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SWP272241(1)
I 1 LACOLINA City of Renton, Washington Storm Drainage Report ' RevisedFebn"y 18, 1997 RevisedJ*6, 1998 ' RevisedMarch 31, 1999 1 Prepared By: Scott R. Borgeson ' Todd A. Oberg Nicole E. Pauling Reviewed By: og Michael L. Matheson, PE 26952 �� o '�FcrsrEgti° I qq ' GfONAL ECG 7�31 r_ EVIRES: 9 t 19/0e ' TRIAD ASSOCIATES Au ust - - - - - - Triad Job No . 94 - 130 1 TABLE OF CONTENTS ' PAGE INTRODUCTION.............................................................................................................1 ' VICINITY MAP................................................................................................................2 ' DRAINAGE CONCEPT...................................................................................................3 DOWNSTREAM CONVEYANCE CAPACITY...........................................................4 DETENTION CALCULATIONS....................................................................................6 WATERQUALITY..........................................................................................................9 CONCLUSION................................................................................................................10 CONVEYANCE CALCULATIONS.............................................................................11 EROSION/SEDIMENTATION CONTROL DESIGN...............................................14 APPENDIX ' Flood Insurance Rate Maps (Cedar River Flood Elevation Maps) 2, 10, 25, and 100-year Isopluvials ' Runoff Coefficients Table Runoff Curve Numbers Table ' Existing Conveyance System Map Storm Sewers Output (Frontage Existing Conditions) ' Storm Sewers Output (Frontage Developed Conditions) Water Works Output ' Table of Flows Used for H.G.L. Calculations for Each Catchment Area Storm Sewers Output (Developed Site) 1 IN POCKET AT END OF REPORT ' Developed Conditions Exhibit Pipe Tributary Area Exhibit 1 ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE i INTRODUCTION ' The proposed project is to construct 138 single family residents on approximately 46 acres of land. Of the 46 acres, approximately 29 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. STORM DRAINAGE REPORT FOR LA COLINA-PAGE 1 1 1 ' aos ww w a Z z Z z 0 Lj> 0 ZLj E Q Q N E- ATN ;T 3R0 c+eEEv— Naoo N.E. CEM4:TER" DOWNTOWN a i.i RENTON PLAT of o Z _„ IACW0.VIEFEY TERRACE B < Cl T Y MT. OLIVET 9 CEMETERY q F OF S PROPOSED PLAT OP CE.Dq C AR CREST REN TON 09 O RAVER 69 MAPLEWOOD GOLF COURSE 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 of the developed 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 (P2y,l3). 1 t 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 the 25 and 100-year storm events. STORM DRAINAGE REPORT FOR LA COLINA-PAGE 4 ' 25-Year Freeboard Table Existing Conditions100-Year Freeboard Table 1 Catch Basin Rim Elev. HGL Elev. ]4.442 Catch Basin Rim Elev. HGL Elev. Freeboard MHl 48.58 43.82 MHl 48.58 43.89 4.69 MH2 57.58 44.78 MH2 57.58 44.95 12.63 ' CB l 56.00 46.22 CBI 16.00 46.40 9.60 CB2 54.13 48.20 CB2 54.13 48.33 5.80 CB3 53.94 49.31 CB3 53.94 49.55 4.39 CB4 53.91 49A9 CB4 53.91 49.76 4.15 CB6 54.75 50.88 CB6 54.75 50.96 3.79 CB7 56.02 51.95 CB7 56.02 52.00 4.02 Following are the 25 and 100-year freeboard tables for the existing conveyance system with the developed site runoff entering into Cl3#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. 1 Developed Conditions 25-Year Freeboard Table 100-Year Freeboard Table Catch Basin Rim Elev. HGL Elev. Freeboard Catch Basin Rim Elev. HGL Elev. Freeboard MHl 48.58 44.41 4.17 MHl 48.58 44.55 4.03 MH2 57.58 45.77 11.81 MH2 57.58 45.93 11.65 CBI 56.00 47.31 8.69 CB1 56.00 47.70 8.30 CB2 54.13 49.07 5.06 CB2 54.13 49.33 4.80 CB3 53.94 52.74 1.20 CB3 53.94 53.61 0.33 CB4 53.91 52.89 1.02 CB4 53.91 53.83 0.07 CB6 54.75 53.25 1.50 CB6 54.75 54.36 0.39 CB7 56.02 53.44 2.58 CB7 56.02 54.62 1.40 STORM DRAINAGE REPORT FOR LA COLINA-PAGE 5 ' DETENTION CALCULATIONS tTo 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...) ' 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: ' P2j, : 2.0 in Ploy : 2.9 in P25yr : 3.4 in ' P100y, : 3.9 in Developed Conditions Hydrographs Total Area= 33.05 Ac (not including 0.15 Ac of bypass area at project entrance) Impervious Area = 12.98 Ac @ CN= 98 Pervious Area (On-site) = 15.72 Ac @ CN=68 (grassy open space) Pervious Area (Off-site) = 4.35 Ac @ CN=68 (grassy open space) Time of Concentration (Tc) = 21.14 minutes Reach 1: 150 It Sheet Flow @ 2.2%, `n' =0.15 (grass) ' Reach 2: 185 ft Shallow Concentrated Flow @ 2.0%,`ks' = 27 (paved area) Reach 3: 1,828 ft Channel Flow @ 3.77%,`kc' =42 (smooth pipe) Reach 4: 225 ft Channel Flow @ 97%,`kc' =42 (smooth pipe) Develo ed Conditions Sununary ' Rainfall Type Userl Time of Cone. 21.14 min. Baseflows 0.00 cfs Total Area 33.05 Ac. Abstraction Coeff. 10.20 Pervious Area 20.07 Ac. @ CN=68 Time Interval 10.00 min. Impervious Area 12.98 Ac. @ CN=98 ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 6 ' As listed above, the total area to be developed on-site consists of 28.70 acres of tributary area plus an additional 0.15 acres for Edmonds Avenue at the project entrance. This bypass area is tributary to the conveyance system in Edmonds Avenue and the water quality/detention facility that will be constructed as a part of the Cedar Crest project ' (please refer to the Cedar Crest—Phases I& II Storm Drainage Report, prepared by Triad Associates, January 1999). In addition to the 28.70 acres of developed area on the project site, there is also 4.35 acres of off-site tributary that lies to the north of the site and also to the east. Hydrographs were generated for the total 33.05 acres of area that is tributary to the La Colina water quality/detention vault. These hydrographs have been summarized below. Developed Conditions H dro ra h Summary Storm Precip. Peak Flow Volume Time of Peak (in) (cfs) (Ac-ft) (min) 2-year 2.0 4.96 2.24 480 10 ear 2.9 8.11 3.85 480 25- ear 3.4 10.45 4.84 480 100 ear 3.9 12.99 5.88 480 As shown in the above tables, the 100-year runoff from the site is 12.99 cfs which is greater than the existing capacity of 11.20 cfs, therefore, runoff from the site must be ' detained using the allowable release rate of II.20 efs. STORM DRAINAGE REPORT FOR LA COLINA-PAGE 7 ' 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 the detention vault with a 16-7/16 inch orifice consevatively releasing 10.28 cfs: Level Pool Table Summary Inflow Storage Discharge P.Stage Volume Outflow P.Time Description [CFS] ID ID [FT] [CF] [CFS] [Min] 100 YR STORM 12.99 VAULI DIS1 51.76 8,296 10.276 510 ' 25 YR STORM 10.45 VAULI DIS1 51.15 5,724 8.535 500 10YRSTORM 8.10 VAULI DIS1 50.68 3,704 6.865 510 2 YR STORM 4.96 VAULI DIS1 50.05 1,067 3.667 510 The volumes shown above were calculated by subtracting the dead storage volume ' (26,196 ft) from the total volumes output by Water Works in the Level Pool Table Summary. Therefore, the live storage volume required is approximately 8,296 fe. ' The volume of live storage provided is 9,971 W (from elevation 49.80 to elevation 52.16 in the detention vault). ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 8 ' WATER QUALITY 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 0.67 1.32 0.51 480 ' Therefore, the volume of dead storage required is 22,385 ft3. The volume of dead storage provided is 26,196 W (from elevation 43.60 to elevation 49.80 in the vault). In addition to this volume, one foot (4,225 ft3-from elevation 42.60 to 43.60) has been provided in the vault for sediment storage in accordance with City of Renton Standards. 1 Actual Staae/Storaee Table Description: Actual Vault with Live and Dead Storage(based on dimensions provided by as-built survey) Sediment storage from elevation 42.60 to 43.60 has not been included in the following table. Stage/Storage Table - Actual Vault STAGE STORAGE STORAGE [IT) [CF] [Ac-FT] ' 43.60 0 0.0000 44.00 1690 0.0388 44.50 3803 0.0873 45.00 5915 0.1358 45.50 8028 0.1843 46.00 10140 0.2328 46.50 12253 0.2813 ' 47.00 14366 0.3298 47.50 16478 0.3783 48.00 18591 0.4268 ' 48.50 20703 0.4753 49.00 22816 0.5238 49.50 1 24929 0.5723 ' *49.80 26196 0.6014 50.00 27041 0.6208 50.50 29154 0.6693 ' 51.00 31266 0.7178 51.50 33379 0.7663 52.00 35492 0.8148 52.16 36168 1 0.8303 ' * Top of dead storage/Bottom of live storage. ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 9 1 ' CONCLUSION ' The total required storage volume is 34,906 ft3 (8,296 ft3 (live) + 22,385 ft3 (dead) + 4,225 ft3 (sediment storage)). The proposed vault has a live storage volume of 9,971 ft3, a tdead storage volume of 26,196 ft3, and 4,225 ft3 of sediment storage, for a total storage volume of 40,392 ft3, plus an additional 0.5 foot of freeboard. The release structure will ' consist of an 24 in. down-turned elbow with a 16-7/16 inch orifice at elevation 47.80 ft, with the outfall elevation set at 49.80 ft. The maximum water surface reached during the ' 100-year, 24-hour storm event will be at 51.76 ft, which allows for 0.90 ft of freeboard. ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 10 CONVEYANCE CALCULATIONS In accordance with the King County Surface Water Design Manual, the conveyance systems were designed to provide a minimum of six inches of freeboard within each catch basin for the 25-year, 24-hour design storm event. The systems were then checked with the 100-year storm event to ensure that no overtopping occurred. 1 The hydraulic grade line calculations were performed using Eagle Point Software's ' computer program Storm Sewers. The program determines the flow rate in each pipe and then performs a standard step hydraulic analysis on the pipe network. The methodology ' used for non-uniform flow analysis is the standard step energy balance. This procedure is used to determine the hydraulic grade line throughout the pipe network and is identical to that used for any open channel water surface profile. The steady state energy equation (Bernoulli equation) is used between upstream and downstream sections of each pipe in ' the network. The friction slope is then calculated by applying Manning's equation at the upstream and downstream ends and averaging the slope between them. The program then performs three iterations to pinpoint the hydraulic grade line. Computations begin at the most downstream pipe and continue in an upward direction. The 25 and 100-year flows detailed in the Detention Calculations section of this report were also used for the hydraulic grade line analysis of the conveyance system. These ' flows were distributed to each catch basin structure, based on the individual area tributary to each structure, as shown on the Pipe Tributary Area Exhibit located in the Appendix. tThe flows were input into Storm Sewers as individual flows for each catch basin. The distribution is detailed on the Table of Flows Used for Hydraulic Grade Line ' Calculations for Each Catchment Area, included in the Appendix. The following is the 25-year and 100-year freeboard table for the on-site conveyance system, which shows that all of the catch basins have sufficient freeboard. Please refer to ' the Hydraulic Grade Line Calculations exhibit, in the Appendix of this report, for actual computer output. ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 11 LFREEBOARD TABLE 25- rand 100- r Location Catch Rim Elev. HGL Elev. Freeboard HGL Elev. Freeboard ' Basin (ft) 25- r(ft) 25- r(ft) 100- r(ft) 100- r(ft) Road B CB 2 255.52 249.59 5.93 249.66 5.86 CB 1 254.59 253.71 0.88 254.33 0.26 CB 1A 254.59 253.86 0.73 254.56 0.03 CB 10 257.45 254.02 3.43 254.43 3.02 CB 10A 257.45 255.20 2.25 255.22 2.23 CB 11 261.50 258.91 2.59 259.01 2.49 CB 12 263.76 261.80 1.96 262.22 1.54 CB 13 269.60 266.97 2.63 267.06 2.54 CB 13A 269.60 267.52 2.08 267.78 1.82 CB 14 272.75 270.53 2.22 270.63 2.12 CB 15 275.90 273.67 2.23 273.77 2.13 CB 16 278.60 276.05 2.55 276.14 2.46 CB 17 278.60 276.51 2.09 276.75 1.85 CB 18 289.18 286.46 2.72 286.55 2.63 CB 18A 289.18 286.92 2.26 287.10 2.08 CB 19 294.70 291.95 2.75 292.04 2.66 CB 19A 294.70 292.38 232 292.53 2.17 CB 20 299.63 296.86 2.77 296.94 2.69 CB 20A 299.63 297.44 2.19 297.49 2.14 CB 21 304.45 297.87 6.58 297.94 6.51 CB 21A 304.45 302.31 2.14 302.37 2.08 CB 22 306.17 298.30 7.87 298.36 7.81 ' CB 23 308.06 305.03 3.03 305.08 2.98 CB 23A 308.06 305.77 2.29 305.79 2.27 CB 24 310.36 307.26 3.10 307.30 3.06 CB 24A 310.36 1 308.42 1.94 308.47 1.89 Road C CB 25 304.25 298.51 5.74 298.64 5.61 CB 26 302.35 299.27 3.08 299.31 3.04 CB 26A 302.35 300.19 2.16 300.17 2.18 CB 27 304.10 299.91 4.19 299.94 4.16 CB 27A 304.10 300.84 3.26 300.92 3.18 Road A CB 28 264.18 262.62 1.56 263.50 0.68 CB 28A 264.18 262.86 1.32 263.88 030 CB 29 270.71 267.83 1 2.88 267.89 2.82 CB 29A 270.75 268.50 2.25 268.77 1.98 Road B CB 30 271.22 268.45 2.77 268.76 2.46 CB 30A 271.22 268.67 2.55 268.79 2.43 CB 31 274.04 271.05 2.99 271.08 2.96 ' CB 32 274.04 271.31 2.73 271.34 2.70 CB 33 277.20 274.03 3.17 274.08 3.12 Road A CB 34 273.94 271.71 2.23 271.81 2.13 CB 35 282.45 279.49 2.96 279.59 2.86 Road C CB 36 282.60 279.98 2.62 280.20 2.40 CB 36A 282.60 280.33 2.27 280.36 2.24 CB 37 2 3-38 280.55 3.23 280.57 3.21 ' CB 37A 283.78 281.47 2.31 281.53 2.25 CB 38 282.83 279.98 2.85 280.06 2.77 CB 38A 282.83 280.56 2.27 280.59 2.24 ' CB 39 288.29 285.41 2.88 285.47 2.82 CB 39B 288.29 285.88 2.41 285.88 2.41 ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 12 1 1 FREEBOARD TABLE (continued) Road C CB 40 290.52 288.06 2.46 288.12 2.40 1 CB 40A 291.02 288.47 2.55 288.52 2.50 CB 41 295.85 292.89 2.96 292.94 2.91 CB 41A 295.85 293.78 2.07 293.83 2.02 CB 42 303.44 300.35 3.09 300.38 3.06 1 CB 43 303.44 300.93 2.51 301.06 2.38 CB 44 305.40 302.32 3.08 302.36 3.04 Road A CB 45 285.33 282.13 3.20 282.18 3.15 1 CB 46 285.33 282.69 2.64 282.74 2.59 CB 47 295.77 290.53 5.24 290.57 5.20 Road D CB 48 294.53 291.07 3.46 291.11 3A2 1 CB 48A 294.53 292.51 2.02 292.53 2.00 Road A CB 49 298.58 295.37 3.21 295.39 3.19 CB 49A 298.58 296.33 2.25 296.35 2.23 CB 50 303.88 301.04 2.84 301.05 2.83 1 CB 51 308.92 305.97 2.95 305.98 1 2.94 CB 51A 309.38 307.02 2.36 307.02 2.36 Road C CB 25A 305.00 302.91 2.09 303.03 1.97 1 Tract J CB 3 257.98 254.64 3.34 254.70 3.28 Road B CB 3A 258.08 255.81 2.27 255.84 2.24 Tract CB 4 257.79 254.86 2.93 254.95 2.84 1 Tract H CB 5 259.00 255.50 3.50 255.53 3.47 Road B CB 6 260.00 257.21 2.79 257.26 2.74 CB 7 261.67 259.06 2.61 259.11 2.56 CB 8 268.45 265.34 3.11 265.37 3.08 1 CB 8A 268.45 266.28 2.17 266.33 2.12 1 i 1 1 1 1 1 1 1 STORM DRAINAGE REPORT FOR LA COLINA-PAGE 13 ' EROSION/SEDIMENTATION CONTROL DESIGN ' The sediment retention facility was designed using the 1994 updates to the erosion control chapter of the 1990 King County Surface Water Design Manual (KCSWDM). In ' accordance with Section 5.4.5.2, a sediment pond was sized as detailed below. The required surface area of the facility was computed using an inflow rate equal to the 2- year, 24-hour peak rate of runoff from the developed tributary area. ' Sediment Pond Tributary Area= 33.05 Ac. ' Pervious Area = 20.07 Ac. @ CN=68 (grass) Impervious Area = 12.98 Ac. @ CN=98 t Time of Concentration =21.14 minutes Reach 1: 150 ft Sheet Flow @ 2.2%, `n'=0.15 (grass) Reach 2: 185 ft Shallow Concentrated Flow @ 2.0%,`ks' = 27 (paved area) ' Reach 3: 1,828 ft Channel Flow @ 3.77%,`ks' =42 (pipe) Reach 4: 225 ft Channel Flow @ 97%a,`ks' =42 (pipe) Erosion Control H dro ra h Rainfall Type User 1 Time of Cone. 21.14 min. ' Baseflows 0.00 cfs Total Area 33.05 Ac Abstraction Coeff. 0.20 Pervious Area 20.07 Ac @ CN=68 Time Interval 10.00 min. Impervious Area 12.98 Ac @ CN=98 ' Erosion Control H dro ra h Summary Precip. Peak Flow Volume Time of Peak Storm I [in] I [cfs] [Ac-ft] [min.] 2-Year 12.00 14.96 12.24 480 ' Reauired Surface Area Required Surface Area = 2 x (Q2j/0.00096) ' Required Surface Area = 2 x (4.96/0.00096) Required Surface Area = 10,317 ft2 ' The proposed sediment pond will have a surface area(at the pond riser) of 14,026 ft2 and be 4 ft. deep. The sideslopes will be 3:1 and will provide 1 ft. of freeboard above the elevation of the rim of the pond riser. ' STORM DRAINAGE REPORT FOR LA COLINA-PAGE 14 �--a Q w a a I SSPPPj 3P0 NE NORTHEAST 2ND ZONE X J W_ 1 NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 23 NORTH, RANGE 5 EAST. 1 17 16 1 CITY OF RENTON 530088 1 PRIVATE DRIVE p RM282 x VALLEY Q SOUTHEAST 5TH STREET d`PP�P MONROE AVE 01 ZONE X ZONE X SOUTHEAST ' �� � -. sF 46 e.��t °,^ 9i 6TN 50 OtiL HFFT ZONE X p 9� e Q ? MAP" I43 BURUNGTON� 46 SOU i ZONE X ZONE A a I ?� MTh NO9 �p sTRe� k .. 1 1 Q ZONE A 5& i FLOOD INSURANCE RATE MAP 7 4 STREET 4TH y09 3 O x NORTH MARION _ a a z o STREET ,o! 0 2y0 Z y m O n� 0e 31111 STREET w w w > w N BROOKS � ' a < STREET J2yW 'y0,9y TF e NORTH 2 40 STREET 20 STREET 3RD NAH 2ND STREET ¢ aos 0 OF m u o MONTEREY w J NORTH P z S? o T 3e z w Zm z z m z o ZONE AE yob ZONE X e e a z Q a o r aP W RM279 Jy NE Q � � f' y {A C J so � �ti o�oQa 17 S ZONE X ZONE ZONE X SOJSN � 0�� ych, SOUTH 3RD STREET ZONE A "` P ZONE X M ��Gti�la ZONE A no Z SOUTH 4TH STREET x Oy 0 STA '1'O 9C6ciC RM281 y� x z a ZONE X z a SOG�ti FLOOD INSURANCE RATE MAP LNINI �3OWN�qlwmll sumbfir 'la NOW t�� �� tt iPIP al 11�► R..RAt IT UNO NOR WN N all R _ ,� .iiu�rR• 1 l WIN awl �EVisa Willa m , AW �a e4 �i OtMog �� �:�� .� -•tom:=i ►' R� p �� pig A- � 1ST / +4 rLill M,� MNq I ANEW 's = OVA ter. PAR I� �t> Oggt lam. ��l��Q��f�� '��_� �► .CIE%�.�,�,�' �P���i,�.��� ww joskI IS MEN MIN ry� � r i f AI`Fwft �C ♦�.. IN .�win" r! w align �� +' f ' 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 "C.". ' C. = ((C, x A,) + (C2xA2)+--- + (C xfj)/A, where: tA, = total area (acres) A,'2m = areas of land cover types (acres) ' C1,2.,, = 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 I C I LAND COVER C + Dense forest 0.1Q . .: I Playgrounds 0.30 li Light forest 0.15 i Gravel areas 0.80 Pasture 0.20 Pavement and roofs 0.90 Lawns 0.25 Open water (pond, 1.00 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 1 3.50 DU/GA 0.45 I 0.80 DU/GA (1 unit per 1.25 ac.) 0.27 4.00 DU/GA 0.48 ' I 1.00 DU/GA 0.30 4.50 DU/GA 0.51 1.50 DU/GA 0.33 5.00 DU/GA 0.54 2.00 DU/GA 0.36 5.50 DU/GA 0.57 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, = (Ci,)cA,) + (C2xA2) + ...+(C xA ), where A, = (A, + A2 + ...+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 TABLE rKING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL rTABLE 3.5.213 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS rSCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) r Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY r HYD OGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition . 86 91 94 95 ' Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 r 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 r Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area O a0 86 90 r fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 rDirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. too too too ' Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) r 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 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 r 5.0 DU/GA 48 - 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 r7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed r commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering r 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 (lawn) are considered to be in good condition for these curve numbers. r 3.5.2-3 a wz r RUNOFF CURVE NUMBERS TABLE w w w w w w wi w �w w Iw w ■i w� w� iw � �■� w CB s ND \ \ v \ SCALE: 1"=50' b � \ LA COLINA SITE ;ram:xi 9G 1CS M X)) �9 \ rt Y �� rmccsi C85 iBB +Ym,((.�..r CB p ,, e CB2 \ CBI \ EXISTING CONVEYANCE SYSTEM MAP 1 08/01/96 STORM SEWER SUMMARY REPORT La Colina - Frontage W/O Vault, 25-yr storm FILE: LACOLINA.STM 1 RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I = 9.090/ ( Tc ♦ 0.000) - 0.650 LINER DESCRIPTION JINC AR RUNO£FC INLTIME INLT I INC CIA INPUTQ UNIFORM SIZE/ INVERT PIPE NVAL NGLS LOPE HYD GRD VEL DOWNLINEM TOT AR WEIGNTD Tc TOTL I TOT CIA TOT FLOWCAP TYPE UP/DOWN LEN INVSLOP SLC UP/DOWN UP/DOWN 1 (ac) C Imin) (in/hl (cfsl (cf sl Itfs) lin) (ft) (ft) (ft/ft) (ft/ft) Iftl I (ft/s) I ml 0.0 0.90 6.30 2.75 0.00 0.00 24D 41.80 55 0.012 0.001 43.71 3.09 DNLN = 0 25.6 0.31 22.48 1.20 9.55 9.55 25.6 24D 41.20 0.011 0.75 43.68 3.04 1 2 MM2 1.0 0.80 6.30 2.75 2.20 0.00 24D 43.21 128 0.012 0.004 44.31 5.46 DNLN = 1 25.6 0.31 21.98 1.22 9.69 9.69 25.7 24D 41.80 0.011 1.00 43.82 3.08 3 CB1 0.7 0.90 6.30 2.75 1.73 0.00 24D 44.62 201 0.012 0.004 45.68 5.29 1 DNLN = 2 24.6 0.29 21.21 1.25 8.92 8.92 20.5 24D 43.21 0.007 1.25 44.78 3.38 4 CB2 0.5 0.90 6.30 2.75 1.24 0.00 24❑ 46.85 340 0.012 0.005 47.88 5.20 DNLN = 3 23.9 0.27 19.85 1.30 8.49 8.49 19.8 24D 44.62 0.007 0.75 46.22 3.15 5 CB3 22.3 0.23 19.64 1.31 6.73 0.00 18D 47.43 66 0.012 0.005 48.51 5.86 1 DNLN = 4 23.4 0.26 19.64 1.31 7.96 7.96 11.7 ISO 46.73 0.011 1.50 48.20 4.53 6 CB4 0.2 0.25 6.30 2.75 0.10 0.00 12D 48.36 30 0.012 0.001 49.34 2.53 DNLN = 5 1.1 0.82 9.46 2.11 1.98 1.98 6.4 12D 47.54 0.027 1.50 49,31 2.52 7 C116 0.5 0.90 6.30 2.75 1.24 0.00 12D 50.07 250 0.012 0.005 50.68 4.12 DNLN = 6 1.0 0.90 8.35 2.29 2.06 2.06 2.8 12D 48.77 0.005 0.75 49.49 3.39 8 CB? 0.5 0.90 6.30 2.75 1.24 0.00 12D 51.34 320 0.012 0.003 51.95 3.40 DNLN = 7 0.51 0.90 6.30 2.751 1.24 1.241 2.41 12DI 50.061 1 0.0041 0.75 50.881 1.80 1 1 1 1 1 1 1 i 1 1 1 STORM SEWERS OUTPUT FOR LA COLINA'S EXISTING FRONTAGE CONVEYANCE SYSTEM 1 PAGE- 1 08/01/96 STORM SEWER SUMMARY REPORT La Colina - Frontage W/O Vault. 25-yr storm FILE: LACOLINA.STM ' RAINFALL FILE: RENTON.RND 100 YEAR DESIGN STORM I = 10.190/ ( Tc + 0.0001 ^ 0.630 LINER DESCRLPTION JINC acAR RVNCEFC INminME (NLT n/hl INCEs1A 11cEs1 JDNcfa1HM (inE/ IH If[T PftE fftA/Etl Hfft/fPE HYDfCRD Vft/s) GL DOWNLINE4 TOT AR WEIGHTD Tc TOTL I TOT CIA TOTALQ fLOWCAP TYPE VP/DOWN LE INVS LOP JLC UP/DOWN UP/DOWN 1 MH1 0.0 0.90 6.30 3.20 0.00 0.00 24D 41.80 55 0.012 0.011 42.74 7.92 DNLN = 0 25.6 0.31 22.23 1.44 11.47 11.47 25.6 24D 41.20 0.011 0.75 42.14 7.92 2 mE2 1.0 0.80 6.30 3.20 2.56 0.00 24D 43.21 128 0.012 0.007 44.42 5.86 DNLN = 1 25.6 0.31 21.81 1-46 11.62 11.62 25.7 24D 41.80 0.011 1.00 43.89 4.15 3 CBI 0-7 0-90 6.30 3.20 2.01 0.00 24D 44.62 201 0.012 0-004 45.78 5.67 ' DMIx = 2 24.6 0.21 21.09 1.49 10.67 10.67 20.1 24D 43.21 0.017 1.25 14.95 3.61 4 CB2 0.5 0.90 6.30 3.20 1.44 0.00 24D 46.85 340 0.012 0.005 47.98 5.55 DNLN = 3 23.9 0.27 19.83 1.55 10.11 10.11 19-8 24D 44.62 0.007 0.75 46.40 3.42 5 CB3 22.3 0.23 19.64 1.56 8.01 0.00 18D 47.43 66 0.012 0.004 48.60 6.38 DNLN = 4 23-4 0-26 19.64 1-36 9.47 9.47 11.7 18D 46.73 0.011 1.50 48.33 5.36 6 CB4 0.2 0-25 6.30 3.20 0.12 0.00 12D 46.36 30 0.012 0.000 49.55 2.98 DNLN = 5 1.1 0.82 9.34 2.49 2-34 2.34 6.4 12D 47.54 0.027 1.50 49.55 2.98 7 C06 0-5 0-90 6.30 3-20 1.44 0.00 12D 50.07 250 0.012 0-004 50.73 4.41 DNLN = ' 8 CB7 6 2 0.5 0.90 6.30 3-20 1-44 0.00 e 12D 51.34 320 0.01 0 2 0.003 52.00 3.58 DNLN = 7 0.5 0.90 6.30 3.20 1.44 1.44 2-dj 12DI 50.06 0.004 0.75 50.961 1.94 1 STORM SEWERS OUTPUT FOR LA COLINA'S EXISTING FRONTAGE CONVEYANCE SYSTEM ' PAGE-2 08/01/96 STORN SEWER SUMMARY REPORT La Colina - Frontage W/ Vault, 25-yr storm FILE: LACOLINA.STM ' RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I = 9.090/ 4 Tc - 0.000) . 0.650 ESCRIPTIO VEL JLC LINER DDOWNL NEYN TOT AR WEICNTD 1Nmin)E (O�/hl TGl cf e)A TOcfsIG FLO ECAP Tin)/IUN(fGt I1N (ftE I�NVSLOPIHGJLft/f /ft) UP(DOWN U/DOWN L MN1 0.0 0.90 6.30 2.75 0.00 0.00 24D 41.80 55 0.012 0.004 93.88 6.71 DNLN = 0 25.6 0.31 21.35 1.24 9.88 21.08 25.6 24D 41.20 0.011 0.75 43.68 6.71 ' 2 MN2 1.0 0.80 6.30 2.75 2.20 0.00 24D 43.21 128 0.012 0.003 44.84 7.73 DNLN = L 25.6 0.31 21.05 1.25 9.97 21.17 25.7 24D 41.80 0.011 1.00 44.41 6.74 3 CB1 0.7 0.90 6.30 2.75 1.73 0.00 24D 44.62 201 0.012 0.002 46.25 7.39 ' DNLN 2 24.6 0.29 20.57 1.21 9.10 20.30 20.5 24D 43.21 0.007 1.25 45.77 6.46 4 CB2 0.5 0.90 6.30 2.75 1.24 0.00 24D 46.85 340 0.012 0.003 48.42 7.44 DNLN = 3 23.9 0.27 19.74 1.31 8.52 19.72 19.8 24D 44.62 0.007 0.75 47.31 6.28 5 CB3 22.3 0.23 19.64 1.31 6.73 11.20 18D 47.43 66 0.012 0.014 50.00 10.84 ' DNLN = 4 23.4 0.26 19.64 1.31 7.96 19.16 11.7 18D 46.73 0.011 1.50 49.07 10.84 6 CB4 0.2 0.25 6.30 2.75 0.10 0.00 12D 48.36 30 0.012 0.001 52.77 2.23 DNLN = 5 1.1 0.82 11.44 1.86 1.75 1.75 6.4 12D 47.54 0.027 1.50 52.74 2.23 7 CB6 0.5 0.90 6.30 2.75 1.24 0.00 12D 50.07 250 0.012 0.001 53.18 2.38 DNLN = 6 1.0 0.90 9.69 2.08 1.87 1.87 2.8 12D 48.77 0.005 0.75 52.89 2.38 8 CB7 0.5 0.90 6.30 2.75 1.24 0.00 12D 51.34 320 0.012 0.001 53.44 1.57 DNLN = 7 0.51 0.901 6.30 2.75 1.24 1.24 2.41 12DI 50.061 1 0.0041 0.75 53.25 1.57 t 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, 100-yr sto. FILE: LACOLINA.STM ' RAINFALL FILE: RENTON.RND 100 YEAR DESIGN STORM I = 10.190/ ( Tc a 0.000) ^ 0.63( LINE# DESCRIPTION INC AR RUNOFFC INLTIME INLT i INC CIA INPUTQ UNIFORM SIZE/ INVERT PIPE NVAL HGLS LOPE HYD GRD VEL DGWNLINE4 ITOT AR WEIGHTD Tc TOTL I TOT CIA TOTALQ FLOWCAP TYPE UP/DOWN LEN INVSLOP JLC UP/DOWN UP/DOWN (a0 C (cfs) Icfs) Icfs) lin) (ft) (ftl (ft, If[/ft) (ft) I (ft/s) 1 ml 0.0 0.90 6.30 3.20 0.00 0.00 24D 41.80 55 0.012 0.004 43.92 7.32 DNLN = 0 25.6 0.31 21.32 1.48 11.78 22.98 25.6 24D 41.20 0.011 0.75 43.68 7.32 2 MH2 1.0 0.80 6.30 3.20 2.56 0.00 24D 43.21 128 0.012 0.003 44.94 8.00 DNLN = 1 25.6 0.31 21.04 1.49 11.88 23.08 25.7 241) 41.80 0.011 1.00 44.55 7.35 3 CBI 0.7 0.90 6.30 3.20 2.01 0.00 24D 44.62 201 0,012 0.004 46.74 7.02 ' DNLN = 2 24.6 0.29 20.56 1.52 10.84 22.04 20.5 24D 43.21 0.007 1.25 45.93 7.02 4 CB2 0.5 0.90 6.30 3.20 1.44 0.00 24D 46.85 340 0.012 0.003 48.78 6.87 DNLN = 3 23.9 0.27 19.73 1.56 10.14 21.34 19.8 24D 44.62 0.007 0.75 47.70 6.79 5 CB3 22.3 0.23 19.64 1.56 8.01 11.20 18D 47.43 66 0.012 0.017 50.42 11.70 ' DNLN = 4 23.4 0.26 19.64 1.56 9.47 20.67 11.7 18D 46.73 0.011 1.50 49.33 11.70 6 CB4 0.2 0.25 6.30 3.20 0.12 0.00 12D 48.36 30 0.012 0.002 53.65 2.74 DNLN = 5 1.1 0.82 10.66 2.29 2.15 2.15 6.4 12D 47.54 0.027 1.50 53.61 2.74 7 CB6 0.5 0.90 6.30 3.20 1.44 0.00 12D 50.07 250 0.012 0.002 54.26 2.08 DNLN = 6 1.0 0.90 9.21 2.52 2.26 2.26 2.8 12D 48.77 0.005 0.75 53.83 2.88 8 CE7 0.5 0.90 6.30 3.20 1.44 0.00 12D 51.34 320 0.012 0.001 54.62 1.83 DNLN = 7 0.51 0.901 6.301 3.201 1.44 1.441 2.41 12DI 50.06 0.004 0.75 1 54.361 1.83 1 STORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED FRONTAGE CONVEYANCE SYSTEM ' PAGE-2 ' 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..: 11.20 Acres TIME INTERVAL..: 10.00 rain CN..: 73AO 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:1141,00 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:25 YR EXISTING 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 1 ' WATER WORKS OUTPUT FOR LA COLINA-Page 1 ' BASIN SUMMARY ' BASIN ID: A4 NAME: l00 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 BASIN ID:B1 NAME: 2 YR DEVELOPED t SBUH METHODOLOGY TOTAL AREA..: 33.05 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA ' PRECIPITATION..: 2.00 inches AREA..: 20.07 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 12.98 Acres ' CN..: 98.00 TcReach-Sheet L: 150.00 ns:0.1500 p2yr:2.00 s:0.0220 TcReach-Shallow L: 185.00 ks:27.00 s:0.0200 TcReach-Channel L:1828.00 kc:42.00 s:0.0377 TcReach-Channel L:225.00 kc:42.00 s:0.9700 PEAK RATE: 4.%cfs VOL: 2.24 Ac-ft TIME: 480 min ' BASIN ID:112 NAME: 10 YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 33.05 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 20.07 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 12.98 Acres CN..: 98.00 TcReach-Sheet L: 150.00 ns:0.1500 p2yr:2.00 s:0.0220 TcReach-Shallow L: 185.00 ks:27.00 s:0.0200 TcReach-Channel L:1828.00 kc:42.00 s:0.0377 TcReach-Channel L: 225.00 kc:42.00 s:0.9700 PEAK RATE: 8.11 cfs VOL: 3.85 Ac-ft TIME: 480 min WATER WORKS OUTPUT FOR LA COLINA-Page 2 1 BASIN SUMMARY ' BASIN ID:B3 NAME:25 YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 33.05 Acres BASEFLOWS 0.00 cfs ' RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 3.40 inches AREA..: 20.07 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 12.98 Acres CN..: 98.00 TcReach-Sheet L: 150.00 ns:0.1500 p2yr:2.00 s:0.0220 TcReach-Shallow L: 185.00 ks:27.00 s:0.0200 TcReach-Channel L:1828.00 kc:42.00 s:0.0377 ' TcReach-Channel L:225.00 kc:42.00 s:0.9700 PEAK RATE: 10.45 cfs VOL: 4.84 Ac-ft TIME: 480 min ' BASIN ID:B4 NAME: 100 YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 11.01 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 20.07 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 12.98 Acres CN..: 98.00 ' TcReach-Sheet L: 150.00 ns:0.1500 p2yr:2.00 s:0.0220 TcReach-Shallow L: 185.00 ks:27.00 s:0.0200 TcReach-Channel L:1828.00 kc:42.00 s:0.0377 TcReach-Channel L:225.00 kc:42.00 s:0.9700 PEAK RATE: 12.99 cfs VOL: 5.88 Ac- t TIME: 480 min BASIN ID: B5 NAME:WATER QUALITY SBUH METHODOLOGY ' TOTAL AREA..: 33.05 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 0.67 inches AREA..: 20.07 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 21.14 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 12.98 Acres CN..: 98.00 ' TcReach-Sheet L: 150.00 ns:0.1500 p2yr:2.00 s:0.0220 TcReach-Shallow L: 185.00 ks:27.00 s:0.0200 ' TcReach-Channel L:1121.00 kc:42.00 s:0.0377 TcReach-Channel L:225.00 kc:42.00 s:0.9700 PEAK RATE: 132 cfs VOL: 0.51 Ac-ft TIME: 480 min WATER WORKS OUTPUT FOR LA COLINA-Page 3 HYDROGRAPH SUMMARY ' HYD PEAK TIME VOLUME AREA DESCRIPTION NUM [CFS] LMin] [CF Ac] ' 2- r Existing 1 0.784 760 40,002 33.20 10 Existing 2 3.005 490 98,328 33.20 25-yr Existing 3 4.898 490 136,922 33.20 ' 100-yrExisting 4 7.101 480 178,702 33.20 2-yr Developed 5 4.957 480 97,771 33.05 10-yr Developed 6 8.106 480 167,685 33.05 25-yr Developed 7 10.450 480 210,687 33.05 100-yr Developed 8 12.986 480 255,915 33.05 Water Quality 9 1.321 480 22,385 33.05 2- r Outflow 10 3.667 510 71,575 33.05 10- r Outflow 11 6.865 500 141,489 33.05 25- r Outflow 12 8.535 510 184,491 33.05 100-3T Outflow 13 1 10.276 510 229,719 33.05 t WATER WORKS OUTPUT FOR LA COLINA—Page 4 ' STAGE STORAGE TABLE RECTANGULAR VAULT ID No. VAULT ' Description:DETENTION VAULT Length: 211.26 ft. Width: 20.00 ft. STAGE STORAGE STORAGE [FT] [CF] [Ac-Fr] 43.60 0 0.0000 ' 44.00 1690 0.0388 44.50 3803 0.0873 45.00 5915 0.1358 ' 45.50 8028 0.1843 46.00 10140 0.2328 46.50 12253 0.2813 ' 47.00 14366 6.3298 47.50 16478 0.3783 48.00 18591 0.4268 ' 48.50 20703 0.4753 49.00 22816 0.5238 49.50 24929 0.5723 49.80 26196 0.6014 ' 50.00 27041 0.6208 50.50 29154 0.6693 51.00 31266 0.7178 ' 51.50 33379 0.7663 52.00 35492 0.8148 52.10 35914 0.8245 ' 52.16 36168 0.8303 ' WATER WORKS OUTPUT FOR LA COLINA-Page 5 1 STAGE DISCHARGE TABLE ' MULTIPLE ORIFICE ID No. DIS 1 Description: DISCHARGE ORIFICES Outlet Elev: 49.80 Elev: 47.80 ft Orifice Diameter: 16.4400 in. STAGE DISCHARGE [FT [CFS] 49.80 0.0000 50.00 3.2801 50.50 6.1364 51.00 8.0345 51.50 9.5629 52.00 10.879 52.10 11.123 52.16 11.267 LEVEL POOL TABLE SUMMARY Description Inflow Storage Discharge P.Stage Volume Outflow P.Time [CFS] ID ID [FT] [C [CFS] [Min] 100 YR STORM 12.99 VAULT DIS 1 51.76 34492.13 10.276 510 25 YR STORM 10.45 VAUL1 DIS1 51.15 31919.71 8.535 510 ' 10 YR STORM 8.11 VAULI DISI 50.68 29899.60 6.865 500 2 YR STORM 4.96 VAULT DIS1 50.05 27262.79 3.667 510 WATER WORKS OUTPUT FOR LA COLINA—Page 6 TABLE OF FLOWS USED FOR HYDRAULIC GRADE LINE CALCULATIONS FOR EACH CATCHMENT AREA IA COUNA SBUH FLOWS'. 0(25)= 1045 a(100)= 12.99 ' TOTAL TRIBUTARY AREA(ACJ{NIX i.1.6ing 0.15 ft.bypass arm)'. 33.05 ONSITE A TRIBUTARY FLOWS LOVE AREA % TOTAL AREA 0(2,3 25 O 190 % 0.00 0.00% 0.09 am' % 2.09 6.32% 0.88 0.02 1 014 042% aw am 2 Oil 0.33% 0.0] a.01 3 am 1.57% 0.16 am 4 023 0.70% am am 5 043 1.3a% 0.14 0.17 6 023 0.10% am 0.m ] 0.26 0.]8% 0.06 0.10 8 0.42 1.27% 0.13 0.17 9 0.26 0.79-A O.m 0.10 10 027 0.3% 0. 0.1 0.4 11 4 1.33% 0.1114 0.117 12 0.56 1.691A 0.18 an 13 042 1.27% 0.13 0.17 14 0.33 100% 0.10 0.13 15 042 1.21% 0.13 0.17 16 0.33 1.00% 0.10 0.13 17 024 O.n% 0.08 0.0 18 049 148% 0.15 0.19 19 0.11 2A5% 0.22 0.28 i0 023 0.10% am am 21 0.66 2A0% 0.21 am 22 0.00 0.00% am am 23 O.67 2.03% 0.21 an 24 0.31 0.9/% 0.10 0.12 25 0.58 1.75% %18 am 26 1.32 3.99% 0.62 27 0.43 1.30% M14 0.14 0.17 26 0.55 1.66% 0.17 am 29 am 1.75% 0.18 0.23 30 0.65 1.97% 0.21 an 31 0.35 1.08% 0.11 0.14 ' 32 0.28 0.85% am 0.11 33 0.40 1.21% 0.13 0.16 34 am 0.00% a00 am 35 aQ 1.30% 0.14 0.17 36 0.21 am% 0.07 am ' 3] 0.23 0.70% am 0.0 0.35 1.06% all 0.14 39 028 am% am all 4a 1.02 3.09% 0.92 0.40 41 0.21 0.64% 0.01 am 42 0.00 0.00% am am 43 0.35 1.06% all 0.14 44 an 1.12% 0.12 M15 OS 0.47 1.42% 0.15 Ode 46 0.23 a. a0] am 47 aw 091% am M12 48 0.38 1.15% 0.12 M15 49 0.14 042% a.W a06 50 am 018% a.@ am 51 0.05 0.15% am M02 52 1.16 &67% 0.37 a" 63 0.44 133% 0.14 0.17 54 1.22 3.69% an a" 65 0.32 0.9]% 0.10 0.13 56 0.93 2.81% an 0.37 57 0.91 2.75% an 0.36 58 0.56 0.02 1.5 % 0.19 am 59 0.17 0.51% am. 60 am am% am 0.00 61 0.57 1. 2 0.10 CM 62 an 2.33% 0.24 0.30 63 0.14 0.33% a.03 0." 64 0.30 a 09.91% 0. 0.12 65 0.10 a m% 0.03 a." 66 am 0.]6% 0.0a 0.10 67 0.08 0.24% 0.03 0.0 w 0.18 0.54% 0.06 am 69 0.02 am% 0.01 0.01 70 0.37 1.12% 0.12 als 71 0.13 0.39% 0.01 0.0 n am 145% 0.15 0.19 73 0.23 0.]0% 0.07 am 74 095 2.87% 0.30 0n ' 16 1.28 3.57% 1.40 0.50 76 0.51 1.54% ale 0.20 SUMTOTALS. 100.00% 10.15 12.99 ' STORM DRAINAGE REPORT FOR LA COLINA ' 03/26/99 STORM SEWER SUMMARY REPORT 100-YR LA COLINA CONVEYANCE SYSTEM FILE: LACOLLOO.STM RAINFALL FILE: 100 YEAR DESIGN STORM LINE#I DESCRIPTION ZINC AR RUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMI SIZE/IINVERT IPIPE I NVAL IHGLSLOPEIHYD GRD I VEL I DOWNLINE4 ITOT ARIWEIGHTDI T. ITOTL I TOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN IINVSLOPI JLC IUP/DOWN IUP/DOWN I I (ac) I C I (min) I (in/h)I (cfs) I (cfs) I (cfs) I (in) I Ift) 11ft) 1(ft/ft) I (ft/ft) I (ft) I (ft/s) 1 1 I CB 2 1 0.01 0.581 6.30I 0.001 0.001 0.06I 1 24DI 299.06I 1421 0.013I 0.078I 249.661 15.52 I DNLN = 0 1 0.01 0.001 15.021 0.001 0.001 12.191 63.11 24DI 238.001 1 0.0781 1.25 1 238.601 15.52 1 2 1 CB 1 1 0.01 0.581 6.301 0.001 0.001 0.041 1 24DI 249.851 791 0.0131 0.0001 254.331 3.36 I DNLN = 1 1 0.01 0.001 14.631 0.00 0.001 10.571 22.61 24DI 249.06 0.0101 1.25 1 254.331 3.36 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 1 CB IA 1 0.01 0.581 6.301 0.001 0.001 0.201 1 8DI 252.091 301 0.0131 0-0001 254.561 0.57 1 DNLN = 2 1 0.01 0.001 6.301 0.001 0.001 0.201 2.11 SDI 251.191 1 0.0301 1-25 1 254-551 0.57 I 1 1 1 1 1 1 1 I 4 1 CH 10 1 0.01 0.581 6.301 0.001 0.001 0.091 1 24D1 253.001 1391 0.0131 -0.0011 259.431 9.29 1 DNLN = 2 1 0.01 0.001 14.021 0.001 0.001 10.331 34.01 24DI 249.851 1 0.0231 1.25 1 254.551 3.29 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5 1 CH 10A 1 0.01 0.581 6.301 0.001 0.001 0.171 1 SDI 25d.951 301 0.0131 0.0141 255.221 2.01 1 DNLN = 4 1 0.01 0-001 6.301 0.001 0.001 0.171 1.71 SDI 25d.351 1 0.0201 1.25 1 254-791 0.70 -I I I I I I I I I I I I I I I 6 1 CB 11 1 0.01 0.581 6.301 0.001 0.001 0.091 1 1501 258.251 881 0.0131 0.0511 259-011 12-85 1 DNLN = 4 1 0.01 0.001 13.911 0.00I 0.001 10.071 14.61 15DI 253.751 1 0.0511 1.25 1 254.511 12-85 1 7 1 CB DNLN 0.01 0.00 3.811 0.001 0.001 9.98 15DI 258.251 461 0.0331 0.0001 262.221 8.13 I DNLN = 6 I O.D 0.001 13.81 0.001 0.001 9.98 12.6 15D 258.25 0.0381 1.25 1 262.221 8.13 I I 1 I 8 1 CH 13 I 0.0 0.581 6.301 0.00 0.001 0.171 1 12DI 266.171 1281 0.0131 0.0281 267.061 6.06 1 DNLN = 7 1 0.01 0.001 13.451 0.001 0.001 4.501 7.71 12DI 260.251 1 0.0461 1.25 1 263.501 5.73 I 1 1 1 1 1 1 9 1 CB 13A 1 0.01 0.581 6.301 0.001 0.001 0.101 1 SDI 267.101 301 0.0131 0.0001 267.781 0.29 1 DNLN = 8 1 0.01 0.001 6.301 0.001 0.001 0.101 1.71 SDI 266.501 1 0.0201 1.25 1 267.781 0.29 30 1 CB 16 i 0.01 0.581 6.301 0.001 0.00 0-111 1 12DI 269.75 75 0-0131 0.0381 270.631 5.79 1 DNLN = 8 1 0.01 0.001 13.231 0.001 0.001 4.231 7.81 12DI 266.171 1 0.0481 1.25 1 267.781 5.39 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 CB 15 1 0.01 0.581 6.301 0.001 0.001 0.171 1 12DI 272.901 751 0.0131 0.0331 273.771 5.69 1 DNLN = 10 1 0.01 0.001 13.001 0.001 0.001 4.121 7.31 12DI 269,751 1 0.0421 1.25 1 271,281 5.25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 12 1 CB 16 1 0.01 0.581 6.301 0-101 0.00I 0.22I 1 12DI 275,31, 651 0.0131 0.0271 276,111 5.59 1 DNLN = 11 1 0.01 0.001 12.791 0.001 0-001 3.951 6.81 12DI 272.901 1 0.0371 1.25 1 274.401 5.03 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 13 1 CB 17 1 0.01 0-581 6.301 0.001 0.001 0-171 1 12DI 275.601 301 0.0131 0.0001 276.751 4.75 1 DNLN = 12 1 0.01 0.001 12.691 0.001 0.001 3.731 3.61 12DI 275.301 1 0.0101 1-25 1 276.751 4.75 I 1 14 1 CB 18 1 0.01 0.581 6.301 0.001 0.001 0.131 1 32D1 285.751 2341 0.0131 0.0401 206.551 5.29 1 DNLN = 13 1 0.01 0.001 11.891 0.001 0.001 3.561 7.41 12DI 275.601 1 0.0431 1.25 1 277.191 4.53 15 1 CB 18A 1 0.01 0.581 6-301 0-001 0-001 0.171 1 SDI 286.681 301 0.0131 0.0001 287.101 0.76 1 DNLN = 11 1 0.01 0-001 6-301 0-101 0-001 0-17I 1.71 SDI 286,01, 1 0.0201 1.25 1 287,09, 0.41 I I I I I I I I I I I I I 1 1 16 1 CB 19 1 0.01 0.581 6.301 0.001 0-001 0-131 1 12DI 291.271 1261 0.0131 0.0391 292.041 5.05 1 DNLN = 14 1 0.01 0.001 11.441 0.001 0.001 3-261 7.51 12DI 285.751 1 0.0441 1.25 1 287.091 4.15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 17 I CB 11A 1 0.01 0.581 6.301 0.001 0.001 0.091 1 811I 291-201 301 0.0131 0.0001 292.53I 0.53 1 DNLN = 16 1 0.01 0.001 6.301 0.001 0.001 0.091 1.71 SDI 291.601 1 0.0201 1-25 1 292.531 0.26 -I I I I I I I I I I I I I I I 18 1 CB 20 1 0.01 0.581 6.301 0.001 0.001 0.191 1 12DI 296.201 1241 0.0131 0.0361 296.941 4.88 1 DNLN = 16 1 0.01 0.001 10.971 0.001 0.001 3.041 7.11 12DI 291.271 1 0.0401 1.25 1 292.531 3.87 ' I1 I 1 1 1 1 1 1 I 1 I 19 1 CB 20A 1 0.01 0.581 6.301 0.001 0.001 0.261 1 Bo 297.131 301 0.0131 0.0031 297.491 2.35 1 DNLN = 18 1 0.01 0.001 6.301 0.001 0.001 0.281 1.71 SDI 296.531 1 0.0201 1.25 1 297.401 0.80 I I 1 20 ( CH 21 1 0.01 0.58 6-301 0.00 0-001 0.091 1 12DI 297.261 1681 0.0131 0.0031 297.941 4.52 1 DNLN = 18 1 0.0) 0.001 10.251 0.001 0.001 2.571 2.81 12DI 296.201 1 0.0061 1.25 1 297.401 3.27 I I I 1 1 1 1 1 1 1 1 I 21 1 CH 23A 1 0.01 0.581 6.301 0.001 0.001 0.261 1 801 301.951 301 0.0131 0.0261 302.371 3.52 1 DNLN = 20 1 0.01 0.001 6.301 0.001 0.001 0.261 1.71 . SDI 301.351 1 0.0201 1.25 1 301,531 3.52 I I I I I I I I I I I I I 1 1 22 1 CH 22 1 0.01 0.581 6.301 0.001 0.001 0.001 1 12DI 297.731 931 0.0131 0.0001 298.361 4.25 ' 1 DNLN = 20 1 0.01 0.001 9.811 0.001 0.001 2.221 2.51 12DI 297.261 1 0.0051 1.25 1 298.341 2.83 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 23 1 CB 23 1 0.01 0.581 6.301 0.001 0.001 0.261 1 1201 304-631 971 0.0131 0-0661 305.081 3.29 1 DNLN = 22 1 0.01 0.001 7.351 0.001 0.001 1.131 9.51 12DI 297.731 1 0.0711 1.25 1 298.711 1.44 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 24 1 CB 23A 1 0.01 0.581 6.301 0.001 0.001 0.121 1 SDI 305-561 301 0.0131 0-0171 305.791 1.81 1 DNLN = 23 1 0-01 0.001 6.301 0.001 0.001 0.121 1.71 SDI 304-961 1 0.0201 1-25 1 305.291 0.69 -I 1 25 1 CB 24 1 0.01 0.58 6.301 0.001 0.00 0.231 1 12DI 306-931 1181 0.0131 0-0171 307.30I 2.87 1 DNLN = 23 1 0-01 0.001 6.421 0.001 0.001 0.751 5.01 12DI 304-631 1 0.0191 1-25 1 305.291 1.36 1 1 1 1 1 1 1 I 26 1 CB 24A 1 0.01 0.581 6.301 0.001 0.001 0.521 1 8D1 307.861 301 0.0131 0.0321 308.971 4.29 1 DNLN = 25 1 0.01 0.001 6.301 0.001 0.001 0.521 1.71 SDI 307.261 1 0.0201 1.25 1 307.511 4.29 ' STORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED ON-SrTE CONVEYANCE SYSTEM ' 03/26/99 STORM SEWER SU6II4ARY REPORT 100-YR LA COLINA CONVEYANCE SYSTEM FILE: LACOL100.STM ' RAINFALL FILE: 100 YEAR DESIGN STORM LINE41 DESCRI FTION ZINC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMISIZE/11NVERT IPIPE I NVAL HGLSLOPEIHYD GRD I VEL I DOWNLINES ITOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN IINVSLOPI JLC IUP/DOWN IUP/DOWN I I (ac) I C I (min) I (in/h)l (cfs) I (cfa) I (cfs) l(in) I (ft) I (ft� (ft/ft)1 (ft/ft) l (ft) I (ft/Sl I 27 I CH 25 1 0.01 0.581 630I 0.001 0.001 0.17I 1 120I 298.111 741 0.013I -O.00lI 298.641 2.59 I DNLN = 22 1 0.01 0.001 9.191 0.001 0.001 1.091 2.61 12DI 297.731 1 0.0051 1.25 1 298-711 1.39 I 1 1 1 1 1 1 1 1 1 I I I 1 1 ' 28 1 CB 26 1 0.01 0.581 6.301 0.001 0.001 0-221 1 12D1 298.921 1621 0.0131 0.0031 299.311 2.99 I DNLN = 27 1 0.01 0.001 8.001 0.001 0.001 0-851 2.51 12D1 298.111 1 0.0051 1.25 1 298.771 1.55 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 29 I CB 26A 1 0-01 0-581 6-301 0.001 0.001 0.231 1 SDI 299.851 311 0.0131 0.0221 300.171 2.21 I DNLN = 28 1 0.01 0.001 6-301 0.001 0.001 0.231 1-71 SDI 299.251 1 0.0191 1.25 1 299.481 2.10 1 30 I CB 27 1 0.01 0.581 6.301 0.001 0.001 0.261 1 1201 299.671 1501 0.0131 0.0031 299-941 2.36 I DNLN = 28 1 0.01 0.001 6.461 0.001 0.001 0.401 2.51 12DI 298.921 1 0.0051 1.25 1 299.481 0.88 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 31 I CB 27A 1 0.01 0.581 6.301 0.O01 0.001 0.141 1 SDI 300.601 301 0.0131 0.0271 300.921 3.20 I DNLN = 30 1 0.01 0.001 6.301 0.001 0.001 0.141 1.71 SDI 300.001 1 0.0201 1.25 1 300.121 3.20 -I I I I I I I I I I I I I I I 32 1 CB 28 1 0-01 0.581 6.301 0.001 0.001 0.111 1 15DI 260.451 541 0.0131 0-0001 263.501 4.38 I DNLN = 7 1 0.01 0.001 13.041 0.001 0.001 5.381 5.91 15DI 260.001 1 0.0081 1-25 1 263.501 4.38 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 33 I CB 28A 1 0.01 0.581 6.301 0.001 0.001 0.161 1 SDI 261.701 311 0.0131 0.0001 263-881 0-46 I WIN = 32 1 0.01 0.001 6.301 0.001 0.001 0.161 1-71 SDI 261.081 1 0.0201 1.25 1 263.881 0-46 1 34 1 CB 29 1 0.01 0.581 6.301 0.001 0.001 0.001 1 12DI 266.96 156 0.0131 0.0261 267.891 6.72 I DNLN = 32 1 0.01 0.001 12.651 0.001 0.001 5.111 7.11 12DI 260.701 1 0.0401 1.25 1 263.881 6.51 1 35 I CB 29A 1 0.01 0.581 6.301 0.001 0.001 0.171 1 SDI 266.251 321 0.0131 0.0001 268.771 0.59 I DNLN = 34 1 0.01 0.001 6.301 0.001 0.001 0.171 2.11 SDI 267.291 1 0-0301 1.25 1 268.761 0.49 -I I I I I I I I I I I I I 1 1 36 I CB 30 1 0.01 0.581 6.301 0.001 0.001 0.081 1 12DI 267.571 351 0.0131 0-0001 268.761 1.04 ' I DNLN = 34 1 0.01 0.001 8.551 0.001 0.001 0.821 4.71 12DI 216,961 1 0.0171 1-15 1 218,161 1.04 I I I I I I I I I I I I I 1 1 37 1 CB 30A 1 0.01 0.581 6.301 0.001 0.001 0.091 1 SDI 268.501 311 0.0131 0.0001 268.791 0.65 1 DNLN = 36 1 0.01 0.001 6-301 0.001 0.001 0.091 1.71 SDI 267.901 1 0.0191 1.25 1 268.791 0-26 I I I I I I I I I I I I I I I ' 38 1 CB 31 1 0.01 0.581 6.301 0.001 0-001 0.141 1 12➢I 270.741 931 0.0131 0.0251 271.081 2.74 1 MM = 36 1 0.01 0.001 7.691 0.001 0-001 0.651 6.61 12DI 267.571 1 0.0341 1.25 1 268.791 0.83 1 I 1 1 1 I I 1 I 1 1 I 1 1 39 I CB 32 1 0.01 0.581 6.301 0.001 0.001 0-111 1 12DI 271.041 301 0.0131 0.0041 271,341 2.54 I DNLN = 36 1 0.01 0.001 7.431 0.001 0.001 0.511 3.61 12DI 270.741 1 0.0101 1.25 1 271.231 1.34 1 1 1 I 40 1 CH 33 1 0.01 0.581 6.301 0.001 0.001 0.401 1 12D1 273.701 1221 0.0131 0.0211 274.081 2.36 1 DNLN = 39 1 0.01 0.001 6.301 0-001 0.001 0.401 5.31 12D1 271.041 1 0.0221 1.25 1 271.471 1.25 61 1 CH 34 1 0.01 0.581 6.301 0.00 0-001 0.081 1 12DI 270-941 611 0.0131 0.0501 271.811 5.69 I DNLN = 34 1 0.01 0.001 12.461 0.001 0.001 4.121 9.11 12D1 266-961 1 0.0651 1.25 1 261,76, 5.25 i 1 42 1 CH 35 1 0.01 0.581 6.301 0.001 0.001 0.001 1 12D1 278.731 1631 0.0131 0.0441 279.591 5.62 1 DNLN = 41 1 0.01 0.001 11.961 0.001 0.001 4-041 7.81 12DI 270.941 1 0.0481 1.25 272.441 5.14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 43 1 CB 36 0.01 0.581 6.301 0.001 0.001 0-141 1 12D1 279,171 191 0.0131 0.0001 281-201 0.71 1 DNLN = 42 1 0.01 0-001 7.621 0.001 0.001 0.561 2.51 12D1 278.731 1 0.0051 1.25 1 280.201 0-71 1 1 I I 1 1 1 I 1 1 1 1 I 1 1 44 1 CB 36A 1 0.01 0.581 6-301 0.001 0.001 0.151 1 SDI 280.101 311 0.0131 0.0051 280.361 1-94 1 DMLN = 43 1 0.01 0.001 6.301 0.001 0.001 0.151 1.71 SDI 279.501 1 0.0191 1-25 1 280.211 0.43 I 1 1 1 1 1 I 1 45 1 CB 37 1 0.01 0.581 6.301 0.001 0.001 0.181 1 12D1 280.351 841 0.0131 0.0041 280.571 2.10 1 DNLN = 43 1 0.01 0.001 6.481 0.001 0.001 0.271 4.21 12DI 279.171 1 0.0141 1.25 1 280.211 0.34 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 46 1 CB 37A 1 0.01 0.581 6.301 0.001 0.001 0.091 1 SDI 281.281 301 0.0131 0.0251 281.531 2.84 I DNLN = 45 1 0.01 0.001 6-301 0.001 0.001 0.091 1-71 SDI 280.681 1 0.0201 1.25 1 280.781 2.84 I 1 1 1 1 1 I 47 1 CB 38 1 0.01 0.581 6.301 0.001 0.001 0.121 1 12D1 279.401 291 0.0131 -0.0051 280.061 4.23 1 DNLN = 42 1 0.01 0.001 9.591 0.001 0.001 2.341 5.41 12DI 278.731 1 0.0231 1.25 1 280.201 2.98 I 1 1 1 1 1 1 I 1 1 I 1 I 1 I 48 1 CB 38A 1 0.01 0.581 6.301 0.001 0.001 0.151 1 SDI 280.331 311 0.0131 0.0061 280.591 1-94 ' 1 DNLN = 47 1 0.01 0.001 6.301 0.001 0.001 0.151 1.71 8DI 279.731 1 0.0191 1.25 1 280.411 0.43 I I I I I I I I I I I I I I 49 1 CB 39 1 0.01 0.581 6.301 0.001 0.001 0.061 1 12DI 284.861 1281 0.0131 0.0401 285.471 4.12 1 DNLN = 47 1 0.01 0.001 8.961 0.001 0.001 2.071 7.41 12DI 279.401 1 0.0431 1.25 1 280.411 2.64 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 50 1 CB 39B 1 0-01 0.581 6.301 0.001 0.001 0.021 1 SDI 285.791 301 0.0131 0.0031 285.881 1.10 I DNLN = 49 1 0-01 0.001 6.301 0.001 0.001 0.021 1.71 SDI 285.191 1 0.0201 1.25 1 285.801 0.06 51 1 CB 40 1 0.01 0.581 6.301 0.001 0.001 0.021 1 12DI 287.521 501 0.0131 0.0461 288.121 4.06 1 DNLN = 49 1 0.01 0.001 8.711 0.001 0.001 1.991 8.21 12DI 284.861 1 0.0531 1.25 1 285.801 2.60 1 1 1 1 I I 52 1 CB 40A 1 0.01 0.581 6.301 0.001 0.001 0.461 1 SDI 288.051 101 0.0131 0.0081 288.521 2.75 1 DNLN = 51 1 0.01 0.001 6.301 0.001 0.001 0.461 1.71 SDI 287.851 1 0.0201 1.25 1 288.441 1.41 ' STORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED ON-SITE CONVEYANCE SYSTEM ' 03/26/99 STORM SEWER SUMMARY REPORT 100-M LA COLINA CONVEYANCE SYSTEM FILE- LACOL100.STM RAINFALL FILE: 100 YEAR DESIGN STORM LINE# DESCRIPTION IIM AR IRUNOPFCIINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMI SIZE/I INVERT IPIPE I NVAL IHGLSLOPEIHYD GED I VEL DOMLINE4 TOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN JIM IINVSLOPI JLC IUP/DOWN IUP/DOWN I (ac) I C I (min) I (in/h) I (cfs) I Icfs) I Icfs) I(in) I (ft) I (ft) I (ft/ft) I (ft/ft)I (ft) I (ft/s) I I 53 1 CB 41 1 0.01 0.581 6.30I 0.001 0.001 0.171 1 12DI 292.62I lOd 0.013I 0.063I 292.94I 3.65 I DNLN = 51 1 0.01 0.001 8.101 0.001 0.00I 1.511 7.71 12DI 287.521 1 O.Od7I 1.25 1 288-441 2.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 54 I CB 41A 1 0.01 0.581 6.301 0.001 0.00I 0.481 1 SDI 293-351 301 0.013I 0-021I 293.B31 2.82 I DNLN = 53 1 0.0I 0.001 6.301 0.001 0.00I 0.481 1.71 SDI 292-751 1 0-020I 1.25 1 293.20I 1.92 -I 1 55 1 CB 42 I 0.01 0.581 6.301 0.001 0.001 0.131 1 12DI 300.141 1851 0.0131 0.0371 300.36 6.01 I DNLN = 53 1 0.0I 0.001 7.581 0.00I 0.001 0.861 6.81 12DI 293.351 1 0.0371 1.25 1 293.591 6.01 1 56 I CB 43 1 0.01 0.581 6.301 0.001 0.001 0.371 1 12D1 300.46I 301 0.013I -0.0011 301.06I 1.42 I DNLN = 55 1 0.01 0.001 7.161 0.00I 0.001 0.731 3-61 12DI 300-141 1 0.0101 1.25 1 301.08I 0.95 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 57 I CB 44 1 0.01 0.581 6.301 0.00I 0.00I 0.361 1 12DI 302.00I 761 0-0131 0-016I 302-36I 2.29 I DNLN = 56 1 0.01 0.001 6.301 0.00I 0.001 0.361 5.11 12DI 300.44I 1 0-021I 1-25 1 301-101 0.65 -I I I I I I I I I I I I I I I 58 I CB 45 1 0.01 0.58I 6.301 0.00I 0.001 0.221 1 12DI 281.731 561 0.013I 0.0351 282.181 3-30 1 DNLN = 42 1 0.01 0.00I 11.571 0.00I 0.00I 1.141 8.21 12DI 278.731 1 0.054I 1.25 1 280-20I 1-45 1 I 1 I 1 1 I I 1 1 1 1 1 I 1 ' 59 1 CB 46 1 0.01 0.58I 6.301 0.00I 0.00I 0.071 1 12DI 282.331 30I 0.013I 0.011I 282.741 3.07 1 DNLN = 58 1 0.01 0.001 11.361 0.001 0.001 0.921 5.01 12D1 281.731 1 0.020I 1.25 1 282.391 1.66 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 60 1 CB 47 1 0.01 0.581 6.301 0.001 0.001 0.001 1 12DI 290.191 1971 0.013I 0.0391 290.571 2.99 1 DNLN = 59 1 0.01 0.001 9.971 0.001 0.00I 0.851 7.11 12DI 282.331 1 O.OdOI 1.25 1 282.921 1.77 1 fil I CB 68 1 0.01 0.581 6.301 0.001 0.001 0.221 1 12➢1 290.8OI 1231 0.0131 0.0031 291.111 2.56 1 DNLN = 60 1 0.01 0.001 6.431 0.001 0.001 0.521 2.51 12DI 290-181 1 0-005I 1-25 1 290-761 1-Id 1 62 CB 48A 0.01 0.581 6.301 0-001 0.001 0.301 SDI 292.031 311 0.0131 0.0391 1 292.53 4.07 ' I DNLN = 61 1 0.01 0-001 0-001 0.301 2.1I SDI 291,131 1 1 1 1 1 I 1 0-00 1 1 6.30 1 1 1 1 0.0291 1.25 1 291.311 4.07 1 1 I 63 1 CB 49 0.01 0.581 6.30I O.00 0-001 0.041 1 12DI 295.151 561 O.013 0.0831 295.39 2.23 1 DNLN = 60 1 0.01 0.00I 9.341 0.00I 0.001 0.331 10.61 12DI 290.18I 1 0.089I 1.25 1 290.741 0.72 I I 64 I CB 49A 1 0.01 O.SB 6.30 0*001 0,001 0.121 SDI 296.O8 301 0,0131 0.025 296*351 2.75 I DNLN = 63 1 0.01 0.001 6.30I 0.00I 0.00I 0.121 1.71 SDI 295.d8I 1 0.0201 1.25 1 295.601 2.75 -I I I I I I I I I I I I I 1 1 65 1 CB 50 1 0.01 0.58I 6.30I 0.001 0.001 0.041 1 12DI 300-881 105I 0.0131 0.0531 301.051 1.84 1 DNLN = 63 1 0.01 0.00I 7.981 U-00I 0.00I 0.171 8.31 12DI 295.151 1 0-0551 2.25 1 295.491 0.72 1 66 I CH 51 1 0.01 0.58I 6.30I 0.001 0.001 0.101 1 12D1 305.83I 309I 0.0131 0.0951 305.981 1.71 1 DNLN = 65 1 0.01 0.001 6.581 0.00I 0.00I 0.131 7.61 12DI 300.88I 1 0.0451 1.25 1 301-121 0.89 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 67 1 CB 51A 1 0.01 0.58I 6.30I 0.00I 0.001 0.03I 1 SDI 306.881 361 0.0131 0.022I 307.021 2.22 I DNLN = 66 1 0.01 O.00I 6.30I 0.001 0.001 0.03I 1.7I 801 3116,161 1 0.0201 1.25 1 1 306.22I 2.11 I 1 i I 68 I CH 25A 0.01 0.581 6.30I 0.001 0.001 0.07I I SDI 302.5OI 121 0.013I 0.140I 303.03I 4.96 1 DNLN = 27 0.01 0.00I 6.30I 0.001 0.001 0.07I 3.8I 8DI 301.301 1 0.1001 1.25 301.36I 4.96 -I I I I I I I I I I I I I 1 1 69 1 CB 3 1 0.01 0-581 6.30I 0.001 0.001 0.011 1 12DI 254.171 811 0.013I 0.0051 254.701 3.69 1 DNLN = 1 1 0.OI 0.00I 9.05I 0-001 0-001 1.561 8.OI 12DI 250.061 1 0.051I 1.25 1 254.331 1.99 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 70 1 CB 3A 1 0.OI 0.581 6.30I 0-001 0.001 0.15I 1 SDI 255.581 361 0.0131 0.0241 255.841 1.94 1 DNLN = 69 1 0.OI 0.001 6.30I 0.001 0.001 0.15I 2.11 SDI 254.501 1 0.0301 1.25 1 254.961 0.58 -I I I I I I I I I I I I I 1 1 ' 71 1 CB 4 1 0.01 0.58I 6.30I 0.001 0.00I 0-05I 1 12DI 254.561 651 0.013I 0.0001 254-951 0.84 1 DNLN = 69 1 0.01 0.00I 7.231 0.001 0.001 0-241 2.81 12DI 254.171 1 0.0061 1.25 1 254.961 0.36 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 72 1 CB 5 1 0.OI 0.581 6.30I 0.001 0.001 0-191 1 12DI 255.271 711 0.0131 0.008I 255.531 1-90 1 DNLN = 71 1 0.OI 0.00I 6.30I 0.001 0.001 0.19I 3.61 12DI 254,561 1 0.0101 1.25 1 254.971 0-63 1 I 1 1 1 1 I 1 1 I 1 1 I 73 1 CH 6 1 0.01 0.581 6.30I 0.001 0.001 0.09I 1 12o1 256.801 511 0.0131 0.045I 257.261 3.32 1 DNLN = 69 1 0.OI 0.00I 7.851 0.001 0.001 1-161 8.11 12DI 254.171 1 0.0521 1.25 1 254.961 1-73 I 1 1 1 1 1 I I 74 1 CB 7 0.01 0.581 6.30I 0.001 0,001 0.371 1 12DI 258.671 561 0.013I 0.030I 259.111 3-23 1 DNLN = 73 1 0.01 0.001 7.501 0.001 0.001 1.07I 6.61 12DI 256.801 1 0.035I 1.25 1 257.471 1-91 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 75 1 CB 8 1 0.OI 0.581 6.301 0.O0I 0.001 0.50I 1 12DI 265.02I 1301 0.013I 0.047I 265.371 2.81 I DNLN = 74 1 0.01 0.001 6.441 0.001 0.001 0.70I 7.91 12DI 258.671 1 0.049I 1.25 1 259.311 1.32 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 76 I CB SA 1 0.01 0.581 6.301 0.001 0.001 0.201 1 SDI 265.951 30I 0.013I 0.028I 266.331 3.46 1 DNLN = 75 1 0.01 0.001 6.301 0.001 0.001 0.201 1.71 SDI 265.351 1 0.020I 1.25 1 265.501 3.46 STORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED ON-SITE CONVEYANCE SYSTEM r 03/26/99 STORM SEWER SUMMARY REPORT 25-YR LA COLINA CONVEYANCE SYSTEM FILE: LACOL25.STM rRAINFALL FILE: 25 YEAR DESIGN STORE LINE#1 DESCRIPTION ZINC AR IRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMISIZE/IINVERT IPIPE I NVAL HGLSLOPEIHYD GRD I VEL I DOWNLINEM ITOT ARIWEIGHTDI Tc TOTL IITOT CIAI TO'TALQ FLOWCAPITYPE IUP/DOWN ILM IINVSLOPI SLC IUP/DOWN IUP/DOWN I I lac) I C I (min) I (in/h) I (cfs) I (cfs) I (cfs) tin) I (ft) I (ft) I(ft/ft)I (ft/ft)1 (ft) I (ft/s) r 1 1 I CB 2 O.OI 0.58I 6.30I O.00I O.00I 0.04I I 24DI 249.061 1421 0.0131 0.0781 249.591 14.57 I DNLN = 0 1 0.01 0.001 16.031 0.001 0.001 9.751 63.11 24DI 238.001 1 0.0781 1.25 1 238-531 14.57 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 2 I CB 1 1 0.01 0.581 6.301 0.001 0.001 0.031 1 24DI 249.851 791 0.0131 0.0001 253.711 2-69 I DNLN = 1 1 0.01 0.001 15.541 0-001 0.001 8.461 22.61 24DI 249.061 1 0.0101 1.25 1 253.711 2-69 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 I CB IA 1 0.01 0.581 6.301 0-001 0-001 0.161 1 SDI 252-091 301 0.0131 0.0001 253.861 0.46 I DNLN = 2 0.01 0.001 6.30I 0.00I 0-00I 0.16I 2.11 SDI 251.191 1 0.0301 1.25 1 253.861 0.46 r 1 a 1 cE l0 1 o.o1 0.58I 6.30I o.001 o.001 o.o71 1 24D1 as3.001 1391 0.013I o.0011 zs4.oz1 5.15 I DNLN = 2 0.0I 0.00I 14.94I 0.00I 0.00I 8.27I 34.01 24DI 249.851 1 0.0231 1.25 1 253-86I 2.63 1 I I I I 1 1 I I 1 1 1 I I I s I CB IDA 1 0-0I 0.581 6.301 0.001 0.001 0.141 1 SDI 254.951 301 0.0131 0.0221 255.201 1-90 r1 DNLN = 4 1 0-01 0.001 6.301 0.001 0.001 0.141 1.71 SDI 254-35I 1 0.0201 1.25 1 254.531 1.81 -I I I I I I I I I I I I I I I 6 I CB 11 1 0-01 0.581 6.301 0-001 0.001 0.071 1 15DI 258-251 881 0.0131 0.0511 258.911 12.18 I DNLN = 4 1 0.01 0.001 14.821 0-001 0.001 8.061 14.61 15D1 253-751 1 0.0511 1.25 1 254.411 12.18 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 7 I CB 12 1 0.01 0.581 6.301 0-001 0-001 0.081 1 15DI 260.001 461 0.0131 0.0001 261.801 6.51 I DNLN = 6 1 0.01 0.001 14.701 0.001 0-001 7.991 12.61 15D1 258.251 1 0.0381 1.25 1 261.801 6.51 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 8 I CB 13 1 0.01 0.581 6.301 0.001 0-001 0.131 1 12DI 266.171 1281 0.0131 0.0341 266.971 5-31 I MIN = 7 0.01 0.001 14.27I 0.00I 0-001 3.59I 7.71 12DI 260.251 1 0.0461 1.25 1 262.621 4-57 r 1 9 I CB 13A D.OI O.SBI 6.30I O.00I O.00I 0.08I 1 SDI 267.101 301 0,0131 0.000I 267.521 0.34 1 DNLN = 8 0.01 0.001 6.30I 0.00I 0.001 0.08I 1.71 SDI 266.501 1 0.0201 1.25 1 267.521 0.23 -I 1 10 ( CH 14 1 0.01 0.581 6.301 0.001 0.001 0.091 I 12➢I 269.751 751 0.0131 0.0401 270.531 5.15 1 DNLN = 8 1 0.0I O.00I 11,011 0,101 0.00I 3.38I 7.81 12➢) 216-17I 1 0.048I 1.25 1 267.52I 4.30 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 CB 15 1 0-01 0-581 6-301 O.00I 0.001 0.141 1 12DI 272-901 751 0.0131 0.0351 273.671 5.08 1 DNLN = 10 1 0-01 0.001 13.741 0.001 0.001 3.291 7.31 12D1 269-751 1 0.0421 1.25 1 271.041 4.19 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 12 I CB 16 1 0.01 0.581 6.301 0.011 0.011 0.181 1 1211I 215.301 65I 0.013I 0,0291 276.051 d.97 1 DNLN = 11 1 0.01 0.001 13.501 0.001 0.001 3.151 6.81 12D1 272.901 1 0.0371 1.25 1 274.171 d.01 I I I I I I I I I I I I I 1 1 13 1 CB 17 1 0.01 0.581 6.301 0.001 0.001 0.131 1 12DI 275.601 301 0.0131 -0.0011 276.511 3.95 1 DNLN = 12 1 0-01 0.001 13.371 0.001 0.001 2.971 3.61 12D1 275.301 1 0.0101 1.25 1 276.531 3-78 r I i 1 I I 14 1 CB 18 1 O.OI O.SBI 6.30I 0.001 0.001 0.101 1 12DI 285.751 2341 0.0131 0.0411 286.461 9.73 1 DNLN = 13 1 0.01 0.001 12.431 0.001 0.001 2.841 7.41 12DI 275-601 1 0.0431 1.25 276.821 3-62 I I I I 1 1 1 1 1 1 1 1 1 1 1 15 1 CB 18A 1 0.01 0.581 6.301 0.001 0.001 0.131 1 8DI 286-681 301 0.0131 0.0011 286.921 1.81 I DNLN = 14 1 0.01 0.001 6.301 0.001 0.001 0.131 1.71 8DI 286-08I 1 0.0201 1.25 1 286.901 0.37 I 1 1 16 I CB 19 1 0.01 0.581 6.301 0.001 0.001 O.LOI 1 12DI 291.271 1261 0.0131 0.0401 291.951 4.55 I DNLN = 14 1 0.01 0.001 11.901 0.001 0.001 2-611 7.51 12D1 285.751 1 0.0441 1.25 1 286.901 3.32 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 17 I CB 19A 1 0.01 0.581 6.301 0.001 0.001 0.081 1 SDI 292.201 301 0.0131 0.0011 292.381 1.57 1 DNLN = 16 1 0-01 0-001 6-301 0.001 0.001 0.081 1.71 SDI 291.601 1 0.0201 1.25 1 292.361 0.23 -I I I I I I I I I I I I I I I 18 1 CB 20 1 0.01 0-581 6-301 0.001 0.001 0.151 1 1201 296.201 1241 0.0131 0.0361 296.861 4.41 1 DNLN = 16 1 0-01 0-001 11-351 0.001 0.001 2.431 7.11 12D1 291.271 1 0.0401 1.25 1 292.361 3.09 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 19 1 CB 20A 1 0-01 0-581 6-301 0.001 0.001 0.221 1 SDI 297.131 301 0.0131 0.0071 297.441 2.18 1 DNLN = 18 1 0.01 0.001 6.301 0.001 0.001 0.221 1.71 8DI 296.531 1 0.0201 1.25 1 297.241 0.63 I I I 1 ao 1 cB 21 I 0.01 0.581 6.301 0.001 0.001 0.071 I 12DI 297.261 1691 0.0131 0.0041 297.871 4.12 1 DNLN = IS I 0.01 0-00I 10-52I 0.001 0.001 2.061 2.81 12DI 296.20I 1 0.0061 1.25 1 297.241 2.62 ' I 1 I 1 1 1 1 1 1 1 1 1 1 1 i al 1 CB 21A 1 0.01 O.aBI 6.301 0.001 0.001 0.211 1 SDI 301.951 301 0.0131 0.0271 302.311 3.20 1 DNLN = 20 1 0.01 0.001 6.301 0.001 0.001 0.211 1.71 8DI 301.351 1 0.0201 1.25 1 301.511 3.20 I I I I I I I I I I I I I 1 1 22 1 CB 22 1 0.01 0.581 6.301 0.001 0.001 0.001 1 12DI 297.731 931 0-0131 0.0011 298.301 3.88 r 1 DNLN = 20 1 0.01 0.001 10.021 0.001 0.001 1.781 2.51 12DI 297.261 1 0.0051 1.25 1 298.201 2.33 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 23 1 CB 23 1 0.01 0.581 6.301 0.001 0.00I 0.211 1 12DI 304.631 971 0.0131 0-0661 305.031 3.06 I DNLN = 22 1 0.01 0.001 7.421 0.001 0.001 0.911 9.51 12DI 297.731 1 0.0711 1.25 1 298.591 1.27 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 24 I CB 23A 1 0,01 0.581 6.301 O.00I 0.001 0.101 1 8DI 305,56, 301 0,0131 0-018I 115.77I 1.72 I DNLN = 23 1 0.01 0.001 6.301 0.001 0.001 0.101 1.71 8DI 304.961 1 0.0201 1.25 1 305.221 0.81 -I I I I I I I I I I I I I 1 1 25 1 CB 24 1 0.01 0.581 6.301 0.001 0.001 0.181 1 12DI 306.931 1181 0.0131 0.0171 307.261 2.67 1 DNLN = 23 1 0.01 0.001 6.421 0.001 0.001 0.601 5.01 12DI 304.631 0.0191 1.25 305.221 1.26 r I 1 26 1 CB 2dA 1 0.01 0.581 6.301 0.001 0.001 0.421 SDI 307.861 301 0.0131 0.0311 308.421 4.15 I DNLN = 25 1 0.01 0.001 6.301 0.001 0.001 0.421 1-71 SDI 307.261 1 0.0201 1.25 1 307.481 4.15 rSTORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED ON-SITE CONVEYANCE SYSTEM ' 03/26/99 STORM SEWER SUMMARY REPORT 25-YR LA COLINA CONVEYANCE SYSTEM FILE: LACOL25.S7M ' RAINFALL FILE: 25 YEAR DESIGN STORM LINE#I DESCRIPTION ZINC ARIRUNOFFC IINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMI SIZE/IINVERT IPIPE I NVAL IHGLSLOPEIHYD GRD I VEL I DOWNLINE4 TOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN IINVSLOPI JLC IUP/DOWN IUP/DOWN I I (ac) I c I (min) 1 (in/h) 1 (cfs) I (cfs) I (cfs) I (in) I (ft) I (ft) 1 (ft/ft)I (ft/ft)I (ft) I (ft/s) 1 I 27 I CB 25 1 0.01 0.581 6.30I 0.001 0.001 0.141 1 12DI 298.111 741 0.013I -0.0011 298.51 2.96 I MIN = 22 1 0.01 0.001 9.431 0.001 0.001 0.871 2-61 12DI 297.731 1 0.0051 1.25 1 298-591 1.21 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 28 1 CB 26 1 0.01 0.581 6.301 0.001 0.001 0.171 1 12DI 298.921 1621 0.0131 0.0041 299-271 2.77 1 DNLN = 27 1 0.01 0.001 8.151 0.001 0-001 0.671 2.51 12D1 298.111 1 0.0051 1.25 1 298-681 1.45 1 29 1 CB 26A 1 0.0 0.581 6.301 0.00 0.00 0.181 1 SDI 299.851 311 0.0131 0.025 300.19 3.12 oNLN = 28 1 0.01 0.001 6.301 0.001 0.001 0.181 1.71 SDI 299.251 1 0.0191 1.25 1 299-401 3.12 1 1 30 1 CH 27 1 0.01 0.581 6.301 0.00 0.00 0.211 1 12DI 299.671 150 0.0131 0.0031 299.911 2.21 1 DNLN = 28 1 0.01 0.001 6.501 0.001 0.001 0.321 2-51 22DI 298.921 1 0.0051 1.25 1 299.421 0.82 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 31 1 CB 27A 1 0.01 0.581 6.301 0-001 0-001 0.111 1 SDI 300.601 301 0.0131 0.0241 300.841 2.52 1 DNLN = 30 1 0.01 0.001 6.301 0.001 0-001 0.111 1.71 SDI 300.001 1 0.0201 1.25 1 300.121 2.52 I I I I I I I I I I I I I I I 32 1 CB 28 1 0.01 0.581 6.301 0.001 0-001 0.091 1 15DI 260.451 541 0.0131 0.0001 262.621 3.52 1 DNLN = 7 1 0.01 0.001 13.581 0.001 0.001 d.321 5.91 15DI 260.001 1 0.0081 1.25 1 262-621 3.52 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 33 1 CB 28A 1 0.01 0.581 6.301 0.001 0.001 0.131 1 SDI 261.701 311 0.0131 0.0001 262.861 0.37 1 DNLN = 32 1 0.01 0.001 6.301 0.001 0.001 0.131 1.71 SDI 261.081 1 0.0201 1.25 1 262.861 0.37 1 34 1 CB 29 1 0.01 0.581 6.30 0.00 0.001 0.001 1 12DI 266.961 1561 0.0131 0.032 267.831 5.66 1 DNLN = 32 1 0.01 0.001 13.111 0.001 0.001 4.101 7.11 12DI 260.701 1 0.0401 1.25 1 262.861 5.22 i 1 1 1 1 1 1 1 35 1 CB 29A 1 0.01 0.581 6.301 0.001 0.001 0.141 1 SDI 268.251 321 0.0131 0.0011 268.501 1.85 1 DNLN = 34 1 0.01 0.001 6.301 0-001 0.001 0.141 2.11 SDI 267-291 1 0.0301 1.25 1 268.451 0.40 -I I I I I I I I I I I I I 1 1 36 1 CB 30 1 0.01 0.581 6.301 0-001 0-001 0.071 I 12DI 267.571 351 0.0131 0.0001 268.451 0.90 I DNLN = 34 1 0.01 0.001 8.731 0.001 0.001 0.661 4.71 12DI 266,911 1 0.0171 1.25 1 268.45I 0.84 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 37 1 CB 30A 1 0.01 0.581 6.301 0.001 0.001 0.071 1 SDI 268.501 311 0.0131 0.0071 268-671 1.55 1 DNLN = 36 1 0.01 0.001 6.301 0.001 0.001 0.071 1.71 SDI 267.901 1 0.0191 1.25 1 268.461 0.22 -I I I I I I I I I I I I I I I ' 38 1 CB 31 1 0.01 0.581 6.301 0.10I 0.001 0.111 1 12D1 270,711 931 0.0131 0.0211 271.a51 2.56 1 DNLN = 36 1 0.01 0.001 7.781 0.001 O.D01 0.521 6-61 12DI 267.571 1 0.0341 1.25 1 268.461 0.70 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 39 1 CB 32 1 0-01 0.581 6.301 0-001 0.001 0.091 1 22DI 271.Odl 301 0.0131 0.O051 271.311 2.38 1 DNLN = 38 1 0.01 0.001 7.511 0.001 0.001 0.411 3.61 12DI 270.741 1 0.0101 1.25 1 271.171 1.26 I I I I 1 I I 40 CB 33 1 0.01 0.581 6.30I 0.001 0.001 0.321 12DI 273.70 1221 0.013I 0.0211 274.031 2.21 1 DNLN = 39 1 0.01 0.001 6.301 0.001 0.001 0-321 5.31 12DI 271.041 1 0.0221 1.25 1 271.421 1.16 dl 1 CB 34 1 0.0 0.581 6.301 0.001 0.00 0.071 1 12D1 270.941 611 0.0131 0.0531 271.711 5.08 1 MLR = 34 1 0-01 0.001 12.891 0.001 0.001 3.301 9.11 12D1 266.961 1 0.0651 1.25 1 268A51 4.20 I 1 I 42 1 CB 35 1 0.0 0.58 6.30 0.00 0.001 0.00 1 120 278.73 163 0.013 0.045 279.99 5.03 1 DNLN = 41 1 0-01 0.001 12.291 0.001 0.001 3.231 7.81 12DI 270.941 0.0481 1.25 272.211 d.11 I I I I 1 1 1 1 1 1 1 1 1 1 1 43 I CB 36 1 0.01 0.581 6.301 0.001 0-001 0.111 1 12D1 279,171 89I 0.0131 0.0001 279,98, 0-16 1 DNLN = 42 1 0.01 0.001 7.741 0.001 0.001 O.d51 2.51 12DI 278.731 1 0-0051 1.25 1 279.981 0.57 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 44 1 CB 36A 1 0.01 0.581 6.301 0.001 0.001 0-121 1 SDI 280.101 311 0.0131 0.0111 280.331 1.81 1 DNLN = 43 1 0.01 0.001 6.301 0.001 0.001 0-121 1.71 SDI 279.501 1 0.0191 1-25 1 279.991 0.44 I I I I I I I I I I I I I 1 1 ' 45 1 CB 37 1 0.01 0.581 6.301 0.001 0.001 0-151 1 12DI 280.351 841 0.0131 0.0071 280-551 1.98 1 DNLN = 43 1 0.01 0.001 6.531 0.001 0.001 0-221 4.21 12DI 279,171 1 0.0141 1.25 1 279.991 0.32 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 46 1 CB 37A 1 0.01 0.591 6.301 0.001 0.001 0.071 1 SDI 281.281 301 0.0131 0.0231 281-471 2.21 DNLN = 45 1 0.01 0.001 6.301 0.001 0.001 0.071 1.71 SDI 280.681 1 0.0201 1.25 1 280-781 2.21 1 I 1 67 1 CB 38 1 0.01 0.58 6.301 0.001 0.00 0.091 1 12DI 279.401 291 0.0131 0.000 279-981 3.96 1 DNLN = d2 1 0.01 0.001 9.831 0.001 0.001 1.871 5.41 12DI 278.731 1 0.0231 1.25 1 279-981 2.38 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 48 1 CB 38A 1 0.01 0-581 6-301 0.001 0.001 0.121 1 SDI 280.331 311 0.0131 0.0091 280-561 1.81 ' I DNLN = 47 1 0.01 0-001 6-301 0.001 0.001 0.121 1.71 SDI 279.731 1 0.0191 1.25 1 280.281 0.39 -I I I I I I I I I I I I I I I 49 1 CB 39 1 0.01 0-501 6-301 0.001 0.001 0.041 1 12DI 28d.861 1281 0.0131 0.0401 285.411 3.78 1 DNLN = 47 1 0.01 0-001 9-131 0.001 0.001 1.661 7.41 12DI 279-401 1 0.0d3I 1.25 1 280.281 2.26 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 50 1 CB 39B 1 0.01 0-581 6.301 0.001 0.001 0.021 1 SDI 285-791 301 0.0131 0.0071 285.881 1.10 I DNLN = 49 1 0.01 0.001 6.301 0-001 0-001 0.021 1.71 SDI 285-191 1 0.0201 1.25 1 285.681 0.07 1 I I 51 1 CB 60 1 0.01 0.581 6.301 0.00 0.00 0.021 1 12DI 287-521 501 O.0131 0.0471 288.061 3.73 1 DNLN = 49 1 0.01 0.001 8.851 0-001 0-001 1.601 8.21 12DI 284-861 1 0.0531 1.25 1 285.681 2.31 1 52 1 CB 40A 1 0.01 0.551 6.301 0.001 0.001 0.371 1 SDI 288.051 101 0.0131 0.0141 288.471 2.58 1 DNLN = 51 1 0.01 0.001 6.301 0-001 0.001 0.371 1.71 81)1 287.851 1 0.0201 1.25 1 288.331 1.39 STORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED ON-SITE CONVEYANCE SYSTEM ' 03/26/99 STORM SEWER SUMMARY REPORT 25-YR LA COLIMA CONVEYANCE SYSTEM FILE: LACOL25.STM ' RAINFALL FILE: 25 YEAR DESIGN STORM LINE6I DESCRIPTION ZINC AR IRUNOFFCIINLTIME IINLT IIINC CIAI INPUTQ IUNIFORMISIZE/INVERT JPIPE I NVAL IHGLSLOPEI NYD GRD I VEL I DOWNLINEN ITOT ARIWEIGHTDI Ta TOTL IITOT CIAI TOTALQ IFLOWCAPI TYPE IUP/DOWN JIM IINVSLOPI JLC IUP/DOWN IUP/DOWN I I (ac) I C I (min) I (in/h) l (cfs) I (cfs) I (cfs) I (in) I (ft) lift) I(ft/ft) I (ft/ft) I (ft) I (ft/s) I I 53 I CH 97 1 O.OI O.SBI 6.30I 0.001 0.001 0.141 1 izn 292.42I 1041 0.0131 0.0441 292.891 3.37 I DNLN = 51 1 0.01 0.001 8-181 0.001 0.001 1.211 7.71 12DI 287.521 1 0.0471 1.25 1 288.331 1.78 I I I I I I I I I I I I I I 1 ' 54 I CH 41A 1 0.01 0.581 6.301 0.001 0-001 0.391 1 8DI 293.351 301 0.0131 0.0221 293.781 2.63 1 DNLN = 53 1 0.01 0.001 6.301 0.001 0.001 0-391 1.71 8DI 292.751 1 0.0201 1-25 I 293.111 2.05 I 55 1 CH 42 1 0.0 0.58 6.301 0.001 0.001 0.10 12DI 300.141 1851 0.0131 0.0371 300.351 5.59 I DNLN = 53 1 0-01 0-001 7.621 0.001 0.001 0.681 6.81 12DI 293.351 1 0.0371 1.25 I 293.561 5.59 I 56 I CB 93 0.01 O.SBI 6.30I 0.001 0.001 0.291 12DI 300.d41 301 0.0131 -0.0011 300.931 1.50 I DNLN = 55 1 0.01 0.001 7-20I 0.001 0.001 0.581 3.61 12DI 300.141 1 0.0101 1.25 I 300.961 0.84 1 I I I I I I I I I 1 1 I I 1 57 1 CH 44 1 0.01 0.581 6.301 0.001 0.001 0-291 1 12DI 302.001 761 0.0131 0.0181 302.321 2.15 ' 1 DNLN = 56 1 0.01 0.001 6.301 0.001 0.001 0-291 5.11 12DI 300.441 1 0.0211 1-25 I 300.981 0.67 I I I I I I I I I I I I I I I 58 1 CH 45 1 0.01 0.581 6.301 0.001 0.001 0-181 1 12DI 281.731 561 0.0131 0.0381 282.131 3.06 1 DNLN = 42 1 0.01 0.001 11.851 0.001 0.001 0.911 8.21 12DI 278.731 1 0.0541 1.25 1 279.981 1.16 I I 1 I 1 I 1 I I I 1 1 I I 1 ' 59 I CB 46 1 0-01 0-581 6.301 0.001 0.001 0.051 1 12DI 282.331 301 0.0131 0.0131 282.691 2.84 I DNLN = 58 1 0-01 0.001 11.621 0.001 0.001 0.731 5-01 12DI 281.731 1 0.0201 1.25 I 282.321 1.53 I I 1 I 1 I I I I I I I I I 1 60 I CB 47 1 0-01 0.581 6.301 0.001 0.001 0.001 1 12DI 290.181 1971 0.0131 0.0391 290.531 2.78 I DNLN = 59 1 0-01 0.001 10.141 0.001 0.001 0.681 7-11 12DI 282.331 1 0.0401 1.25 1 282.851 1.65 I 61 1 CH 48 0.01 0.581 6.301 0.001 0.001 0.181 12DI 290.80I 1231 0.0131 0.0031 291.071 2.90 I DNLN = 60 1 0.01 0.001 6.421 0.001 0.001 0.421 2.51 12DI 290.181 1 0.0051 1.25 1 290.681 1.07 I 62 ( CH 48A 1 0.01 0.581 6.301 0.001 0.001 0-2dl I 8DI 292.031 311 0.013 0-0401 292.51l 6.16 ' DNLN = 61 1 O.OI 0.00, 6,301 0,001 0,001 0-24I 2.1I SDI 291,131 0,0291 1.25 I 291.28� 6.16 I 63 1 CB 49 1 0.0 0.581 6.301 0.00 0.001 0.031 1 12DI 295.151 561 0.0131 0.0841 295.371 2.08 1 DNLN = 60 1 0.01 0.001 9.461 0.001 0.001 0.261 10-61 12DI 290.181 1 0.0891 1.25 I 290.681 0.66 1 1 I I I 1 1 1 I I I I I I 1 ' 64 , CB 49A 0,01 11,581 6,301 0.00, 0.00, 0.09, 1 8DI 296,011 10I 0.013I 0.025I 196,33, 2.84 1 DNLN = 63 1 0.01 0.001 6.301 0.001 0.001 0.091 1.71 8DI 295.481 1 0.0201 1.25 1 295.581 2.84. I I I I I I I I I I I I I I 1 65 I CB 50 1 0.01 0.581 6.301 0.001 0.001 0.031 1 12DI 300.881 1051 0.0131 0.0531 301.041 1.75 I DNLN = 63 1 0.01 0.00I 8.031 0.00I 0.001 0.141 8.31 12DI 295.151 1 0-055I 1.25 I 295.451 0.71 I 66 CB 51 1 0.01 0.581 6.301 0.001 0.001 0.081 I 12DI 305.831 1091 0.0131 O.OdSI 305.971 1.64 I DNLN = 65 1 0.01 0.00I 6.581 0.00I 0.00I 0.111 7.6I 12DI 300.881 1 0.0451 1-25 I 301.101 0.87 I I I I I I I I I I I I I I I 67 I CB 51A 1 0.01 0.581 6.301 0.00I 0.00I 0.031 1 SDI 306.881 361 0.0131 0-022I 307.021 2.12 I DNLN = 66 1 0,01 0,001 6,301 0-00I 0,001 0,031 1,71 SDI 306.16I 1 0,0201 1-25 1 306.22I 2.12 I I 1 I I I I I I I I I I I I 68 I CB 25A I 0.0j 0.581 6.301 0-00I 0-00I 0.061 1 8DI 302.501 121 0.0131 0.1291 302.91I 4.25 I DNLN = 27 1 0.01 0.001 6.301 0.001 0-001 0.061 3.81 8DI 301.301 1 0.1001 1.25 1 301-361 4.25 I I I I I I I I I I I I 1 I 69 I CB 3 1 0.01 0.581 6.301 0.001 1.00I 0.011 , 12D, 259.17I 811 0.013, 0.011, 251-641 3-11 ' I DNLN = L 1 0.01 0.001 8.941 0.001 0.001 1.251 8.01 12DI 250.061 1 0.0511 1.25 I 253.711 1-55 I 70 1 CB 3A 1 0.01 0.581 6.30 0.00 0.00 0.121 1 8DI 255.581 361 0.0131 0.0261 255.811 1.81 DNLN = 69 1 0.01 0.001 6.301 0.001 0.001 0.121 2.11 8DI 254.501 1 0.0301 1.25 1 254.871 0.60 -I 1 I I I I I I I I I I I I I ' 71 I CB 4 1 0.01 0.581 6.301 0.001 0.001 0.041 1 12DI 254.561 65J 0.0131 0.0001 254.861 0.96 I DNLN = 69 1 0.0I 0.001 7.251 0.001 0.001 0.191 2.81 12DI 254.171 1 0.0061 1.25 1 254.871 0.32 I I I I I I I I I I I 1 I 1 I 72 I CS 5 1 0.01 0.581 6.301 0.001 0.001 0.151 1 12DI 255.271 731 0.0131 0.0091 255.501 1.78 I DNLN = 71 1 0.0I 0.00I 6.301 0.001 0.001 0-15I 3.61 12DI 254.561 1 0.0101 1.25 I 254.881 0.70 t 1 I 73 I CB 6 0.01 0.581 6.301 0.001 0.00 0.07I 1 12D1 256.80I 51I 0.0131 0.046I 257.211 3.08 I DNLN = 69 1 0.01 0.001 7.971 0.001 0.001 0-931 8.11 12DI 254.171 1 0.0521 1.25 I 254.871 1.58 I I I I I I 1 I I I I I 1 I 1 74 I CB 7 1 0.01 0-581 6-301 0.001 0.001 0.301 1 12DI 258.671 541 0.0131 0.0311 259.061 3.00 ' 1 DNLN = 73 1 0.01 0-001 7.591 0.00J 0.001 0.861 6.61 12DI 256.801 1 0.0351 1.25 1 257.391 1.77 I I I I I 1 I I 1 t 1 I I I I 75 I CE 8 1 0.01 0.581 6.301 0.001 0.001 0.401 1 12DI 265.021 1301 0.0131 0.0471 265.341 2.62 I DNLN = 74 1 0.0I 0.00I 6-46I 0.001 0.001 0.561 7.91 12DI 258.671 1 0.0491 1.25 1 259.241 1.22 I I I I 1 I I I I I 1 1 I I I ' 76 1 CB 8A 1 0.01 0.581 6.301 0.001 0.001 0.161 1 8DI 265.951 301 0.0131 0.0271 266-281 3.17 1 DNLN = 75 1 0.01 0.00I 6-30J 0.001 0.001 0.161 1.71 SDI 265.351 1 0.0201 1.25 1 265-48I 3.17 1 STORM SEWERS OUTPUT FOR LA COLINA'S DEVELOPED ON-SITE CONVEYANCE SYSTEM EEL- 1 POR. OF NE 1/4 & GOV. LOTS 7 & 8 OF SEC 17, TWP 23 N., RGE 5 E., W.M. & POR. OF NW 1/4 & SW 1/4 OF SEC 16, TWP 23N., RGE 5 E., W.M. A'� .� F $ , � �k . r `°�L ,- .t _��j r����� �L .v . . � y �, TRIAD ASSOCIATES Project Management Civil Engineering „ rrr �s r _ ! ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■/ 3�; t r .... _ . ,y ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ I i �i Land Use Planning Land Surveying er —.�, ._,r`r _ . / ., .,� ■ ■ � ■ I 1,a i ur, ., I. .. -..—_ ,� Via: . I�'I Landscape Architecture • \, f r r' _� �/ r1-- It v =.., Site Design • — III 11814 115M Ave. R Kirkland, T1 88034—M L OFF SITE TRIBUTARY AREA: PERVIOUS : 3.97 AC. ' x 171 t I: I ,r5 Tel 4M.821.8448 Fa: 426.821.3481 i I _ I Toll Free BNABILTM vrn triadaasoe.00m 172I I 144 Sr o` 171 I \ \ ---- 7 -- L— 1---- / \ 'w ----` 142 , i i O 177 a I i I ..O \ tae 17e '11 II 1, �� O M1 : 179 He t %4 1 I leiI w -LAJ \ I 1 II 4. 4 \ \ / O , \ j, �;, \ \ i 1 t r, L / o ` \\\ VEL O D S/T AREA. ! PER OUS s 20.07 C. h --- — _ +_= ' �' / ,��` 60 NA/ VIOUS = 12.9 AC. — — — //� w ,. L--- ---- % 76 258 2 57 r / V � lia II 4L ■ I %` z 2s6� ■ 1 1 I 1 BRAIN DARItOW, AE `\ ♦ tPROJECT ZOMETF 7 I %% 1 I I ', 265 DESIGNED: sa OFF-SITEjfitl�A AR�A:t . -q• z CARD: acs i �'. PERVIOUS A � 1 l\ 266 CHECKED: am Q \ % 267 DATE: MARCH 26, 1999 1 I 1 w w �� I ., SCALE: HORIZ.: o 1 \ h J of LE } ♦ 1 0 ° m � // — 1 SCALE. 1 — 100 1 1 , I 1 _ 0 50 100 200 I = 1 _ 1 1 1 1 I I 1 1 1 1 y , 1 1 I I r � 1 Z 1 o I 1 1 ` I y / /w/yy Ll 7 STAMP NOT VALID UNLESS SIGNED AND DATED JOB NUMBER 94- 130 SHEET NUMBER t OF N o I � Z ®1999 TRIAD ASSOCIATES I POR. OF NE 1/4 & GOV. LOTS 7 & 8 OF SEC 17, TWP 23 N., RGE 5 E., W.M. & POR. OF NW 1/4 & SW 1/4 OF SEC 16 TWP 23N. RGE 5 � E. W.M. .�■■. TRIAD ASSOCIATES Project Management � .• '': � L_ � v lull EngineeringSurveying y Land urve i y \•' .... ..,,:.. .... • . .. ::. i: •:: ..................... .... i2:2;;:i`i?ii:: ::;r:;: 5>C:'iCi`-::.:i:i: � I II I I it'Fi Land Use Plan nin g Landscape Architectur e Site Design170 11814 115th Ave. NE Kirtland, TA M034-6923 � f e�; � 1�-' � 11•- `� � � � Tel 42b.821.8448 Fix 425.821.3481 3 I 1 L _. ` r;;::;.r:: ,.. , Toll Free B00.488 0756 ,rn►.triadassoc.com z - 1 J 1 I _ Lf`>: 1 Z 1 m 1 0 a 1 1 L J � 1 I s w :.. ;:. 172 Lri ..: I I :.:: •:: '•:. 11 .., 1.44 ••'':U ::: ;; ::: .. .... -- �'�' 11 tt 1 1 , 0.48 I/4c. . 0.23 A t•.•...'..�� 11 I M � SAD G Q YD F .95 C. 8 A 1.18 C. i22 AC. " it C : � 173 I 1-.. ' 1L3 Z i IN�- ce 41A 02 Am 0.05 Am - I JI I .::::::.................... 0 - - - .13 A r, ie Qe �4 1 40A � �� .. .. ... .. .; .: .. 4 Ac. :...::::...:.:.:.:..... LET " 093 AC �8d ' � ,l INLET 51 ;'' ^" 141 �\ SD ao. rti7 c 0.3 Aa 0.35 0.28 Ac ce 39 i76 I ,Lo 44 2.08Ac. 0.30 Aal .25 Ac. 0.38 ...... � YD B INLET MA : CB 38 - • % AC. Qe 51 :: 0. - ; 139 YD .. C. :•,'', ` ' "; ; ..... .. .. . ' INLET 49A "..i UNLET ' A 0.21 Ac. ;: 8A L.. 1 .23 �!c. cB 35 45 < 0.5 c. I I �\ \ sD c.a 1 A - -- ---- 10\ _ - v , 30 , / :.. 0 i 0.28 I 1 65 / ;sae 10 � r 0.35 A� 5 Ac. I 0.37 Ac. 0.57 AC. I 1 S8S O 6.28 A Qe 11 t� 28' 0.4 A c. - I INLET ; j. �v.4: m wj l " """ ` - �',- 111 E` m 1QB I I ^^ Z\ `.\ C8 12 NLET 36A 1 I INLET 27A� �. } w ' tat 11 0 W' O Am\ \' 23 Ac cB ... •w o , /Y loll /✓ .• ........._,. ...... .}.......,:.., ,w„w..•. +^^^`" tBEi � /N 2&4 ' ` �- wl � cc N. .. INLET 37A LL 6 ................. .. Ac. 10 0.2 3 m IZA \ I .. ... .......... \ / 13 0. 0.47 Ac.l > 0.58 Ac. 1, I I 183\ \\ 26 0.42 Ac. 1 1 .�.w `"1 \\ Am 0.3 Aa 0.3 Aa \ \\ AC. C8 17 26\ \\\ O 4 18 CB 9 0 55 Z 14 CB _ - I \ C8 15 ,.. 0.49 Ac. 0.23 ♦ 0.27 Ac. I Ac. 0.18 Ac } !.� �� 4 / ` a44 O. -- - -- zba Am > INLET 25A 0.24 _ 25 % _ M 14C M /4D M 16A YD 16B YU - :'` NLET 21A 16C \ inA a 1 w l�J NLET 23A r l:B 23 YD 19E 0.6 AC. 1 zr3 _ ♦ M 21B µ. 1 ♦ l 0.34 Ac. 258 I 1 I 1 \ 1 BRaly oARow, P m 21c 0.31 Ac. �► �� - -:::: 1 EIF �\\ � ... :::: ::#>;.;.;;;:::::: •: DESIGNED: ss I ♦` 1 CADD: &S a 2fi5 \_ , 0.41 AC. 1 , �, CHECKED: �� DATE: MARCH 26 1 n ' 1 :� 999 ~ \ I 1 z5o SCALE: HORIZ.: ti w n Q ♦ / LL in ^ 1,. . .. . 2e7 VERT.: LLJ I 1 1 ,� 1 SCALE. 1 = 100 '' 1.32 ,� I ° 0 50 100 200 I 1 J 1 0 1 1 1 7 \ 1 L 1 1 1 � I 1 Z `♦ 1 p 1 1 w 1 1 1 STAMP NOT VALID F: UNLESS SIGNED AND DATED J y JOB NUMBER 94- 130 r7 071 A i SHEET NUMBER 1OF 1 N LL Q 1999 TRIAD ASSOCIATES , i ,