRL (W.g4m §Qy) ReDVR9g 39a QxtR6g AVE a 2 2 &o 4 10 5 § b SUB RUNOFF ay gawENI (g »2 GR£D & & .00i 7 G E9 ( I0 -/ § PC 2G 22 01.S 28 .02 .e§ 22a 22 23 2w 9 R 24j 250 2S 26 ,y§ .fe 23 .@3 .a: .24 10 G 2y 26 2g ay 23 2» 241 24La 23: 2644 E w 2&& zy3 y 1 e7 £2 27 2la : 2a . 2 .: JgB 2£9 294 224 Dy4 .3a »:@ »R; »6§ »3a e R »1- 2Q& 224 .22 23i S2a .g3 224 .y2 -. G R .22 3 .ms .QG .Qe 254 .e3 233 330 ,G2 .Qa I R 271,"6 .wQ S749 »ae »64 .613 2013 203 212-1 224 6 w 2241 2238 233 2«e .ad .756 22! 26A§ .330 270 17 m 250 2840 2g§ 230 2»§ .86 .650 2140 ag§ .»R b PC 2& 22 2a 2; .844 248 22 22 .y .64 19 w 2Q 272 23 . 28 .e§ .#a .ea .8 .90 204 & \e ad .ee a3 .« .k§ .£a 22 a3 a4 .44 a % 243 .aJ .a& .y .964 .563 .92 .96 .e .#§ 22 R a8 as .ga 1.000 2 a 0 e a y L§ 225 K0 13 2 R 1 .93 22 201 EE I K 6 SD 27 R ROUTE RRBIRda 2gwRgGa & b Ga 2g 22 Q& 1 29 b Slip, 2 RRRR3ayea» e a R ,RI a a 0 g » uv 1 2a 22§ Ka 13 » # 1 .03 22 .RI ER 1 a S C I £ « Gq!« FLOWS FROM g ! n2 alga 2 a k 2 y R ge » C R2± RG6I6B3] 1ell STJll DRAIN 3 % 5 .03 22 G2 I.. 40 S gP3 RUNOFF FR'OM, SUPPASIN 3 41 R .6w . 42 6 0 ^ 95 :a y ye 2 25 10 101 02 263 o2 ! 0634-199 5 Ea Q.y RClINPT WC a S« Q...2...2....3....4....5....6....7....8....9...2 @ « [q 2 . k Q b65E RaS (6! 2 e @5 3E»SAa R R e 6 R » i p « ROUTE &G59 Ga22' J2a )&S y R 3 203 22 Q« Q 2 R gas RUNOFF Qy yNSIN5 KN4ESTc3wd 2 b »Q; . 53 LS o 55 » y 20 225 30 !R 55 b 29 303 22 .ya NOG ! k b SUB RUNOFF FRMgeab4 57 b 2M§ 2 LS § » g a !R 225 20 109 Q . # 1 .93 22 2005 G« ! G « SMa e R 26DEFLOZF g a 6! yam Ig 4 AND Q R a G b 24 6 q ROUTE FLOWS 9Q 2«#1 STORM DRAIN G R !g .SJ 22 - SR bS e b aD & ' WB+E RR ga&5N6 d m 26§ D LS o a 7 y y .025 20 !Q 71 R & 203 22 .Qa EC I . 2 S gal 'RUNOFF FROM eBw2N7 g b .SOU 9 LS o % 75 S 9 .025 20 16 3 b ! .003 2e .QG G2 ! 77 R SL a q6& Ay ya62§ 8 » 2 ^b 2wl 79 LS 0 ° » y a !Q 225 K§ Iy 31 R 100 203 22 ,04 GS ! „i UUODIJIL LUW,, rnri 3U 9 HNV �UYYH :y3 b.l NHU y 84 HC 4 06-04-1989 16:53:43.83 HEC-1 INPUT RAGE 3 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 85 KK SD 5 86 KCi ROUTE FLOWS THROUGH 24-INCH STOAl DRAIN 87 RK 150 .003 .012 CiC 2 88 KK SUB 9 RUNOFF FROM SUBBASIN 9 89 BA .0001i 90 LS 0 95 91 Ur; 80 .0125 .10 100 92 RK 70 .003 .012 .0005 CI-RC 1 93 KK SUB 10 RUNOFF FROM SUBBASIN 10 94 BA .0004 9ci LS 0 95 96 UK 70 .0125 .10 100 97 RK 1 .003 .012 .0004 CIRC 1 98 KK SUB 11 RUNOFF FROM SUBBASIN 11 99 BA .0004 100 LS 0 95 Uv 100 .0125 .10 100 102 RK 100 .003 .012 .0004 CIRC 1 103 KK CC,il5 104 KM COMBINE FLOWS FROM SD 5 AND SUBBAS18S 9,10 AND 11 loci HC 4 106 Ky 107 Kn DIUEkT FLOWS FOR FUTURE CGi"HI;iAT'_i!1 'dITI CC'?RUTED FLOUS F O;l CAST SIDE 108 DT DSD6 109 Di 2 4 6 8 110 Del 2 4 6 8 III KK SUB 12 RUNOFF FROM SUBBASIN 12 (N0.THEAST CORNER) 112 B'A .0007 113.. LS .0 95 114 UK 90 .0125 .10 100 115 Rt; 1 .003 .012 .0007 CIRC I2 116 K„ SD 7 117 KM ROUTE FLOWS THROUGH 12-I;CH STORM DRAIN I 118 R;; 120 .003 .0 121 CI 7KC 1 . 6! 2 0 t 22 # 20 3 w§ !S 12 R 1 .2 22 .#g OS . 2 . !a R GM & 16 q COMBINE FLOWS 9a SD7 ¥a2545 g !a £ 2 6-045989 563:45x5 HEW i43 G3 § S» D....... ....... ....K...t...t...E.... ....... ....... ...... § 27 R e a 23 d ROUTE DBw Iae3a S3NG £ 2RN !» R So .m; 2 2 GR E§ 13 R g) g Rya ZS4 yaw3@ g gl N 2g3 22 2 0 » 23 a 110 .025 20 ge !a R 1 203 22 2008 O2 2 e5 b e47 13 R SSDEGD! FROM 2a AND £2 Qg g 137 He 2 !w R Q 9 !a A ROUTE Ggs THROUGH 8«2H £5lyRi !g R D .0Q 22 EE GG G! R se G RBUFFEMSNNHN D Ga w 2y2 . Ga a 0 a 144 a a .025 20 !y 145 y 2 203 22 2002 Ew ! p& b CON 147 q m21NE CGBER OM S D 9 «a a2 a 2 »a ± 2 141 R g 2 12 q ROSE &GSIeQg 24KN2 £Ea yR] 51 R 12 .ya 22 EOM 2 12 R Sib s Wg3 FROM a3§ 6 ^ Sa b .SRO !g 6 0 y wJ a !Q 2125 20 100 156 .R 80 3g 22 .009 C3 ! ®_ » .0a !! LS 0 a 51 a 209 G 20 100 !e RK 40 .3J 212 .SRO E3 !Q R CON 9. !g q COMBINE FLOWS FROM 2 2, SUBPAS14 E AND kEq> S 55 R ] 3g4-28, SSaww! HEC-1 GC J gRS....... ....... ....... ....... ...z....... ....... ....... ...5...... 2 Se R q g 62 R ROSE R:Q 92Sd 242R5 2. DRAIN 58 . R ya 203 22 E2 2 !g R ga R RayE Ra ga33& g 2§ b .ma !7! L§ 0 93 12 a !Q .025 29 !G 173 R 6 20 31 22 .y9 C ! R§ y ea 2 RUNOFF Ema aa»2: b §§ h leg ee LS 0 a . 27 b 50 22§ 20 !6 Qa RK 1 26 2R 200) EC ! 29 b Cat§ !S 9 Cle» CBa FROM 6 S, :2aSiRAg y2@a y !ai Rc a !y KK g 2 ba M w2E &DS THROUGH a3JaS3a ygw 54 y 3 .00 2 2 E2 2 !aG KK !e R RSS FLOWS eGE33EQ»I92» Qac@GTED &a& E: WEST £E 27 y g22 !g m 2 4 & a 19 m 2 4 & 8 !w 2 2 Ra3FEA4 2a6gN » J PROD »E6w 21 PA, .yy !» LS e 9 Sa w Me 225 20 !9 5§ R g 2 !y q @E 3a I9Q» 2K«5 22 2aa 57 R k .003 22 G2 ! !% . b SUB 20 RUNOFF Egl28a5 20 199 N .000 ao a 0 g a! 7 a a13 .10 12 . &a R a 203 22 .0002 Ge 2 as R Q%! 204 R C e sl 5« FLOWS FROM 2 O wa 2r g§ 20 a; k 2 ygwbd SSa 23 esli»2 PRE & O« D....... ....... ....... ....... ....... ....... ....... ....... ....... ......10 ys R g a 207 A ROUTE %Br R26H 52«! g3n )SA as % !Q .#» 22 G2 I 20 j R m» E Rljlios ZSM 2) IN 21 E§ b .002 a! a 0 » 212 S 2 225 z§ y§ 213 b & .M3 22 .002 E3 2 E» « S±2 es e m6DEE3£ Fy: 2 14 p) y gH L aG R 2 217 R Q S ea A ROUTE FLOWS Iaya E5 R s§ .03 3e CR I. 22-0 « mae e! KMD23zEgg E2n wG 52E y ROE 82 w .yg , »3 a 0 a `204 a &§ 2! 203 A R 2g of 2' c ! 55 T sse p& . 227 R SQ ea R 9SGGeC RS9 &wiey ge (Sgw g333Z3 . ee� TOTAL PEAK OH—SITE FLL'd FROM. THE PROPOSED DBEu3Pi'ENT (10 'R. K2 Ki THIS THE % 233 KO 1 234 HC 4 235 KK RES 1 236 KM ROUTE HYDROGRAPH THROUGH DETENTi0i SYSTEI WITH 10 YEAR RE:-ASE = 1 C=S 237 KO 1 2 238 RS 1 ELEU 12 233 SV 0 .1 .2 .4 .6 .8 1.0 240 SE 12 12.5 13 14 15 16 18 241 5O 0 0.5 I 1 1 1 1 242 ZZ SC! Ei1NiIC DiAGRAO O= STREh'f �sET+;OR„ It+PUT L 1 A E—E (U) ROUTING (---)i DIVERSION OR PUMP FLOW 4 -• _ .0. (.) COr�._E,i-!0 (i— —) RcTURti OF DiiiET=D OR Fli=D rLl 5 SUk 1 V U 26 SD 1 29 SUB 2 34 COM 1............ V V 37 SD 2 40 SUR 3 45 CJiI 2............ v V 4� SD 51 S x J 61 COS± 3........................ V V 64 SD 4 67 SUB 6 72 SUB 7 77 5IB 9 82 COi" 4.................................... V V K SD r� rl J �lB 7 9� SUB 10 98 SU"I 1: 103 CON 5.................................... 103 --------1 DSD6 106 111 SUB 12 V V 116 SD 7 119 SUB 13 124 CON 6.......... V V 127 SD 3 130 SUB 14 13` COM 7............ V V 138 SD 9 V V 149 SD 10 152 SUB 16 157 SUB RI 163 C014 9........................ V V 166 SD 11 169 SUB 17 174 5o 18 179 Comi')........................ I) I� 182 SD 12 187 .-------} D E2 185 190 19 V V 195 SD 13 I 193 SUB 20 203 COlili............ V V 206 SD 14 209 Sly+ 21 214 COm 2............ M V V 217 SD 15 220 Sills n2 S 2iS - 225 . 230 C0i113.................................... V V 235 RES 1 p ETA rIT I o►� FAQ I t_1 TY (* *) RUNOFF ALSO COMPUTED AT THIS LOCATION FLOOD HYDROGRAPH PACKAGE HE-I T SAS VEKSION) - SAAARY IR3 DODSON AND ASSOCIATES, INC. 7015 iA TIDWELL, HCUSTO:ti TE:x:AS 7702, PHOH,E (713)595-Bu22 DRAINAGE ANhLYSIS FOR FAR BUILM56 HEC-1 MODEL (25Y1-24 HR ST0M) FM DEYnOPED CONDS.-DRAIN TO RAYMOND AVE 4 I0 OUTPUT CONTROL VARIABLES IPR!?T 5 PRINT CONTOL IPLOT 0 PLOT CONTROL OS'AL 0. HYDROGRP'H PLOT SCALE IT HYD?;GGR;;"H TIr= DhTA NISiN Y 10 MINUTES I1 C01PUTATIUy INTERVAL HUE 1 0 STARTIPG DATE T7T'-t: (1PMA STORUNG TTM ,^ . . . . . . . . . . . . to , - ' W ; 0 o G • G O O • • ^ • • • •� • ol • Tj lT� G• l]J r t�® O O O O O O �]' O ti cll M -7 1,7 �O f� .rJ CT, O (]J ih I' -7 M M M M 'a' .Q- .Q- .Q .Q- •q- .p- Q. •? "r u-, ta7 u-) un u 3 to i Ic7 47 W7 u-, .i] �il .D .p u] V] a rD .-q .-.1 �.y ti ti C1J cL cV cL cL lL cV RI cl.l liJ O n c7 O O O O O O O O O O O O O cA ^• O `_ r-] `C- l,7 O iU -ram- .T tTi [U O c� •�- �~ ''] .Q- ll1 d ^"• 11 17 '-T 47 n CU Ih •T 11l i� l 1 r`] -T C'1.1 � f� f� tl? 7J a0 '>J a0 m irr l C^ r p r O O O 1 .--1 •--I •-a •-c -T l.7 I+^ 1,.I li 1 I11 to] 1 I W •.L1 L •D .y] C> -,-� r J O C !:? c� J O G� :J V O V O O ,1 /- — — — — — cU cU w fU CU cU rl ,a. .rl- .q- -^ 'T _ •� •.� O �> p �. .-� ti ti ti �I ti ti .-. .--1 +`. �� O O O O O O O O O O O O ^ d O O C• O .., �� c� O .- .-•c � '-� —� .--. .-, ti � •--� •-.-c .-., ti ^• .--1 �-. .-� .... .-1 —1 .--• ...1 ti ...� .�1 �. ^1 H ti •H •� r. ti .H „"1 ,-1 �-. r1 �, r1 '-1 r1 .y ..-V . "'� v i##ff##f tit##*#fif#f##*i#######If.##ff#i MINIM*MINIM*If ffiff#ff##*#i lag f#f##t##**f##*Hifif##Mill###!#Elfftf t#*EIt I HYDROGRAPH AT STATiCH RES 1 I # # DA MON HRMH ORD OUTFLOW STORAGE STAGE # DA MON HRMH ORD OUTFLOW STORAGE STAGE + DA MON HRMH ORD OUTFLOW STORAGE STAGE 1 0000 1 0. .0 12.0 # 1 1110 68 1. .4 14.1 # 1 2220 135 1. .1 12.7 1 0010 2 0. .0 12.0 + 1 1120 '61 1. .4 14.1 * 1 2230 136 1. .1 12.7 1 0020 3 0. .0 12.0 # 1 1130 70 1. .4 14.1 * 1 2240 137 1. .1 12.7 1 1 0030 4 0. .0 12.0 # 1 1140 71 1. .4 14.1 # 1 2250 138 1. .1 12.7 1 0040 5 0. .0 12.0 t 1 1150 72 1. .4 14.1 # 1 2300 139 1. .1 12.7 1 0050 6 0. .0 12.0 * 1 1200 73 1. .4 14.1 * 1 2310 140 1. .1 12.7 1 0100 7 0. .0 12.0 * 1 1210 74 1. .4 14.1 * 1 2320 141 1. .1 12.6 1 0110 8 0. .0 12.0 # 1 1220 75 1. .4 14.1 # 1 2330 142 1. .1 12.6 1 0120 9 0. .0 12.0 + 1 1230 76 1. .4 14.1 # 1 2340 143 1. .1 12.6 1 0130 10 0. .0 12.0 # 1 1240 77 1. .4 14.1 # 1 2350 144 1. .1 12.6 1 0140 11 0. .0 12.0 # 1 1250 18 1. .4 14.1 # 2 0000 145 1. .1 12.6 . 1 0150 12 0. .0 12.0 + 1 1300 79 1. .4 14.0 + 2 0010 146 1. .1 12.6 i 1 0200 13 0. .0 12.0 # 1 1310 80 1. .4 14.0 # 2 0020 147 1. .1 12.6 1 0210 14 0. .0 12.0 * 1 1320 81 1. .4 14.0 i 2 0030 148 1. .1 12.6 1 0220 15 0. .0 12.0 + 1 1330 82 1. .4 14.0 + 2 0040 149 1. .1 12.5 1 0230 16 0. .0 12.0 # 1 1340 83 1. .4 14.0 + 2 0050 150 1. .1 12.5 1 0240 17 0. .0 12.0 * 1 1350 84 1. .4 14.0 + 2 0100 151 0. .1 12.5 1 0250 18 0. .0 12.0 # 1 1400 85 1. .4 13.1 * 2 0110 152 0. .1 12.4 1 0300 19 0. .0 12.0 # 1 1410 86 1. .4 13.3 + 2 0120 153 0. .1 12.4 1 0310 20 0. .0 12.0 * 1 1420 87 1. .4 13.3 * 2 0130 154 0. .1 12.4 I 1 0320 21 0. .0 12.1 * 1 1430 88 1. .4 13.9 + 2 0140 155 0. .1 12.4 1 0330 22 0. .0 12.1 * 1 1440 89 1. .4 13.9 + 2 0150 156 0. .1 12.3 1 0340 23 0. .0 12.1 * 1 1450 90 1. .4 13.9 # 2 0200 157 0. .1 12.3 1 0350 24 0. .0 12.1 # 1 1500 91 1. .4 13.8 * 2 0210 156 0. .1 12.3 1 0400 25 0. .0 12.1 * 1 1510 92 1. .4 13.8 + 2 0220 159 0. .1 12.3 i v4iv 20 V. .0 12.i 1 i520 93 1. .4 I3.8 * 2 0230 160 0. .1 12.3 - ® I 1 0420 27 0. .0 12.2 * 1 1530 94 1. .4 13.8 # 2 0240 161 0. .1 12.3 1 0430 28 0. .0 12.2 # 1 1540 95 1. .3 13.1 # 2 0250 162 0. .0 12.2 i 1 0440 29 0. .0 12.2 # 1 1550 96 1. .3 13.7 # 2 0300 163 0. .0 12.2 ® 1 0450 30 0. .0 12.2 # 1 1600 97 1. .3 13.7 # 2 0310 164 0. .0 12.2 i . 1 0500 31 0. .1 12.3 # 1 1610 98 1. .3 13.7 # 2 0320 165 0. .0 12.2 1 0510 32 0. .1 12.3 * 1 1620 99 1. .3 13.7 # 2 0330 166 0. .0 12.2 1 0520 33 0. .1 12.3 + 1 1630 100 1. .3 13.6 # 2 0340 167 0. .0 12.2 1 0530 34 0. ..1 12.4 + 1 1640 101 1. .3 13.6 + 2 0350 168 0. .0 12.2 1 0540 35 0. .1 12.4 # 1 1650 102 1. .3 13.6 * 2 0400 169 0. .0 12.1 I 1 0550 36 0. .1 12.4 # 1 1700 103 1. .3 13.6 # 2 0410 170 0. .0 12.1 1 1 0600 37 0. .1 12.5 * 1 1710 104 1. .3 13.5 # 2 0420 171 0. .0 12.1 1 0610 38 0. .1 12.5 * 1 1720 105 1. .3 13.5 * 2 0430 172 0. .0 12.1 1 0620 39 1. .1 12.5 # 1 1730 106 1. .3 13.5 + 2 0440 173 0. .0 12.1 1 0630 40 1. .1 12.6 * 1 1740 107 1. .3 13.4 # 2 0450 174 0. .0 12.1 1 0640 41 1. .1 12.6 * 1 1750 108 1. .3 13.4 # 2 0500 175 0. .0 12.1 I ® 1 0650 42 1. .1 12.6 # 1 1800 103 1. .3 13.4 # 2 0510 176 0. .0 12.1 1 1 0700 43 1. .1 12.7 # 1 1810 110 1. .3 13.3 + 2 0520 177 0. .0 12.1 1 0710 44 1. .1 12.7 * 1 1820 Ill 1. .3 13.3 * 2 0530 178 0. .0 12.1 1 0720 45 1. .2 12.8 * 1 1830 112 1. .3 13.3 + 2 0540 179 0. .0 12.1 1 0730 46 1+ .2 12.9 + 1 1840 113 1. .2 13.2 # 2 0550 180 0. .0 12.1 i 1 0740 47 1. .2 13.0 * 1 1850 114 1. .2 13.2 + 2 0600 181 0. .0 12.1 1 0750 48 1. .2 13.2 # 1 1900 115 1. .2 13.2 + 2 0610 182 0. .0 12.1 1 0800 49 1. .3 13.5 # 1 1910 116 1. .2 11.1 * 2 0620 183 0. .0 12.1 1 0810 50 1. 3 13.7 # 1 1920 117 1. .2 13.1 + 2 0630 184 0. .0 12.1 1 0820 51 1. .4* 13.8 # 1 1930 118 1. .2 13.1 # 2 0640 185 0. .0 12.1 ® i 1 0830 52 1. .4 13.9 * 1 1940 119 1. .2 13.0 # 2 0650 186 0. .0 12.0 1 0840 53 1. .4 13.9 * 1 1950 120 1. .2 13.0 t 2 0700 187 0. .0 12.0 1 0350 54 1. .4 14.0 * 1 2000 121 1. .2 13.0 + 2 0710 188 0. .0 12.0 1 0300 55 1. .4 14.0 # 1 2010 122 1. .2 12.9 * 2 0720 189 0. .0 12.0 1 0910 56 1. .4 14.0 * 1 2020 123 1. .2 12.9 # 2 0730 110 0. .0 12.0 ® 1 0120 57 1. .4 14.0 * 1 2030 124 1. .2 12.9 # 2 0740 191 0. .0 12.0 i 1 0130 58 1. .4 14.0 * 1 2040 125 1. .2 12.3 # 2 0750 192 0. .0 12.0 1 0940 59 1. .4 14.0 * 1 2050 126 1. .2 12.8 * 2 0800 193 0. .0 12.0 ® I 1 0950 60 1. .4 14.0 * 1 2100 127 1. .2 12.8 + 2 0810 194 0. .0 12.0 i 1 1000, 61 1. .4 14.1 # 1 2110 128 1. .2 12.8 # 2 0820 195 0.. .0 12.0 1 i 1 1010 62 1. .4 14.1 * 1 2120 121 1. .2 12.8 # 2 0830 196 0. .0 12.0 ® 1 1020 63 1. .4 14.1 # 1 2130 130 1. .2 12.8 # 2 0840 197 0. .0 12.0 1 1030 64 1. .4 14.1 # 1 2140 131 1. .2 12.8 * 2 0850 198 0. .0 12.0 1 1040 65 1. .4 14.1 # 1 2150 132 1. .1 12.7 # 2 0900 199 0. .0 12.0 ® 1 1050 66 1. .4 14.1 * 1 2200 133 1. .1 12.7 + Z 0910 200 0. 0 12.0 1 1100 67 11.. 4 14.1 * 2210 134 1. .1 12. ** -f' ........x ..Reed. y .....�fz e.r�T;�-,.......................STora-x...................r1O "Yr . Slot^ � ..#*#*#*##...*#f ff#f##EE#*#ff4f*f IN Alt KUW In GUbIL rc`_I WLd 5 LUNU TIME IN HOURS, AREA IN SQUARE MILES PEAK, TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT SUB 1 0. 7.83 0. 0. 0. .00 ROUTED TO SD 1 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 2 0. 7.83 0. 0. 0. .00 2 COMBINED AT COM 1 1. 7.83 0. 0. 0. .00 ROUTED TO SD 2 1. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 3 0. 7.83 0. 0. 0. .00 2 COMBINED AT CON 2 1. 7.83 0. 0. 0. .00 ROUTED TO SD 3 1. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 5 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 4 0. 7.83 0. 0. 0. .00 3 COMBINED AT COlI 3 1. 7.83 0. 0. .0. .00 ROUTED TO SD 4 1. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 6 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 7 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 8 0. 7.83 0. 0. 0. .00 4 COMBINED AT COM 4 2. 7.83 1. 0. 0. .00 ROUTED TO SD 5 2. 7.83 1. 0. 0. .00 HYDROGRAPH AT SUB 9 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 10 0. 7.83 0. 0. 0. •00 HYDROGRAPH AT SUB 11 0. 7.83 0. 0. 0. .00 4 COMBINED AT COM 5 3. 7.83 1. 0. 0. .01 DIVERSION TO DSD6 3. .17 1. 0. 0. .Oi HYDROGRAPH AT 0. .17 0. 0. 0. .O1 HYDROGRAPH AT SUB 12 0. 7.83 0. 0. 0. .00 ROUTED TO SD 7 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 13 0. 7.83 0. 0. 0. .00 2 COMBINED AT C0l9 6 1. 7.83 0. 0. 0. .00 ROUTED TO SD 8 1. 7.83 0. 0. 0. •00 HYDROGRAPH AT SUB 14 0. 7.83 0. 0. 0• .00 2 COMBINED AT COM 7 7.83 0. 0. .00 ROUTED TO SD 9 1. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUN 15 0. 7.83 0. 0. 0. .00 2 COMBINED AT COY 8 1. 7.83 0. 0. 0. .00 ROUTED TO SD 10 1. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 15 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB kl 0. 8.00 0. 0. 0. .00 3 COMBINED AT COM 9 2. 7.83 1. 0. 0. .00 ROUTED TO SD it 2. 7.83 1. 0. 0. .00 HYDROGRAPH AT SUB 17 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 18 0. 7.83 0. 0. 0. .00 3 COMBINED AT COi"10 2. 7.83 1. 0. 0. .00 ROUTED TO SD 12 2. 7.83 1. 0. 0. .00 DIVERSION TO DSD12 2. .17 1. 0. 0. .00 HYDROSRAPH AT 0. .17 0. 0. 0. .00 HYDROGRAPH AT 19 0. 7.83 0. 0. 0. .00 ROUTED TO SD 13 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 20 0. 7.83 0. 0. 0. .00 2 COMBINED AT C0511 0. 7.83 0. 0. 0. .00 ROUTED TO SD 14 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB 21 0. 7.83 0. 0. 0. .00 2 COBINED AT COM12 1. 7.83 0. 0. 0. .00 ROUTED TO SD 15 0. 7.83 0. 0. 0. .00 HYDROGRAPH AT SUB R2 0. 8.00 0. 0. 0. .00 HYDROGRAPH AT JA. 7.83 1. 0. 0. .00 HYDROGRA.:i AT 2. 7.8.3 1. 0. 0. .00 4 COMBINED AT COM13 6. 7.83 2. 1. 1. .00 ROUTED TO kES 1 1. 7.83 i. i. 1. .00 14.10 11.00 I 1CL-,7 To c.c-ty o I 5ti-v J 0 V e- tR NORjMAL END OF HEC-1 #I _ ��s/ IY9 BASIS OF DESIGN , J s STORM DRAINAGE SYSTEM 3 / GSA/FAA OFFICE BUILDING SITE August 30, 1989 1. Method of Analysis Drainage calculations were performed using the HEC-1 computer program. The HEC-1 model simulates the surface runoff response of a drainage system to rainfall by representing the drainage system as an interconnected system of subbasins. Results of these calculations are enclosed. 2. Design Storm A 24-hour design storm duration was used as a basis for evaluating existing and proposed system capacity and for determining required detention storage. A Soil Conservation Service Type IA precipitation distribution was used in the HEC-1 model to represent typical rainfall distribution west of the Cascades. A Total 24-hour rainfall of 2.0 inches was used for a 2-year storm and 3.4 inches was used for the total 24-hour precipitation for a 25-year storm. These rainfall amounts were obtained from Figures 3.5. 1C and 3.5. 1F in the King County Surface Water Design Manual for the Renton area. 3. Analysis Of Existing Drainage System 3.1 Existing Flows Off GSA/FAA Site Existing storm flow prior to the proposed development of the site was evaluated as a basis for sizing the required detention facilities For analysis purposes, the existing site was subdivided into 2 subbasins. The eastern portion consists of mostly brush over loosely consolidated soil . Most of the precipitation over this area infiltrates into the soil or is retained in the �,�, 4 t4 0711-e e� f��t 1 Z Basis of Design GSA/FAA Storm Drainage System Page 2 existing vegetation. What runoff does occur flows slowly into the western portions of the site. The western portion of the site consists of an abandoned gravel parking area which drains into an abandoned storm drain system which, in turn, drains toward the west into the storm drain on Raymond Avenue. The HEC-1 analysis for existing conditions for a 2-year, 24- hour storm shows a flow of 0.48 cfs off the existing site. This flow is the allowable release flow from the control manhole and has been used to size the control orifice. 3.2 Capacity of Existing Storm Drain System The capacity of the existing storm drains running along Raymond Avenue and Lind Avenue were evaluated for existing conditions for a 25-year, 24-hour design storm. Flow capacities were determined based on best available information obtained from as-built design plans supplied by the City of Renton Public Works Department. The HEC-1 model was used to compute existing flows based on available information on the existing drainage areas tributary to these storm drains. The enclosed analysis results indicates that the Raymond Avenue storm drain has adequate capacity to convey 25-year, 24-hour storm flows. It has been determined by the Public Works Department that backwater influence on the system is evident. The Raymond Avenue storm drain discharges to a drainage ditch which runs for several hundred feet to the west. At the present time there is insufficient information from which to compute the impact of backwater on the capacity of the Raymond Avenue storm drain. The storm drain running along Lind Avenue does not have adequate capacity for a 25-year, 24-hour storm. 4. Proposed Drainage System For New Development The drainage system for the proposed development has been designed so that storm flows will be released into the existing storm drain 4 • x Basis of Design GSA/FAA Storm Drainage System Page 3 on Raymond Avenue. The attached drawing shows the drainage subbasing and storm drain designations used in the HEC-1 analysis. Storm drain designations used in the model are also shown. The required detention facilities have been designed to provide detention storage for a 25-year, 24-hour design storm with the allowable release rate not to exceed the existing peak flow for a 2-year storm ( .48 cfs) . Paved surfaces will be graded to drain to catch basins. The collected runoff will be piped through storm drains. Detention will be accomplished by using the storm drain system, which has been oversized to provide the required detention storage, and surface ponding in the parking lot. Flows released from the detention control manhole will be routed to a lift station which will pump into an oil/water separator (ref. design plans) . The effluent flow from the oil/water separator will then be routed through a grass-lined swale prior to discharging into the Raymond Avenue storm drain. For extreme storm events in excess of a 25-year, 24-hour storm, flows will be bypassed from the control structure directly into the Raymond Avenue storm drain, to avoid ponding in parking area in excess of 6 inches. The enclosed HEC-1 analysis for the developed site for the 25-year, 24-hour storm shows a total flow off the site of 4.7 cfs. The required detention storage volume for a 2-year release of 0.48 cfs is 0.9 acre-feet (39,200 cu. ft. ) . The combined available detention storage in the underground system and surface ponding is in excess of 40,500 cu. ft. When detention storage exceeds the volume required for a 10-year, 24- hour storm, the overflow will be bypassed directly to the Raymond Avenue storm drain. a c r s. 09-1P 1989 10:30 49.90 HEC-1 INPUT PAGE 1 /3 LINEID.......1... ...........3.......4....... ........6.......7.......3.......3........0 *DIAGRAM 1 ID DRAINAGE ANALYSIS FOR FAA BUILDING 2 ID HEC-1 MODEL (.ZYR-24 Hk STORM) FOR EXISTING CONDITIONS 3 IT 10 200 4 IO 5 5 KK SUB I RUNOFF FROM EXISTING SUBBASIN 1 6 BA .007 ♦ 7 PB 2.0 8 PC .004 .00B .012 .016 .020 .024 .028 .032 .036 .040 9 PC .045 .050 .055 .060 .065 .070 .076 .082 .088 .094 10 PC .100 .106 .113 .120 .127 .134 .141 .148 .1562 A 644 11 PC .1726 .1308 .1890 .1972 .2067 .2162 .2257 .2352 .2447 =52 12 PC .2676 .2810 .2944 .3124 .3304 .3644 .4184 .4454 .4634 .4768 ♦ 13 PC .4902 .5036 .5124 .5212 .5300 .5388 .5476 .5564 .5652 .5740 14 PC .5828 .5916 .6004 .6092 .6164 .6236 .6308 .6380 .6452 .6524 15 PC .6596 .6668 .6740 .6812 .6884 .6956 .7013 .7070 .7127 .7184 e. 16 PC .7241 .7298 .7355 .7412 .7469 .7526 .7593 .7640 .7690 .7740 17 PC .7790 .7840 .7890 .7940 .7990 .8040 .8090 .8140 .8190 .8240 18 PC .828 .832 .836 .84 .844 .848 .852 .856 .86 .864 �. 19 PC .868 .872 .976 .88 .884 .888 .892 .896 .90 .904 10 PC .908 .912 .916 .92 .924 .928 .932 .936 .94 .944 21 PC .948 .952 .956 .96 .964 .968 .972 .976 .98 .984 21 PC .988 .992 .996 1.000 23 LS 0 61 24 UK 520 .011 .3 100 25 RK 187 .005 .012 .007 CIRC 1.5 26 KK SUB 2 RUNOFF FROM EXISTING SUBBASIN �. 27 BA .005 28 LS 0 86 29 UK 90 .01 .20 100 30 RK 130 .005 .012 .001 CIRC 1.5 31 RK 320 .005 .012 .007 CIRC 2 32 KK CON 1 33 KN COMBINE FLOWS FROM SUBBASINS I AND 2 34 KO 1 1 �. 35 HC 2 36 IZ CHEMATIC DIAGRAM OF STREAM NETWORK ;NPUT -I'�E !i 'OUTING ---:) DIVERSION OR PUMP FLOW CONNECTOR --i RETURN OF DIVERTED OR PUMPED FLOW SUB B v e.e-n ) 6 SUB 2 ( ab a-r�QC►^�GC1 I aY�i m i..o� ) ." COM I........... oY++bi nerd Floo o5 �xi 3I it �t�e-J m) RUNOFF ALSO COMPUTED AT THIS LOCATION 7S r-- OL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . c at - ; �o C- C C D C� j p C C C V . . . 11 m C C = C C = m = a C = C = C Cc2 t — 4*3 - 3 r-, C � C o r- co 5 CA C Cr U1 C Z z Cz -.4 co cm <3 u CA C44A C,4 C4 C4 C4 C C,) cl) r7 eq c7 c,2 r7 ,r <r -r r ul U7 u, U] u-) j, C> 0 0 0 0 0 0 0 0 0 O O O C> C2, C=, O C3, C:, 4=0 O . g 0C:4 C) 5 C M " c " cl r UY C4 07 C4 C7 r < 04 cl r co 4 mC > C CA C, C4 A CA N C' gn C"P ,a> �r a- U, al o 'o 'o r- C r CO CO M CO CO 0 r [ 09-11-1989 11:22:38.26 HEC-1 INPUT PAGE 1/)-7 LINE ID.......1.......1.......3.......4.......5.......6.......7.......a.......9......10 *DIAGRAM 1 ID DRAINAGE ANALYSIS FOR FAA BUILDING 2 ID HEC-1 MODEL (25YR-24 HR STORM WITH 2 YR RELEASE)-DEVELOPED CONDITIONS 3 IT 10 200 4 IO 5 5 KK SUB 1 RUNOFF FROM SUBBASIN 1 (NORTHWEST WEST CORNER OF SITE) 6 BA .0009 7 PB 3.4 8 PC .004 .008 .012 .016 .020 .024 .029 .032 .036 .040 9 PC .045 .050 .055 .060 .065 .070 .076 .082 .088 .094 10 PC .100 .106 .113 .120 .127 .134 .141 .148 .1562 .1644 11 PC .1726 .1808 .1890 .1972 .2067 .2162 .2257 .2352 .2447 .2552 12 PC .2676 .2810 .2944 .3124 .3304 .3644 .4184 .4454 .4634 .4768 13 PC .4902 .5036 .5124 .5212 .5300 .5388 .5476 .5564 .5652 .5740 14 PC .5828 .5916 .6004 .6092 .6164 .6236 .6309 .6380 .6452 .6524 15 PC .65% .6668 .6740 .6812 .6884 .6956 .7013 .7070 .7127 .7184 16 PC .7241 .7298 .7355 .7412 .7469 .7526 .7583 .7640 .7690 .7740 17 PC .7790 .7840 .7890 .7940 .7990 .8040 .80% .8140 .8190 .8240 18 PC .828 .832 .836 .04 .844 .848 .852 .056 .86 .964 19 PC .m .872 .876 .88 .884 .888 .M .8% .90 .904 10 PC .908 .912 .916 .92 .924 .928 .932 .936 .94 .944 21 PC .948 .952 .956 .96 .964 .968 .972 .976 .99 .984 22 PC .980 .992 .996 1.000 23 LS 0 95 24 UK 125 .014 .10 100 25 RK 1 .003 .021 .0009 CIRC 1 26 KK SD 1 27 KM ROUTE FLOWS THROUGH 24-INCH STORM DRAIN 28 RK 110 .003 .021 CIRC 2 29 KK SUB 2 RUNOFF FROM SUBBASIN 2 30 BA .00064 31 LS 0 95 32 UK 110 .016 .10 100 33 RK 1 .003 .021 .00064 CIRC 1 34 KK CON 1 35 KM COMBINE FLOWS FROM SD 1 AND SUBBASIN 2 36 HC 2 37 KK SD 2 38 KM ROUTE FLOWS THROUGH 14-INCH STORM DRAIN 39 RK 80 .003 .021 CIRC 2 40 KK SUB 3 RUNOFF FROM SUBBASIN 3 41 BA .00027 42 LS 0 95 43 UK 100 .018 .10 100 44 RK 1 .003 .021 .00027 CIRC 1 1' 09-11-1989 11.-22:39.69 HEC-1 INPUT PAGE 2 /17 LINE ID.......i....... .......3.......4.......5.......6.......7.......9.......9.......0 45 KK CON 2 46 KM COMBINE FLOWS FROM SO 2 AND SUBBASIN 3 47 HC 2 48 KK SO 3 49 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 50 RK 140 .002 .021 CIRC 4 51 KK SUB 4 RUNOFF FROM SUBBASIN 4 52 BA .00017 53 LS 0 95 54 UK 70 .014 .10 100 55 RK 1 .003 .021 .00017 CIRC 1 56 KK CON 3 57 KM COMBINE FLOWS FROM SO 3 AND SUBBASIN 4 58 HC 2 59 KK SO 4 60 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 61 RK 135 .002 .021 CIRC 4 62 KK SUB 4A 63 BA .0006 64 LS 0 95 65 UK 118 .015 .10 100 t 66 RK 1 .003 .021 .0006 CIRC 1 67 KK CON 3A 68 KM COMBINE FLOWS FROM SD 4 AND SUBBASIN 4A 69 HC 2 70 KK SD 4A 71 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 72 RK 85 .002 .021 CIRC 4 73 KK 74 KM 'DIVERT' FLOWS FOR COMBINATION WITH FLOWS FROM NORTH AND WEST OF BLDG. 75 DT DSD4A 76 DI 2 4 6 8 77 DO 2 4 6 8 78 KK SUB 5 RUNOFF FROM SUBBASIN 5 (NORTH OF BUILDING) 79 BA .0006 80 LS 0 95 81 UK 105 .014 .10 100 82 RK 1 .003 .021 .0006 CIRC 1 83 KK SO 5 84 KM ROUTE FLOWS THROUGH 48-INCH STORM ➢RAIN 85 RK 148 .002 .021 CIRC 4 r a 09-11-1989 11:22:41.01 HEC-1 INPUT PA6E 3/17 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 86 KK SUB 6 RUNOFF FROM SUBBASIN 6 87 BA .00062 88 LS 0 95 89 UK 125 .014 .10 100 90 RK 1 .003 .021 .00062 CIRC 1 91 KK COX 4 92 KM COMBINE FLOWS FROM SD 5 AND SUBBASIN 6 93 HC 2 94 KK SD 6 95 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 96 RK 133 .002 .021 CIRC 4 97 KK SUB 7 RUNOFF FROM SUBBASIN 7 98 BA .00019 99 LS 0 95 100 UK 75 .023 .10 100 101 RK 1 .003 .021 .00019 CIRC 1 102 KK COX 5 103 KM CDlIBINE FLOWS FROM SD 6 AND SUBBASIN 7 104 HC 2 105 KK SD 7 106 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 107 RK 178 .003 .021 CIRC 4 108 KK 'RETRIEVE• FLOWS COMPUTED FOR SO4A (FROM WEST SIDE OF SITE) 109 DR DSD4A 110 KK COX 6 III KM COMBINE FLOWS FROM NORTHWEST OF BLDG. WITH FLOWS FROM WEST SIDE OF SITE 112 HC 2 113 KK SD 8 114 KM ROUTE FLOWS THROMNOM 48-INCH STORM DRAIN 115 RK 60 .002 .021 CIRC 4 116 KK 117 KM DIVERT FLOWS TO COMBINE WITH FLOWS EAST OF BLDG. & 30-INCH SLOTTED DRAIN 118 DT DSD8 119 DI 2 4 6 8 120 DQ 2 4 6 8 121 KK SUB 8 RUNOFF FROM SUBBASIN 8 (EAST OF BUILDING) 122 BA .00076 123 LS 0 95 124 UK 150 .013 .10 100 125 RK 1 .003 .021 .00076 CIRC I E 09-11-1989 11:22:42.27 HEC-1 INPUT PAGE 4 LINEID.......1.......2...............4.......5.......6.......7.......8........3.......10 126 KK SO 9 127 KM ROUTE FLOWS THROUGH 24-INCH STORM DRAIN 128 RK 162 .003 .021 CIRC 2 129 KK SUB 9 RUNOFF FROM SUBBASIN 9 130 BA .00043 131 LS 0 95 132 UK 115 .014 .10 100 133 RK 1 .003 .021 .00043 CIRC 1 134 KK CON 7 135 KM COMBINE FLOWS FROM SO 9 AND SUBBASIN 9 136 HC 2 137 KK SD 10 139 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 139 RK 163 .002 .021 CIRC 4 140 KK SUB R1 141 KM RUNOFF FROM EAST ROOF DRAIN 142 BA .0007 143 LS 0 98 " 144 UK 210 .02 .10 100 145 RK 40 .005 .021 .0007 CIRC 1 146 KK SUB 10 147 BA .0002 149 LS 0 95 149 UK 65 .019 .10 100 150 RK 1 .003 .021 .0002 CIRC I 151 KK CON 8 152 KM COMBINE FLOWS FROM SD 10, SUBBASIN 10 AND EAST ROOF DRAIN 153 HC 3 154 KK SO 12 155 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 156 RK 107 .002 .021 CIRC 4 157 KK SUB10A ISO BA .00024 159 LS 0 95 160 UK 100 .0275 .10 100 161 RK 1 .003 .021 .00024 CIRC I 162 KK CON 9 163 KM COMBINE FLOWS FROM SO 12 AND SUBBASIN IOA 164 HC 2 09-11-1989 11:22:43.59 HEC-1 INPUT AGE 5/)7 LINEID.......1........ ...............4.......5.......c.......'.......3.......:....... 165 KK SD 13 166 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 167 RK 103 .002 .021 CIRC 4 168 KK SUB R2 169 KM RUNOFF FROM WEST ROOF DRAIN 170 BA .0007 171 LS 0 98 172 UK 210 .02 .10 100 173 RK 35 .005 .021 .0007 CIRC 1 174 KK CON 10 175 KM COMBINE FLOWS FROM SD 13 AND WEST ROOF DRAIN 176 HC 2 177 KK SO 14 179 KM ROUTE FLOWS THROUGH 48-INCH STORM DRAIN 179 RK 75 .002 .021 CIRC 4 180 KK 181 KM DIVERT FLOWS FOR COMBINATION WITH FLOW FROM SLOTTED 30-INCH DRAIN 182 DT DSD14 183 DI 2 4 6 8 184 DQ 1 4 6 8 185 KK SUB 11 RUNOFF FROM SUBBASIN 11 186 KM RUNOFF TO 30-INCH SLOTTED DRAIN ALONG SOUTH SIDE - WEST OF MH 187 BA .0019 188 LS 0 95 189 UK 129 .014 .10 100 190 RK 437 .00001 .021 .0019 CIRC 2.5 191 KK. SUB 12 RUNOFF FROM SUBB ASIN 12 192 KN RUNOFF TO 30-INCH SLOTTED DRAIN ALONG SOUTH SIDE - EAST OF MH 193 BA .0017 194 LS 0 95 195 UK 120 .012 .10 100 196 RK 425 .00001 .021 .0017 CIRC 2.5 197 KK CON 11 198 KM COMBINED FLOW FROM SLOTTED DRAIN ALONG SOUTH SIDE 199 HC 1 200 KK SD 15 201 KM ROUTE FLOW FROM SLOTTED DRAIN THROUGH 48-INCH STORM DRAIN 202 RK 85 .002 .021 CIRC 4 203 KK 'RETRIEVE' COMPUTED FLOWS FROM SD 14 204 DR DSD14 09-11-1989 11:22:44.86 HEC-1 INPUT PAGE 6 /17 LINE ID.......1....... ........3.......4.......5.......6.......7.......8.......3......10 205 KK CON 12 206 KM COMBINE FLOWS FROM SO 15 (SLOTTED DRAIN) WITH FLOWS FROM EAST SIDE 207 HC 2 208 KK SO 16 209 KM ROUTE COMBINED FLOWS THROUGH 48-INCH STORM DRAIN 210 RK 53 .002 .021 CIRC 4 211 KK 'RETRIEVE' COMBINED FLOWS FROM WEST SIDE OF SITE AND NORTHWEST OF BLDG. 212 DR DSD8 213 KK CON 13 214 KM COMBINED PEAK 25 YR. ON-SITE FLOW FOR PROPOSED DEVELOPMENT 215 HC 2 216 KK SD 17 217 KM ROUTE PEAK FLOW THROUGH 48-INCH STORM DRAIN TO CONTROL/BYPASS MANHOLE 218 RK 20 .005 .021 CIRC 4 219 KK RES 1 220 KM ROUTE HYDROGRAPH THROUGH DETENTION SYSTEM WITH 2 YR. RELEASE = 0.48 CFS 221 KO 1 2 222 RS 1 ELEV 10.4 223 SV 0 .05 .24 .52 .60 .61 .93 1.0 224 SE 10.4 12 13.5 15.5 17.5 18 18.5 18.6 225 SQ 0 .21 .30 .38 .45 .465 .48 .49 116 11 4 Pny� 7�17 SCHEMATIC DIAGRAM OF STREAM NETWORK .: INPUT LINE (V) ROUTING (---i) DIVERSION CR PUMP FLOW x NO. (.) CONNECTOR (C---) RETURN OF DIVERTED OR PUMPED FLOW 5 SUB 1 V V 26 SD 1 29 SUB 2 34 COM I............ V V 37 SD 2 40 SUB 3 45 CON 2............ .. �' V R, n 48 SO 3 51 SUB 4 56 CON 3............ j V . V 59 SO 4 4� r 336 62 SUB 4A 67 CON 3A............ �. V V 70 SO 4A r 75 -------- DSD4A } 73 r 78 SUB 5 • V V 83 SD 5 4� SUA 6 31 COM 4............ p a Q e- 8/17 v J v 34 SD 6 97 SUB 1 102 CON 5............ v v 105 SO 1 109 ------- DSD4A 108 110 CON 6............ V V 113 SD 8 118 ------- DSD8 116 W. 121 SUB 8 V V 126 SD 9 129 SUB 9 134 CON 7............ V V 137 SD 10 140 SUB R1 146 SUB 10 151 CON 8........................ V V 154 SO 12 a; 157 SUB10A 162 CON 9............ x.: v V 9 165 SO 13 168 SUB R2 174 con 10............ . v v 177 SO 14 i 182 .-------> DSD14 ISO 185 SUB 11 i 191 SUB 12 40 197 CON 11............ v 200 SD 15 40. 204 .(- DS014 203 205 con 12............ 208 SD 16 212 ------- DSDB 211 213 CON 13............ V V 216 SO 17 V +, 219 RES i ( Gat-lr20 i.. / 5Y PA55 MAN H0 L.E ) (ft+) RUNOFF ALSO COMPUTED AT THIS LOCATION i er eM pale- 10/1-7 }ttt FLOOD HYDROGRAPH PACKAGE HEC-1 (MSDOS VERSION) - JANUARY 1988 DODSON AND ASSOCIATES, INC. 7015 W TIDWELL, HOUSTON TEXAS 77092, PHONE (713)895-8322 ffff DRAINAGE ANALYSIS FOR FAA BUILDING HEC-1 MODEL (25YR-24 HR STORM WITH 2 YR RELEASE)-DEVELOPED CONDITIONS 4 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 10 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NO 200 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0910 ENDING TIME COMPUTATION INTERVAL .17 HOURS TOTAL TIME BASE 33.17 HOURS ENGLISH UNITS Afff #t fff i#f ftf fft ifi ff# fit Of }}} iff t}i iff fit t}} fff iff f}} }}} }}} }}f tff iff ifi fff }it fif i}i ifi ift iff iff iiftftffffftft }, 219 KK f RES 1 f f f ffiiftffffftff 221 KO OUTPUT CONTROL VARIABLES IPRNT 1 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA 222 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 10.40 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 223 SV STORAGE(W_.-F'r ,0 .05 .24 .52. .60 .61 .93 1.0 224 SE ELEVATION(FT.) 10.40 12.00 13.50 15.50 17.50 18.00 18.50 18.60 b.225 SO DISCHARGE(cF5) O.o 0.2-1 0.30 0.38 0.45 0.`t65 0.H8 0.49 i page. 11 +t#ttfttt+##ttft#ttft#+t#tt#+fttttf+f+}}+f#tt+ttt{{f}t+##}fftfff+fff+f+tf#t#fttft+itt+tt++ftttt+++f#t#+#{+f+tf#ttf+f#t t# fft#+#t HYDR06RAPH AT STATION RES 1 ( ZS -`{v. fftfttftft#}}tfttfttfff}ttftffffffftft}ffftfftft}{}}fftftfff}f}}f+f}}fft}f}tftffftffftt#fffffttff#}fff}tfftftfftfft+tfftff#+tfffft+ DA MON HRMN ORD OUTFLOW STORAGE STAGE + DA MON HRMN ORD OUTFLOW STORAGE STAGE } DA MON HRMN ORD 'OUTFLOW STORAGE STAGE + } 1 0000 1 0. .0 10.4 t 1 1110 68 0. 18.1 f 1 2220 135 0. 9 :3.4 1 0010 2 0. .0 10.4 } 1 1120 69 0. .7 18.1 f i 2230 136 0. 9 19.11 1 0020 3 0. 0 10.4 # 1 1130 10 U. .1 18.1 f 1 2240 137 0. ? 13.4 1 0030 4 0. .0 10.4 t 1 1140 /1 0. 1 18.1 f I MO 138 0. .9 18.4 1 0040 5 0. .0 10.4 t 1 1150 12 0. .7 18.2 f 1 2300 139 0. .9 4.3.4 1 0050 6 0. .0 10.4 t 1 1200 73 0. .7 18.2 f 1 2310 140 0. .9 18.4 1 0100 7 0. .0 10.4 t 1 1210 74 0. .7 18.2 # 1 2320 141 0. .9 18.4 1 0110 8 0. .0 10.4 t 1 1220 75 0. .7 18.2 # 1 2330 142 0. .9 18.4 1 0120 9 0. .0 10.4 t 1 1230 76 0. .7 18.2 f 1 2340 143 0. .9 18.4 rA 1 0130 10 0. .0 10.4 t 1 1240 77 0. .7 18.2 # 1 2350 144 0. .9 18.4 1 0140 11 0. .0 10.4 f 1 1250 78 0. .7 18.2 f 2 0000 145 0. :9 18.4 1 0150 12 0. .0 10.4 t 1 1300 79 0. .8 18.2 f 2 0010 146 0. .9 19.4 1 0200 13 0. .0 10.4 t 1 1310 80 0. .8 18.2 # 2 0020 147 0. .9 18.4 1 0210 14 0. .0 10.4 t 1 1320 81 0. .8 18.2 f 2 0030 148 0. .9 18.4 1 0220 15 0. .0 10.5 # 1 1330 82 0. .8 18.2 f 2 0040 149 0. .9 19.4 1 0230 16 0. .0 10.5 f 1 1340 83 0. .8 18.3 f 2 0050 150 0. .9 18.4 1 0240 17 0. .0 10.5 f 1 1350 84 0. .8 18.3 f 2 0100 151 0. 1 .9 18.4 1 0250 18 0. .0 10.6 f 1 1400 85 0. .8 18.3 # 2 0110 152 0. .8 18.4 ' 1 0300 19 0. .0 10.6 f 1 1410 86 0. .8 18.3 f 2 0120 153 0. .8 18.4 1 0310 10 0. .0 10.7 f 1 1420 87 0. .8 18.3 f 2 0130 154 0. .8 18.4 1 0320 21 0. .0 10.8 f 1 1430 88 0. .8 18.3 f 2 0140 155 0. .8 18.3 1 0330 22 0. .0 10.9 f 1 1440 89 0. .8 18.3 f 2 0150 156 0. .8 18.3 1 0340 23 0. .0 11.0 f 1 1450 90 0. .8 18.3 f 2 0200 157 0. .8 18.3 1 0350 24 0. .0 11.2 # 1 1500 91 0. .8 19.3 f 2 0210 158 0. .8 18.3 �._ 1 0400 15 0. .0 11.3 f 1 1510 91 0. .8 18.3 f 2 0220 159 0. .8 18.3 1 0410 26 0. .0 11.5 f 1 1520 93 0. .8 18.3 f 2 0230 160 0. .8 18.3 1 0420 27 0. .0 11.6 f 1 1530 94 0. .8 18.3 f 2 0240 161 0. .8 18.3 1 0430 28 0. .0 11.8 f 1 1540 95 0. .8 18.3 f 2 0250 162 0. .8 18.3 1 0440 29 0. .1 12.0 f 1 1550 96 0. .8 19.3 f 2 0300 163 0. .8 19.3 1 0450 30 0. .1 12.0 t 1 1600 91 0. .8 18.3 f 2 0310 164 0. .8 18.3 1 0500 31 0. .1 12.1 t 1 1610 98 0. .8 18.3 f 2 0320 165 0. .8 18.2 1 0510 32 0. .1 12.2 f 1 1620 99 0. .8 18.3 f 2 0330 166 0. .8 18.2 1 0520 33 0. .1 12.2 # 1 1630 100 0. .8 18.3 f 2 0340 167 0. .8 18.2 1 0530 34 0. .1 12.3 f 1 1640 101 0. .8 18.3 f 2 0350 168 0. .7 18.2 1 0540 35 0. .1 12.3 f 1 1650 102 0. .8 18.3 f 2 0400 169 0. .7 18.2 1 0550 36 0. .1 12.4 f 1 1700 103 0. .8 18.3 f 2 0410 170 0. .7 18.2 �. 1 0600 37 0. .1 12.5 f 1 1710 104 0. .8 18.4 f 2 0420 171 0. .7 18.2 1 0610 38 0. .1 12.6 f 1 1720 105 0. .8 19.4 f 2 0430 172 0. .7 18.2 1 0620 39 0. .1 12.7 f 1 1730 106 0. .8 18.4 f 2 0440 173 0. .7 18.2 1 0630 40 0. .1 12.7 # 1 1740 107 0. .8 18.4 # 2 0450 174 0. .7 18.2 1 0640 41 0. .2 12.8 t 1 1750 108 0. .8 18.4 f 2 0500 175 0. .7 18.1 1 0650 42 0. .2 12.9 # 1 1800 109 0. .8 18.4 f 2 0510 176 0. .7 18.1 1 0700 43 0. .2 13.0 f 1 1810 110 0. .8 18.4 f 2 0520 177 0. .7 18.1 1 0710 44 0. .2 13.2 f 1 1820 111 0. .8 18.4 f 2 0530 178 0. .7 18.1 1 0720 45 0. .2 13.3 # 1 1830 112 0. .8 19.4 f 2 0540 179 0. .7 18.1 1 0730 46 0. .2 13.5 f 1 1840 113 0. .8 18.4 f 2 0550 180 0. .7 18.1 1 0740 47 0. .3 13.7 f 1 1850 114 0. .8 18.4 f 2 0600 181 0. .7 18.1 1 0750 48 0. .3 14.0 f 1 1900 115 0. .8 18.4 f 2 0610 182 0. .7 18.1 1 0800 49 0. .4 14.5 # 1 1910 116 0. .8 18.4 f 2 0620 183 0. .7 18.1 1 0910 50 0. .4 14.8 # 1 1920 117 0. .8 18.4 f p7 0630 184 0. .6 18.1 1 0820 51 0. .5 15.1 f 1 1930 118 0. .8 18.4 f 2 0640 185 0. .6 18.0 1 0830 52 0. .5 15.3 f 1 1940 119 0. .8 18.4 f 2 0650 186 0. .6 19.0 1 0840 53 0. .5 15.5 # 1 1950 120 0. .8 18.4 f 2 0700 187 0. .6 18.0 1 0850 54 0. .5 16.0 t 1 2000 121 0. 8 18.4 f 2 0710 188 0. .6 18.0 ��• 1 0900 55 0. .6 16.4 # 1 2010 122 0. .9 18.4 # 2 0720 189 0. .6 18.0 1 0930 58 0. .6 17.2 f 1 1040 115 0. .9 18.4 t 2 0750 192 0. .6 17.4 1 0940 59 0. .6 17.5 f 1 2050 116 0. .9 18.4 t 2 0800 193 0. _1 0950 60 .0. .6 18.0 f 1 1100 121 0. 9 18.4 f 2 0810 194 0. ; i7.i 1000 0l 0. 6 18.0 t 1 2110 128 0. .9 18.4 f 2 0820 195 0. .6 i6.9 1 1010 62 0. .6 18.0 f 1 2120 129 0. .9 18.4 } 2 0830 196 0. .6 16.8 1 1020 63 0. .6 18.0 } 1 2130 130 0. .9 18.4 } 2 0840 197 0. .6 1;.6 1 1030 64 0. .6 18.1 f 1 2140 131 0. .9 18.4 } 2 0850 198 0. .6 116.5 1 1040 65 0. .7 18.1 f 1 2150 132 0. .9 19.4 t 2 0900 199 0. 6 16.4 i 1050 66 0. .7 18.1 f 1 2200 133 0. .9 18.4 f 2 0910 00 0. .5 16.-' 1 1100 67 0. .7 18.1 t 1 2210 134 0. .9 18.4 f f f 4fftffttt}tf}}}}f}tttfff}f}}}}}}t}}f}}}}f}}}f}}ff}}}fftfft}f}ftftft}ttfffffff}}}}fffffff}tt}}}f}tf}}f}}fffttffffftft}fffftfff}}ffff PEAK FLOW TIME MAXIMUM AVERAGE FLOW 0. 23.67 (CFS) 0. 0. 0. 0. (INCHES) 1.231 4.849 5.489 5.489 (AC-FT) 0. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 33.17-HR 1. 23.83 0.9 a.7 Q PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 33.17-HR '.8.41 24.17 18.39 18.15 16.47 16.47 CUMULATIVE AREA = .00 SA MI 4' i' 13/17 r- STATION RES - CONTROL / BYPA55 MANHOL-E (I) INFLOW, (0) OUTFLOW C C F s ) r 0. 1. 2. 3. 4. 5. 0. 0. 0. 0. (S) STORAGE ( AC-KE FT. ) 0 .0 .0 .0 .0 .0 .0 .4 a 1.2 v .0 .0 `. OAHRMN PER 10000 lI-----------------------------------------------------------5---------.---------.---------.---------.--------- --------- 10010 2I S IV 10020 3I S 10030 4I S 10040 5I S r 10050 6I S 10100 7I S 10110 8I S r, 10120 9I S 10130 101 .� S 10140 11I . . . . . . . . . . . . . . . . . . . . . . . . -- 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10150 12I .� 1-i S 10200 13I --fi S 10210 14I .moo S r 10220 150I S 10230 160I S 10240 1701 .� _ s �.. 10250 180I "{o S 10300 190 I S 10310 200 1 N () s r10320 21.0.I. . . . . . . . . . . . . . . . . . . . . . . .� ° . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10330 22.0 I , -}_S 10340 23.0 1 S it 10350 24.0 I - .S 0410 26.0 1 , N K ,s mp 10420 21. D I .S 10430 28. 0 I , r 's 10440 29. 0 I . o p .S ip 10450 30. 0 I .1 (p .S 10500 31. 0 . .I. . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10510 32. 0 I CC//jj s r 10510 33. 0 I .Ip S 10530 34. 0 I S 10540 35. 0 I S 10550 36. 0 I. S 10600 37. 0 I 6 h r ii S 10610 38. 0 . -Z S r 10620 39. 0 . • S 10630 40. 0 . J S 10640 41. .0. . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . r 10650 42. 0 . () S 10700 43. 0 I T S 10710 44. 0 . C S 10720 45. 0 S 10730 46. 0 S t 10740 47. 0 S (� 10750 48. 0 S . 10800 49. 0 S. 10810 50. 0 .S 10820 51. 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . r. 10850 54. 0 I s . 10900 55. 0 I s 10910 5¢. 0 I g 4 17 10920 57. 0 I s 10930 58. 0 I S 10940 59. 0 I s 10950 60. 0 I S 11000 61. . .0. . . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .s. . . . . . . . . . . . . . . . . . . . . . 11010 62. 0 I s 11020 63. 0 I 3 11030 64. 0 s 11040 65. 0 I s 11050 66. 0 I s 11100 67. 0 1 S 11110 68. 0 I S II120 69. 0 I s 11130 70. 0 I S 11140 71. . .0. I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 . . . . . . . . . . . . . . . . . . . . . 11150 72. 0 I S , 11200 73. I I Z h r. S , , 11210 74. 0 S . 11220 75. 0 I S . 11230 76. 0 I S . 11240 77. 0 I S. 11250 78. 0 I. S. 11300 79. 0 I S. 11310 80. 0 I . S. 11320 81. .0. I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .S. . . . . . . . . . . . . . . . . . . . . 11330 82. 0 I S. 11340 83. 0 I : A fl S. 11350 84. 0 I . j x S. 11400 85. 0 I . . s S. 11410 86. 0 I . ° S r: 11420 87. 0 I S 11430 88. 0 I S 11440 89. 0 I . 170 S -:. 11450 90. 0 I . O S 11500 91. . .0.I. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 . . . . . . . . . . . . . . . . . . . . 11510 92. 0 I -� A S 11520 93. 0 I . Q° CA S , 11530 94. 0 I S 11540 95. 0 I . T fi . S , -. 11550 96. 0 I o S 11600 97. 0 I S 11610 98. 0 I .S 11620 99. 0 I n .S 11630 100. 0 I o .S 11640 101. . .0.I. . . . . . . . .j-a-. . . . . . . . . . . . . . . . . . . . . . . . . .S. . . . , . . . . . . . . . . . . . . . 11650 102. 01 .S 11700 103. 0I .S 11710 104. 01 .S 11720 105. 0I .S 11730 106. I .S 11740 107. I .S 11750 108. I .S 11800 109. I 8 h r' .S 11810 110. I .S 11820111. . ,I. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .S. . . . . . . . . . . . . . . . . . . . 11930 112. I S 11840 113. I ¢.S , 11850 114. I S 11900 115. I S 11910 116. I .S 11920 117. I S 11950 120. I S 12000 121. .I. . . . . . . . . . . . . . PQ 12020 123. I J r • .J 12030 124. S 12040 125. I r 12050 126. I ,S 12100 127. I S 12110 128. I .S ' ` 12120 129. i •S 12130 130, I? 12140131. . .I. . . . . . . . . . . . . . . . . . . . . ..I 12150 132. I S . . . . . . . . . . . . . . . . . . . 12200 133. I ,S 12210 134. I S ' 12220 135. I S . 12230 136. I S ' 12240 137. I ' • S 12250 138. I S ' 12300 139. I S ' 12310 140. I S ' 12320141. . .I. . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . 12330 142. I S 12340 143. I ' 12350 144. I II S ' 20000 145. I Z-`f N ►'• ' • S 20010 146. IO S ' r.: 20020 147. I 0 S ' 20030 148. I 0 S ' 20040 149. I D S ' op, 20050 150.1 0 ,$ ' 20100 151.1. .0. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .S. 20110 152.1 0 • .S t� 20120 153.I 0. ' 20130 154.I 0 S • O _ ' • � 20140 1551 D 3. •S • � G ' 20150 156I 0 ,S 20200 1571 0 ' 20210 158I 0 8 ' �►► 20220 159I 0 S CR m 20230 1601 0 S 20240 161I . .0. . . . . . . . . . . S . ' n(n , 20250 162I 0 . . : . . . . . . . S . . . �.� . . . . . . . . . . 20300 163I 0 20310 1641 0 SS 20320 165I 0 S. W ' 20330 1661 0 S. • -�D 0 ' 20340 167I 0 S. -4 ' 20350 1681 0 O ' 20400 169I 0 S. o p 20410 110I 0 S . O 61 ' a 20420 171I . .0. . . . . . . . . . . . . . . . . . . S . p.rn , 20430 172I 0 S . " ' 20440 1731 0 S 20450 1741 0 S 20500 1751 0 S 20510 176I 0 S ' s' 20520 177I 0 S ' 20530 1781 0 43 ' 20540 179I 0 S ' 20550180I 0 S ' 20600181I . .0. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5. . 20610 1821 0 S 20620 183I 0 S .. t RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERA6E FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 14-HOUR 71-HOUR AREA STA6E MAX STAGE CGFS) Coke-) (IHiI-) HYDROGRAPH AT SUB 1 0.5 7.83 0. 0. 0. .0009 ROUTED TO SO 1 0.5 7.83 0. 0. 0. .0001 HYDR06RAPH AT SUB 2 0.4 7.83 0. 0. 0. .000 G 4 2 COMBINED AT COM 1 0.9 7.83 0. 0. 0. .00154 ROUTED TO SO 2 0.9 7.83 0. 0. 0. .001514 HYDR06RAPH AT SUB 3 0.2 7.83 0. 0. 0. .00 0 2-7 2 COMBINED AT CON 2 1.0 7.83 0. 0. 0. .00181 ROUTED TO SO 3 1.0 7.83 0. 0. 0. .0018 1 HYDR06RAPH AT SUB 4 0.1 7.83 0. 0. 0. .o0 o 0 1 COMBINED AT CON 3 1.1 7.83 0. 0. 0. .00198 r ROUTED TO SO 4 1.1 7.83 0. 0. 0. .00198 HYDRO6RAPH AT SUB 4A 0.3 7.83 0. 0. 0. .000(o 2 COMBINED AT CON 3A 1.4 7.83 0. 0. 0. .00 2 58 ROUTED TO SD 4A 1.4 7.83 0. 0. 0. .002.58 DIVERSION TO DSD4A 1.4 .17 0. 0. 0. .00 z.5 8 HYDR06RAPH AT 0.3 .17 0. 0. 0. .00 HYDR06RAPH AT SUB 5 0.3 7.83 0. 0. 0. .000 6 ROUTED TO SD 5 0.3 7.83 0. 0. 0. .00 0 6 HYDROINM AT SUB 6 0.4 7.83 0. 0. 0. .00062- 2 COMBINED AT CON 4 4.1 7.83 0. 0. 0. .001�-�- ROUTED TO SO 6 03 7.63 0. 0. 0. .001 Z Z HYDR06RAPH AT SUB 7 0.1 7.83 0. 0. 0. .000 19 2 COMBINED AT CON 5 0.6 7.83 0. 0. 0. .00141 ROUTED TO SO 7 CA 7.83 0. 0. 0 .0014 1 HYDR06RAPH Al C D 5 L> 1.4 7.83 0. 0. 0. .00 Z58 2 COMBINED AT CON 6 2. 1 7.83 1. 0. 0. .00 3 99 DIVERSION TC DSDB . 1 ;1 ,HYDROGRAPH AT 0. J. 0 DO HYDROGRAPH AT SUB 8 G.`i 7.83 0. 0. ). .00 C 1 ROUTED TO SD 9 0.4 7.83 0. 0. 0. .00 0 HYDROGRAPH AT SUB 0.-- 7.83 0. 0. 0. GG ? COMBINED AT CON 7 1.6 7.83 0. 1, 0. 00 I; POUTED TO SD 10 Q.b 7.83 0. 0. 0. .00i1 HYDROGRAPH AT SUB R1 0.4 7.83 0. 0. 0. .0007 HYDROGRAPH AT SUB 10 0. 1 7.83 0. 0. 0. .000 2 3 COMBINED AT COM 8 1. 1 7.83 0. 0. 0. .00 Z 0 ROUTED TO SO 12 1.1 7.93 0. 0, 0. .00 Z, HYDROGRAPH AT SUB10A 0. 1 7.83 0. 0. 0. .00 0 2 COMBINED AT CON 9 l.Z. 7.83 0. 0. 0. .00 Z 3 3 ROUTED TO SO 13 l.Z 7.83 0. 0. 0. .00 2- HYDROGRAPH AT SUB R1 0.4 7.83 0. 0. 0. .000-T I 2 COMBINED AT COM 10 Z.[7 7.93 0. 0. 0. .00303 ROUTED TO SO 14 1.6 7.83 0. 0. O. .00303 ---DIVERSION TO DSD14 1.6 .17 0. 0. 0. .003o 3 HYDROGRAPH AT 0. .17 0. 0. 0. .00 rf HYDROGRAPH AT SUB 11 G.8 8.00 0. 0. 0. .0019 HYDROGRAPH AT SUB 12 0.7 8.00 0. 0. 0. .001-7 2 COMBINED AT COM 11 1.5 8.00 1. 0. 0. .0036 ROUTED TO SD 15 1.5 8.00 1. 0. 0. .0036 -HYDROGRAPH AT 'J S D I't f.b 7.83 0. 0. 0. .00 2 COMBINED AT CON 12 2-9 8.00 1. 1. 0. .00663 ROUTED TO SD 16 L 9 8.00 1. 1. 0. .00 6 3 - HYDROGRAPH AT C s $ 2. 1 7.83 1. 0. 0. .00 3 9 9 2 COMBINED AT CON 13 9.9 7.B3 2. 1. 1. ,ODa 6-2- ROUTED TO SD 17 4.S 7.83 2. 1. 1. .080 6 2 ROUTED TO RES 1 0.`t8 23.67 0. 0, 0. 0_ 18.41 24,17 L END OF HEC-1 ff; 06-03-1989 12:13:50.80 HEC-1 INPUT PAGE 1 /5 LINE ID.......1.......2.......3.......4.......5.......6.......7.......a.......9......10 *DIAGRAM 1 ID DRAINAGE ANALYSIS FOR FAA BUILDING-CAPACITY OF RAYMOND AVE. STORM DRAIN 2 ID HEC-1 MODEL (25YR-24 HR STORM) FOR ZAiSTING CONDITIONS 3 IT 10 200 - Pre--4;0IJS Sv6-w,'! 4 10 5 For N o C-k Referrer c.� ��Y ) J 5 KK SUB 1 RUNOFF FROM EXISTING SUBBASIN 1 I 6 KM RUNOFF FROM PUGET POWER SUBSTATION 7 BA .001 8 PB 3.4 ( z5 9 PC .004 .008 .012 .016 .020 .024 .028 .032 .036 .040 10 PC .045 .050 .055 .060 .065 .070 .076 .082 .088 .094 11 PC .100 .106 .113 .120 .127 .134 .141 .148 .1562 .1644 12 PC .1726 .1808 .1890 .1972 .2067 .2162 .2257 .2352 .2447 .2552 13 PC .2676 .2610 .2944 .3124 .3304 .3644 .4184 .4454 .4634 .4768 14 PC .4902 .5036 .5124 .5212 .5300 .5388 .5476 .5564 .5652 .5740 15 PC .5828 .5916 .6004 .6092 .6164 .6236 .6308 .6380 .6452 .6524 16 PC .6596 .6668 .6740 .6812 .6884 .6956 .7013 .7070 .7127 .7184 17 PC .7241 .7298 .7355 .7412 .7469 .7526 .7583 .7640 .7690 .7740 18 PC .7790 .7840 .7890 .7940 .7990 .8040 .8090 .8140 .8190 .8240 19 PC .828 .832 .836 .84 .844 .848 .852 .856 .86 .864 20 PC .868 .872 .876 .88 .884 .888 .892 .896 .30 .904 21 PC .908 .912 .916 .92 .924 .928 .932 .936 .94 .944 22 PC .948 .952 .956 .96 .964 .968 .972 .976 .98 .984 23 PC .988 .992 .995 1.000 24 LS 0 89 25 UK 200 .01 .15 100 26 RK 400 .01 .012 .001 CIRC 1 27 KK SD 28 KM ROUTE FLOWS FROM SUBBASIN 1 THROGH RAYMOND AVE. 12-INCH STORA DRAIN 29 RK 262 .002 .012 CIRC 1 30 KK SUB2A RUNOFF FROM SUBBASIN 2A 31 KM RUNOFF FROM EASTER`I PORTION OF UNDEVELOPED GSA SITE 32 BA .007 33 LS 0 61 34 UK 520 .011 .3 100 35 RK 190 .005 .012 .007 CIRC 1.5 36 KK SUB2B RUNOFF FROM SUBBASIN 2B 37 KM RUNOFF FROM WESTERN PORTION OF UNDEvELOPED GSA SITE 38 BA .004 39 LS 0 85 40 UK 90 .01 .20 100 41 RK 130 .005 .012 .004 42 RK 320 .005 .012 .004 CIRC 2 43 KK COM 1 44 KM COMBINE FLOW FROM SUBBASINS 2A A-ND 25 (UNDEVELOPED GSA SITE) 45 HC 2 06-03-1989 12:13:51.79 HEC-1 INPUT PAGE 2 5 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 46 KK SUB 3 RUNOFF FRO9 SUBBASIN 3 47 KM RUNOFF FROM GROUP HEALTH WAR&OUSE FACILITY 48 BA .004 49 LS 0 55 50 UK 100 .01 .10 100 51 RK 600 .005 .012 .004 CIRC 2 52 KY, SUP 4 RUNOFF FROM SUBBASIN 4 53 KM RUNOFF FROM VALLEY OFFICE PARK 54 BA .003 55 LS 0 95 56 UK 120 .008 .10 100 57 RK 470 .002 .012 .003 CI; 1 58 KK COM 2 59 KM COMBINE FLOWS FROM COM 1 AND SUPPASINS 1,3 AND 4 60 KO 1 2 61 HC 4 62 KK SD 63 KM ROUTE FLOWS FROM COM 2 THROUGH RAYMOND AVE. 21-INCH STORM DRAIN 64 RK 190 .0013 .012 CIKC 1.75 65 KK SD 66 KM ROUTE FLOWS THROUGH RAYMOND AVE. 24-INCH STORM DRAIN 67 RK 301 .0022 .012 CIKC 2 68 KK SD 69 KM ROUTE FLOWS THROUGH RAYMOND AVE. 27-?NCH STORM DRAIN 70 RK 192 .0049 .012 CIKC 2.25 71 II P°`jam 3�S SCHEMATIC DIAGRAM OF STREAM NETWORK - n ST I N G Co N D t T I o N S 1 INPUT LINE (V) ROUTING t--->) DIVERSI04 OR PUMP FLOW 1 NO. (.) CONNECTOR !(---) RETURN OF DPVERTED OR LUMPED FLOG 5 SUB 1 Pvq e# Power- SubS�a 1 V J V 21 M SD 30 SUA2A (G5A Sites - EaSI Po''IiO'"� 36 SUB2B C G 5 A S i te- 43 COM I............ 1 II 11 46 SUB 3 ( Gvov f HeajtL WorehooSe 52 SUB 4 da l��Y Off ice' Park 58 COM 2.................................... � V V 62 21�SD V V 65 -aS SD � V V 68 Z"t SD RUNOFF ALSO COMPUTED AT THIS LOCATION 10200 130 ' 10210 140 10220 150 10230 16;0 F L Q VV ( C•F 5) . 10240 17.0 ' 10250 18. 0 10300 19. 0 ' 10310 20. 0 Z,•p 3• y :p S :o 6;p 10320 21. . 0 . . . . . . .��. . . . . . . . ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10330 22. 0 -r• j0 10340 2"s. 0 Jt T- , 10350 24. 0 10400 25. 0 "{ �• 3 10410 26. 0 . 70 , o Z 10420 27. 0 Z • l7 10430 28. 0 . 10440 29. 0 • 1 10450 30. 0• " 10500 31. . . . . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I11. . . 10510 32. .0 , 10520 33. D . LA 10530 34. 0 ' O 10540 35. D O T• 70 10550 36. 10600 37. G 3 p 10610 36. 0 To •0 10620 39. 0 . 3 ' y 10630 40. 0 • 10640 41. . . . . . . . .0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .0 10650 42. 10 . n 10700 43. _ 10710 44. Z �cn 10720 45. 10730 46. L 10740 47. . 10750 48. . n 10804 49. O 10810 50. ' Z 10820 51. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . p. . . 10830 52. 10840 53. 0 • Z 10850 54. •0 10900 55. p to 10910 56. 0 Tr 10920 . 57. D -TI 10930 58. 0 10940 59. 0 o 10950 60. 0 11000 61. . . . . . . . . . . . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i'. . 11010 62. 0 11020 63. 0 U 11030 64. 0 N 11040 65. 0 n 11050 66. 0 11100 67. 0 11110 68. •0 11120 69. •0 11130 70. •0 ' 11140 71. . . . . . . . . . . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11150 72. • 0 . . 11200 73. . U ' 11210 74. . 0 . 11220 75. . 0 (� 11230 76. . 0 • S/�, 8boc� Pad sis RUNOFF SUFMARY FLOW IN CUBIC FEE; PER SECOND TIME IN HOURS, AREA I4 SQUARE MILES PEAK TIME OF AVERAGE FLEW FOR MAXIMUM PERIOD BASIA MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT SUB 1 0. 8.00 0. 0. 0. .00 ROUTED TO 12' SD 0. 8.00 0. 0. 0. .00 HYDROGRAPH AT SUB2A 0. 14.50 0. 0. 0. .01 HYDROGRAPH AT SUB2B 1. 8.00 0. 0. 0. .00 2 COMBINED AT COY 1 1. 8.00 0. 0. 0. .01 HYDROGRAPH AT SUB 3 2. 7.83 1. 0. 0. .00 HYDROGRAPH AT SUB 4 2. 7.83 0. 0. 0. .00 4 COMBINED AT COM 2 5. 7.83 2. 1. 1. .02 ROUTED TO 'z�� SD 5. 7.83 2. 1. 1. .02 ROUTED TO 2`i SD 5. 7.83 2. 1. 1. .02 ROUTED TO � SD 5. 8.00 2. 1. 1. .02 *** NORMAL END OF HEN Of z� - ,rc-- Storti,.. = 6.z �fS c fiow , ftAll P Y � t OYH E AUS'`TIN COMPUTATION COMPANY SHEET DESIGNERS • ENGINEERS • BUILDERS rr LISTED BY t �V OWNER / �� V �� a J3►' EST. NO. CHECKED BY LOCATION �� -� ! 'L SHEET / " OF CONTRACT NO.89 5 4-7-7 DATE o IBj 12a 5-5 a-h hole, -' ID a:7e- e-r e vifiCe- (� = CA z � G Z q Q - 0 . 48 Ailowatle. �P Ieo,Se-) G = 0 . G2- q = 3z . Z rl - 1 01 4 I " - outIe'I pIr- 1�,ucvl IS • 5 — lo . y = 8 • I ff . p . o339 Ft" 0 .62 2- ( 3Z . 'Z- ( 8 . I ) D _ F-�R, o . zo77 Ffi, R EQ I -� U5e- Z ��., i�,c� O►'iriLe, d�a'lrele.Y !t FORM NO.48 � a t MTHE AUSTIN COMPUTATION COMPANY SHEET DESIGNERS ENGINEERS BUILDERS r t LISTED BY I_ OWNER rU V O EST. NO. CHECKED BY LOCATION 7 F�� ; I _ SHEET OF �- CONTRACT NO. S 2 - 5 f7-7 DATE 9 /.a g AJaI abler J�I �r�I IOvG e VOID rn d F.l e-yck o-n I8.5 Ia Z . SfioVti,-, Dra;�,s 3 3 5 L . F. x 3 . ly S, f. = I , 0 50 C,F . `i , 380 L, F.' n lz , 5 (6 = 1-7) 380G -F (5,j�,TJa1 = 18 ) g30 c .F . 30 - 862 L.F. x H . 91 s,F — y � ZO C.F. Avai e-le:,,lio-n Storage- i7, pipes` = Z7-)G o o c,F . J 1 I p II To Slott--) 3Q- IY,Gh J OrYn Drai-n : soft. F-L.I8.5i1 EL. . o i L_• F. x S o ' x 0. 5 = 10 800 C.F . PI foy PPS L—, -n7f�7s FORM NO.48 i 4 OYH E AUSTIN COMPUTATION COMPANY SHEET DESIGNERS ENGINEERS BUILDERS LISTED BY L tnJ OWNER Eu r O T-yl v j >Y EST. NO. CHECKED BY p LOCATION C S '- SHEET Z OF �- CONTRACT NO. ? / -S`+77 DATE 9 189 Pya� Ia�1!Et. �30✓Q .. e, Vo Q A110"i O-Ji-n l0 6 -rrck le.pl h at Calch ba5i-- ?I�valli o-r. 18 . 5 ) I P where; = S�rfa�P area �ver�c� �Y po�•.,p� ir � S•F• � I 1 ft TJal Po�111 -n to C� - i,,ch dep�h - 3 , 5 00 c F. `� 1 3) r a-. Nil T; al 5 o y al ;�, -�Ia�,l�o� �.s E m a's = 3 ) 600 �. I 7oT aI available- Je-tprTion SIOra e, t0 ?I�✓atl0 1,8.5 = 2-2. ,600 t- Jo , goo t 3) Soo t- 3 , 600 = /40 , 500 C,F �Zj . Fro'r'•N rises - I � ,alIsI � Rasalt- , re_IuI re, de_I - ,, �o->, Slbrag2 = 0 . 9 Acre- - f t 1 = 39 , Zoo c .F. 3 � P [' I I\j 5T O r-rY, • r a i-r. P I a-r, FO Y• "Yn a-n e- G$ FORM NO.48 40 20 0 49 11 THE RUST IN 1 I I HOLMES w I SEATTLE l COMPANY 1 ,p ELECTRIC Q i LUMBER —� W ---- I I � ' f I Z 17.00,I --- — o2�.er -w e9 ss zs=c 5W 6TF�5TR T—-—-� ` — --- ---�--- ----- --I-- I -- -- =1� -- (16.6> (17. 7) ' (20.0 Ir f .0.0- - - ------ --- --- --- - - -- -------- -- -------- \ �- I/'--- P 2 II I i i I � voao1Ro roOioI� t .quo a SURFACE I vaolNc ,00 ® I 490 a a I sum, 3 W!I j t E PUGET POWER I - ACEI ` I �I I P01DS a 8 SUBSTATION 8 I \ I - a I I 1 _ICA Z SURFACE vaRolRcCIF GROUP HEALTH 2&219 2 I c /1 ACE I NG I -- ® I I I I I I COMPUTER I Ts ' so+ ® I I I RCIF I I I SERVICES II II -ira 3 A 17 I I I Pd01 L_ vaornc 190 cv - _ I � c11e.x> III 97) I I- 'A I W-1 .2 G 1 ��RG 1 \ I I yI I t.� �(• I III I I �. SURFACE c i S_ f . -5300 URFACE7. ------- ----- ------ - ------- ll ---= ---------- -- ------ ------1------- —I -,fl - ----- ----- Ili+ i I'I i I Till, VALLEY OFFICE PARK 2� 19 IL 25 . se�tr-•!9� luu—� -1 U I N ..o. 69-3�T/ THE AUSTIN �� COMPANY a,� os 29 69 G.S.A. c-12 CONSULTANTS ARC..TECTS G� UII cro,.ccRa co..sTR�cTows �• 06-2"9 '-" i501 LIND AVE SW. RENTON. WA.