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HomeMy WebLinkAboutSWP272241(3) 1 1 1 1 LACOLINA 1 City Of Renton, Washington L 1 22 1 Storm Drainage Report 1 RevisedFebruary 18, 1997 1 Prepared By: 1 Todd A. Oberg �a Nicole E. Pauling lJ'� 1 Reviewed By: v 1 Brian J. Darrow, P.E. 1 1 TRIAD ASSOCIATES 1 Au ust 12 1996 1� � . 94 - 130 1 1 1 i LACOLINA 1 City Of Renton, Washington 1 1 Storm Drainage Report 1 ReviwdFebruary 18, 1997 Prepared By: ' Todd A. Oberg Nicole E. Pauling 1 Reviewed By: ' Brian J. Darrow, P.E. •� 8 84� 1 LAM �NAI ' TRIAD ASSOCIATES EXPIRES 1 August 12 1996 Triad Job No . 94 - 130 TABLE OF CONTENTS ' PAGE INTRODUCTION......................................................................................................... 1 ' VICINITY MAP............................................................................................................2 DRAINAGECONCEPT...............................................................................................3 ' DOWNSTREAM CONVEYANCE CAPACITY.........................................................4 DETENTION CALCULATIONS.................................................................................6 WATERQUALITY......................................................................................................7 CONCLUSION .............................................................................................................9 CONVEYANCE CALCULATIONS.......................................................................... 10 APPENDIX FIRM (Cedar River Flood Elevation Map) 2, 10, 25, and 100-year Isopluvials ' Runoff Coefficients Table Runoff Curve Numbers Table Storm Sewers Output (Frontage Existing Conditions) Storm Sewers Output (Frontage Developed Conditions) ' Water Works Output Storm Sewers Output (Developed Site) Existing Conveyance System Map Tributary Area Map Pipe Tributary Area Map STORM DRAINAGE REPORT FOR LA COLINA-PAGE i 1 INTRODUCTION ' The proposed project is to construct 138 single family residents on approximately 46 acres ' of land. Of the 46 acres, approximately 29.3 acres will be developed while leaving the remaining in its existing condition. The site is located just east of I-405 on the north side ' of Maple Valley Road, please refer to the Vicinity Map located on the following page. More generally, the site lies within Section 17, Township 23 North, Range 5 East, WM., Renton, Washington. ' Access to the site will be from the north via the southerly extension of Edmonds Ave. NE from NE 3rd Street. The site is a gravel mine with very little natural vegetation remaining. ' The site is situated on a high, steep hillside above Maple Valley Highway (SR-169). The site slopes generally in a westerly direction. Most of the storm runoff currently percolates into the existing soils; very little, if any at all, flows over the steep slope. t STORM DRAINAGE REPORT FOR LA COLINA-PAGE I 1 µf 4AaK a N � 7� O ' N.E. 4TH ST GREEN- At. WOOD CEMETERY ST nLi e zz o" T. OUR o $ CEMETERY Cl TY 7q 4 OF REN TON RNER ' NOT TO SCALE 1 Vicinity Map ' NTS STORM DRAINAGE REPORT FOR LA COLINA- PAGE 2 DRAINAGE CONCEPT ' The detention volumes are based on the Santa Barbara Urban Hydrograph (SBUH) methodology for level pool routing in compliance with the City of Renton Standards. The ' required detention volume is based on the capacity of the existing downstream conveyance system. Water quality will be provided through the use of dead storage in the detention ' vault. The dead storage was designed per the requirements of the King County Surface Water Design Manual wherein the surface area of the dead storage must be equal to or greater then 1% of the impervious area contributing site and the volume must be a ' minimum of the total volume of runoff from the tributary basin during the developed condition with a precipitation equal to one third of the 2-year precipitation (P2yl3). ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 3 DOWNSTREAM CONVEYANCE CAPACITY ' The existing conveyance system located on SR-169 downstream of the La Colina site consists of a tightlined system with catch basins located on each side of the highway, ' please refer to the Existing Conveyance System Map located in the Appendix. To determine the allowable release rate from the La Colina site, the existing downstream ' conveyance system capacity was checked using the Storm Sewers program. This program calculates the Hydraulic Grade Line (HGL) for the system using the Rational Method ' during the 100-year 24-hour storm event. The available capacity was calculated by determining the existing flows and then calculating the amount of additional flow that could be introduced into the system without causing flooding during the 100-year storm ' event. The 100-year flood elevation of the Cedar River, 40.1 feet, was interpolated from the 1996 Flood Insurance Rate Map (FIRM)located in the Appendix. Please note that the flood level on the FIRM was surveyed using the National Geodetic Vertical Datum (NGVD) of 1929, while the storm system and topography was surveyed using the North ' American Vertical Datum (NAVD) of 1988, therefore the flood elevation was adjusted to the NAVD of 1988 by adding 3.58 feet (40.1 + 3.58 = 43.58 feet). ' After considering different connections to the existing conveyance system, the best ' alternative was to direct the runoff from the site directly into existing CB#3 as shown on the Existing Conveyance System Map. This allowed for an additional flow of 11.2 cfs, ' which was used as the allowable release rate from the proposed detention facility. The allowable capacity was found by determining the amount of flow that could be introduced ' into the system without any overtopping any catch basins during the 100-year storm event and that would provide a minimum of 1.0 foot freeboard during the 25-year storm event. The Summary Tables for the Existing Conveyance System located in the Appendix, contain the hydraulic grade line analysis results. The following are the freeboard tables for tthe 25 and 100-year storm events. ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 4 ' Existing Conditions 25-Year Freeboard Table ' Catch Basin Rim Elev. HGL Elev. Freeboard MHl 48.58 43.82 4.76 MH2 57.58 44.78 12.80 CBl 56.00 46.22 9.78 CB2 54.13 48.20 5.93 CB3 53.94 49.31 4.63 CB! 53.91 49.49 4.42 CB6 54.75 50.88 3.87 CB7 56.02 51.95 4.07 Existing Conditions 100-Year Freeboard Table Catch Basin Rim Elev. HGL Elev. Freeboard MHl 48.58 43.89 4.69 MH2 57.58 44.95 12.63 ' C131 56.00 46.40 9.60 CB2 54.13 48.33 5.80 C133 53.94 49.55 4.39 CB 4 53.91 49.81 4.10 CB6 54.75 50.96 3.79 CB7 56.02 52.00 4.02 ' Following are the 25 and 100-year freeboard tables for the existing conveyance system ' with the site runoff entering into C13#3. During the 25-year storm event there is at least one foot of freeboard, and no overtopping occurred during the 100-year storm event. Developed Conditions ' 25-Year Freeboard Table Catch Basin Rim Elev. HGL Elev. Freeboard MHl 48.58 44.41 4.17 ' MH2 57.58 45.77 11.81 CB 1 56.00 47.31 8.69 CB2 54.13 49.07 5.06 ' CB3 53.94 52.74 1.20 CB4 53.91 52.89 1.02 C136 54.75 53.25 1.50 ' CB7 56.02 53.44 2.58 STORM DRAINAGE REPORT FOR LA COLINA-PAGE 5 1 tDeveloped Conditions 100-Year Freeboard Table Catch Basin Rim Elev. HGL Elev. Freeboard MHl 48.58 44.55 4.03 MH2 57.58 45.93 11.65 ' CB 1 56.00 47.70 8.30 CB2 54.13 49.33 4.80 C133 53.94 53.61 0.33 ' CB4 53.91 53.83 0.07 CB6 54.75 54.36 0.39 CB7 1 56.02 1 54.62 1.40 t DETENTION CALCULATIONS ' To determine the maximum runoff from the developed site, the 100-year, 24-hour ' hydrograph was generated using the Water Works program methodology (please refer to the Appendix for the actual computer output). The soils on the site were determined to mainly consist of hydraulic group `A' which translates to the following runoff curve numbers (please refer to Curve Numbers Table located in the Appendix): ' Pervious CN=68 (lawns and landscaping in good condition) Impervious CN=98 (roofs, roads, sidewalks, etc...) 1 The total precipitation for each of the storm events was found using the isopluvials in the ' 1990 King County Surface Water Design Manual (please refer to the appropriate Isopluvials located in the Appendix) as follows: ' P2yr : 2.0 in Ptoyr : 2.9 in P25yr : 3.4 in Plsq.r : 3.9 in ' Time of Concentration (T�)=21.14 min. 135' Sheet @ 3.7%, ns=0.15 ' 100' SCF @ 2.0%y ks=27.00 1510' Channel @ 0.52%,kc=42.00 225' Channel @ 97%, kc 42.00 STORM DRAINAGE REPORT FOR LA COLINA-PAGE 6 ' Developed Conditions H dro ra h Rainfall Type Userl Time of Cone. 21.14 min. ' Baseflows 0.00 cfs Total Area 33.20 Ac. Abstraction Coeff. 0.20 Pervious Area 19.09 Ac. CN=68 Time Interval 10.00 min. Impervious Area 14.11 Ac. @ CN=98 1 Developed Conditions H dro ra h Summary Storm Precip. Peak Flow Volume Time of Peak ' in cfs Ac-ft min 27 ear 2.0 5.39 2.40 480 10- ear 2.9 8.71 4.05 480 25- ear 3.4 11.12 5.07 480 100-year 3.9 13.71 6.13 480 As shown in the above tables, the 100-year runoff' from the site is 13.71 cfs which is greater than the existing capacity of 11.20 cfs, therefore, the site must be detained using the allowable release rate of 11.20 cfs. ' Through the use of level pool routing, using the allowable release rate of 11.20 cfs for the 100-year 24-hour storm event, a required live storage volume was calculated. Following is the level pool table computed from routing the 100-year developed hydrograph through an 17-1/8 inch orifice releasing 11.11 cfs: Level Pool Table Summary ' LEVEL POOL TABLE SUMMARY Description Inflow Storage Discharge P. Stage Volume Outflow P. Time ' CFS ID ID JFTJ [CF] CFS] [Min 100 YR STORM 13.71 VLT DIS 1 52.45 7767.22 11.110 510 25 YR STORM 11.12 VLT DIS 1 51.86 5394.56 9.258 500 ' 10 YR STORM 8.71 VLT DIS 1 51.40 3589.50 7.553 500 2 YR STORM 5.39 VLT DIS1 50.89 1532.48 4.930 500 ' Therefore, the live storage volume required is approximately 7,767 ft3. The volume of live storage provided is 8,480 ft3. ' WATER QUALITY STORM DRAINAGE REPORT FOR LA COLINA-PAGE 7 1 1 ' Water quality enhancement will be provided through the use of dead storage in the vault. To determine the volume of dead storage required, a hydrograph was created using 1/3 of ' the 2 year rainfall precipitation in the developed conditions. Following is a summary of ' the water quality hydrograph: Water Quality H dro ra h Summary Storm Precip. Peak Flow Volume Time of Peak ' (in) cfs) (Ac-ft min Water Quality 1 0.67 1.44 0.56 480 ' Therefore, the volume of dead storage required is 24,333 W. The volume of dead storage provided is 25,742 ft'. An additional foot has been provided in the vault for ' sediment storage in accordance with City of Renton Standards. ' Actual Stage/Storage Table Description: Actual Vault with Live and Dead Storage Sta e/Stora a Table- Actual Vault ' STAGE STORAGE STORAGE FT CF Ac-FT 44.40 0 0.0000 44.50 422 0.0097 ' 45.00 2532 0.0581 45.50 4642 0.1066 46.00 6752 0.1550 t 46.50 8862 0.2034 47.00 10972 0.2519 47.50 13082 0.3003 ' 48.00 15192 0.3488 48.50 17302 0.3972 49.00 19412 0.4456 ' 49.50 21522 0.4941 50.00 23632 0.5425 50.50* 25742 0.5910 51.00 27852 0.6394 ' 51.50 29962 0.6878 52.00 32072 0.7363 52.50 34222 0.7847 * Top of dead storage/Bottom of live storage. 1 STORM DRAINAGE REPORT FOR LA COLINA-PAGE 8 ' CONCLUSION The total required storage volume is 31,958 ft3 (7,625 ft3 (live) + 24,333 ft3 (dead)). The ' proposed vault has a live storage volume of 8,480 ft3 and a dead storage volume of 25,742 ' 113 for a total storage volume of 34,222 ft3 with 1 foot of freeboard. The release structure will consist of an 18 in. down-turned elbow with an 17-1/4 inch orifice at elevation 48.50 ' ft, with the outfall elevation set at 50.50 ft. The maximum water surface will be at 52.50 ft, which allows for 0.900 ft of freeboard. STORM DRAINAGE REPORT FOR LA COLINA-PAGE 9 CONVEYANCE CALCULATIONS The tightlined portion of the drainage system was designed, in accordance with the City of Renton Standards to provide at least 0.5 ft of freeboard at each catch basin in the system ' for the 25-year storm event. The system was then checked with the 100-year storm event, and minor overtopping occurred. The Storm Sewers methodology was used to design the ' conveyance system for the project site (please reference the Appendix for the actual program output). The site layout shows approximately 4.5 dwelling units per gross acre, ' to be conservative 5.0 dwelling units per gross acre were used which results in a weighted rational method `C' value of 0.54. The tributary area to each catch basin was defined, ' please refer to the Pipe Tributary Area Map located in the Appendix, to calculate the flow ' entering each catch basin. The minimum time of concentration of 6.3 minutes was assumed for each area tributary to a catch basin. Following are the 25-year and 100-year freeboard tables for the site. ' 25-YEAR FREEBOARD Catch Basin Rim Elev. HGL Elev. Freeboard CBI 247.00 242.10 4.90 ' C132 248.32 244.36 3.96 C132A 248.32 245.26 3.06 C133 249.25 245.98 3.27 ' CB3A 249.25 247.01 2.24 C134 249.55 245.96 3.59 C135 248.78 246.42 2.36 ' C136 248.92 246.80 2.12 C137 253.30 249.12 4.18 CB8 263.12 261.82 1.30 CB8A 263.12 261.94 1.18 ' CB9 279.27 277.56 1.71 CB9A 279.27 277.70 1.57 CB10 286.20 294.14 2.06 CB10A 296.20 284.24 1.96 CBII 291.72 289.42 2.30 CB11A 291.72 289.78 1.94 ' CB12 298.33 295.71 2.62 CB12A 298.33 296.18 2.15 CB13 303.91 1 301.14 2.77 ' CB13A 303.91 301.85 2.06 CB14 1 256.78 254.66 2.12 1 ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 10 1 25-YEAR FREEBOARD CONT. ' Catch Basin Rim Elev. HGL Elev. Freeboard CB14A 256.78 254.70 2.08 CB15 263.03 260.88 2.15 ' CB16 264.16 262.01 2.15 CB16A 264.17 262.24 1.93 CB17 266.95 264.59 2.36 CB18 273.92 272.13 1.79 CB18A 273.92 272.30 1.62 CB19 285.06 282.96 2.10 ' CB19A 285.06 283.23 1.83 CB20 298.99 296.50 2.49 CB20A 298.99 296.91 2.08 CB21 305.96 303.32 2.64 CB22 306.52 303.70 2.82 CB23 310.62 307.65 2.97 C1324 272.91 271.06 1.85 t CB24A 272.91 271.09 1.82 CB25 275.40 273.38 2.02 CB26 276.97 274.59 2.38 ' CB27 276.97 275.38 1.59 CB28 283.22 281.11 2.11 CB28A 283.22 281.25 1.97 CB29 294.65 292.98 1.67 CB29A 294.72 293.10 1.62 CB30 299.41 297.08 2.33 CB31 299.41 297.92 1.49 CB32 301.97 299.08 2.89 CB33 302.97 299.81 3.16 ' CB34 303.97 300.75 3.22 CB34A 303.97 301.45 2.52 CB35 304.80 302.22 2.58 CB36 307.98 305.23 2.75 ' CB36A 307.98 305.94 2.04 CB37 304.59 302.91 1.68 CB37A 304.59 303.17 1.42 CB38 309.08 306.64 2.44 CB38A 309.08 307.45 1.63 ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 11 ' 100-YEAR FREEBOARD Catch Basin Rim Elev. HGL Elev. Freeboard ' CBI 247.00 242.22 4.78 CB2 248.32 245.64 2.68 C132A 248.32 245.65 2.67 ' C133 249.25 246.02 3.23 C133A 249.25 247.08 2.17 C134 249.55 248.02 1.53 C135 248.78 248.69 0.09 C136 248.92 249.24 -0.32 CB7 253.30 249.43 3.87 CBS 263.12 262.07 1.05 ' CB8A 263.12 262.23 0.88 C139 279.27 277.91 1.36 CB9A 279.27 278.10 1.17 ' CB10 286.20 284.36 1.84 CB10A 286.20 294.49 1.71 CBII 291.72 289.57 2.15 CB11A 291.72 289.84 1.88 CB12 298.33 295.80 2.53 CB12A 298.33 296.22 2.11 ' CB13 303.91 301.20 2.71 CB13A 303.91 301.89 2.02 CB 14 256.78 255.01 1.77 ' CB14A 256.78 255.05 1.73 CB 15 263.03 261.23 1.80 CB16 264.16 262.25 1.91 CB16A 264.17 262.47 1.70 ' CB17 266.95 264.78 2.17 CB18 273.92 272.46 1.46 CB18A 273.92 272.69 1.23 CB19 285.06 283.17 1.89 CB19A 285.06 283.52 1.54 CB20 298.99 296.62 2.37 ' CB20A 298.99 296.95 2.04 CB21 305.96 303.40 2.56 CB22 306.52 303.77 2.75 ' CB23 310.62 307.69 2.93 CB24 272.91 271.43 1.48 CB24A 272.91 271.46 1.45 CB25 275.40 273.69 1.71 CB26 276.97 275.39 1.58 CB27 276.97 276.54 0.43 CB28 283.22 281.38 1.84 ' CB28A 283.22 281.54 1.68 STORM DRAINAGE REPORT FOR LA COLINA-PAGE 12 ' 100-YEAR FREEBOARD CONT. Catch Basin Rim Elev. HGL Elev. Freeboard CB29 294.65 293.36 1.29 CB29A 294.72 293.52 1.20 CB30 299.41 297.42 1.99 t CB31 299.41 298.62 0.79 CB32 301.97 300.00 1.97 CB33 302.97 300.75 2.22 CB34 303.97 301.66 2.31 CB34A 303.97 301.74 2.23 CB35 304.80 302.61 2.19 CB36 307.98 305.30 2.68 ' CB36A 307.98 305.99 1.99 CB37 304.59 303.56 1.03 CB37A 304.59 303.92 0.66 CB38 309.08 306.75 2.33 CB38A 309.08 307.57 1.51 1 STORM DRAINAGE REPORT FOR LA COLINA-PAGE 13 �--� Q W a a NORTy 3PD STREET K, ' 0 2 W ' W ZONE X a N BROOKS STREET NDRTH 2ND J2 9TH EET ' J RM278 K STREET 5rT NORTH 2 D STREET 20 3RDp AIRPO WAY '�d9 NORTH 2ND STREET t Q a05 { TILUCUM STREET ug LL MONTER z A NORTH P�4C n T z z S TOBIN m STREET 9 q 3 v z Z� w 00 S TOBIN ST a• O ZONE AE ZONE X POr� P� ¢ z ¢ > z P y G p RM279 2� ¢ NE z k y } SOUTH 2ND STREET 0P0� 9`T' GF�� 17 LA COLINA 18 �5 ZONE X ' # $ ZONE X �1 ZONE X z z cad SOUTH m 3RD STREET ¢ ¢ SOUTH 3RD 3 30 �• j �p'l STREET 's z z ZONE A '� NE W W t. OD PLACE ZONE AE a SOUTH 4TH STREET SOUTH 4 � ��� Z Outfall elev. 40.1 ft w x STREET F7n0 F-E oZ 0i iO'4li�yO'9Ty � NGVD 1929 m ¢ 0 A I PPOt z ��i� RM281 x ID ptJD SOUTH 5TH STREET 9j- z z � Z. ZONE X W W a fO a G� ' J SOUR 6 TH SOUTH 6TH SOUTH 6TH STREET 9 STREET STREET z N 0 m _ 1 N U ¢ ¢ N 2 W y 9 W 0 3 S SOUTH 7TH STREET 7TH f STREET 0 CY OF RENTON ' 530088 ZONE x _ FIRM (FLOOD MAP) WER Napo Kill PON- em rb • � �` ��� r � ���1�1..�w•..r ._. / —ice � I O . IIr�R �3r�I 1���►�I I� - _ r��} •are r j'�j j � . ) • • I AN MAIN NA FIR Mi-RIMM MAP �. all e IN ���`,►� E � ..111S. i� �I�i11tA Il •� �mi n , 1 � j • NMI am 1{1�11�7J➢ �, +� Will /��cs �� Rlw . �• •carry, ��l �• Willlaw ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ' "C" Values The allowable runoff coefficients to be used in this method are shown in Table 4.3.3A by type of land cover. These values were selected following a review of the values previously acceptable for use In the Rational Method in King County and as described In several engineering handbooks. The values for single family residential areas were computed as composite values (as illustrated below) based on the estimated ' percentage of coverage by roads, roofs, yards and unimproved areas for each density. For drainage basins containing several land cover types, the following formula may be used to compute a composite runoff coefficient NC.". C� = ((C, x A,) + (C2xA2)+... + (C xA ))/A, where: ' A, = total area (acres) ' A1.2," = areas of land cover types (acres) C,A = runoff coefficients for each area land cover type ' TABLE 4.3.3A RUNOFF COEFFICIENTS - "C" VALUES FOR THE RATIONAL METHOD* GENERAL LAND COVERS LAND COVER C LAND COVER C ' Dense forest 0.10 Playgrounds 0.30 Light forest 0.15 Gravel areas 0.80 Pasture 0.20 Pavement and roofs 00 . ' Lawns . ' 0.25 Open water (pond, 100 lakes, wetlands) ' SINGLE FAMILY RESIDENTIAL AREAS (Density is in dwelling units per gross acreage (DU/GA)) LAND COVER LAND COVER ' DENSITY C DENSITY C 0.20 DU/GA (1 unit per 5 ac.) i 0.17 3.00 DU/GA 0.42 0.40 DU/GA (1 unit per 2.5 ac.) 0.20 3.50 DU/GA 0.45 ' 0.80 DU/GA (1 unit per 7.25 ac.) 0.27 4.00 DU/GA 0.48 1.00 DU/GA 0.30 4.50 DU/GA 1.50 DU/GA 0.33 5.00 DU/GA f7b 2.00 DU/GA 0.36 5.50 DU/GA 2.50 DU/GA 0.39 6.00 DU/GA 0.60 For land covers not listed above, an area-weighted "C x At" sum should be computed based on the following equation: C x A, = (C,xA,) + (C2)A + ...+(C xA ), where A. = (A, + Az + ...+A ), the total drainage basin area. (For use only in determining peak design flow for analyzing and sizing pipes, culverts or channels) ' 4.3.3-2 1/90 ' RUNOFF COEFFICIENTS ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS ' SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS In 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type I ' rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDPQLOGIC SOIL GROUP ' LAND USE DESCRIPTION W B C 0 Cultivated land(1): winter condition 66 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area ® s0 86 90 ' fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 t Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. too 100 too ' Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number ' 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin ' 3.6 DU/GA 38 4.0 DU/GA 42 4,5 E)U/GA 46 5.0 DU/GA i 48 ' WJGA 50 6.0 DU/GA 52 6.5 DU/GA 54 7A DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and ' industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas Qawn) are considered to be in good condition for these curve numbers. r1 3.5.2-3 I1/92 RUNOFF CURVE NUMBERS 00/01/96 STORM SEWER SUMMARY REPORT La Collna - Frontage W/O Vault, 25-yr storm FILE: LACOLINA.STM RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I - 9.090/ ( To ♦ 0.000) 0,650 LINE4 DMRIPTION JINC AR RUNOFFCI INLTIME INLT I INC CIAJ INPUTQ IUNIFORMISIZE/INVERT (PIPE I NVAL INGLSWPE NYD GRD VEL DOWNLINE4 TOT AR WEIGNTD Tc TOTL I TOT CIA TOTALQ FLOWCAPITYPE UP/DOWN ILEN INVSLOPI SI.0 UP/DOWN JUP/DOWN ' (acl C (min) (in/AI (cfs) I (cfs) I (cfs) 1(in) I (ft) 1(ft) 1(ft/ft)l (ft/ft) (ft) I (ft/s) 1 I Mil I 0.0 - 0.90 6.30 2.75� 0.00 0.001 24DI 41.80 551 0.012� 0.001� 43.711 3.09 DNLN - 0 25.6I 0.31I 22.48I 1.20� 9.55 9.55 25.61 24DI 91.20I 0.011� 0.75 43.681 3.04 2 I Mil I 1.01 0.80I 6.30 2.75 2.201 0.00I 24DI 43.211 1261 0.012� 0.004I 14.31I 5.46 ' DNLN - 1 1 25.61 0.31 21.98 1.22I 9.691 9.691 25.71 24DI 41.801 I 0.011I 1.00 43.82� 3.08 3 I CB1 I 0.7 0.90 6.30 2.75I 1.73 0.00I 24DI 44.621 2011 0.012� 0.004� 45.6E 5.29 DNLN - 2 I 24.6 0.29I 21.21 1.25 6.92 8.92I 20.5 24DI 43.211 1 0.007 1.25 44.7BI 3.38 ' 4 C82 0.5 0,901 6.30 2.75 1.24 0.00 88 1 24DI 46,851 3401 0.012 0.005 47. 5.20 DNLN - 3 23.9 0.271 19.85I 1.30 8.491 8.491 19.91 24D 44.62 1 0.007 0.75 46.22I 3.15 5 CB3 22.3 0.23I 19.641 1.31I 6.73I 0.00I I 18D 47.43� 661 0.012 0.005I 48,511 5.86 ' DNLN - 4 23.4 0.26 19.641 2.31 7.96� 7.96 11.71 18D 46.731 1 0.011� 1.50 8.20 4.53 CB4 0.2 0.25 6.30 2.75 0.10II 6 0.00I 1 12D 48.361 301 0.012i 0.001I :9.34 2.53 DNLN - 5 1.2 0.82 9.46 2.11 1.98 1.90 6.41 12D 47.54 0.027 1.50 7 CB6 0.5 0.90 6.30 2.75 1.24 0.00 12D 50.07 250 0.012 D.005 50.68 4.12 DNLN - 6 1.0 0.90 6.35 2.29 2.06 2.06 2.8 12D 48.17 0.005 0.75 49.49 3.39 8 CB77 - 7 0.5 0.90 6.30 2.75 1.24 1.24I I 12DI 51.34 320 0.012 0.003I 51.95 3.40 DMLN 2.1 12D 50.06 0.004 0.75 50.88 1.80 1 STORM SEWERS OUTPUT FOR LA COLINA'S EXISTING FRONTAGE CONVEYANCE SYSTEM PAGE- I ' 08/01/96 STORM SEWER SUMMARY REPORT La Colina - Frontage W/O Vault, 25-yr storm FILE: LACOLINA.STM RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I - 9.090/ ( Tc ♦ 0.000) - 0.650 LINE{ DESCRIPTION INC AR RUNOFFCIINLTIMEIINLT I INC CIA INPUTQ JONI FORMISIZE/ INVERT PIPE I NVAL IHGLSLOPEIHYD GRD I VEL DCWNLINEE TOT ARIWEIGHTDI Tc ITOTL II CIAI TOTALQ IFL .#-APITYPE IUP/DOWN ILEN IINVSLOPI SLC /DOWN /DOWN (ac) C (min) (in/h) l (cfs) I (cfs) I (cfs) l(in) I (ft) 1(ft7 (ft/ft) l (ft/ft) l (ft) I (ft/8) 1 Mil 5.6 0.311 1.321 1.48 0.001 2.981 24DI 41.201 551 0.011 0.004� 43.681 7.32 DNLN - 0 25.6 0.31� 21.72� 1.48 11.78I 22.98� 25.6 24DI 41.20� � O.OIlI 0.75 � 93.68� 7.32 2 1 MH2 1.0 0.80I 6.30 3.20� 2.56I 0.001 11 24DI 43.211 128� 0.012� 0.003 44.941 8.00 DNLN - 1 25.6� 0.31 21.04 1.49 11.8E 23.061 25.71 24C 41.80 0.0111 1.00 14.55 7.35 3 ' I CB1 0.7 0.90I 6 301 3.20I 2 .001 24DI 4/.62I 201 0.012 0.004 46.741 7,02 2 24.6 1 l 22 20.5IDNLN - 0.29 20.56 1.52 0.84 .04 24D 3.21 0.007 1.25 45.931 7.02 1 1 I I 4 CB2 0.5 0.90 6:30 3.20 l.dd 0.00 24D 16.H5 340 0.012 0.003 48.78 6.8 7 DNLN - 3 23.9 0.271 19.73 1.56 10.14I 21.341 19.8I 24D 44.621 i 0.007 0.75 I 47.70I 6.79 5 CB3 I 22.3 0.23 19.64 1.56 8.011 11.201 I 18D 47.43 661 0.012I 0.0171 50.42 11.70 ' I DNLN - 4 I 23.4I 0.26I 19.61i 1.56 9.471 20.671 11.71 i8D 46.73) 0.011I 1.50 I 49.331 11.70 6 CB4 0.2 0.25 6.30 3.21 0.12 0.00 1 12D 48.36� 30 0.012� 0.0021 53.651 2.74 I DNLN - 5 I 1.1I 0.82� 10.661 2.29 2.15i 2.15I 6.4I 12DI 47.54I I 0.027i 1.50 53.611 2.74 7 CB6 I 0.5 0.901 6.30 3.20 1.44 0.00� 1 12D 50.07 250� 0.012 0.002 54.26 2.88 DNLN - 6 I 1.0 0.901 9.21 2.52 2.26I 2.261 2.8I 12D 40.77 I 0.005I 0.75 53.831 2.88 ' 8 C87 I 0.5 0.901 6.30� 3.20 1.44I 0.001 I 12D 51.34 320I 0.004I 00.001 54.36I 1.83 1.83 DNLN - 7 0.5 0.90' 6.3: 3.20 1.14 1.44 2.4 12DI SO.06 1 1 t t tSTORM SEWERS OUTPUT FOR LA COLINA'S EXISTING FRONTAGE CONVEYANCE SYSTEM PAGE-2 1 08/01/96 STORM SEWER CUSTOM REPORT La Colina-Frontage W/O Vault, 25-yr storm ' Catch Basin Rim Elev. HGL Elev. Freeboard M1.11 48.58 43.82 4.76 MH2 57.58 44.78 12.80 ' CBI 56.00 46.22 9.78 CB2 54.13 48.20 5.93 C133 53.94 49.31 4.63 ' CB4 53.91 49.49 4.42 CB6 54.75 50.88 3.87 CB7 56.02 1 51.95 14.07 ' 08/01/96 STORM SEWER CUSTOM REPORT La Colin-Frontage W/O Vault, 100 yr storm ' Catch Basin Rim Elev. HGL Elev. Freeboard MHl 48.58 43.89 4.69 NM 57.59 44.95 12.63 ' CBI 56.00 46.40 9.60 CB2 54.13 48.33 5.80 CB3 53.94 49.55 4.39 CB4 53.91 49.81 4.10 CB6 54.75 50.% 3.79 CB7 56.02 52.00 4.02 1 1 1 ' STORM SEWERS OUTPUT FOR LA COLINA'S EXISTING FRONTAGE CONVEYANCE SYSTEM PAGE- 1 ' 08/01/96 STORM SEWER SUMMARY REPORT La Colin. - Frontage W/ Va.1t, 25-yr storm FILE: LACOLINA.STM RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I - 9.090/ ( Tc t 0.000) ^ 0,650 ' LINE/ DESCRIPTION INC AR RUNOFFC INLTIME INLT I INC CIA INPUTQ UNIFORM SIZE/ INVERT PIPE I NVAL IHGLSLOPEIHYD GRD VEL 1 DOWNLINE4 [TOT AR WEIGHTDI Tc 1TOTL IITOT CIA 1 TOTALQ 1FLOWAP1 TYPE JUP/DOFF! ILEN 11NVSLOPI JLC 1UP/DOWN UP/DONN ' I (ac) C I (min) l(in/A) l (cfs) I (cfs) (cfs) �(in) (ft) 1(ft) (ft/ft) (ft/ft) (ft) (ft/s) 1 1' MMI I 0.01 0.901 6.301 2.751 0.001 0.001 1 24DI 91.801 551 0.0121 0.0041 43.88 6.71 DNLN - 0 1 25.61 0.31 21.351 1.24� 9.88 21.081 25.61 24DI 41.201 0.011 0.75 13.68 6.71 2 M12 1.0 0.80 6.301 2.15I 2.20I 0.00I I 21DI 43.211 1281 0.0121 0.0031 44,841 1.73 ' DNLN - 1 25.61 0.31 21.051 1.25� 9.971 21.171 25.71 24DI 41.801 1 O.011l 1.00 44.41 6.74 3 CB1 0.71 0.901 6.301 2.75 1.73 0.00 24Dj 44.621 201� 0.0121 0.002 46.25� 7.39 I! DNLN - 2 I 24.61 0,291 20.571 1.271 9.301 20.30I 20,51 24D1 43.211 0.007 1.25 45.77 6.46 ' 4 I CB2 1 0.51 0.901 6,30 2.751 1.241 0.001 1 24DI 46.851 340 0.012 0.003 48.421 7.44 DNLN - 3 1 23.91 0.271 19.741 1.31� 8.52 19.721 19.81 24D1 44.621 1 0.0071 0.75 II 47.311 6.28 5 CH 22.31 0.231 19.641 1.31 6.73 11.201 1 18D� 47.431 66 0.012 0.0141 50.00 10.84 DNLN - 4 23.4 0.26 19.64 1.31 7.961 19,161 11.71 18D 46,731 0.011� 1.50 49.07 10.84 6 CB4 0.2 0.25 6.30I 2.75� 0.10 0.001 I 12D 48.36 301 0.012I 0.002 52.77 2.23 DNLN - 5 1.1 0.82 11.44, 1.86 1.75 1.75 6.41 ,12DII 47.54 1 0.0271 1.50 52.74 2.23 7.I CB6 0.5 0.90 6.30 2,75 1.24 0.001 1 12DI 50.07 2501 0.012I 0.001 53.18 2.38 ' DNLN - 6 1.0 0.90 9.69 2.08 1.071 1.87 2.81 12D 48.77 1 0.005 0.75 52.891 2.38 8 C87DNLN - 7 0.5 0.90 6.30 2.751 1.241 1.24 2.41 12D� 50.06 3201 0.004 0.750.012 0.001 53.251 1.57 t t 1 1 STORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED FRONTAGE CONVEYANCE SYSTEM PAGE- 1 08/01/96 STORM SEWER SUMMARY REPORT La Colina - Frontage W/ vault, 25-1c storm FILE: LACOLINA.STM RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I - 9.090/ ( Tc ♦ 0.0001 - 0.650 tLINE4� DESCRIPTION INC AR RUNOFFC INLTIME INLT IIINC CIAI INPUTQ UNIFORM SIZE/ INVERT PIPE I NVAL JHGLSLOPE HYD GRD VEL DOWNLINE4 [TOT AR WEIGHTDI Tc ITOTL I1TOT CIAI TOTALQ IFLOFOAP TYPE JUP/DOWN ILEN IINVSLOPI SI.0 UP/DOWN IUP/DOWN (ac) C I (min) l(in/h)] (cfs) I fcfsl I (cfs) I(in) I (it) l(ft) I(ft/ft)l (ft/ft) (ft) I (ft/s) tl 1 MHl � 0.0 0.90 6.30 3.20 0.001 0.001 1 24DI 41.801 551 0.0121 0.004 43.92 7.32 DNLN - 0 1 25.6 0.31 21.32I 1.48 11.78 22.981 25.61 24DI 41.201 1 0.0111 0.75 43.68 7.32 ' 2 MH2 I 1.0i 0.801 6.30 3.20� 2.56� 0.00I I 24DI 43.211 1261 0.012� 0.003 44.941 8.00 DNLN - 1 25.6� 0.311 21.04 1.49I 11.081 23.081 25.7I 24DI 41.801 I 0.011I 1.00 44.551 7.35 3 CE1 0.7 0.901 6.30 3.20 2.01 0.00 1 24DI 44.621 201 0.0121 0.0041 46.71 7.02 DNLN - 2 24.6 0.291 20.56 1.52I 10.84� 22.04i 20.51 24DI 13.21I I 0.007 1.25 45.93 7,02 ' 4 CB2 0.5 0.90 6.30 3.20� 1.44 0.00 24D 46.BS 340I 0.012 0.003 48.78 6.87 DNLN - 3 23.9 0.27 19.73' 1.56 10,14 21.34I Il,l 24D 44.621 I 0.0071 0.75 47.70 6.79 19.64 1.56 8.01 5 CB3 22.3 0.23� ' 11.20 1 18D 47.43 661 0.012 0.0171 50.42 11.70 DNLN - 4 23.4 0.26I 19.64� 1.56 9.47 20,67� 11.71 18D 46.73I 1 0.0111 1.50 1 49.331 11.10 ' 6 CB4 0.2 0.25 6.30I 3,201 0.12I 0.00I 1 121) 48,361 301 0.0121 0.002� 53.651 2.74 DMLN - 5 1.11 0.82 10.66 2.29I 2.15I 2.15I 6.41 12D 47.54 I 0.027 1.50 53.611 2.74 7 CB6 0.5II 0.90 6.30I 3.201 1.441 O.00I 12D 50.07 250 0,012 0.D02I 54.26� 2.88 ' DNLN - 6 1.0I 0.90 9.21� 2,52I 2.26I 2.26' 2.8 12D 48.77 0.005 0.75 I 53.B3I 2.88 6 Co? 0:5 0.90 6.30 3.20 1.441 0.001 I 12D 51.34 320� 0.012� 0.0011 54.621 1.83 Ul" - 7 0.5I 0.90 6.301 3.201 1,441 1.44� 2.4 12D 50.06 0,001 0.75 54.361 1.63 ' STORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED FRONTAGE CONVEYANCE SYSTEM PAGE- 2 1 ' 08/01/96 STORM SEWER CUSTOM REPORT La Colina-Frontage W/Vault, 25-yr storm ' Catch Basin Rim Elcv. HGL Elev. Freeboard MHl 48.58 44.41 4.17 NM 57.58 45.77 11.81 ' CBI 56.00 47.31 8.69 CB2 54.13 49.07 5.06 CB3 53.94 52.74 1.20 ' CB4 53.91 52.89 1.02 CB6 54.75 53.25 1.50 CB7 56.02 53.44 2.58 ' 08/O1/96 STORM SEWER CUSTOM REPORT La Colina-Frontage W/Vault, 100-yr storm ' Catch Basin Rim Elev. HGL Elev. Freeboard MHl 48.58 44.55 4.03 MH2 57.58 45.93 11.65 ' CBI 56.00 47.70 8.30 C132 54.13 49.33 4.80 CB3 53.94 53.61 0.33 C134 53.91 53.83 0.07 C136 54.75 54.36 0.39 C137 56.02 54.62 1.40 1 ' STORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED FRONTAGE CONVEYANCE SYSTEM PAGE- I 1 ' BASIN SUMMARY ' BASIN ID: Al NAME:2 YR EXISTING SBUH METHODOLOGY TOTAL AREA..: 33.20 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION-: 2.00 inches AREA..: 33.20 Acres TIME INTERVAL..: 10.00 min CN..: 73.40 TIME OF CONC..: 27.59 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 TcReach-Sheet L: 300.00 ns:0.1500 p2yr:2.00 s:0.0570 ' TcReach-Shallow L:1145.00 ks:11.00 s:0.0520 TcReach-Shallow L: 220.00 ks:11.00 s:0.9000 PEAK RATE: 0.78 cfs VOL: 0.92 Ac-ft TIME: 760 min BASIN ID: A2 NAME: 10 YR EXISTING SBUH METHODOLOGY ' TOTAL AREA..: 33.20 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 33.20 Acres TIME INTERVAL..: 10.00 min CN..: 73.40 ' TIME OF CONC..: 27.59 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 ' TcReach-Sheet L: 300.00 ns:0.1500 p2yr: 2.00 s:0.0570 TcReach-Shallow L:1145.00 ks:11.00 s:0.0520 TcReach-Shallow L: 220.00 ks:11.00 s:0.9000 ' PEAK RATE: 3.00 cfs VOL: 2.26 Ac-ft TIME: 490 min ' BASIN ID: A3 NAME: 100 YR EXISTING SBUH METHODOLOGY TOTAL AREA..: 33.20 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA ' PRECIPITATION-: 3.90 inches AREA-: 33.20 Acres TIME INTERVAL-: 10.00 min CN..: 73.40 TIME OF CONC..: 27.59 min IMPERVIOUS AREA ' ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 TcReach-Sheet L: 300.00 ns:0.1500 p2yr: 2.00 s:0.0570 TcReach-Shallow L:1145.00 ks:11.00 s:0.0520 TcReach-Shallow L: 220.00 ks:11.00 s:0.9000 PEAK RATE: 7.10 cfs VOL: 4.10 Ac-ft TIME: 480 min ' 94-130 LA COLINA WATER WORKS PAGE 1 ' 2/27/98 ' BASIN SUMMARY ' BASIN ID: A4 NAME: 25 YR EMSTING SBUH METHODOLOGY TOTAL AREA..: 33.20 Acres BASEFLOWS 0.00 cfs ' RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION-: 3.40 inches AREA..: 33.20 Acres TIME INTERVAL..: 10.00 min CN..: 73.40 ' TIME OF CONC..: 27.59 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 ' TcReach-Sheet L: 300.00 ns:0.1500 p2yr: 2.00 s:0.0570 TcReach-Shallow L:1145.00 ks:11.00 s:0.0520 TcReach-Shallow L: 220.00 ks:11.00 s:0.9000 ' PEAK RATE: 4.90 cfs VOL: 3.14 Ac-ft TIME: 490 min BASIN ID: B 1 NAME:2 YR DEVELOPED ' SBUH METHODOLOGY TOTAL AREA..: 33.20 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION-: 2.00 inches AREA..: 19.09 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 THAE OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 14.11 Acres ' CN..: 98.00 TcReach-Sheet L: 135.00 ns:0.1500 p2yr: 2.00 s:0.0370 TcReach-Shallow L: 200.00 ks:27.00 s:0.0200 TcReach-Channel L:1400.00 kc:42.00 s:0.0050 TcReach-Channel L: 225.00 kc:42.00 s:0.9700 ' PEAK RATE: 5.39 efs VOL: 2.40 Ac-ft TIME: 480 min BASIN ID: B2 NAME: 10 YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 33.20 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION-: 2.90 inches AREA..: 19.09 Acres ' TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 14.11 Acres CN..: 98.00 TcReach-Sheet L: 135.00 ns:0.1500 p2yr: 2.00 s:0.0370 TcReach-Shallow L: 200.00 ks:27.00 s:0.0200 ' TcReach-Channel L:1400.00 kc:42.00 s:0.0050 TcReach-Channel L: 225.00 kc:42.00 s:0.9700 PEAK RATE: 8.71 cfs VOL: 4.05 Ac-ft TIME: 480 min ' 94-130 LA COLINA WATER WORKS PAGE 2 2/27/98 BASIN SUMMARY ' BASIN ID: B3 NAME: 25 YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 33.20 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION-: 3.40 inches AREA..: 19.09 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 ' TIME OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 14.11 Acres CN..: 98.00 ' TcReach-Sheet L: 135.00 ns:0.1500 p2yr:2.00 s:0.0370 TcReach-Shallow L: 200.00 ks:27.00 s:0.0200 TcReach-Channel L:1400.00 kc:42.00 s:0.0050 ' TcReach-Channel L: 225.00 kc:42.00 s:0.9700 PEAK RATE: 11.12 cfs VOL: 5.07 Ac-ft TIME: 480 min ' BASIN ID: B4 NAME: 100 YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 3320 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA ' PRECIPITATION..: 3.90 inches AREA..: 19.09 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 14.11 Acres CN..: 98.00 ' TcReach-Sheet L: 135.00 ns:0.1500 p2yr: 2.00 s:0.0370 TcReach-Shallow L: 200.00 ks:27.00 s:0.0200 TcReach-Channel L:1400.00 kc:42.00 s:0.0050 TcReach-Channel L: 225.00 kc:42.00 s:0.9700 ' PEAK RATE: 13.71 cfs VOL: 6.13 Ac-ft TIME: 480 min BASIN ID: Cl NAME: WATER QUALITY ' SBUH METHODOLOGY TOTAL AREA..: 33.20 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA ' PRECIPITATION-: 0.67 inches AREA..: 19.09 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 14.11 Acres CN..: 98.00 TcReach-Sheet L: 135.00 ns:0.1500 p2yr: 2.00 s:0.0370 TcReach-Shallow L: 200.00 ks:27.00 s:0.0200 TcReach-Channel L:1400.00 kc:42.00 s:0.0050 TcReach-Channel L: 225.00 kc:42.00 s:0.9700 ' PEAK RATE: 1.44 efs VOL: 0.56 Ac-ft TIME: 480 min 94-130 LA COLINA WATER WORKS PAGE 3 2/27/98 ' HYDROGRAPH SUMMARY ' DESCRIPTION HYD PEAK TIME VOLUME AREA NUM JCFSJ [Min CF Ac ' 2- r existing l 0.784 760 40002 33.20 10- r existing 2 3.005 490 98328 33.20 25- r existing 3 4.898 490 136922 33.20 100-yr existing 4 7.101 480 178702 33.20 2- developed5 5.388 480 104358 33.20 10-yrdeveloped 6 8.710 480 176594 33.20 25-yrdeveloped 7 11.118 480 220675 33.20 100- r developed 8 13.709 480 266887 33.20 2-yr theor out 9 4.930 500 104358 33.20 10-yr theor out 10 7.553 500 176584 33.20 ' 25- rthoerout 11 9.258 500 220675 33.20 100-yr then out 12 11.110 510 266887 33.20 100-yr actual out 13 11.023 510 241145 33.20 ' 25- ractualout 14 9.182 1 510 194933 33.20 10- ractualout 15 7.487 500 150842 33.20 2- ractualout 16 4.504 500 78616 33.20 ' WaterQuality 20 1.435 480 24333 33.20 ' 94-130 LA COLINA WATER WORKS PAGE 4 ' 2/27/98 1 ' STAGE STORAGE TABLE ' RECTANGULAR VAULT ID No. ACTVL Description: New Vault 2/26/98 Length: 211.00 ft. Width: 20.00 ft. ' STAGE S7'ORAGF. STORAGE F CF Ac-F 44.40 0 0.0000 44.50 422 0.0097 45.00 2532 0.0581 45.50 4642 0.1066 ' 46.00 6752 0.1550 46.50 8862 0.2034 47.00 10972 0.2519 ' 47.50 13082 0.3003 48.00 1 15192 0.3488 48.50 17302 0.3972 ' 49.00 19412 0.4456 49.50 21522 0.4941 50.00 23632 0.5425 50.50 25742 0.5910 ' 51.00 27852 0.6394 11.50 29962 0.6878 52.00 32072 0.7363 ' 52.50 34222 0.7847 1 ' 94-130 LA COLINA WATER WORKS PAGE 5 ' 2/27/99 ' STAGE STORAGE TABLE ' RECTANGULAR VAULT ID No. VLT Description: New Vault 2/26/98 Length: 199.00 ft. Width: 20.00 ft. STAGE STORAGE STORAGE ' FT CF Ac-FT 50.50 0 0.0000 50.60 398.00 0.0091 50.70 796. 00 0.0183 ' 50.80 1194 0.0274 50.90 1592 0.0365 51.00 1990 0.0457 ' 51.10 2399 0.0548 51.20 2786 0.0640 51.30 3194 0.0731 ' 51.40 3582 0.0822 51.50 3980 0.0914 51.60 4378 0.1005 51.70 4776 0.1096 ' 51.80 5174 0.1188 51.90 5572 0.1279 52.00 5970 0.1371 ' 52.10 6368 0.1462 52.20 6766 0.1553 52.30 7164 0.1645 ' 52.40 7562 0.1736 52.50 7960 0.1827 52.50 7960 0.1827 1 ' 94-130 LA COLINA WATER WORKS PAGE 6 ' 2/27/98 1 ' STAGE DISCHARGE TABLE ' MULTIPLE ORIFICE ID No. DIS1 Description: DISCHARGE ORIFICES Outlet Elev: 50.50 ' Elev: 48.50 It Orifice Diameter: 17.1200 in. ' STAGE DISCHARGE IFT1 JCFSJ 50.50 0.0000 50.60 2.5152 ' 50.70 3.5570 50.80 4.3564 50.90 5.0304 ' 51.00 5.6241 51.10 6.1609 51.20 6.6545 ' 51.30 7.1140 51.40 7.5455 51.50 7.9537 ' 51.60 8.3419 51.70 8.7128 51.80 9.0686 51.90 9.4110 ' 52.00 9.7413 52.10 10.061 52.20 10.370 ' 52.30 10.671 52.40 10.963 52.50 11.248 1 ' 94-130 LA COLINA WATER WORKS PAGE 7 ' 2/27/98 1 LEVEL POOL TABLE SUMMARY ' Description Inflow Storage Discharge P. Stage Volume Outflow P. TSme 1CFS1 ID ID [FTJ JCFJCFS Min ' 101 YR STORM 13.71 VLT DIS 1 52.45 7767.22 11.110 510 25 YR STORM 11.12 VLT DISI 51.86 5394.56 9.258 500 10.YR STORM 8.71 VLT DISI 51.40 3589.50 7.553 500 2 YR STORM 5.39 VLT DIS 1 50.89 1532.48 4.930 500 ' 100 YR STORM ACTUAL 13.71 ACTV DISI 52.42 33947.77 11.023 510 25 YR STORM ACTUAL 1 11.12 ACTV DISI 11.83 31368.38 IN 510 10 YR STORM ACTUAL 8.71 ACTV DISI 51.39 29482.79 7.487 500 ' 2 YR STORM ACTUAL 5.39 ACTV DISI 50.82 27100.51 4.504 500 1 1 ' 94-130 LA COLINA WATER WORKS PAGE 8 2/27/98 02/17/97 STORM SEWER SUhWARY REPORT LA COLINA-25 YEAR FILE: LACOLFII.STM ' RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I 9.090/ ( Tc ♦ 0.000) A 0.650 LINE41 DESCRIPTION ZINC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ ]UNIFORM(SIZE/IINVERT [PIPE I NVAL IHGLSLOPEIHYD GO I VEL DCWNLINE/ ITOT AR WEIGHTDI Tc ITOTL II TOT CIAI TOTALQ IFLCWAPITYPE IUP/DOWN ILEN IINVSLOPI JLC IUP/DOWN ]UP/DOWN 1 (ac) C I (min) I(in/h) l (cfs) I (cfs) I (cfs) I(in) I (ft) I(ft) 1(ft/ft) I Ift/ft) I (ft) I (ft/s) I I I I I I I I I I 1 Csi 1 1.61 0.54 6.301 2.751 2.36 0.00I 36D1 239.271 601 0.0121 -0.0011 241.521 5.00 ' I DNLN - 0 1 29.11 0.54 12.00I 1.811 28.43 28.43I 105.1 36DI 238.00I I 0.021I 1.25 241.60I 4.02 2 1 CB2 1 0.11 0.541 6.30 2.75 0.16I 0.001 I 24DI 240.931 1321 0.0121 0.0061 242.871 8.74 DNLN - 1 27.51 0.591 11.75 1.83I 27.291 27.241 17.31 24DI 240.27 1 0.0051 1.25 1 242.101 9.04 3 1 CB2A 1 0.31 0.59I 6.301 2.75 0.40I 0.001 1 12DI 249.821 301 0.0121 0.0291 245.261 4.08 1 DNLN - 2 1 0.31 0.54I 6.301 2.75 0.40I 0.40I 5.51 12DI 244.22I ' 0.020I 1.00 I 244.401 4.08 t 4 1 CB3 1 0.11 0.541 6-.30I 2.75 O.1B1 0.001 1 15DI 245.071 991 0.012 0.0111 245.491 3.03 1 DNLN - 2 1 0.71 0.541 6.391 2.72 1.091 1.091 12.91 15DI 241.681 I 0.0341 1.25 I 244.36I 0.89 ' S 1 CB3A I 0.61 0.541 6.301 2.75 0.92[ 0.001 1 SDI 246.251 301 0.0121 0.0341 247.011 5.27 1 DNLN - 4 1 0.61 0.541 6.301 2.75 0.921 0.921 1.91 SDI 245.651 I 0.0201 3.00 1 245.981 5.27 6 1 CB4 1 0.61 0.541 6.301 2.75I 0.821 0.001 1 24DI 242.751 961 0.012I 0.0061 244.93I 8.41 DNLN = 2 1 26.41 0.541 11.561 1.851 26.421 26.42I 33.7I 24DI 240.931 0.0191 0.95 1 244.36 S.41 7 CB5 0.5I 0.54I 6.301 2.751 0.741 0.00� I 18DI 244.221 47 0.012 0.0021 246.071 4.43 DNLN - 6 1 7.21 0.54 10.221 2.011 7.821 7.821 16.3 18D 243.251 0.0211 1.15 1 245.961 4.43 1 I I 1 I I I 1 I I 1 8 CBS 1 0.2 0.541 6.301 2.751 0.24I 0.001 18DI 244.921 35I 0.012 0.0021 246.491 4.16 DNLN - 7 1 6.7 0.54I 10.06 2.021 7.351 7.35 16.1 101 244.221 0.020 1.15 1 246.421 4.16 9 1 CB7 1I . I0.54 6.301 2. 51 0.761 .00 1 18DI 247.001 661 0.02I 0.019 248.031 5.63 DNLN - 8 6.6 0.54 9.85I 2.0SI 7.281 7.28 20.2I 18D 244.921 I 0.032 0.85 246.801 4.12 10 1 CBS I 0.61 0.54 6.30 2.751 0.951 0.001 1 15DI 259 371 1051 0.0121 0.102I 259.841 15.97 ' 1 DNLN = 9 6.01 0.54 9.74I 2.071 6.761 6.761 22.41 15D 248:651 1 0.1021 0.50 249.121 15.97 I 1 I I I 1 1 I 11 1 C68A 1 0.51 0.591 6.301 2.751 0.791 0.001 ( BDI 260,551 301 0.0121 0.0091 261.941 2.13 1 DNLN - 10 1 0.51 0.54 6.301 2.751 0.741 0.741 1.91 BDI 259.951 1 0.0201 1.00 1 261.82 2.13 -I I I I I I I I I I I I I I t 12 ] CB9 0.71 0.541 6.301 2.75 1.051 0.001 1 12D1 275.771 1961 0.0121 0.0761 2]6.72 7.34 DNLN = 10 4.91 0.541 9.29 2.13 5.661 5.661 11.11 12DI 259,621 1 0.0821 1.00 1 261.021 7.21 I I 1 I I I 1 I I I I I I 13 1 CB9A 1 0.51 0.541 6.301 2.751 0.801 0.001 1 SDI 276.701 30I 0.012 0.0051 277.701 2.30 1 DNLN - 12 1 0.51 0.541 6.301 2.751 0.801 0.801 1.91 SDI 276.101 1 0.020I 1.00 1 2]7.561 2.30 ' -I I I I I ] I I I I I I I 1 I 19 I CB70 I 0.51 0.591 6.301 2.751 0.76I 0.001 1 12DI 282.70I 1991 0,0121 0.030I 283.591 5.98 1 DNLN - 12 1 3.71 0.541 8.721 2.231 4.40] 4.401 7.21 12DI 275.771 1 0.0351 1.00 1 277.561 5.60 I 1 1 I 1 1 I I 1 1 1 1 1 1 1 15 I C910A 1 0.41 0.54I 6.301 2.751 0.67I 0.001 1 SDI 283.631 301 0.012 0.0031 284.241 2.25 1 DNLN - 14 ] 0.4I 0.54 6.301 2.75] 0.67 0.671 1.91 SDI 113,03, 1 0.0201 1.01 1 2B9.14 1.91 -I I I I I 0.88 I I I I 1 1 1 I 1 1 ' 16 I C811 1 0.6 0.54 6.30 2.151 1 0.001 1 12D 288.221 1751 0.0121 0.0281 289.001 5.16 DNLN - 14 1 2.7 0.54 8.101 2.331 3.40I 3.401 6.9 12DI 282.701 1 0.032 1.00 1 284.141 4.33 I 1 1 1 1 I 1 I I I I 1 1 17 CB11A 1 0.6 0.54 6.301 2.751 0.86 0.001 BD 289.151 301 0.0121 0.0121 269.781 3.55 ' DNLN - 16 O.6 0.54 6.30 2.751 0.86 0.861 1.9I BDI 288.551 1 0.0201 1.00 1 289.421 2.47 I I I I I I I I I I I 18 CB12 1 0.31 0.541 6.30 2.751 0.47 0.001 1 12D1 294.831 2011 0.0121 0.0301 295.441 4.15 DNLN - 16 1 1.51 0.541 7.12 2.541 2.10 2.101 7.01 12D1 288.22 1 0.0331 1.00 1 289.421 2.67 1 1 1 1 1 I 1 1 1 I I 1 ' 19 1 CB12A 0.31 0.541 6.301 2.751 0.431 0.001 1 SDI 295.761 301 0.012I 0.0161 296.161 2.72 1 DNLN - 18 1 0.31 0.541 6.301 2.751 0.431 0.431 1.91 SDI 295.161 1 0.0201 1.00 1 295.711 1.39 -I I I I I I I I I I I 1 I 1 1 20 1 CB13 1 0.51 0.541 6.301 2.751 0.771 0.001 1 12DI 300,411 1031 0.0121 0.0501 300.901 3.50 1 DNLN - 18 1 0.91 0.541 6.471 2.701 1.341 1.341 9.01 12DI 294.831 1 0.054I 1.25 1 295.711 1.83 I 1 1 1 1 1 1 1 1 1 1 1 1 1 21 1 CB13A 1 0.41 0.541 6.301 2.751 0.591 D.001 1 SDI 301.34 301 0.0121 0.0241 301.851 3.06 1 DNLN - 20 1 0.41 0.541 6.301 2.751 0.59I 0.591 1.91 BDI 300.141 0.020 1.00 1 301.141 2.73 -II I I I I I I I 22 1 CB14 1 0.31 0.541 6.30I 2.751 0.90 0.001I I 290I 252.281 1551 0.012 0.0511 253.63 7.32 1 DNLN = 6 1 18.71 0.541 11.17I 1.691 19.07I 19.07I 60.8I 24DI' 242.75I 1 0.061I 1.00 I 245.96I 6.07 23 1 CB14A 1 0.31 0.541 6.301 2.151 0.39I 0.001 1 8DI 254.211 30I 0.0121 0.0011 254.701 1.53 1 DNLN - 22 1 0.31 0.541 6.301 2.75 0.391 0.391 1.91 BDI 253.611 1 0.0201 1.00 1 254.661 1.11 -I I I I I I I 1 I I 24 1 C815 1 0.61 0.541 6.301 2.751 0.961 0.001 1 24DI 258.531 971 0.0121 0.0561 260.07 7.26 DNLN - 22 1 18.11 0.541 10.931 1.921 1B.801 18.801 62.21 24DI 252.281 1 0.0641 1.00 1 254.66 5.98 I I I I 1 25 I C816 I 0.21 0.591 6.30 2.751 0.371 0.001 I 15DI 260.431 561 0.0121 0.010 261.431 6.09 1 DNLN = 24 6.11 0.541 10.421 1.981 6.561 6.561 9.91 15DI 259.281 1 0.0201 1.00 1 260.861 5.35 I I I I I 1 I I I I 1 I ' 26 CH36A 1 0.61 0.541 6.301 2.751 0.861 0.001 1 SDI 261.611 311 0.012I 0.0071 262.241 3,52 1 STORM SEWERS OUTPUT ( DEVELOPED SITE ) ' 02/17/97 STORM SEWER SUMMARY REPORT LA COLINA-25 YEAR FILE: LACOLFII.STM ' RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I - 9.090/ ( Tc * 0.000) ^ 0.650 LINE#j DESCRIPTION JINC UP ARIRUNOFFC INLTIMEIINLT IIINC CIA INPUTQ JUNIFORMISIZE/ INVERT PIPE I NVAL HGLSLOPEIHYD GRD I VEL DOANLINE0 TOT ARIWEIGHTDI Tc ITOTL I TOT CIAI TOTALQ IFLOWCAP TYPE JUP/DOWN ILEN �INVSLOPI JLC /DOWN IUP/➢OWN (ac) I C I (min) I(in/h) I (cfs) I (c£s) I (cfs) I(in) I (ft) I(ft) I (ft/ft) l (£t/ft) I (ft) ( (ft/s) DNLN = 25 1 0.61 0.541 6.301 2.75 0.86� 0.861 1.91 SDI 260.991 0.0201 1.00 262.011 2.47 I I I I I I ' 27 1 CB17 0.41 0.541 6.301 2.751 0.651 0.001 15D 263.20� 83 0.012� 0.026� 264.16� 5.10 DNLN - 25 5.31 0.541 10.151 2.021 5.77I 5.771 12.81 15➢I 260.411 1 0.0341 0.85 1 262.011 4.70 28 1 CB18 I 0.61 0.541 6.301 2.751 0.89 0.001 1 12DI 270.421 1271 0.0121 0.0531 271.361 7.04 1 DNLN = 27 4.91 0.541 9.841 2.061 5.40 5.401 9.01 12➢I 263,451 1 0.0551 1.00 1 264.59 6.87 1 29 I C811A 0.6 0.54I 6.301 2.751 0.89 0.001 1 SDI 271.35 301 0.0121 0.0061 272.301 2.55 DNLN = 28 I 0.6 0.54 6.301 2.751 0.69 0.891 1.91 SDI 270.751 1 0.0201 1.00 1 272.131 2.55 30 CB19 1 0.8 0.541 6.301 2.751 1.20 0.001 1 12➢I 281.56 1991 0.0121 0.0521 282.991 5.80 DNLN - 28 I 3.71 0.54I 9.251 2.141 4.23I 4.231 9.1I 12DI 270.42 I 0.056I 1.00 I 272.13I 5.39 31 CU19A I 0.7l 0.541 6.301 2.75I 1.10I 0.001 1 SDI 262.491 301 0.0121 0.0091 263.231 3.76 _I DNLN - 30 I 0.71 0.541 6.301 2.75I 1.101 1.101 1.91 SDI 281.B9I I 0.0201 1.00 I 282.96 3.15 32 CB20 1 0.31 0.541 6.301 2.75 0.50 0.001 1 12DI 295,491 2521 0.0121 0.0521 296.18 4.58 ' DNLN - 30 1 2.1 0.541 8.191 2.321 2.64 2.641 9.11 12DI 281.561 1 0.0551 1.00 1 282.961 3.36 33 CB20A 1 0.4 0.541 6.30I 2.751 0.55� 0.001 BD 296.421 301 0.0121 0.0131 296.911 2.97 DNLN - 32 1 0.41 0.541 6.30 2.751 0.551 0.551 1.91 SDI 295.821 1 0.0201 1.00 1 296.501 1.57 39 C821 0.5, 0.541 6.301 2.751 0.70, 0.001 12DI 302.461 1271 0.0121 0.0511 303.041 3.95 DNLN - 32 1 1.41 0.541 7.511 2.451 1.851 1.851 9.0I 12DI 295.491 1 0.0551 1.15 296.501 2.36 1 1 35 C822 0.4� 0.54 6.301 2.751 0.531 0.001 1 12D� 303.02� 32� 0.012 0.006 303.49 3.41 1 DNLN - 34 1 0.91 0.541 7.311 2.501 1.251 1.251 5.11 12DI 302.46I I 0.0171 1.15 I 303.321 1.75 36 I CB23 1 0.61 0.54I 6.30� 2.751 0.851 0.00� 12D� 307,12� 135� 0.012� 0.029I 307.65I 2.98 DNLN - 35 1 0.61 0.54 6.301 2.751 O.B51 0.851 6.71 12DI 303.021 1 0.0301 1.00 303.70 1.48 1 I 1 37 1 C829 1 0.31 0.59 6.30 2.75 0.391 0.001 1 18DI 268.911 1741 0.0121 0.0541 270.29 7.29 1 DNLN - 24 1 11.31 0.541 10.51 1.97I 12.061 12.061 27.11 18DI 259.031 1 0.0571 1.00 1 260.881 6.83 3B 1 CB29A 0.2 0.54 6.30� 2.751 0.331 0.001 1 BD1 270.341 301 0.012 0.0011 271.091 0.94 DNLN - 37 0.21 0.541 6.301 2.751 0.331 0.331 1.91 BDI 269.741 0.020I 1.00 1 271.061 0.94 -� I I I ( 1 1 39 1 CB25 1 0.61 0.541 6.301 2.751 0.921 0.001 1 18DI 271.401 80 0.0121 0.0211 272.721 7.12 ' DNLN - 37 1 10.91 0.541 10.321 1.991 11.691 11.691 20.11 18DI 266.911 1 0.0311 0.85 1 271.061 6.62 � I90 1 CB26 � 0.8� 0.591 6.30 2.751 1.171 0.001 1 18D) 272.371 62 0.0121 0.0031 273.671 6.89 DNLN - 39 1 10.21 0.54 10.11 2.021 11.171 11.171 12.41 18DI 271.401 0.0121 1.25 273.3BI 6.32 I I 41I CH27 0.61 0.591 6.301 2.751 0.83I 0.001 ( 18DI 272.971 301 0.0121 0.0041 279.711 5.87 ' DNLN = 40 I 9.51 0.541 10.021 2.03 10.37 10.371 16.11 18DI 272.371 0.0201 1.25 274.591 5.87 1 1 1 1 1 I 1 1 1 1 1 1 1 42 1 CB28 1 0.61 0.541 6.301 2.751 0.89 0.001 1 18DI 279.221 1981 0.0121 0.0261 280.431 6.60 1 DNLN = 41 1 8.91 0.541 9.49 2.111 10.111 10.111 20.21 18D1 272.97I I 0.032I 1.00 275.38I 5.72 43 1 CB28A 0.51 0.541 6.301 2.751 0.141 0.001 II BD 280.651 301 0.0121 0.0051 281,251 2.77 DNLN - 42 0.51 0.541 6.301 2.751 0.741 0.741 1.9 8DI 280.051 1 0.0201 1.00 1 281.111 2.13 44 1 CB29 1 0.71 0.541 6.301 2.751 1.101 0.001 1 150I 290.901 2001 0.0121 0.0551 292.OTI 7.66 DNLN = 42 7.8� 0.54� 9.04� 2.17� 9.14� 9.14� 16.7� 15➢� 279.9]� 0.057� 1.00 281.11 7.45 ' I 1 95 1 CB29A 1 0.51 0.541 6.301 2.15 0.741 0.001 1 SDI 292.081 301 0.0121 0.0041 293.101 2.13 46 I DNLN - 44 1 0.51 0.541 6.301 2.751 0.741 0.741 1.91 SDI 291.481 1 0.0201 1.00 1 292.981 2.13 CB30 I II I I I I '0.5I 0.54 6.30 2.75 0.77 0.00I 15DI 295.06I I 131 0.012I 0.0241 296.18 6.81 1 DNLN - 44 1 6.61 0.54, 8.71, 2.231 7.871 7.87, 12.51 15DI 290,101 1 0.0121 1.25 1 292.98 6.42 47 1 CB31 1 0.51 0.541 6.301 2.751 0.701 0.001 1 15D 295.661 301 0.0121 0.005� 297.241 5.94 1 DNLN = 46 1 6.01 0.541 8.631 2.241 7.291 7.291 9.91 15D 295.061 1 0.0201 1.25 1 291.081 5.94 48 1 CB32 1 0.51 0.511 6.30, 2.751 0.741 0.00, 1 15D, 217,571 1271 0.012 0.005� 298.62 6.27 ' DNLN - 47 1 5.61 0.54 8.271 2.301 6.911 6.911 8.61 15DI 295.661 0.015I 0.75 1 297.92 5.63 49 CB33 1 0.01 0.541 6.301 2.751 0.041 0.001 1 15DI 296.381 541 0.012� 0.006� 299.391 6.00 DNLN - 48 1 5.11 0.541 8.111 2.33I 6.371 6.371 8.6I 15DI 297.571 I 0.015 0.75 I 299.081 5.19 ' 50 CB34 1 0.01 0.541 6.301 2.75 0.061 0.001 11 15DI, 299.171 531 0.0121 0.0071 300.181 6.02 DNLN - 49 1 5.01 0.541 7.95 2.36I 6.421 6.421 8.51 15DI 298.381 1 0.0151 1.00 1 299.811 5.23 1 1 1 1 1 1 1 1 1 1 1 1 51 CR34A 1 0.41 0.541 6.301 2.751 0.531 0.00 1 SDI 300.971 301 0.0121 0.0231 301.451 2.94 DNLN = 50 1 0.41 0.541 6.301 2.751 0.531 0.53I 2.61 SDI 299.751 1 0.0411 1.00 300.751 1.53 02/17/97 STORM SEWER SU RY REPORT LA COLINA-25 YEAR FILE: LACOLFII.STM ' RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I 9.090/ ( Tc ♦ 0.000) " 0.650 LINE41 DESCRIPTION JINC' ARIRUNOFEC INLTIMEIINLT IIINC CIA INPUTQ JUNI FORMISIZE/INVERT PIPE I NVAL IHGLSLOPEIHYD GRD I VEL I OOWNLINE4 ITOT ARIWEIGHTDI Tc ITOTL I1TOT CIA[ TOTALQ IFLC CAPITYPE JUP/DOWN ILEN JINVSLOP ULC JUP/DOWN UP/DOWN I (ac) I C I (min) I(in/e) l (cfs) I (cfs) I (cfs) I(in) I (ft) I(ft) I(ft/ft) I (ft/ft) j (ft) I (ft/s) 52 1 CB35 1 0.61 0.541 6.301 2.751 0.651 0.001 1 15DI 300.611 651 0.0121 0.0131 301.591 5.82 DNLN = 50 1 4.61 0.541 7.75 2.401 6.001 6.001 10.41 15DI 299.171 1 0.0221 1.20 1 300.75I 4.89 1 1 53 C836 1 0.51 0.54 6.30 2.751 0.791 0.001 1 1201 304.481 2051 0.0121 0.0131 304.98 3.55 DNLN - 52 1 1.01 0.541 6.47I 2.701 1.401 1.401 5.11 12DI 300.861 1 0.0181 1.25 1 302.221 1.78 54 CR36A 1 0.41 0.54 6.30 2.751 0.641 0.001 1 8DI 305.411 301 0.0121 0.0241 305.94 3.14 DNLN - 53 1 0.41 0.54 6.30 2.751 0.641 0.641 1.91 SDI 304.811 1 0.0201 1.00 1 305.23 2.78 I I I I I I I I I 1 I 55 CB37 1 0.61 0.54 6.301 2.751 0.961 0.00 I 12DI 301.091 441 0.0121 0.0061 302.471 5.28 DNLN - 52 1 3.11 0.54� 7.401 2.48� 4.14� 4.14I 2.81 12DI 300.861 1 0.0051 1.00 1 302.221 5.28 1 1 1 I 1 1 1 1 56 CB37A 1 0.61 0.54� 6.301 2.75� 1.11 0.001 I SDI 302.021 30 0.0121 0.0091 303.17 3.19 ' DNLN - 55 1 0.81 0.54 6.301 2.75 1.11 1.11 1.9 8DI 301.421 1 0.0201 1.00 1 302,911 3.29 57 CB38 1 0.71 0.54I 6.301 2.751 0.98� 0.001 1 12DI 305.58I 2261 0.0121 0.0151 306.251 4.46 DNLN - 55 1 1.71 0.54 6.411 2.721 2.49� 2.49 5.41 121) 301.09I I 0.0201 1.25 302.911 3.18 58 CB38A I 1.0 0.541 6.301 2.751 1.54I 0.001 1 8DI 306.521 30 0.012 .027I 307.45I 4.76 DNLN - 57 I -1.OI 0.541 6.301 2.751 1.54I 1.541 1.91 8DI 305.911 I 0.020I 0 1.00 1 306.641 4.42 1 1 ' 02/17/97 STORM SEWER SUMMARY REPORT LA COLINA-100 YEAR FILE: LACOLFII.STM ' RAINFALL FILE: RENTON.RND 100 YEAR ➢ESIG14 STORM I - 10.19D/ ( Tc + 0.000) ^ 0.630 LINE4j DESCRIPTION ZINC ARIRUNOFFCIINLTIME INLT IIINC CIA1 INPUTQ IUNIFORMI SIZE/IINVERT IPIPE NVAL 1HGLSLOPE HYD GRD I VEL ' MINLINE4 ITOT ARIWEIGHTDI Tc ITOTL I1TOT CIA1 TOTALQ 1FLOWCAPITYPE IUP/DOWN ILEN IINVSLOPI SLC IUP/DOWN 1UP/DOWN WO(ac) I C I (min) 1(in/n) l (cfs) I (cfs) I 1(in) (ft) I(ft) l(ft/ft) 1 (ft/ft) 1 (ft) I (ft/3) I I I I I I I I I I I I I 1 I CB1 1 1.61 0.541 6.30 3.201 2.741 0.00 1 36D1 239.271 601 0.0121 -0.0031 241.441 6.34 1 DNLN = 0 1 29.11 0.541 11.31I 2.211 14.78I 34.78I 105.11 36D1 238.001 1 0.0211 1.25 1 241.601 4.92 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 C82 1 0.11 0.54 6.301 3.201 0.19 0.001 1 24DI 240.931 1321 0.0121 0.0091 243.461 10.59 DNLN - 1 I 27.5 0.54I 11.10I 2.241 33.27I 33.271 17.31 24DI 240.27I I 0.0051 1.25 I 242.22 10.65 3 I C82A 0.3 0.541 6.301 3.20I 0.471 0.001 1 12DI 244.821 30 0.0121 0.0001 245.651 0.6B DNLN - 2 0.3 0.54I 6.301 3.20I 0.471 0.471 5.51 12D1 244.221 I 0.0201 1.00 1 245.641 0.59 4 CB3 I 0.1 0.541 6.301 3.201 0.211 0.001 1 15D1 245.071 991 0.0121 0.0001 245.661 2.21 DNLN = 2 0.7 0.54 6.39 1 3.171 1.271 1.271 12.91 15D1 241.681 1 0.034 1.25 1 245.641 1.03 I I I ' S CB 3A 0.6I 0.541 6.301 3.201 1.07 1.001 I SDI 245.65 301 0.0201 0.035I 246.OBI 5.45 DNLN - 4 � 0.6 0.59I 6.301 3.201 1.07� 1.071 1.9 6➢I 295.651 ( 0.0201 1.00 296.02I! 5.95 6 I CB4 I 0.6I 0.541 6.301 3.201 0.95� 0.001 I 24DI 242.751 961 0.0121 0.0091 246.47I 10.25 DNLN - 2 I 26.41 0.541 10.94 2.261 32.201 32.20 33.71 24DI 240.931 1 0.0191 0.95 245.64 10.25 1 1 1 1 1 1 1 1 7 1 CB5 0.51 0.54 6.30 3.201 0.86 0.00 1 18DI 244.221 471 0.0121 0.003 248.181 5.33 DNLN - 6 1 7.21 0.54I 9.821 2.421 9.42I 9.421 16.31 1BDj 243.25I I 0.023I 1.15 I 248.021 5.33 8 1 CB6 1 0.21 0.541 6.301 3.20I 0.281 0.00I 1BDI 244.921 351 0.0121 0.003 248.791 5.00 DNLN - 1 6.7 0.541 9.70I 2.441 8.841 8.84 16.11 18DI 244.221 1 0.0201 1.15 I 248.691 5.00 I ' 9 I CB7 1 6.61 0.541 9.481 3.20I 8.BBI 8.75 1 18D1 244.00I 661 0.0121 0.0031 249.24 4.95 DNLN = B 1 6.61 0.591 9.98 2.47 8 JS 8.75 20.2 1BDJ 244.92 0.0321 0.85 1 299.24I 9.95 10 CB8 _ 1 0.61 0.541 6.301 3.201 1.101 0.001 I 15➢1 259.371 1051 0.0121 0.1021 259.891 16.75 ' DNLN - 9 1 6.01 0.541 9.371 2.491 B.131 8.131 22.41 15D1 248.651 1 0.102 0.50 1 249.171 16.75 1 1 1 1 1 1 1 1 1 1 1 1 11 I CBBA 1 0.51 0.541 6.301 3.201 0.66I 0.001 1 8DI 260.551 301 0.012 0.0051 262.231 2.47 DNLN = 10 1 0.51 0.541 6.30I 3.201 0.061 0.86I 1.91 BD 259.951 1 0.0201 1.00 I 262.071 2.47 ' 12 CB9 I 0.71 0.541 6.301 3.20I 1.231 0.001 12DI 275.771 1961 0.0121 0.0751 276.75I 8.68 DNLN = 10 I 4.91 0.541 8.991 2.551 6.771 6.771 11.11 12DI 259.621 1 0.0821 1.00 1 262.07 8.62 I I I I I I I I I 13 C89A 1 0.51 0.54 6.301 3.201 0.931 0.001 1 SDI 276.701 301 0.012 0.006 278.101 2.67 DNLN = 12 1 0.51 0.541 6.301 3.201 0.931 0.931 1.91 SDI 276.101 1 0.020I 1.00 1 277.911 2.67 I I I I I I I I I I I I I 1 1 14 CB10 1 0.51 0.541 6.301 3.201 0.881 0.001 1 120I 282.701 1991 0.0121 0.0291 283.631 6.65 DNLN - 12 1 3.7 0.54I 8.50I 2.651 5.23I 5.231 7.21 12DI 275.771 I 0.035I 1.00 I 277.91 6.66 15 CB10A 1 0.4 0.541 6.301 3.201 0.781 0.001 1 SDI 283.631 301 0.0121 0.0041 284.49 2.22 DNLN = 14 1 0.9 0.541 6.30 3.201 0.761 0.781 1.91 8DI 283.031 1 0.0201 1.00 1 284.361 2.22 16 CB11 1 0.61 0.541 6.301 3.201 1.021 0.001 1 12D1 288.221 1751 0.0121 0.0271 289.081 5.60 DNLN = 14 1 2.71 0.541 7.961 2.761 4.021 4.021 6.91 12DI 282.70I I 0.032I 1.00 I 284.36I 5.12 17 I CB11A 1 0.61 0.541 6.301 3.201 1.001 0.001 1 SDI 289.151 301 0.0121 0.009 289.641 3.77 ' I DNLN - 16 1 0.61 0.541 6.301 3.201 1.001 1.001 1.9I BD1 211,55, 1 0.0201 1.00 I 211,57, 2.87 I I I 3.201 1 12DI 299.831I 2011I 016 1 CB12 1 0.3I 0.541 1.301 I 1 I .0121 0.0291I i 295.491 4.43 1 DNLN - 16 1 1.5 0.541 7.071 2.971 2.461 2.46 7.01 12DI 288.221 0.0331 1.00 1 289.571 3.13 I I I I 1 I 1 1 1 1 I I I 1 I I 19 1 CB12A I 0.31 0.541 6.30I 3.201 0.501 0.001 1 BD1 211,161 301 0.0121 0.0141 296,22, 2.87 1 DNLN - 16 1 0.31 0.541 6.301 3.201 0.501 0.501 1.91 BDI 295.161 1 0.0201 1.00 1 295.801 1.45 -I I I I I I I I I I I I I 1 1 20 1 CB13 1 0.51 0.541 6.301 3.20I 0.901 0.001 1 12DI 300.411 1031 0.0121 0.0501 300.941 3.70 1 DNLN - 18 1 0.91 0.541 6.471 3.14 1.561 1.561 9.01 12DI 294.831 1 0.054I 1.25 I 295.801 2.01 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 21 I CB13A 1 0.41 0.541 6.301 3.201 0.691 0.001 1 SDI 301.341 301 0.012I 0.0231 301.891 3.24 DNLN = 20 0.41 0.541 6.301 3.201 0.691 0.691 1.91 SDI 300.741 0.020 1.00 1 301.201 2.66 -I I I I I I I I I I I 1 1 I 22 1 CB14 1 0.31 0.541 6.30 3.201 0.471 0.001 1 24DI 252.281 1551 0.0121 0.0391 254.02 B.00 1 DNLN - 6 1 18.71 0.541 10.61I 2.301 23.181 23.181 60.81 24DI 242,751 1 0.061 1.00 248.021 7.38 ' I1 I I I I I 1 I I I I 1 I 23 1 CB19A 1 0.31 0.541 6.301 3.201 0.951 0.001 1 8D1 254.211 301 0.0121 0.0011 255.OSI 1.29 1 DNLN = 22 1 0.31 0.541 6.301 3.201 0.451 0.451 1.91 BD 253.611 1 0.0201 1.00 255.01 1.29 -I I I I I I I I I I I I I 1 1 24 1 CB15 1 0.61 0.541 6.301 3.201 1.121 0.001 1 24DI 258.531 971 0.0121 0.0541 260.221 8.05 I DNLN - 22 1 18.11 0.541 10.391 2.33I 22.81, 22.811 62.21 240 252.28 1 0.0641 1.00 255,011 7.26 I 1 1 1 1 I I I I I I I I 25 1 CB16 1 0.21 0.541 6.301 3.201 0.431 0.001 1 15➢I 260.411 561 0.0121 0.005I 261.531 6.84 1 DNLN = 24 1 6.11 0.591 10.001 2.39 7.911 7.911 9.91 15D 259.281 1 0.0201 1.00 261.231 6.44 26 1 CB16A 1 0.61 0.541 6.301 3.20I 1.001 0.001 1 BDi 211,611 311 0.0121 0.0071 262.471 2.87 02/17/97 STORM SEWER SUM RY REPORT LA COLINA-100 YEAR FILE: LACOLFII.STM ' RAINFALL FILE: RENTON.MD 100 YEAR DESIGN STOW I = 10.190/ ( Tc + 0.000) ^ 0.630 LINEI DESCRIPTION IINC ARIRUNOFFCIINLTIMEIINLT IIINC CIA INPUTQ IUNIFORMISIZE/IINVERT IPIPE I NVAL HGLSLOPE HYD GRD I VEL ' I DOWNLINE4 ITOT ARIWEIGHTDI Tc ITOTL II TOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN IINVSLOPI JLC IUP/DOWN IUP/DOWN I (ac) I C I (min) I(in/h) t (cfs) I (cfs) I (cfs) (in) I (ft) I(ft) I(ft/ft11 (ft/ft) I (ft) (ft/s) DNLN - 25 1 0.6 0.541 6.301 3.201 1.00 1.001 1.91 8DI 260.991 0.0201 1.00 1 262.251 2.87 27 1 CB17 I 0.4 0.511 6.301 3.201 0.76I 0.001 1 150I 263,20, 111 0.0121 0.0241 264.251 6.20 DNLN - 25 1 5.3 0.54 9.771 2.421 6.94I 6.941 12.8I 15DI 260.411 0.034 0.85 262.25I 5.65 1 I 1 I 1 I I I I 28 CBIB I 0.6 0.54 6.30I 3.20I 1.04 0.001 1 12DI 270.42 12] 0.012 0.052 271.39 8.31 DNLN - 27 1 4.9 0.54 9.511 2.471 6.47I 6.471 9.01 12D 263.451 0.055 1.00 264.78 8.24 29 I CB1BA 1 0.6 0.54 6.301 3.201 1.04 0.001 1 BDI 271.351 30I 0.012I 0.008I 272.69 2.97 DNLN - 28 I 0.61 0.541 6.30i 3.20I 1.091 1.041 1.91 BDI 270.751 I 0.020I 1.00 272.46 2.97 30 CB19 0.81 0.54I 6.301 3.201 1.40 0.001 12DI 281.56 1991 0.0121 0.050I 282.49 6.63 DNLN - 28 I 3.71 0.541 9.001 2.55I 5.05 5.051 9.11 12DI 270.421 I 0.056I 1.00 I 272.46 6.42 31 CB19A 1 0.71 0.541 6.30I 3.201 1.281 0.001 1 BDI 282.491 301 0.0121 0.0121 283.52 3.66 I DNLN - 30 1 0.71 0.541 6.301 3.201 1.281 1.281 1.91 BDI 281.091 1 0.0201 1.00 1 263.17 3.66 I I I I I I I I I I I 1 1 32 I CB20 1 0.31 0.541 6.301 3.201 0.59 0.001 1 12D1 295.491 2521 0.0121 0.052 296.241 4.94 ' 1 DNLN - 30 2.11 0.511 8.061 2.74I 3.12I 3.121 9.11 12D 281.561 I 0.055I 1.00 i 33 263.171 3.97 I CB20A 0.41 0.54I 6.301 3.20 0.64I 0.001 BD 296.421 301 0.0121 0.0111 296.951 3.14 DNLN - 32 0.4I 0.54I 6.301 3.20 0.64 0.641 1.91 8DI 295.821 1 0.020I 1.00 I 296.62I 1.83 34 I CB21 0.51 0.54I 6.301 3.20 0.61 0.001 1 12D1 302.46I 1271 0.0121 0.0511 303.09) 4.21 1 DNLN - 32 1 1.41 0.541 7.451 2.88 2.17I 2.17 9.01 12DI 295.491 1 0.0551 1.15 1 296.621 2.77 35 I CB22 0.41 0.541 6.301 3.20 0.621 0.001 1 12D1 303.021 321 0.0121 0.0041 303.531 3.61 I DNLN - 34 1 0.9 0.541 7.261 2.921 1.471 1.471 5.11 12DI 302.461 1 0.0171 1.15 1 303.401 1.91 I I I 1 I I I I 1 I 36 CB23 1 0.6 0.541 6.301 3.201 0.981 0.001 1 12DI 303.021 1351 0.0301 0.0291 303.771 3.14 I DNLN - 35 0.6I 0.541 6.30I 3.20 0.981 0.98 6.71 12DI 303.02I I 0.030I 1.00 1 303.77I 1.56 37 I CB24 1 0.31 0.541 6.30I 3.201 0.451 0,001 1 18DI 268.91I 1791 0.012I 0.052I 270.31I 8.99 DNLN - 24 1 11.31 0.54 10.041 2.381 14.591 14.59 27.11 18DI 259.031 1 0.0571 1.00 1 261.23 8.25 I I I I I I I I I I 38 I CB24A I 0.21 0.541 6.30I 3.201 0.381 0.001 I SDI 270.341 30I 0.012I 0.0011 271.461 1.09 DNLN - 37 1 0.21 0.541 6.301 3.201 0.381 0.38 1.91 SDI 269.741 1 0.0201 1.00 1 211.43 1.09 1 1 1 1 1 1 1 1 1 1 1 1 1 39 1 CB25 1 0.61 0.541 6.301 3.201 1.071 0.001 1 18DI 271.401 801 0.0121 0.0171 272.791 8.25 1 DNLN - 31 I 10.91 0.541 9.881 2.411 14.121 14.121 20.11 18DI 261,111 1 0.033I 0.85 1 271,131 7.91 I 1 I I I I I 1 I I I 1 I I 40 I CB26 I O.BI 0.541 6.301 3.20I 1.36I 0.001 1 18 DI 272.371 82 0.0121 0.007I 274.27 7.62 LN 1 DN 39 I 10.2 0.541 9.701 2.441 13.471 13.471 12.41 18DI 271,401 1 0.012 1.25 1 273.691 7.62 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 41 1 CB27 1 0.61 0.541 6.301 3.201 0.971 0.001 1 18DI 272.971 301 0.012I 0.0061 275.571 7.06 1 DNLN - 40 1 9.51 0.541 9.631 2.451 12.481 12.481 16.11 18DI 272.371 0.0201 1.25 I 275.39I 7.06 1 1 1 1 1 1 1 1 1 1 I 42 1 CB28 1 0.61 0.541 6.301 3.201 1.041 0.001 1 18DI 279.221 1981 0.0121 0.0201 280.551 7.32 1 DNLN - 41 1 8.91 0.541 9.161 2.521 12.121 12.121 20.21 18D 272.97 0.0321 1.00 1 276.541 6.86 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 43 1 CB28A 0.51 0.541 6.301 3.201 0.861 0.001 1 8DI 280.651 301 0.0121 0.0051 281.541 2.47 1 DNLN - 42 I 0.51 0.541 6.301 3.201 0.861 0.861 1.91 8DI 280.051 1 0.0201 1.00 1 261.381 2.47 I I I I I I I I I I I I I I 44 1 CR29 1 0.71 0.54 6.301 3.201 1.281 0.001 15DI 290.901 2001 0.0121 0.0541 292.111 B.91 I DNLN - 42 1 7.81 0.54I 8.791 2.591 10.90 10.901 16.11 15DI 279.471 1 0.0571 1.00 1 281.381 8.80 J45 I 1 I I I I 1 I I 1 I CB29A 1 0.51 0.54 6.301 3.20 0.B61 0.001 1 eD1 292.081 301 0.0121 0.0051 293.52 2.47 DNLN = 44 1 0.51 0.54 6.301 3.201 0.B61 0.861 1.91 8DI 291.481 1 0.0201 1.00 1 293.361 2.47 I I I I I I I I I I I 1 1 46 1 CB30 1 0.51 0.541 6.301 3.201 0.901 0.001 1 15➢I 295.061 1311 0.0121 0.0221 296.241 7.81 I DNLN - 49 I 6.61 0.541 8.50I 2.611 9.361 9.36I 12.51 15111 290.90 1 0.0321 1.25 1 293.36 7.63 1 1 1 1 1 1 1 1 1 1 1 1 47 1 C831 1 0.51 0.541 6.301 3.201 0.811 0.001 1 15DI 295.661 301 0.012I 0.0081 297,65I 7.06 1 DNLN = 46 1 6.0 0.541 8.431 2.661 8.661 9.661 9.91 15DI 295.061 1 0.020 1.25 297.42 7.06 1 1 1 1 1 1 1 1 1 1 1 1 48 1 CB32 1 0.51 0.541 6.301 3.201 0.86 0.001 1 15D1 297.571 1271 0.0121 0.0071 299.491 6.67 1 DNLN - 47 1 5.61 0.541 8.111 2.721 8.181 8.181 8.61 15DI 295.66 1 0.0151 0.75 298.621 6.67 I I 1 1 1 1 1 1 1 1 I 1 1 1 1 49 1 CB33 0.01 0.541 6.301 3.201 0.051 0.001 1 15DI 298.381 541 0.0121 0.0061 300.321 6.14 IDNLN - 48 1 5.11 0.541 7.97 2.76 7.531 7.531 8.61 15DI 297.571 1 0.0151 0.75 1 300.001 6.14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 50 1 CB34 1 0.01 0.541 6.301 3.201 0.071 0.001 1 15DI 299.171 531 0.0121 0.0061 301,071 6.17 1 DNLN = 49 1 5.01 0.541 7.821 2.791 7.511 7.57 8.51 15DI 296.3BI 1 0.0151 1.00 1 300.751 6.17 I I I I 1 I I I I I I I 51 1 C834A 1 0-41 0.541 6.30I 3.20I 0.621 0.001 I 8D1 300.971 301 0.0121 0.003I 301.791 1.7e 1 DNLN = 50 1 0.41 0.541 6.301 3.201 0.621 0.621 2.61 SDI 299.751 1 0.0411 1.00 1 301.661 1.78 02/17/97 STORM SEWER SUMVARY REPORT LA COLINA-100'YEAR FILE: LACOLFIS.STM ' RAINFALL FILE: RENTON.RND 100 YEAR DESIGN STORM I - 10.190/ ( Tc ♦ 0.000) ^ 0.630 LINE/I DESCRIPTION ZINC ARI RUNOFICIINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMISIZE/IINVERT IPIPE I NVAL HGLSLOPEIHYD GAD I VEL ' I DOWNLINE# TOT ARIWEIGHTDI Tc TOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN IINVSLOP JLC IUP/DOWN UP/DOWN I I (ac) I C I (min) I(in/h) I (cfs) I (cfs) I (cfs) I(i D) I (ft) I(ft) lft/R) I (ft/ft) I (ft) I (ft/s) 52 I CB35 1 0.61 0.541 6.301 3.201 0.98I 0.001 1 15DI 300.611 651 0.0121 0.0051 301.991 5.77 I DNLN - 50 1 4.61 0.541 7.641 2.831 7.OBI 7.081 10.41 15D1 299.17I I 0.022I 1.20 1 301.66I 5.77 53 1 CB36 1 0.51 0.541 6.301 3.201 0.911 0.001 1 12DI 304.481 2051 0.0121 0.012I 305.021 3.76 ' 1 DNLN = 52 1 1.01 0.541 6.461 3.141 1.631 1.631 5.11 12DI 300.861 1 0.0181 1.25 1 302.61I 2.08 54 I CB36A 1 0.4 0.541 6.301 3.20 0.74I 0.001 1 8DI 305.411 30I 0.0121 0.0231 305.991 3.34 1 DNLN = 53 1 0.4 0.541 6.301 3.20 0.74I 0.741 1.91 8DI 304.81I I 0.020I 1.00 I 305.301 2.73 55 1 CB37 1 0.6I 0.541 6.30 3.20 1.121 0.001 1 12D1 301.091 441 0.0121 0.0081 302.96 6.22 1 DNLN - 52 1 3.1 0.541 7,281 2.921 4.881 4.861 2.81 12D 300.86 1 0.0051 1.00 1 302.611 6.22 I I O.BI 1 1 I 1 1 I 1 1 1 1 56 1 CB37A 1 0.541 6.30 3.20 1.291 0.001 1 8D1 302.021 301 0.0121 0.0121 303.921 3.71 ' 1 DNLN = 55 0.81 0.541 6.30I 3.20 1.291 1.291 1.91 8➢I 301.421 1 0.0201 1.00 I 303.56I 3.71 I I 1 I 1 I I I 1 57 1 C638 I 0.71 0.54I 6.30I 3.20 1.141 0.001 1 12D1 305.581 2261 0.0121 0.0121 306.30 9.78 DNLN - 55 1 1.71 0.541 6.401 3.17 2.91 2.911 5.41 12D1 301.091 1 0.0201 1.25 1 303.56I 3.70 I I I I I 1 I I I I I 58 I C838A 1.01 0.541 6.301 3.20I 1.79 1.791 8D1 305.91I 301 0.0201 0.0271 306,751 5.33 14 1 DNLN - 57 1 1.01 0.59I 6.30I 3.20 1.79I 1.79I 1.9 BDI 305.91 1 0.0201 I.00 1 306.75I 5.14 1 1 1 ' 02/17/97 STORM SEWER CUSTOM REPORT LA COLINA-25 YEAR FREEBOARD ' Catch Basin Rim Elev. HGL Elev. Freeboard CB1 247.00 242.10 4.90 CB2 248.32 244.36 3.96 ' CB2A 248.32 245.26 3.06 CB3 249.25 245.98 3.27 CB3A 249.25 247.01 2.24 ' CB4 249.55 245.96 3.59 CB5 248.78 246.42 2.36 CB6 248.92 246.80 2.12 ' CB7 253.30 249.12 4.18 CB8 263.12 261.82 1.30 CBBA 263.12 261.94 1.18 ' CB9 279.27 277.56 1.71 CB9A 279.27 277.70 1.57 CB10 286.20 284.14 2.06 ' CB10A 286.20 284.24 1.96 CB11 291.72 289.42 2.30 CB11A 291.72 289.78 1.94 CB12 298.33 295.71 2.62 ' CB12A 298.33 296.18 2.15 CB 13 303.91 301.14 2.77 CB13A 303.91 301.85 2.06 ' CB14 256.79 254.66 2.12 CB14A 256.78 254.70 2.09 CB15 263.03 260.88 2.15 ' CB16 264.16 262.01 2.15 CB16A 264.17 262.24 1.93 CB17 266.95 264.59 2.36 CB18 273.92 272.13 1.79 CB18A 273.92 272.30 1.62 CB19 285.06 282.96 2.10 ' CB19A 285.06 283.23 1.83 CB20 298.99 296.50 2.49 CB20A 298.99 296.91 2.08 CB21 305.96 303.32 2.64 CB22 306.52 303.70 2.82 CB23 310.62 307.65 2.97 CB24 272.91 271.06 1.85 CB24A 272.91 271.09 1.82 CB25 275.40 273.38 2.02 CB26 276.97 274.59 2.38 ' CB27 276.97 275.38 1.59 CB28 283.22 281.11 2.11 CB28A 283.22 281.25 1.97 CB29 294.65 292.98 1.67 CB29A 294.72 293.10 1.62 CB30 299.41 297.08 2.33 ' CB31 299.41 297.92 1.49 CB32 301.97 299.08 2.89 CB33 302.97 299.81 3.16 ' CB34 303.97 300.75 3.22 CB34A 303.97 301.45 2.52 CB35 304.80 302.22 2.58 ' CB36 307.98 305.23 2.75 CB36A 307.98 305.94 2.04 CB37 304.59 302.91 1.68 CB37A 304.59 303.17 1.42 ' CB38 309.09 306.64 2.44 CB38A 309.08 307.45 1.63 1 ' 02/17/97 STORM SEWER CUSTOM REPORT LA COLINA-100 YEAR FREEBOARD Catch Basin Rim Elev. HGL Elev. Freeboard CBI 247.00 242.22 4.78 CB2 248.32 245.64 2.68 ' CB2A 248.32 245.65 2.67 CB3 249.25 246.02 3.23 CB3A 249.25 247.08 2.17 ' CB4 249.55 248.02 1.53 -CB 5 248.78 248.69 0.09 CB6 248.92 249.24 -0.32 CB7 253.30 249.43 3.87 CB8 263.12 262.07 1.05 CBBA 263.12 262.23 0.88 CB9 279.27 277.91 1.36 CB9A 279.27 278.10 1.17 CB10 286.20 284.36 1.84 CB10A 286.20 284.49 1.71 CBII 291.72 289.57 2.15 CB11A 291.72 289.84 1.88 CB12 298.33 295.80 2.53 CB 12A 298.33 296.22 2.11 CB13 303.91 301.20 2.71 CB13A 303.91 301.89 2.02 CB14 256.78 255.01 1.77 CB14A 256.78 255.05 1.73 R B15 263.03 261.23 1.90 B16 264.16 262.25 1.91 16A 264.17 262.47 1.70 B17 266.95 264.78 2.17 B18 273.92 272.46 1.46 B18A273.92 272.69 1.23 B19 285.06 283.17 1.89 ' CB19A 285.06 283.52 1.54 CB20 298.99 296.62 2.37 CB20A 298.99 296.95 2.04 CB21 305.96 303.40 2.56 CB22 306.52 303.77 2.75 CB23 310.62 307.69 2.93 CB24 272.91 271.43 1.48 CB24A 272.91 271.46 1.45 CB25 275.40 273.69 1.71 CB26 276.97 275.39 1.58 ' CB27 276.97 276.54 0.43 CB28 283.22 281.38 1.84 CB28A 283.22 281.54 1.68 CB29 294.65 293.36 1.29 CB29A 294.72 293.52 1.20 CB30 299.41 297.42 1.99 ' CB31 299.41T 298.62 0.79 1 ' CB32 301.97 300.00 1.97 CB33 302.97 300.75 2.22 CB34 303.97 301.66 2.31 CB34A 303.97 301.74 2.23 CB35 304.80 302.61 2.19 ' CB36 307.98 305.30 2.68 CB36A 307.98 305.99 1.99 CB37 304.59 303.56 1.03 CB37A 304.59 303.92 0.66 CB38 309.08 306.75 2.33 CB38A 309.08 307.57 1.51 1 1 cB` a , \ \ SCALE: V=50' LA COLINA \�u SITE O [ q&O a 9,p 9� f, N m `� a• cB5 1 /X Yo lYm[[IlY cn y/ \ iYtlwC[atfipn Y� TN4 f lU � YO.S./4 CB a M ape c62 n �a P . : «.WeY DZ YC.[MM a C m D � m cB, C \ I 1 - rE CB 3A0.62 AClz � 6 POoz' ,e 0-fj FOOTmIl- Nl> CB 12(0.32 AC �F'- P � l• %` p� T CB 8(0.64 \ t DRAIN (T1?) -_.0 - CB 7C0.51 AC) CB 9C0.71 AC) CB tOC.51 AC� CB 1 0.52 A C, 9- / `=- 6 ROOF ANC FOO:7;.G / C �.� 2 A /iw. C - •� -� %/ t. \ \ / \\ \ . � 1 I ' I ! • � i i ---�-- ----�--�--�1------- __-r 1 1 i DRAIN �: 201"-1 / EmDR Y 1 + f i \� \\ +" + (�-_ - `' �---f - 1l .- ' CB 2A(0.27 AC) _f i 7C - - L�!< I ! <OO=72- I 1 .r-- t J��•_,�- +=- -y - - ' �75'-t2 _ !_ - -5-+ \� •�•- li® { 1 i _ _ - - _ _,�• '_ _ -T _ '• - _ - O I_ `i i i i ,f'•- _.f l _ y - t ` ' ' - _- - •' r _- - F. _- - __'- � �2 ' �J -`! / "' CB 39 A�20 AC� CB 6co- / CB 3�0.12 AC '\ o�� {- - - - ! hi =� 1 , ��� 00 ool Al \' %/ � /���� CB 8 AC0.50 AC) \ I - .�,r! - - i CB 12 AC0.29 AC) CB 13 A�0.40 A \''��� ,, i C - ,_' CB 9 A(0.54 AC _ -. - CB 1 CB 1 1 A C0.58 AC \; - ,` 11-"0.GO [=T,' -\ CB 2C.11 A �' � ! / /l% `` i t:!: 0 A�.45 AC) ;-:5';LL CU. ?cr/P LEFT \\��� �,_� P ..A i! 1 7 i r J. ^ .:STALL CUR P ( �' �'/ CB 5 ) \ / P_R BRA//. -� / ^ g� ` �1; C.50 AC/ INSTALL CURB =,�= n `\ i / 'ems ' �\ 9r \ INSTALL CUPB RAr - F`R \ Ic _ \ \ �` cly 6/2. (3O7H SIDES) t� \/ PERly CB 4 55 AC Vic.. \ ` ' / .a . %• I \ ! , \ \ \ �✓ �: ' �y/\ \ CB 14 A(0.26 AC\ l CB 20 C.34 AC it jj �\ CB 17(0.44 AC CB 1 0.60 AC ( �• - \ CB 19�.81 AC \ • \\ CB 16 25 AC 6- ROOF .cnr, CB 21(0 47 ,l � Fco .mac � Ac� DRAIN _ 1 I ! r j j ( 11^:�TALL CJ:'3 PA VP i t / �� r I ---- �- 1 --- i '� 1 I _ ' _ ------`-a-' Ji � `__---------- i_ -J 6 d/2. (c�071 .SDES ' \ ~� / ------------- ------ - 111 _ ) Pt i? - --- t 13+20.50 LEFT CB 1410.27 AC) �:�� \ - _� � � i 1127=12- •� _ + � _ ' I _ I 252=72' _. _ � 3 - `. _ - ' - �.O199^=7Z 1 } - 1 • \ ) ?z i�T I -- '-�O- - ' �- _\!--- -- f T T INSTALL CURB RA"P TF- PER �o - - -\ _`- -•! 7 if 1 ------------------ CB } r I _ . .. r CB 20 A 3.37 AC I -�•• ,tf CB 16 A�.58 AC)i - 13 -12" - \\ CB 18 A�O.EO ACI CB 19 A�.74 AC) I t CB 23C.57 AC) CB 22�-36 AC\ Lp\\ \\ f INSTALL CURB RAMP •1 �� �� \\ ?. a \ \✓ C- 4/2. (307.1 S/DES) - - \ PER 6 ROO A:7 FOO TTNC s. 6'9 , \\ \ JO+7s.CO LEFT \ (TYP) _ J •T • ' \ \I INSTALL CURB RAMP • \\ DRAIN 1 i 1 PER 6- ROOF AND FOOT?^!l: ly �I'�, � ; - ,. DRAW (TYP) •. � ''M a Y aL j -• - _ LL- Z CB 24 A�22 AC \iy ✓cc..• • _• -, � r .ram __2 I r N = 1 �. _} 3fs. 1 '- _ ` CB 27�0.56 AC) CB 28�60 AC - \ CB 24C.26 AC) _ B 2 \ 6-R MF AND F0077NC t 9�0.74 AC) / �\ ( •'TYP) - ._ - - ---' , ' 1 CB 36 0.53 a CB 36 A 0.43 AC 1 �111� CL r I 4 s _ I CB 25�.62 AC) -� ZL-• r r------------ -' A - _ 1f1-�,I --------------- - ! \/ CB 3O 0.52 AC) CB 28 A�.50 AC) CB 29 .a o.so ac N 1 1 t /_ _ I r \\ �G I ST'ALL CU,�B RA!/P / d/-- (BOTH SIDS) t ; 1 16+95.GC LEFT CB 34 A(0.36 AC { t t t { /vsT;a CURD RA/�P t i _ _ - - = CB 31�.47 AC i ' 6- ROOF" AND F-0077NG DRAIN (TYP) 53' T� s- 1 �� / 111110011111111 CB 32�50 AC ► j H/ • y �/ CB 34�0.04 ACJ CB 33(0.03 AC] \\ J N \�-, j 1 _ 1 �! ; CB 37( 65 AC) \ ) - - CB 37 A(0.7$ qq t 5-ROCF AND F0O77NG t i DRAIN (rW) t 1 - _ - . - - _ _ ►� 1 1 t SCALE 1"=40' CB 38�0.66 AC) CB 38 A(,.p4 AC � � ea ' A \x 1 tA , _ a s/ -LN !J • r � 1 IN, .x.d.'�.. t._"E._ ':*< �:'.0 ,`:xS'}j3' .•... ...� .I r.,••I .i. ,1 n�••MywM.�Osw..AyS . w.v w... • Yl..-o...�.,•9Ys•4dIWIl�►1•ti IV♦A- +-.r.• .ia-s..SW A1.l�.ry.'-r.,x,!'..•.!•..9.mV^I,..w•.,�.r.lr f w.o.i a,'/w•u.anr.vN... ., / 7 , l 1. 1. �w`1�=2y2' °zb"�22�?0'�xD'o��2I�y?� ���'����°DDv1�Z�����2n_i� U�A�i�y2y �D �D �1y "���I(�`i p����2 21�=.y� h2i�s�o1,J���Z ���, V�.Dol �p?' 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