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CT 14-10; POINSETTIA 61; DETERMINATION OF PRE- AND POST- DEVELOPED 100-YEAR PEAK FLOW; 2017-10-09
TECHNICAL MEMORANDUM: Determination of Pre-and Post- Developed 100-year Peak Flow Poinsettia (CT 14-10, DWG 507-2A, GR 2017-0054) City of Carlsbad, CA Prepared for: Lennar California Coastal August 9, 2017. Revi sed October 9, 2017. ~~~ Tory ~ker, PE, CFM, LEED GA R.C.E. 45005 . . .f TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES CJVIC CENTER DR, STE 206, VISTA, CA 92084 · 760-414-9212 \. 4 ' . TO: FROM: DATE: RE: TORY R. WALKER ENGl~EERJNG RELIABLE SOLUTIONS IN WATER RESOURCES TECHNICAL MEMORANDUM Lennar California Coastal Attention: Jamison Nakaya 25 Enterprise, Suite 400 Aliso Viejo, CA 92656 Tory Walker, PE, CFM, LEED GA August 9, 2017. Revised October 9, 2017. Determination of the 100-year Peak Flow in Pre-and Post-Developed Conditions for Poinsettia, City of Carlsbad, CA. INTRODUCTION This report is based on the hydrologic model used in the technical memorandum "SWMM Modeling for Hydromodification Compliance of Poinsettia, City of Carlsbad, CA, August 9, 2017"1 (HM P Study) by Tory R. Walker Engineering (TRWE). Pre-and post-developed 100-year, 6-hour hydrographs were generated to prove that post-developed peak flows are smaller than pre-developed peak flows for the project's Points of Compliance (POC). For this drainage analysis, the pre-developed conditions peak flows were calculated using the Rational Method as described in the "San Diego County Hydrology Manual (SDCHM}, June 2003"2• In post- developed conditions, the time of concentration values and peak inflows to each biofiltration basin were obtained from the "Drainage Study for Poinsettia 61, May 12, 2017, Revised: August 18, 2017, Revised October 2017"3 by O'Day Cons ultants, Inc. (O'Day). For Drainage Management Areas (DMA) that bypass the biofiltration basins, peak flows were ca lcu lated using the Rational Method per the SDCHM. After peak flows were determined, hydrographs were generated using the Rational Method Hydrograph procedure as set forth in the SDCHM. This is the prescribed method for drainage areas less than one square mile. Hydraulic routing was performed in SWMM, as the complex routing structures discharging to each POC have already been built in SWMM for hydromodification analysis : models include LID calculations and Modified Puls routing at the surface level of the biofiltration facilities. PRE-AND POST-DEVELOPED CONDITIONS The Poinsettia project is a proposed residential development located just southeast of the intersection of Poinsettia Lane and Cassia Road in the City of Carlsbad. The existing site is a mix of agricultural land and natural open space. Three (3) Points of Compliance (POC) have been identified for the project (see Appendix 1 for Drainage Management Area exhibits). For each POC, two (2) SWMM scenarios were prepared, one for the pre-developed and another for the post-developed conditions. WATERSHED, FLOODPLAIN e?STORM WATER MANAGEMENT· RIVER RESTORATION· FLOOD FACILITIES DESIGN · SEDIMENT e?EROSION 122 CIVIC CENTER DRIVE, S UITE 206, VISTA CA 92084 · 760-414-9212 · TRWENGINEERING.COM -TRWE- Poinsettia 0 100 October 9, 2017 GENERAL HYDROLOGIC CONSIDERATIONS SWMM was selected for the hydraulic routing because the model was already built for hydromodification analysis, and all parameters have already been defined to work under the SWMM framework. In order to change SWMM for hydromodification to SWMM for 0 100, changes in the rainfall data, infiltration method, and time interval were required. A general explanation of the changes and reasoning for the selection of SWMM as a hydraulic modeling tool for routing 0100 follows, as well as considerations for typical differences between SWMM and other models. Rainfall Rainfall was developed using the SDCHM, where the duration "t" is made equal to the time of concentration to maximize the peak flow. However, longer durations up to 360 minutes are used to build the complete hyetograph (precipitation distribution for the 100-year, 6-hour storm event). The 6- hour storm is distributed according to the methodology explained in the SDCHM, where the peak precipitation starts four hours after the beginning of the storm (see intensity tables in Appendix 2). Additionally, SWMM can only use whole numbers as time intervals for the determination of a hydrograph: only 1, 5, 10, 15, or 30 minutes are valid time intervals for input. Therefore, after the rainfall and runoff hydrographs are generated, all runoff hydrographs are interpolated to a time interval of 1 minute prior to entry into SWMM. This ensures that the shape of each runoff hydrograph is preserved. Pre-and Post-Developed Hydrograph Determination For pre-developed conditions, the runoff hydrographs were ca lculated with a spreadsheet following the SDCHM Rational Method Hydrograph procedure (see results in Appendix 2). Each peak at each time interval is equal to O = 121/120·C·l·A (with I corresponding to the intensity at any given time during the 6-hour storm). For post-developed conditions, runoff hydrographs are determined using the same approach as described above for pre-developed conditions (SDCHM Rational Method Hydrograph spreadsheets were used, see results in Appendix 2). These hydrographs are then entered into the developed condition SWMM model. SWMM was selected for the hydraulic routing because 1) SWMM allows a more accurate routing procedure in all LIDs than other routing models, and 2) the model was already built for hydromodification modeling, with parameters defined to work under the SWMM framework. Transforming Intensities into SDCHM Runoff using SWMM SWMM does not include Rational Method (RM) runoff coefficients (C) among the options to determine runoff; it only uses the following methods: Horton, Green-Ampt and Curve Number. Therefore, TRWE developed a method to replicate the RM Hydrograph within the SWMM program: the rainfall intensities entered into the model have already been multiplied by the C coefficient of the Rational Method, and each area was assumed 100% impervious using the Green-Ampt Method, with no impervious storage. Therefore, all precipitation given (which is already effective precipitation) was transformed into runoff, as losses have already been accounted for. 2 Job# 349-11 -TRWE- Poinsettia 0 100 October 9, 2017 Additionally, in order to eliminate the effect of additional "routing", the width of the area was assumed so large that the sheetflow distance is extremely short: the width is equal to the area expressed in square feet, which means that the sheetflow length is only one foot. This allows SWMM to produce an instantaneous runoff response. The resulting runoff hydrograph is a 6-hour Rational Method hydrograph, in accordance with the SDCHM. One other modification is associated with the area of the biofiltration cell: different from hydromodification modeling, the total area (including biofiltration) is given at the OMA level, because the total area is associated with the modified effective precipitation (effective precipitation equals precipitation times C coefficient, and C is defined for the entire area). The reason for this modification in area is because LIDs cannot be defined as 100% impervious. To overcome the problem of counting the LID area twice, the LID/IMP is assigned the real value of its area and the real impervious percentage (0%), and each LID is associated with another storm event called LID rain, which is equal to zero in/hr at all times. Therefore, the LID/IMP area is associated with zero rainfall and does not affect the results. The advantage of proceeding this way is that the total hydrograph will be routed in the LID module before being routed in the surface pond of the biofiltration basin. LID Routing Considerations One of the main reasons for selecting SWMM to calculate the 100-year peak flow is because of the ability of SWMM to properly route runoff through a biofiltration cell. The LID routine embedded in SWMM accounts for the ponding at the surface while the water is infiltrating through the amended soil, and it accounts for the release of water through the underground French drain. For the simplified version of the LID model, SWMM assumes that once the flow fills the surface pond, all peak flows coming into the LID are equal to all flows discharged out of the LID. This approach is usually appropriate for hydromodification modeling, where hourly runoff is calculated and the surface volume does not generate a significant change in the hourly discharge. However, it is only an approximation of the real discharge of the LID, because the routing process taking place at the surface level reduces the peak flow. Expected peak flow reduction is sometimes very small but it can be significant, depending on the characteristics of the surface volume and the outlet structure. In order to properly model the routing process in the biofiltration basin, Modified Puls is performed at the surface level. In order to account for surface routing, each biofiltration basin is divided in two portions: the LID portion, and the surface volume above the invert of the lowest surface discharge structure. For the LID portion, the flows leaving through the French drain were directly connected to the outlet. For the surface portion, the volume of ponding above the invert of the lowest surface discharge opening was considered as a pond, which requires an elevation vs. area table, and an elevation vs. discharge table for use with the Modified Puls Method. The required stage-storage-discharge information and a detailed description of the basin outlet structures are provided in the HMP Study. The elevation vs. area tables, and the elevation vs. discharge tables are included in Appendix 3 of this report. Detailed explanations for obtaining those values are included in the HMP Study. 3 Job# 349-11 -TRWE- Poinsettia Q 100 October 9, 2017 MODEL RESULTS The results show that the proposed biofiltration basins reduce the post-developed peak flows below pre-developed conditions. Results are displayed in Table 1. Pre-vs. post-developed hydrograph comparisons are illustrated in Figures 1 through 3. It is clear that the biofiltration basins not only satisfy hydromodification criteria, but also reduce the post-developed peak flows below the pre-developed levels for the 100-year, 6-hour synthetic storm. Pre-Dev. POC Tributary Area (ac) 1 11.53 2 7.15 3 34.37 I- 16 14 12 .; ~ 10 ~ ii: ~ 8 & 6 -1-- 4 2 TABLE 1. SUMMARY OF PEAK FLOW RESULTS Pre-Dev. Post-Dev. Post-Dev. Post-Dev. Peak flow Tributary Undetalned Detained (cfs) Area (ac) Peak flow (cfs) Peak flow (cfs) 14.72 8.34 16.55 13.91 8.77 10.54 29.29 5.39 43.24 35.98 48.73 42.70 Pre-Dev & Post-Dev Hydrographs-Poinsettia (POC-1) + +---- I I + -+-- 0 --------J ____ _ 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 nme (hrsl 4.0 4.5 5.0 -Pre-Dev. - -Detained Post-Dev. -Undetained Post-Dev. Figure 1. Hydrograph comparison for POC-1. 4 Post-Dev. -Pre-Dev. Peak Flow (ds) -0.81 -3.38 -0.54 ..... -... -... 5.5 6.0 6.5 7.0 Job# 349-11 -TRWE- 30 25 20 ... ~ 1 15 ... .,. .. .. ... 10 5 0 0.0 Poinsettia 0 100 October 9, 2017 Pre-Dev & Post-Dev Hydrographs -Poinsettia (POC-2) 0.5 1.0 1.5 2.0 2.5 -Pre-Dev. + 3.0 l .. 3.5 Time (hrs) 4.0 4.5 5.0 -Detained Post-Dev. -Undetained Post-Dev. Figure 2. Hydrograph comparison for POC-2. 50 45 40 35 .; 30 ~ 1 25 ... .,. .. ~ 20 15 10 5 0 0.0 0.5 Pre-Dev & Post-Dev Hydrographs -Poinsettia (POC-3} 1.0 1.5 2.0 --Pre-Dev. 2.5 3.0 t 3.5 Time (hrs) 4.0 4.5 5.0 -Detained Post-Dev. -Undetained Post-Dev. Figure 3. Hydrograph comparison for POC-3. s -. 5.5 6.0 6.5 7.0 I 5.5 6.0 6.5 7.0 Job# 349-11 -TRWE- Poinsettia 0 100 October 9, 2017 CONCLUSION The design of the IMP biofiltration basins with multiple functions (water quality, hydromodification, and flood mitigation) allows the reduction of the 100-year post-developed peak flows below the pre- developed levels for the project's points of compliance. REFERENCES [1] "SWMM Modeling for Hydromodification Compliance of Poinsettia, City of Carlsbad, CA, August 9, 2017", prepared by Tory R. Walker Engineering. [2] "San Diego County Hydrology Manual, June 2003". Available at: http://www.sdcounty.ca.gov/dpw/floodcontrol/hydrologymanual.html [3] "Drainage Study for Poinsettia 61, May 12, 2017, Revised: August 18, 2017, Revised October 2017", prepared by O'Day Consultants, Inc. (4) "Handbook of Hydrology". David R. Maidment, Editor in Chief. 1992, McGraw Hill. APPENDIX LIST Appendix 1: Appendix 2: Appendix 3: Appendix 4: Appendix 5: Pre-and Post-Developed Maps Time of Concentration, Precipitation, and Rational Method Hydrograph Data Elevation vs. Area and Elevation vs. Discharge Curves SWMM Model Input SWMM Model Results 6 Job# 349-11 Appendix 1: Pre-and Post-Developed Maps "Oaks Way ampm • in t Po111set11a Ln IL' .. ]l a Da)'b<~ek Community Church ,R, Docena\>.?> ,.._ W,ndso, al Alliara • ~d. 'o ~(11 <-, 'bl'teC1 i# 61'b~b <:.,'b~,11' ~ .. f :/1 \ 0 .. &' !,' t; $! ~ ... > ~ 0 !? POINSETTIA "'6'b ~ble Camino Vida Ro\l\e. ~,(\o (,'b Llls Palmas Dr Volle Loma Apanmfflll • Calli&iJ~ Cassia Rd Fa1rlend Ave Cassia Rd s1u111mcr c1 OnoleC1 §] 00 .... ('J Project Site ~(;/, ! cc,,~,1,, l.Jmonite Ct a.., ~ !! ~ iii ~\0,14'-(\ c,-fl~ ~ .. ::!: VICINI TY MAP NO SCALE " Carlsbad Crty Library Avian,Daka Cm=hs Luxury f".1nM'nAC -I 1' f".nllttA • La Costa Paloma ., EXISTING CONDITIONS HYDROLOGY MAP ' . .. . 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WALKER ENGINEERING BENCH MARK Description: _________________________ _ EXISTING CONDITIONS HYDROLOGY MAP POINSETTIA 61 Location:------------------------------- 122 CIVIC CEN T ER DR, STE 206, V ISTA, CA 92084 · 760-414-9212 Record From: ____________________________ _ Elev: Datum: _______________ _ I ~-I RELIABLE SOLUTIONS IN WATER RESOURCES ENGINEER OF WORK Ch ecked by Approval date ENGINEER RCE DEVELOPED CONDITIONS HYDROLOGY MAP POINSETTIA TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES 122 CIVIC CENTER DR, STE 206, VISTA, CA 92084 · 760-414-9212 MAP SCALE 1" = 100' ~ I 0 50 700 200 DMA BOUNDARY INITIAL SUB-AREA FLOWLENGTH - BIOFILTRATION BASIN ---- m I CITY OF CARLSBAD 11 SH~TS 1 BENCH MARK DEVELOPED COND/llONS H'rDROLOGY MAP Description:------------------------------POINSEmA 61 Location:------------------------------- Record From:----------------------------- I Approved I 8ev. Datum: ______________ ~ ENGINEER OF WORK I !Checked by Approval date ENGINEER RCE Appendix 2: Time of Concentration, Precipitation, and Rational Method Hydrograph Data PRE -DEVELOPMENT DMA_l {POC-1) Time of concentration Initial Sub Area L : 100 ft A: 0.171 acres C: 0.350 tlZ: 4 ft s: 4 % ti : 8.50 min P6: 2.7 in I: 5.05 in/hr Qi : 0.302lct s Final Q Ltravel: 1058 ft vaverage: 3.06 ft/s tt : 5.76 min tc: 14.26 min I : 3.62 in/hr A : 11.530 acres C: 0.350 Q : 14.721cts Mannings in triangular channel Initial velocity z: 30 n : 0.035 so : 0.04 y: 0.09Slft A flow: 0.271 sq-ft Pflow: 5.7 ft Q: 0.302lcfs v: 1.114 ft/s Final velocity z: n: so: y : A flow: Pflow: Q: v : Time of concentration DMA_l POC-1: Total Peak Flow 10 0.035 (average n) 0.08 0.542lft 2.937 sq-ft 10.9 ft 14.721cts 5.012 ft/s 14.26 min A : 11.530 acres ___ l_S_m_ln---,-,o-u_n_d_e-d) _____ lc : 0.350 I: Q: 3.62 in/hr 14.72 cfs PRE -DEVELOPMENT DMA_2 (POC-2) Time of concentration Initial Su b Area L: 100 ft A: 0.127 acres C: 0.350 (),.z : 3 ft s: 3% ti : 9.36 min P6 : 2.7 in I: 4.75 in/hr Qi : o.211lcfs Final Q Lt ravel : 690.67 ft vaverage: 1.98 ft/s tt : 5.81 min tc: 15.17 min I : 3.48 in/hr A : 7.148 acres C: 0.350 Q : 8.771cfs Mannings in triangular channel Initial velocity z: 30 n : 0.035 so: 0.03 y : 0.0881ft A flow: 0.231 sq-ft Pflow: 5.3 ft Q: o.211lcfs V : 0.914 ft/s Time of concentration DMA-2 (POC-2): 15.17 min 15 min (rounded) Final velocity z: n: so: y: A flow: Pflow: Q: v: Total Peak Flow A : le: I: Q: 10 0.035 (average n) 0.03 0.53~ft 2.877 sq-ft 10.8 ft 8.771cfs 3.048 ft/s 7.148 acres 0.350 3.48 in/hr 8.77 cfs PR E -DEVELOPM ENT OMA 3 {POC-3) Time of concentration Initial Sub Area Mannings in triangular channel L : 100 ft Initial velocity Final velocity A: 0.181 acres z: 30 z: 10 C: 0.350 n : 0.035 n: 0.035 (average n) llz : 5 ft so : 0.05 so : 0.09 s: 5% y : 0.09S!ft y : 0.794!ft ti : 7.89 min A flow: 0.270 sq-ft A flow: 6.306 sq-ft P6 : 2.7 in Pflow: 5.7 ft Pflow: 16.0 ft I: 5.30 in/hr Qi : 0.33S!cfs Q: 43.24!cfs v: 6.858 ft/s Q: 0.335!cts v : 1.243 ft/s Final Q Time of concentrat ion DMA-3 (POC-3): Total Peak Flow Ltravel: 1629 ft 14.60 min A : 34.373 acres vaverage: 4.05 ft/s ..---1-S_m_ln ___ (r_o_u_n-de_d_) ___ _,!c : 0.350 tt : 6.70 min I: 3.56 in/hr tc: 14.60 min Q : 43.24 cfs I : 3.56 in/hr A : 34.373 acres C: 0.350 Q : 43.24!cfs POST -DEVELOPMENT DMA_l BYPASS (POC-1) Time of concentration Initial Sub Area Mannings in triangular channel L: 100 ft Initial velocity Final velocity A: 0.039 acres z: 30 z: 10 C: 0.350 n : 0.035 n: 0.035 (average n) f!,.z : 6 ft so: 0.06 so: 0.04 s: 6 % y: I o.os2!ft y : I 0.44S!ft ti : 7.43 min Aflow: 0.082 sq-ft Aflow: 1.979 sq-ft PG: 2.7 in Pflow: 3.1 ft Pflow: 8.9 ft Q: I o .01s!cts Q: I 6.15!cts v: 0.916 ft/s v : 3.107 ft/s I: 5.51 in/hr Qi: I o.01sl cts Final Q Time of concentration DMA-1 BYPASS (POC-1): Total Peak Flow Ltravel: 623 ft 12.59 min A : 4.447 acres vaverage: 2.01 ft/s I 12 min (rounded) !c : 0.350 tt: 5.16 min I : 3.92 in/hr tc: 12.59 min Q : 6.15 cfs I : 3.92 in/hr A: 4.447 acres C: 0.350 Q : I G.15lcfs POST -DEVELOPMENT DMA_2 BYPASS (POC-2) Time of concentration Initial Sub Area L: 100 ft A: O.OS4 acres C: 0.350 f:;z : 4 ft s: 4 % ti : 8.50 min PG : 2.7 in I: 5.05 in/hr Qi : 0.09S!cts Final Q Ltravel: 339 ft vaverage: 2.53 ft/s tt: 2.24 min tc: 10.74 min I : 4.34 in/hr A : 1.559 acres C: 0.350 Q : 2.39!cts Mannings in triangular channel Initial velocity z: 30 n : 0.035 so: 0.04 y : 0.062!ft A flow: 0.114 sq -ft Pflow: 3.7 ft Q: 0.09slcts v : 0.835 ft/s Time of concentration DMA-2 BYPASS(POC-2): 10.74 min 10 min (rounded) Final velocity z: 10 n: 0.035 (average n) so: 0.17 y : 0.23B!ft Aflow: 0.566 sq-ft Pflow: 4.8 ft Q: 2.391cts v: 4.221 ft/s Total Peak Flow A: 1.559 acres le : 0.350 I: 4.34 in/hr Q : 2.39 cfs POST -DEVELOPMENT OMA 3 BYPASS (POC-3) Time of concent ration Initial Sub Area L : 100 ft A: 0.181 acres C: 0.350 t:J.Z : 5 ft s: 5% ti : 7.89 min P6 : 2.7 in I: 5.30 in/hr Qi : 0.335l cfs Final Q Ltravel: 1629 ft vaverage: 3.82 ft/s tt : 7.10 min tc: 15.00 min I : 3.50 in/hr A: 26.612 acres C: 0.350 Q : 32.90lcfs Mannings in triangular channel Initial velocity z: 30 n : 0.035 so : 0.05 y : 0.09Slft A flow: 0.270 sq-ft Pflow: 5.7 ft Q: 0.335lcfs v : 1.243 ft/s Final velocity z: n: so: y : A flow: Pflow: Q: v : Time of concentration DMA-3 BYPASS (POC-3): Total Peak Flow 10 0.035 (average n) 0.09 0.717lft 5.137 sq-ft 14.4 ft 32.90!cfs 6.405 ft/s 15.00 min A : 26.612 acres ___ l_S_m_ln---,,-o-u-n-de_d_) _______ l c : 0.350 I : Q : 3.50 in/hr 32.90 cfs DETERMINATION OF 100 YR -6 HR RUNOFF HVDROGRAPH POINSETTIA -PRE-DEV CONDITIONS -DMA_l (POC-1) I: lit: P6: time 15.00 30.00 45.00 60.00 75.00 90.00 105.00 120.00 135.00 150.00 165.00 180.00 195.00 210.00 225.00 240.00 255.00 270.00 285.00 300.00 315.00 330.00 345.00 360.00 3.502 in/hr 15 min 2.7 in P (in) I (in/hr) 0 .876 3.502 1.120 0.977 1.293 0.693 1.432 0.556 1.550 0.472 1.654 0.415 1.747 0.372 1.832 0.339 1.910 0.313 1.983 0.291 2.051 0.273 2.115 0.257 2.176 0.244 2.234 0.232 2.290 0.222 2.343 0.212 2.394 0.204 2.443 0.196 2.490 0.189 2.536 0.183 2.580 0.177 2.623 0.172 2.665 0.167 2.706 0.162 Position time 17 15.0 16 30.0 15 45.0 18 60.0 14 75.0 13 90.0 19 105.0 12 120.0 11 135.0 20 150.0 10 165.0 9 180.0 21 195.0 8 210.0 7 225.0 22 240.0 6 255.0 5 270.0 23 285.0 4 300.0 3 315.0 24 330.0 2 345.0 1 360.0 375.0 A: 11.530 acres Tc: 14.26 min C: 0.35 Q: 14.72 cfs I (in/hr) Position Q (cfs) t Q-correct 0 .00 0:00 0.00 0.1623 1 0 .66 0:15 0 .66 0.1669 2 0.68 0:30 0 .68 0.1772 3 0.72 0:45 0 .72 0.1830 4 0.74 1:00 0.74 0.1963 5 0.80 1:15 0.80 0.2039 6 0.83 1:30 0.83 0.2216 7 0.90 1:45 0.90 0.2321 8 0.94 2:00 0.94 0.2574 9 1.05 2:15 1.05 0.2730 10 1.11 2:30 1.11 0.3129 11 1.27 2:45 1.27 0.3392 12 1.38 3:00 1.38 0.4147 13 1.69 3:15 1.69 0.4723 14 1.92 3:30 1.92 0 .6935 15 2.82 3:45 2.82 0 .9771 16 3.98 4:00 3.66 3 .5023 17 14.25 4:15 14.72 0 .5562 18 2.26 4 :30 2.11 0 .3721 19 1.51 4:45 1.51 0 .2912 20 1.18 5:00 1.18 0 .2439 21 0 .99 5:15 0.99 0 .2123 22 0 .86 5:30 0.86 0.1894 23 0.77 5:45 0 .77 0.1719 24 0.70 6:00 0 .70 0.00 DETERMINATION OF 100 YR -6 HR RUNOFF HYDROGRAPH Poinsettia -POST-DEV CONDITIONS -DMA_l-1 (POC-1) I: 6t: P6: time 8 16 24 32 40 48 56 64 72 80 88 96 104 112 120 128 136 144 152 160 168 176 184 192 200 208 216 224 232 240 5.253 in/hr 8 min 2.7 in P (in) I (in/hr) 0.700 5.253 0.896 1.466 1.035 1.040 1.146 0.834 1.240 0.708 1.323 0.622 1.398 0.558 1.465 0.509 1.528 0.469 1.586 0.437 1.641 0.409 1.692 0.386 1.741 0.366 1.788 0.348 1.832 0.332 1.874 0.318 1.915 0.306 1.954 0.294 1.992 0.284 2.029 0.275 2.064 0.266 2.099 0.258 2.132 0.250 2.164 0.243 2.196 0.237 2.227 0.231 2.257 0.225 2.286 0.220 2.315 0.215 2.343 0.210 Position time 31 8 30 16 29 24 32 32 28 40 27 48 33 56 26 64 25 72 34 80 24 88 23 96 35 104 22 112 21 120 36 128 20 136 19 144 37 152 18 160 17 168 38 176 16 184 15 192 39 200 14 208 13 216 40 224 12 232 11 240 I (in/hr) 0.1612 0.1636 0.1687 0.1713 0.1770 0.1801 0.1865 0.1900 0.1975 0.2015 0.2102 0.2149 0.2253 0.2309 0.2434 0.2504 0.2658 0.2746 0.2944 0.3058 0.3324 0.3481 0.3861 0.4094 0.4693 0.5089 0.6220 0.7084 1.0402 1.4656 A: 2.27 acres Tc: 8.56 min C: 0.68 Q: 7.04 cfs Position Q (cfs) t Cl Q-correct 0.000 0:00 0.110 0.000 1 0.251 0:08 0.111 0.251 2 0.254 0:16 0.115 0.254 3 0.262 0:24 0.117 0.262 4 0.266 0:32 0.120 0.266 5 0.275 0:40 0.122 0.275 6 0.280 0:48 0.127 0.280 7 0.290 0:56 0.129 0.290 8 0.295 1:04 0.134 0.295 9 0.307 1:12 0.137 0.307 10 0.313 1:20 0.143 0.313 11 0.327 1:28 0.146 0.327 12 0.334 1:36 0.153 0 .334 13 0.350 1:44 0.157 0 .350 14 0.359 1:52 0.166 0.359 15 0.378 2:00 0.170 0.378 16 0.389 2:08 0.181 0.389 17 0.413 2:16 0.187 0.413 18 0.427 2:24 0.200 0.427 19 0.457 2:32 0.208 0.457 20 0.475 2:40 0.226 0.475 21 0.516 2:48 0.237 0.516 22 0.541 2:56 0.263 0.541 23 0.600 3:04 0.278 0.600 24 0.636 3:12 0.319 0.636 25 0.729 3:20 0.346 0.729 26 0.791 3:28 0.423 0 .791 27 0.966 3:36 0.482 0.966 28 1.101 3:44 0.707 1.101 29 1.616 3:52 1.324 1.616 30 2.277 4:00 3.082 3.025 time P (in) I (in/hr) Position time I (in/hr) Position Q (cfs) t Cl Q-correct 248 2.370 0.206 41 248 5.2534 31 8.162 4:08 0.731 7.041 256 2.397 0.202 10 256 0.8343 32 1.296 4:16 0.380 1.670 264 2.424 0.197 9 264 0.5582 33 0.867 4:24 0.297 0.867 272 2.449 0.194 42 272 0.4368 34 0.679 4:32 0.249 0.679 280 2.475 0.190 8 280 0.3658 35 0.568 4:40 0.217 0.568 288 2.500 0.187 7 288 0.3184 36 0.495 4:48 0.193 0.495 296 2.524 0.183 43 296 0.2841 37 0.441 4:56 0.175 0.441 304 2.548 0.180 6 304 0.2578 38 0.401 5:04 0.161 0.401 312 2.572 0.177 5 312 0.2370 39 0.368 5:12 0.150 0.368 320 2.595 0.174 44 320 0.2200 40 0.342 5:20 0.140 0.342 328 2.618 0.171 4 328 0.2057 41 0.320 5:28 0.132 0.320 336 2.640 0.169 3 336 0.1937 42 0.301 5:36 0.125 0.301 344 2.662 0.166 45 344 0.1832 43 0.285 5:44 0.118 0.285 352 2.684 0.164 2 352 0.1741 44 0.271 5:52 0.113 0.271 360 2.706 0.161 1 360 0.1661 45 0.258 6:00 0.000 0.258 368 0.000 6:08 0.000 0.000 DETERM INATION OF 100 YR -6 HR RUNOFF HYDROGRAPH POINSETIIA -POST-DEV CONDITIONS -DMA_3-1 {POC-1) I: tit: P6: time 6 12 18 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 114 120 126 132 138 144 150 156 162 168 174 180 186 6.325 in/hr 6 min 2.7 in P (in) I (in/hr) 0.632 6.325 0.809 1.764 0.934 1.252 1.035 1.004 1.120 0.853 1.195 0.749 1.262 0.672 1.323 0.613 1.380 0.565 1.432 0.526 1.482 0.493 1.528 0.465 1.572 0.440 1.614 0.419 1.654 0.400 1.692 0.383 1.729 0.368 1.765 0.354 1.799 0.342 1.832 0.331 1.864 0.320 1.895 0.310 1.925 0.301 1.954 0.293 1.983 0.285 2.011 0.278 2.038 0.271 2.064 0.265 2.090 0.259 2.115 0.253 2.140 0.248 Position time 41 40 39 42 38 37 43 36 35 44 34 33 45 32 31 46 30 29 47 28 27 48 26 25 49 24 23 so 22 21 51 I (in/hr) 6 0.1610 12 0.1627 18 0.1664 24 0.1683 30 0.1724 36 0.1745 42 0.1789 48 0.1812 54 0.1861 60 0.1887 66 0.1941 72 0.1970 78 0.2031 84 0.2063 90 0.2131 96 0.2168 102 0.2246 108 0.2288 114 0.2377 120 0.2426 126 0.2531 132 0.2588 138 0.2712 144 0.2780 150 0.2931 156 0.3014 162 0.3201 168 0.3305 174 0.3545 180 0.3682 186 0.4002 A: 1.628 acres 3.898 Tc: 6.95 min 0.41765 C: 0.68 0.58235 Q: 6.35 cfs Position Q (cfs) t Cl Q-correct 0.000 0:00 0.109 0.000 1 0.180 0:06 0.111 0.180 2 0.182 0:12 0.113 0.182 3 0.186 0:18 0.114 0.186 4 0.188 0:24 0.117 0.188 5 0.192 0:30 0.119 0.192 6 0.195 0:36 0.122 0.195 7 0.200 0:42 0.123 0.200 8 0 .202 0:48 0.127 0.202 9 0 .208 0:54 0.128 0.208 10 0.211 1:00 0.132 0.211 11 0 .217 1:06 0.134 0.217 12 0.220 1:12 0.138 0.220 13 0.227 1:18 0.140 0.227 14 0 .230 1:24 0.145 0.230 15 0 .238 1:30 0.147 0.238 16 0 .242 1:36 0.153 0.242 17 0 .251 1:42 0.156 0.251 18 0 .255 1:48 0.162 0.255 19 0 .265 1:54 0.165 0.265 20 0.271 2:00 0.172 0.271 21 0 .282 2:06 0.176 0.282 22 0 .289 2:12 0.184 0.289 23 0 .303 2:18 0.189 0.303 24 0 .310 2:24 0.199 0.310 25 0 .327 2:30 0.205 0.327 26 0 .336 2:36 0.218 0.336 27 0 .357 2:42 0.225 0.357 28 0.369 2:48 0.241 0.369 29 0 .396 2:54 0.250 0.396 30 0 .411 3:00 0.272 0.411 31 0.447 3:06 0.285 0.447 time P (in) I (in/hr) Position time I (in/hr) Position Q (cfs) t Cl Q-correct 192 2.164 0.243 20 192 0.4191 32 0.468 3:12 0.316 0.468 198 2.188 0.238 19 198 0.4648 33 0.519 3:18 0.335 0.519 204 2.212 0.233 52 204 0.4929 34 0.550 3:24 0.384 0.550 210 2.234 0.229 18 210 0.5650 35 0.631 3:30 0.417 0.631 216 2.257 0.225 17 216 0.6126 36 0.684 3:36 0.509 0.684 222 2.279 0.221 53 222 0.7488 37 0.836 3:42 0.580 0.836 228 2.301 0.217 16 228 '0.8529 38 0.952 3:48 0.852 0.952 234 2.322 0.213 15 234 1.2523 39 1.398 3:54 1.487 1.398 240 2.343 0.210 54 240 1.7645 40 1.970 4:00 3.869 2.442 246 2.364 0.206 14 246 6.3245 41 7.060 4:06 0.827 6.352 252 2.384 0.203 13 252 1.0044 42 1.121 4:12 0.457 1.357 258 2.404 0.200 55 258 0.6720 43 0.750 4:18 0.358 0.750 264 2.424 0.197 12 264 0.5258 44 0.587 4:24 0.299 0.587 270 2.443 0.194 11 270 0.4404 45 0.492 4:30 0.261 0.492 276 2.462 0.191 56 276 0.3833 46 0.428 4:36 0.233 0.428 282 2.481 0.189 10 282 0 .3420 47 0.382 4:42 0.211 0.382 288 2.500 0.186 9 288 0.3104 48 0.346 4:48 0.194 0.346 294 2.518 0.184 57 294 0 .2853 49 0.318 4:54 0.180 0.318 300 2.536 0.181 8 300 0.2648 so 0.296 5:00 0.168 0.296 306 2.554 0.179 7 306 0.2477 51 0.276 5:06 0.159 0.276 312 2.572 0.177 58 312 0.2331 52 0.260 5:12 0.150 0.260 318 2.589 0.174 6 318 0 .2206 53 0.246 5:18 0.143 0.246 324 2.606 0.172 5 324 0.2096 54 0.234 5:24 0.136 0.234 330 2.623 0.170 59 330 0.2000 55 0.223 5:30 0.130 0.223 336 2.640 0.168 4 336 0.1914 56 0.214 5:36 0.125 0.214 342 2.657 0.166 3 342 0 .1836 57 0.205 5:42 0.120 0.205 348 2.673 0.165 60 348 0.1767 58 0.197 5:48 0.116 0.197 354 2.690 0.163 2 354 0.1703 59 0.190 5:54 0.112 0.190 360 2.706 0.161 1 360 0.1645 60 0.184 6:00 0.000 0.184 366 0.000 6:06 0.000 0.000 DETERMINATION OF 100 YR -6 HR RUNOFF HYDROGRAPH Poinsettia POST -DEV CONDITIONS -OMA 1-BYPASS (POC-1) I: M: P6: time 12 24 36 48 60 72 84 96 108 120 132 144 156 168 180 192 204 216 228 240 252 264 276 288 300 312 324 336 348 360 4.044 in/hr 12 min 2.7 in P (in) I (in/hr) 0.809 4.044 1.035 1.128 1.195 0.801 1.323 0.642 1.432 0.545 1.528 0.479 1.614 0.430 1.692 0.392 1.765 0.361 1.832 0.336 1.895 0.315 1.954 0.297 2.011 0.282 2.064 0.268 2.115 0.256 2.164 0.245 2.212 0.235 2.257 0.227 2.301 0.219 2.343 0.211 2.384 0.205 2.424 0.198 2.462 0.193 2.500 0.187 2.536 0.182 2.572 0.178 2.606 0.173 2.640 0.169 2.673 0.165 2.706 0.162 Position time I (in/hr) 21 12 0.1618 20 24 0.1655 19 36 0.1734 22 48 0.1778 18 60 0.1874 17 72 0.1927 23 84 0.2047 16 96 0.2114 15 108 0.2267 24 120 0.2354 14 132 0.2559 13 144 0.2680 25 156 0.2972 12 168 0.3152 11 180 0.3613 26 192 0.3918 10 204 0.4788 9 216 0.5454 27 228 0.8008 8 240 1.1284 7 252 4.0445 28 264 0.6423 6 276 0.4298 5 288 0.3363 29 300 0.2816 4 312 0.2451 3 324 0.2187 30 336 0.1985 2 348 0.1824 1 360 0.1693 372 Position A: 4.447 acres Tc: 12.59 m in C: 0.35 Q: 6.15 cfs Q (cfs) t Cl Q-correct 0.000 0:00 0.057 0.000 1 0.254 0:12 0.058 0.254 2 0.260 0:24 0.061 0.260 3 0.272 0:36 0.062 0.272 4 0.279 0:48 0.066 0.279 5 0.294 1:00 0.067 0.294 6 0.302 1:12 0.072 0.302 7 0.321 1:24 0.074 0.321 8 0.332 1:36 0.079 0.332 9 0.356 1:48 0.082 0.356 10 0.370 2:00 0.090 0.370 11 0.402 2:12 0.094 0.402 12 0.421 2:24 0.104 0.421 13 0.466 2:36 0.110 0.466 14 0.495 2:48 0.126 0.495 15 0.567 3:00 0.137 0.567 -16 0.615 3:12 0.168 0.615 17 0.752 3:24 0.191 0.752 18 0.856 3:36 0.280 0.856 19 1.257 3:48 0.424 1.257 20 1.771 4:00 1.372 1.903 21 6.348 4:12 0.239 6.150 22 1.008 4:24 0.150 1.074 23 0.674 4:36 0.118 0.674 24 0.528 4:48 0.099 0 .528 25 0.442 5:00 0.086 0.442 26 0.385 5:12 0.077 0.385 27 0.343 5:24 0.069 0.343 28 0.311 5:36 0.064 0.311 29 0.286 5:48 0.059 0.286 30 0.266 6:00 0.000 0.266 0.000 6:12 0.000 0.000 DETERMINATION OF 100 YR -6 HR RUNOFF HYDROGRAPH POINSETTIA -PRE-DEV CONDITIONS DMA_2 (POC-2) I: t.t: P6: time 15.00 30.00 45.00 60.00 75.00 90.00 105.00 120.00 135.00 150.00 165.00 180.00 195.00 210.00 225.00 240.00 255.00 270.00 285.00 300.00 315.00 330.00 345.00 360.00 3.502 in/hr 15 min 2.7 in P (in) I (in/hr) 0.876 3.502 1.120 0.977 1.293 0.693 1.432 0.556 1.550 0.472 1.654 0.415 1.747 0.372 1.832 0.339 1.910 0.313 1.983 0.291 2.051 0.273 2.115 0.257 2.176 0.244 2.234 0.232 2.290 0.222 2.343 0.212 2.394 0.204 2.443 0.196 2.490 0.189 2.536 0.183 2.580 0.177 2.623 0.172 2.665 0.167 2.706 0.162 Position time 17 15.0 16 30.0 15 45.0 18 60.0 14 75.0 13 90.0 19 105.0 12 120.0 11 135.0 20 150.0 10 165.0 9 180.0 21 195.0 8 210.0 7 225.0 22 240.0 6 255.0 5 270.0 23 285.0 4 300.0 3 315.0 24 330.0 2 345.0 1 360.0 375.0 A: Tc: C: Q: I (in/hr) Position Q (cfs) 0.00 0.1623 1 0 .41 0.1669 2 0.42 0.1772 3 0.45 0.1830 4 0.46 0.1963 5 0 .50 0.2039 6 0.51 0.2216 7 0.56 0.2321 8 0.59 0.2574 9 0.65 0.2730 10 0.69 0.3129 11 0.79 0.3392 12 0.86 0.4147 13 1.05 0.4723 14 1.19 0.6935 15 1.75 0.9771 16 2.46 3.5023 17 8.84 0.5562 18 1.40 0.3721 19 0 .94 0.2912 20 0.73 0.2439 21 0.62 0.2123 22 0.54 0.1894 23 0.48 0.1719 24 0.43 0.00 7.148 acres 15.17 min 0.35 8.77 cfs t 0:00 0:15 0:30 0:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 3:00 3:15 3:30 3:45 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 6:00 6:15 Q-correct 0.00 0.41 0.42 0.45 0.46 0.50 0.51 0.56 0.59 0.65 0.69 0.79 0.86 1.05 1.19 1.75 2.51 8.77 1.42 0.94 0.73 0.62 0.54 0.48 0.43 0.00 DETERMINATION OF 100 YR -6 HR RUNOFF HYDROGRAPH POINSETTIA -POST-DEV CONDITIONS -DMA_2-1 {POC-2) I: LH: P6: time 10 20 30 40 so 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 4.549 in/hr 10 min 2.7 in P (in) I (in/hr) 0.758 4.549 0.970 1.269 1.120 0.901 1.240 0.722 1.343 0.613 1.432 0.539 1.513 0.483 1.586 0.441 1.654 0.406 1.717 0.378 1.776 0.355 1.832 0.334 1.885 0.317 1.935 0.301 1.983 0.288 2.029 0.276 2.073 0.265 2.115 0.255 2.156 0.246 2.196 0.238 2.234 0.230 2.272 0.223 2.308 0.217 2.343 0.211 2.377 0.205 2.410 0.200 2.443 0.195 2.475 0.190 2.506 0.186 Position time 25 10 24 20 23 30 26 40 22 so 21 60 27 70 20 80 19 90 28 100 18 110 17 120 29 130 16 140 15 150 30 160 14 170 13 180 31 190 12 200 11 210 32 220 10 230 9 240 33 250 8 260 7 270 34 280 6 290 A: 8.981 acres Tc: 9.989 min C: 0.63 Q: 26.90 cfs I (in/hr) Position Q (cfs) t Cl Q-correct 0.000 0:00 0.102 0.000 0.1615 1 0.922 0:10 0.104 0.922 0.1645 2 0.939 0:20 0.108 0.939 0.1710 3 0.976 0:30 0.110 0.976 0.1745 4 0.996 0:40 0.115 0.996 0.1820 5 1.039 0:50 0.117 1.039 0.1861 6 1.062 1:00 0.123 1.062 0.1951 7 1.113 1:10 0.126 1.113 0.2000 8 1.141 1:20 0.133 1.141 0.2108 9 1.203 1:30 0.137 1.203 0.2168 10 1.237 1:40 0.145 1.237 0.2302 11 1.313 1:50 0.150 1.313 0.2378 12 1.356 2:00 0.161 1.356 0.2550 13 1.455 2:10 0.167 1.455 0.2648 14 1.511 2:20 0.181 1.511 0.2879 15 1.642 2:30 0.190 1.642 0.3014 16 1.720 2:40 0.211 1.720 0.3343 17 1.907 2:50 0.223 1.907 0.3545 18 2.023 3:00 0.256 2.023 0.4064 19 2.319 3:10 0.278 2.319 0.4406 20 2.514 3:20 0.339 2.514 0.5386 21 3.073 3:30 0.386 3.073 0.6135 22 3.500 3:40 0.567 3.500 0.9008 23 5.139 3:50 0.730 5.139 1.2692 24 7.241 4:00 2.970 6.612 4.5492 25 25.954 4:10 0.420 26.898 0.7225 26 4.122 4:20 0.305 3.807 0.4834 27 2.758 4:30 0.238 2.758 0.3782 28 2.158 4:40 0.200 2.158 0.3168 29 1.807 4:50 0.174 1.807 time P (in) I (in/hr) Position time I (in/hr) Position Q(cfs) t Cl Q-correct 300 2.536 0 .182 5 300 0.2757 30 1.573 5:00 0.155 1.573 310 2.566 0 .178 35 310 0 .2460 31 1.403 5:10 0.141 1.403 320 2.595 0 .174 4 320 0.2232 32 1.274 5:20 0.129 1.274 330 2.623 0.171 3 330 0 .2052 33 1.171 5:30 0.120 1.171 340 2.651 0 .168 36 340 0.1905 34 1.087 5:40 0.112 1.087 350 2.679 0.165 2 350 0 .1782 35 1.016 5:50 0.106 1.016 360 2.706 0.162 1 360 0 .1677 36 0.957 6:00 0.000 0.957 370 0.000 6:10 0.000 0.000 DETERMINATION OF 100 YR -6 HR RUNOFF HYDROGRAPH POINSETTIA -POST -DEV CONDITIONS -DMA 2-BYPASS (POC-2) I: M: PG: time 10 20 30 40 so 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 4.549 in/hr 10 min 2.7 in P (in) I (in/hr) 0.758 4.549 0.970 1.269 1.120 0.901 1.240 0.722 1.343 0.613 1.432 0.539 1.513 0.483 1.586 0.441 1.654 0.406 1.717 0.378 1.776 0.355 1.832 0.334 1.885 0.317 1.935 0.301 1.983 0.288 2.029 0.276 2.073 0.265 2.115 0.255 2.156 0.246 2.196 0.238 2.234 0.230 2.272 0.223 2.308 0.217 2.343 0.211 2.377 0.205 2.410 0.200 2.443 0.195 2.475 0.190 2.506 0.186 2.536 0.182 Position time I (in/hr) 25 10 0.1615 24 20 0.1645 23 30 0.1710 26 40 0.1745 22 so 0.1820 21 60 0.1861 27 70 0.1951 20 80 0.2000 19 90 0.2108 28 100 0.2168 18 110 0.2302 17 120 0.2378 29 130 0.2550 16 140 0.2648 15 150 0.2879 30 160 0.3014 14 170 0.3343 13 180 0.3545 31 190 0.4064 12 200 0.4406 11 210 0.5386 32 220 0.6135 10 230 0.9008 9 240 1.2692 33 250 4.5492 8 260 0.7225 7 270 0.4834 34 280 0.3782 6 290 0.3168 5 300 0.2757 A: Tc: C: Q: Position Q (cfs) 0.000 1 0.089 2 0.091 3 0.094 4 0.096 5 0.100 6 0.102 7 0.107 8 0.110 9 0 .116 10 0 .119 11 0 .127 12 0 .131 13 0 .140 14 0.146 15 0.158 16 0 .166 17 0.184 18 0 .195 19 0.224 20 0.242 21 0.296 22 0.338 23 0.496 24 0.698 25 2.503 26 0.398 27 0.266 28 0.208 29 0.174 30 0.152 1.559 acres 10.74 min 0.35 2.39 cfs t Cl 0:00 0:10 0:20 0:30 0:40 0:50 1:00 1:10 1:20 1:30 1:40 1:50 2:00 2:10 2:20 2:30 2:40 2:50 3:00 3:10 3:20 3:30 3:40 3:50 4:00 4:10 4:20 4:30 4:40 4:50 5:00 Q-correct 0.057 0.000 0.058 0.089 0.060 0.091 0.061 0.094 0.064 0.096 0.065 0.100 0.068 0.102 0.070 0.107 0.074 0.110 0.076 0.116 0.081 0.119 0.083 0.127 0.089 0.131 0.093 0.140 0.101 0.146 0.106 0.158 0.117 0.166 0.124 0.184 0.142 0.195 0.154 0.224 0.189 0.242 0.215 0.296 0.315 0.338 0.492 0.496 1.520 0.774 0.277 2.390 0.169 0.435 0.132 0.266 0.111 0.208 0.097 0.174 0.086 0.152 time P (in) I (in/hr) Position time I (in/hr) Position Q (cfs) t Cl Q-correct 310 2.566 0.178 35 310 0.2460 31 0.135 5:10 0.078 0.135 320 2.595 0 .174 4 320 0.2232 32 0.123 5:20 0.072 0.123 330 2.623 0.171 3 330 0.2052 33 0.113 5:30 0.067 0.113 340 2.651 0.168 36 340 0.1905 34 0.105 5:40 0.062 0.105 350 2.679 0.165 2 350 0.1782 35 0.098 5:50 0.059 0.098 360 2.706 0.162 1 360 0.1677 36 0.092 6:00 0.000 0.092 370 0.000 6:10 0.000 0.000 DETERMINATION OF 100 YR -6 HR RUNOFF HVDROGRAPH POINSETTIA -PRE-DEV CONDITIONS -DMA_3 (POC-3} I: t.t: PG: time 15.00 30.00 45.00 60.00 75.00 90.00 105.00 120.00 135.00 150.00 165.00 180.00 195.00 210.00 225.00 240.00 255.00 270.00 285.00 300.00 315.00 330.00 345.00 360.00 3.502 in/hr 15 min 2.7 in P (in) I (in/hr) 0.876 3.502 1.120 0.977 1.293 0.693 1.432 0.556 1.550 0.472 1.654 0.415 1.747 0.372 1.832 0.339 1.910 0.313 1.983 0.291 2.051 0.273 2.115 0.257 2.176 0.244 2.234 0.232 2.290 0.222 2.343 0.212 2.394 0.204 2.443 0.196 2.490 0.189 2.536 0.183 2.580 0.177 2.623 0 .172 2.665 0 .167 2.706 0.162 Position time 17 15.0 16 30.0 15 45.0 18 60.0 14 75.0 13 90.0 19 105.0 12 120.0 11 135.0 20 150.0 10 165.0 9 180.0 21 195.0 8 210.0 7 225.0 22 240.0 6 255.0 5 270.0 23 285.0 4 300.0 3 315.0 24 330.0 2 345.0 1 360.0 375.0 I (in/hr) 0.1623 0.1669 0.1772 0.1830 0.1963 0.2039 0.2216 0.2321 0.2574 0.2730 0.3129 0.3392 0.4147 0.4723 0.6935 0.9771 3.5023 0.5562 0.3721 0.2912 0.2439 0.2123 0.1894 0.1719 A: 34.373 acres Tc: 14.6 min C: 0.35 Q: 43.24 cfs Position Q (cfs) t Q-correct 0.00 0:00 0.00 1 1.97 0:15 1.97 2 2.02 0:30 2.02 3 2.15 0:45 2.15 4 2.22 1:00 2.22 5 2.38 1:15 2.38 6 2.47 1:30 2.47 7 2.69 1:45 2.69 8 2.82 2:00 2.82 9 3 .12 2:15 3.12 10 3.31 2:30 3.31 11 3.80 2:45 3.80 12 4 .12 3:00 4.12 13 5.03 3:15 5.03 14 5.73 3:30 5.73 15 8.41 3:45 8.41 16 11.85 4:00 11.35 17 42.49 4:15 43.24 18 6.75 4:30 6.50 19 4.51 4:45 4.51 20 3.53 5:00 3.53 21 2.96 5:15 2.96 22 2.58 5:30 2.58 23 2.30 5:45 2.30 24 2.08 6:00 2.08 0.00 6:15 0.00 DETERMINATION OF 100 YR -6 HR RUNOFF HYDROGRAPH POINSETIIA -POST-DEV CONDITIONS -DMA_ 4-1 (POC-3) I: tit: P6: time 10 20 30 40 so 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 4.549 in/hr 10 min 2.7 in P (in) I (in/hr) 0.758 4.549 0.970 1.269 1.120 0.901 1.240 0.722 1.343 0.613 1.432 0.539 1.513 0.483 1.586 0.441 1.654 0.406 1.717 0.378 1.776 0.355 1.832 0.334 1.885 0.317 1.935 0.301 1.983 0.288 2.029 0.276 2.073 0.265 2.115 0.255 2.156 0.246 2.196 0.238 2.234 0.230 2.272 0.223 2.308 0.217 2.343 0.211 2.377 0.205 2.410 0.200 2.443 0.195 2.475 0.190 2.506 0.186 Position time 25 10 24 20 23 30 26 40 22 so 21 60 27 70 20 80 19 90 28 100 18 110 17 120 29 130 16 140 15 150 30 160 14 170 13 180 31 190 12 200 11 210 32 220 10 230 9 240 33 250 8 260 7 270 34 280 6 290 I (in/hr) 0.1615 0.1645 0.1710 0.1745 0.1820 0.1861 0.1951 0.2000 0.2108 0.2168 0.2302 0.2378 0.2550 0.2648 0.2879 0.3014 0.3343 0.3545 0.4064 0.4406 0.5386 0.6135 0.9008 1.2692 4.5492 0.7225 0.4834 0.3782 0.3168 A: 7.938 acres Tc: 11.007 min C: 0.59 Q: 20.72 cfs Position Q (cfs) t Cl Q-correct 0.000 0:00 0.095 0.000 1 0.763 0:10 0.097 0.763 2 0.777 0:20 0.101 0.777 3 0.808 0:30 0.103 0.808 4 0.824 0:40 0.107 0.824 5 0.860 0:50 0.110 0.860 6 0.879 1:00 0.115 0.879 7 0.921 1:10 0.118 0.921 8 0.944 1:20 0.124 0.944 9 0.995 1:30 0.128 0.995 10 1.024 1:40 0.136 1.024 11 1.087 1:50 0.140 1.087 12 1.123 2:00 0.150 1.123 13 1.204 2:10 0.156 1.204 14 1.251 2:20 0.170 1.251 15 1.359 2:30 0.178 1.359 16 1.424 2:40 0.197 1.424 17 1.579 2:50 0.209 1.579 18 1.674 3:00 0.240 1.674 19 1.919 3:10 0.260 1.919 20 2.081 3:20 0.318 2.081 21 2.544 3:30 0.362 2.544 22 2.897 3:40 0 .531 2.897 23 4.254 3:50 0.813 4.254 24 5.994 4:00 2.588 6.504 25 21.483 4:10 0.458 20.718 26 3.412 4:20 0.285 3.667 27 2.283 4:30 0 .223 2.283 28 1.786 4:40 0.187 1.786 29 1.496 4:50 0.163 1.496 time P (in) I (in/hr) Position time I (in/hr) Position Q (cfs) t Cl Q-correct 300 2.536 0.182 5 300 0.2757 30 1.302 5:00 0.145 1.302 310 2.566 0.178 35 310 0 .2460 31 1.162 5:10 0.132 1.162 320 2.595 0.174 4 320 0.2232 32 1.054 5:20 0.121 1.054 330 2.623 0.171 3 330 0.2052 33 0.969 5:30 0.112 0.969 340 2.651 0.168 36 340 0 .1905 34 0.899 5:40 0.105 0.899 350 2.679 0.165 2 350 0 .1782 35 0.841 5:50 0.099 0.841 360 2.706 0.162 1 360 0 .1677 36 0.792 6:00 0.000 0.792 370 0.000 6:10 0.000 0.000 DETERMINATION OF 100 YR - 6 HR RUNOFF HYDROGRAPH POINSETIIA -POST-DEV CONDITIONS -DMA_S-1 (POC-3) I: flt: P6: time 6 12 18 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 114 120 126 132 138 144 150 156 162 168 174 180 186 6.325 in/hr 6 min 2.7 in P {in) I (in/hr) 0 .632 6.325 0.809 1.764 0.934 1.252 1.035 1.004 1.120 0.853 1.195 0.749 1.262 0.672 1.323 0.613 1.380 0.565 1.432 0.526 1.482 0.493 1.528 0.465 1.572 0.440 1.614 0.419 1.654 0.400 1.692 0.383 1.729 0.368 1.765 0.354 1.799 0.342 1.832 0.331 1.864 0.320 1.895 0.310 1.925 0.301 1.954 0.293 1.983 0.285 2.011 0.278 2.038 0.271 2.064 0.265 2.090 0.259 2.115 0.253 2.140 0.248 Position time 41 40 39 42 38 37 43 36 35 44 34 33 45 32 31 46 30 29 47 28 27 48 26 25 49 24 23 so 22 21 51 6 12 18 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 114 120 126 132 138 144 150 156 162 168 174 180 186 A: 1.431 acres Tc: 6.01 min C: 0.75 Q: 6.94 cfs I {in/hr) Position Q {cfs) t Cl Q-correct 0.000 0:00 0.121 0.000 0.1610 1 0.174 0:06 0.122 0.174 0.1627 2 0.176 0:12 0.125 0.176 0.1664 3 0.180 0:18 0.126 0.180 0.1683 4 0.182 0:24 0.129 0.182 0.1724 s 0.187 0:30 0.131 0.187 0.1745 6 0.189 0:36 0.134 0.189 0.1789 7 0.194 0:42 0.136 0.194 0.1812 8 0.196 0:48 0.140 0.196 0.1861 9 0.201 0:54 0.142 0.201 0.1887 10 0.204 1:00 0.146 0.204 0.1941 11 0.210 1:06 0.148 0.210 0.1970 12 0.213 1:12 0.152 0.213 0.2031 13 0.220 1:18 0.155 0.220 0.2063 14 0.223 1:24 0.160 0.223 0.2131 15 0.231 1:30 0.163 0.231 0.2168 16 0.235 1:36 0.168 0.235 0.2246 17 0.243 1:42 0.172 0.243 0.2288 18 0.248 1:48 0.178 0.248 0.2377 19 0.257 1:54 0.182 0.257 0.2426 20 0.263 2:00 0.190 0.263 0.2531 21 0.274 2:06 0.194 0.274 0.2588 22 0.280 2:12 0.203 0.280 0.2712 23 0.293 2:18 0.209 0.293 0.2780 24 0.301 2:24 0.220 0.301 0.2931 25 0.317 2:30 0.226 0.317 0.3014 26 0.326 2:36 0.240 0.326 0.3201 27 0.346 2:42 0.248 0.346 0.3305 28 0.358 2:48 0.266 0.358 0.3545 29 0.384 2:54 0.276 0.384 0.3682 30 0.398 3:00 0.300 0.398 0.4002 31 0.433 3:06 0.314 0.433 time P (in) I (in/hr) Position time I (in/hr) Position Q(cfs) t Cl Q-correct 192 2.164 0.243 20 192 0 .4191 32 0 .454 3:12 0.349 0.454 198 2.188 0.238 19 198 0.4648 33 0 .503 3:18 0.370 0.503 204 2.212 0.233 52 204 0 .4929 34 0 .533 3:24 0.424 0.533 210 2.234 0.229 18 210 0.5650 35 0 .611 3:30 0.459 0.611 216 2.257 0.225 17 216 0.6126 36 0 .663 3:36 0.562 0.663 222 2.279 0.221 53 222 0.7488 37 0 .810 3:42 0.640 0.810 228 2.301 0.217 16 228 0.8529 38 0 .923 3:48 0.939 0.923 234 2.322 0.213 15 234 1.2523 39 1.355 3:54 1.280 1.355 240 2.343 0.210 54 240 1.7645 40 1.909 4:00 4.809 1.846 246 2.364 0.206 14 246 6.3245 41 6.844 4:06 0.731 6.939 252 2.384 0.203 13 252 1.0044 42 1.087 4:12 0.504 1.055 258 2.404 0.200 55 258 0.6720 43 0 .727 4:18 0.394 0.727 264 2.424 0.197 12 264 0.5258 44 0 .569 4:24 0.330 0.569 270 2.443 0.194 11 270 0.4404 45 0.477 4:30 0.287 0.477 276 2.462 0.191 56 276 0.3833 46 0.415 4:36 0.256 0.415 282 2.481 0.189 10 282 0.3420 47 0.370 4:42 0.233 0.370 288 2.500 0.186 9 288 0.3104 48 0 .336 4:48 0.214 0.336 294 2.518 0.184 57 294 0.2853 49 0.309 4:54 0.199 0.309 300 2.536 0.181 8 300 0.2648 so 0.287 5:00 0.186 0.287 306 2.554 0.179 7 306 0.2477 51 0.268 5:06 0.175 0.268 312 2.572 0.177 58 312 0.2331 52 0.252 5:12 0.165 0.252 318 2.589 0.174 6 318 0.2206 53 0 .239 5:18 0.157 0.239 324 2.606 0.172 5 324 0.2096 54 0.227 5:24 0.150 0.227 330 2.623 0.170 59 330 0.2000 55 0.216 5:30 0.144 0.216 336 2.640 0.168 4 336 0.1914 56 0 .207 5:36 0.138 0.207 342 2.657 0.166 3 342 0.1836 57 0.199 5:42 0.132 0.199 348 2.673 0.165 60 348 0.1767 58 0 .191 5:48 0.128 0.191 354 2.690 0.163 2 354 0.1703 59 0 .184 5:54 0.123 0.184 360 2.706 0.161 1 360 0.1645 60 0 .178 6:00 0.000 0.178 366 0.000 6:06 0.000 0.000 DETERMINATION OF 100 YR -6 HR RUNOFF HYDROGRAPH POINSETIIA -POST -DEV CONDITIONS -OMA 3-BYPASS (POC-3) I: 6t: P6: time 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255 270 285 300 315 330 345 360 3.502 in/hr 15 min 2.7 in P (in) I (in/hr) 0.876 3.502 1.120 0.977 1.293 0.693 1.432 0.556 1.550 0.472 1.654 0.415 1.747 0.372 1.832 0.339 1.910 0.313 1.983 0.291 2.051 0.273 2.115 0.257 2.176 0.244 2.234 0.232 2.290 0.222 2.343 0.212 2.394 0.204 2.443 0.196 2.490 0.189 2.536 0.183 2.580 0.177 2.623 0.172 2.665 0.167 2.706 0.162 Position time I (in/hr) 17 15 0.1623 16 30 0.1669 15 45 0.1772 18 60 0.1830 14 75 0.1963 13 90 0.2039 19 105 0.2216 12 120 0.2321 11 135 0.2574 20 150 0.2730 10 165 0.3129 9 180 0.3392 21 195 0.4147 8 210 0.4723 7 225 0.6935 22 240 0.9771 6 255 3.5023 5 270 0.5562 23 285 0.3721 4 300 0.2912 3 315 0.2439 24 330 0.2123 2 345 0.1894 1 360 0.1719 375 A: Tc: C: Q: Position Q (cfs) 0.000 1 1.524 2 1.568 3 1.665 4 1.719 5 1.843 6 1.915 7 2.081 8 2.180 9 2.417 10 2.564 11 2.939 12 3.186 13 3.894 14 4.436 15 6.513 16 9.177 17 32.893 18 5.224 19 3.495 20 2.735 21 2.291 22 1.994 23 1.779 24 1.614 0.000 26.612 acres 15 min 0.35 32.90 cfs t 0:00 0:15 0:30 0:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 3:00 3:15 3:30 3:45 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 6:00 6:15 Cl Q-correct 0.057 0.000 0.058 1.524 0.062 1.568 0.064 1.665 0.069 1.719 0.071 1.843 0.078 1.915 0.081 2.081 0.090 2.180 0.096 2.417 0.110 2.564 0.119 2.939 0.145 3.186 0.165 3.894 0.243 4.436 0.342 6.513 1.226 9.172 0.195 32.900 0.130 5.222 0.102 3.495 0.085 2.735 0.074 2.291 0.066 1.994 0.060 1.779 0.000 1.614 0.000 0.000 Appendix 3: Elev. vs. Area Elev. vs. Discharge Curves Stage-Area for IMP 1-1 Depth (ft) Area (ft') 0.00 2488 0.08 2550 0.17 2612 0.25 2675 0.33 2738 0.42 2801 0.50 2865 0.58 2929 0.67 2993 0.75 3058 0.83 3123 0.92 3188 1.00 3254 1.08 3320 1.17 3386 1.25 3453 1.33 3520 1.42 3588 1.50 3656 1.58 3724 1.67 3792 1.75 3861 1.83 3930 1.92 4000 2.00 4070 2.08 4140 2.17 4211 2.25 4282 2.33 4353 2.42 4425 2.50 4497 SUB SURFACE STORAGE IMP 1-1 Elevation (ft) Area (ft') -1.50 2488 -2.50 2488 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (ft') 0 210 425 645 871 1102 1338 1579 1826 2078 2336 2598 2867 3141 3420 3705 3996 4292 4594 4901 5214 5533 5858 6188 6525 6867 7215 7569 7928 8294 8666 Volu me (ft3) 1120 995 2115 1338 3453 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) l (1): The area at this su rface elevation correspo nds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) IEffective Depth: 6.45 in Stage-Area for IMP 2-1 Depth (It) Area (It) Volume (It) 0.00 8277 0 -'IIIATIOJUll I 0.08 8339 692 0.17 8402 1390 0.25 8465 2093 0.33 8527 2801 0.42 8590 3514 0.50 8654 4232 0.58 8717 4956 067 8781 5685 0.75 8844 6420 0.83 8908 7159 0.92 8973 7904 1.00 9037 8655 1.08 9101 9411 1.17 9166 10172 1.25 9231 10938 1.33 9296 11710 U2 9361 12487 1.50 9426 13270 SURFACE ounET (2) 1.58 9492 14059 1.67 9558 14852 1.75 9623 15651 1.83 9690 16456 1.92 9756 17266 2.00 9822 18082 2.08 9889 18903 2.17 9956 19730 2.25 10023 20563 2.33 10090 21401 2.42 10157 22244 2.50 10225 23094 2.58 10292 23948 2.67 10360 24809 2.75 10428 25675 2.83 10496 26547 2.92 10565 27424 3.00 10633 28308 3.08 10702 29197 3.17 10771 30091 3.25 10840 30992 3.33 10909 31898 3.42 10979 32810 3.50 11048 33728 3.58 11118 34651 3.67 11188 35581 3.75 11258 36516 3.83 11329 37457 3.92 11399 38404 4.00 11470 39357 4.08 11541 40316 4 17 11612 41281 4.25 11683 42251 4.33 11754 43228 4.42 11826 44210 4.50 11898 45199 4.58 11970 46193 4.67 12042 47194 4.75 12114 48200 4.83 12187 49213 4.92 12259 50231 5.00 12332 51256 SUB SURFACE STORAGE IMP 2-1 Elevation (ft) Area (ft) Volume (ft) -1.50 1277 3725 AmendN SoU B.-H (O.) wo1d.s) •2.50 1277 3311 Gr1vel Bas~ (o., voids) Gravel & Amended Soll TOTAL • 7035 (It') SurfKeTotal TOTAL • 10938 (ft'l IMP TOTAL • 17974 (111) (1): The area at this surface elevation corresponds to the area of gravel and amend~ soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (Invert of lowest surface outlet) !Effective Depth: 19.24 In Stage-Area for IMP 3-1 De pth (ft) Area (tt2) 0.00 1733 0.08 1765 0.17 1796 0.25 1828 0.33 1860 0.42 1893 0.50 1925 0.58 1958 0.67 1991 0.75 2024 0.83 2057 0.92 2090 1.00 2124 1.08 2157 1.17 2191 1.25 2225 1.33 2259 1.42 2294 1.50 2328 1.58 2363 1.67 2398 1.75 2433 1.83 2468 1.92 2503 2.00 2539 2.08 2575 2.17 2611 2.25 2647 2.33 2683 2.42 2720 2.50 2756 SUB SURFACE STORAGE IMP 3-1 Elevation (ft) Area (ft') -1.50 1733 -2.50 1733 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (tt3) 0 146 294 445 599 755 914 1076 1241 1408 1578 1751 1926 2105 2286 2470 2657 2846 3039 3234 3433 3634 3838 4045 4255 4468 4684 4904 5126 5351 5579 Volume (ft$) 780 693 1473 914 2387 BIOFILTRATION 1 SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) estimated (tt3) (1): The area at any surface elevation corresponds to t he area of gravel and amended soil (Bio-retention le (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface o I Effective Depth: 6.33 in Stage-Area for IMP 4-1 (POC-3) Depth (ft) Area (ft') 0.00 7253 0.08 7321 0.17 7388 0.25 7456 0.33 7525 0.42 7593 0.50 7661 0.58 7730 0.67 7799 0.75 7868 0.83 7937 0.92 8007 1.00 8076 1.08 8146 1.17 8216 1.25 8286 1.33 8356 1.42 8426 1.50 8497 1.58 8568 1.67 8639 1.75 8710 1.83 8781 1.92 8853 2.00 8924 2.08 8996 2.17 9068 2.25 9140 2.33 9213 2.42 9285 2.50 9358 2.58 9431 2.67 9504 2.75 9577 2.83 9650 2.92 9724 3.00 9798 3.08 9872 3.17 9946 3.25 10020 3.33 10094 3.42 10169 3.50 10244 SUB SURFACE STORAGE IMP 4-1 Elevation (ft) Area (ft') -1.50 7253 -3.00 7253 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL= Volume (ft') 0 607 1220 1839 2463 3093 3728 4370 5017 5669 6328 6992 7662 8338 9020 9708 10401 11100 11805 12517 13233 13956 14685 15420 16161 16907 17660 18419 19183 19954 20731 21514 22303 23098 23899 24706 25519 26339 27165 27997 28835 29679 30530 Volume (ft') 3264 4352 7616 5017 12632 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) I (1): The area at this surface elevation corresponds to the area of gravel and amended soil (Bio-retention (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface !Effective Depth: 8.30 in Stage-Area for IMP 5-1 (POC-3) Depth (ft) Area (ft') 0.00 1400 0.08 1424 0.17 1449 0.25 1473 0.33 1498 0.42 1523 a.so 1548 0.58 1573 0.67 1599 0.75 1624 0.83 1650 0.92 1676 1.00 1702 1.08 1729 1.17 1755 1.25 1782 1.33 1809 1.42 1836 1.50 1863 1.58 1891 1.67 1918 1.75 1946 1.83 1974 1.92 2002 2.00 2031 2.08 2059 2.17 2088 2.25 2117 2.33 2146 2.42 2175 2.50 2204 SUB SURFACE STORAGE IMP 5-1 Elevation (ft) Area (ft2) -1.50 1400 -2.50 1400 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (ft') 0 118 237 359 483 609 737 867 999 1133 1270 1408 1549 1692 1837 1985 2134 2286 2440 2597 2755 2916 3080 3245 3413 3584 3757 3932 4109 4289 4472 Volume (ft:1) 63 0 560 1190 737 1927 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) I (1): The area at this surface elevation corresponds to the area of gravel and amended soil (Bio-retention (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface !Effective Depth: 6.31 in I I I I I I I I I I l I l I a I I I I I I I Outlet structure for Discharge of Biofiltration IMP 1-1 Discharge vs Elevation Table Low orifice 1.000" Lower slot lower Weir Number of orif: 0 Number of slots: 4 Number of weirs: Cg-low: 0.62 Invert: 0.00 ft Invert: B 1.00 ft B: Middle orifice 1 " hslot 0.250 ft Number of orif: o Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: Invert: 1.00 ft B: *Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. hslot 0.250 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmld-orif Qmld-welr (ft) --(ds) (cfs) (cfs) (ds) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 l I I I 0 2.00 1.75 1.00 ft 12.00 ft I I Qtot-med Qslot-low (cfs) (cfs) 0.000 0.000 0.000 0.105 0.000 0.298 0.000 0.548 0.000 0.844 0.000 1.179 0.000 1.550 0.000 1.953 0.000 2.234 0.000 2.448 0.000 2.644 0.000 2.826 0.000 2.998 0.000 3.160 0.000 3.314 0.000 3.461 0.000 3.603 0.000 3.739 0.000 3.870 0.000 3.997 0.000 4.120 0.000 4.239 0.000 4.356 0.000 4.469 I I Qslot-upp (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I I I I I I I I Qweir Qemerg Qtot (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.105 0.000 0.000 0.298 0.000 0.000 0.548 0.000 0.000 0.844 0.000 0.000 1.179 0.000 0.000 1.550 0.000 0.000 1.953 0.000 0.000 2.234 0.000 0.000 2.448 0.000 0.000 2.644 0.000 0.000 2.826 0.000 0.000 2.998 0.000 0.000 3.160 0.000 0.000 3.314 0.000 0.000 3.461 0.000 0.000 3.603 0.000 0.000 3.739 0.000 0.000 3.870 0.000 0.000 3.997 0.000 0.000 4.120 0.000 0.000 4.239 0.000 0.000 4.356 0.000 0.000 4.469 h* H/0-low H/0-mid Qlow-orif QIOW•Weir Qtot-low Qmid-orlf QmJd.weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfs) (cfs) (cfs) lcfs) (cfs) (els) (ds) (cfs) (els) (ds) (ds) 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 4.579 0.000 0.000 0.000 4.579 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 4.687 0.000 0.000 0.316 5.003 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 4.792 0.000 0.000 0.895 5.687 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 4.895 0.000 0.000 1.644 6.539 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 4.996 0.000 0.000 2.531 7.527 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 5.095 0.000 0.000 3.537 8.632 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 5.192 0.000 0.000 4.650 9.842 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 5.287 0.000 0.000 5.860 11.147 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 5.381 0.000 0.000 7.159 12.540 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 5.473 0.000 0.000 8.543 14.016 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 5.563 0.000 0.000 10.005 15.569 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 5.653 0.000 0.000 11.543 17.195 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 5.740 0.000 0.000 13.152 18.892 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 5.826 0.000 0.000 14.830 20.656 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 5.912 0.000 0.000 16.574 22.485 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 5.995 0.000 0.000 18.381 24.376 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 6.078 0.000 0.000 20.249 26.327 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 6.160 0.000 0.000 22.177 28.337 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 6.240 0.000 0.000 24.162 30.402 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 6.320 0.000 0.000 26.203 32.523 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 6.398 0.000 0.000 28.299 34.697 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 6.476 0.000 0.000 30.448 36.924 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 6.552 0.000 0.000 32.648 39.201 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 6.628 0.000 0.000 34.899 41.528 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 6.703 0.000 0.000 37.200 43.903 . ' I I f I f I I I ' I I I I I I I f I I I I I l I I I I I I I I I l • I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Outlet structure for Discharge of Biofiltration IMP 2-1 Discharge vs Elevation Table Low orifice 1.000" Lower slot Lower Weir Number of orif: 1 Number of slots: 4 Number of weirs: 0 Cg-low: 0.62 Invert: 1.00 ft Invert: 2.50 B 1.00 ft B: 1.00 Middle orifice 1 " hslot 0.250 ft 0.381 6.15 Number of orif: 0 1 3 Cg-middle: 0.62 Upper slot Emergency weir 0.027 6.750 invert elev: 0.000 ft Number of slots: 0 Invert: 3.00 ft Invert: 2.00 ft B: 12.00 ft *Note: h"' head above the invert of the B: a.so ft lowest surface discharge opening. hslot 0.167 ft h* H/D-low H/D-mid Qlow-orlf Qlow-welr Qtot-low Qmid-orif Qmld-weir Qtot-med Qslot-low Qslot-upp Qwelr Qemerg Qtot (ft) . . (ds) lets) (cfs) (ds) (els) (ds) (ds) (ds) (cfs) (cfs) (ds) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.083 1.000 1.000 0.006 0.005 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.167 2.000 2.000 0.010 0.013 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.010 0.250 3.000 3.000 0.012 0.014 0.012 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.012 0.333 4.000 4.000 O.D15 0.024 0.015 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.015 0.417 5.000 5.000 0.017 0.095 0.017 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.500 6.000 6.000 0.018 0.184 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018 0.583 7.000 7.000 0.020 0.200 0.020 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.020 0.667 8.000 8.000 0.021 0.215 0.021 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021 0.750 9.000 9.000 0.023 0.228 0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.023 0.833 10.000 10.000 0.024 0.241 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 0.917 11.000 11.000 0.025 0.254 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 1.000 12.000 12.000 0.027 0.266 0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 1.083 13.000 13.000 0.028 0.277 0.028 0.000 0.000 0.000 0.298 0.000 0.000 0.000 0.326 1.167 14.000 14.000 0.029 0.288 0.029 0.000 0.000 0.000 0.844 0.000 0.000 0.000 0.872 1.250 15.000 15.000 0.030 0.298 0.030 0.000 0.000 0.000 1.550 0.000 0.000 0.000 1.580 1.333 16.000 16.000 0.031 0.308 0.031 0.000 0.000 0.000 2.234 0.000 0.000 0.000 2.265 1.417 17.000 17.000 0.032 0.318 0.032 0.000 0.000 0.000 2.644 0.000 0.000 0.000 2.675 1.500 18.000 18.000 0.033 0.328 0.033 0.000 0.000 0.000 2.998 0.000 0.000 0.000 3.030 1.583 19.000 19.000 0.034 0.337 0.034 0.000 0.000 0.000 3.314 0.000 0.000 0.000 3.348 1.667 20.000 20.000 0.035 0.346 0.035 0.000 0.000 0.000 3.603 0.000 0.000 0.000 3.637 1.750 21.000 21.000 O.D35 0.355 0.035 0.000 0.000 0.000 3.870 0.000 0.000 0.000 3.905 1.833 22.000 22.000 0.036 0.363 0.036 0.000 0.000 0.000 4.120 0.000 0.000 0.000 4.156 h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmld-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) . . (cfsl (els) (cfs) (d,) (els) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.917 23.000 23.000 0.037 0.372 0.037 0.000 0.000 0.000 4.356 0.000 0.000 0.000 4.393 2.000 24.000 24.000 0.038 0.380 0.038 0.000 0.000 0.000 4.579 0.000 0.000 0.000 4.617 2.083 25.000 25.000 0.039 0.388 0.039 0.000 0.000 0.000 4.792 0.000 0.000 0.000 4.831 2.167 26.000 26.000 0.040 0.396 0.040 0.000 0.000 0.000 4.996 0.000 0.000 0.000 5.036 2.250 27.000 27.000 0.040 0.403 0.040 0.000 0.000 0.000 5.192 0.000 0.000 0.000 5.232 2.333 28.000 28.000 0.041 0.411 0.041 0.000 0.000 0.000 5.381 0.000 0.000 0.000 5.422 2.417 29.000 29.000 0.042 0.418 0.042 0.000 0.000 0.000 5.563 0.000 0.000 0.000 5.605 2.500 30.000 30.000 0.043 0.425 0.043 0.000 0.000 0.000 5.740 0.000 0.000 0.000 5.783 2.583 31.000 31.000 0.043 0.433 0.043 0.000 0.000 0.000 5.912 0.000 0.000 0.000 5.955 2.667 32.000 32.000 0.044 0.440 0.044 0.000 0.000 0.000 6.078 0.000 0.000 0.000 6.122 2.750 33.000 33.000 0.045 0.447 0.045 0.000 0.000 0.000 6.240 0.000 0.000 0.000 6.285 2.833 34.000 34.000 0.045 0.453 0.045 0.000 0.000 0.000 6.398 0.000 0.000 0.000 6.444 2.917 35.000 35.000 0.046 0.460 0.046 0.000 0.000 0.000 6.552 0.000 0.000 0.000 6.598 3.000 36.000 36.000 0.047 0.467 0.047 0.000 0.000 0.000 6.703 0.000 0.000 0.000 6.750 3.083 37.000 37.000 0.047 0.473 0.047 0.000 0.000 0.000 6.850 0.000 0.000 0.895 7.793 3.167 38.000 38.000 0.048 0.480 0.048 0.000 0.000 0.000 6.995 0.000 0.000 2.531 9.574 3.250 39.000 39.000 0.049 0.486 0.049 0.000 0.000 0.000 7.136 0.000 0.000 4.650 11.835 3.333 40.000 40.000 0.049 0.492 0.049 0.000 0.000 0.000 7.275 0.000 0.000 7.159 14.483 3.417 41.000 41.000 0.050 0.499 0.050 0.000 0.000 0.000 7.411 0.000 0.000 10.005 17.466 3.500 42.000 42.000 0.050 0.505 0.050 0.000 0.000 0.000 7.544 0.000 0.000 13.152 20.747 I I I I I I f I l I I I I I I I I I I I I I 11111111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I a I a I a I I I Outlet structure for Discharge of Biofiltration IMP 3-1 Discharge vs Elevation Table Low orifice 1.000" lower slot Lower Weir Number of orif: 0 Number of slots: 4 Number of weirs: 0 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 1.00 ft B: 1.50 Middle orifice 1 " hslot 0.250 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: 1.00 ft Invert: 0.00 ft B: 12.00 ft "'Note: h = head above the invert of the B: 0.00 ft lowest surface discharge opening. hslot 0.000 ft h* H/D-low H/D-mid Qlow-orlf Qlow-welr Qtot-low Qmld-orlf Qmid-welr Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot {ft) --(d,) (cfs) {cfs) (d,) (cfs) {cfs) {cfs) {cfs) {cfs) {cfs) {cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.105 0.000 0.000 0.000 0.105 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.298 0.000 0.000 0.000 0.298 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.548 0.000 0.000 0.000 0.548 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.844 0.000 0.000 0.000 0.844 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 1.179 0.000 0.000 0.000 1.179 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 1.550 0.000 0.000 0.000 1.550 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 1.953 0.000 0.000 0.000 1.953 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 2.234 0.000 0.000 0.000 2.234 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 2.448 0.000 0.000 0.000 2.448 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 2.644 0.000 0.000 0.000 2.644 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 2.826 0.000 0.000 0.000 2.826 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 2.998 0.000 0.000 0.000 2.998 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 3.160 0.000 0.000 0.000 3.160 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 3.314 0.000 0.000 0.000 3.314 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 3.461 0.000 0.000 0.000 3.461 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 3.603 0.000 0.000 0.000 3.603 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 3.739 0.000 0.000 0.000 3.739 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 3.870 0.000 0.000 0.000 3.870 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 3.997 0.000 0.000 0.000 3.997 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 4.120 0.000 0.000 0.000 4.120 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 4.239 0.000 0.000 0.000 4.239 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 4.356 0.000 0.000 0.000 4.356 h* H/0-low H/0-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-welr Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) . -(ds) (ds) (cfs) (ds) (els) (ds) (ds) (ds) (ds) (cfs) (els) 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 4.469 0.000 0.000 0.000 4.469 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 4.579 0.000 0.000 0.000 4.579 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 4.687 0.000 0.000 0.316 5.003 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 4.792 0.000 0.000 0.895 5.687 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 4.895 0.000 0.000 1.644 6.539 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 4.996 0.000 0.000 2.531 7.527 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 5.095 0.000 0.000 3.537 8.632 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 5.192 0.000 0.000 4.650 9.842 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 5.287 0.000 0.000 5.860 11.147 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 5.381 0.000 0.000 7.159 12.540 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 5.473 0.000 0.000 8.543 14.016 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 5.563 0.000 0.000 10.005 15.569 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 5.653 0.000 0.000 11.543 17.195 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 5.740 0.000 0.000 13.152 18.892 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 5.826 0.000 0.000 14.830 20.656 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 5.912 0.000 0.000 16.574 22.485 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 5.995 0.000 0.000 18.381 24.376 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 6.078 0.000 0.000 20.249 26.327 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 6.160 0.000 0.000 22.177 28.337 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 6.240 0.000 0.000 24.162 30.402 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 6.320 0.000 0.000 26.203 32.523 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 6.398 0.000 0.000 28.299 34.697 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 6.476 0.000 0.000 30.448 36.924 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 6.552 0.000 0.000 32.648 39.201 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 6.628 0.000 0.000 34.899 41.528 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 6.703 0.000 0.000 37.200 43.903 I , f I I I I I I I I I l I J I I I I I I I I I 1111111111 I I I I t I t I I I • • I I I I l • I • I I ' . I I I I i • I t i • I I I t i • I I Outlet structure for Discharge of Biofiltration IMP 4-1 (POC-3) Discharge vs Elevation Table Low orifice 1.000 " Lower slot Lower Weir Number of orif: 0 Number of slots: 0 Number of weirs: 1 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 0.00 ft B: 1.25 Middle orifice 1 " hs1ot 0.000 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: 2.00 ft Invert: 0.00 ft B: 10.75 ft *Note: h "'head above the invert of the B: 0.00 ft lowest surface discharge opening. hslot 0.000 ft h* H/D-low H/D-mid Qlow-orlf Qlow-welr Qtot-low Qmld-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(tfs) (tfs) (cfs) (cfs) (tfs) (cfs) (cfs) (cfs) (els) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 0.000 0.033 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.093 0.000 0.093 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.171 0.000 0.171 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.264 0.000 0.264 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.368 0.000 0.368 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.484 0.000 0.484 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.610 0.000 0.610 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.746 0.000 0.746 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.890 0.000 0.890 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.042 0.000 1.042 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.202 0.000 1.202 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.370 0.000 1.370 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.545 0.000 1.545 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.726 0.000 1.726 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.915 0.000 1.915 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.109 0.000 2.109 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.310 0.000 2.310 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.517 0.000 2.517 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.730 0.000 2.730 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.948 0.000 2.948 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.172 0.000 3.172 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.401 0.000 3.401 h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(ds) (els) (cfs) (ds) (els) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.635 0.000 3.635 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.875 0.000 3.875 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.120 0.000 4.120 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.369 0.000 4.369 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.624 0.000 4.624 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.883 0.000 4.883 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.147 0.000 5.147 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.415 0.000 5.415 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.688 0.000 5.688 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.966 0.000 5.966 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.248 0.000 6.248 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.534 0.000 6.534 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.824 0.000 6.824 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.119 0.000 7.119 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.417 0.000 7.417 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.720 0.000 7.720 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.027 0.000 8.027 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.338 0.000 8.338 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.652 0.000 8.652 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.971 0.000 8.971 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.293 0.000 9.293 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.619 0.000 9.619 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.949 0.000 9.949 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.282 0.000 10.282 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.619 0.000 10.619 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.960 0.000 10.960 2.042 24.500 24.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.304 0.283 11.588 2.083 25.000 25.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.652 0.802 12.454 2.125 25.500 25.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.004 1.473 13.476 2.167 26.000 26.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.358 2.267 14.626 2.208 26.500 26.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.717 3.169 15.885 2.250 27.000 27.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.078 4.166 17.244 2.292 27.500 27.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.443 5.249 18.692 2.333 28.000 28.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.811 6.413 20.225 2.375 28.500 28.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.183 7.653 21.836 2.417 29.000 29.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.558 8.963 23.521 2.458 29.500 29.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.936 10.341 25.276 ,,,, ,, ,, ,, 11111, f I I I I I I J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l I l I l I I I I I I I I I I I I I I I h* H/D-low H/D-mid Qlow-orlf Qlow-welr Qtot-low Qmid-orif Qmld-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfsl (cfs) (cfs) (cf,) Ids) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.500 30.000 30.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.317 11.782 27.099 2.542 30.500 30.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.702 13.285 28.987 2.583 31.000 31.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.089 14.847 30.937 2.625 31.500 31.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.480 16.466 32.946 2.667 32.000 32.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.874 18.140 35.014 2.708 32.500 32.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.271 19.867 37.138 2.750 33.000 33.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.671 21.645 39.317 2.792 33.500 33.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.075 23.474 41.548 2.833 34.000 34.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.481 25.351 43.832 Outlet structure for Discharge of Biofiltration IMP 5-1 (POC-3) Discharge vs Elevation Table Low orifice 1.000 " Lower slot Lower Weir Number of orif: 0 Number of slots: 0 Number of weirs: 2 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 0.00 ft B: 1.50 Middle orifice 1 " hslot 0.000 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: 1.00 ft Invert: 0.00 ft B: 9.00 ft "'Note: h = head above the invert of the B: 0.00 ft lowest surface discharge opening. hslot 0.000 ft h* H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmld-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfs) (cfsl (cfs) (ds) (els) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.079 0.000 0.079 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.224 0.000 0.224 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.411 0.000 0.411 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.633 0.000 0.633 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.884 0.000 0.884 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.163 0.000 1.163 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.465 0.000 1.465 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.790 0.000 1.790 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.136 0.000 2.136 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.501 0.000 2.501 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.886 0.000 2.886 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.288 0.000 3.288 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.707 0.000 3.707 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.143 0.000 4.143 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.595 0.000 4.595 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.062 0.000 5.062 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.544 0.000 5.544 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.041 0.000 6.041 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.551 0.000 6.551 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.075 0.000 7.075 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.612 0.000 7.612 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.162 0.000 8.162 f I f I I I I I I I I J I J I I I I I I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I J I J I J I I I J I I I I I I I I h* H/D-low H/D-mid Qlow-ortf Qlow•welr Qtot-low Qmid-orlf Qmld·weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfs) (els) (cfs) (els) (els) (cfs) (ds) (ds) (cfs) (cfs) (cfs) 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.725 0.000 8.725 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.300 0.000 9.300 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.887 0.237 10.125 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.486 0.671 11.158 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.097 1.233 12.330 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.719 1.898 13.618 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.353 2.653 15.006 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.997 3.488 16.485 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.652 4.395 18.047 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.318 5.369 19.688 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.995 6.407 21.402 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.681 7.504 23.185 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.378 8.657 25.035 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.085 9.864 26.949 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.802 11.122 28.924 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.529 12.430 30.959 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 19.265 13.786 33.050 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20.010 15.187 35.197 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20.765 16.633 37.398 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 21.530 18.122 39.651 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 22.303 19.652 41.956 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 23.086 21.224 44.310 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 23.877 22.836 46.713 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24.678 24.486 49.164 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 25.487 26.175 51.661 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 26.304 27.900 54.204 Appendix 4: SWMM Model Input .. -.. -.. .. -.. .. .. -.. -.. .. .. -.. ---.. .. .. ---.. -.. ---- • • • • -... -.. -----------.. --• -----------------... - POST-DEV (POC-1) file £d~ t-!n,ject B,port loots w;.-J:lelp 11 [l ~ • e I lilll 1111 fl ! m ~ Ii iii ii i!5'-" : ;, ~ Data M<op Title/Notes Options Climatol~ ti1 Hydrology ffl · Hyiiau~cs 1±.1 Quality l!i Curves Time Series Time Patterns ·· Map Labels + -,t, • ' ?i Title/Notes 9 l1ill 0 'v () 1:.1 ~ (J' ~ El @ T DMA 1-BYPASS -121 DMA 1-1 ~ LID RAIN 8rl DMA 1-1 . - MP 1-1 . - SURF_1-1 D1V_1-1 --------. DMA 1-BYPASS •--- DMA 3-1 . - IMP 3-1 . - DIV_J-1 SURF_3-1 ..-=-------• Aw,-Lenglh Off • i Offtets: Depth Flow Urits: CFS • I , j Zoom Levet 100% I X.Y: 1019.420, 5648.720 ......................... 111!1!!! ...... [TITLE] [OPTIONS] FLOW UNITS CFS INFILTRATIO~ GREEN AMPT FLOW ROUTING KINWAVE START DATE 01/01/2000 START TIME 00:00:00 REPORT_START DATE 01/01/2000 REPORT START TIME 00:00:00 END DATE 01/01/2000 END TIME 12:00:00 SWEEP START 01/01 SWEEP END ]2/31 DRY DAYS 0 REPORT STEP 00:01:00 WET STEP 00:01:00 DRY_STEP 00:01:00 ROUTING STEP 0:01:00 ALLOW PONDING NO INERTIAL DAMPING PARTIAL VARIABLE STEP 0.75 LENGTHENING STEP 0 MIN SURFAREA 0 NORMAL FLOW LIMITED BOTH SKIP STEADY STATE NO FORCE_MAIN EQUATION H-W LINK OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ; ;Type Parameters ;;---------- Post-Dev Input (POC-1) MONTHLY DRY ONLY 0.041 0.076 0.118 0.192 0.237 0.318 0.3CB 0.~86 0.217 0.14 NO [RAINGAGESJ Rain Time Snow Data ; ;Name Type Intrvl Catch Source '' --------------------------------- DMA 1-1 INTENSITY G:01 1. 0 TIMESERIES OMA 1-1 --DMA 3-1 INTENSITY 0: 01 1 . 0 TIMESERIES DMA 3-1 -- DMA 1-BYPASS lNTE'.NSITY 0:0~ 1. 0 TIMESERIES DMA 1-BYPASS --LID RAIN INTENSITY 6: 00 1. 0 TIMSSERIES LID RAIN [SCBCATCHMENTS] Total Pent. Pent. ; ;Name Raingage Out.let Area 1mperv Widtt', Slope 0.067 0.041 Curb Length Snow ?ack ------------------------ --------' '-------------- DMA 1-: DMA 3-1 -DMA 1-BYPASS -IMF 1-1 IMP 3-] [SUBAREAS] ; ;Subcatchmen'~ -------------- DMA 1-1 -DMA 3-1 -DMA I-BYPASS -IMP 1-1 -IMP 3-1 [ INFILTRATION] ;;Subcatchment ;;-------------- OMA 1-1 OMA 3-1 OMA 1-BYFASS IMP 1-1 lMF_3-l [LID CONTROLS! ;;-------------- IMP 1-1 IMF 1-~ -IMP 1-1 IMP 1-1 -:MP 1-1 - IM? 3-1 -IMP 3-1 IMP 3-1 -IMP 3-1 IMP 3-1 - SWMM5 -------------------------------- DMA 1-1 IMP 1-1 -OMA 3-1 IMP 3-: DMA 1-BYPASS POC-1 LID RAIN LID RAIN - N-Imperv ---------- 0.012 0.012 0. 012 0.012 0.012 Suction 8. 8 9 8. 1 8. 8 Type/Layer ---------- BC SURFACE SOIL STORAGE DRAIN BC SURFACE SOIL STORAGE DRAIN DIV DIV N-Perv ---------- 0.05 0.05 0.05 0.05 0.05 HydCon 0.0240 0.01875 0.059 0.03 0.025 Parameters ---------- 6.45 18 12 1 . 4135 6.33 18 12 1.4530 1-1 3-1 S-lmperv ---------- 0.02 0.02 0.02 0.02 0.02 IMDmax 0.30 0.3 0. 30 0. 30 0. J 0.05 0. 4 0.67 0. 5 0.05 0. 4 0. 6"1 0. 5 -------- 2.266 100 987 0 6 1 . 3 0 1 . 62 8 JOO 7 0 91 5 2.2 0 4 . 4 4 7 l 00 193711 J7. 0 0.057117 10 1 0 0.039784 ~ () 0 S-Perv PctZero RouteTo PctRouted ---------- -------------------- 0. 1 75 OUTLET 0 .1 25 OUTLET 0. 1 25 OUTLET 0. 1 25 OUTLET 0. 1 25 OUTLET 0 0 0.2 0. 1 . 5 0 0 0 6 0 5 C. 2 0 .1 5 l. 5 0 0 0 6 --• - • ----------------------.. -.. ---... --• Page 1 W' • --------------.. -- • --------.. ---------- [LID_USAGE] ; ; Subcatchment ,,-------------- IMP 1-1 IMP 3-1 [OUTFALLS) ;;Name ,,-------------- POC-1 [DIVIDERS] ; ;Name ',-------------- DIV 1-1 DIV 3-1 [ STORAGE] ; ;Name ,,-------------- SURF 1-1 SURF 3-1 [CONDUITS] ; ;Name '' -------------- BYPASS 1-1 DUM 1-1 BYPASS_3-1 DUM_3-1 [OUTLETS) ; ;Name 1-1 3-1 [XSECTIONSJ ; ; Link BYPASS_l-1 OUM 1-1 BYPASS 3-1 DUM 3-1 (LOSSES) ; ; Link '' -------------- [CURVES) ; ;Name ',-------------- OUT 1-1 -OUT 1-1 OUT 1-1 OUT 1-1 -OUT 1-1 OUT 1-1 -OUT 1-1 OUT 1-1 OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 OUT 1-1 OUT 1-1 -OUT 1-1 OUT 1-1 - OUT 1-1 -OUT 1-1 -OUT 1-1 -OUT 1-1 OUT 1-l -OOT 1 -1 -OUT 1-1 -OUT 1-1 -OUT i-1 SWMM5 LID Process IMP 1-1 IMP 3-1 Invert Elev. 0 Invert Elev. 0 0 Post-Dev Input (POC-1) Number Area Outfall Type FREE 2488 1733 Stage/Table Time Series Diverted Divider Link Type BYPASS 1-1 BYPASS_3-1 CUTOFF CUTOFF Width InitSatur Frornlmprv ToPerv Tide Gate NO 0 0 Pa:'.'.'ameters 0.26484 0.19189 100 100 0 0 0 0 0 0 Report file 0 0 Invert Elev. Max. Depth In it. Depth Storage Curve Curve Pa rams Ponded Area Evap. Frac. Infiltration Parameters Inlet Node DIV 1-1 DIV 1-1 DIV 3-1 :::i rv 3-1 Inlet Node SURF 1-1 SURF_3-l Shape 2.00 2.00 0 0 Outlet Node SURF 1-1 POC-1 SURF 3-1 POC-1 Outlet Node POC-1 POC-1 Geoml TABULAR TABULAR SURF_l-1 SURF 3-1 Length ---------- 400 400 4 00 4 00 Outflow Height Manning N ---------- 0.01 0.01 0.01 0.01 Outlet Type Inlet Offset 0 0 ---------- 0 0 0 0 Outlet Offset ---------- 0 0 0 0 Qcoeff/ QT able 0 0 TABULAR/HEAD TABULAR/HEAD OUT 1-1 OIJT 3-1 Geom2 Geom3 Geom4 Barrels ---------------------------------------------------------- DUMMY 0 () 0 0 DUMKY 0 0 0 0 DUMMY 0 0 () DUMMY 0 0 0 l n let Out:et Average flap Gate Type X-Value Y-Value ---------- -------------------- Rating 0.000 0.000 0.042 0. 105 0.083 0. 2 98 O. 12:, 0. 54 8 0. 167 0. 8 4 4 0. 2013 1 . 179 0.250 1. !',50 0.292 1. 9 53 0.333 2.234 0.375 2.448 0. 41 7 2. 64 4 0. 4 58 2. 82 6 0.500 2.998 0. 54 2 3. 160 0.583 3. 314 0.625 3. 4 61 0.667 3.603 0.708 3. 7 3 9 0.750 3.870 0.792 3. 9 97 0.833 4. i 20 0. 8 7 5 4. 2 3 9 0.917 4. 3."!6 0.958 4. 4 6 9 1. 000 4. 5 7 9 1 . 04 7 ";. 003 1 . C 8 3 5.687 1 . 12 5 6. 53 9 1 . 16 7 7.527 Init. Flow 0 0 0 0 Qexpon Max. flow 0 0 0 Flap Gate NO NO Page2 • Post-Dev Input (POC-1) • OUT 1-1 1.208 8. 6 32 • -OUT 1-1 1.250 9.842 -OUT 1-1 1 . 2 92 11.1.47 --OUT 1-1 1.333 12.540 -OUT 1-1 1. 3 7 5 14 , 016 -OUT 1-1 1. 41 7 15. 569 • -OUT 1-1 1 . 4 5 8 17.195 -OUT 1-1 1 . 500 18.892 .. -OUT 1-1 1 . 54 2 20.656 -OUT 1-1 1. 58 3 22.485 -OUT 1-1 l. 625 24.376 --OUT 1-1 1. 667 26.327 -OUT 1-1 -1 . 7 0 8 28.337 .. OUT 1-1 1 . 'I 5 0 30.402 -OUT 1-1 1. 792 32.523 -OUT 1-1 l . 8 33 34.697 -OUT 1-1 1. 8 7 5 36.924 -OUT -1-1 1.917 39.201 OUT 1-1 l . 95 8 41.528 ... -OUT l -1 2.000 43.903 - OUT 3-1 Rating 0.000 0.000 --OUT -3-1 0.042 0. l 05 OUT 3-1 0.083 0. 2 98 .. -OUT 3-1 0. 12 5 0. 54 8 -OUT 3-1 0. 167 0.844 OUT -3-1 0. 2 08 1.179 --OUT 3-1 0.250 1.550 -OUT 3-1 0.292 1 . 9 5 3 --OUT 3-1 0.333 2.234 OUT 3-1 0. 37 ':i 2.448 - OUT 3-1 0. 417 2.644 --OUT 3-1 0. 4 58 2.826 -OUT 3-l 0.500 2.998 --OUT 3-1 0.542 3. 160 -O;JT 3-i 0.583 3. 314 -OUT 3-1 0. 62') 3. 4 61 --OUT J-1 0. 667 3.603 -OUT 3-1 0. 7 08 3.739 -OUT 3-1 0.750 3. 8 7 0 -OUT 3-1 0. 7 92 3.997 -OUT 3-1 0.833 4 . 120 --OUT 3-1 0. 87 S 4 • 23 9 -OUT -3-1 0. 91 7 4 . 3 5 6 OUT 3-~ 0.958 4 . 4 69 --OUT J-1 1.000 4.579 -OUT -3-1 1 . 04 2 5.003 OUT 3-1 1. 08 3 5.687 --O:JT -3-1 1.125 6. 5 3 9 OUT 3-1 1.167 7. 527 ... -OUT 3-1 1 . 2 0 8 8.632 -OUT 3-1 1 . 2 S 0 9. 8 4 2 -OUT 3-: 1 . 2 92 11.147 -- OUT 3-: 1. 333 12.540 OUT 3-1 1. 37'.) 14.016 --OJT 3-1 1.417 15.569 -OUT 3-1 1.458 17.~95 -OUT 3-1 1 . 50 0 18.892 .. - OUT 3-1 1 . 5 4 2 20.656 -OUT 3-~ 1 . S 8 3 22.485 .. -OUT 3-1 1 . 62 S 24.376 -OUT 3-1 1 . 667 26.327 -OUT 3-1 1 . 7 08 28.337 .. -OUT 3-1 1. 7 50 30.402 OUT -3-1 1. 7 92 32.523 -OUT 3-1 1 . 833 34. 697 -OUT 3-1 l . 8'/ 5 36.924 -OUT 3-1 -1 . 91 7 39.201 -OUT 3-1 1 • 9 5 B 41.528 OUT 1-1 2.0GO 43.903 -SUkF 1-1 Storage 0.00 2865 -SURF -1-1 0.08 2929 SU Rf 1-1 0. 1' 2993 --SURF 0.25 3058 -SURF 1-1 0. 33 3123 .. -SURF 1-1 0.42 3188 -SURF 1-1 0.50 3254 SlJR.F 1-1 0.58 3320 • -SURF ~ -1 0.67 3386 -SURF 1-~ 0.75 34 53 --SURF 1-1 0.83 3520 -SURr 1-1 0.92 3588 -SURF 1-1 1.00 3656 --SURF 1-1 1 . 0 8 3724 ~O'.JRF" 1-1 1 . 1 7 3 7 92 --S:JRF 1-1 l . 2 5 3861 -.. SWMM5 Page 3 • --Post-Dev Input (POC-1) -SURF 1-1 1. 33 3930 SURF 1-1 1.42 4000 -SURF 1-1 1.50 4070 SURF 1-1 l . 58 4140 SURF 1-1 1.67 4 211 --SURF 1-1 1 . 7 5 4282 -SURF 1-1 1 . 8 3 4353 -SURF 1-1 1 . 92 4425 SURF 1-1 2.00 4497 - • SURF 3-1 Storage 0.00 1925 SURF 3-1 0.08 1958 -SURF 3-1 0.17 1991 -SURF 3-1 0. 2 5 2024 -SURF 3-1 0.33 2057 --SURF -3-1 0. 4 2 2090 SURF 3-1 0.50 2124 -SURF 3-1 0. 5 8 2157 -SURF -3-1 0.67 2191 -SURF 3-1 0.75 2225 -SURF 3-1 0.83 2259 -SURF -3-1 0.92 22 94 -SURF 3-1 1.00 2328 --SURF 3-1 1.08 2363 SURF 3-1 1. 1 7 2398 SURF 3-1 1.25 2433 -SURF 3-1 1.33 2468 -SURF 3-1 1.42 2503 --SURF 3-1 1.50 2:!39 SURF 3-1 1 . 58 2575 SURF 3-1 1 . 6 7 2611 --SURF -3-1 1 . 7 5 2647 SURF 3-1 1 . 8 3 2683 -.. SURF -3-1 1 . 92 2720 SURF 3-1 2.00 2756 --[TIMESERIES] ; ;Name Date Time Value ,,---------------------------------------------OMA 1-1 0:00 0. 014 -OMA 1-1 0:01 0. 027 OMA 1-1 0:02 0. 0 41 -OMA 1-1 0:03 0.055 DMA 1-1 0:04 0.069 -DMA 1-1 0:05 0.082 -DMA 1-1 0:06 0.096 OMA 1-1 0:07 0. 110 -DMA 1-1 0:08 0. 110 DMA 1-1 0:09 0. 11 0 • DMA 1-1 0: 1 0 0. 11 0 OMA 1-1 0: 11 0. 110 - OMA 1-1 0: 12 0. 111 -OMA 1-1 0: 13 0. 11 l OMA 1-1 0: 14 0. 111 --OMA -1-1 0: 15 0. 111 OMA 1-1 0: l 6 0. 112 DMA 1-1 0: 17 0. 112 --OMA -1-1 0: 18 0. 113 DMA 1-1 0: 19 0. 113 -OMA 1-1 0:20 0.113 DMA 1-1 0:21 0. 114 DMA 1-1 0:22 0. 114 --OMA -i-1 0:23 0. 1 l 5 OMA ~ -1 0:24 0 . 1 l 5 -OMA -1-1 0:25 0. 115 -OMA 1-1 0: 26 0. 115 -DMA 1-1 0:27 0. 116 - DMA -1-1 0:28 0. 116 -OMA 1-1 0:29 0.116 OMA 1-1 0:30 0.116 .. OMA 1-1 0:31 0. 11 7 .. DMA 1-1 0:32 0. 11 7 OMA 1-1 0:33 0. 11 7 --DMA 1-1 0: 34 0. 118 DMA 1-1 0:35 0.118 -OMA 1-1 0:36 0. 11 9 OMA 1-1 0:37 0.119 -DMA 1-1 0:38 0. 120 --OMA 1-1 0:39 0. 120 -DMA :-1 0: 4 0 0.121 --DMA -l-1 0: 41 0. 121 DMA 1-1 0: 4 2 0. 121 DMA 1-1 0: 4 3 0. 121 -OMA 1-1 0:44 0. 122 DMA 1-1 0:45 0. 122 DMA -1-1 0:46 0. 122 -DMA 1-1 0:47 0. 122 --SWMM5 Page4 - -Post-Dev Input (POC-1) • OMA 1-1 0:48 0. 12 3 --DMA 1-1 0:49 0. 124 -DMA 1-1 0:50 0. 124 .. -DMA 1-1 0: 51 0. 125 OMA 1-1 0: 52 0. 12 5 DMA 1-1 0:53 0. 12 6 --OMA 1-1 0:54 0. 126 -OMA 1-1 0:55 0. 12 7 1111 -OMA 1-1 0:56 0. 127 - OMA 1-1 0:57 0. 127 - DMA 1-1 0: 5 8 0. 12 8 .. DMA 1-1 0:59 0. 12 8 -DMA 1-1 1:00 0,128 DMA 1-1 1:01 0. 12 9 .. - OMA 1 - l 1:02 0.129 -DMA 1-1 1:03 0. 129 -OMA 1-1 1: 04 0.130 -OMA 1-1 1:05 0. 130 OMA -1-1 1 : 06 0. 131 -DMA 1-1 1:07 0. 132 - DMA 1-1 1 : 08 0. 132 DMA -1-1 1:09 0.133 .. -DMA 1-1 1: 10 0. 134 -OMA 1-1 1: 11 0. 134 -OMA 1-1 l: 12 0. 13 5 DMA 1-1 1 : 13 0. 13 5 OMA 1-~ 1 : 1 4 0. 135 -- OMA 1-1 1: 15 0.136 -OMA 1-1 1: 16 0. 136 .. DMA 1-1 l: 1 7 0. 136 DMA 1-1 1: 1 8 0. 137 OMA 1-1 1 : 19 0. 13 7 ~ - DMA 1-1 1: 2 0 0. 13 8 OMA 1-1 1: 21 0. 13 9 --OMA 1-1 J: 22 0.139 DMA 1-~ 1: 23 0.140 - DMA l -1 1: 24 0. 141 -- OMA 1-1 1 : 2 5 0. 141 -OMA 1-1 1: 26 0. 14 2 -DMA 1-1 1 : 2 7 0.143 DMA 1-1 1:28 0. 14 3 -OMA 1-1 1:29 0. 1 4 4 -OMA 1-1 1 : 30 C. 1 4 4 -DMA 1-1 1 : 3 ~ G.145 DMA -1-1 1 : 32 0.145 --OMA 1-l 1 : 3 3 0. 14 S - OMA 1-1 1 : 3 4 0. 146 OMA 1-1 1:35 0. 14 6 --CMA 1-1 1:36 0. l 4 7 OMA 1-1 1:37 0. 1 4 8 • OMA 1-1 1: 313 0. 14 9 DMA 1-1 1 : 3 9 U. l 5C DMA 1 -1 1 : 4 0 0. 1 51 --DMA 1-1 1 : 41 0. 151 - DMA 1-1 1 : 4 2 0.152 -DMA 1-1 1 : 4 3 0.153 DMA 1-1 1:44 0. 1 ':,4 DMA 1-1 1 : 4 5 0. 154 --DMA 1-1 1 : 4 6 0. 155 DMA 1-1 1: 4 7 0. 15 5 -OMA 1-1 1: 4 8 0. 15 6 - DMA 1-1 1 : ~ 9 0.156 -DMA 1-1 1 : 5 0 0. 15 7 --DMA 1 -1 1 : 51 [). 15 7 DMA 1-1 1:52 0. l ~,8 DMA l -1 1: 53 0. 15 9 -- DMA 1-1 1:54 0. 160 -DMA -1-1 1:55 0. 1 61 OMA 1-1 1: 56 0. 162 -OMA --1-1 1 : 5 7 0. 16 3 OMA 1-1 1: 58 0. 164 -DMA 1-1 1 : 5 ~ 0.166 - DMA -1-1 2:00 0. 166 DMA 1-1 2:01 0.167 -DMA 1-l 2:02 0. 1 67 OMA 1-1 2:03 0. 168 .. -DMA 1-1 2:04 0. 168 - OMA 1-1 2:05 0. 169 -CMA 1-1 2:06 0. 170 -DMA 1-1 2:07 0.170 DMA 1-l 2:08 0. 172 -DMA 1-1 2:09 0. 1 7 3 -DMA l -l 2: 10 0. 174 -DMA 1-l 2: 11 0. l 7 6 -DMA 1-1 2: 12 0. 177 -OMA 1-1 2: 13 0. 175 --DMA 1-1 2:14 0. 17 9 • SWMM5 Page 5 - -• Post-Dev Input (POC-1) -OMA 1-1 2: 15 0. 181 -DMA 1-1 2: 16 0. 182 -• OMA -1-1 2: 1 7 0. 182 OMA 1-1 2:18 0. 18 3 -OMA 1-1 2:19 0. 18 4 --OMA 1-1 2:20 0. 18 4 -OMA 1-1 2:21 0.185 --OMA -1-1 2:22 0. 18 6 OMA 1-1 2:23 0. 187 -OMA 1-1 2:24 0. 188 --OMA -1-1 2:25 O. l CJO OMA 1-1 2:26 0. 1 92 -llMA 1-1 2:27 0. 193 --DMA 1-1 2: 2 8 0. 195 DMA 1-1 2:29 0. 197 --OMA -1-1 2:30 0. 199 OMA 1-1 2:31 0.200 -OMA 1-1 2:32 0.201 -OMA -1-1 2:33 0. 2 02 -OMA 1-1 2:34 0.203 - OMA 1-1 2:35 0. 2 04 --DMA 1-1 2:36 0. 2 05 DMA 1-1 2:37 0. 206 --DMA 1-1 2:38 0. 207 - OMA 1-1 2:39 0.208 - OMA 1-1 2: 4 0 0.210 --OMA 1-1 2: 41 0.212 -OMA 1-1 2:42 0. 215 -.. OMA -1-1 2: 4 3 0.217 OMA 1-1 2:44 0.219 -OMA 1-1 2: 4 '.) 0.222 --OMA -1-1 2:46 0.224 OMA 1-1 2:47 0. 2 2 6 --OMA -1-1 2:48 0. 22 7 OMA 1-1 2:49 0. 229 -OMA 1-1 2:50 0.230 --DMA -1-1 2:51 0.231 DMA 1-1 2:52 0.233 - OMA 1-1 2:53 0. 2 34 -- OMA 1-1 2:54 0.235 - OMA 1-1 2: 5 5 0.237 -OMA 1-1 2:56 0.240 --2:57 0.243 OMA 1-1 -OMA 1-1 2:58 0.246 --OMA 1-1 2:59 0.250 - DMA 1-1 3:00 0.253 -OMA 1-1 3:01 0.256 -OMA -1-1 3:02 0.259 -OMA 1-1 3:03 0.263 --OMA 1-1 3:04 0.265 - DMA 1-1 3:05 0. 266 -OMA 1-1 3:06 0. 2 68 --OMA 1-1 3:07 0. 2·10 -OMA 1-1 3:08 0.272 --OMA -1-1 3:09 0. 27 4 OMA 1-1 3: 1 0 0.276 -OMA 1-1 3: 11 0. 27 8 --DMA -1-1 3: 12 0. 28 4 OMA 1-1 3: 13 0.289 --DMA -1-1 3: 14 0.294 OMA 1-1 3: 15 0.299 -DMA 1-1 3: 16 0.304 --OMA -l-1 3: 17 0.309 DMA 1-1 3: 18 0. 31 4 -OMA -1-1 3: 1 9 0.319 • OMA 1-1 3: 2 0 0. 3?2 OMA 1-1 3:21 0.326 -DMA 1-1 3:22 0. 329 -DMA -1-1 3: 2 3 0.333 - OMA 1-1 3:24 0.336 -OMA -1-1 3: 2 S 0.339 -OMA 1-1 3:26 0. 34 3 - DMA 1-1 3:27 0. 3 4 6 --OMA 1-1 3:28 0. 3 5 6 -OMA 1-1 3:29 0. 3 65 --OMA 1-1 3:30 0.375 OMA 1-1 3:31 0.384 -OMA 1-1 3: 32 0. 3 94 --OMA 1-1 3:33 0. 4 04 - DMA 1-1 3: 3 4 0.413 --OMA -1-1 3:35 0.423 DMA 1-1 3:36 0.430 -OMA 1-1 3:37 0. 4 38 --DMA -1-1 3:38 0, 4 4 5 OMA 1-1 3:39 0. 4 52 - OMA -1-1 3:40 0. 4 60 -DMA 1-1 3: 41 0. 4 67 --SWMM5 Page6 - -Post-Dev Input (POC-1) - OMA 1-1 3:42 0. 4 7 4 -- OMA 1-1 3:43 0.482 OMA -1-1 3: 4 4 0. 510 ... DMA 1-1 3:45 0.538 OMA 1-1 3:46 0.566 OMA 1-1 3:47 0.595 --OMA 1-1 3: 4 8 0.623 - OMA 1-1 3: 4 9 0. 651 ... DMA 1-1 3:50 0.679 -OMA 1-1 3: 51 0.707 OMA 1-1 3:52 0.784 --OMA 1-1 3:53 0.861 - OMA 1-1 3:54 0.939 -OMA 1-1 3:55 1. 016 OMA 1-1 3:56 1.093 -OMA 1-1 3:57 1.170 -- OMA 1-1 3:58 1 • ?.4 7 OMA -1-1 3:~9 1.324 OMA 1-1 4:00 1 . 5 4 4 .. OMA 1-1 ,; : 01 1. 7 63 DMA -1-1 4 : 02 1. 98 3 OMA 1-1 4:03 2.203 -OMA 1-1 4:04 2.422 OMA 1-1 4:05 2. 64 2 ... - OMA 1-1 4:06 2. 8 62 -OMA 1-1 4:07 3.082 OMA 1-1 4 : 0 B 2.788 -OMA 1-1 4 : 09 2. 4 94 OMA 1-l 4: 1 0 2.200 .. - OMA 1-~ 4: 11 1 • 906 -OMA 1-1 4:12 1 . 612 OMA 1-1 ,; : 13 1.319 -- OMA 1-1 4 : 14 l . 02 5 - CMA 1-1 4: 1 S 0. 7 31 -- OMA 1-1 4: 16 0.687 OMA 1-1 4: 1 7 0.643 OMA 1-1 4: 18 0.599 -- OMA 1-: 4 : 19 0.555 - DMA l-~ 4 : 2 0 0. 511 -OMA 1-1 4 : 21 0. 4 67 OMA 1-1 4 : 2 2 0. 4 24 DMA 1-1 4:23 0.380 --DMA 1-1 4:24 0.369 -OMA 1-1 4: 25 0. 3 5 9 OMA 1-1 4 : 2 6 0. 3 4 9 -OMA 1-1 4 : 27 0.338 - CMA 1-1 4 : 2 8 0. 32 8 OMA -] -1 4:29 0.318 -DMA 1-1 4:30 0. 307 OMA 1-1 4 : 31 0.297 -DMA 1-1 4 : 32 0. 2 9 J - OMA 1-1 4 : 33 0. 2 8 5 -OMA 1-1 ~ : 3 4 0.279 -- DMA 1-1 4 : 3 5 0. 2 7 3 - OMA 1-1 4:36 0. 2 6 7 -DMA 1-1 4:37 0.?61 DMA 1-1 4 : 38 0.255 DMA ] -1 4:39 U. 2 4 9 --OMA 1-~ 4: 4 0 0. 2 4 5 OMA 1-1 4 : 41 0. 2 41 -- DMA 1-1 4 : 4 2 0. 237 - OMA 1-1 4:43 0.233 DMA 1-1 4:44 0.229 -- DMA 1-1 4: 4 '=· 0.225 OMA -1-1 4:46 0.22] -OMA 1-: 4 : 4 7 0.217 OMA 1-1 4 : 4 8 0. 214 -DMA -1-1 4 : 4 9 0.211 -OMA 1-1 4 : 5 U 0. 2 08 OMA 1-1 4 : 51 0.205 OMA 1-1 4:5; 0.202 -DMA 1-: 4:53 0. 19 9 DMA -1-1 4:54 0. 19 6 OMA 1-1 4:55 0. 193 -- DMA 1-1 4 : 5 6 0. 191 OMA 1-1 4 : 5 7 0.189 -DMA 1-1 4 : S 8 0.186 DMA 1-1 4 : 5 9 0. 184 DMA 1-1 5:00 0. 182 -DMA 1-; 5: 01 0. 18 0 - OMA 1-1 5:02 0. 178 --DMA 1-1 5: C :J 0. 1 7 ~. - OMA 1-1 5:04 0. 174 OMA 1-] 5:05 0. 172 -OMA 1-1 5:06 0. 170 OMA 1-1 5:07 0. 168 -DMA 1-1 5:08 0. 166 • SWMM5 Page 7 - --Post-Dev Input (POC-1) -OMA 1-1 5:09 0.165 -DMA 1-1 5: 10 0.163 -OMA 1-1 5: 11 0. 161 OMA 1-1 5:12 0. 160 -OMA 1-1 5:13 0. 158 -OMA 1-1 5:14 0. 15 7 -OMA 1-1 5: 15 0. 155 -OMA 1-1 5: 16 0. 154 OMA 1-1 5:17 0. 152 -OMA 1-1 5: 18 0. 151 --OMA -1-1 5: 1 9 0. 15 0 OMA 1-1 5:20 0. 14 8 -DMA -1-1 5:21 0. 14 7 -DMA 1-1 5:22 0. 1 4 6 - DMA 1-1 5:23 0. 14 5 .. OMA -1-1 5:24 0. 14 4 DMA 1-1 S:25 0. 14 2 OMA 1-1 5:26 0. 141 --DMA 1-1 5:27 0. 14 0 OMA 1-1 5:28 0. 13 9 OMA -1-1 5:29 0. 13 8 ... 5:30 0. l 37 OMA 1-1 - OMA 1-1 5:31 0.136 --OMA 1-1 5:32 0.135 - OMA 1-1 5:33 0. 134 - OMA 1-1 5:34 0. 133 -• OMA 1-1 5:35 0. 132 -OMA 1-1 5:36 0. 131 --OMA 1-1 5:37 0. 130 -OMA 1-1 5:38 0. 12 9 -DMA 1-l 5:39 0.128 -.. OMA 1-1 5: 4 C 0. 12 7 -DMA 1-1 5: 41 0. 12 6 -.. DMA 1-1 5: 4 2 0. 12 5 DMA 1-1 'i: 4 3 0. 12 5 DMA 1-1 5:44 0. 12 4 -.. OMA 1-1 'i: 4 S 0. 123 OMA 1-1 5: 4 6 0. 122 .. OMA -1-1 5:47 0. 122 OMA 1-1 5:48 0. 121 -OMA 1-1 5:49 0. 120 .. OMA 1-1 5:50 0.119 DMA 1-1 5:51 0. 1 l 8 -DMA 1-1 5:52 0. 1 i 8 ,. -5: 5.1 0. 11 7 OMA 1-1 OMA 1-1 5:54 0. 116 DMA 1-1 5:55 0. 116 -OMA 1-1 5:56 0. 11 '.:: OMA 1-1 5:57 0. 114 .. DMA 1-1 5:58 0. 114 - OMA 1-1 S:59 0. 113 OMA 1-1 6:00 0.099 .. OMA 1-1 6: 01 0. 08 5 -OMA 1-1 6:02 0. 071 -OMA -1-1 6:03 0.056 DMA 1-l 6:04 0. D 4 2 -DMA 1-1 6: 05 0.028 --DMA 1-1 6:06 0.014 -OMA 1-1 6:07 0.000 -DMA 1-1 6:08 0.000 OMA 3-1 0:00 0. 018 .. OMA 3-1 0:01 0.036 DMA 3-1 0:02 0. 05 5 -DMA -3-1 0:03 0. 07 3 .. DMA 3-1 0; 0 4 0.091 OMA j-] 0:05 0. l O 9 - OMA 3-1 0: 0 6 0. 11 0 -OMA 3-1 0:07 0. 110 -DMA 3-1 0:08 0. 1: 0 .. DMA -3-1 0: () ~ 0. l 10 -DMA 3-1 0: 10 0. 11 0 OMA 3-1 0: 11 0. J J J --OMA 3-1 0: 12 0. 111 - DMA 3-1 G: 13 0. 111 --DMA 3-1 C: 14 0. 112 -DMA 3-1 0: 15 0. 112 DMA 3-1 0: 16 0. 113 -OMA 3-: 0: 1 ., 0. 113 - DMA 3-I 0: 1 8 0. 11 3 -DMA 3-1 0: 19 0. 114 DMA 3-1 0:20 0. 11 4 -OMA 3-1 0:21 0. J 14 -OMA 3-1 0:22 0. l: 4 DMA 3-1 0:23 0. 114 -DMA 3-1 0:24 0. 11 5 DMA 3-1 0:25 0. 115 -SWMM5 Page 8 - -Post-Dev Input (POC-1) .. OMA 3-1 0:26 0.116 --OMA 3-1 0:27 0. 116 - OMA 3-1 0:28 0.117 --OMA 3-1 0:29 0. 11 ·1 OMA 3-1 0:30 0. 11 7 OMA 3-1 0:31 0. 118 -- OMA 3-1 0:32 0. 11 B OMA 3-1 0:33 0. 118 -OMA 3-1 0: 34 0. 118 - OMA 3-1 0:35 0. 119 - OMA 3-1 0: 3 6 0. 119 -- OMA 3-1 0:37 0.120 OMA -3-1 0:38 0.120 -OMA 3-1 0:39 0. 121 -OMA 3-1 0:40 0. 121 OMA 3-1 0: 41 0. 122 -OMA 3-1 0: 4 2 0. 122 OMA 3-1 0:43 0. 122 OMA 3-1 0:44 0.122 -- DMA 3-1 0: 4 '..i 0. 123 - OMA 3-1 0:46 0. 12 3 OMA -3-1 0:47 0. 12 3 -OMA 3-1 0: 4 8 0. 12 4 - OMA 3-1 0: 4 9 0. 12 4 --OMA 3-1 0:50 0. 12 5 OMA 3-1 0: '.., 1 0.125 OMA 3-1 0:52 0. 126 --DMA 3-1 0:53 0. 127 -DMA 3-1 0: 5 4 0. 127 --OMA 3-1 0: 5 "> 0. 127 - OMA 3-1 0:56 0. 12 7 OMA 3-1 0:57 0.128 -DMA ]-1 0:58 0, 12 8 -DMA 3-1 0:59 0. 128 -OMA 3-1 1:00 0.12'< OMA 3-1 1 : 0 l 0.130 - OMA 3-1 1 : 02 0. 130 .. -OMA 3-1 1: 0 3 0. 131 OMA 3-1 1 : 0 4 0. 131 .. OMA 3-~ 1 : 05 0. 132 OMA 3-: 1 : 06 0. 132 - OMA 3-: -1:07 0. 13 3 -DMA 3-1 1:08 0. l 3 3 -OMA -3-1 1:09 0.133 OMA 3-1 l : 1 0 0. J 34 -OMA 3-1 1 : 1 ~ 0. 13 4 DMA 3-1 l : 12 0. 1 3 ': DMA 3-1 1 : 1 3 0. 135 -- OMA .3-1 1 : 14 O.LHi - DMA 3-J. 1:15 0. 137 ., Dtl.A 3-l 1 : 1 6 0. 13 7 - DMA 3-1 1: 1 7 0. l 32 - OMA 3-1 1: 18 0. ~ 38 -DMA 3-1 1 : ~ 9 0.139 -DMA :J-1 1:20 C.139 ... -OMA 3-1 J : 21 0. 14 C OMA 3-1 1 : 22 0.140 DMA 3-: l : 2 J 0. l 4 0 -- D!Y:A 3-: 1 : 2 4 0. 1 41 -OMA 3-l -1: 25 0. 14 2 • OMA 3-1 1:26 0. 14 3 OMA 3-1 1 : 27 0. j 4 3 DMA 3-1 l : 2 8 0. 14 4 -OMA 3-1 :: : 2 9 0. 1 ~ 5 - OMA 3-1 1 : 3 0 0. 14 5 .. OMA 1-1 1 : 31 0. 1 4 6 ·-DMA 3-1 1 : 32 0. 14 6 - OMA -3-1 l: 33 0. 14 7 -OMA 3-1 1 : 34 0. l 4 7 -OMA 3-1 1: 35 o.:47 CMA 3-1 1:36 0.148 .. DMA 3-1 1:37 0. 1 4 9 OMA -3-1 1:38 0. 1 :, 0 DMA 3-~ 1 : 3 9 0. 151 --DMA 3-1 1 : ,; :J 0. 1 52 -['MA 3-1 1 : 41 0.153 .. - OMA j-] 1 : 4 2 (). 1 ';, 3 - OMA 3-1 1 : 4 3 0. 154 OMA 3-1 1 : 4 4 0. 1 54 -DMA 3-: 1 : ~ 5 0. l 55 DMA 3-: 1 : 4 6 0. 15 5 .. -DMA 3-1 1 : 4 7 O.lSE - DMA 3-1 1 : 4 8 0. 157 -DMA 3-1 1 : 4 9 0. l :, 8 -OMA 3-1 1:50 0.159 -llMA 3-1 -1: 51 0.160 -OMA 3-1 l : 5? 0. 16 l --SWMMS Page 9 .,, --Post-Dev Input (POC-1) -DMA 3-1 1: 5 3 0. 162 -OMA 3-1 1: 54 0.162 --OMA 3-1 1:55 0.163 -OMA 3-1 1:56 0.163 - OMA 3-1 1:57 0. 164 --DMA 3-1 1:58 0. 164 - DMA 3-1 1:59 0. 165 --OMA -3-1 2:00 0. 166 OMA 3-1 2:01 0. 16 7 -OMA 3-1 2:02 0.169 --OMA -3-1 2:03 0. 170 DMA 3-1 2:04 0. 1 71 --OMA 3-1 2:05 0. 1 72 OMA 3-1 2:06 0. 1 7 3 -OMA 3-1 2:07 0.173 --OMA -3-1 2:08 0. l '/ 4 OMA 3-1 2:09 0.175 -OMA 3-1 2: 1 0 0.175 --OMA 3-1 2:11 0. 176 -OMA 3-1 2: 12 0. 1 77 -OMA -3-1 2: 13 0.179 -OMA 3-1 2: 14 0.180 -OMA 3-1 2: 15 0. 182 --OMA 3-1 2:16 0.183 -DMA 3-1 2:17 0. 18 4 -OMA 3-1 2: 18 0.185 --DMA 3-1 2: 19 0. 18 6 - OMA 3-1 2:20 0. 18"1 --OMA 3-1 2: 21 0. 18 8 -OMA 3-1 2:22 0. 18 8 -OMA 3-1 2:23 0.189 --OMA 3-1 2:24 0. 191 - OMA 3-1 2:25 0. 192 --OMA -3-1 2:26 0. 194 OMA 3-1 2:27 0. 196 - OMA 3-1 2:28 0. 198 --OMA 3-1 2:29 0. J 9 9 OMA 3-1 2:30 0.200 -OMA -3-1 2:31 0.201 OMA 3-1 2:32 0. 2 02 - DMA 3-1 2:33 0. 2 03 --OMA -3-1 2:34 0. 2 04 DMA 3-1 2: 3:) 0. 2 05 -OMA 3-1 2:36 0.207 --3-1 OMA 2:37 0. 209 - OMA 3-1 2:38 0.211 -OMA 3-1 2:39 0.213 --OMA 3-1 2: 4 0 0. 216 -DMA 3-1 2: 41 0. 2 J 8 --DMA 3-1 2: 4 2 0.219 - OMA 3-1 2: 4 3 0.220 - DMA 3-1 2: 4 4 0.221 --OMA 3-1 2: 4 5 0.222 -OMA 3-1 2:46 0.224 --OMA -3-1 2:47 0.225 DMA 3-1 2:48 0.227 -OMA 3-1 2:49 0.230 --OMA -3-1 2: so 0.233 OMA 3-1 2:51 0.236 --DMA -3-1 2:52 0. 2 38 OMA 3-1 2:53 0. 24 1 -OMA 3-1 2:54 0. 2 4 3 --DMA -3-1 2:55 0.244 OMA 3-1 2:56 0. 2 4 6 --DMA -3-1 2:5"1 0.247 OMA 3-1 2:58 0.249 - DMA 3-1 2:59 0.250 --OMA -3-1 3:00 0.254 OMA 3-1 3: 01 0.258 - OMA 3-1 3:02 0. 26 ~ --OMA 3-1 3:03 0.265 -OMA 3-1 3:04 0.269 -OMA 3-1 3:0S 0.272 --OMA 3-1 3:06 0.274 - OMA j-1 3:07 0. 2 7 6 --OMA 3-1 3:08 0. 2 7 9 -DMA j-1 3:09 0.281 -OMA 3-1 3:10 0. 2 8 3 --OMA 3-1 3: 11 0. 2 8 5 - OMA 3-1 3: 12 0.290 -OMA -3-1 3: 13 0.295 DMA 3-1 3: 14 0.301 -OMA 3-1 3: 15 0. 30 fi -.. OMA 3-1 3: 16 0. 311 -DMA 3-1 3: 17 0.316 --OMA -3-1 3: 18 0. 31 9 OMA 3-1 3: 19 0. 32 2 --SWMM5 Page 10 - -Post-Dev Input (POC-1) • DMA 3-1 3:20 0. 32 6 --OMA 3-1 3:21 0. 32 9 -DMA 3-1 3:22 0.332 --DMA 3-1 3:23 0.335 -DMA 3-1 3:24 0.343 OMA -3-1 3:25 0.352 --DMA 3-1 3: 2 6 0.360 - OMA 3-1 3:27 0. 3 68 • -OMA 3-1 3:28 0. 37 6 - OMA 3-1 3:29 0. 38 4 - OMA 3-1 3: 30 0.390 -- OMA 3-1 3:3: 0.395 - OMA 3-1 3:32 0.400 --OMA 3-1 3:33 0.406 - OMA 3-1 3:34 0. 411 -OMA 3-1 3:35 0. 41 7 -- OMA 3-1 3:36 0. 4 32 -OMA -3-1 3:37 0.447 OMA 3-1 3:38 0.463 --OMA 3-1 3:39 0. 4 7 8 -OMA 3-1 -3: 4 0 0. 4 94 -DMA 3-1 3: 41 0. 5 09 - OMA -3-1 3:42 0.521 OMA 3-1 3:43 0.533 .. -OMA 3-1 3:44 0.545 -OMA 3-1 3: 4 5 0.556 OMA -3-1 3: 4 6 0.568 -- OMA 3-1 3:47 0.580 OMA 3-1 3:48 0. 62 :J • -OMA 3-1 3:49 0.670 -OMA -3-1 3:50 0. 716 OMA 3-1 3: 51 0.761 -- DMA 3-1 3:'J2 0.806 -DMA 3-1 3:53 0. 8."i2 --DMA 3-1 3:54 0.958 -OMA 3-1 3:55 1. 063 OMA 3-1 3:56 1.169 --OMA 3-1 3:57 1 • 2 7 5 DMA 3-1 3:58 1. 38 i -- OMA 3-1 3:59 1. 4 87 - OMA 3-1 4 : 00 1 . 88 4 - OMA 3-1 4: 01 2.281 -- OMA 3-: 4: 02 2. 6 7 8 -OMA 3-1 4 : 0 3 3. 07 5 OMA -4 : 0 4 3.472 -3-1 - OMA 3-1 4 : 05 3.869 - OMA 3-1 4 : 06 3. 362 DMA 3-1 4 : 07 2. 8'.i'J --DMA -3-1 4:08 2.348 DMA 3-1 4 : 0 9 1 . 8 41 --DMA 3-1 4 : 1 0 1.334 -OMA -3-1 4 : 1 l 0. 827 OMA 3-1 4 : 12 0.765 --OMA 3-1 4 : 13 0.703 - DMA 3-1 4 : 14 0.642 -DMA 3-1 4 : 15 0.580 - DMA 3-~ 4: 16 0.519 -DMA J-1 4:17 0.457 -- OMA 3-1 4 : 18 0.440 -OMA 3-1 ~ : 19 0. ~ 2 4 --OMA 3-1 4 : 2 0 0. 4 07 - OMA 3-1 4: 21 0.391 -OMA 3-1 4 : 22 0. 37 4 --DMA 3-1 4:23 0.358 -DMA 3-1 4:24 0.348 --OMA 3-1 4 : 2 5 0.338 -OMA 3-1 4 : 2 6 0.329 - OMA 3-1 4: 27 0.319 -- OMA 3-1 4 : 2 8 0. 30 9 - OMA -3-~ ~ : 2 9 0.299 OMA 3-1 4 : 3 0 0.293 -OMA 3-1 4 : 31 0.287 OMA -3-1 4 : 32 0. 2 8 C -OMA 3-1 4:33 0.274 -OMA 3-1 4 : 34 0. 2 6 7 OMA -3-1 4 : 3 S 0. 2 6 l --OMA 3-1 ,: : 3 6 0.256 - OMA 3-1 4 : 37 0.251 OMA -3-1 4 : 3 8 0.247 -DMA 3-1 4 : 3 9 0.242 - DMA 3-1 4 : 4 0 0.237 --OMA 3-1 4 : 41 0.233 - OMA 3-1 4 : 4 2 0.229 -OMA 3-1 4 : 4 3 0. 225 -- OMA 3-1 4:44 0.222 - OMA 3-1 4 : 4 5 0. 21 8 -- OMA 3-1 4 : 4 6 0.215 - • SWMM5 Page 11 .. --Post-Dev Input (POC-1) -DMA 3-1 4:47 0.211 - DMA 3-1 4:48 0.208 --DMA -3-1 4 : 4 g 0.205 OMA 3-1 4 : 50 0. 2 03 -DMA 3-1 4 : 51 0. 2 00 --OMA -3-1 4 : 52 0. 197 DMA 3-1 4 : 53 0. 1 94 --DMA -3-1 4 : 54 0. 197. DMA 3-1 4 : 55 0. 18 9 -OMA 3-1 4 : 56 0. 187 --DMA -3-J 4 : 5 7 0.185 DMA 3-1 4:58 0. 182 - OMA -3-1 4 : 59 0.180 -3-1 5:00 0. 1 78 OMA - OMA 3-1 :>: 01 0. l 7 6 -DMA 3-1 5:02 0. 174 -OMA -3-1 5:03 0. 172 - OMA 3-1 5:04 0. 170 -OMA -3-1 5:05 0. 168 -OMA 3-1 5:06 0. 167 -DMA 3-1 5:07 0. 165 --OMA 3-1 5:08 0. 163 -OMA 3-1 5: 0 9 0. 162 -.. DMA 3-1 5: l 0 0. 160 DMA 3-1 5: 11 0. 159 -OMA 3-1 5: 12 0. 15 7 --DMA 3-1 5: 13 0.156 DMA 3-1 5: 14 0. 154 --DMA -3-1 5: 15 0.153 DMA 3-1 5: 16 0. 151 - DMA 3-1 5: 1 7 0. 150 --DMA -3-1 5: 1 B 0. 14 9 DMA 3-1 5: 19 0. 14 8 -.. DMA -3-1 5:20 0. 14 6 OMA 3-1 '.): 21 0. 14 5 - OMA 3-1 '::>: 22 0. 14 4 -.. DMA 3-1 5:23 0. 14 3 DMA 3-1 5:24 0. J 41 -DMA -3-1 5:25 0. 14 0 .. DMA 3-1 5:26 0.139 -DMA 3-1 5:27 0. 13 8 -OMA 3-1 5:28 0. 137 -- OMA 3-1 5: 2 9 0.136 -DMA 3-1 5:30 0. 13 5 --DMA 3-1 5:31 0. 13 4 -DMA 3-1 5:32 0. 133 - OMA 3-1 5:33 0. 132 --OMA 3-1 5:34 0. 131 -OMA 3-1 5:35 0. l 30 --OMA -3-1 5:36 0. l 2 9 DMA 3-1 5:37 0. 128 - DMA 3-1 5:38 0. 127 --DMA 3-1 5: 3 9 0. ~ 27 -DMA 3-1 5: 4 0 0.~26 --OMA -3-1 5:41 O.i25 OMA 3-1 5:42 0. 124 -DMA 3-1 5:43 0. 123 --OMA -3-1 5:44 0.123 DMA 3-1 5:45 0.122 DMA -3-1 5:46 0. 121 -OMA 3-1 5:47 0. 120 -OMA 3-1 5:48 0. 119 --DMA -3-1 5:49 0,119 DMA 3-1 5:50 0. 11 8 -OMA 3-1 5:51 0. 11 7 --DMA 3-1 5:52 0. 117 -OMA 3-1 5:53 0.116 -OMA 3-1 5: 5 4 0. 1 l S --OMA 3-1 5:55 0.115 - DMA 3-1 5: ':, 6 0. 114 --DMA 3-1 5:57 0. 113 -DMA 3-1 5: 5 B 0. 113 -DMA 3-1 5:59 0. 112 --OMA 3-1 6:00 0.093 - OMA 3-1 6:01 0.075 --OMA -3-1 6:02 0.056 OMA 3-1 6:03 0. 037 - OMA 3-1 6:04 0.019 --DMA 3-J 6:05 0.000 -DMA 3-1 6:06 0.000 --DMA I-BYPASS 0:00 0. 00 5 -OMA I-BYPASS 0:01 0.009 --DMA -I-BYPASS 0:02 0.014 LlMA 1-BYPASS 0:03 0.019 -OMA -I-BYPASS 0:04 0.024 -OMA I-BYPASS o: o:) 0.028 --SWMM5 Page 12 .. -Post-Dev Input (POC-1) - DMA 1-BYPASS 0:06 0.033 -DMA 1-BYPASS 0: 07 0.038 -DMA 1-BYPASS 0:08 0. 0 4 2 -OMA 1-BYPASS 0:09 0. 0~) OMA 1-BYPASS 0: 10 0.052 OMA 1-BYPASS 0: 11 0.057 --OMA I-BYPASS 0: 12 0.057 OMA -I-BYPASS 0:13 O. OS 7 -DMA 1-BYPASS 0: 14 0.057 - DMA 1-BYPASS 0: 15 O.OS7 DMA 1-BYPASS -0:16 0.057 -DMA 1-BYPASS 0:17 0.057 DMA I-BYPASS 0: 18 0. 0 5 7 OMA 1-BYPASS 0: 19 0.057 --OMA I-BYPASS 0:20 0.058 DMA 1-BYPASS 0:21 0.058 OMA 1-BYPASS 0:22 0. 05 8 --OMA 1-BYPASS 0:23 0,058 -DMA I-BYPASS 0:24 0.058 -OMA I-BYPASS 0:25 0.058 OMA -1-BYPASS 0: 26 0.059 DMA 1-BYPASS 0:27 0.059 -OMA 1-BYPASS 0:28 0.059 DMA 1-BYPASS 0:29 0.059 --OMA 1-BYPASS 0:30 0. 0 60 -OMA I-BYPASS 0:31 0.060 -DMA 1-BYPASS 0:32 0.060 -DMA 1-BYPASS 0: 33 0.060 - OMA 1-BYPASS 0: 3 4 0.060 -- OMA 1-BYPASS 0:35 0.061 -OMA 1-BYPASS 0:36 0.061 DMA 1-BYPASS 0:37 0. 061 --OMA 1-BYPASS 0:38 0. 0 61 DMA -1-BYPASS 0:39 0. 0 6] -DMA 1-BYPASS 0:40 0.061 DMA 1-BYPASS 0: 41 0.061 OMA 1-BYPASS 0:42 0.062 -OMA 1-BYPASS 0:43 0.062 DMA ·-1-BYPASS 0: 4 4 0.062 OMA 1-BYPASS 0: 4 '.! 0.062 .. -DMA 1-BYPASS 0: 4 6 0.062 DMA -1-BYPASS 0: 4 7 0.062 DMA 1-BYPASS 0:48 0.063 -- OMA 1-BYPASS 0: 4 ':l 0.063 -DMA 1-BYPASS 0:50 0.063 --OMA 1-BYPASS 0:51 0.063 OMA 1-BYPASS 0:52 0. 0 64 DMA 1-BYPASS 0: 5 3 0.064 --OMA 1-BYPASS 0:54 0.064 OMA 1-BYPASS 0:55 0.064 .. OMA 1-BYPASS 0: :, 6 0.065 -OMA 1-BYPASS 0:57 0.065 - DMA 1-BYPASS C:58 0.065 -DMA 1-BYPASS C:59 0.066 OMA 1-BYPASS 1 : 00 0.066 -OMA ]-BYPASS 1 : 01 0.066 ~ OMA 1-BYPASS 1 : 02 0.066 - OMA 1-BYPASS -1:03 0.066 -OMA 1-BYPASS 1:04 0.066 - OMA -1-BYPASS 1:05 0.067 OMA 1-BYPASS 1: 0 6 0.067 -~ OMA 1-BYPASS 1:07 0. 0 67 OMA -1-BYPASS 1 : 0 8 0.067 -DMA l-BYPASS i : 0 9 0. O 67 OMA -1-BYPASS 1 : 1 0 0.067 DMA 1-BYPASS 1 : 11 0. 067 -- DMA 1-BYPASS 1 : 12 0.068 - OMA -1-BYPASS 1 : 13 0.068 OMA 1-BYPASS 1:14 0.069 -OMA 1-BYPASS 1: 1 5 0.069 OMA 1-BYPASS 1:16 0.069 --OMA 1-BYPASS 1: 1 7 0.070 -DMA 1-BYPASS 1:18 0.070 DMA I-BYPASS 1: 19 0.070 --OMA __ 1-BYPASS ; : 20 0. 071 DMA I-BYPASS 1: 21 0.071 -DMA 1-BYPASS 1:22 0. 071 -OMA 1-BYPASS 1: 2 3 0. 07 2 OMA 1-BYPASS l : 2 4 0.072 -- OMA I-BYPASS 1:25 0. 072 - OMA 1-BYPASS 1:26 0.072 ... OMA 1-BYPASS 1:27 0. 07 2 DMA 1-BYPASS 1 : 2 8 0.073 -OMA 1-BYPASS 1:29 0.073 -OMA 1-BYPASS 1:30 0. 07 3 - DMA ·-1-BYPASS l: 31 0.073 -· DMA 1-BYPASS 1 : 32 0.073 • SWMMS Page 13 • --Post-Dev Input (POC-1) -DMA 1-BYPASS 1:33 0.074 -DMA 1-BYPASS 1 : 34 0. 07 4 -OMA -1-BYPASS 1:35 0. 07 4 DMA 1-BYPASS 1 : 36 0.074 DMA 1-BYPASS 1 : 3 7 0. 0 7 5 -DMA -1-BYPASS 1 : 3 8 0.075 DMA 1-BYPASS 1: 3 9 0. 07 6 -DMA -1-BYPASS 1: 4 0 0. 07 6 OMA 1-BYPASS 1: 41 0.077 DMA 1-BYPASS 1: 4 2 0.077 --DMA -1-BYPASS 1:43 0.078 DMA 1-BYPASS 1: 4 4 0.078 - DMA -I-BYPASS 1 : 4 5 0,078 -DMA I-BYPASS 1:46 0.079 OMA 1-BYPASS 1:47 0.079 DMA I-BYPASS 1:48 0.080 -DMA 1-BYPASS 1 : 4 9 0.080 -DMA 1-BYPASS 1 : 5 0 0.080 --DMA 1-BYPASS 1: 51 0.080 DMA 1-BYPASS 1:52 0.081 - OMA I-BYPASS 1: 53 0.081 -DMA 1-BYPASS 1:54 o.os: -DMA 1-BYPASS 1:55 0. 081 -OMA 1-BYPASS 1:56 0.082 OMA I-BYPASS 1:57 0.082 DMA 1-BYPASS 1 : 58 0.082 ·--DMA 1-BYPASS 1:59 0. 082 DMA 1-BYPASS 2:00 0. 08 3 -DMA -1-BYPASS 2:01 0. 08 4 DMA 1-BYPASS 2:02 0. 08 4 DMA 1-BYPASS 2: 03 0.085 -DMA -1-BYPASS 2:04 0.085 DMA 1-BYPASS 2:05 0.086 .. DMA 1-BYPASS 2:06 0.087 DMA 1-BYPASS 2:07 0.087 OMA 1-BYPASS 2:08 0. 08 8 -OMA 1-BYPASS 2:09 0. 08 8 OMA 1-BYPASS 2:10 0.089 - DMA 1-BYPASS 2: 11 0.090 .. DMA 1-BYPASS 2: 12 0.090 DMA 1-BYPASS 2: 13 0.090 -DMA -1-BYPASS 2: 14 0. 0 91 -DMA 1-BYPASS 2: 15 0.091 OMA 1-BYPASS 2: 16 0.09: -.. DMA 1-BYPASS 2: 1 7 0.092 OMA I-BYPASS 2: 18 0.092 OMA 1-BYPASS 2:19 0.092 -OMA 1-BYPASS 2:20 0.093 DMA 1-BYPASS 2:21 0. 0 93 -DMA 1-BYPASS 2:22 0. IJ 93 OMA 1-BYPASS 2:23 0.094 - DMA 1-BYPASS 2:24 0.095 --DMA 1-BYPASS 2:25 0.096 DMA 1-BYPASS 2:26 0.096 -OMA 1-BYPASS 2:27 0. 0 97 DMA I-BYPASS 2:28 0. 0 98 - OMA 1-BYPASS 2:29 0.099 --DMA 1-BYPASS 2:30 0. 100 OMA 1-BYPASS 2:31 0.101 DMA 1-BYPASS 2:32 0.101 .. OMA 1-BYPASS 2:33 0. 102 DMA 1-BYPASS 2:34 0.103 -DMA 1-BYPASS 2:35 0. l 04 OMA 1-BYPASS 2:36 0. 105 - OMA 1-BYPASS 2:37 0. 105 -DMA 1-BYPASS 2:38 0.106 -DMA 1-BYPASS 2: 3 9 0. 1 0 6 OMA 1-BYPASS 2: 4 0 0.107 --DMA 1-BYPASS 2: 41 0. 107 CMA 1-BYPASS 2:42 0.] 08 -DMA 1-BYPASS 2:43 0. 1 08 DMA 1-BYPASS 2:44 0.109 -DMA 1-BYPASS 2: 4 5 0.109 --OMA 1-BYPASS 2: 4 6 0. 11 0 OMA 1-BYPASS 2: 4 7 0. 11 0 --DMA 1-BYPASS 2:48 0. 112 DMA 1-BYPASS 2:49 0.113 DMA 1-BYPASS 2:50 0. l 14 --DMA 1-BYPASS 2:51 0. 116 - DMA 1-BYPASS 2:52 0. 11 7 --DMA -1-BYPASS 2:53 0. 118 OMA 1-BYPASS 2:54 0. 12 O DMA l-13YPASS 2:55 0. 12 J --DMA -1-BYPASS 2:56 0. 122 OMA 1-BYPASS 2:57 0. 124 DMA -I-BYPASS 2:58 0. 12'.:> -OMA 1-BYPASS 2:59 0. 12 6 -SWMM5 Page 14 - -Post-Dev Input (POC-1) - OMA l-BYPASS 3:00 0. 127 -- DMA 1-BYPASS 3: 0 l 0. 128 OMA 1-BYPASS 3:02 0. 12 9 --DMA_ !-BYPASS 3:03 0.130 DMA 1-BYPASS 3:04 0. 131 -OMA 1-BYPASS 3:05 0, 132 -- DMA 1-BYPASS 3: 0 6 0.133 OMA 1-BYPASS 3:07 0. 134 -OMA 1-BYPASS 3:08 0. l 34 -DMA !-BYPASS 3:09 0. 135 DMA 1-BYPASS 3: l 0 0. 13 6 -DMA 1-BYPASS 3: 1 J 0. 137 - OMA 1-BYPASS 3: 12 0. 14 0 OMA 1-BYPASS 3:13 0. 14 2 -DMA 1-BYPASS 3:14 0. 14 5 - OMA 1-BYPASS 3: 1 5 0. 14 7 -OMA 1-BYPASS 3: ~ 6 0.15G - DMA -!-BYPASS 3: 1 7 0. 152 DMA !-BYPASS 3: 18 0.155 --OMA 1-BYE'ASS 3: 19 0. 15 7 DMA !-BYPASS 3: 2 0 0. 160 DMA 1-BYPASS 3:21 0. 163 -- DMA 1-BYPASS 3:22 0. 165 OMA !-BYPASS 3:23 0. 168 .. -DMA !-BYPASS 3: 2 4 0.170 DMA 1-BYPASS 3: 2 5 0. 1 71 OMA !-BYPASS 3:26 0. 173 -OMA 1-BYPASS 3:27 0. l 7 5 - DMA ]-BYPASS 3: 2 8 0. 1 77 --DMA 1-BYPASS 3:29 0. 179 -OMA !-BYPASS 3:30 0. 181 - OMA 1-BYPASS 3: J 1 0. 18 3 -- OMA 1-BYPASS 3:3? 0. 18 5 DMA 1-BYPASS 3:33 0. 187 -DMA 1-BYPASS 3: 34 0.189 -DMA 1-BYPASS 3: 3 5 0. 191 - OMA 1-BYPASS 3:36 0. 1 98 -- DMA 1-BYPASS 3: 3·1 0.206 -DMA -1-BYPASS 3:38 0. 21 3 OMA ]-BYPASS 3: 3 9 0. 221 -DMA 1-BYPASS 3: 4 0 0. 22 8 - DMA -1-BYPASS 3: 41 0.236 -DMA 1-BYPASS 3:42 0. 2 4 3 -OMA 1-BYPASS 3:43 0.250 -DMA 1-BYPASS 3:44 0.258 -·-DMA 1-BYPASS 3:45 0. 2 65 - OMA -1-BY?ASS 3: '6 0.273 OMA 1-BYPASS J: 4 7 0.28C -- DMA ~-BYPASS 3: 4 8 C. 2 90 -DMA 1-BYPASS 3:49 0.299 --DMA 1-BYPASS 3:50 0.309 - DMA ]-BYPASS 3:51 0.319 DMA ] -BYPASS 3:52 0.328 -llM.r.. 1-BYPASS 3:53 0.338 -DMA 1-BYPASS 3:54 0. 34 7 --DMA :-BYPASS 3:55 0.357 -OMA : -BYPASS 3: '.:-6 0.366 DMA 1-BYPASS 3:57 0. 3 7 6 --DMA 1-BYPASS 3:58 0.385 OMA 1-BYPASS 3:59 0. 4 2 4 -· OMA 1-BYPASS 4 : 00 0.480 DMA 1-BYPASS 4 : 01 0. 5 65 -DMA 1-BYPASS 4 : 02 0.650 -DMA 1-BYPASS 4 : 03 0.735 -DMA -1-BYPASS 4 : 04 0.820 DMA 1-BYPASS 4:0S 0. 90 5 -DMA ]-BYPASS 4: 0 6 0. 990 DMA -1-BYPASS 4 : 07 1 . 07 5 DMA 1-BYPASS 4 : 0 8 1. 160 -OMA 1-BYPASS 4 : 09 1 . 2 4 5 -DMA 1-BYPASS 4 : 1 0 1. 3 31 -OMA ] -BYPASS 4 : 11 1 . 3 7 2 DMA 1-BYPASS 4: 12 l . 316 DMA 1-BYPASS 4: l 3 1 . 21 7 -- DMA 1-BYPASS 4: 14 1 . 11 8 -OMA 1-BYPASS 4 : 15 1 . 01 9 -OMA 1-BYPASS 4 : 1 6 0.919 - DMA 1-BYPASS 4 : 1 7 0.820 DMA 1-BYPASS 4 : 18 0.72~ -OMA 1-BYPASS 4 : 19 o. 622 -OMA 1-BYPASS 4 : 2 0 0.523 --OMA 1-BYPASS 4 : 21 0. 4 2 3 OMA 1-BYPASS 4 : 2 2 0.324 -DMA 1-BYPASS 4 : 2 3 0.239 Ill! -DMA 1-BYPASS 4:24 0. 21 9 DMA 1-BYPASS -4 : 2 5 0.212 -OMA 1-BYPASS 4 : 2 6 0.206 -SWMM5 Page 15 - --Post-Dev Input (POC-1) -OMA 1-BYPASS 4:27 0.200 -DMA 1-BYPASS 4:28 0. 194 -DMA -1-BYPASS 4:29 0. 1 88 DMA 1-BYPASS 4: 30 0. 181 DMA 1-BYPASS 4: 31 0. 175 --DMA 1-BYPASS 4:32 0. 169 DMA 1-BYPASS 4: 33 0. 163 -DMA -1-BYPASS 4: 3 4 0. 15 7 OMA 1-BYPASS 4:35 0.150 DMA 1-BYPASS 4 : 3 6 0. 14 8 --OMA 1-BYPASS 4 : 37 0. 14 5 OMA 1-BYPASS 4 : 3 8 0. 142 - OMA 1-BYPASS 4 : 3 9 0. 14 0 -DMA 1-BYPASS 4 : 4 0 0. 13 7 OMA 1-BYPASS 4 : 41 0. 134 --OMA -1-BYPASS 4 : 4 2 0. 131 OMA 1-BYPASS 4 : 4 3 0. 12 9 DMA 1-BYPASS 4 : 4 4 0. 12 6 -OMA 1-BYPASS 4 : 4 ;;> 0. 12 3 OMA 1-BYPASS 4 : 4 6 0. 120 - DMA I-BYPASS 4 : 4 7 0. 118 --DMA 1-BYPASS 4 : 4 8 0.116 -OMA 1-BYPASS 4 : 4 9 0.115 .. DMA I-BYPASS 4 : 50 0. l 13 OMA 1-BYPASS 4:51 0.111 -OMA 1-BYPASS 4 : ~2 0.110 --OMA I-BYPASS 4:53 0. l 08 -DMA 1-BYPASS 4 : 54 0. l 07 --OMA -1-BYPASS 4 : 55 0.105 DMA 1-BYPASS 4 : 56 0.103 -OMA 1-BYPASS 4 : 5 7 0. 102 -DMA I-BYPASS 4 : 58 0.100 OMA 1-BYPASS 4 : 59 0.099 .. OMA -1-BYPASS ~-: 00 0.098 OMA ~-BYPASS 5: 01 0.096 DMA I-BYPASS 5:02 0.095 --DMA -1-BYPASS 5:03 0. 0 94 DMA 1-BYPASS 5:04 0.093 --OMA 1-BYPASS 5:05 0.092 OMA 1-BYPASS 5:06 0.091 OMA 1-BYPASS 5:07 0.090 -OMA 1-BYPASS S:08 0.089 .. OMA 1-BYPASS 5:09 0.088 DMA 1-BYPASS 5:10 0.087 -.. OMA 1-BYPASS 5: 11 0.086 OMA 1-BYPASS 5: 12 0.085 DMA 1-BYPASS 5: 13 0.084 .. OMA 1-BYPASS 5: 14 0.083 -OMA 1-BYPASS 5: 15 0.083 .. DMA 1-BYPASS 5: 16 0.082 OMA 1-BYPASS 5: 1 7 0. 0 81 -DMA 1-BYPASS 5: 18 0.080 --DMA 1-BYPASS 5: 19 0.080 -OMA 1-BYPASS 5:20 0.079 -OMA -1-BYPASS 5:21 0.078 OMA 1-BYPASS 5:22 0.077 OMA 1-BYPASS 5:23 0.077 --OMA -1-BYPASS 5:24 0.076 OMA I-BYPASS 5:25 0.075 -OMA 1-BYPASS 5: 2 6 0. 07 5 DMA 1-BYPASS 5:27 0.074 -OMA 1-BYPASS 5:28 0. 07 4 -DMA 1-BYPASS 5:29 0.073 OMA l-BYPASS 5: 3 0 0.072 OMA 1-BYPASS 5: 31 0.072 .. OMA 1-BYPASS 5: 32 0.071 -OMA ]-BYPASS 5:33 0.071 -DMA -1-BYPASS :l: 34 0. 07 0 OMA 1-BYPASS :, : 35 0.069 OMA 1-BYPASS 5:36 0.069 .. DMA -1-BYPASS 5:37 0.069 - OMA 1-BYPASS 5:38 0.068 OMA 1-BYrASS 5:39 0.068 -OMA 1-BYPASS 5:40 0.067 -OMA 1-BYPASS 5: 4 1 0.067 -DMA 1-BYPASS 5:42 0.066 - DMA ]-BYPASS 5:43 0.066 OMA 1-BYPASS 5:44 0.065 -OMA 1-BYPASS 5:45 0.065 - DMA 1-BYPASS 5:46 0. 064 ... DMA -1-BYPASS 5:47 0. 0 64 OMA 1-BYPASS 5:48 0.063 OMA 1-BYPASS 5:49 0.063 -OMA 1-BYPASS 5:50 0. 06 "3 DMA 1-BYPASS 5:51 0.062 -.. DMA 1-BYPASS 5: 52 0.062 DMA 1-BYPASS 5: SJ 0.062 -SWMM5 Page 16 - DMA_l-BYPASS DMA 1-BYPASS DMA 1-BYPASS DMA 1-BYPASS DMA 1-BYPASS DMA_l-BYPASS DMA 1-BYPASS DMA 1-BYPASS DMA_l-BYPASS DMA I-BYPASS DMA_l-BYPASS DMA_l-BYPASS DMA_l-BYPASS DMA_l-BYPASS DMA 1-BYPASS DMA_l-BYPASS DMA 1-BYPASS DMA_l-BYPASS DMA 1-BYPASS LID RAIN LID RAIN [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAPl ~:54 5: 5 5 5:56 5: :J 7 5:58 5:59 6:00 6:01 6:02 6:03 6: 0 4 6:05 6:06 6:07 6:08 6:09 6:10 6:11 6: J 2 0: 00 6: 0 0 Post-Dev Input (POC-1) 0.061 0. 061 0.060 0.060 0.060 0. 0 5 9 0.054 0.049 0. 04 4 0.040 0.035 0.030 0.025 0.020 0.015 0.010 0.005 0. 000 0.000 0 0 DIMENSIONS 411.315 4941.240 1?15.050 5719.468 ur.::. ts None [ COORDINATES l ; ;Node POC-1 DIV 1-1 DIV 3-1 Sl:Rf 1-1 SURf_3-1 [VERT lCESJ X-Coord 859.672 756.944 965.041 554.189 114':..674 4976.614 5245.370 5263.502 5245.793 5263.502 ; ; Link X-Coord Y-Coord [Polygons] ; ; Subcatchment ,,-------------- DMA 1-1 DMA 1-1 DMA 3-1 DMA 1-BYPASS TMP_l-1 IMP 3-: [ SYMBOLS] ; ;Gage ;;-------------- DMA 1-1 DMA 3-1 DMA_l-BYPASS LID RAIN SWMM5 X-Coord 754.302 754.302 958.331 591.0lO 754.302 960.614 X-Coord 587.640 1178.:117 447.848 588.941 Y-Coord 5684.094 5684. 094 5683.191 5050.953 5475.126 5486.637 Y-Coord 5667. 586 5673.351 5052.210 5474 .295 ---------------.,, ---.. ., .. .. • -.. -.. .. -.. --.. -• .. Page 17 .. , ----• --------• ------ POST-DEV (POC-2) Bio £mt lf-f,vject Report !ools W-indow 1:1e1p II D-r#ll-.] lllil II I {1 i 'I{]~ ~ ii i ~-~ 'I!, T:f~ i a: + ~ ' ):( t!i[------------- Data M'!> Ti~e/Notes Options Climatology Ill llllmlll ~I· Hydi'aulics &:1 Qu&lily [ti Curves Time Series Time Pattern; · Map Labels + --0 . ' ,~ 9 l1lll 0 'v (> t;j -Ci' €ll 9 @ T OMA 2-BYPASS -iltl OMA 2-1 ~ LID RAIN 12] OMA 2-1 . - MP 2-1 . - SURF _2-1 lli;:------------------+D1V_2-1 OMA 2-BYPASS ·---~---.. ------------POC-2 • At.to-Length Off :·1 Offsets: Depth • I Flow Urits: CFS • I , I Zoom level: 100% I X,Y: 513.08,1, 5709.048 ----------------- [TITLE] [OPTIONS] fLOW UNITS CFS INFILTRATION GREEN AMPT fLOW_ROUTING KINWAVE START DATE 01/01/2000 START TIME 00:00:00 REPORT START DATE 01/01/2000 REPORT START_TIME 00:00:00 END DATE 01/01/2000 END TIME 12:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP 00:01:00 WET STEP 00:01:00 DRY_STEP 00:01:00 ROUTING_STEP 0:01:00 ALLOW_PONDING NO INERTIAL DAMPING PARTIAL VARIABLE STEP 0.75 LENGTHENING STEP 0 MIN_SURFAREA 0 NORMAL_FLOW LIMITED BOTH SKIP STEADY STATE NO FORCE_MAIN EQUATION H-W LINK OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ; ;Type ,,---------- Parametet·s Post-Dev Input (POC-2) MONTHLY DRY ONLY 0.041 0.076 0.118 0.192 0.237 0.318 0.308 U.286 0.217 0.14 NO [RAINGAGES] Rain Time Snow Data ; ;Name Type Intrvl Catch Source ;;--------------------------------- OMA 2-1 INTENSITY 0:01 1. 0 TIMESERIES OMA 2-1 OMA 2-BYPASS INTENSITY 0:01 1. 0 TIMESERIES DMA 2-BYPASS LID RAIN INTENSITY 6:00 1. 0 TIMESERIES LID RAIN -- [SCBCATCHMENTS] Total Pent. Pcnl. ; ;Name Raingage Outlet Area Imperv Width Slope 0.067 0.041 Curb Length --------------------------------;;---------------------------------------------- OMA 2-1 OMA 2-1 IMP 2-1 --OMA 2-BYPASS OMA 2-BYPASS POC:-2 - IMP 2-1 LID RAIN - [SUBAREAS] ; ; Subcatchment N-Imperv ------------------------ OMA 2-1 0.012 OMA 2-BYPASS 0. 012 - IMP 2-1 0. 012 [ INFILTRATION] ;;Subcatchment Suction DMA 2-1 9 OMA 2-BYPASS 9 IMP 2-1 9 [LID CONTROLS] Type/Layer ;;------------------------ IMP 2-1 BC - IMP 2-1 SURFACE DIV - N-Perv ---------- C.05 0.05 0.05 HydCon 0.01875 0.025 0.025 Parameters ---------- 1 9. 2 ~ 2-1 S-Irnperv ---------- 0.02 0.02 0.02 IMDmax 0.30 0.30 0.30 0.05 -------- 8.981 100 391203 2 0 1.559 lOC 67 8 95 17 . 6 0 o.:90014 100 1 0 1 0 S-Perv Pct.Zero RouteTo PctPouted ------------------------------ 0 .1 25 OUTLET 0.: 25 OUTLET 0 .1 2C OUTLET 0 0 5 Snow Pack -------- -IMP 2-1 SOIL 18 0. 4 (). 2 0. 1 5 5 1. 5 IMP 2-1 -IMP 2-1 - [LID USAGE] ; ; Subcatchment ,,-------------- IMP 2-1 [OUTFALLS] ;;Name ,,-------------- ?OC-2 [DIVIDERS] SWMM5 STORAGE DRAIN LID Process IMP 2-1 Invert Elev. 0 12 0.67 0.4749 0.5 Number Area ou~fall Type 8277 Slage/Table Time Series 0 0 Width 0 Tide Gate NO C 6 InitSatur rromimprv ToPerv Report file 0 100 0 .. ------------------------------------Page 1 - ------------.. --------.. ---------------- ; ;Name ,,-------------- DIV 2-1 [STORAGE] ; ;Name '' -------------- SURF 2-:i. [CONDUITS] ; ;Name BYPASS 2-1 OUM 2-1 [OUTLETS] ; ;Name ,,-------------- 2-1 [XSECTIONS] ; ; Link ,,-------------- BYPASS 2-1 DUM 2-1 [LOSSES] ; ; Link ,,-------------- [CURVES] ; ;Name ,,-------------- OUT 2-1 -OUT 2-1 OUT 2-1 OUT 2-1 OUT 2 ~ 1 OUT 2-1 -OUT 2-1 -OUT 2-1 OUT 2~1 -OUT 2-1 OUT 2-J -OUT 2-1 OUT 2-1 OUT 2-1 OUT 2-1 -O'.JT 2-1 -OUT 2-1 OUT 2-1 OUT 2~1 OUT 2-1 OUT 2-1 -OUT 2-1 OUT 2-1 -OUT 2-1 OUT 2-1 -OUT 2-1 OUT 2-1 -OUT 2-1 OUT 2-1 -OUT 2-1 O;JT 2-1 -OUT 2-1 ~ OUT 2-1 -OUT 2-1 -OUT 2-1 -OUT 2-1 ~ OUT 2-1 - OUT 2-1 OUT 2-1 -OUT 2-1 -OUT 2-1 O;JT 2-1 OUT 2-1 SURf 2-1 -SURF 2-1 SURF 2-1 S\JRF 2-1 -SURF 2-1 -SURF 2-1 SWMM5 Invert Elev. 0 Invert F.lev. -------- In let Node Diverted Link BYPASS 2-1 Max. Depth -------- 3.5 I nit. Depth -------- 0 Outlet Node Post-Dev Input (POC-2) Divider Type CUTOFF Storage Curve ---------- TABULAR Parameters 0.26484 0 Cur•:e Pa rams ---------------- SURF 2~1 Manning Length N 0 -------- Inlet Offset 0 Ponded Area -------- 0 Outlet Offset Evap. Frac. -------- Init. Flow 0 Infiltration Parameters Max. Flow ---------- ---------- -------------------- DIV 2-1 DIV 2-1 Inlet Node SURF 2-1 Shape DUMMY DUMMY Inlet Type ---------- Rating Storage SURF_2-l POC-2 Outlet Node POC-2 Geoml 0 0 Outlet X-Value Average Y-Value 10 10 Outflow Height 0 Geom2 0 0 0.01 0.01 Outlet Type 0 0 TABULAR/HEAD Geom3 Geom4 0 Clap Gate -------------------- 0.000 0. 00 0 0.083 0. 00 5 0 .167 0.010 0.250 0.012 0.333 0.015 0. 41 7 0.017 0.500 0. 0 i 8 0.583 0.020 0.667 0.021 0. 750 0.023 0.833 0. 02 4 0.917 0. 02:) 1 . 000 0. 02 7 J . 08 3 0.326 1.167 0. 8"12 1 . 2 50 1.580 1 . 3 3 3 2.265 1 . 4 J 7 2.675 1. 5 GO 3.030 1.583 3.348 1. 667 3. 637 1.750 3. 905 1. 8 33 4. 156 1.917 4 . 39 3 2.000 4. 61 7 2.083 4. 8 31 2. 167 5.036 2.250 ':>. 232 2. 3 3 3 5. 4 22 2. ~ 1 7 5.605 2.500 5. 7 8 3 2.583 5.955 2.667 6 .122 2. 7 50 6.285 2.833 6.444 2. 91 7 6.598 3.000 6.750 3. 08 3 7. 7 93 3. 167 9. 5 7 4 3.250 11.835 3.333 14.483 3. 41 7 17.466 3.500 20.747 0.00 94 26 0.08 9492 0. 1 7 9558 C.25 9623 0.33 9690 0. 4 2 9756 0 0 Qcoeff/ QT able OUT_2-1 Barrels 0 0 Qexpon Flap Gate NO Page 2 SURF 2-1 SURF 2-1 SURF 2-1 SURF_2-1 SURF 2-1 SURF 2-1 SURF_2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF_2-1 SUR!:'_2-1 SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-l SURF 2-1 SURF 2-1 SURF 2-1 SUR~' 2-1 SURF 2-1 SURF 2-1 s·JRF 2-1 SURF 2-1 SURF 2-: SURF 2-1 SURF 2-1 [TIMESERIESj ; ;Name ; ;-------------- OMA 2-1 DMA 2-1 OMA 2-1 OMA 2-1 OMA 2-: OMA 2-j_ OMA 2-1 DMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 DMA 2-1 DMA 2-1 DMA 2-1 DMA 2-1 DMA 2-1 OMA 2-1 OMA 2-l OMA 2-1 DMA 2-1 OMA 2-1 DMA 2-1 DMA 2-1 OMA 2-1 OMA 2-1 DMA 2-1 DMA 2-1 DMA 2-1 DMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 DMA 2-1 D~A 2-1 DMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 \JMA 2-1 SWMM5 Date ---------- 0.50 0.58 0.67 0.75 0.83 0.92 1 . 00 1 . 08 1 . 1 7 1. 25 1. 33 1 . ,; 2 1 . 5 0 1 . 5 8 1 . 6 7 l . 7 5 1.83 1.92 2.00 2.08 2. 1 7 2.25 2.33 2. 4 2 2. 50 2.58 2.67 2.75 2.83 2.92 3. DO 3.08 3 .17 3.25 3.33 3.42 3.50 Time ---------- 0: 0 :J 0: 01 0:02 0:03 0: 04 0:05 0:06 0:07 0:08 0: 0 <:. 0: 1 D 0: 11 0: 12 0:13 0: 14 0: 1 S 0: 16 0: 1 7 0:18 0: 19 0:20 0:21 0:22 0:23 C: 2 4 0:25 0:26 0:27 0:28 0:29 0:30 C: 31 0:32 0:33 0:34 0:35 0:36 0:37 O: 38 0:39 0:40 0:41 0:42 0:43 0: 4 4 C: 4 ~ Post-Dev Input (POC-2) 9822 9889 9956 10023 10090 10157 10225 10292 10360 l 04 2 8 10496 10565 10633 10702 10771 10840 10909 10979 11048 11118 11188 112 ':,8 11329 113 99 11470 115 41 11612 11683 1::_754 11826 11898 11970 12 04 2 12114 12187 12259 12332 Value ---------- 0.010 0.020 0. 031 0.041 0. 0 ':i l 0.061 0.071 0.081 0.092 0. 1 02 0. 1 G2 0. 1 02 0.102 0. 103 0.103 0. 103 0.103 0. l 03 0.103 0. 1 04 0. 104 0. 104 0.105 0.105 0. 106 0. 106 0. 1 07 0. 1 07 0. 1 07 0. 1 08 0. 108 0. 1 08 0.108 0. 10 9 D. l O 9 0. 109 0. 1 09 0. 109 0. 110 0. 11 0 0. 110 0. 111 0. 11 J 0. 112 0. 112 0. 11 3 Page 3 -----------------------.,, -.. ---- • .. -., ---- --Post-Dev Input (POC-2) -OMA_ 2-1 0:46 0. 113 OMA 2-1 0:47 0. 114 --DMA -2-1 0:48 0. 114 DMA 2-1 0: 4 9 0. 115 - DMA 2-1 0:50 0. 115 --OMA -2-1 0:51 0.115 OMA 2-1 0:52 0.115 --OMA -2-1 0:53 0. 116 DMA 2-1 0:54 0. 116 -OMA 2-1 0:55 0.116 --OMA -2-1 0:56 0. 116 OMA 2-1 0:57 0. 11 7 -OMA 2-1 0:58 0. 11 7 --OMA 2-1 0:59 0,117 - OMA 2-1 1 : 00 0.118 -OMA -2-1 1 : 01 0. 118 -OMA 2-1 l: 02 0. 119 -OMA 2-1 l: 03 0. 120 --OMA 2-1 1: 04 0. 120 - OMA 2-1 1: 0 5 0. 121 -OMA 2-1 l: 06 0. 121 -OMA 2-1 1:07 0.122 - DMA 2-1 1:08 0.122 --DMA 2-1 1:09 0.123 - OMA 2-1 1:10 0.123 - OMA 2-1 1 : 11 0. 12 4 --OMA 2-1 1:12 0. 12 4 - OMA 2-1 1 : 13 0. 12 4 --OMA -2-1 1 : l 4 0. 12 4 OMA 2-1 1: 1 S 0. 12 5 -OMA 2-1 1: 16 0. 12 S --OMA -2-1 1: 17 0.125 OMA 2-1 1: 18 0.126 --OMA -2-1 1 : 1 9 0.126 DMA 2-1 1:20 0. 127 -OMA 2-1 1: 21 0. 127 --OMA -2-1 1 : 22 0. 128 OMA 2-1 1:23 0. 12 9 -OMA 2-1 1 : 2 4 0. 12 9 -OMA 2-1 1 : 2 5 0. 13 0 -OMA 2-1 1 : 2 6 0. 131 - OMA 2-1 1: 27 0. 131 • OMA -2-1 1:28 0.132 -OMA 2-1 l : 2 9 0.133 --OMA 2-1 l: 30 0. 133 -OMA 2-1 1: 31 0. 134 - OMA 2-1 1:32 0. 134 --OMA 2-1 1: 33 0. 134 -OMA 2-1 1 : 34 0. 13:> --OMA 2-1 l: 35 0. 13 5 -OMA 2-1 1 : 36 0. 13 5 - OMA 2-1 1 : 3 7 0. 13 6 --OMA 2-1 1:38 0. 13 6 -OMA 2-1 1:39 0. 137 --OMA -2-1 1:40 0. 137 OMA 2-1 1 : 41 0. 138 -OMA 2-1 1 : 4 2 0.139 --OMA -2-1 1:43 0. 14 0 OMA 2-1 1 : 4 4 0.141 --DMA -2-1 1 : 4 5 0. 14 2 OMA 2-1 1 : 4 6 0. 1 42 -OMA 2-1 1 : 4 7 0. 14 3 --OMA -2-1 1: 4 8 0. 14 4 OMA 2-1 1: 4 9 0. 14 ') OMA 2-1 1:50 0. 14 6 -OMA 2-1 1:51 0. 14 6 -OMA 2-1 1 : 52 0. 14 6 -OMA -2-1 1 : 53 0. 14 7 -OMA 2-1 1 : 5 4 0. 14 7 - OMA 2-1 1 : 5 5 0.148 -DMA -2-1 1 : 5 6 0. J 4 8 -DMA 2-1 1: 57 0. 14 9 -OMA 2-1 1 : 58 0. 14 9 --DMA 2-1 1:59 0.150 - OMA 2-1 2:00 0. 151 --OMA -2-1 2:01 0. 152 DMA 2-1 2:02 0. 153 -DMA 2-1 2:03 0. 15 4 --OMA 2-1 2: 0 4 0. 15 5 - DMA 2-1 2: 0 5 0. 15 6 --DMA -2-1 2:06 0.157 DMA 2-1 2:07 0.158 -OMA 2-1 2:08 0. 160 --OMA -2-1 2:09 0. 161 DMA 2-1 2: 1 0 0. 161 -OMA -2-1 2: ::.1 0. 162 OMA 2-1 2: 12 0. 162 --SWMMS Page4 - • Post-Dev Input (POC-2) .. DMA -2-1 2:13 0. 163 • OMA 2-1 2:14 0. 164 -DMA 2-1 2: 15 0. 164 .. OMA 2-1 2: 16 0. 165 -OMA 2-1 2: 1 7 0.166 - OMA -2-J 2: 18 0,166 • OMA 2-1 2: 19 0. 167 -OMA -2-1 2: 2 0 0. 168 • DMA 2-1 2:21 0. 1 70 - DMA 2-J 2:22 0. 1 71 - OMA 2-1 2:23 0. 17 3 --OMA 2-J 2:24 0. 174 - OMA 2-1 2:25 0. 176 - OMA 2-J 2:26 0. 1 77 -- DMA 2-J 2:27 0. 178 - DMA 2-1 2: 2 8 0. 18 0 - OMA 2-1 2:29 0.181 --OMA 2-1 2: 30 0. 18 2 -OMA 2-1 -2:31 0. 18 3 .. OMA 2-1 2:32 0. 18 4 -DMA 2-1 2: 33 0. 18 5 -OMA 2-1 2: 34 0. 18 6 --OMA 2-1 2:35 0. 18 6 - DMA -2-1 2:36 0. 1 87 • DMA 2-1 2:37 0. 18 8 DMA 2-J 2: 38 0. 18 9 - OMA -2-1 2: 3 9 0. 190 -OMA 2-1 2: 4 0 0. 192 - OMA -2-1 2: 41 0. 1 94 .. DMA 2-1 2:42 0. 196 DMA 2-1 2:43 0. 198 OMA -2-1 2:44 0.200 -OMA 2-1 2:45 0.202 -OMA -2-J 2:46 0.204 .. DMA 2-J 2; 4 7 0.206 -OMA 2-1 2:48 0. 209 -OMA 2-1 2: 4 9 0. 211 --OMA 2-1 2:50 0. 212 - OMA 2-J 2:51 0.213 - DMA 2-1 2:52 0. 214 -- DMA 2-1 2:53 0. 216 DMA 2-1 2:54 0.217 - DMA 2-) 2:55 0. 218 -- OMA 2-1 2:56 0. 220 OMA 2-J 2: 5'7 0.221 --DMA 2-1 2:58 0. 222 - OMA 2-1 2: 5 9 0. 2 2 3 -fl MA 2-1 3:00 0.227 --OMA 2-J 3:01 0.230 DMA -2-J 3:02 (J. 2 33 -OMA 2-1 3:03 0.236 -DMA 2-1 3:04 0. 2 4 0 - DMA -2-J 3:05 0. 2 4 3 -OMA 2-1 3: 06 0.246 -DMA -2-1 3:07 0.249 -OMA 2-1 3:08 0. 2 5 3 - DMA 2-1 3:09 0.256 -OMA -2-1 3, 10 0. 2 58 .. OMA 2-1 3: 11 0.260 - OMA 2-1 3:12 0. 263 - DMA 2-J 3: 13 0.265 ... -OMA 2-l 3:14 0.267 - DMA 2-J 3: 15 0. 269 .. -OMA 2-J 3: 16 0.271 -DMA 2-J 3: 1 7 0.273 -DMA 2-1 3:18 0.275 -· - DMA 2-1 3: 1 9 0.278 - OMA 2-1 3:20 0.284 - OMA 2-1 3:21 0. 290 -- OMA 2-1 3:22 0.296 -OMA 2-l 3:23 0.302 -- DMA 2-1 3:24 0. 3 0 fl - DMA 2-1 3:25 0. 315 - OMA 2-1 3:26 0. 321 --DMA 2-1 3:27 0. 32 7 -DMA -2-J 3:28 0. 33 3 .. OMA 2-1 3: 2 9 0.339 - DMA 2-1 3:30 0. 3 4 4 - OMA -2-1 3: 3] 0.349 -OMA 2-1 .1: 32 0. 3 53 -DMA -2-1 3:33 0.358 -OMA 2-1 3:34 0.363 -DMA 2-1 3:35 0.368 - DMA -2-l 3: 3 6 0. 372 -OMA 2-1 3:37 0.377 -DMA 2-1 3:38 0.382 --OMA 2-J 3: 3 9 0.366 --SWMM5 Page 5 • --Post-Dev Input (POC-2) -DMA 2-1 3: 4 0 0. 4 0 S -OMA 2-1 -3: 41 0. 4 23 -OMA -2-1 3: 4 2 0. 4 41 OMA 2-1 3:43 0.459 DMA 2-1 3:44 0.477 -.. OMA -2-1 3:45 0. 4 95 DMA 2-1 3:46 0.513 --OMA -2-1 3: 4 7 0. 531 OMA 2-1 3: 4 8 0. 54 9 -OMA 2-1 3: 4 9 0.567 -• OMA -2-1 3:50 0.584 DMA 2-1 3:51 0.600 -DMA 2-1 3:52 0.616 --OMA 2-1 3:53 0.633 - OMA 2-1 3:54 0.649 - OMA -2-1 3:55 0.665 -OMA 2-1 3:56 0.681 - OMA 2-1 3:57 0.698 --DMA 2-1 3:58 0. I l 4 - DMA 2-1 3:59 0.730 - OMA 2-1 4:00 0. 95 4 --OMA 2-1 4 : 01 1 . 178 -DMA 2-1 4 : 02 1.402 --OMA -2-1 4:03 1 . 626 OMA 2-1 4:04 1.850 -OMA 2-1 4:05 2. 07 4 -• OMA 2-1 4:06 2.298 -OMA 2-1 4 : 07 2.522 --OMA -2-1 4:08 2. 7 4 6 OMA 2-1 4 : 09 2.970 -DMA 2-1 ~: 1 0 2.715 --OMA -2-1 4: 11 2.460 OMA 2-1 -4: 12 2. 20'.;, -OMA -2-1 4: 13 1 . 95 0 OMA 2-1 4 : 14 1 . 695 - DMA 2-1 -4 : 15 1 . 4 4 0 -DMA -2-1 4 : 16 1 . 185 OMA 2-1 4: 1 7 0. 930 -DMA -2-1 4: 18 0.675 -OMA 2-1 4: 19 0. 42 0 -OMA 2-1 4:20 0.409 -OMA 2-1 4 : 21 0.397 .. • OMA 2-1 4 : 22 0.386 -OMA 2-1 4 : 2 3 0. 3·14 --OMA 2-1 ~ : 2 4 0. 362 -OMA 2-1 4: 25 0.351 -DMA 2-1 4:26 0.339 --DMA 2-] 4 : 27 0.328 - DMA 2-1 4 : 2 8 0.316 --DMA -2-1 4 : 2 9 0.305 OMA 2-1 4: 3 0 0. 2 98 - DMA 2-1 4: 31 0. 2 91 -DMA 2-1 4:32 0.285 DMA 2-1 -4 : 33 0.278 -DMA -2-1 4 : 34 0.271 OMA 2-1 4 : 35 0.265 - DMA 2-1 ~: 3 6 0.258 --OMA -2-1 4: 37 0.252 OMA 2-1 4:38 0. 24 5 -OMA -2-1 4 : 39 0.238 -DMA 2-1 4 : 4 0 0.234 -OMA 2-1 4 : 41 0.231 --OMA -2-1 4: 4 2 0.227 DMA 2-1 4:43 0.223 -OMA 2-1 4 : 4 4 0. 219 --OMA 2-1 4 : 4 5 0.215 - OMA 2-1 4 : 4 6 0.211 -DMA 2-1 4: 4 7 0.207 -OMA -2-1 4:48 0. 2 03 DMA 2-1 4:49 0. 2 00 -DMA -2-1 4:50 0. 197 DMA 2-1 4:51 0. 194 -DMA 2-1 4 : 52 0. 192 -OMA 2-1 4: ':,3 0.189 -OMA 2-1 4:54 0. 18 7 --DMA -2-1 4:55 0. 18 4 OMA 2-1 4 : 56 0. 181 -OMA 2-1 4 : 5 7 0. 179 --DMA -2-1 4 : 5 8 0.176 OMA 2-1 4: 5 9 0. 174 --OMA -2-1 5:00 0. l 7 2 OMA 2-1 5:01 0. 170 - DMA 2-1 -5:02 0. 168 -DMA -2-1 5:03 0. 166 DMA 2-1 -5:04 0. l 64 DMA -2-1 5:05 0. 162 -OMA 2-1 5:06 -0. 16 l -SWMM5 Page6 - DMA_2-] DMA_2-l DMA_2-'.. DMA 2-1 DMA_2-1 DMA 2-1 DMA_2-J DMA_2-l DMA_2-l DMA_2-J DMA 2-1 DMA 2-J DMA_2-l DMA_2-l DMA 2-1 DMA_2-1 DMA 2-1 DMA 2-1 DMA 2-1 DMA 2-1 DMA 2-1 DMA 2-1 DMA 2-1 DMA_2-1 OMA 2-1 OMA 2-1 OMA 2-1 OMA 2-1 DMA_2-1 DMA_2-1 DMA __ 2-1 DMA_2-'.. DMA 2-1 DMA_2-1 DMA 2-J DMA_2-1 DMA 2-1 DMA 2-1 OMA 2-1 DMA_2-1 DMA_2-1 OMA 2-1 DMA 2-1 DMA_2-'.. DMA __ 2-1 OMA 2-1 DMA 2-1 DMA_2-J DMA_2-l DMA_2-1 DMA 2-1 DMA 2-1 DMA 2-1 DMA_2-1 OMA 2-1 DMA_2-l DMA_2-1 DMA_2-l DMA 2-1 DMA 2-1 DMA_2-1 DMA 2-1 OMA 2-1 DMA 2-1 OMA 2-BYPASS DMA_2-BYPASS DMA_2-BYPAS5 DMA 2-BYPASS OMA 2-BYFASS DMA_2-BYPASS OMA 2-BYPASS OMA 2-BYPASS DMA_2-BYPASS DMA __ 2-BYl"ASS DMA_2-BYPASS DMA 2-BYPASS OMA 2-BYPASS DMA-2-BYPASS DMA_2-BYPASS OMA 2-BYPASS DMA_2-BYPASS DMA 2-BYPASS DMA_2-BYPASS DMA_2-BYPASS DMA 2-BYPASS DMA_2-BYPASS SWMM5 5:07 5: 08 5:09 5:10 5: 11 5:12 5:13 5: 14 S: 15 5:16 S: 1 7 5: 18 5: 19 5: 20 5:21 S: 22 5:23 5:24 5:25 5:26 5:27 5:28 5:29 5:30 5:31 5:32 5:33 5:34 :; : 35 CJ: 3 6 5:37 5:38 5:39 5:40 5: 41 5:42 5:43 5:44 5: 4 5 5:46 5: 4 ·1 5:48 5: 4 9 5:50 5:51 5:52 ;J: 53 :, : 5 4 5: s:, 5:56 5: 5"/ :, : 5 B S:59 6:00 6: O l 6:02 6:03 6:04 6:05 6:06 6:07 6:08 6:09 6: 10 0:00 0:01 G:02 0:03 0:04 0:05 0:06 0:07 0:08 0:09 0: l 0 0: j 1 0: 12 0: 13 0:14 0: 15 0: 16 0: 1 ·1 O: 1 B 0:19 0: 2 0 0:21 Post-Dev Input (POC-2) 0.159 0. 15 7 0. 15 5 0. 154 0.152 0. 151 0.149 0. 14 8 0. 14 6 0. 14 5 0. 14 4 0. 14 2 0. 141 0. 14 0 0. 13 B 0. 137 0.136 0.135 0.1J4 0.133 0. 132 0. 130 0. 12 9 0. 12 8 0. 12 7 0. 12 6 0.126 0. 12 5 0. 12 4 0.123 0. 122 0. 121 0. 12 0 0.119 0. 11 8 0.115 0. 11 7 0.116 0.115 0.115 0. 114 0. 113 0. 112 0. l 12 0. ~ 11 0. 11 0 0. 11 C 0.109 0. 108 0.1013 0. 1 07 0. 106 0.106 0.095 0.085 0.074 0.063 0.053 0.042 0.032 0.021 0. 011 0.000 0.00Q 0.006 0. 011 0.017 0.023 0. 02 8 0.034 0.040 0. 04 5 0.051 0. 0 5 7 0. 057 0.057 0.057 0. 0 5 7 0.057 0. 05 7 0.057 0.057 0.057 0. 058 0.058 0.058 .. • ---• ---... -------.. ---.. ---.. ---------- • Page 7 ., --Post-Dev Input (POC-2) -OMA 2-BYPASS 0:22 0. 05 8 -OMA 2-BYPASS 0:23 0.058 -DMA 2-BYPASS 0:24 0.059 OMA 2-BYPASS 0:25 0.059 DMA 2-BYPASS 0:26 0.059 -DMA -2-BYPASS 0:27 0.059 OMA 2-BYPASS 0:28 0.060 --OMA -2-BYPASS 0:29 0. 0 60 DMA 2-BYPASS 0:30 0.060 -DMA 2-BYPASS 0: 31 0.060 -DMA -2-BYPASS 0:32 0.060 DMA 2-BYPASS 0: 3 3 0.060 OMA 2-BYPASS 0:34 0.060 -DMA 2-BYPASS 0:35 0.061 DMA 2-BYPASS 0:36 0.061 - DMA -2-BYPASS 0:37 0.061 -DMA 2-BYPASS 0:38 0.061 DMA 2-BYPASS 0:39 0. 0 61 -DMA 2-BYPASS 0: 4 0 0.061 OMA 2-BYPASS 0:41 0.062 DMA 2-BYPASS 0:42 0.062 --OMA 2-BYPASS 0:43 0.062 OMA 2-BYPASS 0:44 0.062 --DMA 2-BYPASS 0:45 0.063 - OMA 2-BYPASS 0: 4 6 0.063 OMA 2-BYPASS 0: 4 7 0.063 -DMA 2-BYPASS 0: 4 8 0. 0 63 DMA 2-BYPASS 0:49 0. 064 .. DMA -2-BYPASS 0:50 0.064 OMA 2-BYPASS -0:51 0.064 OMA 2-BYPASS 0:52 0.064 -DMA 2-BYPASS 0:53 0.064 DMA 2-BYPASS 0:54 0.064 DMA 2-BYPASS 0:55 0.065 -DMA 2-BYPASS 0:56 0.065 DMA 2-BYPASS 0:57 0.065 --DMA -2-BYPASS 0:58 0.065 DMA 2-BYPASS 0:59 0.065 DMA -2-BYPASS 1 : 00 0.065 -DMA 2-BYPASS 1 : 01 0.066 OMA 2-BYPASS -1:02 0. 0 66 OMA 2-BYPASS 1: 03 0.066 -DMA 2-BYPASS 1:04 0.067 DMA 2-BYPASS 1:05 0.067 --OMA 2-BYPASS 1:06 0.067 DMA 2-BYPASS 1 : 0 7 0.068 -OMA 2-BYPASS 1 : 08 0. 0 68 -OMA ?-BYPASS 1: 0 9 0. 0 68 DMA 2-BYPASS 1: 1 0 0.068 ... DMA 2-BYPASS 1: 11 0.069 OMA 2-BYPASS 1 : 12 0.069 DMA 2-BYPASS 1 : 13 0.069 --DMA 2-BYPASS 1 : 14 0.069 -OMA 2-BYPASS 1 : 15 0.069 -OMA -2-BYPASS 1 : 16 0. 0 69 DMA 2-BYPASS I : l 7 (). 070 - DMA 2-BYPASS 1: 18 0.070 -OMA 2-BYPASS 1:19 0.070 DMA 2-BYPASS 1 : 2 0 O. 07 C -DMA 2-BYPASS 1 : 21 0.07] -DMA 2-BYPASS 1: 22 0.071 OMA 2-BYPASS 1: 2 3 0.072 --OMA 2-BYPASS 1 : 24 0.072 DMA 2-BYPASS 1: 25 0. 07 2 - DMA -2-BYPASS 1: 2 6 0. 07 3 .. DMA 2-BYPASS 1 : 2 7 0. 07 3 -OMA 2-BYPASS 1 : 2 8 0.073 OMA -2-BYPASS 1: 2 9 0.074 -DMA 2-BYPASS 1:30 0. 07 4 OMA 2-BYPASS 1 : 3 l 0. 07 4 --OMA 2-BYPASS 1:32 0. 07 4 - OMA 2-BYPASS 1 : 3 3 0.075 DMA 2-BYPASS 1 : 3 4 0.075 -OMA ?-BYPASS 1: 3 5 0. 075 -DMA 2-BYPASS -1:36 0.075 -OMA 2-BYPASS 1 : 3 7 0.075 OMA 2-BYPASS 1:38 0.076 OMA 2-BYPASS 1 : 3 9 0. 07 6 -OMA 2-BYPASS 1 : 4 0 0.076 OMA 2-BYPASS 1 : 4 1 0.077 -OMA -2-BYPASS 1:42 0.077 DMA 2-BYPASS 1 : 4 3 0. 07 8 DMA 2-BYPASS 1 : 4 4 0. 07 8 -DMA -2-BYPASS 1 : 4 5 0. 07 9 DMA 2-BYPASS 1: 4 6 0.079 DMA -2-BYPASS 1: 4 7 0.080 -DMA 2-BYPASS 1 : 4 8 0.080 -SWMM5 -Page 8 -Post-Dev Input (POC-2) • OMA 2-BYPASS 1 : 4 9 0.081 -OMA 2-BYPASS 1: 50 0. 0 B 1 -OMA -2-BYPASS 1:51 0.081 -OMA 2-BYPASS l: 52 0.081 - OMA 2-BYPASS 1 : :"13 0,082 - DMA 2-BYPASS 1:54 0.082 -OMA 2-BYPASS l: 55 0. 082 - DMA -2-BYPASS l: 5 6 0, 082 -DMA 2-BYPASS 1 : 57 0.083 DMA 2-BYl?ASS 1:58 0.083 DMA 2-BYPASS 1:59 0.083 -DMA 2-BYPASS 2:00 0. 08 4 - OMA 2-BYPASS 2:01 0. 08 4 -DMA 2-BYPASS 2:02 0.085 --OMA 2-BYPASS 2:03 0.086 DMA 2-BYPASS 2: 04 0. 0 8 6 -DMA 2-BYPASS 2:05 0. 087 -- DMA 2-BYPASS 2:06 0. 08 7 - OMA 2-BYPASS 2:07 0.088 --DMA 2-BYPASS 2:08 0.089 DMA 2-BYPASS 2:09 0. 0 8 9 OMA 2-BYPASS 2: 1 0 0.090 --DMA 2-BYPASS 2: 11 0.090 DMA 2-BYPASS 2: 12 0. 0 90 -DMA_ 2-BYPASS 2: 13 0.091 DMA 2-BYPASS 2: 1 4 0.091 -DMA 2-BYPASS 2:15 0.091 -DMA 2-BYPASS 2: 16 0.092 DMA -2-BYPASS 2: 1 7 0.092 -DMA_ 2-BYPASS 2: 18 0. 0 92 DMA 2-BYPASS 2:19 0.093 - DMA -2-BYPASS 2:20 0.093 -DMA 2-BYPASS 2:21 0.094 DMA -2-BYPASS 2:22 0. 0 95 -DMA 2-BYPASS 2:23 0.096 - DMA 2-BYPASS 2:24 0.097 - DMA 2-BYPASS 2:25 0. 0 98 -DMA 2-BYPASS 2:26 0. 0 98 -OMA 2-BYPASS 2:27 0.099 -OMA 2-BYPASS 2:28 0.100 -OMA 2-BYPASS 2:29 0. l O 1 DMA 2-BYPASS 2: 30 0. 1 :J 1 -2-BYPASS -OMA 2: 3 l 0. l 02 -DMA 2-BYPASS 2:32 0. 102 DMA 2-BYPASS 2:33 0. l 03 .. DMA 2-BYPASS 2: 34 0. l 03 -DMA 2-BYPASS 2:35 0. 104 -DMP. 2-BY?ASS 2: 3 G 0. 104 --OMA 2-BYPASS 2:37 0. 1 01; DMA 2-BYfASS -2:38 0 .1 ()'.;, .. DMA 2-BYPASS 2:39 0. 1 06 OMA 2-BYPASS 2:4U 0. 1 07 -DMA 2-BYPASS -2: ~ l 0. 108 .. DMA 2-BYPASS 2: 4.? 0. 109 - DMA 2-BYPASS 2:43 0.110 .. DMA 2-BYPASS 2:44 0. 111 OMA 2-BYPASS 2:45 0. 112 DMA -2-BYt'ASS 2: 4 b 0. 114 -DMA 2-BYPASS 2: 4 7 0. 115 -OMA 2-BYPASS 2: 4 8 0.116 -OMA 2-BYPASS 2:49 0. l 1 7 .. - OMA 2-BYPASS 2:50 0. 118 DMA_ 2-BYPASS 2 : 51 0.118 -DMA 2-BYPASS 2:52 0. 119 - DMA 2-BYPASS 2:~3 0. 120 -DMA 2-BYPASS 2:54 0. 121 --OMA 2-BYPASS 2 : 55 0. 121 OMA 2-BYFASS 2:56 0. 122 - OMA I-BYPASS 2:57 0. l 2 3 -DMA 2-BYPASS 2:58 0.123 -llMA 2-BYPASS 2:59 0.124 -OMA 2-BYPASS 3:00 0. 12 6 DMA 2-BYPASS 3: 0: 0. 12 8 -OMA 2-BYPASS 3:02 0.130 --DMA 2-BYPASS 3:03 0. 131 -OMA 2-BYPASS 3:04 0.133 .. , DMA 2-BYPASS 3:05 0.135 DMA 2-BYPASS 3:06 0.137 OMA 2-BYPASS 3:07 0. 139 --OMA 2-RYPASS -, : 08 o.:4o DMA 2-BYPASS 3:09 0. 14 2 •· DMA 2-BYPASS 3: 1 0 0.143 - DMA 2-BYPASS 3: 1 l 0. 1 4 '; -DMA -2-BYPASS 3: 12 0. 1 4 6 -OMA 2-BYPASS 3: 13 0. 14 7 -DMA 2-BYPASS 3: 14 0. ~ 4 8 OMA 2-BYPASS 3: 15 0. 14 9 .. -SWMM5 Page 9 ., --Post-Dev Input (POC-2) -DMA 2-BYPASS 3:16 0. 151 DMA 2-BYPASS 3:17 0. 152 --DMA -2-BYPASS 3: 18 0. 153 DMA 2-BYPASS 3: 19 0. 154 DMA 2-BYPASS 3:20 0. 158 --OMA -2-BYPASS 3:21 0. 161 DMA 2-BYPASS 3:22 0. 165 -OMA 2-BYPASS 3:23 0. 168 DMA 2-BYPASS 3:24 0. 1 7 l -DMA 2-BYPASS 3:25 0. 1 7 5 -OMA 2-BYPASS 3:26 0. 178 DMA 2-BYPASS 3:27 0. 182 -DMA 2-BYPASS 3:28 0. 18 5 --DMA 2-BYPASS 3: 29 0. 18 9 -DMA 2-BYPASS 3:30 0. 1 91 - DMA 2-BYPASS 3: 31 0. 194 -DMA -2-BYPASS 3:32 0.196 -DMA 2-BYPASS 3:33 0.199 -DMA 2-BYPASS 3: 3 4 0. 2 02 - DMA 2-BYPASS 3:35 0. 2 0 4 -DMA 2-BYPASS 3:36 0.207 -DMA 2-BYPASS 3: 37 0.209 DMA 2-BYPASS 3:38 0.212 --DMA -2-BYPASS 3: 3 9 0. 215 DMA 2-BYPASS 3:40 0.225 -DMA 2-BYPASS 3:41 0.235 -OMA 2-BYPASS 3:42 0. 24 ':, DMA 2-BYPASS 3:43 0.255 --DMA -2-BYPASS 3: 4 4 0. 2 65 DMA 2-BYPASS 3:45 0. 275 - OMA 2-BYPASS 3: 4 6 0.285 -DMA 2-BYPASS 3:47 0. 2 95 DMA 2-BYPASS 3:48 0. 3 05 --OMA 2-BYPASS 3: 4 9 0.315 OMA 2-BYPASS 3:50 0.333 DMA 2-BYPASS 3:51 0.351 -DMA 2-BYPASS 3:52 0. 3 68 DMA 2-BYPASS 3:53 0.386 -DMA 2-BYPASS 3:54 0. 4 04 -.. DMA 2-BYPASS 3:55 0. 4 21 -DMA 2-BYPASS 3:56 0.439 -DMA 2-BYPASS 3:57 0. 4 5 7 -OMA 2-BYPASS 3:58 0.474 -OMA 2-BYPASS 3:59 0. 4 92 -DMA 2-BYPASS 4 : co 0. 5 95 - OMA 2-BYPASS 4 : 01 0.698 DMA 2-BYPASS 4 : 02 0.801 -DMA 2-BYPASS 4 : 0 3 0.9C3 DMA 2-BYPASS 4 : 0 4 1 . 0 0 fi -DMA 2-BYPASS 4 : 05 1 . 109 OMA 2-BYPASS 4 : 0 6 1 . 212 -DMA 2-BYPASS 4: 07 l.315 -DMA 2-BYPASS 4:08 l. 418 DMA 2-BYPASS 4:09 1. 520 -DMA 2-BYPASS 4 : 10 l. 396 DMA 2-BYPASS 4 : 11 1 . 2 7 2 DMA 2-BYPASS 4 : 12 l . 14 7 --DMA -2-BYPASS 4 : 13 1. 02 3 DMA 2-BYPASS 4 : 14 0.899 -DMA -2-BYPASS 4 : 15 0. 77 4 -OMA 2-BYPASS 4 : 16 0. 65 0 -OMA 2-BYPASS 4 : 1 7 0. 52 6 -OMA -2-BYPASS 4 : 1 B 0.401 DMA 2-BYPASS 4 : 1 9 0.277 - DMA 2-BYPASS 4:20 0.266 -DMA 2-BYPASS 4: 21 0.255 -DMA 2-BYPASS 4:22 0. 2 4 5 OMA 2-BYPASS 4 : 2 3 0. 2 34 -OMA 2-BYPASS 4 : 2 4 0. 22 3 OMA 2-BYPASS 4 : 2 5 0. 212 .. OMA 2-BYPASS 4 : 2 6 0.201 DMA 2-BYPASS 4 : 27 0. 191 -DMA 2-BYPASS 4: 2 8 0. 180 --DMA 2-BYPASS 4:29 0. 169 DMA 2-BYPASS 4: 30 0.166 -DMA -2-BYPASS 4:31 0. 162 OMA 2-BYPASS 4:32 0. 1 58 -DMA 2-BYPASS 4 : 33 0. 154 -OMA 2-BYPASS 4 : 3 4 0. l 51 OMA 2-BYPASS 4 : 3 5 0. l 4 7 -OMA 2-BYPASS ~ : 3 6 0.143 OMA 2-BYPASS 4 : 37 0. 140 DMA 2-BYPASS 4 : 3 8 0. I 3 6 -DMA -2-BYPASS 4:39 0.132 OMA 2-BYPASS 4:40 0.130 OMA -2-BYPASS 4: 41 0. 12 8 -2-BYPASS 4:42 DMA 0. 126 --SWMM5 Page 10 - -Post-Dev Input (POC-2) - OMA 2-BYPASS 4 : 4 3 0. 124 -DMA 2-EYPASS 4:44 0.122 -OMA 2-BYPASS 4:45 0. 119 --OMA 2-BYPASS 4 : 4 6 0. 11 7 OMA 2-BYPASS 4:47 0.115 -OMA 2-BYPASS 4:48 0. 113 -DMA 2-BYPASS 4:49 0. 111 -DMA 2-BYPASS ,; : 50 0.109 -DMA 2-BYPASS 4 : 51 0. 10 8 OMA 2-BYPASS 4 : S2 0. l 07 -DMA 2-BYPASS 4:53 0.105 -- DMA 2-BYPASS 4:54 0. 1 04 - DMA 2-BYPASS 4:55 0. 102 DM!i. -2-BYPASS 4: 5 6 0. 10 l -OMA 2-BYPASS 4 : 5 7 0.099 -DMA 2-BYPASS 4 : 5 8 0.098 -OMA 2-BYPASC, 4 : 59 0.097 DMA 2-BYPASS 'J:00 0.095 OMA 2-BYPASS 5:01 0.094 --DMA 2-BYPASS 5:02 0.093 -DMA 2-BYPASS 5:03 0.092 ~MA 2-BYPASS 5:04 0.091 -- OMA 2-BYPASS 5:05 0. 0 90 OMA 2-BYPASS 5:06 0.089 .. -OMA 2-BYPASS 5:07 0. 08 8 -DMA 2-BYPASS 5:08 0. 08 7 OMA 2-BYPASS 5:09 0.086 -OMA 2-BYPASS 5: 1 0 0.085 -OMA 2-BYPASS 5: 11 0.085 .. DMA 2-BYPASS ':,: 12 0.084 -DMA 2-BYPASS 5:13 0.083 - OMA 2-BYPASS 5: 14 0.082 --DMl~ 2-BYPASS 5: l ':i 0. 08 J -DMA 2-BYPASS -5: 16 0. 081 -DMA 2-BYPASS 5:17 0.080 -DMA 2-BYPASS 5: 18 0. 07 9 OMA 2-BYPASS 5: 19 0. 07 8 --DMA 2-BYPASS 5:20 0. 07 8 OMA 2-BYPASS 5:21 0.077 DMA 2-BYPASS 5:22 0.076 -DMA 2-BYPASS 5:23 0.076 OMA -2-BYPASS 5:24 0.075 -DMA 2-BYPASS 5:25 0. 07 4 DMA 2-BYPASS 5:26 0.074 -LMA 2-BYPASS 5:27 0.073 -- OMA 2-BYPASS 5:28 0.072 DMA -2-BYPASS 5:29 0.072 OMA 2-BYPASS 5:30 0. 0 71 -DMA 2-BY?ASS S: 31 0. 071 DMA 2-BYPASS 5:32 0.070 -DMA 2-BYPASS 5:3? 0.070 -DMA 2-BYPASS 5:34 0.069 - OMA 2-BYPASS 5:35 0.069 ., -OMA 2-BYPASS 5: 3 6 0. 0 6e' - OMA 2-BYPASS 5: 37 0. 068 .. DMA 2-BYPASS 5: 3 8 G. 0 67 - DMA )-BYPASS 5:39 0.067 - CMA 2-BYPASS .'J: 4 0 0.066 -- DMA 2-BYPASS 5: 41 0.066 -Dt-:A 2-BYPASS 5: 4 2 0. 0 fi 5 .. OMA 2-BYPASS 5:43 0.065 -OMA 2-BYl'ASS 5:44 0. 0 6':, OMA 2-BYPASS 5:45 0.064 -OMA 2-BYPASS 5:46 0. 064 OMA 2-BYPASS 5:.; 7 G.063 DMA 2-BYPASS 5: 4 8 0.063 .. DMA 2-BYPASS 5: 4 9 0.062 -DMA 2-BYPASS -5:50 0.062 -DMA 2-BYPASS 'J: 51 0.062 DMA 2-BYPASS 5:52 0. 0 61 OMA 2-BYPASS 5:53 0.061 -OMA 2-BYPASS 5: 54 0. 061 - OMA -2-BYPASS 5:55 0.060 DMA 2-BYPASS ~:S6 0. 06'.) -DMA 2-BYPASS 5:57 0.059 DMA 2-BYPASS 5:58 0.059 .. - DMA 2-BYPASS 5:59 0. 0 5 9 - OMA 2-BYPASS 6:00 0.053 OMA 2-BYPASS 6:Gl 0.047 -OMA 2-BYPASS 6:02 :J. 0 41 OMA 2-BYPASS 6:03 0.035 .. - OMA 2-BYPASS 6: D 4 :J. 02 9 DMA 2-BYPASS 6:05 0.023 -DMA 2-BYPASS 6:06 0. 018 -DMA 2-BYPASS 6:07 0.012 -DMA 2-RYPASS 6:08 0.006 .. UMA 2-BYPASS 6:09 0.000 -.. SWMM5 Page 11 .. -... -------.. -.. -.. -... ---... -... --------.. --.. ---- DMA_2-BYPASS LID RAIN LID_RAIN [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] 6: 1 0 0 6:00 Post-Dev Input (POC-2) 0.000 0 0 DIMENSIONS 110.559 4920.830 791,082 5718.627 Units None [COORDINATES] ; ;Node '' -------------- POC-2 DIV_2-l SURF 2-1 [VERTICES J ; ; Link . '-------------- [Polygons] ; ;Sllbcatchment ,,-------------- DMA_2-1 OMA 2-1 DMA_2-BYPASS IMP 2-1 [SYMBOLS] ; ;Gage X-Coord 756.643 756.944 260.236 X-Coord X-Coord 756.643 756.643 251.371 756.643 X-Coord Y-Coord 4963.675 5245.370 5245.858 Y-Coord Y-Coord 5641.802 5641.802 5058.228 '.i445. 308 Y-Coord OMA 2-1 608.902 5631.460 DMA_2-BYPASS 123.081 5053.568 l.ID_RAIN 608.902 5433.488 SWMM5 Page 12 POST-DEV (POC-3) file £dit :.-e,vject Report look Win-J:!elp 11 [l llil • 111 litb" 1 ?J I 1{1 t:1, Ii Lit 11111 ~ ~ ~ i1r~ i'.l: +"' , )::( s, · Data Map -----------------. -------· ,----·--· I -----'==="'===,9 Title/Notes nJ Options rt'4ii1 Climatology 0 ~1-IIDl!J 'v ffi Hydlauks ;_t) Quaity <:> 1±) Curves ~ Time Series Time Patterns Map Labels (j' ~ 0 ®1 T; ' l__ ---~--1 --------- + --ti • • ~i _J DMA 3-BYPASS -121 Ai.ao-length Off • I Offsets: Depth DMA 4-1 ~ LID RAIN ~ DMA 4-1 ' - IMP 4-1 ' - SURF_4-1 D1V_4-1 --------. DMA 3-BYPASS ·---~-- DMA 5-1 ' - MP 5-1 ' - DMA 5-1 ~ DIV _5-1 SURF _5-1 ~'-----• ---- • ---.. .. -.. ----------- -------.. -.. - .. -----.. -------.. -----.. -----.. ------------ [TITLE] [OPTIONS] FLOW UNITS INFILTRATION FLOW ROUTING START DATE START TIME REPORT START DATE REPORT_START TIME END DATE END TIME SWEEP_START SWEEP END DRY DAYS REPORT STEP WET STEP DRY STEP ROUTING_STEP ALLOW_PONDTNG INERTIAL DAMPING VARIABLE_STEP CFS GREEN AMPT KINWAVE 01/01/2000 00:00:00 01/01/2000 00:00:00 01/01/2000 12:00:00 01 /01 12/31 0 00:01:00 00:01:00 00:01:00 0:01:00 NO PARTIAL 0.75 LENGTHENING STEP 0 MIN SURFAREA 0 NORMAL FLOW LIMITED BOTH SKIP_STEADY_STATE NO FORCE MAIN EQUATION H-W LINK OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ;;Type Parameters ,,---------- Post-Dev Input (POC-3) MONTHLY DRY ONLY 0.041 0.076 0.118 0.192 0.237 0.318 0.308 0.286 0.217 0.14 NO [RAINGAGESj Rain Time ; ;Name Type Intrvl ,,----------------------- OMA 4-1 INTENSITY 0:01 OMA 5-1 INTENSITY 0:01 OMA ]-BYPASS INTENSITY 0:01 LID RAIN INTENSITY 6:00 - [ SUBCATCHMENTS] ; ;Name Rai ngage ---------------- Snow Catch 1. () 1. 0 1. 0 1 . 0 Outlet Data Source TIMESERIES DMA 4-1 TIMESERIES DMA 5-1 TIMESERIES DMA_3-BYPASS TIMESERIES LCD RAGE Total Pent. Area Irnperv ---------------- Pent. Width Slope 0.067 0.041 Curb Snow Length Pack ,,-------------------------------------- ---------------- OMA 4-1 OMA 4-1 IMP 4-1 '!. 9:3 8 100 345789 1.1 0 DMA 5-1 OMA 5-1 IMP 5-1 J • 4 31 100 62328 3. 5 -DMA 3-BYPASS DMA 3-BYPASS POC-j 26.612 100 1]59197 18.6 0 IMP 4-1 110 RAIN DIV -4 -1 0.166506 0 10 0 -IMP 5-1 LID RAIN DJV 5-1 0.0:32140 0 10 0 - L SUBAREAS] ; ; Subcatchrner:t N-Irnperv N-Perv S-Irnperv S-Perv Pct Zero RouteTo PctRoutea ,,------------------------ -------------------- -------------------- --------------------OMA 4-1 0. 012 0.05 0 0. 1 25 OUTLET OMA 5-1 0.012 0.05 0 0. 1 25 OUTLET OMA 3-BYPASS 0.012 0.05 0 0. 1 25 OUTLET -IMP 4-1 0.012 0.05 0.02 0. 1 25 OUTLET -IMP 5-1 0. 012 0.05 0.02 0. 1 25 OUTLET [ INF'ILTRATIONJ ; ;Subcatchrnent s~ction HydCon IMDrnax ,,---------------------------------- ---------- OMA 4-1 0.01875 0.30 -OMA 5-1 9 0.01875 0.30 OMA 3-BYPASS 9 0.025 0.30 !MP 4-1 9 0.025 0.30 IMP 5-1 9 0.025 0.30 [LID CONTROLS] -Type/Layer Pararnetet'S ,,------------------------ ---------- IMP 4-I BC IMP 4-1 SURFACE 8. 30 0.05 0 0 -IMP 4-1 SOIL 18 0. 4 0. 2 0. 1 5 1. 5 IMP 4 -1 STORAGE 18 0.67 0 0 IMP ,-1 DRAIL\ 0.829) 0.5 0 6 !MP 5-1 BC IMP 5-1 SURF AC[ 6. 31 o.os 0 lMP 5-1 SOIL 18 0. 4 0.2 0. 1 5 1. 5 IMP 5-1 STORAGE 12 0. 67 0 0 IMP 5-1 DRAIN 0.9513 0. 5 0 6 SWMM5 Page 1 [LID USAGE] ; ;Subcatchment ;;-------------- IMP 4 -1 IMP_S-1 [OUTFALLS] ; ;Name ,,-------------- E'OC-3 [DIVIDERS] ; ;Name ,,-------------- DIV 4-1 DIV 5-l [STORAGE] ; ; Name '' -------------- SURF 4-1 SURF 5-1 [CONDUJTSJ ; ;Name '' -------------- BYPASS 4-: DUM_ 4-1 BYPASS 5-1 DUM_'.:i-1 [OUTLETS] ; ;Name ';-------------- 4-1 5-1 [XSECT!ONSJ ; ; Link ,,-------------- BYr'ASS_4-l DUM 4-1 BYr'ASS S-J OUM 5-1 [LOSSESJ ; ; Link ,,-------------- [CURVES] ; ;Name -------------- OUTLET 4-1 -OUTLET 4-] OUTLET 4-1 -OUTLET 4-1 -OUTLET 4-1 -OUTLET ~ -: -OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 -OUT!.,ET 4-1 -OUTLET 4-1 OUTLET 4-: OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 -OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 - OUTLET 4-1 OUTLET 4-1 O:JTLET 4-1 OUTLE'.T 4-1 OU'! LET 4-1 -OUTLET 4-1 -OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 SWMMS Post-Dev Input (POC-3) LID Process IMP_4-1 IMP 5-1 Invert Elev. Invert £lev. Number Area Outfall Type FREE Diverted Link ---------- 72SJ 1400.02 Stage/Table Time Series Divider Type Width ---------- 0 0 Tide Gate NO InitSatur ---------- 0 0 Parameters ---------------------------------------------- BYPASS 4-1 CUTOFF 0.':16023 -0 BYPASS 5-1 CUTOFF 0.10327 - Invert Max. Init. Storage Curve Elev. Depth Depth curve Pa rams Fromlrnprv ToPerv -------------------- J 00 0 1-00 0 0 0 Ponded Evap. Area Frac. Report File ----------- 0 0 Int"iltration Parameters ------------------------------------------------------------------------------------------------- 0 2.83 TABULAR SURF 4-1 0 1 0 2 0 TABULAR SURF 5-1 0 0 Inlet Out let Manning Inlet o·,1tlet Node Node Length !~ Offset Offset ------------------------------------------------------------------------ DIV 4-1 DIV 4-1 DIV 5-1 -DIV S-1 - Inlet Node SURF 4-1 SURF 5-1 Shape DUMMY DUMMY DUMMY DUMt'-':Y l nl et Type ---------- Rating SURF_ 4-1 POC-3 SURF 5-1 POC-3 Outlet Node r'OC-3 POC-3 Geoml 0 0 0 X-Value Average Y-Value 1() 10 10 10 Outflow Height 0.01 0. 01 0.01 0.01 Outlet Type 0 0 0 0 C 0 TABlJLAR/DEr'TH TABULAR/DEPTH Geom2 Geom3 Geom4 0 0 0 0 0 0 0 0 0 O D Flap Gate -------------------- 0.000 0.000 0.042 0.033 0.053 0. 093 0. J 2 5 0. 1 71 0. 1 67 0. 2 64 0. 2 0 8 0.368 0.250 0.484 0. 2 92 0. 61 0 0.333 0.746 0.375 0. 8 90 0. 41 7 1.042 0. 4 5 8 1 . 2 02 0.500 1 . 3 7 0 0.542 1 . 54 5 0.583 1. 726 0. 62 '.:i 1.9~5 0.667 2. ~ 0 9 0. 7 08 2. 310 0.750 2.51 7 0. 7 92 2.73C 0. 8 3 3 2. 94 8 0. 8 7 ~. 3. 172 0. 91 "f 3.401 0. 95 8 3.635 1.000 3. S 7 5 1.042 4.120 1 . r: 8 3 4 . 3 69 1. 12 5 4 . 62 4 1 . 167 4.883 0 0 0 Qcoeff/ QT able OUTLET_Li-~ OUTLET_S-1 Barrels In it. Flow ---------- 0 () 0 0 Qexpon MilX. Flow ---------- 0 0 0 0 Flap Gate NO NO Page 2 -- • ----- .. --------------.. -.. ... --.. -.. .. -.. --Post-Dev Input (POC-3) -OUTLET 4-1 1.208 5. 14 7 -OUTLET 4-1 1.250 5. 415 --OUTLET -4-1 l. 2 92 5.688 OUTLET 4-1 1.333 5. 966 -OUTLET 4-1 1.375 6.248 --OUTLET -4-1 1. 41 7 6.534 OUTLE:T 4-1 1. 4 58 6.824 -OUTLET 4-1 1.500 7. 119 --OUTLF,T 4-1 1. 54 2 7.417 -OUTLET 4-1 l . 58 3 7.720 -OUTLET 4-1 1 . 625 8.027 -OUTLET 4-1 1 . 667 8. 338 -OUTLET 4-1 1 • 7 0 B 8.652 --OUTLET 4-1 1.750 8.971 -OUTLE.:T 4-1 1 . 7 92 9. 2 93 -OUTLET 4-1 1 . 833 9.619 --OUTLET 4-1 1 . 87 'J 9. 94 9 -OUTLET 4-1 1.917 10.282 --OUTLET 4-1 1 . 95 8 10,619 -OUTLET 4-1 2.000 10.960 - OUTLf:T 4-1 2. 0 4 2 11.588 --OUTLET 4-1 2. OB 3 12.454 -OUTLET 4-1 2. 12 S 13.476 --OUTLET -4-1 2. 167 14 . 62 6 OUTLET 4-1 2.208 15.885 -OUTLET 4-1 2.250 17.244 --OUTLET 4-1 2.292 18.692 -OUTLET 4-1 2.333 20.225 --OUTLET -4-1 2. 37 5 21.836 OUTLET 4-1 2. 41 7 23.521 -OUTLET 4-1 2. 4 5 8 25.276 --OUTLET -4-1 2.500 27.099 OUTLET 4-1 2. 5 4 2 28.987 -OUTLET 4-1 2.583 30. 93'/ --2. 62';, 32.946 OUTLET 4-1 -OUTLET 4-1 2.667 35.014 -OUTLET -4-1 2.708 37.138 -OUTLET 4-1 2.750 39.317 -OUTLET 4-1 2.792 41.548 --OUTLET 4-1 2.833 43.832 - O:JTLET 5-1 Rating 0. 0 00 0.000 --OUTLET 5-1 0.042 0. 07 9 -OUTLET 5-1 0.083 0.224 --OUTLET 5-1 0. 12 5 0. 411 -OUTLET 5-1 0. 167 0.633 -OUTLET 5-l 0. 2 08 0.884 --OUTLET 5-1 0. 250 1.163 OUTLET 5-l 0. 292 l . 4 65 -.. OUTLET -5-1 0.333 1 . 7 90 OUTLET 5-1 C.375 2. 13 6 -OUTLET 5-1 0. 41 7 2. ';, U 1 --OUTLET -5-1 0.458 2. 8 8 6 OUTLET 5-1 0.500 3. 2 88 --OUTLET -5-1 0.542 3.707 OUTLET 5-1 0.583 4.143 -OUTLET 5-1 0. 625 4 . 5 95 --OUTLET -5-1 0. 667 5. 0 62 OUTLET 5-1 0. 7 08 5.544 -OUTLET 5-1 0.750 6. 0 41 -OUTLET 5-1 0. 7 92 6.551 -OUTLET 5-1 0.833 I. OP'., -OUTLET -5-1 0.875 7. 612 -OUTLET 5-1 0.917 8. 162 OUTLET 5-1 0. 958 8.725 --OUTLET 5-1 1 . 000 9. 300 -OUTLF,T 5-1 1 • 04 2 10.125 -OUTLET 5-1 1.083 11.158 -OUTLET 5-1 1. 125 12.330 -OUTLET S-1 1.167 13.618 --OUTLET 5-1 l . 208 15.006 -OUTLET 5-1 1. 2 50 16.485 OUTLET 5-1 1. 292 18,047 --OUTLET 5-1 1.333 19.688 OUTLET 5-1 1 . 3 7 5 21.402 --OUTLET -5-1 1. 41 7 2 3. 18 ';, OUTLET 5-1 1 . 4 58 25.035 -OUTLET 5-1 1. 500 26.949 --OUTLET -5-1 1.542 28.924 OUTLET 5-1 l . 58 3 30.959 --OUTLET -5-1 1 . 62 5 33.050 OUTLET 5-1 1 , 667 3 5. 19 7 -OUTLET 5-1 1 . 7 08 37.398 --OUTLET -5-1 1 . 7 50 39.651 OUTLET 5-1 1 . 7 92 41 . 95 6 -OUTLET 5-1 1.833 44.310 --OUTLET 5-1 1 . R 7 5 46. 713 --SWMM5 Page 3 - OUTLET 5-1 OUTLET 5-1 OUTLET 5-1 SURF_ 4-1 SURF 4-1 SURF 4-1 SURF_4-1 SURF 4-1 SURF_4-1 SURF 4-1 SURF_4-1 SURF_4-1 SURF 4-1 SURF 4-1 SURF_4-1 SURF 4-1 SURf 4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF_4-1 SURF_4-1 SURF 4-1 SURF_4-1 SURF_4-1 SURF 4-1 SURF_4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF_4-1 SURF 4-~ SURF 4-J SURF 4-1 SURF_4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF_~-1 SURr_5-l SURr _5-1 SURF 5-1 SURF 5-1 SURF .. 5-l SURF 5-1 SURF 5-1 SURF' 5-1 SURr· 5-1 SURF 5-1 SURF_5-1 SURF_5-1 SURF_S-1 SURF_S-1 SURF 5-1 SURF 5-: SURF'_:,-: SURF 5-1 SURF 5-1 SURF_S-1 SURF 5-1 SURF_S-1 S:JRF 5-1 SURF_S-1 [TlMESERIES] ; ;Name ,,-------------- OMA_ 4-1 OMA 4-1 DMA_4-1 DMA_ 4-1 DMA 4-1 DMA 4-1 OMA 4-1 DMA 4-1 DMA 4-1 DMA 4-1 DMA 4-1 DMA 4-1 DMA 4-1 DMA 4-1 DMT~ 4-1 DMA_4-1 DMA ~-1 DMA_~-1 SWMM5 Storage Storage Date ---------- 1 . 91 7 1 , 95 8 2.000 0.00 0. 0 8 0. 1 7 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.83 0 :92 l. 00 1.08 1 . 1 7 1 . 2 5 1 . 33 1 . 4 L 1. 50 1.58 1.67 l. 7 5 l . 83 1 . 92 2.CO 2.08 2.17 2.25 2. 33 2.42 2.50 2.58 2.67 2.75 2.83 0.00 0. 08 0. 1 7 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0. 8 3 C.92 1 . 00 1 . 08 1 . 1 7 1. 2 ';, 1.33 1 • 4 2 1. 50 1 . 'l 8 1. 67 1 . 7 ':, 1 . 81 1 . 92 2.GO Time ---------- 0:00 0:01 0:02 0: 0 3 0: 04 0:05 0: 0 fi 0:07 0:08 0: 0 9 0: 1 0 0: l l 0: 12 0: 13 0: l 4 0: l 5 0:16 0: 17 Post-Dev Input (POC-3) 49.164 51.661 54.204 77 99 7868 7937 8007 8076 814 6 8216 828 6 8356 8 4 2 6 8497 8568 8639 8710 8781 8853 8924 8996 9068 9140 9213 9285 9358 9431 9504 9577 9650 9724 9798 9872 9946 10020 10094 10169 l 024 4 1548 1573 1599 1624 16'.JO 167 6 l 7 02 1729 1755 1782 180'1 1836 1863 1891 1918 194 6 1974 2002 2031 2059 2 08 8 2117 2146 2175 2204 Value ---------- 0.010 0. 019 0. 02 9 0. 03 8 0. 04 8 0.057 0.067 O. 076 0.086 0. 09':, 0.095 0.096 0.096 0. 0 9 6 0.096 0. 0 96 0. 0 97 0. G 97 -Ill • Ill ---.. .. .. -- • .. -.. .. -----------------.. --Page4 - --Post-Dev Input (POC-3) -DMA -4-1 0: 18 0.097 DMA 4-1 0: 19 0.097 --DMA 4-1 0:20 0. 0 97 OMA -4-1 0: 21 0.098 DMA 4-1 -0:22 0, 0 98 -OMA -4-1 0:23 0.099 DMA 4-1 0: 2 4 0.099 OMA 4-1 0:25 o. 099 -OMA 4-1 0:26 0.100 -OMA 4-1 0:27 0. 1 00 OMA 4-l 0:28 0. 1 01 -OMA 4-1 0:29 0. l O 1 OMA 4-1 0:30 0.101 -OMA 4-1 0:31 0.102 -DMA 4-1 0:32 0. 102 -DMA 4-1 0:33 0 .102 -DMA -4-] 0:34 0. 102 OMA 4-] -0:35 0. 102 -OMA 4-1 0:36 0. 1 02 OMA 4-1 0:37 0.103 DMA 4-1 0: 3 8 0. 1 03 --DMA -4-1 0: 3 9 0.103 DMA 4-1 -0:40 0. 103 .. OMA 4-1 0:41 0. 1 04 OMA 4-1 0:42 0. 1 04 OMA 4-1 0: 4 3 0.105 --OMA 4-1 0:44 0. 1 0 S DMA 4-1 0: 4 5 0. 106 -.. OMA -4-1 0: 4 6 0. 106 DMA 4-1 0:47 0. J 07 DMA 4-1 0:48 0. 10 7 -OMA -4 -1 0:49 0.107 OMA 4-l 0:50 0.108 -DMA 4-1 0:51 0. 1 08 .. DMA 4-1 0: 52 0. 1 08 OMA 4-1 0: 5 3 0. 1 08 -DMA -4-1 0:54 0.109 -OMA 4-] 0:55 0.109 OMA 4-1 0:56 0. 10 9 -OMA 4-1 0:57 0. 109 DMA 4-1 0:58 0. 110 -DMA 4-1 0: 5 9 0. 110 --DMA 4-1 1 : 00 0. 110 -DMA 4-1 1: 01 0. 11 J .. OMA 4-1 1:02 0. 111 OMA 4-1 1: 03 0. 112 DMA 4-j 1 : 04 0. 112 --DMA 4-l 1 : 05 0. 11 .3 DMA 4-1 1 : 0 6 0. "1 1 4 -DMA 4-1 l : 07 0. 11 4 OMA 4-1 1: 08 0. 115 -OMA 4-1 1: O:J 0. 11 S --DMA 4-1 1: 1 0 0, 11:, DMA 4-1 1 : 11 0. 116 DMA 4-1 1 : 12 0. 116 -OMA 4-1 1 : 13 0.116 -OMA 4-1 I : J 4 0. 11 7 -DMA -4-1 1: 15 0. 11 7 DMA 4-1 1 : 16 0. 1 J 7 - OMA 4-1 1 : 1 7 0. 11 7 -DMA 4-1 1 : 18 o. 11 e OMA 4-1 1 : 19 0. 1 l 8 - OMA 4-1 1:20 0. l 19 -OMA 4 - l 1: 21 0. 119 -DMA 4-1 1:22 0. 12 0 -DMA 4-1 1 : 2 3 0. 121 DMA 4-1 1 : 2 4 0.12: DMA 4-1 1: 25 0. 122 -OMA 4-1 1: 26 0. 122 OMA 4-1 1 : 2 7 0. 12 3 .. DMA 4-1 1 : 2 8 0. 12 4 OMA 4-l 1 : 2 9 0. 124 DMA 4 -1 1 : 3 0 0.125 --OMA 4-1 1: 31 0.125 - OMA 4-1 1:32 0. 12 5 -OMA 4-] 1:33 0. 12 6 OMA 4-1 1 : 34 0. l 26 DMA 4-1 1 : 3 5 0. 12 6 -DMA -4-1 1 : 3 6 0.127 OMA 4-1 1:37 0. 177 -OMA 4-1 1 : 38 0. 12 8 -OMA 4-1 1: 39 0. 12 8 -DMA 4-1 1 : 4 0 0. 12 9 -OMA 4-1 1 : 41 0. 12 9 DMA 4-l 1 : 4 2 0. 130 - OMA 4-1 1 : 4 3 0. 131 -OMA 4-1 1: 4 4 0. 132 -SWMM5 Page 5 - OMA 4-1 OMA_4-1 OMA_4-1 OMA 4-1 OMA 4-1 DMA 4-1 OMA 4-1 DMA 4-1 DMA 4-1 DMA 4-1 DMA 4-1 OMA 4-1 OMA_ 4-1 DMA_4-1 DMA_ 4-1 OMA 4-1 OMA 4-1 OMA_ 4-1 DMA 4-1 OMA_ 4-1 DMA_ 4-1 DMA 4-1 OMA 4-1 OMA 4-1 OMA 4-1 DMA 4-1 OMA 4-1 DMA_4-1 DMA 4-1 OMA 4-1 DMA 4-1 DMA __ 4-1 DMA_4-1 OMA 4-1 OMA 4-1 DV:A_4-1 OMA 4-1 OMA 4-1 OMA 4-1 OMA_ 4-J DMA 4-1 DMA 4-1 OMA 4-1 OMA 4-1 OMA 4-J OMA_ 4-1 OMA 4-1 OMA 4-1 OMA_ 4-1 DMA_ 4-1 DMA_4-1 DMA 4-1 OMA 4-l OMA ~-1 OMA 4-J DMA_4-l OMA_ 4-1 OMA_4-1 DMA 4-1 OMA 4-1 OMA 4-1 DMA_ 4-J OMA_ 4-1 OMA 4-1 OMA 4-1 DMA 4-1 DMA_ 4-1 OMA 4-1 DMA 4-1 DMA 4-1 OMA 4-1 OMA 4-1 DMA_4-1 OMA 4-1 OMA 4-1 DMA 4-1 DMA_4-l OMA_ 4-1 OMA 4-1 DMA_4-1 DMA __ 4-1 DMA 4-1. DMA 4-1 DMA 4-1 D~A_4-1 OMA 4-1 DMA 4-1 SWMM5 l : 4 5 1: 4 6 1:47 1: 4 8 1 : 4 9 1:50 l: 51 1 : 52 1:53 1:54 1: s:s l: S 6 1 : 57 1 : 5 8 1:59 2:00 7.: 0 l 2:02 2:03 2:04 2: o:i 2:06 2:07 2:08 2:09 2: 10 2: l l 2: 12 2: 13 2: 14 2: 15 2: 1 E: 2: 1 7 2: 18 2: 19 2:2Q 2:21 2:22 2:23 2:24 2:25 2:26 2:27 2: 20 ? : 2 9 2:30 2:31 L:32 2: 33 2:34 2: 3 S 2:36 2:37 2:38 2:J9 2: 4 :J 2: 41 2: 4 2 2: 4 3 2:44 2:45 2:46 2: 4 7 2: 4 8 2: 4 9 2: 5() 2:51 2:S2 2:J3 2:54 2:55 2:56 2:57 2: S8 2:59 3:00 3: 01 3:C2 3:03 3:04 3:05 3:06 3:07 3:08 3: C: 9 3: 10 3: 11 Post-Dev Input (POC-3) 0.133 0. 13 3 0. 1 34 0. 135 0. 13 6 0. 13 6 0.137 0. 13 7 0. l 38 0. 138 0. 138 0.139 0.139 0. 14 0 0. 14 0 0. 141 0. 14 2 0. 14 3 0. 14 4 0. 14 5 0. 14 6 0.147 0. 14 8 0. 14 9 0. 1 so 0. 151 0. 152 0. 1 S2 0. 1 S "3 0. 1 5 "3 0. 15 4 0. 1 ss 0 .1 '.)5 0.: 56 0. 156 CJ. 15 8 0. 1 :09 0. 160 0. 162 0. 163 0. 1 64 0.166 0. 167 U. 168 D. 1 7 :J 0. l 71 0. 1 71 0. 172 0. 1 I_' 0. l l 4 0. 1 7 S 0. 175 0.176 (). l 7 7 0. 178 0. 1 BO 0. 182 0. 18 4 0. 18 6 0. 1813 0. 18 9 0. l 91 0. 193 0. 195 0. 1 97 0. 1 98 0.200 0.201 0.202 0. 203 0.204 0.206 0. 2 07 0. 2 0 8 O. 2G9 0.212 0.215 0. 2 J 8 0.221 0.224 0. 22 8 0. 2 3 J 0.234 0.237 0. 7 4 0 0. 2 4 2 0.244 ---... -----.. ---... ---------.. ... ---------- a, -Page 6 - -.. Post-Dev Input (POC-3) -OMA 4 -1 3: 12 0.246 -OMA 4-1 3: 13 0. 24 8 -.. OMA -4-1 3: 14 0.250 OMA 4-1 3: 15 0.252 -OMA 4-1 3: 16 0.254 --DMA -4-1 3:17 0.256 DMA 4-1 3: 1 8 0.258 --DMA -4-1 3: 19 0.260 OMA 4-1 3:20 0.266 -DMA 4-1 3:21 0.272 --OMA -4-1 3:22 0.277 OMA 4-1 3: 2 3 0.283 - OMA -4-1 3:24 0, 2 8 9 .. OMA 4-1 3:25 0. 2 95 - OMA 4-1 3:26 0.300 - OMA 4-1 3:27 0.306 -DMA 4-1 3:28 0. 312 - DMA 4-1 3:29 0. 318 -.. OMA 4-1 3:30 0. 322 -DMA 4-1 3:31 0.327 -OMA 4-1 3:32 0. 3 31 -OMA 4-1 3:33 0.335 OMA 4-1 3: 3 4 0.340 --DMA 4-1 3:35 0. 3 4 4 DMA 4-1 3:36 0.3~9 DMA 4-1 3:37 0.353 --OMA 4-1 3:38 0. 35 8 - OMA 4-1 3:39 0, 3 62 -• DMA -4-1 3: 4 0 0. 3 7 9 DMA 4-1 3: 4 1 0.396 -DMA 4-1 3: 4 2 0. 413 --OMA -4-1 3:43 0. 4 30 DMA 4-1 3:44 0. 4 4 7 --OMA -4-1 3: 4 5 0, 4 64 DMA 4-1 3: 4 6 0. 4 81 -DMA 4-1 3: 4 7 0. 4 9 8 --OMA -4-1 3: 4 8 0. 515 OMA 4-1 3:49 0.531 -DMA 4-1 3:50 0. 5 60 --OMA 4-1 3:51 0.588 -DMA 4-1 3:52 0.616 DMA 4-1 3:53 0. 64 4 --DMA 4-1 3:54 0. 6 7 2 - OMA 4-1 3:55 0.700 -DMA -4-1 3:56 0. 7 2 8 -DMA 4-1 3: 5 I 0. 7 5 6 - OMA 4-1 3:58 0. 7 8 4 • DMA 4-1 3:59 0. 81 3 -DMA 4-1 4 : 00 0.990 --DMA 4-1 4 : 01 1.168 -OMA 4-1 4 : 02 1 • J 4 ':i - OMA 4-1 4 : 03 1 . 52 3 --OMA 4-1 4 : 04 1 . 7 0 :J DMA 4-1 4 : 05 l . 87 8 -OMA -4-1 4 : 06 2. 0 S 6 OMA 4-1 4 : 07 2.233 -OMA 4-1 4 : C 8 2. 411 --DMA -4-1 4 : 09 2.588 OMA 4-1 4 : 1 0 2. 37 S --OMA -4-1 ,: : 11 2. 162 OMA 4-1 4 : 12 1.949 - OMA 4-1 4 : 13 1.736 --OMA 4-1 4 : 14 1 . 52 3 DMA ' -' ,: ; 1 S 1.310 - DMA 4-1 4 : 16 1 . 0 97 --DMA 4-1 4; 1 7 0.884 OMA 4-1 4; 18 0. 671 - OMA 4-1 4: l 9 0. 4 S 8 --OMA 4-1 0.44j 4:20 -DMA 4-1 4:21 0. 4 24 --DMA 4-1 4:22 0.406 -OMA 4-1 4:23 0.389 -OMA 4 -1 4:24 0. 3 7 2 -f"lMA -4-1 4: 2 '.) 0. ],':,4 - OMA 4-1 4:26 0. 3 3 7 --OMA 4-1 4: 2 "7 0. 320 - OMA 4-1 4:28 0.302 - DMA 4 -1 4 : 2 9 0.285 --DMA 4-1 4 : 30 0.279 -OMA 4-1 4 : 31 0.273 --DMA -4-1 4 : 32 0.267 DMA 4-1 4 : 33 0.260 - OMA 4-1 4 : 34 0. 2 54 --OMA -4-1 4 : 3 5 0.248 OMA 4-1 4 : 36 0.242 -DMA 4-1 4 : 37 0.236 -OMA -4-1 4 : 3 8 0.229 -SWMM5 Page 7 .. .. Post-Dev Input (POC-3) .. OMA 4-1 4 : 39 0. 2 2 3 -- OMA 4-l 4:40 0.220 DMA 4-l 4: 41 0. 2l.6 -DMA 4-1 4:42 0. 212 DMA 4-1 4:43 0.209 -OMA 4-1 4: 4 4 0.205 -OMA 4-1 4 : 4 5 0.201 -OMA -4-1 4 : 4 6 0. 198 -OMA 4-l 4:47 0. 194 -OMA 4-1 4:48 0. 191 -OMA 4-l 4:49 0. 1 87 -OMA 4-1 4: 50 0. 18 4 - DMA -4-1 4: 51 0. 182 DMA 4-1 4 : 52 0.180 .. DMA 4-1 4:53 0. 1 77 - OMA 4-l 4 : 5 4 0. 1 7 '.! OMA 4-1 4 : 5 5 0.172 .. - OMA 4-1 4 : S 6 0. 170 -OMA 4-l 4 : 5 7 0. 168 .. - DMA 4-l 4:58 0.165 -OMA 4-1 4:59 0. 163 DMA 4-l 5:00 0. 161 .. -DMA 4-l 5:0l 0.159 OMA 4-1 5: 02 0. 15 7 -DMA 4-1 5:03 0.156 DMA 4-1 5: 0 4 0. 15 4 OMA 4-l 5:05 0. l 52 .. -DMA 4-1 5:06 0.150 -OMA 4-l 5:07 0. 1 4 9 .. -DMA 4-l 5:08 0. 14 7 - OMA 4-J. 5:09 0. 14 5 -DMA 4-; 5:10 0. 14 4 .. DMA 4-1 5: 11 0. 14 2 - OMA -4-1 5: 12 D.; 4 l .. OMA 4-l 5: 13 0.140 DMA 4-1 5: '4 0. 138 -DMA 4-l 5: J 5 0. 137 --DMA 4-l 5: 16 0.136 -OMA 4-l 5: 1 7 0. 134 -5: 18 -OMA 4-1 0. 133 -OMA 4-1 5: 19 0. 132 -DMA -4-l 5: 2 0 0. 131 .. DMA 4-l 5:21 0. 130 -DMA 4-l 5:22 0. 17. 9 DMA 4-1 ',: 23 0.127 -DMA 4-1 5: 7 4 0. 12 6 DMA 4-l 5:25 0. 12 5 DMA ,-1 5:26 0. 12 4 -CMA 4-1 5:27 0. l 23 -tMA ,-1 5:28 0. 122 --Dt~A 4-1 5:29 0. 12 J. -DMA IJ-1 5: 3'.J 0. 120 CMA ,-1 5: 3 ~ 0. 11 9 -- OMA 4-1 ,",: j2 0. 11 E DMA 4-1 S: .33 0. 11 E .. DMA 4-1 5: 3 4 0. 11 7 -DMA 4-l 5:35 0.116 DMA 4-: 5: 3 6 0. 1 J 5 -- DMA 4-1 5:37 0. 114 -OMA 4-1 S: 3 8 0.113 -DMA 4-1 S: 3 9 0. 112 DMA 4-1 S: 4 0 0. 112 -DMA 4-1 S: 41 0.111 -DMA 4-1 5:42 0. 11 C - DMA -4-l 5:43 0. 109 DMA 4-l 5:44 0. 109 -DMA 4-1 5:45 0. 1 08 DMA 4-1 5:46 0. 107 ... OMA 4-; 5:47 0. 1 07 DMA 4-1 5:48 0. l 06 -DMA 4-l S:49 0. !05 .. OMA 4-1 S:50 0. 1 04 - DMA 4-1 5: 5 J 0. 1 04 -5:52 0. 103 -OMA 4-l - DMA ,-1 5:53 0.103 DM/l. 4-1 5:54 0. 1 02 .. DMA 4-l 5:55 0.101 - DMA 4-l 5:56 0. 1 01 OMA 4-1 5:57 0. 1 oc .. - DMA 4-1 5: 58 0.100 -DMA 4 -l 5:59 0.099 -DMA 4-l 6:00 0.089 DMA 4 -1 6:01 0.079 DMA 4-1 6:02 0.069 -- DMA 4-l 6:03 0.059 -DMA 4-1 6:04 0.049 -DMA 4-1 6:05 0.040 -SWMM5 Page 8 - • -Post-Dev Input (POC-3) .. DMA 4-1 6:06 0.030 DMA 4-1 6:07 0.020 -DMA 4-1 6:08 0.010 DMA 4-1 6:09 0.000 -DMA 4-1 6: 1 0 0.000 -.. DMA 5-1 0:00 0.020 -DMA 5-1 0: 01 0.040 DMA 5-1 0:02 0.060 -OMA 5-1 0:03 0.080 -.. DMA -5-1 0:04 0.101 DMA 5-1 0:05 0.121 OMA -5-1 0:06 0. 121 -5-1 0:07 DMA 0.121 .. OMA 5-1 0:08 0.121 .. DMA -5-1 0:09 0. 122 DMA 5-1 0:10 0.122 -OMA 5-1 0: 11 0.122 --OMA 5-1 0: 12 0.123 -OMA 5-1 0: 13 0.123 -DMA 5-1 0: 14 0. 123 • DMA -5-1 0: 15 0. 124 -DMA 5-1 0: 16 0. 1 24 --DMA 5-1 0:17 0. 125 DMA 5-1 0:18 0. 12 5 OMA 5-1 0:19 0. 12 5 -.. OMA 5-1 0:20 0. 12 6 OMA 5-1 0:21 0. 12 6 .. DMA 5-1 C:22 0. 12 6 OMA 5-1 0: 23 0. 12 6 - OMA 5-1 0:24 0. 127 .. OMA 5-l C:25 0. 127 DMA 5-1 0: 26 0. 12 8 -.. OMA -5-1 0:27 0. 12 8 OMA 5-1 0:28 0. 12 9 -OMA 5-1 0: 2 9 0. 12 9 .. OMA 5-1 0: 3 0 0. J 30 OMA 5-1 0: 31 0. 130 -DMA 5-1 0: 32 0. 130 -DMA 5-1 0:33 0.130 -DMA 5-1 0: 34 O.i31 -.. DMA 5-1 0: 3 S 0.131 OMA 5-1 0:36 0. 131 DMA 5-1 0:37 0. 132 -OMA 5-l 0: 3 8 0. 133 DMA 5-1 0:39 0. 133 OMA 5-1 0:40 0. 134 -.. IJMA 5-1 0:4: 0. 134 -DMA 5-1 0:42 0. 1 34 -DMA 5-1 0:43 0. 135 DMA :,-1 0:44 0. 135 DMA 5-1 0:45 0. 13 S -DMA 5-1 0:46 0. 13 6 -OMA 5-1 0:47 0.136 --DMA -5-1 0:48 0. 137 DMA 5-1 C: 4 9 0. 137 -DMA 5-1 G:50 0. 138 -DMA -5-1 0: 51 0.138 DMA 5-1 0:52 0. 13 9 -DMA 5-: 0:53 0. 14 0 DMA 5-1 0: 5 4 0. 14 0 DMA 5-1 0:55 0. 14 0 .. DMA 5-1 0:56 0. l 4 l OMA 5-1 0: Ci/ 0. l 4 l - DMA 5-1 0:58 0. 141 -DMA 5-1 0:59 0. 142 -DMA 5-1 1:00 0. 142 OMA -5-1 1 : 01 0.143 .. OMA 5-1 l : 02 0. 14 4 - DMA 5-1 1 : 03 0. 14 4 --DMA 5-1 1 : 04 0. 1 4 5 OMA 5-1 1 : 0 5 0. 14 6 -DMA 5-1 1 : 0 6 0. 14 6 • OMA -5-1 1 : 07 0. 14 6 DMA 5-1 1 : 0 8 0. 14 7 --DMA 5-1 1:09 0. 14 7 DMA 5-~ 1: 10 0. 14 7 DMA 5-1 1:11 0. 14 8 -DMA ':,-1 1 : 12 0. 14 9 - DMA 5-1 1 : 13 0. 14 CJ -DMA -5-1 1 : 14 0.150 DMA 5-1 l : 15 0. 151 OMA 5-1 1 : 16 0. 1 S2 --OMA 5-1 1 : 1 7 n. 1 s? DMA 5-1 1 : 18 0. 153 - DMA 5-1 1 : 19 0. 1 ':J 3 -OMA 5-1 J: 20 0. 15 4 -SWMM5 Page 9 - OMA 5-1 OMA_5-1 OMA 5-1 DMA 5-1 OMA 5-1 OMA 5-1 OMA 5-1 ~MA_5-l OMA S-l OMA 5-1 OMA 5-1 OMA 5-1 OMA 5-1 DMP.. 5-1 DMA_5-1 DMA 5-1 DMA 5-1 DMA_5-1 DMA 5-1 DMA_S-1 OMA 5-1 DMA 5-1 OMA 5-l OMA 5-1 OMA 5-1 DMA 5-1 OMA_5-1 OMA_5-1 DMA S-1 DMA 5-1 DMA '.:-1 DMA S-1 DMA ;",-; OMA 5-1 OMA 5-1 OMA 5-1 ;-JMA_J-1 OMA_~,-1 DMA S-1 OMA 5-1 OMA_5-1 OMA 5-1 OMA 5-1 OMA 5-: LJMA 5-: OMA 5-J O~A 5-1 OM!\ 5-1 DMA ~.-1 DMA '.·,-1 OMA S-1 OMA 5-1 OMA 5-1 OMA :.-J i)MA '.:i-1 OMA S-1 DMA_5-1 DMA_r,-1 OMA 5-1 OMA S-: OMA 5-l OMA 5-1 DMA_S-1 DMA 5-1 DMA 5-1 OMA 5-1 OMA 5-1 OMA 5-1 OMA 5-1 DMA 5-1 CMA 5-1 OMA 5-1 OMA 5-1 OMA '.i-1 ~JMA ~,-1 OMA S-1 D~A_'.i-1 OMA_S-1 OMA 5-1 DMA 5-1 DMA_ S-1 OMA 5-: OMA 5-; DMA 5-: DMA_S-: OMA 5-1 OMA 5-~ SWMMS 1: 21 1: 22 1:23 1 : 2 4 1:25 1:26 1 : 27 1:28 l: 29 1 : 30 1: 31 1:32 1:33 1: 34 1 : 3 5 1 : 3 6 1:37 1:38 l: 39 1:40 1: 4 ~ l: 4 2 l : 4 3 1 : 4 4 1: 4 5 1 : 4 6 1 : 4 7 1 : 4 8 1 : 4 9 1: 50 1: 51 1: 52 1 : 'J 3 1 : 54 1 : 5 5 l : :. 6 1 : 5 7 1 : 58 1: 59 2:00 2:01 2:02 2:03 2:04 2:05 2:06 2: 0 i 2:G8 2:09 2: 1 0 2: : : 2: 12 2: 13 2: J 4 2: 15 2: 16 2: 1 7 2: 1 8 2:19 2:20 2:21 2:22 2:23 2:24 2:2S 2:26 2:27 2:28 2:29 2:30 2:31 2:32 2:33 2:34 2: 35 2: 36 =: j "/ i: ..?-8 2: 3 9 2: 4 0 2: 4 1 2:42 2:43 2: 14 2: 4 5 2: 4 6 2: 4 7 Post-Dev Input (POC-3) 0. 154 0. 15 ~ 0. 15 5 0. 15 6 0.156 0. 15 7 0. 158 0. 159 0. 160 0. l 60 0. 161 0. 161 0. 162 0. 162 0. 163 0. 164 0. 165 0.166 0. 166 0. 167 0. 168 0. 169 0. 169 0. 170 0. 1 71 0. 1 71 0. l 7 2 0. 1 7 3 0. 174 0. 1 7 5 (J. J "/6 0. 1 77 0. 172 0. 179 o. 1 e o 0.180 o.:a1 0. 181 0. 182 0. 18 3 0. 185 0. 186 0. 18 7 0. 188 0. 190 0. 191 0 .19; 0.: 97. :J. 193 0. 19 3 (J. 194 0. 196 0. 197 0.199 0.200 o. 2 o:e: 0.203 0.204 0. 2 '.l 5 0.206 0.207 D. 2 0 8 0.209 0. 21 0 0.212 C. 21 4 0.216 0.215 0.220 0.22~ 0.222 0.223 0.224 0.225 0. 226 0. 22 8 0. 2 31 0.233 0. 2 .15 0. 2 38 0. 2 4 0 0.241 0.243 0. 24 4 0.245 0.247 0. 2 4 8 Page 10 ... --• -.. -------... -------- • -----.. -----.. - • .. • • Post-Dev Input (POC-3) • OMA 5-1 2:48 0.251 -OMA 5-1 2: 4 9 0.254 --OMA 5-1 2:50 0.257 -OMA 5-1 2:51 0.260 - OMA 5-1 2:52 0. 2 63 --OMA 5-1 2:53 0. 266 -OMA 5-1 2:54 0. 2 68 --OMA 5-1 2:55 0. 269 OMA 5-1 2:56 0.?71 -OMA 5-1 2:57 0. 27 3 --DMA .)-1 2:58 0.2"14 -OMA 5-1 2:59 0.276 --OMA -5-1 3:00 0.280 OMA 5-1 3:01 0.284 - OMA 5-1 3:02 0. 2 8 B --OMA -5-1 3:03 0. 2 92 OMA 5-1 3:04 0.296 -OMA 5-1 3:05 0.300 --3:06 0.303 OMA 5-l -DMA 5-1 3:07 0.305 -OMA -5-1 3: 0 8 0.307 -DMA 5-1 3:09 0.310 - OMA 5-1 3: 10 0. 312 -OMA 5-1 3: 11 0.314 - DMA 5-1 3: 12 0.320 -OMA 5-1 3: 13 0. 326 --OMA 5-1 3: 14 0.331 - OMA :J-1 3: 15 0.337 -.. DMA 5-1 3: 16 0. 34 3 - DMA 5-l 3: 1 ·, 0.349 -OMA 5-1 3: 18 0. 3 52 --OMA 5-1 3:19 0. 3 5 6 - DMA 5-1 3:20 0. 3 5 9 -.. OMA -5-1 3: 21 0.363 OMA 5-l 3:22 0.366 -DMA 5-l 3: 2 3 0.370 --OMA 5-l 3:24 0. 37 9 OMA 5-l 3:25 0. 38 8 .. DMA -5-1 3: 2 6 0. 3 97 DMA ~-1 3:27 0.406 - DMA 5-l 3:28 0.415 --OMA -5-l 3:29 0. 4 24 OMA 5-l 3:30 0.430 -OMA -5-l 3: 31 0.436 .. 3:32 OMA 5-l 0.442 - OMA 5-l 3:33 0.448 -OMA 5-l 3:34 0. 4 5 4 --OMA 5-l 3:35 o.~59 -OMA 5-l 3:36 0. 4 7 6 -.. OMA 5-l 3:37 0. 4 94 - OMA 5-l 3:38 0.511 OMA 5-1 3:39 0. 52B -.. OMA 5-1 3: 4 0 0. 54 5 - OMA 5-1 3: 41 0. 562 -... OMA 5-l 3: 4 2 0. 5 7 5 - OMA 5-l 3:43 0. 58 8 -OMA 5-1 3:44 0.601 --OMA 5-1 3:45 0. 614 -OMA 5-1 3:46 0.627 --OMA -5-l 3:47 0. 64 0 OMA 5-l 3:48 0.690 -DMA 5-l 3:49 0.740 --OMA -5-l 3:50 0.789 OMA 5-1 3: 51 0.839 -DMA 5-l 3:52 0.889 DMA 5-1 3: 5 3 0. 93 9 - DMA 5-l 3:54 0. 9 96 -.. OMA -5-1 3:55 1.053 DMA 5-i 3:56 1. 109 -OMA 5-l 3:57 1 . 166 -.. OMA 5-l 3:58 1 . 22 3 -DMA 5-l 3:59 1 . 2 8 0 - DMA -'.i-1 4 : OU 1 . 8 68 .. OMA 5-l 4 : 01 2,456 -OMA 5-l 4 : 02 3.044 -.. DMA 5-1 4 : 0 3 3.633 -OMA 5-1 4 : 04 4. 221 OMA 5-1 4:05 4. 8 0 9 --OMA 5-l 4:06 4. 12 9 - OMA 5-l 4:07 3. 4 50 --DMA -5-1 4:08 2. 7 7 0 DMA 5-l 4:09 2.091 - DMA 5-l 4 : 1 0 1 . 411 --DMA 5-1 4 : 11 0. 7 31 - OMA 5-l 4 : 12 0. 694 --OMA -5-l 4 : 13 0.656 DMA 5-l 4: 14 0. 6 l 8 --SWMM5 Page 11 - .. Post-Dev Input (POC-3) • OMA 5-1 4:15 0.580 .. - OMA 5-1 4; 16 0. 54 2 DMA 5-1 4: 1 7 0.504 --OMA 5-1 4 : 18 0.486 OMA -5-1 4: 1 9 0, 4 67 DMA 5-1 4:20 0. 4 4 9 • OMA 5-1 4 : 21 0. 4 31 - OMA 5-1 4: 22 0.413 • OMA 5-1 4 : 2 3 0.394 DMA 5-1 4:24 0. 38 4 DMA 5-1 4:25 0.373 --DMA 5-1 4:26 0.362 OMA 5-1 4 : 27 0.352 --OMA 5-1 4 : 2 B 0. 3 41 OMA 5-1 4: 2 9 0.330 -OMA 5-1 4:30 0.323 ... OMA 5-1 4:31 0. 316 - OMA -5-1 4:32 0.309 .. OMA 5-1 4:33 0.302 OMA 5-1 4 : 34 0. 295 -OMA 5-1 4 : 35 0.287 --DMA 5-1 4:36 0.282 - OMA 5-1 4:37 0.277 OMA S-1 4: 38 0.272 .. -OMA '.;,-1 4 : 3 9 0. 2 67 -OMA 5-1 4 : 4 0 0. 2 62 OMA 5-1 4 : 41 0. 2 5 6 -- OMA 5-1 4:42 0.253 - OMA 5-1 4:43 0. 2 4 9 .. DMA 5-1 4: 4 4 0.245 OMA -5-1 4 : 4 5 0. 241 DMA 5-1 4 : ~ 6 0. 2 37 -- OMA 5-1 4 : 4 7 0.233 - OMA 5-1 4 : 4 8 0. 230 -- OMA 5-1 4:49 0.227 -OMA 5-1 4:50 0.223 OMA 5-1 4:51 0.220 -DMA s-: ~ : 52 0.217 OMA 5-1 4 : 5 3 0. 214 --OMA 5-1 4 : 54 0.211 -OMA 5-1 4 : 55 0. 209 OMA 5-1 4:56 0.206 .. - DMA 5-1 4: 5 7 0.204 DMA 5-1 4 : 5 8 0.281 .. OMA 5-l 4 : 5 9 0. 199 -OMA 5-1 5:00 0.196 - OMA 5-1 -5: 01 0. 1 94 .. OMA 5-1 5:02 0. 197 -OMA 5-1 5:03 0. 190 OMA 5-1 5:04 0. 18 8 -OMA 5-1 S:05 0. 1 8 6 OMA 5-1 5:06 0. l 84 DMA 5-~ 5:07 0, 1 E 2 -OMA 5-1 5:08 0. J 8 0 -OMA '.J-1 5:09 0. l 7 8 -OMA :',-1 5: 10 0. 177 - DMA 5-1 5;; 1 0. 1 7 ':, -OMA 5-1 5: ·. 2 0. l 7 3 -OMA 5-1 5: 13 0. 172 OMA 5-1 5: 14 0. 170 --DMA 5-1 S: 1 5 0. 169 OMA 5-1 5:16 0. 16 7 OMA 5-1 5: 1 ·7 0. 165 --DMA 5-~ 5: 18 0. 164 DMA 5-1 5; 1 g 0.163 --DMA 5-1 5:20 0. 161 -DMA 5-1 5:21 0. 160 - DMA 5-1 5:22 0.159 -OMA 5-1 5:23 0. 15 7 - OMA 5-1 5:24 0. 156 OMA 5-l 5:25 0. 155 --OMA 5-1 5:26 0. 154 OMA 5-1 -5: 27 D. 152 -OMA 5-1 5:28 0. 151 -OMA 5-1 5:29 0. 15 0 OMA 5-1 5:30 0.149 -- DMA 5-1 5: 31 0.148 - DMA 5-1 5:32 0. 14 7 OMA 5-l 5: 3 3 0. 14 6 -- OMA 5-1 '.:>: 34 0. 1 4 5 -OMA 5-1 5:35 0. 14 4 -OMA 5-1 5:36 0. 14 3 DMA 5-1 5:37 0. 14 2 DMA 5-1 5: 38 0. 14 1 • OMA 5-1 5:39 0.140 -DMA 5-1 5:40 0. 13 9 ., DMA 5-~ 5: 41 0 .138 -SWMMS Page 12 ... • -Post-Dev Input (POC-3) • DMA 5-1 5:42 0. 13 7 DMA 5-1 5:43 0. 136 -OMA 5-1 5: 4 4 0. 135 OMA 5-1 5: 4 5 0, 13 4 DMA 5-1 5: 4 6 0. 133 --DMA 5-1 5:47 0. 132 OMA 5-1 5:48 0. 132 -OMA -5-1 5: 4 9 0. 1 31 OMA 5-1 5: 5 0 0.130 DMA 5-1 5: 51 0. 12 9 --DMA 5-1 5:52 0. 12 9 OMA 5-1 5:53 0. 12 8 --OMA -5-1 5: 5 4 0. 127 OMA 5-1 5:55 0. 12 6 OMA 5-1 5:56 0. 12 6 -DMA 5-1 5:57 0.125 DMA 5-1 5:58 0. 12 4 - DMA S-1 5:59 0. 12 3 --DMA 5-1 6:00 0. 103 OMA 5-1 6:01 0.082 DMA 5-1 6:02 0.062 -DMA 5-1 6:03 0.041 -DMA 5-1 6: 0 4 0.021 --OMA 5-J 6:05 0.000 DMA 5-1 6:06 0.000 -OMA ]-BYPASS 0:00 0.004 -OMA ]-BYPASS 0: 01 0.008 --DMA ]-BYPASS 0:02 0. 011 DMA 3-BYPASS C:03 0.015 -OMA 3-BYPASS 0:04 0. 019 --OMA 3-BYPASS 0:05 0.023 - DMA ]-BYPASS 0:06 0. 027 -DMA -3-BYPASS 0:07 0.030 OMA 3-BYPASS 0:08 0.034 - DMA ]-BYPASS 0:09 0.038 --OMA -3-BYPASS 0: l 0 0.042 DMA 3-BYPASS 0: 11 0. 0 4 5 -OMA 3-BYPASS 0: 12 0.049 DMA 3-BYPASS 0:13 0.053 DMA ]-BYPASS 0:14 0.057 --OMA ]-BYPASS 0: 15 0.057 OMA 3-BYPASS 0: 16 0.057 DMA 3-BYPASS 0: 1 7 0.057 --DMA 3-BYPASS 0:18 0.057 DMA ]-BYPASS 0:19 0.057 -OMA 3-BYPASS 0:20 0. 0 5 7 -DMA -3-BYPASS 0:21 0.058 - OMA 3-BYPASS 0:22 0.058 --OMA 3-BYPASS 0:23 0.058 OMA 3-BYPASS 0:24 0.0~8 - DMA 3-BYE'ASS 0:25 0.058 --OMA 3-BYPASS 0:26 0.058 DMA 3-BYPASS 0:27 0.058 -OMA 3-BYPASS 0:28 0. 05 8 OMA 3-BYPASS 0: 2 9 0. 05 8 DMA 3-BYPASS 0:30 0.059 -OMA 3-BYPASS 0:31 0.059 DMA 3-BYPASS 0; 32 0.059 -OMA 3-BYPASS 0:33 0. 0 5 9 OMA 3-BYPASS 0:34 0.060 OMA 3-BYPASS 0:35 0.060 --OMA 3-BYPASS 0:36 0.060 OMA 3-BYPASS 0:37 0.060 -DMA 3-BYPASS 0:38 0. 061 DMA 3-BYPASS 0;39 0. 0 61 - OMA 3-BYPASS 0: 4 0 0.061 -DMA 3-BYPASS 0: 41 0.061 OMA 3-BYPASS 0:42 0.062 OMA ]-BYPASS 0:43 0.062 -OMA -3-BYPASS 0:44 0.062 OMA 3-BYPASS 0:45 0.062 OMA 3-BYPASS 0: 4 6 0. 0 62 -DMA 3-BYPASS 0: 4 7 0.062 -DMA 3-BYPASS 0:48 0.063 -OMA 3-BYPASS 0:49 0.063 - OMA ·;-BYPASS 0:50 0.063 -DMA 3-BYPASS 0:51 0. 0 63 -DMA 3-BYPASS 0:52 0. 0 63 OMA 3-BYPASS 0:53 0.063 -DMA -3-BYPASS 0:54 0.063 OMA 3-BYPASS 0:55 0.064 OMA 3-BYPASS 0:56 0. 0 64 -DMA ]-BYPASS 0:57 0.064 -DMA 3-BYPASS 0:58 0.064 -DMA -3-BYPASS 0:59 0.064 OMA 3-BYPASS 1:00 0.064 -SWMM5 Page 13 - .. Post-Dev Input (POC-3) - OMA 3-BYPASS 1: 01 0. 0 65 • OMA 3-BYPASS 1 : 02 0.065 DMA 3-BYPASS 1: 03 0.065 -DMA 3-BYPASS 1: 0 4 0.066 DMA 3-BYPASS 1:05 0.066 - OMA -3-BYPASS 1:06 0.066 • OMA 3-BYPASS 1:07 0.067 -OMA 3-BYPASS 1:08 0.067 -DMA -3-BYPASS 1:09 0. 0 67 OMA 3-BYPASS 1 : 1 0 0.067 DMA -3-BYPASS l : 11 0. 0 68 .. DMA 3-BYPASS 1 : 12 0.068 DMA 3-BYPASS 1: 13 0.068 DMA 3-BYPASS -J : 14 0.069 ... DMA 3-BYPASS 1 : 15 0.069 OMA 3-BYPASS 1:16 0.069 OMA 3-BYPASS 1 : 1 7 0. 0 69 .. OMA 3-BYPASS 1 : 18 0. 0 69 DMA ]-BYPASS 1 : 19 0.070 -- DMA ]-BYPASS 1 : 2 0 0.070 - DMA 3-BYPASS 1 : 21 0.070 DMA ]-BYPASS 1: 22 0.070 -OMA ]-BYPASS -1:23 0.070 DMA 3-BYPASS 1 : 24 0.070 -OMA 3-BYPASS 1:25 0.071 OMA ]-BYPASS -1:26 0.071 DMA ]-BYPASS 1 : 2 7 0.071 --DMA 3-BYPASS 1: 2 8 0. 071 DMA -3-BYPASS 1: 2 9 0.071 -DMA -]-BYPASS l : 3 0 0.072 DMA }-BYPASS 1: 31 0. 07 2 -OMA -3-BYPASS 1:32 0. 07 3 .. OMA -3-BYPASS 1:33 0. 07 3 DMA -3-BYPASS 1 : 34 0. 07 3 .. DMA -3-BYPASS 1: 35 0.074 DMA 3-BYPASS 1 : 36 0.074 OMA -3-BYPASS 1 : 3 7 0.075 -OMA -3-BYPASS 1 : 3 8 0.075 OMA 3-BYPASS "-1 : 3 9 0.075 DMA 3-BYPASS 1: 4 0 0.076 --DMA 3-BYPASS 1: 41 0.076 OMA 3-BYPASS 1 : 4 2 0.077 -OMA 3-BYPASS 1 : 4 3 0.077 -- OMA 3-BYPASS 1: 4 4 0.078 DMA 3-BYPASS -1: 4 5 0. 07 8 -DMA 3-BYPASS -1 : 4 6 0. 07 8 DMA 3-BYPASS 1 : ~ 7 0. 07 8 DMA 3-BYPASS 1: , 8 0.079 -OMA 3-BYPASS -1: 4 9 0. 07 9 DMA 3-BYPASS 1 : 50 0. (J7 9 -DMA 3-BYPASS 1: 51 0.079 DMA 3-Bx'PASS -1 : 52 0.080 DMA 3-BYPA.SS 1 : 5 3 0.080 • DMA 3-BYPASS 1 : 5 4 0.080 DMA -3-BY?ll.SS 1: 5 5 C. 08 0 -DMA 3-BYPASS 1: 56 0.080 DMA 3-BYPASS 1:57 O.Q81 DMA -3-BYPASS 1 : 58 0.081 -DMA 3-BYPASS 1 : 59 0. 081 DMA 3-BYPASS -2:00 0. 08 2 OMA 3-BYPASS 2:01 0. 082 -DMA 3-BYPASS -2:02 0. 08 3 OMA 3-BYPASS 2:03 0.084 -OMA -3-RYPASS 2:04 0. 0 8 4 DMA 3-BYPASS -2:05 0.085 DMA 3-BYPASS 2:06 0.085 -DMA 3-BYPASS 2:07 0.086 OMA 3-BYPASS 2: 0 8 0. 08 7 OMA 3-BYPASS 2:09 0. 08 7 -- DMA 3-BYPASS 2: 10 0.088 -DMA 3-BYPASS 2: 11 0.088 -OMA 3-BYPASS 2: 12 0.089 DMA 3-BYPASS 2: 13 0.089 OMA 3-BYPASS 2: 14 0.090 -OMA 3-BYPASS 2: 15 0.090 -llMA -3-BYPASS 2: 16 0.091 -OMA ]-BYPASS -2: 1 7 0.091 OMA 3-BYPASS -2: 18 0. 092 DMA 3-BYPASS 2: 19 0. 0 92 • DMA 3-BYPASS 2:20 0.092 OMA 3-BYPASS 2:21 0.093 -OMA -3-BYPASS 2:22 0.093 OMA 3-BYPASS -2:23 0.093 DMA 3-BYPASS 2:24 0.094 -OMA -3-BYPASS 2:?. S 0. 0 94 DMA 3-BYPASS 2:26 0. 0 94 OMA ]-BYPASS 2:27 0.095 ., SWMM5 Page 14 • - • -Post-Dev Input (POC-3) -OMA 3-BYPASS 2:28 0.095 OMA 3-BYPASS 2:29 0.096 --OMA 3-BYPASS 2: 30 0.096 OMA 3-BYPASS 2:31 0. 09"7 -OMA_ 3-BYPASS 2:32 0.098 -OMA 3-BYPASS 2:33 0.099 - DMA 3-BYPASS 2:34 0. 100 --OMA -3-BYPASS 2:35 0. 10 ~ OMA 3-BYPASS 2:36 0. 102 -DMA 3-BYPASS 2:37 0. 10 3 .. OMA -3-BYPASS 2:38 0. 104 OMA 3-BYPASS 2:39 0.105 -DMA 3-BYPASS 2:40 0.106 OMA 3-BYPASS 2: 41 0. 1 07 DMA 3-BYPASS 2:42 0. 1 08 --OMA_ ]-BYPASS 2:43 0.109 DMA ]-BYPASS 2:44 0. l l 0 OMA 3-BYPASS 2: 4 J 0.110 --OMA 3-BYPASS 2: 4 6 0. l l l OMA 3-BYPASS 2: 4 7 0. 11. 1 OMA ]-BYPASS 2:48 0. 112 -OMA 3-BYPASS 2: 4 9 0. 1: 3 OMA )-BYPASS 2:50 0. 113 -DMA ]-BYPASS 2:51 0. 114 OMA 3-BYPASS 2: :)2 0. 114 OMA 3-BYPASS 2:53 0. 115 -OMA -]-BYPASS 2:54 0. 116 - OMA ]-BYPASS 2:55 0.116 --OMA 3-BYPASS 2:56 0. 11 7 OMA 3-BYPASS 2:57 0. 118 OMA )-BYPASS 2:58 0. 118 -DMA 3-BYPASS 2:59 0. 119 - DMA 3-BYPASS 3:00 0. 12 C --OMA 3-BYPASS 3:01 0. 122 OMA 3-BYPASS 3:02 0. 12 4 OMA 3-BYPASS 3:03 0 .126 --DMA -3-BYPASS 3:04 0. 128 DMA 3-BYPASS 3:05 0. 12 9 --DMA 3-BYPASS 3:06 0. 1 31 OMA 3-BYPASS 3: 0"1 0.133 - OMA 3-BYPASS 3:08 0. 135 -OMA -3-BYPASS 3:09 0. 13 6 OMA 3-BYPASS 3: l 0 0.138 OMA 3-BYPASS 3:11 0. 14 0 -OMA 3-BYPASS 3:12 0. 14 2 OMA 3-BYPASS 3: 13 0. 14 3 OMA 3-BYPASS 3: 14 0. 14 5 --OMA 3-BYPASS 3: 15 0. 14 6 -OMA 3-BYPASS 3: 16 0. 14 8 --OMA 3-BYPASS 3: 1 7 0.149 OMA 3-BYPASS 3:18 0. l ':, l DMA 3-BYPASS 3:19 0. 152 -OMA 3-BYPASS 3:20 0. 153 OMA 3-BYPASS 3:21 0.155 -OMA -3-BYPASS 3:22 0.156 DMA 3-BYPASS 3:23 0. 15 7 -DMA 3-BYPASS 3:24 0. 159 --OMA 3-BYPASS 3:25 0.160 -OMA 3-BYPASS 3: 2 6 0.161 --OMA 3-BYPASS 3:27 0.163 OMA 3-BYPASS 3:28 0. 164 OMA 3-BYPASS 3:29 0. 165 -DMA_ 3-BYPASS 3:30 0. 1 70 OMA 3-BYPASS 3: 31 0.: 7 6 -OMA -3-BYPASS 3:32 0. ~ 81 DMA 3-BYPASS 3:33 0.186 OMA 3-BYPASS 3: 3 4 0. 191 -OMA 3-BYPASS 3:35 0. 19 6 OMA 3-BYPASS 3:36 0.20: DMA 3-BYPASS 3:37 0.207 -OMA 3-BYPASS 3:38 0.212 DMA 3-BYPASS 3:39 0.217 OMA 3-BYPASS 3:40 0.222 -OMA 3-BYPASS 3: 41 0.227 - DMA 3-BYPASS 3: 4 2 0.232 -DMA 3-BYPASS 3:43 0.238 -DMA 3-BYPASS 3: 4 4 0.243 - DMA 3-BYPASS 3: 4 5 0.249 --OMA )-BYPASS 3: 4 6 0.256 OMA 3-BYPASS 3:47 0. 2 63 • OMA -3-BYPASS 3:48 0. 269 OMA 3-BYPASS 3:49 0.276 OMA 3-BYPASS 3:50 0. 2 82 --OMA 3-BYPASS 3:51 0.289 DMA 3-BYPASS 3:52 0.296 --DMA -3-BYPASS 3:53 0.302 DMA 3-BYPASS 3:54 0. 30 9 -SWMM5 Page 15 - -Post-Dev Input (POC-3) 1111 OMA 3-BYPASS 3:55 0.315 • -DMA 3-BYPASS 3:56 0. 322 DMA 3-BYPASS 3:57 0.329 • OMA 3-BYPASS 3:58 0.335 -OMA 3-BYPASS 3:59 0.342 -OMA 3-BYPASS 4 : 00 0.401 • OMA 3-BYPASS 4:01 0. 4 60 - OMA -3-BYPASS 4:02 0. 519 • OMA 3-BYPASS 4 : 03 0. 578 - OMA 3-BYPASS 4:04 0.637 -OMA -3-BYPASS 4:05 0.696 • OMA 3-BYPASS 4:06 0. 7 54 - OMA ]-BYPASS 4:07 0. 81 3 -OMA 3-BYPASS 4:08 0.872 -OMA 3-BYPASS 4:09 0.931 - OMA 3-BYPASS 4: 10 0. 990 .. OMA ]-BYPASS ~ : 11 1 . 04 9 -OMA ]-BYPASS 4: 12 1 • 1 0 B -OMA ]-BYPASS 4: 13 1 . 167 -OMA 3-BYPASS 4 : 14 1 . 22 6 OMA -3-BYPASS 4 : 15 1.157 .. OMA 3-BYPASS 4 : 16 1 . 08 9 OMA ]-BYPASS 4 : 1 7 1. 02 0 OMA ]-BYPASS 4 : 18 0.951 • -OMA ]-BYPASS 4:19 0.882 - OMA 3-BYPASS 4 : 2 0 0. 813 OMA ]-BYPASS 4:21 0. 7 4 5 -- OMA ]-BYPASS 4:22 0.676 OMA ]-BYPASS 4:23 0.607 --DMA ]-BYPASS 4:24 0.538 -OMA 3-BYFASS 4:25 0. 4 I 0 -DMA 3-BYPASS 4:26 0.401 -OMA ]-BYPASS 4:27 0.332 - OMA -3-BYPASS 4:28 0.263 -OMA 3-BYPASS 4:29 0.195 -OMA 3-BYPASS 4:30 0.190 -OMA -3-BYPASS 4:31 0.186 -OMA 3-BYPASS 4:32 0. 182 -OMA 3-BYPASS 4:33 0.177 -OMA 3-BYPASS 4:34 0. 173 OMA 3-BYPASS 4:35 0. 169 - OMA -3-BYPASS 4:36 0. 165 -DMA 3-BYPASS 4 : 37 0. 160 -OMA 3-BYPASS 4 : 3 8 0. 15 6 OMA ]-BYPASS ~ : 3 9 0.152 -OMA 3-BYPASS 4 : 4 0 0. 14 7 OMA 3-BYPASS 4 : ~ ~ 0. 14 3 OMA 3-BYPASS 4 : 4 2 0. 139 .. -DMA J-BYPASS 4 : 4 3 0.135 OMA J-BYPASS 4 : 4 4 0.130 -- OMA 3-BYPASS 4 : 4 5 0. 12 8 - OMA 3-BYPASS 4 : 4 f 0. 126 DMA 3-BYPASS 4 : 4 7 0. 12 5 -OMA 3-BYPASS 4 : 4 8 C.123 -OMA 3-BYPASS 4 : 4 9 0. 121 --DMA 3-BYPASS 4 : 50 0. 119 - OMA 3-BYPASS 4 : 51 0. 11 7 -OMA ]-BYPASS -4 : 52 0. 11 ':: ... OMA 3-BYPASS 4 : 53 0. 113 - OMA -3-BYPASS 4:54 0. 11 l ... OMA 3-BYPASS 4:55 0.109 OMA ]-BYPASS 4 : 56 0. 1 08 -OMA -3-BYPASS 4 : 5 '/ 0.106 -DMA 3-BYPASS 4 : 58 0. 1 04 - OMA ]-BYPASS 4:59 0. 102 ... OMA 3-BYPASS 5:00 0. 1 01 -OMA ]-BYPASS 5:01 0. 100 -DMA -]-BYPASS 5:02 0.099 -OMA ]-BYPASS '::: 03 0.098 - OMA ]-BYPASS 5:04 0.096 - OMA 3-BYPASS 5:05 0.095 -OMA ]-BYPASS 5:06 0. 0 94 -OMA -3-BYPASS :, : 07 0.093 ]-BYPASS 5:08 0.092 -Dt-:A -DMA 3-BYPASS 5:09 0.091 OMA 3-BYPASS 5: 1 0 0.090 -- DMA 3-BYPASS 5: 11 0.089 - OMA 3-BYPASS 5:12 0.088 -OMA 3-BYPASS :, : l :J 0.086 -OMA 3-BYPASS 5: 14 0. 08', OMA ]-BYPASS 5: 1 5 0.085 --DMA 3-BYPASS 'c: 16 0.084 CMA 3-BYPASS 5: 1 ·; 0.083 OMA 3-BYPASS 5: 1 8 0.082 --DMA 3-BYPASS "l: 19 0.082 OMA 3-BYPASS 5:20 G.OS1 -OMA 3-BYPASS :J: 21 0.080 -.. SWMMS Page 16 - • -• ----------• ------------------------ OMA 3-BYPASS DMA 3-BYPASS DMA_3-BYPASS DMA 3-BYPASS DMA 3-BYPASS DMA=3-BYPASS DMA_3-BYPASS DMA_3-BYPASS DMA 3-BYPASS DMA_3-BYPASS OMA 3-BYPASS DMA 3-BYPASS DMA_3-BYPASS OMA 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS DMA 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS DMA_3-BYPASS DMA_ 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS DMA-3-BYPASS DMA_3-BYPASS OMA 3-BYPASS DMA_3-BYPASS DMA 3-BYPASS DMA_3-BYPASS DMA_3-BYPASS OMA 3-BYPASS OMA 3-BYPASS DMA 3-BYPASS DMA_3-BYPASS DMA._3-BYPASS OMA 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS DMA_3-BYPASS OMA 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS DMA_3-BYl"ASS UMA 3-BYPASS OMA 3-BYPASS OMA 3-BYPASS DMA 3-BYPASS OMA 3-BYPASS DMA 3-BYPASS DMA_3-BYPASS LID-RAIN LID-RAIN LID RAGE LID RAGE [REPORT) INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [CAGS) [MAP] 5:22 5:23 5:24 5:25 5:26 5:27 5:28 5:29 5:30 5:31 5:32 5:33 5:34 5:35 5:36 5:37 5:38 5:39 5:40 5: 41 S: 4 2 5:43 5:44 5:45 S: 4 6 5: 4 7 5:48 5:49 5: so 5: S 1 5:52 5:53 5:54 5:55 5:56 5:57 ':i: S 8 5:59 6:00 6:0l 6:02 6:03 6:04 6:05 6:06 6:07 6:08 6:09 6: J 0 6: 11 6: 12 6: 13 6: J 4 6:15 0 6:00 0:00 6:00 Post-Dev Input (POC-3) 0.079 0.079 0. 07 8 0.077 0. 07 7 0.076 0.075 0.074 0. 07 4 0.073 0.073 0. 07 2 0. 07 2 0. 071 0.071 0.070 0.069 0.069 0.068 0. 0 68 0. 0 6 7 0.067 0.066 0.066 0.065 0.065 0.065 0.064 0.064 0.063 0.06J 0.063 0. 0 62 0.062 0.061 0.061 0.061 0. 060 0.056 0.052 0. 04 8 0. 04 4 0. 0 4 :J 0.036 0. 032 0. 018 0. 024 0. 02 :J 0.016 0. 012 0.008 0.004 O. (JOO 0. 0 :JO 0 0 0 DIMENSJONS 361.608 4986.883 1178.373 5715.481 Ur.its None [COORDINAT[Sj ; ;Node ;;-------------- POC-3 DIV 4-1 DIV 5-1 SURF_4-1 SURF 5-1 [VERTICESJ ; ; Link ,,-------------- SWMM5 X-Coord 853.473 756.944 968.583 542.678 1141.247 X-Coord Y-Coord 5020.001 5245.370 5251.991 5245. 193 5251. 99] Y-Coord Page 17 [Polygons] ; ; Subcatchment ,,-------------- DMA_4-1 DMA_4-1 OMA 5-1 DMA_3-BYPASS IMP_4-1 IMP _5-1 [SYMBOLS) ; ;Gage ,;-------------- DMA_ 4-l DMA_S-1 DMA_3-BYPASS LID_RP..IN SWMM5 X-Coord 756.868 756.868 968.074 539.414 756.868 968.074 X-Coord 641.892 1116. 793 433 .186 625.646 Y-Coord 5656.743 5656. 743 5657.993 5075.614 5450.536 5455.535 Y-Coord 5654.244 5651.744 5095.610 5444 .288 Post-Dev Input (POC-3) -• • • ------.. ------------------------- • Page 18 • • .. ----------- ------------------------ Appendix 5: SWMM Model Results Post-Dev Output (POC-1) EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Bui:d 5.0.0221 NOTE: The summary statistics displayed in this report are based on results found at every computational lime step, not just on results from each reporting time step. ********************************************************* Analysis Options Flow units CFS Process Models: Rainfall/Runoff ........ YES Snowmelt NO Groundwater NO Flow Routing ........... YES Ponding Allowed NO Water Quality.... NO Infiltration Method ...... GREEN_AMPT Flow Routing Method ...... KINWAVE Starting Date ............ JAN-01-2000 00:00:00 Ending Date .............. JAN-01-2000 12:00:00 Antecedent Ory Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step .... 00:01:00 Dry Time Step ..... 00:01:00 Routing Time Step 60.00 sec WARNING 0 ~ : m1 nJ.m1;m elevation drop used for Condu; t BYPASS - WARNING 04: minJ.mum elevation drop used fo, Conduit DUM 1-1 WARNING '.14 : minimum elevation WARNING 04 : m.l.rnmum elevation Runoff Quantity Co~tinuity Total Precipitation Evaporation ~oss ...... . Tnfiltralion Loss ....... . Surfac"ce Rc:noff Final Surface Storage .... Contincii ty Error {' J ?low Rou~ing Continuity Dry Weather Inflow Wet Weather Inflow .. Groundwater Inflow RDII Inflow External Inflow External Outflow ........ . Internal Outflow .... . Storage Losses ..... . :nitial Stored Volume Final Stereo Volume .. Continc1ity Error (•) drop used drop used Volume acre-feet 0.948 0.013 0.000 0. 'l 16 0. 0)0 -0.045 Volume acre-feet 0.000 0.916 0.000 0.000 0.000 0.916 0.000 0.000 0. 00 :J 0. 000 0. 021 foe foe llighest F!ow Instability Indexes All links are stable. Routing Time Step Summary Minimum 1'1rr.e Step Average Time Steµ Maximum Time Step Percent in Steady State Average Iterations per Step Subcc)tchmer.1. Riir,off S1Jmmary •••• ****** * **** •• ****. ••**. SWMM5 60.00 sec 60. (:() sec 60. 0 0 sec 0.00 1. 00 Conduit BYPASS Conduit OUM Depth j nches i . 34 e G. 01 R 0. 0 0 0 l .383 0. 028 Volume 10~6 gal 0.000 0 . 2 98 0.000 0.000 o.ooc 0. 2 98 0.000 C. 0 00 0.000 0.000 3-1 1-1 3-1 ------.. ---.. ----------., -., ----.. --------Page 1 - -------------------------------------- Subcatchment OMA 1-1 DMA 3-1 DMA 1-BYPASS -IMP 1-1 IMP 3-1 *********************** LID Performance Summary *********************** Total Precip ic 1. 8 4 1 . 84 0.95 o.oo 0.00 S•.ibcatchment LID Control IMP 1 -1 IMP 3-1 Node Depth Summary IMP 1-1 IMP 3-1 Post-Dev Output (POC-1) Total Runon rn 0.00 o.oo 0.00 71. 99 7 4. 30 Total Inflow rn 71.99 7 4 . 30 Total Evap rn 0.02 0.02 0.02 0.02 0.02 Evap Loss ic 0.02 0.02 Total Inf i 1 ic 0.00 0.00 0.00 0.00 0.00 Infil Loss rn 0.00 0.00 Total Runoff in 1. 81 1.82 0.92 70.21 72.52 Surface Outflow in 3 6. 7 6 38.99 Average Maximum Maximuir, Time of Max Node POC-1 DIV 1-1 DIV 3-1 SURF 1-1 SURF 3-1 Node Inflow S1Jmmary Node POC-1 DIV 1-1 DIV J-1 -s·v1RF 1-1 -SURC" 3-1 - Type OUTFALL DIVIDER DlVIDER STORAGE STORAGE Type OUTFALL DIVIDER DIVICER STORAGE STORAGE Node Surcharge Summary Depth Depth HGL Occurrence Feet Feet Feet days hr:min 0.00 o.oo 0.00 00:00 0.00 0.00 0.00 0 00:00 0.00 o.oo 0.00 0 00:00 0.03 0.73 0. 73 0 04: 14 0.03 0.68 0.68 0 04 : 11 Maximum Maximum Lateral Lateral Total Time of Max Ir.flow Inflow Inflow Occurrence Volume CFS CFS days hr:min 1 QA 6 gaJ 6. 14 1 3. 91 0 04: 12 0. 111 6. 7 6 6. "/6 0 04: 09 0. 10 9 6.CO 6.00 0 0 4 : 07 0. 07 8 0.00 6. 4 9 0 04 : 09 0.000 0.00 5.81 0 04:07 0.000 Surcharging occurs when water rises above the top of the highest conduit. Node Type DJV 1-1 DIVIDER - DIV 3-1 DIVIDER SURf" 1-1 STORAGE SURF 3-1 STORAGE Node flooding Summary No nodes were flooded. Storage Volume Summary Hours Surcharged 12. 02 12. 02 12. 02 12. 02 Max. Height Above Crown Feet ll.OCO 0. 000 0.727 0.676 Min. Depth Below Rim Feet o.noo 0.000 1 . 2 7 3 1 . 324 Total Runoff 10A6 gal 0. 11 0.08 0.11 0. 11 0.08 Drain Outflow ic 33.45 33.53 Total Ir.flow Volume 10"6 gal 0.298 0. 109 0.078 0.057 0. 0 41 Peak Runoff Runoff Coe ff CFS 7.04 6.35 6. 14 6. 76 6.00 Init. Storage rn 0.00 o.oo 0.986 0.987 0.973 0. 97 "i 0. 97 6 Final Storage ic 1 • 7 9 1 . 7 9 Average Maximum Time of Max Maximum SWMM5 Pent. Error -0.06 -0.06 Page2 Storage Unit SURF_l-1 S'JRf 3-1 Volume 1000 ft3 0.102 0.050 Post-Dev Output (POC-1) Pent Pent ful 1 Loss 0 0 Volume 1000 ft3 2.302 1 . 3 9 4 Pent full 3] 30 Occurrence days hr:min 0 04: 14 0 04:11 outfall Loading surrunary *********************** Outfall Node POC-1 System Link flow Summary Link BYPASS l - l OUM l-l -BYPASS 3-l DUM 3-l -]-] 3-l flow Freq. Pent. 8 3. 08 83.08 Type DUMMY DUMMY D'JMMY D'.JMMY DUMMY DUMMY Conduit SL:rcharge Summary Avg. flow CFS 1 . 11 1, 1 ~ Maximum I flow I Cfs 6. 4 9 0. 26 5.81 o.:9 '.l. 8 0 J.63 Max. Flow CFS 13. 91 13. 91 Time of Max Occurrence days rir:min 0 04 : 0 9 04 : ()':, 0 o,;: 07 0 03: ';,4 0 04: 14 0 04: 11 Total Volume 10"6 gal 0. 2 99 0. 2 98 Maximum IVelocl tt/se::: Max/ Full Flow Max/ Full Depth Hours Hours Conduit ---------Hours Full-------- Both Ends Upstream Dnstream Above Ful 1 Capacity l\ormal Flo1,; Limited BYPASS ]-] 0. 01 0.01 l' . 01 12. ('.}. 0.01 - DUM l-I 0.01 0.01 0. OI 12. O? ,,, • 01 BYPASS J-1 0.01 0.01 G. C 1 12.02 G. 01 -DUM 3-1 0. 01 O.Ol (;. 0 J 12. 02 0. 0 1 - SWMMS Outflow c,s 3.80 3. 63 Page 3 ---------------------------------• -- • • ---.. ----------------------- ---------- Post-Dev Output (POC-2) EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) NOTE: The summary statistics displayed in this report are based on results found at every computat.ional time step, not just on results from each reporting time step. Analysis Options **************** Flow Llni ts •.••..••••••.•• CFS Process Models: Ra i nfa 11 /Runoff YSS Snowme.lt ....... . NO Groundwater ........... . NO Flow Routing YES Ponding Allowed ....... . NO water Quality ......... . NO Infiltration Method ..... . GREEN AMPT Flow Routing Method ...... KINWAVE Starting Date ............ JAN-01-2000 00:00:00 Ending Date .............. JAN-01-2000 12:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:01:00 Dry Time Step ............ 00:01:00 Routing Time Step ........ 60.00 sec WARNING 04: minimum elevati0'1 drop used for Conduit BYPASS 2-1 WARNING 04: minimum elevation drop used for Condu'ct DUM 2-1 Runoff Quantity Continuity Total Precipitation Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff ..........• final Surface Storage .... Continuity Error {f) Clow Routing Continuity Ory Weather Inflow Wet Weather Inflow ...... . Groundwater Inflow ...... . RDII Inflow ............. . External Inflow ......... . External Outflow ........ . Internal Outflow Storage Losses .......... . Initial Stored Volume ... . f"inal Stored Volume ..... . Continuity Error ()) Volume acre-feet 1.399 0.016 0.000 1. 063 0.321 -0.093 Volume acre-feet 0.000 1.062 0.000 0.000 O.GOO 0. 8 3 7 0.000 0.000 0.000 0. 22 3 0. 166 Highest Clow Instability Indexes All links are stable. Routing Time Step Summary Minimum Time Step Average Time Step Maximum Time Step Percent in Steady State Average Iterations per Step Subcatchment Runoff summary SWMMS Total Precip 60.00 sec 60.00 sec 60.00 sec 0.00 l . 00 Total Ru non Depth inches l . 564 0. 018 0.000 1 . 18 8 G.359 Volume 10"6 ga~ 0.000 0.346 0. 00 0 0.000 0.000 0.273 0.000 0.000 o.ooc 0. 07:! Total Evap Total Infil Total Runoff Total Runoff Peak Runoff Runoff Coe ff Page 1 Subcatchrnent DMA 2-1 DMA-2-BYPASS IMP 2-1 1 . 7 0 0.95 0.00 LID Performance Summary *********************** Subcatchment IMP 2-1 Node Deplh Summary Node POC-2 DIV 2-1 SURF_2-i LID Control Type OUTFALL DIVIDER STORAGE Node Inflow Summary Node POC-2 DIV 2-1 SURF 2-1 Type OVTFAL:.. DIVIDER STORAGE Node Surcharge Summary Post-Dev Output (POC-2) in 0.00 0.00 79.40 Total Inflow in Average Depth Feet 0.00 0.00 0. 75 Maximum Lateral Inflow CFS 2. 3 9 25.86 0.00 79.40 Maximum Depth Feet 0 . 0 0 0.00 1. 92 Maximum Total Inflow ccs 5.39 2 5. 8 6 25.60 in 0.02 0.02 0.02 Evap Loss rn 0.02 Maximum HGL 0.00 0.00 0.00 1.68 0. 92 59.55 l nf i l Loss rn surface Outflow 0.00 Time of Max Occurrence 43.85 Feet days hr:min 0.00 o.oo 1 . 92 Time of Mas Occurrence days hr:min 0 0 4 : 16 0 04:ll 0 04:ll 0 00:00 0 00:00 C 04: 22 Lateral Inflow Volume 10~6 gal 0.039 0.307 0.000 0.41 o.04 0.31 Drain Outflow rn 15. 70 Total Inflow Volume l O" 6 gal 0.273 0.307 0.231 CFS 26.88 2.39 2 5. 8 6 l nit. Storage rn o.oo S1Jrcharging occurs when water rises above the top of the highest cond1Jit.. Node DJV 2-1 SURF 2-1 Node Flooding Summary Type DIV!DER STORAGE No nodes were f1ooded. Storage Volume Summary Storage Unit SURF 2-1 Average Volume 1000 ft3 7. 4 16 Outfall :..,oading S1immary SWMM5 F'low Freq. Hours Surcharged 12. 02 12. O?. Avg E& I Pent Pent Cui.I Loss 20 Max. Height Above Crown Feet (J. 0 0 0 1. 923 Maximum Volume 1000 ft3 19.635 Avg. Flow Max. Clow Total Volume Min. Depth Below Rim Feet 0.000 1. _°:, 77 Max Pent Fu 11 52 Time of Max Occ1Jrrence days hr:min 0 04:21 Maximum Outflow CFS 4 . 41 0.986 0 . 97 3 0.750 Final Storage in 19.86 Pent. Error -0.05 Page 2 -.. -------------------• -• -----------• -- ---... ------------- -------------------- Post-Dev Output (POC-2) Outfall Node POC-2 System Link Flow Summary ******************** Link BYPASS 2-1 DUM 2-1 2-1 Pent. 100.00 100.00 Type DUMMY DUMMY DUMMY CFS 0. 84 0.84 Maximum I Flow I CFS 25.60 0. 26 4. 41 CFS 5.39 5.39 Time of Max Occurrence days hr:min 0 04:11 03:53 0 04: 22 Conduit Surcharge Summary Conduit BYPASS 2-1 DUM_Z-1 SWMM5 ---------Hours Full-------- Both Ends Upstream Dnstream 0.01 0.01 0.01 0.01 0.01 0. 01 0.273 0. 27 3 Maximum 'Velocl ft/sec Max/ Full Flow Max/ Full Depth Hours Above Full Normal Flow 12. 02 12.02 Hours Capacity Limited 0.01 0.01 Page 3 Post-Dev Output (POC-3) EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. Analysis Options flow Units CFS Process Models: Rainfall/Runoff ........ YF,S Snowmel t ...... , ........ NO Groundwdter ............ NO Flow Routing YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Flow Routing Method ...... KJNWAVE Starting Date ............ JAN-01-2000 00:00:00 Ending Date .............. JAN-01-2000 12:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step 00:01:00 Dry Time Step ............ 00:01:00 Routing Time Step ........ 60.00 sec WARNING 04: minimum elevation drop used for Co:1dui t BYPASS - WARN ING 04: minimum elevation drop used to, Conduit DUM 4-1 WARNING 0 4 : minimum elevation WARNING 0 4 : minimum elevation Runoff Quantity Continuity Total Precipitation ..... . F,vaporation Loss ........ . Infjltration Loss ....... . Surface Runoff .......... . Final Surface Storage .. Continuity Error (~) ~·low Routing Continuity ******.******************* Dry Weather Inflow Wet Weather Inflow Groundwater Inflow RDJ l Inflow External Inflow ......... . External Outflow .. Internal Outflow ........ . Storage Losses Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (\:.) drop used drop used Volume acre-feet 3. 398 0.032 0.000 3.324 0.04:3 -0.019 Volume acre-feet 0.000 J.324 0.000 0.000 0. 000 J.318 0.000 0.000 0.000 o.oo~ 0.035 to, to, Highest Flow Instability Indexes All links are stable. Routing Time Step Summary Minimum Time Step Average Time Step Maximum Time Step Percent in Steady State Average Iterations per Step Subcatchment Runoff summary SWMM5 60.00 sec 60.00 sec 60.00 eec 0.00 1. 00 - Conduit BYPASS Conduit DUM Depth inches 1 . 127 0.011 0.000 l . 1 02 G. C 14 c.ooo 1.083 o.occ 0. 000 0.000 1.081 0.000 0. :J 00 0. 000 0.001 - 5-l H 5-1 -.. -------.. -• -• -• -----• ---------------Page 1 - --.. ---------------------------------- Subcatchment OMA_ 4-1 OMA 5-1 OMA 3-BYPASS -IMP 4-1 -IMP S-1 Total Precip ,n 1 . 60 2.03 0.95 0.00 0.00 *********************** LID Performance Summary *********************** Subcatchment 1MP_4-1 IMP 5-1 Node Depth Summary Node POC-3 DIV_4-l DIV 5-1 SURf 4-1 SURF_5-l LID Control IMP 4-1 IMP_5-l Type OUTfALL DIVIDER DIVIDER STORAGE STORAGE Node Inflow Summary Nooe Type POC-3 OUTfALL DIV 4-1 DlVIDER - DIV 5-1 DIVIDER -SURf 4-1 STORAGE -SURF 5-] STORAGE - Node Surcharge Summary Post-Dev Output (POC-3) Total Runon rn 0.00 o.oo 0.00 75.60 8 9. 90 Total Int low a, Average Depth Feet 0.00 0.00 o.oo 0. 18 0.04 Maximum Lateral lnflow CFS 32.BS 1 9. 7 '..> 6.51 0.00 o.oo 7 5. 60 89.90 Maximum Dt::pth feet 0.00 0.00 0.00 1. 56 0.68 Maximum Total Inflow CfS 42.70 19. 7 S 6.51 19. 19 6. 4: Total Evap in 0.01 0.01 0.01 0.02 0. 02 Evap Loss in 0. 02 0.02 Total Infil in o.oo o.oo 0.00 o.oo o.oo Infil Loss in 0. 00 o.oo Total Runoff in 1.59 2.02 0.94 7 2. 89 88. 11 Surface Outflow rn 40.08 58.15 Maximum HGL feet Time of Max Occurrence days hr:rr,in 0.00 00:00 0.00 0 00:00 0. 00 0 0 0: 00 1 . 5 6 0 04: 1 9 0. 68 0 04:09 Lateral Time of Max Inflow Occurrence Volume days hr:min 10A6 gal 0 04:15 0. 67 7 0 04: ; : 0. 33 0 0 04:07 0.077 0 0 4 : l l 0.000 C 04:07 0.000 Total Runoff lOA6 gal 0.34 0.08 0.68 0. 3 3 0.08 Drain Outflow 32.81 29.97 Total Int low Volume 10A6 gal 1 . 0 81 0.329 0.077 0. l B 5 0. OS 1 Peak Runoff Runoff Coe ff CFS 20. 70 6.94 32.85 19, 7 5 6.51 Init. Storage rn 0.00 0.00 0.993 0.995 0.989 0.964 0.980 final Storage in 2. 73 1 • B 0 Surcharging occurs when water rises above the top of the highest conduit. Node Type DIV 4-1 DIVIDER DIV 5-1 DIVIDER -SURF 4-] STORAGE SURF 5-1 STORAGE - Node Flooding Summary ····•***············· No nodes were flooded. Storage Volume Summary Average SWMM5 Hours Surcharged 12. 02 12. 02 ~2.02 1 2. 02 E&I Max. Height Above Crown Feet 0. 000 0.000 1. S 5 6 0. 68 3 Maximurr Min. Depth Below Rim Feet 0.000 0.000 1 • 27 4 1.317 Max Time of Max Maximum Pent. Error -0. 0 5 -0.03 Page 2 Storage Unit SURF 4-1 SURF 5-1 Volume 1000 ft3 l . 4 77 0.058 Post-Dev Output (POC-3) Pent Pent Full Loss 6 2 0 0 Volume 1000 ft3 13. 180 1. 133 Pent Full 52 30 Occurrence days hr:min 0 04: I 9 0 04:09 Outfall Loading Summary Outfall Node POC-J System Link Flow Summary Link BYPASS 4-1 . DUM 4-1 - BYPASS 5-1 :'.JUM 5-1 - 4-1 5-1 Flow Freq. Pent. 100.00 100.00 Type DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY Avg. flow CFS 3.34 3.34 Maximum I rlow I CFS 19. 19 0. 56 6. 4; 0. 1 0 7.52 5.25 Max. Flow CFS 42.70 42.70 Time of Max Occurrence days hr:min 0 04 : 11 0 04: 04 0 04 : 07 0 () 4: 02 0 04: 19 0 4 : 0 9 Total Volume 10"6 qal 1. 081 1 . 081 Maximum IVelocl ft/sec Max/ rull Flow Max/ Full Depth Conduit Surcharge Summary Conduit BYPASS 4-1 -OUM 4-1 BYPASS 5-1 OUM 5-1 - SWMMS ---------Hours rull -------- Both Ends Upstl'."eam Dnstream C. 0 l 0.01 0.01 0.01 0.01 0.01 0.01 0.01 C . 0 1 0.01 0.01 0.01 Hours Above ru 11 NoJ:"mal Flow 12. 02 12. 02 12. 02 12.02 Hours Capacity ::..irr.i ted 0.01 0.01 0.01 0.01 Outflow CFS 7.52 5.25 Page 3 -.. -.. -----.. ---• -------• • --------.. • ... -.. -.. TECHNICAL MEMORANDUM: BMP Sizing for Stormwater Treatment Poinsettia (CT 14-10) City of Carlsbad, CA Prepared for: Lennar California Coastal August 9, 2017 Tofr.,1}(~-- President TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES CIVIC CENTER DR, STE 206, VISTA, CA 92084 • 760-414-9212 TO: FROM: DATE: RE: TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES TECHNICAL MEMORANDUM Lennar California Coastal Attention: Jamison Nakaya 25 Enterprise, Suite 400 Aliso Viejo, CA 92656 Tory Walker, PE, CFM, LEED GA August 9, 2017 Summary of BMP Sizing for Storm water Treatment for Poinsettia, City of Carlsbad, CA. INTRODUCTION This technical memorandum summarizes the approach used to size biofiltration Best Management Practices (BMPs) for treatment of stormwater from the proposed Poinsettia development in the City of Carlsbad, CA. The biofiltration basins are sized using Worksheet B.5-1 : Simple Sizing Method for Biofiltration BMPs, as provided in the "City of Carlsbad BMP Design Manua/"1 (BMP Design Manual). The BMP Design Manual was developed for the City of Carlsbad in order to address the BMP sizing requirements set forth in NPDES permit Order No. R9-2013-00012, as established by the San Diego Regional Water Quality Control Board (SDRWQCB}. BMP SIZING The biofiltration basins were sized to treat stormwater based on the criteria presented in the BM P Design Manual. Sizing calculations for each BMP follow Worksheet B.5-1 (see Attachment 1). Essentially, the Design Capture Volume (DCV} was calculated for each BMP, followed by calculation of the minimum required footprint (where footprint is equal to the treatment area, which is equal to the area of the amended soil and gravel layers). The footprint provided for each BMP was made larger than the minimum required footprint in order to demonstrate compliance with the BMP Design Manual. The required and provided footprints are shown in Table 1. Each BMP has a footprint that is larger than the required area because hydromodification management plan (HMP) criteria was the controlling factor for sizing each basin. For further information regarding HMP requirements for the project, please refer to the site specific HMP3. Worksheet B.5-1 presents two options for achieving water quality compliance. For this project, Option 1 (Biofilter 1.5 times the DCV), was se lected as the water quality criteria for all BMPs. In addition, the BMP Design Manual requires that all biofiltration basins have a footprint greater than or equal to 3% of the area tributary to the BMP multiplied by the adjusted runoff factor (C). The 3% rule is a minimum sizing factor, which for this project requires footprint sizes to be grea ter than Option 1. WATERSHED, FLOODPLAIN f?? STORM WATER MANAGEMENT· RIVER RESTORATION · FLOOD FACILITIES DESIGN· SEDIMENT f?? EROSION 122 CIVIC CENTER DRIVE, SUITE 206, VI STA CA 92084 · 760-414-9212 · TRWENGINEERING.COM -TRWE- Poinsettia BMP Sizing Memo August 9, 2017 The BMP Design Manual also requires consideration of partial retention for biofiltration BMPs. Partial retention was not incorporated into the design of the project's BMPs because the geotechnical investigation4 recommends against infiltration into the underlying soil (due mostly to seepage related slope instability). Thus, all biofiltration basins are fully lined with an impermeable liner. TABLE 1-SUMMARY OF BMP FOOTPRINTS BMP Footprint Required (ft2) Footprint Provided (ft2) 1-1 1,642 2,488 2-1 6,757 8,277 3-1 992 1,733 4-1 4,933 7,253 5-1 1,317 1,400 SUMMARY This technical memorandum has demonstrated that the proposed biofiltration basins within the Poinsettia project satisfy the BMP Design Manual water quality criteria, provided that the cross- sectional areas and volumes recommended within this technical memorandum are incorporated as specified within the proposed project site. KEV ASSUMPTIONS 1. Zero partial retention is used because the project's geotechnical investigation4 recommends against infiltration into the underlying soil. Thus, the biofiltration basins are lined with an impermeable liner. REFERENCES (1) -"City of Carlsbad Engineering Standards Volume 5 Carlsbad BMP Design Manual -2016 Edition", February 16, 2016, City of Carlsbad . (2) -Order R9-2013-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). [3] -"SWMM Modeling for Hydromodification Compliance of Poinsettia, City of Carlsbad, CA, August 9, 2017", prepared by Tory R. Walker Engineering. (4) -"Report of Geotechnical Investigation, Poinsettia Development, Carlsbad, California, November 20, 2014", prepared by Group Delta Consultants, Inc. ATIACHMENTS 1. BMP Sizing Calculations 2 Job# 349-11 ATTACHMENT 1 BM P Sizing Calculations TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES RUNOFF FACTOR CALCULATION BMPID: BMP 1-1 Contributing DMA(s): DMAl-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C cw 1 IMPERVIOUS S6089 0.9 0 .S5 PERVIOUS (LANDSCAPE) 42639 0.1 TOTAL 98728 TOTAL (ac) 2.266 BMP ID: BMP 2-1 Contributing DMA(s): DMA2-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C Cw 2 IMPERVIOUS 232630 0.9 0 .58 PERVIOUS (LANDSCAPE) 158573 0.1 TOTAL 391203 TOTAL (ac) 8.981 BMPID: BMP 3-1 Contributing DMA(s): DMA3-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C Cw 3 IMPERVIOUS 32480 0.9 0 .47 PERVIOUS (LANDSCAPE) 38430 0.1 TOTAL 70910 TOTAL (ac) 1.628 BMPID: BMP4-1 Contributing DMA(s): DMA4-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C Cw IMPERVIOUS 162338 0.9 0.48 4 PERVIOUS (LANDSCAPE) 183451 0.1 TOTAL 345789 TOTAL (ac) 7.938 BMPID: BMP 5-1 Contributing DMA(s): DMAS-1 Weighted Runoff Factor OMA Surface Type Area (sf) Runoff Factor C Cw 5 IMPERVIOUS 47103 0.9 0.70 PERVIOUS (LANDSCAPE) 15225 0.1 TOTAL 62328 TOTAL (ac) 1.431 Project Name ...... . Project No ............ . Date ...................... . Poinsettia 349-11 8/9/2017 BMP Sizing for Biofiltration Basin 1-1 (IMP 1-1) I I I DESIGN CAPTURE VOLUME (DCV) (per BMP Design Manual) C 0.554 Area weighted runoff factor, per Table B.1-1 d 0.64 in (85th percentile, 24-hr storm ra infall depth) A 2.266 ac (area tributary to BM P) DCV 2920 jcubic-feet I I I I I Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs Worksheet B.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Remaining DCV after implementing retent ion BM Ps 2920 cubic-feet Partial Retention 2 Infilt ration rate from Works heet D.5-1 if partial infiltrat ion is feasible N/A in/hr. 3 Allowable drawdow n t ime for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] I N/A inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line SJ N/A I inches 7 Assumed surface area of the biofiltration BMP 2488 sq-ft 8 Media ret ained pore space 0.1 in/in 9 Volume retained by BMP [[Li ne 4 + (Line 12 x Line 8)]/12] x Line 7 N/A cubic-feet 10 DCV t hat requires biofiltration [Line 1 -Line 9] 2920 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 6 inches 12 Media Th ickness [18 inches minimum] 18 inches Aggregate St orage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 12 inches 14 Media available pore space 0.2 in/in 15 Media filt ration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allow able Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16] 30 inches Depth of Detention Storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Lin e S)J 14.4 inches 19 Total Depth Treated [Line 17 + Line 18] 44.4 inches Option 1-Biofilter 1.5 times the DCV -- 20 Required biofiltered volume (1.5 x Line 10] 4380 cubic-feet 21 Required Footprint [Line 20/ Line 19) x 12 1184 sq-ft Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (s urface+ pores) Volume [0.75 x Line 10) 2190 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 1825 sq-ft Required Footprint of the BMP 24 Area draining t o the BMP 98728 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.554 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03) 1642 sq-ft 27 Foot print of t he BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 1642 sq-ft I I I Biofiltration foot print provided [Li ne 7] 2488 sq-ft Check t hat Line 7 is greater than or equal to Line 27 OK BMP Sizing for Biofiltration Basin 2-1 {IMP 2-1) DESIGN CAPTURE VOLUME (DCV) (per BMP Design Manual) C 0.576 Area weighted runoff factor, per Table B.1-1 d 0.64 in (85th percentile, 24-hr storm rainfall depth) A 8.981 ac (area tributary to BMP) DCV 12012 ft3 Worksheet B.5-1 : Simple Sizing Method for Biofiltration BMPs Worksheet B.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Remaining DCV after implementing retention BMPs 12012 cubic-feet Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible N/A in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] N/A I inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line 5] N/A I inches 7 Assumed surface area of the biofiltration BMP 8277 sq-ft 8 Media retained pore space 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 N/A cubic-feet 10 DCV that requires biofiltration [Line 1 -Line 9] 12012 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 12 inches 12 Media Thickness (18 inches minimum] 18 inches Aggregate Storage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 12 inches 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allowable Routing Time for siz ing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16] 30 inches Depth of Detention Storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)) 20.4 inches 19 Total Depth Treated [Line 17 + Line 18] 50.4 inches --- Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Line 10] 18018 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 4290 sq-ft Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 9009 cubic-feet 23 Required Footprint [Line 22/ Line 18) x 12 5299 sq-ft Required Footprint of the BMP 24 Area draining to the BMP 391203 sq -ft 25 Adjusted Runoff Factor for drainage area {Refer to Appendix B.1 and B.2) 0.576 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03) 6757 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 6757 sq-ft Biofiltration footprint provided [Line 7] 8277 sq-ft Check that Line 7 is greater than or equal to Line 27 OK BMP Sizing for Biofiltration Basin 3-1 (IMP 3-1) I I I DESIGN CAPTURE VOLUME (DCV) (per BMP Design Manual) C 0.466 Area weighted runoff fa ctor, per Table 8.1-1 d 0.64 in (85th percentile, 24-hr storm rainfall depth) A 1.628 ac (area tributary to 8MP) DCV 1764 lcubic-feet I I I I I Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs Worksheet B.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Remaining DCV after implementing retention BMPs 1764 cubic-feet Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible N/A in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] N/A inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line SJ N/A inches 7 Assumed surface area of the biofiltration 8MP 1733 sq-ft 8 Media retained pore space 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 N/A cubic-feet 10 DCV that requires biofiltration [Line 1-Line 9] 1764 cubic-feet BMP Parameters 11 Surface Ponding (6 inch minimum, 12 inch maximum] 6 inches 12 Media Thickness (18 inches minimum] 18 inches Aggregate Storage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 12 inches 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16) 30 inches Depth of Detention Storage 18 (Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)) 14.4 inches 19 Total Depth Treated [Line 17 + Line 18) 44.4 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume (1.5 x Line 10] 2646 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 715 sq-ft Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 1323 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 1103 sq-ft Required Footprint of the BMP 24 Area draining to the BMP 70910 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix 8.1 and B.2) 0.466 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 992 sq-ft 27 Footprint of the 8MP = Maximum(Minimum(Line 21, Line 23), Line 26) 992 sq-ft I I I Biofiltration footprint provided [Line 7] 1733 sq-ft Check that Line 7 is greater than or equal to Line 27 OK BMP Sizing for Biofiltration Basin 4-1 (IMP 4-1) DESIGN CAPTURE VOLUME (DCV) (per BMP Design Manual) C 0.476 Area weighted runoff factor, per Table B.1-1 d 0.64 in (85th percentile, 24-hr storm rainfall depth) A 7.938 ac (area tributary to BMP) DCV 8771 cubic-feet Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs Worksheet 8.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Remaining DCV after implementing retention BMPs 8771 cubic-feet Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible I N/A in/hr. 3 Allowable drawdown time for aggregate storage below t he underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3) N/A inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain (Line 4/ Line SJ N/A inches 7 Assumed surface area of the biofiltration BMP 7253 sq-ft 8 Media retained pore space 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8))/12) x Line 7 N/A cubic-feet 10 DCV that requires biofiltration [Line 1-Line 9) 8771 cubic-feet BMP Parameters 11 Surface Ponding (6 inch minimum, 12 inch maximum] 8 inches 12 Media Thickness (18 inches minimum] 18 inches Aggregate Storage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 18 inches 14 M edia available pore space 0.2 in/in 15 Media filtration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16) 30 inches Depth of Detention Storage 18 (Line 11 + (Line 12 x Line 14) + (Line 13 x Line S)) 18.8 inches 19 Total Depth Treated [Line 17 + Line 18) 48.8 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume (1.5 x Line 10) 13156 cubic-feet 21 Required Footprint [Line 20/ Line 19) x 12 3235 sq-ft Option 2 -Store 0.75 of remaining DCV in pores and ponding - 22 Required Storage (surface+ pores) Volume [0.75 x Line 10) 6578 cubic-feet 23 Required Footprint [Line 22/ Line 18) x 12 4199 sq-ft Required Footprint of the BMP 24 Area draining to the BMP 345789 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.476 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 4933 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 4933 sq-ft Biofiltration footprint provided (Line 7) 7253 sq-ft Check that Line 7 is greater than or eq ual to Line 27 OK BMP Sizing for Biofiltration Basin 5-1 (IMP 5-1) DESIGN CAPTURE VOLUME (DCV} (per BMP Design Manual} C 0.705 Area weighted runoff factor, per Table B.1-1 d 0.64 in (85th percentile, 24-hr storm rainfall depth) A 1.431 ac (area tributary to BMP) DCV 2342 cubic-feet Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs Worksheet B.5-1 Simple Sizing Method for Biofiltration BMPs BMP Design Manual 1 Remaining DCV after implementing retention BMPs 2342 cubic-feet Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible N/A in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] N/A inches 5 Aggregate pore space 0.4 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line SJ I N/A j inches 7 Assumed surface area of the biofiltration BMP 1400 sq-ft 8 Media retained pore space 0.1 in/in 9 Volume retained by BMP ([Line 4 + (Line 12 x Line 8)]/12] x Line 7 N/A cubic-feet 10 DCV that requires biofiltration [Line 1 -Line 9] 2342 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 6 inches 12 Media Thickness [18 inches minimum] 18 inches Aggregate Storage above underdrain invert (12 inches typical) -use O inches 13 for sizing if the aggregate is not over the entire bottom surface area 12 inches 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16) 30 inches Depth of Detention Storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5 )] 14.4 inches 19 Total Depth Treated [Line 17 + Line 18] 44.4 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Line 10] 3513 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 950 sq-ft Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 1757 cubic-feet 23 Required Footprint [Line 22/ Line 18) x 12 1464 sq-ft Required Footprint of the BMP 24 Area draining to the BMP 62328 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.705 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 1317 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 1317 sq-ft Biofiltration footprint provided [Line 7] 1400 sq-ft Check that Line 7 is greater than or equal to Line 27 OK TECHNICAL MEMORANDUM: SWMM Modeling for Hydromodification Compliance of: Poinsettia (CT 14-10) City of Carlsbad, CA Prepared for: Lennar California Coastal August 9, 2017 ~l~Rr:f.;- President TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES CIVIC CENTER DR, STE 206, VISTA, CA 92084 • 760-414-9212 TO : FROM : DATE: RE: TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES TECHNICAL MEMORANDUM Lennar California Coastal Attention: Jamison Nakaya 25 Enterprise, Suite 400 Aliso Viejo, CA 92656 Tory Walker, PE, CFM, LEED GA August 9, 2017 Summary of SWMM Modeling for Hydromodification Compliance of Poinsettia, City of Carlsbad, CA. INTRODUCTION This technical memorandum summarizes the approach used to model the proposed Poinsettia development in the City of Carlsbad, CA, using the Environmental Protection Agency (EPA) Storm Water Management Model (SWMM). SWMM analyses were prepared for the pre-and post-developed conditions at the project site to determine if the proposed biofiltration basins meet Hydromodification Management Plan (HMP) requirements. The City of Carlsbad established these requirements in the City of Carlsbad BMP Design Manual1 (BMPDM). SWMM MODEL DEVELOPMENT The Poinsettia project is a proposed residential development located just southeast of the intersection of Poinsettia Lane and Cassia Road in the City of Carlsbad. Two (2) SWMM scenarios were prepared for this study, one for the pre-developed and another for the post-developed conditions. Three (3) Points of Compliance (POC) have been identified along the boundary of the project site, as shown on the pre- and post-developed Drainage Management Area (OMA) maps in Attachment 5. For both SWMM scenarios, flow duration curves were prepared for each POC to determine if the proposed biofiltration Integrated Management Practices (IMPs) are sufficient to meet the current HMP requirements. The input data required to develop SWMM analyses include rainfall, watershed characteristics, and IMP configurations. The Oceanside gauge from the Project Clean Water website was used for this study, since it is the most representative of the site precipitation due to elevation and proximity to the project site. Evaporation for the site was modeled using average monthly values from the BMPDM. The site was modeled with Types D and A hydrologic soils, as determined from the Natural Resources Conservation Service (NRCS) Web Soil Survey. Soils are mostly assumed to be uncompacted in existing conditions. In developed conditions, soils within the developed portion of the site are assumed to be compacted, while soils in undeveloped areas are assumed to remain uncompacted. Based on the BMPDM and the WATERSHED, FLOODPLAIN fl? STORM WATER MANACEMENT · RIVER RESTORATION· FLOOD FACILITIES DESICN • SEDIMENT fl? EROSION 122 CIVIC CENTER DRIVE, SUITE 206, VISTA CA 92084 · 760-414-9212 · TRWENCINEERINC.COM -TRWE- Poinsettia HMP Memo August 9, 2017 HMP Review and Analysis prepared for the Cities of San Marcos, Oceanside & Vista2, other SWMM inputs for the subareas are discussed in the appendices to this document, where the selection of the parameters is explained in detail. HMP MODELING POC-1 POC-1 is located along the western boundary of the project site (see OMA maps in Attachment 5). In existing conditions, OMA 1 drains southwesterly to POC-1. In proposed conditions, OMAs 1-1 and 3-1 are drained to two receiving IMP biofiltration basins (IMPs 1-1 and 3-1). Once flows are routed via the proposed IMPs, all flows are then conveyed via storm drain to POC-1. The area labeled as OMA 1- BYPASS bypasses the IMP facilities and drains directly to POC-1 . Tables 1.1 and 1.2 summarize data for POC-1 OMAs in the existing and developed conditions. The IMP biofiltration basins (IMPs 1-1 and 3-1) are responsible for handling hydromodification requirements for POC-1. The biofiltration basins have been designed with a uniform surface depth of 2.50 feet. Each IMP is comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 in/hr), and a 12-inch layer of gravel for additional detention and to accommodate the French drain system. Below the gravel layer, the basins are lined to prevent infiltration into the underlying soil. Flows will discharge from each basin via a low-flow orifice outlet within the gravel layer to the receiving storm drain system. A riser structure will be co nstructed within each IMP with orifices and an emergency overflow, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Tables 5 and 6). TABLE 1.1-SUMMARY OF EXISTING CONDITIONS FOR POC-1 OMA Tributary Area, A (ac) Impervious Percentage, Ip OMAl 11.53 0.0% TOTAL 11.53 - TABLE 1.2 -SUMMARY OF DEVELOPED CONDITIONS FOR POC-1 DMA Tributary Area, A (ac) Impervious Percentage, Ip OMA 1-1 2.21 58.3% OMA 3-1 1.59 47.0% OMA 1-BYPASS 4.44 3.1% IMP 1-1 0.06 0.0% IMP 3-1 0.04 0.0% TOTAL 8.34 - POC-2 POC-2 is located near the middle of the project site (see OMA maps in Attachment 5). In existing conditions, OMA 2 drains southeasterly to POC-2. In proposed conditions, OMA 2-1 is drained to one receiving IMP biofiltration basin (IMP 2-1). Once flows are routed via the proposed IMP, all flows are then conveyed via storm drain to POC-2. The area labeled as OMA 2-BYPASS bypasses the IMP facility 2 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 and drains directly to POC-2. Tables 2.1 and 2.2 summarize data for POC-2 DMAs in the existing and developed conditions. The IMP biofiltration basin (IMP 2-1) is responsible for handling hydromodification requirements for POC-2 . The biofiltration basin has been designed with a uniform surface depth of 5.00 feet. The IMP is comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 in/hr), and a 12-inch layer of gravel for additional detention and to accommodate the French drain system. Below the gravel layer, the basin is lined to prevent infiltration into the underlying soil. Flows will discharge from the basin via a low-flow orifice outlet within the gravel layer to the receiving storm drain system. A riser structure will be constructed within the IMP with orifices and an emergency overflow, such that peak flows can be safely discharged to the rece iving storm drain system (see dimensions in Tables 5 and 6). TABLE 2.1-SUMMARY OF EXISTING CONDITIONS FOR POC-2 OMA Tributary Area, A (ac) Impervious Percentage, Ip DMA2 7.15 0.0% TOTAL 7.15 - TABLE 2.2 -SUMMARY OF DEVELOPED CONDITIONS FOR POC-2 OMA Tributary Area, A (ac) Impervious Percentage, Ip DMA 2-1 8.79 60.8% DMA 2-BYPASS 1.56 0.0% IMP 2-1 0.19 0.0% TOTAL 10.54 - POC-3 POC-3 is located just north of the proposed Poinsettia Lane bridge within the project site (see DMA maps in Attachment 5). In existing conditions, DMA 3 drains southwesterly to POC-3. In proposed conditions, DMAs 4-1 and 5-1 are drained to two receiving IMP biofiltration basins (IMPs 4-1 and 5-1). Once flows are routed via the proposed IMPs, all flows are then conveyed via storm drain to POC-3. The area labeled as DMA 3-BYPASS and DMA 3-BYPASS-S bypasses the IMP facilities and drains directly to POC-3. Tables 3.1 and 3.2 summarize data for POC-3 DMAs in the existing and developed conditions. The IMP biofiltration basins {IMPs 4-1 and 5-1) are responsible for handling hydromodification requirements for POC-3. The biofiltration basins have been designed with uniform surface depths of 3.50 and 2.50 feet respectively (3.50 feet for IMP 4-1 and 2.50 feet for IMP 5-1). Each IMP is comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 in/hr), and a layer of gravel (18-inches for IMP 4-1 and 12-inches for IMP 5-1) for additional detention and to accommodate the French drain system . Below the gravel layer, the basins are lined to prevent infiltration into the underlying soil. Flows will discharge from each basin via a low-flow orifice outlet within the gravel layer to the receiving storm drain system. A riser structure will be constructed within each IMP with a lower weir and an emergency overflow, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Tables 5 and 6). 3 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 TABLE 3.1-SUMMARY OF EXISTING CONDITIONS FOR POC-3 DMA Tributary Area, A (ac) OMA3 34.37 TOTAL 34.37 Impervious Percentage, Ip 0.0% - TABLE 3.2 -SUMMARY OF DEVELOPED CONDITIONS FOR POC-3 DMA Tributary Area, A (ac) Impervious Percentage, Ip OMA 4-1 7.77 48.0% OMA 5-1 1.40 77.3% OMA 3-BYPASS 25.75 0.0% OMA 3-BYPASS-S 0.86 0.0% IMP 4-1 0.17 0.0% IMP 5-1 0.03 0.0% TOTAL 35.98 - 4 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 General Considerations All biofiltration basins were modeled using the biofiltration LID module within SWMM. The biofiltration module can model the underground gravel storage layer, underdrai n with an orifice plate, amended soil layer, and a surface storage pond up to the elevation of the invert of the lowest surface discharge opening in the basin riser structure. Ponding above the invert of the lowest surface discharge opening in the basin riser structure is modeled as a detention basin: elevation vs. area, and elevation vs . discharge tables are needed by SWMM for Modified Puls routing purposes. Detailed outlet structure locations and elevations should be shown on the construction plans based on the recommendations of this study. It is assumed that stormwater quality requirements for the project will be met by the proposed stormwater quality facilities. However, detailed water quality requirements are not discussed within this technical memo. For further information regarding stormwater quality requirements for the project, please refer to the project specific Stormwater Quality Management Plan (SWQMP). IMP MODELING FOR HMP PURPOSES Modeling HMP IMPs Biofiltration basins are proposed for hydromodification conformance for the project site. Tables 5 and 6 illust rate the dimensions required for HMP compliance according to the SWMM models that were undertaken for the project. TABLE 5 -SUMMARY OF DUAL PURPOSE IMPs: Biofiltration with Surface Ponding IMP DIMENSIONS FOR POC-1 IMP Gravel Gravel Underdrain Surface Bottom Surface Area at Surface Depth13' Area111 (ft2) Depth (in) Orlf. D (in)121 Area (ft2) Top of Basin (ft2) (ft) 1-1 2,488 12 3.25 2,488 4,497 2.50 3-1 1,733 12 2.75 1,733 2,756 2.50 IMP DIMENSIONS FOR POC-2 IMP Gravel Gravel Underdrain Surface Bottom Surface Area at Surface Depth13' Area111 (ft2) Depth (in) Orif. D (in)121 Area (ft2) Top of Basin (ft2) (ft) 2-1 8,277 12 3.25 8,277 12,332 5.00 IMP DIMENSIONS FOR POC-3 IMP Gravel Gravel Underdrain Surface Bottom Surface Area at Surface Depth131 Area111 (ft2) Depth (in) Orif. D (in)121 Area (ft2) Top of Basin (ft2) (ft) 4-1 7,253 18 4.25 7,253 10,244 3.50 5-1 1,400 12 2.0 1,400 2204 2.50 (1) Gravel Area = Amended Soil Area. Amended soil depth is equal to 18-inches for all I MPs. (2 ) Diameter of orifice in gravel layer with invert at bottom of layer; tied with hydromod min threshold {10%Q2). (3) The total surface ponding depth from the bottom of the pond to the top of the pond berm {pond spill crest). 5 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 TABLE 6-SUMMARY OF HMP RISER SURFACE DISCHARGE STRUCTURES RISER DIMENSIONS FOR POC-1 IMP LOWER OUTLET EMERGENCY WEIR Outlet Invert Dimensions Invert Elevation Type111 Elevation (ft)121 (# -height x width) 131 (ft) (4) Weir Length (ft)151 1-1 Slot Orifice 0.50 4-3 in x 12 in 1.50 12.0 3-1 Slot Orifice 0.50 4-3 in x 12 in 1.50 12.0 RISER DIMENSIONS FOR POC-2 LOWER OUTLET EMERGENCY WEIR IMP Dimensions Outlet Invert (# -height x width or Invert Elevation Type111 Elevation (ft)121 diameter) 131 (ft) (4) Weir Length (ft)151 Circular 1.50 1 -1.0 in 2-1 Orifice 4.50 12.0 Slot Orifice 2.50 4-3 in x 12 in RISER DIMENSIONS FOR POC-3 IMP LOWER OUTLET EMERGENCY WEIR Outlet Invert Dimensions Invert Elevation Type111 Elevation (ft)121 (# -width) 131 (ft) (4) Weir Length (ft)151 4-1 Weir 0.67 1-1.25 ft 2.67 10.75 5-1 Weir 0.50 2 -1.50 ft 1.50 9.0 (1) Type of opening in riser structure. (2) Depth from bottom of pond to invert of lower orifice or weir. (3) Number of outlets -dimensions of outlets. For example: for IMP 1-1, 4 lower slots, one on each side of square riser structure. Each slot is 3 inches high by 12 inches wide. (4) Depth from bottom of pond to invert of emergency overflow weir. (5) Weir length = the internal perimeter of the riser structure. For all !MPs a square riser structure is assumed with 3 feet x 3 feet internal dimensions. For I MPs with lower weirs, the lower weir length is subtracted from the internal perimeter of the riser. For example, for IMP 5-1: emergency weir length = 12 ft -(2 x 1.50 ft)= 9.0 ft. FLOW DURATION CURVE COMPARISON Flow Duration Curves (FDC) were compared at the project's POCs by exporting the hourly runoff time series results from SWMM to a spreadsheet. The FDC for each POC was compared between 10% of the existing condition 0 2 up to the existing co ndition 0 10• The 02 and 0 10 were determined with a partial duration statistica l analysis of the runoff time series in an Excel spreadsheet using the Cunnane plotting position method (which is the preferred plotting methodology in the HMP Permit). As the SWMM Model includes a statistical analysis based on the Weibull Plotting Position Method, the Weibull Method was also used within the spreadsheet to ensure that the results were similar to those obtained by the SWMM Model. The range from 10% of 0 2 up to 0 10 was divided into 100 equal time intervals; the number of hours that each flow rate was exceeded was co unted from the hourly series. Additionally, the intermediate peaks with a return period "i" were obtained (01 with i=3 to 9). For the purpose of the plot, the values are 6 Job# 349-11 -TRWE - Poinsettia HMP Memo August 9, 2017 presented as percentage of time exceeded for each flow rate. FDC comparisons for the project's POCs are illustrated in Figures 1 through 3 in both normal and logarithmic sca le. As can be seen in Figures 1 through 3, the FDCs for the proposed condition with the HMP facilities are within 110% of the curve for the existing condition in both peak flow and duration. The additional runoff volume generated from developing the site will be released to the storm drain system at a flow rate below the 10% 0 2 lower threshold. Additionally, the project will not increase peak flow rates between the 0 2 and the 0 10, as shown in the FDC plots and also in the peak flow tables in Attachment 1. DRAWDOWN TIME To ensure compliance with the 24-hour and 96-hour drawdown requirements (per Section 6.3.7 of the BMPDM), drawdown calculations are provided in Attachment 10 of this report. SUMMARY This study has demonstrated that the proposed biofiltration basins provided within the Poinsettia project are sufficient to meet the current HMP criteria if the cross-sectional area and volume recommended within this technical memorandum, and the respective orifices and outlet structures, are incorporated as specified within the proposed project site. KEY ASSUMPTIONS 1. Type D and A soil is representative of both the existing and developed conditions site per the NRCS Web Soil Survey. 2. The biofiltration basins are lined in order to prevent infiltration into the underlying soil. 7 Job# 349-11 Poinsettia HMP Memo August 9, 2017 -TRWE- ! a ! a 10.00 9.00 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 Flow Duration Curve -Poinsettia (POC-1) arQ--1-- -·-·--·- -·-·- -·-- - - - -·-·- - -·- - - - -·-·- -·-·- -·-·- --~o ' Qi·--·:- - - -·-·- - -·-·- --- - -·- - -·-·-- - - - -·- -·-·- -·-·- --Q, Qi'==·=i"::s--:.:-:.~a,.a;.;:;-:..!i '=·='= :s=-:=·= ~ .. :s z==i =:::c:=== =:::si:=;:s===Cla; Qs - - - - - -·--· .... ·---·:_,-- -·- --- - -·- - -·--·- --o.s ~--- --·-·-·-·-·---:--·- - -·---=-..:..c=--=-'c=-c=-..=..='-=s- ' I -- - --·-·--·--~~~--I I - -·-·--·-·- - - -·-'!..""":~::: ---.. .............. ' I -.. .. , ' I ' ,_ ' I .. -.. 0.50.i --· ------------------.;""' ---· -· .... , .. , .. --E•isting ----Proposed - -ax , .. .... 0.30,i-- -- -·- - -·-·- -·- - ---·- - - --·-·- - ---·-...... , , .. ............... --.. .... .... o.10.2-- -- -- - - - - - -·-·- - - - - - - -·-·- - -- -·- -- - - -·-·--·~ :lQz 0.00 0.0001 0.001 0.01 P•rcenta1• of time .. ceeded (%) 0.1 10.00 9.00 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -0.01 Qj· Qi OSO.i 0.3tli Flow Duration Curve -Poinsettia {POC-1) -. ---- - - -. - - - -. - - - -. - -. -. - - -. - -- - -. - - - - --. -. - - -~o - - -·-·-·-·-·-·-·-·-·--·-·-<la :--_:_,_ -:s::s -=-·-·--.~ -=-1---·~ -:-==,=·-_1_1_,_,_,_l_1_:_:~:-=-<aa I I I I 1 I I ·---·-·---·-·---·-- - ---·-----·----·--·-·-·-·-·--·----~ ,--- I I r I I I I I • I I I I I ' I • ' --',::-·- ' ' ' --Existing ---• Proposed --ax .. , ... -.................. -------..... ----·- - -·-·-·---·~:3Qz -----... ---------~------ -·-·--·-·-·-- - - - ---------------..----·-·- 0 O.QI 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 Percenta1e of time exceeded(%) Figure 1. Flow Duration Curve Comparison for POC-1 (loga rithmic and normal "x" scale). 8 Job# 349-11 Poinsettia HMP Memo August 9, 2017 -TRWE- Flow Duration Curve -Poinsettia (POC-2) 6.50 ~i-- - - -·-· "----. 6.00 -·- -·_ ·---·-·- -·-·-·-----·---·-·---·-·--·-·-·-·-·-Q10 S.50 0e ·-·-· -----.. ·-·- -·-·-·-·-·-·---·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-<:1a I S.00 ~·-------~~ -----------------·---------·----, ~ --·---·-·-_·.:-~ -·--·--------------Existing -·-·-t 4.50 -.. ---, ---• Proposed Qi -·-·-·- -·- - - ---· .... - ' Qi . -.......... , 4.00 ~-----_·°"---~ -·- -~ - ---·-·-·--·-·-·-·-- -·--·-·--·-·-Qi _ 3.50 --" ·--' :E. 0 3.oo .... _ 2.50 2.00 1.50 1.00 0.50 ' --' ', , .... , ' O.SQ2---·-·--·--·-·---·-·---·---·--';----', ', ' -- - - -·-·--·---O.SQ2 o.3Qz---·-·- -·--·---- - - --- ---·-·--',,,, ___ -- - -·- -·- - --o.3Q2 ----... --...... __ _ 0.00 0.0003 0.003 0.03 6 i 0 3 0 -0.02 Perconta1• of time exceeded(") Flow Duration Curve -Poinsettia (POC-2) Qro·-· --·-·-·- -·-·--------·-·-·------·-·--·-----·--·-·-·-·-·-·-t:t,o ---·-·-- ---·--·-·-·-·- -·-·-·--·-·-·-·-·-·-·--·-·-·-·-·-·-·-·-·-·-(lg =·=·==:====·===·==:===:=====:=·=:=·===::=:=:==·=:=:=.~ ,-------------·---------·---------·------t I ' I I I ' I I ' I ' I I ' I \ \ ' I \ ' ' --Exostlng - --·-·-·-·-·-~ --·-·-·-·-·-·-·~ - --• Proposed --Cb< O.SQ2--·-...... --------·------------·--·--·-·---------·-~~ \ \ ' ' ' 0,3Q2--·- - -~ ... ,, - - - - - - --- -- - -- --- - -. -----. ---. -o:s~ -----......... __ _ --------------O.lQ2--·--------·-·----------------------- 0 o.oi 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 Percentage of time exceeded(") 0.3 Figure 2. Flow Duration Curve Comparison for POC-2 (logarithmic and normal "x" sca le). 9 Job# 349-11 -TRWE- 25 20 10 Poinsettia HMP Memo August 9, 2017 Flow Duration Curve -Poinsettia (POC-3) -·-----------------------------·-·-·---·-·-Cl10 ' --Proposed ~--·-------~ ------------L_ Qi ·-·--·-·-·-- - ----..-- ' --Qx --·---·--~ ·-·-·-·-·--·Qz ' l ·- - - - - - -·- -·-·--·-o.!Qz o.~---·-·--·-·- - - --·- -·-·-·----·---·-·-·--·-·-· '·"', Q~~-------·---·-·--------·-·---·-·----·--------· .~ 0 0.0008 0.008 0.08 30.00 25.00 20.00 ! 15.00 a 10.00 o.sQi-· Percenta1• of time exceeded(") Flow Duration Curve -Poinsettia (POC-3) ---. -----. ---. -------------. -. --. -. --• -. -QlO -- - - --·---·-----·-·--·-·-·--·-·-·--·--·-·-·-·-·-·-·---~ - - ---·-·---- -- - -·-- -·- - -·-·------·-·-·-·-·-·-·-·-8; = = = = = =:= = = = = = = =:= = = = = = =-= = = = = = :::::.: = = =·=~ --Existing - -Proposed --Qx -·-·-·-·-~ - - -- -·-·---- - - -·- - - - --~------~ --- --Qz ' -·-·-·-- - - - - -·-·- - - - - - -·-·- - --·- -·- - - --0.,Qz 5.00 o.~-· ·-·--·-·----·----:_" - --·--·- - - - - -·- -- - -·- -·-·----o.,Qz --- 0.00 ·0.02 0 0.02 0.04 0.06 0.08 0.1 0.12 Percentage of time exceeded(") 0.14 0.16 018 0.2 0.22 Figure 3. Flow Duration Curve Comparison for POC-3 (logarithmic and normal "x" scale). 10 Job# 349-11 -TRWE- Poinsettia HMP Memo August 9, 2017 REFERENCES [1] -"City of Carlsbad Engineering Standards Volume 5 Carlsbad BMP Design Manual -2016 Edition", February 16, 2016, City of Carlsbad. [2] -"Review and Analysis of San Diego County Hydromodification Management Plan (HMP): Assumptions, Criteria, Methods, & Modeling Tools -Prepared for the Cities of San Marcos, Oceanside & Vista", May 2012, Tory R. Walker Engineering. [3] -Order R9-2013-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). [4] -"Handbook of Hydrology", David R. Maidment, Editor in Chief. 1992, McGraw Hill. ATTACHMENTS 1. Q2 to Q10 Comparison Tables 2. FDC Plots (Log and Natural "x" Scale) and Flow Duration Tables. 3. List of the "n" largest Peaks: Pre-Developed and Post-Developed Conditions 4. Elevation vs. Area Curves and Elevation vs. Discharge Curves to be used in SWM M 5. Vicinity Map, Existing and Developed Condition DMA Maps, Project plan and section sketches 6. SWMM Input Data in Input Format (Existing and Developed Models) 7. SWMM Screens and Explanation of Significant Variables 8. Soil Map 9. Summary files from the SWMM Model 10. Drawdown Calculations 11 Job# 349-11 -------------------.. -------.. -.. -.. .. ----- ATTACHMENT 1 Q 2 to 010 Comparison Tables ... ATTACHMENT 1 .. - 0., to Q10 Comparison Table -POC-1 - Return Period Existing Condition (cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) -- 2-year 5.923 3.593 2.330 --3-year 6.467 4.559 1.908 -4-year 7.375 5.067 2.308 - 5-year 7.857 5.400 2.457 --6-year 8.201 5.655 2.545 -7-year 8.251 5.879 2.372 - 8-year 8.608 5.977 2.631 - 9-year 9.107 6.102 3.004 -.. 10-year 9.340 6.442 2.898 -.. 0., to Q10 Comparison Table -POC-Z .. Return Period Existing Condition (cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) -.. 2-year 3.832 2.393 1.439 - 3-year 4.121 3.091 1.030 .. 4-year 4.730 3.359 -1.371 -5-year 4.889 3.771 1.118 -6-year 4.937 4.218 0.719 - 7-year 5.241 4.384 0.857 --8-year 5.361 4.433 0.928 -9-year 5.620 4.540 1.081 - 10-year 6.158 4.739 1.419 --... --- -• Q, to Q10 Comparison Table -POC-3 Return Period Existing Condition (cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) ---2-year 18.425 15.972 2.453 -3-year 19.817 18.741 1.076 -4-year 22.746 20.447 2.299 --5-year 23.510 21.703 1.807 -6-year 23.739 22.718 1.022 -7-year 25.207 23.398 1.809 -8-year 25.781 24.267 1.514 ... .. 9-year 27.028 25.233 1.794 -10-year 29.615 25.858 3.757 .. ---------.. -.. ---------- ATTACHMENT 2 FDC Plots (Log and Natural "x" Scale) and Flow Duration Table ------ ------------- - -----------• -• ATTACHMENT 2 FLOW DURATION CURVE ANALYSIS 1) Flow duration curve shall not exceed the existing conditions by more than 10%, neither in peak flow nor duration. The figures on the following pages illustrate that, for each POC, the flow duration curve in post- developed conditions with the proposed IMPs is below the existing flow duration curve. The flow duration curve table following the curve shows that if the interval 0.1002 -0 10 is divided in 100 sub-intervals, then a) the post-developed divided by pre-developed durations are never larger than 110% (the permit allows up to 110%); and b) there are no more than 10 intervals in the range 101%-110% which would imply an excess over 10% of the length of the curve (the permit allows less than 10% of excesses measured as 101-110%). Consequently, the design passes the hydromodification test. It is important to note that the flow duration curve can be expressed in the "x" axis as percentage of time, hours per year, total number of hours, or any other similar time variable. As those variables only differ by a multiplying constant, their plot in logarithmic scale is going to look exactly the same, and compliance can be observed regardless of the variable selected. In this case,% of time exceeded is the variable of choice in the flow duration curve. The selection of a logarithmic scale in lieu of the normal sca le is preferred, as differences between the pre- developed and post-developed curves can be seen more clearly in the entire range of analysis. Both graphics are presented just to prove the difference. For the "y" axis, the peak flow value is the variable of choice. As an additional analysis performed by TRWE, not only the ra nge of analysis is clearly depicted {10% of 0 2 to 0 10) but also all intermediate flows are shown (02, 0 3, ~, Os, (4, 0 7, Qg and 0 9) in order to demonstrate compliance at any range Ox -Ox.1. One of the limitations of both the SWMM and SOHM models is that the intermediate analysis is not performed (to obtain Oi from i = 2 to 10). TRWE performed the analysis using the Cunnane Plotting Position Method (the preferred method in the HMP permit) from the "n" largest independent peak flows obtained from the continuous time series. The largest "n" peak flows are attached in this appendix, as well as the values of 0 ; with a return period "i", from i=2 to 10. The 0 ; values are also added into the flow-duration plot. -~ I u 0 c.. -n:, ·-t: a, "' C ·-0 c.. a, > ... ::::s u C 0 ·-..., n:, ... ::::s C 3 0 u. I I I I I I I I I I I I I I I I I I I I I I ~ t .. II .. II .. II u II .. II .. II .. II II "° ] I C 0 1 1 I d ~ I I I I I , I I .. II .. I I II I r t-. I I I ~ ~ I I I II, P I I i~ I I I ~r I I I 'II I I .. I I 111 I .. Ii -i-•11 I I I I II I I I -' . I I' .I f ,r-I , . -I I I I I I I N ,- ' , I _, N I ~ N I I I I I I / ·, 1, I I ,--i 0 C! 0 ,--i 0 t--~--t-~---t--~--t-~---t~~--~--t~~--t-~--t~~---~--0 C! 0 0 C! a tJ (1(5 ct 0 0 ci ,--i 0 C! 00 0 C! I.D 0 0 C! C! U'l q- (sp) b 0 C! m 0 0 C! C! N ,--i 0 :E" Flow Duration Curve -Poinsettia {POC-1) 10.00 T"""'~~-r-~~~~~~~~~~-.-~~~~~~~-.--~~~~-,---.~~~.--~~~~~~~~~~~~~~~.--- ·-·I . !·-·-·-·-·,-·-·, ·-·-·-·-·-:·-1·-·-·-·1 ·1 ·-·-·-· 1·-·-f -1-·-Ql O 9.00 ~ =t1 ·-·-·-·-!·-,-·-·-·. ·-· .. : ·-·-·-·-.-·-·-· . ·-· · ·-·-·-·-.-·:-·. ·a; Qi" . . -. -. -. -'· -. -·'-. -. ' . -. -. -. -. - . -. -. -·'-. -. -. - . -. -. -. -·· -. -. -. -. ' ·a.a . ~:=:=:=:=:=:=:=:-:-:-:-:=:=:=:=·======-==:=:=:-:==========-= s.oo I ~. -·-·-·-.·-·-·.-· ·fls .-• -• -· -1• -• -•I-• -• -• -• -• -• -• -• -• -• -·I-• -• -• -• -• -• -, -I ·-· I ·°'4 7.00 -+------~-a-------~~-+~~----....-----~~-,..~~--~_._~~----+-~...._~~~~4----+-~~~~--~~~~~~~~~4--- . -. -. -1· -• -, -. -· -. -· -. -• -· -• - · -• -•I-• -• -• -• -• -• -• -I • -• -• -·I-• -·eta 6.00 I ~-:±:1. \. .. _._; __ . -·:-·-·-·' · . ·-· . ·-··-·-·-·:-·-·. ·. ·-·-· . __ ; _______ ;_.· .... ·2 ~ 5.00 a -Existing 4.00 -+-~~-+-~+---+----'..__~~~~~~~~----,..~--~~---~~~~--~~--~-------1 - - -Proposed -·-Qx 3.00 I n u ... ·1 ·"-• • -• %-= · · -· - · ·o:sq2 ' I ·-02 , I ' ·-·-·-v .~ ' i ' '-·-·-·-·-' ' ' ' , """-a.....!; _'._ . -'-~ _J -I -. --I I ' I ·1-·-· ...___. , ~-... !!oo. I -'·-·-·-I I !.... . -'-. + -~;. ' . . 2.00 . _. -, I , ----I , I . , I 1 _. _. • Q, o.~2 I . I -----,-------·------!.--------------. ' I I ' . ··-·-I ' '1' : I I l ·-·-·-·-·-;--;-1 I I : ·-·-·-·--, I 1.00 . -·-·-·-·-(-,·-; O.ltli -. -. :-. I I 0.00 -1-~~--~~---~~---~~---~~--~----,--,....~----,-------,----,-,.~~--~~----.~~----,...-----,~...-~~--~~--~~........-~ -0.01 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0 .13 0.14 Percentage of time exceeded(%) Flow Duration Curve Data for Poinsettia (POC-1), Carlsbad, CA Q2 = 5.92 cfs Fraction 10 % QlO = 9.34 cfs Step= 0.0884 cfs Count= 497370 hours 56.74 years Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q % time Hours>Q % time Post/Pre Fail? 1 0.592 682 l.37E-01 590 l.19E-01 87% Pass 2 0.681 635 1.28E-01 515 l.04E-01 81% Pass 3 0.769 606 1.22E-01 462 9.29E-02 76% Pass 4 0.857 576 l.16E-01 412 8.28E-02 72% Pass 5 0.946 532 1.07E-01 368 7.40E-02 69% Pass 6 1.034 509 1.02E-01 338 6.80E-02 66% Pass 7 1.122 490 9.85E-02 292 5.87E-02 60% Pa ss 8 1.211 473 9.51E-02 261 5.25E-02 55% Pa ss 9 1.299 456 9.17E-02 216 4.34E-02 47% Pass 10 1.388 410 8.24E-02 191 3.84E-02 47% Pa ss 11 1.476 383 7.70E-02 173 3.48E-02 45% Pass 12 1.564 360 7.24E-02 162 3.26E-02 45% Pass 13 1.653 341 6.86E-02 153 3.08E-02 45% Pass 14 1.741 316 6.35E-02 140 2.81E-02 44% Pa ss 15 1.829 292 5.87E-02 127 2.55E-02 43% Pa ss 16 1.918 280 5.63E-02 118 2.37E-02 42% Pa ss 17 2.006 268 5.39E-02 105 2.llE-02 39% Pass 18 2.094 257 5.17E-02 94 l.89E-02 37% Pa ss 19 2.183 242 4.87E-02 89 l.79E-02 37% Pa ss 20 2.27 1 232 4.66E-02 81 l.63E-02 35% Pa ss 21 2.360 221 4.44E-02 76 l .53E-02 34% Pa ss 22 2.448 205 4.12E-02 75 l .51E-02 37% Pa ss 23 2.536 193 3.88E-02 69 l .39E-02 36% Pa ss 24 2.625 182 3.66E-02 67 l.35E-02 37% Pa ss 25 2.713 169 3.40E-02 62 l.25E-02 37% Pa ss 26 2.801 149 3.00E-02 56 l.13E-02 38% Pass 27 2.890 144 2.90E-02 54 l.09E-02 38% Pa ss 28 2.978 137 2.75E-02 47 9.45E-03 34% Pass 29 3.066 133 2.67E-02 45 9.05E-03 34% Pass 30 3.155 127 2.55E-02 45 9.05E-03 35% Pass 31 3.243 119 2.39E-02 39 7.84E-03 33% Pa ss 32 3.331 117 2.35E-02 36 7.24E-03 31% Pa ss 33 3.420 108 2.17E-02 36 7.24E-03 33% Pa ss 34 3.508 103 2.07E-02 36 7.24E-03 35% Pass 35 3.597 100 2.0lE-02 34 6.84E-03 34% Pass 36 3.685 94 l.89E-02 33 6.63E-03 35% Pass 37 3.773 93 l.87E-02 30 6.03E-03 32% Pass Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q %time Hours>Q %time Post/Pre Fail? 38 3.862 84 1.69E-02 28 5.63E-03 33% Pass 39 3.950 78 1.57E-02 28 5.63E-03 36% Pass 40 4.038 70 1.41E-02 27 5.43E-03 39% Pass 41 4 .127 65 1.31E-02 27 5.43E-03 42% Pass 42 4 .215 62 1.25E-02 27 5.43E-03 44% Pass 43 4 .303 62 1.25E-02 25 5.03E-03 40% Pass 44 4.392 62 l.25E-02 24 4.83E-03 39% Pass 45 4 .480 57 l.15E-02 22 4.42E-03 39% Pass 46 4.569 53 1.07E-02 21 4.22E-03 40% Pass 47 4.657 52 1.05E-02 19 3.82E-03 37% Pass 48 4.745 50 1.0lE-02 17 3.42E-03 34% Pass 49 4.834 48 9.65E-03 17 3.42E-03 35% Pass 50 4.922 46 9.25E-03 17 3.42E-03 37% Pass 51 5.010 44 8.85E-03 17 3.42E-03 39% Pass 52 5.099 43 8.65E-03 16 3.22E-03 37% Pass 53 5.187 42 8.44E-03 16 3.22E-03 38% Pass 54 5.275 41 8.24E-03 15 3.02E-03 37% Pass 55 5.364 40 8.04E-03 13 2.61E-03 33% Pass 56 5.452 38 7.64E-03 12 2.41E-03 32% Pass 57 5.541 36 7.24E-03 11 2.21E-03 31% Pass 58 5.629 36 7.24E-03 11 2.21E-03 31% Pass 59 5.717 33 6.63E-03 10 2.0lE-03 30% Pass 60 5.806 33 6.63E-03 9 1.81E-03 27% Pass 61 5.894 33 6.63E-03 8 l .61E-03 24% Pass 62 5.982 31 6.23E-03 7 l .41E-03 23% Pass 63 6.071 29 5.83E-03 6 l.21E-03 21% Pass 64 6.159 28 5.63E-03 6 l .21E-03 21% Pass 65 6.247 28 5.63E-03 6 1.21E-03 21% Pass 66 6.336 23 4.62E-03 6 1.21E-03 26% Pass 67 6.424 23 4.62E-03 6 1.21E-03 26% Pass 68 6.512 21 4.22E-03 6 1.21E-03 29% Pass 69 6.601 21 4.22E-03 5 1.0lE-03 24% Pass 70 6.689 21 4.22E-03 5 l .OlE-03 24% Pass 71 6.778 21 4.22E-03 5 1.0lE-03 24% Pass 72 6.866 20 4.02E-03 5 l .Ol E-03 25% Pass 73 6.954 20 4.02E-03 5 1.0lE-03 25% Pass 74 7.043 20 4.02E-03 5 1.0lE-03 25% Pass 75 7.131 18 3.62E-03 5 1.0lE-03 28% Pass 76 7.219 18 3.62E-03 5 1.0lE-03 28% Pass 77 7.308 17 3.42E-03 5 1.0lE-03 29% Pass 78 7.396 13 2.61E-03 5 l.OlE-03 38% Pass 79 7.484 12 2.41E-03 5 1.0l E-03 42% Pass 80 7.573 12 2.41E-03 5 1.0lE-03 42% Pass 81 7.661 12 2.41E-03 5 l.OlE-03 42% Pass 82 7.750 12 2.41E-03 4 8.04E-04 33% Pass Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 83 7.838 12 2.41E-03 3 6.03E-04 25% Pass 84 7.926 10 2.0lE-03 3 6.03E-04 30% Pass 85 8.015 10 2.0lE-03 3 6.03E-04 30% Pass 86 8.103 10 2.0lE-03 3 6.03E-04 30% Pass 87 8.191 10 2.0lE-03 2 4.02E-04 20% Pass 88 8.280 8 l.61E-03 2 4.02E-04 25% Pass 89 8.368 7 l.41E-03 1 2.0lE-04 14% Pass 90 8.456 7 l .41E-03 1 2.0lE-04 14% Pass 91 8.545 7 l.41E-03 1 2.0lE-04 14% Pass 92 8.633 7 1.41E-03 1 2.0lE-04 14% Pass 93 8.721 7 l .41E-03 1 2.0lE-04 14% Pass 94 8.810 7 l.41E-03 1 2.0lE-04 14% Pass 95 8.898 7 l.41E-03 1 2.0lE-04 14% Pass 96 8.987 7 l.41E-03 1 2.0lE-04 14% Pass 97 9.075 6 l.21E-03 1 2.0lE-04 17% Pass 98 9.163 6 l .21E-03 1 2.0lE-04 17% Pass 99 9.252 6 l.21E-03 1 2.0lE-04 17% Pass 100 9.340 6 l.21E-0 3 0 O.OO E+OO 0% Pass Peak Flows calculated with Cunnane Plotting Position Ret urn Period Pre-dev. Q (cfs) Post-Dev. Q Red uction (years) (cfs) (cfs) 10 9.340 6.442 2.898 9 9.107 6.102 3 .004 8 8.608 5.977 2.631 7 8.251 5.879 2.372 6 8.201 5.655 2.545 5 7.857 5.400 2.457 4 7.375 5.067 2.308 3 6.467 4.559 1.908 2 5.923 3.593 2.330 6.50 6.00 5.50 5.00 4.50 4.00 -3.50 ~ u 0 3.oo 2.50 2.00 1.50 1.00 0.50 0.00 Flow Duration Curve -Poinsettia {POC-2) Qio •-·-·-·-··-· . -. -··-. -. -. -. -. - . -. - . - . _,_ -. -. -. -. -. -. -. -. -. -. -. -. -. Ql ----, ----------. ·-·-'·-·-'" a;-. -. -. -. -: ..,!ll._~. Qj -·-· ... , I . I ·•-. I • -• -• -• I . -. -. I . -1· -. -. -. -. -. -. -• -. -. -• -• -. -. ~ --1-. - . -. -. -. -. - . -. -. -. - . -. -. -. -. -. -. -. -. -. - . -. -. 7 99 I -' -I -99 A; - - - - -. ~-~-~;;;·;;;~;;;·~~~·~· ·-· ·-·-·-· ·-· ·-·-·-·-·-·-·-·. ·-·=-~ ~. -. -r-. -,--. ! . ! ·r. -. . -. -. -. -. -. _T _!. ! . ! . -. j -Existing ,~ ·!-· 1l; ' I I -~-,-·.\.·-· ·-·-·-·-·-·-·- - - -Proposed -·-Qx 0;·-·-j -·-·-·; · 1· . j ·,-·-·"--·-· . -..... _,. · ... -. -. -. -. -. - . -. -. -. -·'-. -Q2 ! • . ' , ... ' , ... ' ' 0 Stl · -·;.... · -· -· -· -· -· -· -· -· - · -· -· -· -· -· -·r · -1• -• • 2 I I I I ' ' '\ ' -·-·-·-·-· -. -. -. -·o:sQ2 ' ' ' ' ' . ' ', 0.~_2.-·; ·-· . 1· !. !. I . :·1 ·-·-· :·-· .·-·1-·1 ·/-· ',,-·-·-·-. -. -. -. -·():3Ql ...... ...... , ... ...... I : . ; ' I,· ; ............ ' ~ O.l1l2 -·-·-·-·-·-·-· I ·-·. ·-·-·-·-·-·-·1-·1 ·1-·-· . ·-·-·-·-·-·-·; ·-:: U2 0.0003 0.003 0.03 Percentage of time exceeded(%) 0.3 6 Clio·- 5 4 't 0 3 2 1 0 -0.02 Qg ·- ~-- O.Stli 0.3'Qi O.ltli 0 Flow Duration Curve -Poinsettia (POC-2) . -. • • -•I-• . -·i-· -• • • -·-1· -• -·--· -• -·-·-·-·-·--·-·-· • -·--Q1Q • -• -• -• -•I-• -• -• -• -• -• -• -• -I• -• -• -• -• -• -• -• -• -• -• -· -• ---• -• -Qg , I '1 -.'. ·1-· 1 ·1 ' ,·: ·-, 1 ' 1 ·-1·-·1 ·,-·: ·, • 1 · 1 ·-• 1 '1 ·--,·: ' .. 1 · 1 ·-~ . -. -. -. -·/-. -. -·.-. -. .,_,. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -7 ·-·-·-·-·-·-·-·-·-:=:=:=:=!:=:---:=:=:=:=:=:·=·:=:=:=:=:=:=:=:=~ ·-·-· ·.· .)_. 1 .1 ·-·-·-·-·-·-1·-·-·-·-·I _ 1.1 ·-· I .I .. -1·-·-·-·-·-o:; -Existing ---Proposed -·-Qx '~--02 ----~--~-- ... """-=--·-''. -I .... ' ... I .. ' . ''.'I ~ ·-·-, 1 ·-· ......;.;::._·1 1-· I ·-· ,' · 1 ·i-· I ·-1 1·-·,-·-·: ·1-·. ·1 1-· I ·,-·-·-·-o . .,'-(2 1, ' ' I \ I ' I ' ····1 .... ·1 .... ·1 . ...r'\ · -· -· -· '"""",--:--· ~ · r-: ~ · ~ · -· ac:;· -· T · -; 1 · ~ ·1-· ~ · ~ ·1-· ~ · i-i -· T · -,. -·, · -o . .,'-(2 ....... _. I I ~-.---·------~ ' I I I -~--------------""1----------I .--•"'()-':t ... Q~2 ·-·-l·-·-·-·-·-·-·-·-·-·-·l-·-·-·-·-·:-1,---·-·-·-·-· . 0.02 0.04 0 .06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 Percentage of time exceeded(%) Flow Duration Curve Data for Poinsettia (POC-2), Carlsbad, CA Q2 = 3.83 cfs Fraction 10 % QlO = 6.16 cfs Step = 0.0583 cfs Count = 497370 hours 56.74 years Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q % time Hours>Q % time Post/Pre Fail? 1 0 .383 956 l.92E-01 1031 2.07E-01 108% Pass 2 0 .442 863 l .74E-01 804 1.62E-01 93% Pass 3 0 .500 790 1.59E-01 617 1.24E-01 78% Pass 4 0 .558 741 l .49E-01 486 9.77E-02 66% Pass 5 0 .617 701 1.41E-01 418 8.40E-02 60% Pass 6 0 .675 663 1.33E-01 348 7.00E-02 52% Pass 7 0.733 625 1.26E-01 281 S.65E-02 45% Pass 8 0 .792 596 1.20E-01 254 5.llE-02 43% Pass 9 0 .850 562 1.13E-01 218 4.38E-02 39% Pass 10 0.908 529 1.06E-01 189 3.80E-02 36% Pass 11 0 .966 487 9.79E-02 173 3.48E-02 36% Pass 12 1.025 459 9.23E-02 162 3.26E-02 35% Pass 13 1.083 417 8.38E-02 148 2.98E-02 35% Pass 14 1.141 386 7.76E-02 136 2.73E-02 35% Pass 15 1.200 351 7.06E-02 126 2.53E-02 36% Pass 16 1.258 325 6.53E-02 118 2.37E-02 36% Pass 17 1.316 308 6.19E-02 111 2.23E-02 36% Pass 18 1.375 299 6.0lE-02 105 2.llE-02 35% Pass 19 1.433 293 5.89E-02 102 2.0SE-02 35% Pass 20 1.491 279 5.61E-02 97 1.95E-02 35% Pass 21 1.550 260 5.23E-02 91 1.83E-02 35% Pass 22 1.608 240 4.83E-02 88 1.77E-02 37% Pass 23 1.666 230 4.62E-02 85 1.71E-02 37% Pass 24 1.725 221 4.44E-02 81 1.63E-02 37% Pass 25 1.783 202 4.06E-02 77 1.SSE-02 38% Pass 26 1.841 184 3.70E-02 75 1.SlE-02 41% Pass 27 1.900 160 3.22E-02 75 1.SlE-02 47% Pass 28 1.958 147 2.96E-02 72 1.45E-02 49% Pass 29 2.016 138 2.77E-02 68 1.37E-02 49% Pass 30 2.075 130 2.61E-02 67 1.35E-02 52% Pass 31 2.133 127 2.SSE-02 63 1.27E-02 50% Pass 32 2.191 123 2.47E-02 62 1.25E-02 50% Pass 33 2.250 120 2.41E-02 62 1.25E-02 52% Pass 34 2.308 114 2.29E-02 56 1.13E-02 49% Pass 35 2.366 108 2.17E-02 55 1.llE-02 51% Pass 36 2.425 99 1.99E-02 53 1.07E-02 54% Pass 37 2.483 95 1.91E-02 so 1.0lE-02 53% Pass Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q %time Hours>Q %time Post/Pre Fail? 38 2.541 86 1.73E-02 48 9.6SE-03 56% Pass 39 2.600 79 1.59E-02 46 9.2SE-03 58% Pass 40 2.658 73 1.47E-02 44 8.85E-03 60% Pass 41 2.716 69 1.39E-02 41 8.24E-03 59% Pass 42 2.775 68 1.37E-02 38 7.64E-03 56% Pass 43 2.833 64 1.29E-02 37 7.44E-03 58% Pass 44 2.891 63 1.27E-02 36 7.24E-03 57% Pass 45 2.950 60 1.21E-02 34 6.84E-03 57% Pass 46 3.008 55 1.llE-02 32 6.43E-03 58% Pass 47 3.066 53 1.07E-02 31 6.23E-03 58% Pass 48 3.125 52 1.0SE-02 30 6.03E-03 58% Pass 49 3.183 48 9.6SE-03 29 S.83E-03 60% Pass so 3.241 45 9.05E-03 29 S.83E-03 64% Pass 51 3.300 43 8.6SE-03 27 S.43E-03 63% Pass 52 3.358 42 8.44E-03 25 5.03E-03 60% Pass 53 3.416 41 8.24 E-03 25 S.03E-03 61% Pass 54 3.475 41 8.24E-03 24 4.83E-03 59% Pass 55 3.533 40 8.04E-03 23 4.62E-03 58% Pass 56 3.591 39 7.84E-03 20 4.02E-03 51% Pass 57 3.650 37 7.44E-03 19 3.82E-03 51% Pass 58 3.708 37 7.44E-03 19 3.82E-03 51% Pass 59 3.766 35 7.04E-03 17 3.42E-03 49% Pass 60 3.825 33 6.63E-03 16 3.22E-03 48% Pass 61 3.883 32 6.43E-03 16 3.22E-03 50% Pass 62 3.941 30 6.03E-03 15 3.02E-03 50% Pass 63 4.000 29 5.83E-03 15 3.02E-03 52% Pass 64 4.058 23 4.62E-03 15 3.02E-03 65% Pass 65 4.116 22 4.42E-03 14 2.81E-03 64% Pass 66 4.175 22 4.42E-03 14 2.81E-03 64% Pass 67 4.233 21 4.22E-03 13 2.61E-03 62% Pass 68 4.291 21 4.22E-03 13 2.61E-03 62% Pass 69 4.350 21 4.22E-03 13 2.61E-03 62% Pass 70 4.408 21 4.22E-03 10 2.0lE-03 48% Pass 71 4.466 21 4.22E-03 10 2.0lE-03 48% Pass 72 4.525 21 4.22E-03 9 1.81E-03 43% Pass 73 4.583 20 4.02E-03 9 1.81E-03 45% Pass 74 4.641 18 3.62E-03 9 1.81E-03 50% Pass 75 4.700 16 3.22E-03 9 1.81E-03 56% Pass 76 4.758 14 2.81E-03 9 1.81E-03 64% Pass 77 4.816 12 2.41E-03 8 1.61E-03 67% Pass 78 4.875 12 2.41E-03 8 1.61E-03 67% Pass 79 4.933 9 1.81E-03 8 1.61E-03 89% Pass 80 4.991 9 1.81E-03 7 1.41E-03 78% Pass 81 5.050 9 1.81E-03 7 1.41E-03 78% Pass 82 5.108 9 1.81E-03 7 1.41E-03 78% Pass Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q %time Hours>Q %time Post/Pre Fail? 83 5.166 9 1.81E-03 7 1.41E-03 78% Pass 84 5.225 8 1.61E-03 6 1.21E-03 75% Pass 85 5.283 8 1.61E-03 6 1.21E-03 75% Pass 86 5 .341 7 1.41E-03 6 1.21E-03 86% Pass 87 5 .400 7 1.41E-03 5 1.0lE-03 71% Pa ss 88 5 .458 6 1.21E-03 5 1.0lE-03 83% Pass 89 5.516 6 1.21E-03 5 1.0lE-03 83% Pass 90 5.575 6 1.21E-03 5 1.0lE-03 83% Pass 91 5.633 6 1.21E-03 5 1.0lE-03 83% Pass 92 5.691 6 1.21E-03 4 8.04E-04 67% Pass 93 5.749 6 1.21E-03 3 6.03E-04 50% Pass 94 5.808 6 1.21E-03 3 6.03E-04 50% Pass 95 5.866 6 1.21E-03 3 6.03E-04 50% Pass 96 5.924 6 1.21E-03 2 4 .02E-04 33% Pass 97 5.983 6 1.21E-03 2 4 .02E-04 33% Pass 98 6.041 6 1.21E-03 2 4 .02E-04 33% Pass 99 6.099 6 1.21E-03 2 4 .02E-04 33% Pass 100 6.158 6 1.21E-03 2 4 .02E-04 33% Pass Peak Flows calculated with Cunnane Plotting Position Return Period Pre-dev. Q (cfs) Post-Dev. Q Reduction (years) (cfs) (cfs) 10 6.158 4.739 1.419 9 5.620 4.540 1.081 8 5.361 4.433 0.928 7 5.241 4.384 0 .857 6 4.937 4.218 0 .719 5 4 .889 3.771 1.118 4 4 .730 3.359 1.371 3 4 .121 3.091 1.030 2 3.832 2.393 1.439 Flow Duration Curve -Poinsettia {POC-3) 30 r'\--' ' ' ' ~ "<10, -, - • -• -• -• -• -• -r -• -, • -• -• -• -• -• -• -• -• -• -• -• -• -• -• -•I-• -• -• -··-• -• "<10 I o.,_b --·-· i ·-1-· : · ·• ·--·--•·-·-·-·-·-·-·.-·1-··: ··-·-·-·-·;-·--Q,, ~--. -·-·-·-·-·-!·-·-· '·-·-·-·-·-··-·-·-·-·-·-·-·-·-·-·-·----1----~ 25 . ~ .. ·=· :· ... ,· ..... ·, . • .. ·, ,·=·-·-·-·-·-·-· - I A::·-·----~ ·-'· '.· ·-·-·-·-··-·-·-·-·-·-·-·-·-·-·-·-·-·1-·-·::a_ 9!t ·-·-·-· -·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-· 9!t ~. -. -. -. -. °"'" -. -. -. -. -. -. -. -. -. -,· -. -. . . . . . . . . -. -. -.,.-. -· 1l; l _ _ _ I -Existing I '-' . . . ""'". 20 ~--· . -~~--·· ·-·-·-·-· ' .~ I Q,·-·-·-~ , I' ... - -Proposed -·-Qx ' - . -. -. - . - . -. -. -. -. -. -. -. -. -. -. -. -. -·--. -. --<l2 ~ ~ 15 Cl ' 10 , I , • .. , , ._ ~._;_ ' ' O.S'tl2 -. -. -. -. -. -. -. · ·-·1-. -. · . -. -. -. • . -. --·, . .......;.....:_. -. -. -· 7 · -. -. -. I . -·O:SQ2 ' 5 0. O.l'(l2 -· -· -· -· -· -· -· -· · -· -· -· -· -· -· -· -· -· -· -· -· -· -· -· -· -· -· -· -· o:l.Q2 0 0.0008 0.008 0.08 Percentage of time exceeded (%) 30.00 25.00 20.00 Flow Duration Curve -Poinsettia (POC-3) ~11 .. . .. . .. . . ·1··· ·-n '<10· ·-·-·-·-1 1 • I ·-·-·-: -·-·-· I ·1 . I ·-1-·-·-· i · 1 i ,· I ·-· I · 1 I .· I . '<10 n-11 I.. ... .. ... . ., .. --n ~· ·-·-·. ·1 ·-·-· ,·-·1 , ,·1 . 1· I ·, ·-·-·-·-·-·-·, ·-·-·,-1·-·1 ,-·I . ~ -·1-· '·-·-·-·J-·-·-·-·-·-·-·-·-·-·-·-· =A_ -·'-·-'-·L·-·-·-'·-'-· I I I I I -·-·-·,·-·-·-·-·-·-· ~ 1\ ; 1 1 1 , , ,·-·-·-,·1 ·-r~·~·-·-·-·---·~·-·-·-·t-,-f ~·--a; · · I I I -Existing I - -Proposed -·-Qx ·:-. -. -. -. -. -. -. -. -. - . -. -. -. -. -. . -. -. -. -I'\ ' . ' . ' ' ' '<2 Qi". I I ·\ ~ ~ 15.00 CJ 10.00 O.Stti 5.00 0. O.ltti 0.00 -0.02 0 0.02 ;' :K.. . I j I ,r-·r ·,-·1·-1·,·r·,-·-·-:-r·r-·-y ~·1-·~·1>.S1l2 . -. -·-· -.-·-·-·-·-·-·-·-·-·-·-·-·1). t'.11l2 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 Percentage of time exceeded (%) 0.22 Flow Duration Curve Data for Poinsettia {POC-3), Carlsbad, CA Q2 = 18 .43 cfs Fraction 10 % QlO = 29.62 cfs Step = 0.2805 cfs Count= 497370 hours 56.74 years Existing Condition Detention Optimized Pass or Interval Q (cfs) Hours> Q %time Hours>Q %time Post/Pre Fail? 1 1.843 957 l.92E-01 1016 2.04E-01 106% Pass 2 2.123 863 l.74E-01 917 l.84E-01 106% Pass 3 2.404 790 l.59E-01 828 l.66E-01 105% Pass 4 2.684 743 l.49E-01 758 1.52E-01 102% Pass 5 2.965 700 l.41E-01 696 l .40E-01 99% Pass 6 3.245 662 l.33E-01 652 l.31E-01 98% Pass 7 3.526 627 l .26E-01 601 l.21E-01 96% Pass 8 3.806 598 l.20E-01 553 l.llE-01 92% Pass 9 4.087 563 l.13E-01 504 l.OlE-01 90% Pass 10 4.367 529 l.06E-01 474 9.53E-02 90% Pass 11 4.648 488 9.81E-02 432 8.69E-02 89% Pass 12 4.928 460 9.25E-02 396 7.96E-02 86% Pass 13 5.209 418 8.40E-02 369 7.42E-02 88% Pass 14 5.489 386 7.76E-02 350 7.04E-02 91% Pass 15 5.770 353 7.lOE-02 329 6.61E-02 93% Pass 16 6.051 327 6.57E-02 302 6.07E-02 92% Pass 17 6.331 309 6.21E-02 278 5.59E-02 90% Pass 18 6.612 300 6.03E-02 257 5.17E-02 86% Pass 19 6.892 293 5.89E-02 235 4.72E-02 80% Pass 20 7.173 280 5.63E-02 215 4.32E-02 77% Pass 21 7.453 260 5.23E-02 198 3.98E-02 76% Pass 22 7.734 240 4.83E-02 184 3.70E-02 77% Pass 23 8.014 230 4.62E -02 168 3.38E-02 73% Pass 24 8.295 221 4.44 E-02 159 3.20E-02 72% Pass 25 8.575 202 4.0GE-02 146 2.94E-02 72% Pass 26 8.856 185 3.72E-02 134 2.69E-02 72% Pass 27 9.136 160 3.22E-02 126 2.53E-02 79% Pass 28 9.417 147 2.96E-02 118 2.37E-02 80% Pass 29 9.697 138 2.77E-02 110 2.21E-02 80% Pass 30 9.978 130 2.61E-02 102 2.05E-02 78% Pass 31 10.259 128 2.57E-02 96 l.93E-02 75% Pass 32 10.539 123 2.47E-02 92 l.85E-02 75% Pass 33 10.820 120 2.41E-02 86 l .73E-02 72% Pass 34 11.100 114 2.29E-02 80 l.61E-02 70% Pass 35 11.381 108 2.17E-02 75 l.51E-02 69% Pass 36 11.661 99 l.99E-02 72 1.45E-02 73% Pass 37 11.942 95 1.91E-02 69 l.39E-02 73% Pass 38 12.222 86 l.73E-02 64 l.29E-02 74% Pass Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q %time Hours>Q %time Post/Pre Fall? 39 12.503 79 1.59E-02 60 1.21E-02 76% Pass 40 12.783 73 1.47E-02 56 1.13E-02 77% Pass 41 13.064 69 1.39E-02 53 1.07E-02 77% Pass 42 13.344 68 1.37E-02 53 1.07E-02 78% Pass 43 13.625 64 1.29E-02 48 9.65E-03 75% Pass 44 13.906 63 1.27E-02 47 9.45E-03 75% Pass 45 14.186 60 1.21E-02 45 9.05E-03 75% Pass 46 14.467 56 1.13E-02 43 8.65E-03 77% Pass 47 14.747 53 1.07E-02 42 8.44E-03 79% Pass 48 15.028 52 1.05E-02 41 8.24E-03 79% Pass 49 15.308 48 9.65E-03 40 8.04E-03 83% Pass 50 15.589 45 9.05E-03 35 7.04E-03 78% Pass 51 15.869 43 8.65E-03 34 6.84E-03 79% Pass 52 16.150 42 8.44E-03 30 6.03E-03 71% Pass 53 16.430 41 8.24E-03 30 6.03E-03 73% Pass 54 16.711 41 8.24E-03 28 5.63E-03 68% Pass 55 16.991 40 8.04E-03 27 5.43E-03 68% Pass 56 17.272 39 7.84E-03 27 5.43E-03 69% Pass 57 17.552 37 7.44E-03 26 5.23E-03 70% Pass 58 17.833 37 7.44E-03 25 5.03E-03 68% Pass 59 18.114 35 7.04E-03 25 5.03E-03 71% Pass 60 18.394 33 6.63E-03 24 4.83E-03 73% Pass 61 18.675 32 6.43E-03 23 4.62E-03 72% Pass 62 18.955 30 6.03E-03 19 3.82E-03 63% Pass 63 19.236 29 5.83E-03 19 3.82E-03 66% Pass 64 19.516 23 4.62E-03 19 3.82E-03 83% Pass 65 19.797 22 4.42E-03 18 3.62E-03 82% Pass 66 20.077 21 4.22E-03 18 3.62E-03 86% Pass 67 20.358 21 4.22E-03 17 3.42E-03 81% Pass 68 20.638 21 4.22E-03 16 3.22E-03 76% Pass 69 20.919 21 4.22E-03 15 3.02E-03 71% Pass 70 21.199 21 4.22E-03 15 3.02E-03 71% Pass 71 21.480 21 4.22E-03 14 2.81E-03 67% Pass 72 21.760 21 4.22E-03 12 2.41E-03 57% Pass 73 22.041 20 4.02E-03 12 2.41E-03 60% Pass 74 22.322 18 3.62E-03 12 2.41E-03 67% Pass 75 22.602 16 3.22E-03 12 2.41E-03 75% Pass 76 22.883 14 2.81E-03 11 2.21E-03 79% Pass 77 23.163 12 2.41E-03 11 2.21E-03 92% Pass 78 23.444 12 2.41E-03 10 2.0lE-03 83% Pass 79 23.724 9 1.81E-03 9 1.81E-03 100% Pass 80 24.005 9 1.81E-03 7 1.41E-03 78% Pass 81 24.285 9 1.81E-03 7 1.41E-03 78% Pass 82 24.566 9 1.81E-03 7 1.41E-03 78% Pass 83 24.846 9 1.81E-03 7 1.41E-03 78% Pass 84 25.127 8 1.61E-03 6 1.21E-03 75% Pass Existing Condition Detention Optimized Pass or Interval Q(ds) Hours> Q %time Hours>Q %time Post/Pre Fail? 85 25.407 8 l.61E-03 6 l.21E-03 75% Pass 86 25.688 7 l.41E-03 6 l.21E-03 86% Pass 87 25.969 7 1.41E-03 6 l.21E-03 86% Pass 88 26.249 6 l.21E-03 5 1.0lE-03 83% Pass 89 26.530 6 l.21E-03 5 l.OlE-03 83% Pass 90 26.810 6 l.21E-03 5 l .OlE-03 83% Pass 91 27.091 6 l.21E-03 5 l.OlE-03 83% Pass 92 27.371 6 l.21E-03 5 l.OlE-03 83% Pass 93 27.652 6 l.21E-03 5 l.OlE-03 83% Pass 94 27.932 6 l.21E-03 5 1.0lE-03 83% Pass 95 28.213 6 l.21E-03 5 l .OlE-03 83% Pass 96 28.493 6 l.21E-03 5 l.OlE-03 83% Pass 97 28.774 6 l.21E-03 5 1.0lE-03 83% Pass 98 29.054 6 l.21E-03 5 l.OlE-03 83% Pass 99 29.335 6 l.21E-03 5 l.OlE-03 83% Pass 100 29.615 6 l.21E-03 5 l.OlE-03 83% Pass Peak Flows calculated with Cunnane Plotting Position Return Period Pre-dev. Q (cfs) Post-Dev. Q Reduction (years) (cfs) (cfs) 10 29.615 25.858 3.757 9 27.028 25.233 1.794 8 25.781 24.267 1.514 7 25.207 23.398 1.809 6 23.739 22.718 1.022 5 23.510 21.703 1.807 4 22.746 20.447 2.299 3 19.817 18.741 1.076 2 18.425 15.972 2.453 ATTACHMENT 3 List of the "n" largest Peaks: Pre-Development and Post-Development Conditions ATTACHMENT 3 List of the "n" Largest Peaks: Pre & Post-Developed Conditions Basic Probabilistic Equation: R = 1/P R: Return period (years). P: Probability of a flow to be equaled or exceeded any given year (dimensionless). Cunnane Equation: p = i-0.4 n+0.2 Weibull Equation: p =-i- n+l i: Position of the peak whose probability is desired (sorted from large to small) n: number of years analyzed. Explanation of Variables for the Tables in this Attachment Peak: Refers to the peak flow at the date given, taken from the continuous si mulation hourly results of the n year analyzed. Posit: If all peaks are sorted from large to small, the position of the peak in a sorting analysis is included under the variable Posit. Date: Date of the occurrence of the peak at the outlet from the continuous simulation Note: all peaks are not annual m axima; instead they are defined as event maxima, with a threshold to separate peaks of at least 12 hours. In other words, any peak P in a time series is defined as a va lu e where dP/dt = 0, and the peak is the largest value in 25 hours (12 hours before the hour of occurrence and 12 hours after the occurrence, so it is in essence a daily peak). List of Peak events and Determination of Q2 and QlO (Pre-Development) Poinsettia (POC-1) T Cunnane Weibull Period of Return (Year) (cfs) {cfs) Peaks (cfs) (Years) 10 9.34 9.52 Date Posit Weibull Cunnane 9 9.11 9.22 4.156 1/11/2005 57 1.02 1.01 8 8.61 8.83 4 .181 9/18/1963 56 1.04 1.03 7 8.25 8.28 4.414 4/27/1960 55 1.05 1.05 6 8.20 8.20 4.435 2/22/2008 54 1.07 1.07 5 7.86 7.86 4.455 3/17/1963 53 1.09 1.09 4 7.37 7.38 4.494 2/22/1998 52 1.12 1.11 3 6.47 6.47 4.494 11/8/2002 51 1.14 1.13 2 5.92 5.92 4 .494 2/12/2003 so 1.16 1.15 4.651 2/12/1992 49 1.18 1.18 4 .715 3/1/1991 48 1.21 1.20 Note: 4 .736 3/15/1986 47 1.23 1.23 Cunnane is the preferred 4.823 1/29/1980 46 1.26 1.25 method by the HMP permit. 4 .83 2/6/1969 45 1.29 1.28 4 .864 3/19/1981 44 1.32 1.31 4 .893 2/15/1986 43 1.35 1.34 4 .958 1/6/2008 42 1.38 1.38 4 .959 2/14/1998 41 1.41 1.41 5.076 2/8/1993 40 1.45 1.44 5.107 1/16/1978 39 1.49 1.48 5.189 3/11/1995 38 1.53 1.52 5.341 11/11/1985 37 1.57 1.56 5.39 11/15/1952 36 1.61 1.61 5.439 12/2/1961 35 1.66 1.65 5.496 2/4/1994 34 1.71 1.70 5.536 1/18/1993 33 1.76 1.75 5.656 10/20/2004 32 1.81 1.81 5.657 2/17/1998 31 1.87 1.87 5.669 12/19/1970 30 1.93 1.93 5.923 2/16/1980 29 2.00 2.00 5.926 1/29/1983 28 2.07 2.07 6.006 2/23/1998 27 2.15 2.15 6.019 2/18/1993 26 2.23 2.23 6.112 3/2/1980 25 2.32 2.33 6.288 2/10/1978 24 2.4 2 2.42 6.292 12/30/1991 23 2.52 2.53 6.31 11/22/1965 22 2.64 2.65 6.316 2/27/1983 21 2.76 2.78 6.463 1/27/2008 20 2.90 2.92 6.471 2/3/1998 19 3.05 3.08 7.096 3/1/1978 18 3.22 3.25 7.26 1/16/1952 17 3.41 3.45 7.316 3/17/1982 16 3.63 3.67 7.366 4/1/1958 15 3.87 3.92 7.396 2/20/1980 14 4.14 4.21 7.468 10/27/2004 13 4.46 4.54 7.856 1/14/1993 12 4 .83 4.93 7.866 2/18/2005 11 5.27 5.40 8 .2 10/29/2000 10 5.80 5.96 8.213 2/25/1969 9 6.44 6.65 8.309 2/4/1958 8 7.25 7.53 9.029 2/25/2003 7 8.29 8.67 9.39 9/23/1986 6 9.67 10.21 10.137 1/4/1995 5 11.60 12.43 10.456 1/15/1979 4 14.50 15.89 11.098 10/1/1983 3 19.33 22.00 11.675 1/4/1978 2 29.00 35.75 12.561 4/14/2003 1 58.00 95.33 list of Peak events and Determination of Q2 and Q10 (Post-Development) Poinsettia {POC-1) T Cunnane Weibull Period of Return (Year) (ds) (ds) Peaks (cfs) (Years) 10 6.44 6.73 Date Posit Weibull Cunnane 9 6.10 6.26 2.599 1/18/1993 57 1.02 1.01 8 5.98 5.98 2.655 2/14/1998 56 1.04 1.03 7 5.88 5.92 2.664 2/23/2005 55 1.05 1.05 6 5.66 5.70 2.681 1/20/1962 54 1.07 1.07 5 5.40 5.42 2.701 2/4/1994 53 1.09 1.09 4 5.07 5.10 2.707 3/8/1968 52 1.12 1.11 3 4.56 4.58 2.726 1/9/2005 51 1.14 1.13 2 3.59 3.59 2.746 3/1/1983 so 1.16 1.15 2.747 1/6/2008 49 1.18 1.18 2.779 1/6/1979 48 1.21 1.20 Note: 2.781 12/24/1988 47 1.23 1.23 Cunnane is the preferred 2.789 12/2/1961 46 1.26 1.25 method by the HMP permit . 2.812 3/17/1963 45 1.29 1.28 2.917 1/11/2005 44 1.32 1.31 2.933 9/18/1963 43 1.35 1.34 2.936 1/15/1978 42 1.38 1.38 2.953 2/15/1986 41 1.41 1.41 3.005 2/18/1993 40 1.45 1.44 3.059 4/27/1960 39 1.49 1.48 3.179 8/17/1977 38 1.53 1.52 3.185 11/11/1985 37 1.57 1.56 3.213 11/15/1952 36 1.61 1.61 3.231 1/16/1972 35 1.66 1.65 3.24 2/16/1980 34 1.71 1.70 3.24 10/20/2004 33 1.76 1.75 3.246 1/29/1983 32 1.81 1.81 3.29 1/27/2008 31 1.87 1.87 3.579 2/17/1998 30 1.93 1.93 3.593 2/27/1983 29 2.00 2.00 3.608 2/22/2008 28 2.07 2.07 3.703 1/29/1980 27 2.15 2.15 3.804 1/16/1978 26 2.23 2.23 3.836 12/19/1970 25 2.32 2.33 4.018 2/23/1998 24 2.42 2.42 4.234 12/30/1991 23 2.52 2.53 4.348 2/3/1998 22 2.64 2.65 4.425 4/1/1958 21 2.76 2.78 4.476 3/2/1980 20 2.90 2.92 4.635 3/17/1982 19 3.05 3.08 4.639 11/22/1965 18 3.22 3.25 4.685 2/10/1978 17 3.41 3.45 4.692 1/14/1993 16 3.63 3.67 5.017 10/29/2000 15 3.87 3.92 5.191 2/18/2005 14 4.14 4.21 5.337 3/1/1978 13 4.46 4.54 5.387 1/16/1952 12 4.83 4.93 5.477 2/20/1980 11 5.27 5.40 5.645 10/27/2004 10 5.80 5.96 5.819 2/4/1958 9 6.44 6.65 5.969 2/25/1969 8 7.25 7.53 5.989 9/23/1986 7 8.29 8.67 6.515 2/25/2003 6 9.67 10.21 7.739 1/15/1979 5 11.60 12.43 7.769 1/4/1995 4 14.50 15.89 8.126 1/4/1978 3 19.33 22.00 8.304 10/1/1983 2 29.00 35.75 9.316 4/14/2003 1 58.00 95.33 list of Peak events and Determination of Q2 and QlO (Pre-Development) Poinsettia (POC-2) T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 6.16 6.31 Date Posit Weibull Cunnane 9 5.62 5.87 2.89 2/6/1969 57 1.02 1.01 8 5.36 5.40 2.894 2/22/1998 56 1.04 1.03 7 5.24 5.27 2.921 2/8/1993 55 1.05 1.05 6 4.94 5.01 2.935 4/27/1960 54 1.07 1.07 5 4.89 4.89 2.981 1/16/1972 53 1.09 1.09 4 4.73 4.73 2.992 2/22/2008 52 1.12 1.11 3 4.12 4 .14 3.008 3/19/1981 51 1.14 1.13 2 3.83 3.83 3.033 4/28/2005 50 1.16 1.15 3.11 3/1/1991 49 1.18 1.18 3.131 12/22/1982 48 1.21 1.20 Note: 3.146 3/15/1986 47 1.23 1.23 Cunnane is the preferred 3.161 2/12/1992 46 1.26 1.25 method by the HMP permit. 3.183 2/14/1998 45 1.29 1.28 3.199 1/29/1980 44 1.32 1.31 3.216 3/17/1963 43 1.35 1.34 3.238 2/15/1986 42 1.38 1.38 3.258 2/27/1991 41 1.41 1.41 3.284 1/6/2008 40 1.45 1.44 3.311 1/16/1978 39 1.49 1.48 3.389 3/11/1995 38 1.53 1.52 3.525 1/18/1993 37 1.57 1.56 3.572 2/4/1994 36 1.61 1.61 3.615 2/17/1998 35 1.66 1.65 3.619 12/2/1961 34 1.71 1.70 3.763 11/15/1952 33 1.76 1.75 3.765 10/20/2004 32 1.81 1.81 3.776 11/11/1985 31 1.87 1.87 3.801 2/18/1993 30 1.93 1.93 3.832 2/23/1998 29 2.00 2.00 3.904 1/29/1983 28 2.07 2.07 3.913 2/16/1980 27 2.15 2.15 3.967 12/19/1970 26 2.23 2.23 4.002 1/27/2008 25 2.32 2.33 4.021 2/3/1998 24 2.42 2.42 4.042 11/22/1965 23 2.52 2.53 4.044 12/30/1991 22 2.64 2.65 4.046 2/10/1978 21 2.76 2.78 4.062 2/27/1983 20 2.90 2.92 4.175 3/2/1980 19 3.05 3.08 4.627 4/1/1958 18 3.22 3.25 4.633 3/1/1978 17 3.41 3.45 4.67 1/16/1952 16 3.63 3.67 4.723 3/17/1982 15 3.87 3.92 4.747 2/20/1980 14 4.14 4.21 4.814 2/18/2005 13 4.46 4.54 4.889 10/29/2000 12 4.83 4.93 4.89 10/27/2004 11 5.27 5.40 4.92 1/14/1993 10 5.80 5.96 5.2 2/25/1969 9 6.44 6.65 5.304 2/4/1958 8 7.25 7.53 5.441 2/25/2003 7 8.29 8.67 6.273 9/23/1986 6 9.67 10.21 6.504 1/4/1995 5 11.60 12.43 6.749 1/15/1979 4 14.50 15.89 7.195 10/1/1983 3 19.33 22.00 7.52 1/4/1978 2 29.00 35.75 8.03 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and QlO {Post-Development) Poinsettia (POC-2) T Cunnane Weibull Period of Return (Vear) (cfs) (cfs) Peaks (cfs) (Years) 10 4.74 4.85 Date Posit Weibull Cunnane 9 4.54 4.63 1.17 12/19/1970 57 1.02 1.01 8 4.43 4.45 1.205 3/2/1983 56 1.04 1.03 7 4.38 4.39 1.222 3/2/1980 55 1.05 1.05 6 4 .22 4.26 1.231 10/20/2004 54 1.07 1.07 5 3.77 3.81 1.237 2/26/2004 53 1.09 1.09 4 3.36 3.39 1.289 12/30/1991 52 1.12 1.11 3 3.09 3.10 1.312 10/29/2000 51 1.14 1.13 2 2.39 2.39 1.325 1/11/2005 50 1.16 1.15 1.326 3/1/1983 49 1.18 1.18 1.33 1/27/1956 48 1.21 1.20 Note: 1.331 1/15/1993 47 1.23 1.23 Cunnane is the preferred 1.338 2/18/2005 46 1.26 1.25 method by the HMP permit. 1.357 1/14/1993 45 1.29 1.28 1.46 4/1/1958 44 1.32 1.31 1.531 1/18/1993 43 1.35 1.34 1.643 2/20/1980 42 1.38 1.38 1.689 9/23/1986 41 1.41 1.41 1.707 12/5/1966 40 1.45 1.44 1.776 1/18/1952 39 1.49 1.48 1.81 11/29/1985 38 1.53 1.52 1.94 2/18/1980 37 1.57 1.56 2.103 2/10/1978 36 1.61 1.61 2.149 1/22/1967 35 1.66 1.65 2.266 11/30/2007 34 1.71 1.70 2.274 3/5/1995 33 1.76 1.75 2.277 12/25/1983 32 1.81 1.81 2.278 1/11/1980 31 1.87 1.87 2.31 2/4/1958 30 1.93 1.93 2.393 1/25/1969 29 2.00 2.00 2.458 3/1/1991 28 2.07 2.07 2.481 2/23/1998 27 2.15 2.15 2.514 1/13/1997 26 2.23 2.23 2.764 11/22/1996 25 2.32 2.33 2.827 2/25/2003 24 2.42 2.42 2.896 3/11/1995 23 2.52 2.53 2.957 10/27/2004 22 2.64 2.65 2.977 1/16/1993 21 2.76 2.78 3.057 1/20/1962 20 2.90 2.92 3.122 1/16/1952 19 3.05 3.08 3.154 1/9/2005 18 3.22 3.25 3.244 2/15/1986 17 3.41 3.45 3.259 1/15/1978 16 3.63 3.67 3.311 2/23/2005 15 3.87 3.92 3.48 3/8/1968 14 4.14 4.21 3.558 1/6/1979 13 4.46 4.54 3.746 1/16/1978 12 4.83 4.93 3.915 2/22/2008 11 5.27 5.40 4.208 10/1/1983 10 5.80 5.96 4.371 11/22/1965 9 6.44 6.65 4.404 3/17/1982 8 7.25 7.53 4.473 1/29/1980 7 8.29 8.67 4.782 3/1/1978 6 9.67 10.21 5.194 2/25/1969 5 11.60 12.43 5.636 1/4/1978 4 14.50 15.89 5.708 1/15/1979 3 19.33 22.00 6.793 4/14/2003 2 29.00 35.75 7.704 1/4/1995 1 58.00 95.33 List of Peak events and Determination of Q2 and QlO (Pre-Development) Poinsettia (POC-3) T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 29.62 30.36 Date Posit Weibull Cunnane 9 27.03 28.24 13.902 2/6/1969 57 1.02 1.01 8 25.78 25.98 13.918 2/22/1998 56 1.04 1.03 7 25.21 25.35 14.048 2/8/1993 55 1.05 1.05 6 23.74 24.08 14.115 4/27/1960 54 1.07 1.07 5 23.51 23.51 14.335 1/16/1972 53 1.09 1.09 4 22.75 22.77 14.39 2/22/2008 52 1.12 1.11 3 19.82 19.89 14.468 3/19/1981 51 1.14 1.13 2 18.43 18.43 14.598 4/28/2005 so 1.16 1.15 14.957 3/1/1991 49 1.18 1.18 15.063 12/22/1982 48 1.21 1.20 Note: 15.128 3/15/1986 47 1.23 1.23 Cunnane is the preferred 15.205 2/12/1992 46 1.26 1.25 method by the HMP permit. 15.305 2/14/1998 45 1.29 1.28 15.383 1/29/1980 44 1.32 1.31 15.468 3/17/1963 43 1.35 1.34 15.573 2/15/1986 42 1.38 1.38 15.694 2/27/1991 41 1.41 1.41 15.794 1/6/2008 40 1.45 1.44 15.924 1/16/1978 39 1.49 1.48 16.298 3/11/1995 38 1.53 1.52 16.952 1/18/1993 37 1.57 1.56 17.177 2/4/1994 36 1.61 1.61 17.385 2/17/1998 35 1.66 1.65 17.405 12/2/1961 34 1.71 1.70 18.1 11/15/1952 33 1.76 1.75 18.105 10/20/2004 32 1.81 1.81 18.162 11/11/1985 31 1.87 1.87 18.283 2/18/1993 30 1.93 1.93 18.425 2/23/1998 29 2.00 2.00 18.777 1/29/1983 28 2.07 2.07 18.82 2/16/1980 27 2.15 2.15 19.078 12/19/1970 26 2.23 2.23 19.248 1/27/2008 25 2.32 2.33 19.335 2/3/1998 24 2.42 2.42 19.437 11/22/1965 23 2.52 2.53 19.447 12/30/1991 22 2.64 2.65 19.458 2/10/1978 21 2.76 2.78 19.536 2/27/1983 20 2.90 2.92 20.076 3/2/1980 19 3.05 3.08 22.253 4/1/1958 18 3.22 3.25 22.277 3/1/1978 17 3.41 3.45 22.457 1/16/1952 16 3.63 3.67 22.713 3/17/1982 15 3.87 3.92 22.829 2/20/1980 14 4.14 4.21 23.149 2/18/2005 13 4.46 4.54 23.509 10/29/2000 12 4.83 4.93 23.518 10/27/2004 11 5.27 5.40 23.658 1/14/1993 10 5.80 5.96 25.007 2/25/1969 9 6.44 6.65 25.508 2/4/1958 8 7.25 7.53 26.165 2/25/2003 7 8.29 8.67 30.17 9/23/1986 6 9.67 10.21 31.275 1/4/1995 5 11.60 12.43 32.453 1/15/1979 4 14.50 15.89 34.601 10/1/1983 3 19.33 22.00 36.163 1/4/1978 2 29.00 35.75 38.614 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and QlO (Post-Development) Poinsettia (POC-3) T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 25.86 27.11 Date Posit Weibull Cunnane 9 25.23 25.53 12.153 1/6/1979 57 1.02 1.01 8 24.27 24.67 12.17 1/15/1978 56 1.04 1.03 7 23.40 23.56 12.312 4/28/2005 55 1.05 1.05 6 22.72 22.84 12.333 3/19/1981 54 1.07 1.07 5 21.70 21.71 12.419 3/1/1991 53 1.09 1.09 4 20.45 20.50 12.657 12/22/1982 52 1.12 1.11 3 18.74 18.74 12.668 2/12/1992 51 1.14 1.13 2 15.97 15.97 12.675 2/27/1991 50 1.16 1.15 12.83 3/15/1986 49 1.18 1.18 12.908 2/14/1998 48 1.21 1.20 Note: 12.921 4/27/1960 47 1.23 1.23 Cunnane is the preferred 13.454 1/6/2008 46 1.26 1.25 method by the HMP permit. 13.486 2/15/1986 45 1.29 1.28 13.504 3/11/1995 44 1.32 1.31 13.537 3/17/1963 43 1.35 1.34 13.596 8/17/1977 42 1.38 1.38 13.816 1/16/1972 41 1.41 1.41 13.988 1/18/1993 40 1.45 1.44 14.316 2/4/1994 39 1.49 1.48 14.395 2/22/2008 38 1.53 1.52 14.494 12/2/1961 37 1.57 1.56 15.182 10/20/2004 36 1.61 1.61 15.36 2/17/1998 35 1.66 1.65 15.387 2/18/1993 34 1.71 1.70 15.549 11/15/1952 33 1.76 1.75 15.562 11/11/1985 32 1.81 1.81 15.762 2/16/1980 31 1.87 1.87 15.902 1/29/1983 30 1.93 1.93 15.972 1/16/1978 29 2.00 2.00 16.048 1/27/2008 28 2.07 2.07 16.104 1/29/1980 27 2.15 2.15 16.452 2/27/1983 26 2.23 2.23 16.553 2/23/1998 25 2.32 2.33 16.829 12/19/1970 24 2.42 2.42 17.49 2/3/1998 23 2.52 2.53 17.557 12/30/1991 22 2.64 2.65 18.294 3/2/1980 21 2.76 2.78 18.739 11/22/1965 20 2.90 2.92 18.742 2/10/1978 19 3.05 3.08 18.945 4/1/1958 18 3.22 3.25 19.572 3/17/1982 17 3.41 3.45 20.123 1/14/1993 16 3.63 3.67 20.367 10/29/2000 15 3.87 3.92 20.647 2/18/2005 14 4.14 4 .21 21.243 2/20/1980 13 4.46 4 .54 21.701 3/1/1978 12 4.83 4.93 21.715 1/16/1952 11 5.27 5.40 22.688 10/27/2004 10 5.80 5.96 23.179 2/4/1958 9 6.44 6.65 23.728 2/25/1969 8 7.25 7.53 25.025 2/25/2003 7 8.29 8.67 25.992 9/23/1986 6 9.67 10.21 32.487 1/4/1995 5 11.60 12.43 32.74 1/4/1978 4 14.50 15.89 32.84 1/15/1979 3 19.33 22.00 34.201 10/1/1983 2 29.00 35.75 38.364 4/14/2003 1 58.00 95.33 ATTACHMENT 4 Elevation vs. Area Curves and Elevation vs. Discharge Curves to be used in SWMM ATTACHMENT 4 ELEVATION vs. AREA The elevation vs. area tables in the model are calculated in Excel and imported into the model. The summary of elevation vs. area for each IMP has been provided on the following pages. The LID surface storage depth beneath the lowest surface discharge structure is accounted for in the LID module as illustrated in Attachment 7. ELEVATION vs. DISCHARGE The total elevation vs. discharge curve is imported from an Excel spreadsheet that calculates the elevation vs. discharge of the outlet system. Elevation vs. discharge relationships are provided for the surface discharge of the biofiltration basins as this is where a Modified Puls routing procedure will be taken into account in the continuous simulation model. The orifice sizes have been selected to maximize their size while still restricting flows to conform with the required 10% of the Q2 event flow as mandated in the City of Carlsbad BMP Design Manual. While TRWE acknowledges that these orifices are small, to increase the size of these outlets would impact the basin's ability to restrict flows beneath the HMP thresholds, thus preventing the IMP from conforming with HMP requirements. In order to further reduce the risk of blockage of the orifices, regular maintenance of the riser and orifices must be performed to ensure potential blockages are minimized. A detail of the orifice and riser structures is provided in Attachment 5 of this memorandum. DISCHARGE EQUATIONS l} Weir: Qw = Cw . L . HJ/2 {l) 2) Slot: As an orifice: Q5 = 85 • h5 ·Cg · Jzg ( H -:s) (2.a) As a weir: Q5 = Cw · 85 · H312 (2.b} For H > h5 slot works as weir until orifice equation provides a smaller discharge. The elevation such that equation (2.a) = equation (2.b} is the elevation at which the behavior changes from weir to orifice. 3) Vertical Orifices As an orifice: Q0 = 0.25 · rrD 2 ·cg · Jzg ( H -~) {3.a) As a weir: Critical depth and geometric family of circular sector must be solved to determined Q as a function of H: Q'/y A ~r -=-; 9 Ter Aer I D2 . H = Yer+~; Ter = 2y YerCD -Yer); Aer = 8 [aer -sm(aer)]; er Yer = !!. [1 -sin(O.S · aer)] 2 {3.b.l, 3.b.2, 3.b.3, 3.b.4 and 3.b.S} There is a value of H (approximately H = 110% D} from which orifices no longer work as weirs as critical depth is not possible at the entrance of the orifice. This value of H is obtained equaling the discharge using critical equations and equations (3.b}. A mathematical model is prepared with the previous equations depending on the type of discharge. The following are the variables used above: Ow, Os, Oo = Discharge of weir, slot or orifice (cfs} Cw, c8 : Coefficients of discharge of weir (typically 3.1) and orifice {0.61 to 0.62) L, 85, D, h5 : Length of weir, width of slot, diameter of orifice and height of slot, respectively; (ft} H: Level of water in the pond over the invert of slot, weir or orifice (ft} Am Tcr, Yer, a,,: Critical variables for circular sector: area (ft2}, top width (ft), critical depth (ft}, and angle to the center, respectively. Stage-Area for IMP 1-1 Depth (ft) Area (ft1) 0.00 2488 0.08 2550 0.17 2612 0.25 2675 0.33 2738 0.42 2801 0.50 2865 0.58 2929 0.67 2993 0.75 3058 0.83 3123 0.92 3188 1.00 3254 1.08 3320 1.17 3386 1.25 3453 1.33 3520 1.42 3588 1.50 3656 1.58 3724 1.67 3792 1.75 3861 1.83 3930 1.92 4000 2.00 4070 2.08 4140 2.17 4211 2.25 4282 2.33 4353 2.42 4425 2.50 4497 SUB SURFACE STORAGE IMP 1-1 Elevation (ft) Area (ft2) -1.50 2488 -2.50 2488 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (ft3) 0 210 425 645 871 1102 1338 1579 1826 2078 2336 2598 2867 3141 3420 3705 3996 4292 4594 4901 5214 5533 5858 6188 6525 6867 7215 7569 7928 8294 8666 Volume (ft3) 1120 995 2115 1338 3453 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (tt3) I (1): The area at this surface elevation corresponds to the area of gravel and amended soil (Bio-retention layer) (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface outlet) IEffective Depth: 6.45 in Stage-Area for IMP 2-1 Depth (ft) Area (ft I Volume (ft') 0.00 8277 0 -0.08 8339 692 0.17 8402 1390 0.25 8465 2093 0.33 8527 2801 0.42 8590 3514 0.50 8654 4232 0.58 8717 4956 0 67 8781 5685 0.75 8844 6420 0.83 8908 7159 0.92 8973 7904 1.00 9037 8655 1.08 9101 9411 1.17 9166 10172 1.25 9231 10938 1.33 9296 11710 1.42 9361 12487 1.50 9426 13270 SURFACE OUTlET(2) 1.58 9492 14059 1.67 9558 14852 1.75 9623 15651 1.83 9690 16456 1.92 9756 17266 2.00 9822 18082 2.08 9889 18903 2.17 9956 19730 2.25 10023 20563 2.33 10090 21401 2.42 10157 22244 2.50 10225 23094 2.58 10292 23948 2.67 10360 24809 2.75 10428 25675 2.83 10496 26547 2.92 10565 27424 3.00 10633 28308 3.08 10702 29197 3.17 10771 30091 3.25 10840 30992 3.33 10909 31898 3.42 10979 32810 3.50 11048 33728 3.58 11118 34651 3.67 11188 35581 3.75 11258 36516 3.83 11329 37457 3.92 11399 38404 4.00 11470 39357 4.08 11541 40316 4.17 11612 41281 4.25 11683 42251 4.33 11754 43228 4.42 11826 44210 4.50 11898 45199 4.58 11970 46193 4.67 12042 47194 4.75 12114 48200 4.83 12187 49213 4.92 12259 50231 5.00 12332 51256 SUS SURFACE STORAGE IMP 2·1 Elevation (ft) Area (ft I Volume (ft I ·I.SO 1277 3725 Amendtd Soll lose (O.J voids) ·2.50 1277 3311 GrH•el Base (0.4 voids) Grovel & Amended Soll TOTAL • 7035 111'1 Surface Total TOTAL • 10938 (ft') IMP TOTAL • 17974 (It') (1): The area at this surface elevation corresponds to the area of gravel and amended soll (Bio-retention layer) {2t Volume at this elevation coresponds with surface volume for WQ purposes !invert of lowest surface outlet) !Effective Depth: 19.24 In Stage-Area for IMP 3-1 Depth (ft) Area (ftl) 0.00 1733 0.08 1765 0.17 1796 0.25 1828 0.33 1860 0.42 1893 0.50 1925 0.58 1958 0.67 1991 0.75 2024 0.83 2057 0.92 2090 1.00 2124 1.08 2157 1.17 2191 1.25 2225 1.33 2259 1.42 2294 1.50 2328 1.58 2363 1.67 2398 1.75 2433 1.83 2468 1.92 2503 2.00 2539 2.08 2575 2.17 2611 2.25 2647 2.33 2683 2.42 2720 2.50 2756 SUB SURFACE STORAGE IMP 3-1 Elevat ion (ft) Area (tt2) -1.50 1733 -2.50 1733 Gravel & Amended Soll TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (fe) 0 146 294 445 599 755 914 1076 1241 1408 1578 1751 1926 2105 2286 2470 2657 2846 3039 3234 3433 3634 3838 4045 4255 4468 4684 4904 5126 5351 5579 Volume (tt3) 780 693 1473 914 2387 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) estimated (tt3) I (1): The area at any surface elevation corresponds to the area of gravel and amended soil (Bio-retention le (2): Volume at t his elevation coresponds with surface volume for WQ purposes (invert of lowest surface o I Eftective Depth: 6.33 in Stage-Area for IMP 4-1 (POC-3) Depth (ft) Area (ft,.) 0.00 7253 0.08 7321 0.17 7388 0.25 7456 0.33 7525 0.42 7593 0.50 7661 0.58 7730 0.67 7799 0.75 7868 0.83 7937 0.92 8007 1.00 8076 1.08 8146 1.17 8216 1.25 8286 1.33 8356 1.42 8426 1.50 8497 1.58 8568 1.67 8639 1.75 8710 1.83 8781 1.92 8853 2.00 8924 2.08 8996 2.17 9068 2.25 9140 2.33 9213 2.42 9285 2.50 9358 2.58 9431 2.67 9504 2.75 9577 2.83 9650 2.92 9724 3.00 9798 3.08 9872 3.17 9946 3.25 10020 3.33 10094 3.42 10169 3.50 10244 SUB SURFACE STORAGE IMP 4-1 Elevation (ft) Area (ft') -1.50 7253 -3.00 7253 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (ft') 0 607 1220 1839 2463 3093 3728 4370 5017 5669 6328 6992 7662 8338 9020 9708 10401 11100 11805 12517 13233 13956 14685 15420 16161 16907 17660 18419 19183 19954 20731 21514 22303 23098 23899 24706 25519 26339 27165 27997 28835 29679 30530 Volume (ft3) 3264 4352 7616 5017 12632 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soll Base (0.3 voidsl Gravel Base (0.4 voids) (tt3) (ft3) (tt3) I (1): The area at this surface elevation corresponds to the area of gravel and amended soil (Bio-retention (2): Volume at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface iEffective Depth: 8.30 in Stage-Area for IMP 5-1 (POC-3) Depth (ft) Area (ft2) 0.00 1400 0.08 1424 0.17 1449 0.25 1473 0.33 1498 0.42 1523 0.50 1548 0.58 1573 0.67 1599 0.75 1624 0.83 1650 0.92 1676 1.00 1702 1.08 1729 1.17 1755 1.25 1782 1.33 1809 1.42 1836 1.50 1863 1.58 1891 1.67 1918 1.75 1946 1.83 1974 1.92 2002 2.00 2031 2.08 2059 2.17 2088 2.25 2117 2.33 2146 2.42 2175 2.50 2204 SUB SURFACE STORAGE IMP 5-1 Elevation (ft) Area (ft') -1.50 1400 -2.50 1400 Gravel & Amended Soil TOTAL = Surface Total TOTAL = IMP TOTAL = Volume (ft") 0 118 237 359 483 609 737 867 999 1133 1270 1408 1549 1692 1837 1985 2134 2286 2440 2597 2755 2916 3080 3245 3413 3584 3757 3932 4109 4289 4472 Volume (n') 630 560 1190 737 1927 BIOFILTRATION (1) SURFACE OUTLET (2) Amended Soil Base (0.3 voids) Gravel Base (0.4 voids) (ft3) (ft3) (ft3) (1): The area at t his surface elevation corresponds to the area of gravel and am ended soil (Bio-retention (2): Volum e at this elevation coresponds with surface volume for WQ purposes (invert of lowest surface !Effective Depth: 6.31 in I I I I I I I I J t I I I I I I I t I • • I I Outlet structure for Discharge of Biofiltration IMP 1-1 Discharge vs Elevation Table Low orifice 1.000 II Lower slot lower Weir Number of orif: 0 Number of slots: 4 Number of weirs: Cg-low: 0.62 Invert: 0.00 ft Invert: B 1.00 ft B: Middle orifice 1 " hslot 0.250 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: Invert: 1.00 ft B: •Note: h = head above the invert of the B: 1.00 ft lowest surface discharge opening. hslot 0.250 ft h* H/0-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-welr (ft) --(cfs) (cfs) (ds) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 I I I I 0 2.00 1.75 1.00 ft 12.00 ft I I Qtot-med Qslot-low (els) (cfs) 0.000 0.000 0.000 0.105 0.000 0.298 0.000 0.548 0.000 0.844 0.000 1.179 0.000 1.550 0.000 1.953 0.000 2.234 0.000 2.448 0.000 2.644 0.000 2.826 0.000 2.998 0.000 3.160 0.000 3.314 0.000 3.461 0.000 3.603 0.000 3.739 0.000 3.870 0.000 3.997 0.000 4.120 0.000 4.239 0.000 4.356 0.000 4.469 I I Qslot-upp (ds) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I I I I I I I I Qweir Qemerg Qtot (ds) (ds) (ds) 0.000 0.000 0.000 0.000 0.000 0.105 0.000 0.000 0.298 0.000 0.000 0.548 0.000 0.000 0.844 0.000 0.000 1.179 0.000 0.000 1.550 0.000 0.000 1.953 0.000 0.000 2.234 0.000 0.000 2.448 0.000 0.000 2.644 0.000 0.000 2.826 0.000 0.000 2.998 0.000 0.000 3.160 0.000 0.000 3.314 0.000 0.000 3.461 0.000 0.000 3.603 0.000 0.000 3.739 0.000 0.000 3.870 0.000 0.000 3.997 0.000 0.000 4.120 0.000 0.000 4.239 0.000 0.000 4.356 0.000 0.000 4.469 h* H/D-low H/D-mid Qlow-orif QI ow-weir Qtot-low Qmid-orif Qmld-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) - -(cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 4.579 0.000 0.000 0.000 4.579 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 4.687 0.000 0.000 0.316 5.003 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 4.792 0.000 0.000 0.895 5.687 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 4.895 0.000 0.000 1.644 6.539 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 4.996 0.000 0.000 2.531 7.527 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 5.095 0.000 0.000 3.537 8.632 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 5.192 0.000 0.000 4.650 9.842 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 5.287 0.000 0.000 5.860 11.147 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 5.381 0.000 0.000 7.159 12.540 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 5.473 0.000 0.000 8.543 14.016 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 5.563 0.000 0.000 10.005 15.569 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 5.653 0.000 0.000 11.543 17.195 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 5.740 0.000 0.000 13.152 18.892 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 5.826 0.000 0.000 14.830 20.656 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 5.912 0.000 0.000 16.574 22.485 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 5.995 0.000 0.000 18.381 24.376 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 6.078 0.000 0.000 20.249 26.327 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 6.160 0.000 0.000 22.177 28.337 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 6.240 0.000 0.000 24.162 30.402 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 6.320 0.000 0.000 26.203 32.523 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 6.398 0.000 0.000 28.299 34.697 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 6.476 0.000 0.000 30.448 36.924 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 6.552 0.000 0.000 32.648 39.201 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 6.628 0.000 0.000 34.899 41.528 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 6.703 0.000 0.000 37.200 43.903 I I I I I I I I f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I J l I I I I I l I l I t • I I I I I I I I a I I I a I I I I I Outlet structure for Discharge of Biofiltration IMP 2-1 Discharge vs Elevation Table Low orifice 1.000" Lower slot Lower Weir Number of orif: 1 Number of slots: 4 Number of weirs: 0 Cg-low: 0.62 Invert: 1.00 ft Invert: 2.50 B 1.00 ft B: 1.00 Middle orifice 1 " hslot 0.250 ft 0.381 6.15 Number of orif: 0 1 3 Cg-middle: 0.62 Upper slot Emergency weir 0.027 6.750 invert elev: 0.000 ft Number of slots: 0 Invert: 3.00 ft Invert: 2.00 ft B: 12.00 ft •Note: h"' head above the invert of the B: 0.50 ft lowest surface discharge opening. hslot 0.167 ft h* H/D-low H/D-mid Qlow-orlf Qlow-welr Qtot-low Qmid-orif Qmid-welr Qtot-med Qslot-low Qslot-upp Qwelr Qemerg Qtot (ft) . . (cfs) (els) (cfs) (cfs) (els) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.083 1.000 1.000 0.006 0.005 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.167 2.000 2.000 0.010 0.013 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.010 0.250 3.000 3.000 0.012 0.014 0.012 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.012 0.333 4.000 4.000 O.D15 0.024 0.015 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.015 0.417 5.000 5.000 0.017 0.095 0.017 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.500 6.000 6.000 0.018 0.184 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018 0.583 7.000 7.000 0.020 0.200 0.020 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.020 0.667 8.000 8.000 0.021 0.215 0.021 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021 0.750 9.000 9.000 0.023 0.228 0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.023 0.833 10.000 10.000 0.024 0.241 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 0.917 11.000 11.000 0.025 0.254 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 1.000 12.000 12.000 0.027 0.266 0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 1.083 13.000 13.000 O.D28 0.277 0.028 0.000 0.000 0.000 0.298 0.000 0.000 0.000 0.326 1.167 14.000 14.000 0.029 0.288 0.029 0.000 0.000 0.000 0.844 0.000 0.000 0.000 0.872 1.250 15.000 15.000 0.030 0.298 0.030 0.000 0.000 0.000 1.550 0.000 0.000 0.000 1.580 1.333 16.000 16.000 0.031 0.308 0.031 0.000 0.000 0.000 2.234 0.000 0.000 0.000 2.265 1.417 17.000 17.000 0.032 0.318 0.032 0.000 0.000 0.000 2.644 0.000 0.000 0.000 2.675 1.500 18.000 18.000 0.033 0.328 0.033 0.000 0.000 0.000 2.998 0.000 0.000 0.000 3.030 1.583 19.000 19.000 0.034 0.337 0.034 0.000 0.000 0.000 3.314 0.000 0.000 0.000 · 3.348 1.667 20.000 20.000 O.D35 0.346 0.035 0.000 0.000 0.000 3.603 0.000 0.000 0.000 3.637 1.750 21.000 21.000 0.035 0.355 0.035 0.000 0.000 0.000 3.870 0.000 0.000 0.000 3.905 1.833 22.000 22.000 0.036 0.363 0.036 0.000 0.000 0.000 4.120 0.000 0.000 0.000 4.156 I h* H/D-low H/D-mid Qlow-orlf Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(cfs) (ch) (cfs) (cfs) (cl,) (cfs) {cfs) (cfs) (cfs) (cfs) (els) 1.917 23.000 23.000 0.037 0.372 0.037 0.000 0.000 0.000 4.356 0.000 0.000 0.000 4.393 2.000 24.000 24.000 0.038 0.380 O.D38 0.000 0.000 0.000 4.579 0.000 0.000 0.000 4.617 2.083 25.000 25.000 0.039 0.388 0.039 0.000 0.000 0.000 4.792 0.000 0.000 0.000 4.831 2.167 26.000 26.000 0.040 0.396 0.040 0.000 0.000 0.000 4.996 0.000 0.000 0.000 5.036 2.250 27.000 27.000 0.040 0.403 0.040 0.000 0.000 0.000 5.192 0.000 0.000 0.000 5.232 2.333 28.000 28.000 0.041 0.411 0.041 0.000 0.000 0.000 5.381 0.000 0.000 0.000 5.422 2.417 29.000 29.000 0.042 0.418 0.042 0.000 0.000 0.000 5.563 0.000 0.000 0.000 5.605 2.500 30.000 30.000 0.043 0.425 0.043 0.000 0.000 0.000 5.740 0.000 0.000 0.000 5.783 2.583 31.000 31.000 0.043 0.433 0.043 0.000 0.000 0.000 5.912 0.000 0.000 0.000 5.955 2.667 32.000 32.000 0.044 0.440 0.044 0.000 0.000 0.000 6.078 0.000 0.000 0.000 6.122 2.750 33.000 33.000 0.045 0.447 0.045 0.000 0.000 0.000 6.240 0.000 0.000 0.000 6.285 2.833 34.000 34.000 0.045 0.453 0.045 0.000 0.000 0.000 6.398 0.000 0.000 0.000 6.444 2.917 35.000 35.000 0.046 0.460 0.046 0.000 0.000 0.000 6.552 0.000 0.000 0.000 6.598 3.000 36.000 36.000 0.047 0.467 0.047 0.000 0.000 0.000 6.703 0.000 0.000 0.000 6.750 3.083 37.000 37.000 0.047 0.473 0.047 0.000 0.000 0.000 6.850 0.000 0.000 0.895 7.793 3.167 38.000 38.000 0.048 0.480 0.048 0.000 0.000 0.000 6.995 0.000 0.000 2.531 9.574 3.250 39.000 39.000 0.049 0.486 0.049 0.000 0.000 0.000 7.136 0.000 0.000 4.650 11.835 3.333 40.000 40.000 0.049 0.492 0.049 0.000 0.000 0.000 7.275 0.000 0.000 7.159 14.483 3.417 41.000 41.000 0.050 0.499 0.050 0.000 0.000 0.000 7.411 0.000 0.000 10.005 17.466 3.500 42.000 42.000 0.050 0.505 0.050 0.000 0.000 0.000 7.544 0.000 0.000 13.152 20.747 ' ' I I t I I I I I .. ,,,,,, I I I I I I I I t I I I I I I I I I I I I I I I l I I I l • i I I I i I I I I I I I I I I I I • l I a I t I f I I I Outlet structure for Discharge of Biofiltration IMP 3-1 Discharge vs Elevation Table Low orifice 1.000" Lower slot Lower Weir Number of orif: 0 Number of slots: 4 Number of weirs: 0 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 8 1.00 ft 8: 1.50 Middle orifice 1" hslot 0.250 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: 1.00 ft Invert: 0.00 ft 8: 12.00 ft 'Note: h = head above the invert of the 8: 0.00 ft lowest surface discharge opening. hslot 0.000 ft h· H/D-low H/D-mid Qlow-orif Qlow-welr Qtot-low Qmid-orlf Qmld-welr Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) . . Ids) Ids) (cfs) Ids) Ids) (cfs) (ds) (ds) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.105 0.000 0.000 0.000 0.105 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.298 0.000 0.000 0.000 0.298 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.548 0.000 0.000 0.000 0.548 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.844 0.000 0.000 0.000 0.844 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 1.179 0.000 0.000 0.000 1.179 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 1.550 0.000 0.000 0.000 1.550 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 1.953 0.000 0.000 0.000 1.953 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 2.234 0.000 0.000 0.000 2.234 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 2.448 0.000 0.000 0.000 2.448 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 2.644 0.000 0.000 0.000 2.644 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 2.826 0.000 0.000 0.000 2.826 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 2.998 0.000 0.000 0.000 2.998 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 3.160 0.000 0.000 0.000 3.160 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 3.314 0.000 0.000 0.000 3.314 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 3.461 0.000 0.000 0.000 3.461 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 3.603 0.000 0.000 0.000 3.603 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 3.739 0.000 0.000 0.000 3.739 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 3.870 0.000 0.000 0.000 3.870 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 3.997 0.000 0.000 0.000 3.997 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 4.120 0.000 0.000 0.000 4.120 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 4.239 0.000 0.000 0.000 4.239 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 4.356 0.000 0.000 0.000 4.356 h* H/D-low H/D-mid Qlow-orlf Qlow-weir Qtot-low Qmld-orlf Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) . -(dsl (cfs) (cfs) (dsl (cfsl (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 4.469 0.000 0.000 0.000 4.469 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 4.579 0.000 0.000 0.000 4.579 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 4.687 0.000 0.000 0.316 5.003 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 4.792 0.000 0.000 0.895 5.687 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 4.895 0.000 0.000 1.644 6.539 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 4.996 0.000 0.000 2.531 7.527 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 5.095 0.000 0.000 3.537 8.632 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 5.192 0.000 0.000 4.650 9.842 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 5.287 0.000 0.000 5.860 11.147 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 5.381 0.000 0.000 7.159 12.540 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 5.473 0.000 0.000 8.543 14.016 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 5.563 0.000 0.000 10.005 15.569 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 5.653 0.000 0.000 11.543 17.195 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 5.740 0.000 0.000 13.152 18.892 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 5.826 0.000 0.000 14.830 20.656 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 5.912 0.000 0.000 16.574 22.485 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 5.995 0.000 0.000 18.381 24.376 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 6.078 0.000 0.000 20.249 26.327 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 6.160 0.000 0.000 22.177 28.337 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 6.240 0.000 0.000 24.162 30.402 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 6.320 0.000 0.000 26.203 32.523 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 6.398 0.000 0.000 28.299 34.697 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 6.476 0.000 0.000 30.448 36.924 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 6.552 0.000 0.000 32.648 39.201 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 6.628 0.000 0.000 34.899 41.528 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 6.703 0.000 0.000 37.200 43.903 I I ' ' I I I I ' ' ,,,,,,,,,, I I I I I I I I I I I I I I I I I J t I l I l I I I & I I I a I i I I I • • • • I 8 t I I I I I I I I I l I l I Outlet structure for Discharge of Biofiltration IMP 4-1 (POC-3} Discharge vs Elevation Table Low orifice 1.000" Lower slot Lower Weir Number of orif: 0 Number of slots: 0 Number of weirs: 1 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 0.00 ft B: 1.25 Middle orifice 1 " hslot 0.000 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: 2.00 ft Invert: 0.00 ft B: 10.75 ft "'Note: h = head above the invert of the B: 0.00 ft lowest surface discharge opening. hslot 0.000 ft h· H/0-low H/D-mid Qlow-orlf Qk>w-weir Qtot-low Qmld-orif Qmid-welr Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) --(els) (els) (els) (els) (els) (els) (els) (els) (els) (els) (els) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 0.000 0.033 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.093 0.000 0.093 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.171 0.000 0.171 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.264 0.000 0.264 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.368 0.000 0.368 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.484 0.000 0.484 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.610 0.000 0.610 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.746 0.000 0.746 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.890 0.000 0.890 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.042 0.000 1.042 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.202 0.000 1.202 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.370 0.000 1.370 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.545 0.000 1.545 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.726 0.000 1.726 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.915 0.000 1.915 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.109 0.000 2.109 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.310 0.000 2.310 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.517 0.000 2.517 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.730 0.000 2.730 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.948 0.000 2.948 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.172 0.000 3.172 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.401 0.000 3.401 h* H/D-low H/D-mid Qlow-orif QJow-welr Qtot-low Qmid-orif Qmld-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot {ft) - -(dsJ (els) (cfs) (dsJ (els) (cfs) (cfs) {cfs) (cfs) (cfs) {cfs) 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.635 0.000 3.635 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.875 0.000 3.875 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.120 0.000 4.120 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.369 0.000 4.369 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.624 0.000 4.624 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.883 0.000 4.883 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.147 0.000 5.147 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.415 0.000 5.415 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.688 0.000 5.688 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.966 0.000 5.966 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.248 0.000 6.248 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.534 0.000 6.534 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.824 0.000 6.824 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.119 0.000 7.119 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.417 0.000 7.417 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.720 0.000 7.720 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.027 0.000 8.027 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.338 0.000 8.338 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.652 0.000 8.652 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.971 0.000 8.971 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.293 0.000 9.293 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.619 0.000 9.619 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.949 0.000 9.949 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.282 0.000 10.282 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.619 0.000 10.619 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.960 0.000 10.960 2.042 24.500 24.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.304 0.283 11.588 2.083 25.000 25.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.652 0.802 12.454 2.125 25.500 25.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.004 1.473 13.476 2.167 26.000 26.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.358 2.267 14.626 2.208 26.500 26.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.717 3.169 15.885 2.250 27.000 27.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.078 4.166 17.244 2.292 27.500 27.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.443 5.249 18.692 2.333 28.000 28.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.811 6.413 20.225 2.375 28.500 28.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.183 7.653 21.836 2.417 29.000 29.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.558 8.963 23.521 2.458 29.500 29.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.936 10.341 25.276 I I I I I I I I f I •••••••• I I I I I I I I I I I I I I I I I I I I I I l I t t I t lllllllltl I A I I I t I I l I I • I I I I l I l I h* H/D-low H/D-mld Qlow-orif Qlow-weir Qtot-low Qrnid-orlf Qmld-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) . . (cfs) (ch) (cfs) (chi (chi (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.500 30.000 30.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.317 11.782 27.099 2.542 30.500 30.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.702 13.285 28.987 2.583 31.000 31.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.089 14.847 30.937 2.625 31.500 31.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.480 16.466 32.946 2.667 32.000 32.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.874 18.140 35.014 2.708 32.500 32.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.271 19.867 37.138 2.750 33.000 33.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.671 21.645 39.317 2.792 33.500 33.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.075 23.474 41.548 2.833 34.000 34.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.481 25.351 43.832 Outlet structure for Discharge of Biofiltration IMP 5-1 (POC-3) Discharge vs Elevation Table low orifice 1.000" Lower slot lower Weir Number of orif: 0 Number of slots: 0 Number of weirs: 2 Cg-low: 0.62 Invert: 0.00 ft Invert: 0.00 B 0.00 ft B: 1.50 Middle orifice 1 " hslot 0.000 ft Number of orif: 0 Cg-middle: 0.62 Upper slot Emergency weir invert elev: 0.000 ft Number of slots: 0 Invert: 1.00 ft Invert: 0.00 ft B: 9.00 ft *Note: h: head above the invert of the B: 0.00 ft lowest surface discharge opening. hslot 0.000 ft h* H/D-Jow H/D-mid Qlow-orlf Qlow-weir Qtot-low Qmld-orif Qmid-weir Qtot-med Qslot-Jow Qslot-upp Qweir Qemerg Qtot (ft) . . (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.079 0.000 0.079 0.083 1.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.224 0.000 0.224 0.125 1.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.411 0.000 0.411 0.167 2.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.633 0.000 0.633 0.208 2.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.884 0.000 0.884 0.250 3.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.163 0.000 1.163 0.292 3.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.465 0.000 1.465 0.333 4.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.790 0.000 1.790 0.375 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.136 0.000 2.136 0.417 5.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.501 0.000 2.501 0.458 5.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.886 0.000 2.886 0.500 6.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.288 0.000 3.288 0.542 6.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.707 0.000 3.707 0.583 7.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.143 0.000 4.143 0.625 7.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.595 0.000 4.595 0.667 8.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.062 0.000 5.062 0.708 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.544 0.000 5.544 0.750 9.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.041 0.000 6.041 0.792 9.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.551 0.000 6.551 0.833 10.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.075 0.000 7.075 0.875 10.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.612 0.000 7.612 0.917 11.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.162 0.000 8.162 f I I I I I I I I I I I I I I I I I f I I I I I I I I I I I I I I I I I I I •••••••••• I I I J l I i I I I llilllil l I I I l I l I l I h· H/D-low H/D-mid Qlow-orH' Qlow-weir Qtot-low Qmld-orlf Qmid-weir Qtot-med Qslot-low Qslot-upp Qweir Qemerg Qtot (ft) - -lcfsl (els) (cfs) (cfs) (els) (cfs) (ds) (cfs) (cfs) {cfs) (cfs) 0.958 11.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.725 0.000 8.725 1.000 12.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.300 0.000 9.300 1.042 12.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.887 0.237 10.125 1.083 13.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.486 0.671 11.158 1.125 13.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.097 1.233 12.330 1.167 14.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.719 1.898 13.618 1.208 14.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.353 2.653 15.006 1.250 15.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.997 3.488 16.485 1.292 15.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.652 4.395 18.047 1.333 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.318 5.369 19.688 1.375 16.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.995 6.407 21.402 1.417 17.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.681 7.504 23.185 1.458 17.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.378 8.657 25.035 1.500 18.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.085 9.864 26.949 1.542 18.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17.802 11.122 28.924 1.583 19.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 18.529 12.430 30.959 1.625 19.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 19.265 13.786 33.050 1.667 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20.010 15.187 35.197 1.708 20.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20.765 16.633 37.398 1.750 21.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 21.530 18.122 39.651 1.792 21.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 22.303 19.652 41.956 1.833 22.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 23.086 21.224 44.310 1.875 22.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 23.877 22.836 46.713 1.917 23.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24.678 24.486 49.164 1.958 23.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 25.487 26.175 51.661 2.000 24.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 26.304 27.900 54.204 ATTACHMENT 5 Vicinity Map, Pre & Post-Developed DMA Maps, Project Plan and Detention Section Sketches -• -... -----------------------.. -------- W' ,10a~1Way ampm II ia • Av18ta Commuo,ty Park Pomsett,a Ln a: j ~ Daybreak Community Church .!, Oocenav-6 "· Windsor et Avfaro • ' ~ o~. "<., lll',~cr i-1"' b ~1a~ <;}~~ i'I:: t ~ ?;j ., = .. = 0 L4, \ 0 .. 5· ~ ~ tT 0 I! POINSETTIA 61 Las Palmas Or Vdl1 Loma Apanmtt1t, • Call,s1i c.' Cassia Ro Cass,a Ad Fairlead Ave Avia1aOaks Oriole Cl VICINI TY MAP NO SCALE Project Site ~(;J ! &.1.r,,,. Lm10niteCt z,q. ,;. it' '!:, !!l "' ~ 0. [ill] ~,o..,.'-f\ ,..,.a .. 2 " Cartsblld City Ub, ary La Coat, Paloma EXISTING CONDITIONS DMA EXHIBIT '· 1 .. -: ' ' " ..... :7 ,'Y : .... , ', : •• ,-• .J .. ,/..,.,,,,.., ,.,:,./"; .-... ~:,-.-:·. · ... :,, . '•. .. ... .I'-,•, . -I ; ' POINSETTIA 61 ·,·· ::,, . ,,;. .. ~ ···,,, .. ~.,, • • • y • • ) ... , ,, . ; , . . ;··-.. :-. , ~ ·:·.: .... , ':. '•• : .... '; ~ , ' •• ,J' .. ' '• '' '" ' ,I • ' ,.. • . -. ....... . ,• ...... : .... . ' . . , / "/• . . ... , ..... ..,,. •• ">,,• • ' ...... 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'I ( ' ' ) I . \ ) 1' I !:fAE(N F7{}W/_tNf.. ~·\"'/\,~\I~ ( }t I \20JJ 1.00 I I I' .• , ~..... > ,, !'21JS' 1,. ··-1.11...,..~mW."'\~/·~--, j Ti' lf ~--\-~~:) I ~.J, ~\~1'· I 7·+95 ~--,.:-L\1 J j ( /i/ / '1 1 01 ;g/ j (' () \'-\ ,' ·,\, · , ·'/) i--r--1 · , "-. ., -~ . I \1 • \ ! \ ou,sroRusrrG,v 1 < ' t J j' ; I \, 2~02 5 ) ) I 1 . · '/ 1 1 J \ · ; I ,( / 1 , ~ @"':' "' ( 1 , ID!.6 / ( , I. I r ~ \' . ,., ,. I I I I 250 9 I • ' ( \ \ \\ I ( I 1(. ( I I \ ! . I ) ( I 15 23Q~"' ' I ( ;(0' 1' X I 190 I /; ''·'''""'"' i ., ... .-'1 i (/ \ \ i i: N,J,£0/fUSI /G~l'I , J' r i \ , ' ' / '\\ \ri~~-"-l., I , \B5 , t .J ,, . , • , i I , , \ . • , , . ·. . -. ~ -~1 , , r I e i • I' , ' 1 • ' l '\' .\, . ·~' , , \ , '-, \ ' ;·, 180 • . • , • ' -... . ' ...... •"', '< • _. .i \ , ' I > • ~ ., • ~ ., '" "\ .... ' ' • •, • I \ I ;-'.' •" • ,. •,5 ~ ' ~ • -< < }, .. , ' ...... ', , -...,.. I J "\. -=· ' , . : ' "-' ""/J ., .... ,, (" "' • ' • ' ' .. .. , ' ..... • I", .. ' ' • • .• •;, ( ) ' • ._ • • "'\, ' '-• • "', ~ \. ... 1• 'I-,.. f"\. • ' \ A ,,I, '\ r , '-,! " _.. '> , r • / .. , . . . . :. \ i •. t .. ... ,. \ 1 ·~· \. 3 ... •' Ci. • "~ ,( ·" ~; J • ·' .. A,, } < I ""· ,.., A """"' ' / -A, ' " . . ·• \ !' .. , \ .. _;. :•_..... ( ,.'. ' ., ,: ·, ,. ' ~ ,. ,,: ; > ' ( \,• .. ' ~ I''.' / ~,.-. .-· , I ,I ... (', ,,..,. I r .: , .._ , .. , ••I /" •,., '\. ~') ... \•Y-_../1 . I" ,.., " '( •• / ,,, 5 ' 1',. . >· ,~ .. t -• ./ ~ ,.-' ,.)> { ·, /"' ... . , .. ··-) : : \ .,,,.. ..... . .,,, . • .,/\, > ._ • ·' : \ _/ ·~--'.. .. ' . / ,_..,, ...... < • ' A .. ' . /' ' ' MAP SCALE 1'' = 7 20' ~ I 0 60 720 240 .:\.,, ~~; } i i\ ~ l ; j ~ ( ·.\ ') 0 \ \ (). ; -<. '\ .. _ . •\ . '-4 \ .• ~. \ '\--..: . "-~.':--..,/',/' ;· ; ' { ,, t .,, , \ , • , I ~ , I,_ ~ • , .< , , < , _.-,~ ., '"'·. · , .-,,~ ~ u ·· ; ,. 'l ). · /:_ ,, , l > ·.-., > ', ' , t· A .. '"' ' • " ": ~ ~ '-,,..;i "· 't " i;! "' ' ' .,.,. • ~ ~ , ,. ~-·;; > : : •: I 11· : \ /' "; I ' : ' ) ) \.. '. .f -c:,_ ,, ,, ·~·-,. .---~~__L_.L_-"./ ______________ --, ...... .. • , • < • • ,,. • \, " \ l '; . .~ ~. ' .,\.. ----r::11 ;·.: ~ :,'', :• : ,; , ' ' ' \ ' ~ ! . ( • > l , < -; , ,', ' "~:;vf · 't { 1 -. -~'-J ~ \ 1 ~ /t ~ -~ ~ :, ! 3 _; ;: I ': .t ~··~:' /' .... , . .. ,\. , , ,·· " / , , . .. • r ' , ~ , ''- , ~) f ,, ! ~. _,. ~ ; ';, "-'\_,.,,.,', /.(' ( ; " _: J / )." ; i ' I , I~ " LEG E N D " ... ' : ; ·,~ :·,. \ "-,v"',,_,.,,.:. ,.,.,,,.-<,,. ,.,.~ ,--." /.· ,,, ... :./' . .,..· \ !. . ! ', L.,--; -~-, °"'.:''· ,.~ , ;,<1.d•,; 1.10, o~. 2015 l:Olipm .. "-.... .. ,, / _,. (' \ /.' .I'"" / ' ~. , .'/,r' .... ,/,,._,_ -... ~ "'' :. ,v ' "' ~ ..... . .•/" ,,./ ..-r .,1• • "". .... .. ...... ., ...... ·"'···:.·-. >, /' /.,. .. ' ... 11:.., ·.i... .. ~. '\ OMA BOUNDARY DMAAREA - ~ I CITY OF CARLSBAD 1111 L!_J ~ TORY R. WALKER ENGINEERING BENCH MARK Description: ------------------------------------------------ [XISTING CONDITIONS OMA [XHIB/T PO/NSEmA 61 Location: ____________________________ _ RELIABLE SOLUTIONS IN WATER RESOURCES Approved I Record From: __________________________ _ 122 CIVIC CENTER DR, STE 206, VISTA, CA 92084 · 760-414·9212 Elev: Datum: _____________ _ ENGINEER OF WORK Checked by Approval dote ENGINEER RCE ... :::c N m N r-. r -)> < -r-. 0:, r-. r-rn z m -I rn V) ;,:;, 0 0 ;,:;, r -C "' -I -I rn N 0 0 z °' V) < - "' z -I :i, -~ r-. :i, )> '° -I N 0 m CX> :::c ~ :::c -..J m °' V) 0 0 I ~ C ... ~ :::c I '° n N m ... N V) r "' g Cl • • 0 0 s ~ = C. ~ :,;, ~ "' "' z z !,) " z z "' "' "' "' ,, ,, 0 " :e 0 ,, " ,, (") "' > 9 " ,. " " • a " il-0 ~ [ il. C. ~ C. '< 0 -• -I 0 :::c -< ;c • ~ )> r- A m :::c m z C) -z m m :::c -z C) 0 • m n ,. ~ [ ~ ~ ~ ~ c-, ~ >2 ~ "' ~ :,,;: ~ ~ ~ ..... -0 Q ~ n-; ~ "' "' z (") I a: > ,, " u, ~fli "' -< (") :;! !ii (") > ,, r 1/) "' > 0 ~ "'~ "' ol OJ -0 "TI -r-OJ ~ 0 :::0 C )> ~ z -0 0 )> z :::0 OJ -< )> Vl -z a -• II 0 m < m I 0 -0 m 0 -o n Oo zz CJ) 0 ~ -I -I 0 )> z CJ) 0 ~ )> m X I 18" AMENDED SOIL MIN. INFILTRATION RA T£ 5"/HR. I· Atqo,=4, 497 sf • I A.-=2, 488 sf RISER OUTlET STRUCn.JRE Mr ,, /BASIN TOP ELEV lllilljlE-"------RISER TOP ELEV H,,_=2.50 ft BASIN INVERT ..---------~-BOTTOM OF AMENDED SOIL H...-=1.0 ft GRAVEL LAYER ~ 1 INVERT UD ORIFICE -BOTTOM OF GRAVEL I I I .,., ~ .• y~ ~, •• --• -"· I ! A,.,...=2, 488 s f ! BIOFIL TRA TION AREA 0 =3.25 (in) (UNDERDRAIN ORIFICE (UD ORIFICE)) EXIST. GROUND BIOFILTRATION BASIN CROSS SECTION (IMP 1-1) NOT TO SCALE 18" AMENDED SOIL MIN. INF/L TRA T10N RATE 5"/HR. I· A.=12,332 sf • I /v.«=8,277 sf RISER OUTLET STRUCTVRE M r / BASIN TOP ELEV •IJIE-""------RISER TOP ELEV H-=5.00 ft BASIN INVERT --------~-BOTTOM OF AMENDED SOIL H..-=1.00 ft GRAVEL LA YER ~ I •.. ·-. I ::::L: INVERT UD ORIFICE -BOTTOM OF GRAVEL I I I , I I I ! 4-=8,277 sf ! BIOFIL TRA T10N AREA 0 =3.25 (in) (UNDERDRAIN ORIFICE (VD ORIFICE)) EXIST. GROUND BIOFIL TRA TION BASIN CROSS SECTION (IMP 2-1) NOT TO SCALE 18" AMENDED SOIL MIN. INFIL TRA 170N RA TE 5"/HR. I · A,.=2, 756 sf I "'-=1, 733 sf RISER oun.ET STRUCnJRE }Nf 21 I' BASIN TOP ELEV •112-,c;.._----RISER TOP ELEV H-=2.50 ft BASIN INVERT t---------~-BOTTOM OF AMENDED SOIL H,......=1 .0 ft GRA \/EL LA 'fER ~ . I I I I : I I A,-1=1, 733 sf ! I INVER T UD ORIFICE -BOTTOM OF GRAVEL 0=2.75 (in) (UNDERDRAIN ORIFICE (UD ORIFICE)) EXIST. GROUND BIOFIL TRA TION AREA BIOFILTRATION BASIN CROSS SECTION (IMP 3-1) NOT TO SCALE 18" AMENDED SOIL MIN. INFILTRATION RATE 5"/HR. I· A,,,,,=10,244 sf • I A,.,,=7,253 sf ' RISER OUTLET STRUCn.JRE }Nf P 2 /BASIN TOP ELEV 111Pll2-,::.._----RISER TOP ELEV H_.=3.50 ft BASIN INVERT 1-----------r--BOTTOM OF AMENDED SOIL H,,.....=1.5 ft GRAVEL LAYER ~ I ~ I : . I I A,..,..= 7,253 sf I BIOFIL TRA TION AREA INVERT UD ORIFICE -BOTTOM OF GRAVEL 0 =4.25 (in) (UNDERDRAIN ORIFICE (UD ORIFICE)) EXIST. GROUND BIOFIL TRA TION BASIN CROSS SECTION (IMP 4-1) NOT TO SCALE 18" AMENDED SOIL MIN. INFIL TRA TlON RATE 5 n/HR. I· Atri,,=2,204 sf • I A..,,=1,400 sf RISER OUTLET STRUCTURE BASIN TOP ELEV • .Wlilf'IP .... "----'/ RISER TOP ELEV H_.=2.50 ft BA SIN IN VERT .__-------~-BOTTOM OF AMENDED SOIL H,.... =1 .00 ft GRAVEL LAYER ~ " I • ie-·· -==L: INVERT UD ORIFICE -BOTTOM OF GRAVEL I I _, I I .. I I A,-..= 1, 400 sf I BIOFIL TRA TION AREA 0 =2 .00 (in) (UNDERDRAIN ORIFICE (UD ORIFICE)) EXIST. GROUND BIOFIL TRA TION BASIN CROSS SECTION (IMP 5-1) NOT TO SCALE EMERGENCY HETR~ IMP D (in) d (in) 1-1 8 3.25 2-1 8 3.25 3-1 8 2.75 4-1 12 4.25 5-1 6 2.00 OUTFZ.OW PIPE CONNECTED ro SroRl,I ORA!N S'IS7EM , .. • .. ,• . . :i • .. A, I ~ ... •, . -~ 4: .. ... .. ·. ~1 . ..... · ·• •;,,4• .· ... ... . ' .. ~ .. ~- . . :~. RESTRICTOR PU. TC UNDERDRAIN ORIFTCE;. d ~ . · ... •: • • I ,4 . . . ... . . .,,; .. ,. 1·.4": . ·• ·• ·_,4· .,, • . : .... 4 . . .. · •: }' . •. 4 ..... .. .... . : .°4 ~ . . .... •• .. -.. . • • . .s RISER DETAIL (TYPICAL) NOr ro SCAlE G'i'A l,£Z STORAGE I.A >£R ·PERFORATED fl?ENCH ORAIN } -• ---• • .. -• -.. " I I " .. • .. .. .. ~ "' ~ ;:::: c:i lC c:i "'"i .. .. ... .. - ::::! " ~ ~ ~ Q} C: i ~ ~ Cl:: " ~ - I .. • • .. - --... ---- H(inv. elev.)= 2.50 ft H(inv. elev.)= 1.50 ft RISER DETAIL FOR IMP 2-1 I• B(inner) = 3.00 ft .. 1 .. . , . ..... •·. ::•: .. : ;..,;. -~. ".;,, ...• .. . . r· I• r~; •I •:' .· . ·.· ·..:. .•• · ?I j:\: -•.: ..•. ,:.t~ .. •I ·, ... - i,; ... : ·:1 :•) I p's = , 2 ;~ I J_ ;..----,Hs = 3 in T J_ . Qo = 1 m T " :. . '·. ; fr.::"-.., 1 .. 'f . .._ I·:;,• :: ·c. : .. ... : ~· ,' . -·:. ~: :. "J ~ '., ~,. ~ .. ···~ 1-··. ": i ~ ., ·.,:·. :.: ;. : -:-t .. • •!..: ::_. ... -. I ..• ,.·. . •:· : -~ ·. :.• .. ·· i i ~-:~j l<'~I H = 4.50 ft __ ___i_ OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE NOTE: TOTAL OF 4 SLOTS. ONE ON EACH FACE OF SQUARE RISER STRUCTURE II fl 1111111111 fl 1111111111111111111111 I I I I I I I I I t I t I I I I I I I t i I l I l I l I I I I I l I l I I I H(inv. elev.)= 0.50 ft RISER DETAIL FOR IMP 3-1 I· B(inner) = 3.00 ft • I <" . •.. .. ·~·· . ~·-~ : :...~· .. ·. •;.: . ··• · ... . ,· 1: -~ ~ :, .. :· ;, ·:-: .: It. _,i ~i 1:--=.: -•.: :<:1 ,,.. •I a A: fo-·,) '! /; 1::. ! ;.,":. r I• • .••. ·, .. , j .. Bs = 12 1~1 _l_ l IHs = 3 in T .... : .. , .. ; • .... 1 1 ...... . ~~· :~ .. ..... :!/ ., , ~ . ., .. "" ... ···~ ·-:~ ~~· ... :·-. ,' ;.: ,:· ._,. t·.• -~:- ~ ::_ •I .. ·· '·-:; .. ·, : ·~. ,, . ·" ~ . ":. -.· .. H = 1.50 ft OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE NOTE: TOTAL OF 4 SLOTS, ONE ON EACH FACE OF SQUARE RISER STRUCnJRE H(inv. elev.)= 0.67 ft .----, . , . ...... , .. ·/:. : :....:.· .. · . ... : ~ ...• · .... . ,· '·.";. '. •.. RISER DETAIL FOR IMP 4-1 1-B(inner) = 3.00 ft • I .•... ,'· ... •-: -:· : ..... I·~;.; :;' ·c. : '":" .. . '. . , ... t" .: ;._; ~ .·" ., . ~ "'-···: 1.":~\ 1-··. "! ·, . ., f\: ·-•.: :-.;:· ·: ... -. J: .... ~: . :l· -~ . .:. : .... . ' ...... ,. 1-.·:~ .. I .. , Bw = 1.25 ft ·.,:·. .;,; .. . : .. ... ~/-k .. ; ... ...... ···:;,;. -. .... ~ · . ·" ~ .... ·,:. H = 2.67 ft OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE NOTE: ONE WEIR. LOCA TEO ON ONE FACE OF SQUARE RISER STRUCTURE 1111111111111111111111111111 II II 1111 II 111111 li &a II ii ii t.i ii li II 11 ll ll ti 111111 H(inv. elev.)= 0.50 ft RISER DETAIL FOR IMP 5-1 I · B(inner) = 3.00 ft • I .. -. , . ........ ·/: .. : ~'\· .. ·. •;.: 4 ...• ·., : r· I•,";, '. • ;• ;:I '. ·_ .• ~ f \: -•.: :~;:~·I , ... -. . , A: .. ~' :;.:;, : ,c. . · : ,;,•. ,. . . ••. ·, .. , Bw = 1.50 ft · ... , .. ' .. . . ;. ~·t -~· I·:.;.,~ :: ... : .. .•.. .' •. ;; .:.s: . ;,: ,; .; . i e, ... , .···~ :, '" .... :·· -;,; •:· : •,\, ~t i:·:; .. ·. .. ..... . · .. . . 1<!. •• •. ·.:. H = 1.50 ft OUTLET STRUCTURE DETAIL -SECTION (TYP) NOT TO SCALE NOTE: TWO WEIRS, EACH ONE LOCA TFO ON A SEPARATE: SIDE OF RISER STRUCTURE ATTACHMENT 6 SWMM Input Data in Input Format (Existing & Proposed Models) -------• -----------.. .. .. .. ------------ -- ---------.. ---.. ---.. .. .. .. .. --.. .. - .. .. .. .. .. .. - [TITLE] [OPTIONS] FLOW_UNITS INFILTRATION FLOW ROUTING START DATE START TIME REPORT START DATE REPORT START TIME END DATE END TIME SWEEP START SWEEP END DRY DAYS REPORT STEP WET STEP DRY STEP ROUTING STEP ALLOW PONDING INERTIAL DAMPING VARIABLE STEP LENGTHENING_STEP MIN SURFAREA NORMAL_FLOW_LIMITED SKIP_STEADY_STATE FORCE_MAIN EQUATION LINK OFFSETS MIN SLOPE [EVAPORATION) CFS GREEN_AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0:01:00 NO PARTIAL 0.75 0 0 BOTH NO H-W DEPTH 0 ; ; Type Parameters ,,---------- Pre-Dev Input (POC-1) MONTHLY DRY ONLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 NO [RAINGAGESJ ; ;Name ; ; -------- OCEANSIDE [SUBCATCHMENTS] ; ;Name ,,-------------- OMA l [SUBAREAS) ; ;Subcatchment ,,-------------- OMA 1 [INFILTRATION] ; ; Subcatchment ,,-------------- DMA 1 [OUTFALLS] " ; ;Name ;,-------------- POC-1 [TIMESERIESJ ; ;Name ;,-------------- OCEANSIDE [REPORT] INPUT CONTROLS NO NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] SWMM5 Rain Type --------- INTENSITY Raingage OCEANSIDE N-Imperv . 012 Suction ---------- 8. 6 Invert Elev. ---------- 0 Date Time Snow Data Intrvl Catch Source ---------- 1:00 1. 0 TIMESERIES OCEANSIDE Outlet Total Area 11.530 N-Perv S-Imperv S-Perv 0.06 0.05 0. 1 HydCon IMDmax -------------------- 0.040 0.30 Outfall Stage/Table Tide Type Time Series Gate -------------------------- FREE NO Time Value Pent . Imperv -------- 0.0 Pct Zero 25 Pent. Curb Width Slope Length ------------------------ 2093 14.6 0 Route To PctRouted OUTLET FILE ''X:\Projects2\349 (Lennar)\07 Poinsettia 61\SWMM\HMP\POC-1\0sideRain.prn" Snow Pack Page 1 Pre-Dev Input (POC-1) [MAP] DIMENSIONS 2182.681359 6021.851375 2183.279716 6040.229030 Units Degrees [COORDINATES] ; ;Node ,,-------------- POC-1 [VERTICES] ; ; Link ;;-------------- [Polygons] ;;Subcatchment ,,-------------- DMA_l [SYMBOLS] ; ;Gage ,,-------------- OCEANSIDE SWMM5 X-Coord Y-Coord 2182. 708557 6022.686723 X-Coord Y-Coord X-Coord Y-Coord 2182.712596 6036.919161 X-Coord Y-Coord 2178.772275 6036.698503 -------------------.. -.. .. .. -----• -... ... --.. -Page 2 .. .. .. ---.. -.. ----- -... -.. -.. --- ---.. -.. -----.. -• [TITLE] [OPTIONS] FLOW UNITS INFILTRATION FLOW ROUTING START DATE START TIME REPORT START DATE REPORT_START_TIME END DATE END TIME SWEEP START SWEEP_END DRY_DAYS REPORT STEP WET STEP DRY STEP ROUTING_STEP ALLOW_PONDING INERTIAL DAMPING VARIABLE STEP LENGTHENING_STEP MIN SURFAREA ccs GREEN AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 OS/23/2008 23:00:00 01/01 12 I 31 0 01:00:00 00:15:00 04:00:00 0:01:00 NO PARTIAL 0.75 0 0 NORMAL FLOW LIMITED BOTH SKIP STEADY STATE NO --FORCE_MAIN_EQUATION H-W LINK OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ; ;Type Parameters Post-Dev Input (POC-1) MONTHLY 0.060 0.080 C.110 0.150 0.170 0.190 C.190 0.180 0.150 0.110 0.080 0.060 ORY ONLY NO [RAINGAGESJ ; ; Name ··-------------- OCEANSIDE [ SUBCATCHMENTS] ; ;Name ,,-------------- DMA 1-1 .. OMA 3-1 OMA 1-BYPASS IMP 1-1 - IMP 3-1 - [ SUBAREAS] ; ;Subcatchment ,,-------------- OMA 1-1 OMA 3-1 OMA 1-BYPASS IMP_l-1 IMP 3-1 [ INFILTRATION] ; ; Subcatchment .. -------------- OMA 1-1 OMA 3-1 OMA 1-BYPASS IMP 1-1 IMP 3-1 - [ LID CONTROLS] . ·-------------- IMP 1-1 IMP 1-1 lMP 1-1 -IMP 1-1 IMF 1-1 IMP :,-; -IMP 3-1 - Rain Time Snow Data Type Intrvl Catch Source ------------------- INTENSITY 1 : 00 1. 0 TIMESERIES OCEANS:DE Raingage Outlet ---------------- ---------------- OCEANSIDE OCEANSIDE OCEANSIDE OCEANSIDE OCEANSIDE 0. 012 0.012 0. 012 0. 012 0.012 Suction ---------- 8. 8 9 8. 9 9 Type/Layer ---------- BC SURFACE SOIL STORAGE DRAIN BC SURFACE IMP 1-1 IMP 3-1 POC-1 OIV 1-1 DIV 3-1 - N-Perv S-Imperv -------------------- 0.08 0.05 0.08 0.05 0.08 0.05 0.08 0.05 0.08 0.05 HydCon IMDmax -------------------- 0.0240 0.30 0.01875 0.30 0.0445 0.30 G. 02 5 0.3C 0.02~ 0.30 Parameters ---------- 6.45 0.05 18 0. 4 12 0.67 1.4135 0.5 6.33 0.05 Total Area -------- 2.209 1 . 58 8 4.447 G.0571~7 0.039784 S-Pcrv ---------- C. 1 0. 1 0. I 0. I 0. 1 C 0.2 0 0 Pent . Pent. Cnrb Imperv Width Slope Length -------- ------------------------ 58.3 1452 1. 3 0 ~7.0 ~390 2.2 0 3. 1 94 5 1 7. 3 0 10 0 10 0 Pct Zero RouteTo PctRouteo ---------- ---------- ---------- 2S " 25 25 25 0 0.: 6 OUTLET OUTLET OUTLET OUTLET OUTLET 5 Snow Pack -------- . 5 IMP 3-1 SOIL 18 0. 4 0.? 0 :J.l 0 5 5 5 1. 5 IMP 3-1 STORAGE 12 0.67 IM? 3-1 DRAIN 1.4530 0. 5 6 [LID USAGE] ; ; Subcatchment LID Process Number Area Width lnitSatur fromlmprv ToPerv Report File SWMM5 Page 1 ,,-------------- IMP 1-1 IMP 3-1 [OUTfALLS] ;;Name ,,-------------- POC-1 [DIVIDERS] ; ;Name ,,-------------- D~V 1-1 DIV 3-1 [STORAGE] ; ;Name ,,-------------- SURf 1-1 SURf_3-1 [CONDUITS) ; ;Name ,,-------------- B't'PASS 1-1 DUM 1-1 BYPASS 3-1 -DUM 3-1 - [OUTLETS] ;;Name [XSECTIONSJ ; ; Link ;;-------------- BYPASS l-1 DUM __ l-1 BYPASS 3-1 DUM 3-1 [LOSSES) ; ; Link ;;-------------- (CURVES] ;;Name ,,-------------- OUT l -1 OU'!' l-1 OUT_ l-1 OUT 1-1 OUT 1-> OUT 1-1 OUT 1-1 O:JT J.-: OUT _1-: OUT 1-1 O'.JT 1-1 O;JT 1-1 OUT 1-1 O'JT_l-1 OU'I'_l-~ OUT 1-1 OUT_l-1 OUT _1-1 OUT 1-1 OUT 1-1 OUT 1-1 OUT_l-1 OUT_l-1 OUT 1-1 OUT l-1 OUT 1-: OU'!'_l-1 OUT 1-1 OUT 1-1 OUT_l-1 OUT 1-1 OUT .. 1-1 SWMM5 lMP 1-1 IMP 3-1 Invert Elev. Invert Elev. Post-Dev Input (POC-1) Ocitfall Type fREE 2488 1 ") 33 Stage/Table Time Series Diverted Divider 0 0 Tide Gate NO 0 0 Link Type Parameters BYPASS 1-1 BYPASS 3-1 Max. Init. CUTOFF CUTOff Storage 0.26484 0.19189 curve 0 0 100 100 0 0 0 0 Ponded 0 0 Evap. 0 0 Invert Elev. Depth Depth Curve Pa rams Area frac. Infiltration Parameters ------------------------------------------------------------------ 2.00 0 TABULAR SURI" 1-1 0 - 0 2.00 0 TABULAR SU Rf 3-1 I ;-i let Outlet Manning Inlet Outlet Node Node Length N Offset Offset ------------------------------------------------------------------------ DIV 1-1 SURf 1-1 400 0. 01 0 0 -- DIV 1-1 POC-1 400 0.01 0 0 -DIV 3-1 SURf 3-l 400 0.01 0 -DIV 3-1 POC-1 400 0.01 0 Inlet O·c1t'.et Outflow Outlet Qcoeff/ Node Node Height Type QT able ------------------------------------------------------------------------- SURF 1-1 POC-: 0 TABULAR/HEAD OUT 1-1 - SURF 3-1 POC-1 0 TABULAR/HEAD OUT 3-1 - Shape Geoml Geom2 Georn3 Geom~ Barrels DUMMY DUMMY DUMMY DUMMY Inlet Type Ra Ling 0 0 0 Outlet X-VaL.ie 0.000 0.042 G. 08 3 0.125 0. 16 7 0. 2 08 0.250 0. 2 92 0. 3 3 3 0.375 0. 4 ~ 7 0. 4 S 8 0.500 (J. :1 4 2 U. ':i 8 3 0.625 0.667 0. 7 08 0. 7 ':>O 0. 7 92 0.833 0. 8 7 5 0.917 0. 958 1.000 1.042 l. 08 3 1. 12 ':i 1.167 1 . 2 :J 8 1 . 2 SC l . 2 92 Average Y-Value 0.000 0. 1 OS 0. 2 98 0. 54 8 0.844 l • 1 7 ';, 1 . 550 ! . 9 S 3 2. 2 34 2. 4 4 8 2. 64 4 2. 82 6 2.998 3. 160 3. 314 3.461 3.603 3.739 3. 8 70 3.997 4 . 12 :J 4 • 2 3 9 4 . 3 5 6 4 . 4 69 4 . 5 7 9 ':i. 0 03 5.687 6. 5 3 9 7. Sl. 7 8.632 9.842 11 . i 4 7 0 0 0 () 0 0 (I Flap Gale 0 0 0 0 Init. Flow ---------- 0 0 0 0 Qexpon ---------- Max. Flow ---------- 0 0 0 0 Flap Gate NO NO Page2 --------------------- .. --.. ----------- --Post-Dev Input (POC-1) -OUT -i-1 1.333 12.540 OUT 1-1 1 . 3 7 5 14.016 -OUT -1-1 1 . 41 7 15.569 OUT 1-1 l . 4 5 8 1 7. l 95 OUT 1-1 1 . 50 0 18.892 -OUT 1-1 1. 54 2 20.656 -OUT 1-1 1.583 22.485 .. OUT 1-1 1.625 24.376 OUT 1-1 l. 66 7 26.327 OUT 1-1 1 . 7 08 28.337 -OUT 1-1 l . 7 5 0 30.402 OUT 1-1 1. 792 32.523 OUT 1-1 1 • B 33 34.697 -OUT 1-1 1.875 36.924 OUT 1-1 1. 91 7 39.201 -OUT -1-1 1. 958 41.528 OUT 1-1 2.000 43.903 -OUT J-1 Rating 0.000 0.000 OUT 3-1 0.042 0. 105 OUT -3-1 0.083 0. 2 98 -OUT 3-1 0. 125 0.548 OUT 3-1 0. 16 7 0. 8 4 4 -OUT 3-1 0. 2 08 1 . 179 OUT 3-1 0. 2 5 0 1 . 5 so OUT 3-1 0. 2 92 l . 953 -OUT -3-1 0.333 2. 2 34 OUT 3-1 -0.375 2.448 .. OUT 3-l 0.417 2. 64 4 OUT 3-1 0. 4 58 2. 82 6 OUT 3-1 -0.500 2.998 -OUT 3-1 0.542 3. 160 -OUT 3-1 0.583 3. 3: 4 -OUT 3-1 0.625 3.461 OUT 3-1 0.667 3.603 - OUT 3-1 0. 7 08 3. 7 3 9 -OUT 3-1 0.750 3. 87 0 OUT 3-1 0. 792 3. 99 7 -OUT 3-1 0.833 4 . 120 .. OUT 3-1 0.875 4 • 23 9 OUT 3-1 0. 91 7 4.356 --OiJT -3-1 0.958 4. 4 69 OUT 3-1 1 . 000 4. 5 7 9 OUT 3-~ 1 . 04 2 5. OG 3 .. OUT -3-1 1 . 08 3 5.687 -OUT 3-1 1 . 12 5 6.539 -OUT -3-1 1.167 7.527 -OUT 3-1 1. 2 08 8.632 -o:JT 3-J 1 . 2 50 9. 8 4 2 -.. OUT J-1 1 . 2 92 11.147 -OUT 3-1 1 . 3 33 12.540 -OUT 3-1 1 . 37 5 14.016 -OUT 3-1 i. • 4: 7 15.569 OUT 3-1 -1.458 17.1g5 -O:JT -3-1 1. SO:J 18.892 OUT 3-1 J . 54 2 20.656 OUT 3-1 1 . 5 8 3 22.485 -OUT -3-1 1 . 62 5 24.376 OUT 3-1 1. 6 67 26.327 -.. OUT 3-1 1.708 28.337 OUT 3-1 1 . 7 '.:>O 30.402 OUT 3-1 l . 7 92 32. :,2 3 --OUT 3-1 1. 8 3 3 34.697 OUT 3-: l. 875 J b. 92 4 ... OUT -3-1 1.917 3 9. 20 J O;JT 3-1 1 . 958 41 . 528 OUT 3-1 2.000 43.903 .. SURF 1-1 Storage 0' DO 2865 -SURF -1-l 0' 08 2 92 9 .. SURF 1-1 0' 17 2 9 9 ::J -SURF 1-1 0. ?5 3058 -SURF -1-1 0.33 312 ::J -SURF 1-1 0. 4 2 3188 S:JRF 1-1 0.50 3254 --SURF 1-1 0.58 3320 SURF 1-1 -0.67 3386 SlJRF 1-; 0.75 3453 --SURF 1-1 0.83 3520 S;.JRF 1-1 -0.92 3588 .. s:JRF 1-1 l . 0 0 3 65 6 SURF 1-1 1 . 08 3724 SURF 1-1 1. 1 '/ 3 7 92 .. SURF -1-; 1. 25 3861 SURF 1-1 -1 . 3 3 1930 •• S'JRf 1-1 ,42 4000 S'.JRI" 1-1 1.50 4070 --SWMM5 Page 3 - SURf 1-1 SURF 1-1 SURF 1-1 -SURF 1-1 SURF 1-1 -SURF 1-1 - SURF 3-1 SU Rf 3-1 -SURF 3-1 -SURF_ 3-1 SURF 3-: SURF 3-1 SURf 3-1 -SURF 3-1 SURF 3-1 -SURF 3-1 SU Rf 3-1 -S'JRF 3-1 SURF 3-1 SURF 3-: -SURF 3-1 -SURF 3-1 SURF 3-1 SURF 3-1 -SURf 3-1 -S'JRF 3-1 SURF 3-: SURf-" 3-1 - SURf_ 3-1 SURf 3-1 -SURF 3-1 - [TIMESERIES] ; ;Name Stordge Dale Post-Dev Input (POC-1) 1. 58 4140 1 . 67 4211 1 . 7 5 4282 1 . 8 3 4353 1 . 92 4425 2.00 4 4 97 0.00 1925 0.08 1958 0.17 1991 0.25 2 02 4 0.33 2057 0.42 2090 0.50 2124 0.58 2157 0.67 2191 0.7S 2225 0.83 2259 0.92 22 94 1 . 00 2328 1 . 08 2363 1 . 1 7 2398 1 . 2 5 2433 1. 33 2468 l . 4 2 2503 1 • 51) 2539 l . 5 8 2575 1.67 2611 1 . 7 S 7 64 7 l . 8 3 2 68 3 1. 92 2 7 2 0 2.00 2756 Time Value ,,--------------FILE »x:\Froje8ts2\349 (~ennar)\07 Polnsettia 61\SWMM\HMP\POC-1\0sideRain.prn" [REPORT] INPUT !'JO CONTROLS NO SUBCATCHMENTS ALL ~ODES ALL Lit<-:KS ALL [''.'AGS] [MA?j DTME~SIONS ~24.615 49,1.240 1175.241 S719.46S :Jn 1 ts None [COORDINATE.:'.] ; ;J\odc POC-1 DIV 1-1 rnv_3-l SURF 1-~ SURC 3-1 [ VERTICE.Sl ; ; Lir:k ,;-------------- [ro:ygons] ; ; Subcatchment ,,-------------- DMA_l-1 DMA_l-l DMA 3-1 DMA_l-BYPI~ss IM!:' 1-1 IMf 3-l [SYMBOLS] ; ;Ga.qe ,,-------------- OCEANSIDE SWMM5 859.672 756.944 965. ()41 554.189 1144.938 X-Coord X-Coord 755. 82t. 755.824 965.398 552.924 7':,5.824 965.398 X-Coord 547. 584 Y-Coord 4976.614 5245.370 5761.S02 524':i.'193 ';,262.943 Y-Coord Y-Coord 5684. 761 5684. 761 ':>687. 431 5:J4:J.020 5472.517 5479.192 Y-Coord 5680.757 .. --• -• -----------------.. ----.. --.. -----Page4 .. , -... -... - -... .. .. ... -... -- ... .. .. ... .. .. -.. .. • .. ... ... ... .. -- [TITLE) [OPTIONS] FLOW UNITS INFILTRATION FLOW_ROUTING START DATE START TIME REPORT START DATE REPORT START TIME END DATE END TIME SWEEP START SWEEP_END DRY_DAYS REPORT STEP WET STEP DRY STEP ROUTING STEP ALLOW PONDING INERTIAL DAMPING VARIABLE STEP LENGTHENING STEP MIN SURFAREA NORMAL_FLOW LIMITED CFS GREEN_AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0:01:00 NO PARTIAL 0.75 0 0 BOTH SKIP_STEAOY_STATE NO FORCE MAIN EQUATION H-W LINK OFFSETS MIN SLOPE [EVAPORATION] ; ; Type ,,---------- DEPTH 0 Parameters Pre-Dev Input (POC-2) MONTHLY DRY_ONLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 NO [RAINGAGES) ; ;Name ,,-------------- OCEANSIDE [SUBCATCHMENTS] ; ;Name ;,-------------- OMA 2 [SUBAREAS] ;;Subcatchment ;;-------------- OMA 2 [ INFILTRATION] ; ; Subcatchment ,,-------------- OMA 2 [OUTFALLS] ;;Name ,,-------------- POC-2 [TIMESERIES) ; ;Name ',-------------- OCEANSIDE [REPORT] INPUT CONTROLS NO NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] SWMM5 Rain Type Time Snow Data Intrvl Catch Source INTENSITY 1:00 1. 0 TIMESERIES OCEANSIDE Raingage Outlet OCEANSIDE POC-2 N-Imperv N-Perv S-Imperv 0.012 0.06 0.05 Suction 9 Invert Elev, 0 Date HydCon 0.025 Outfall Type FREE Time IMDmax 0.30 Stage/Table Time Series Value Total Area 7. 14 8 S-Perv 0.1 Tide Gate NO Pent. Imperv 0 PctZero Width 1354 Pent. Slope 13. 2 RouteTo 25 OUTLET Curb Length 0 PctRouted FILE "X:\Projects2\349 (Lennar)\07 Poinsettia 61\SWMM\HMP\POC-2\0sideRain.prn" Snow Pack Page 1 Pre-Dev Input (POC-2) [MAP] DIMENSIONS 2182.681359 6021.851375 2183.279716 6040.229030 Units Degrees [COORDINATES] ; ;Node ,,-------------- POC-2 [VERTICES] ;;Link " - [Polygons] ;;Subcatchment , ' ---- DMA_2 [SYMBOLS] ; ;Gage '' --- OCEANSIDE SWMM5 X-Coord Y-Coord 2182.708557 6022.686723 X-Coord Y-Coord X-Coord Y-Coord 2182.696834 6037.076774 X-Coord Y-Coord 2182. 822925 6038.715947 .. .. .. .. ---.. ----.. .. , -., .. --.. -• -.. , .. ----------.. -Page 2 .. --.. --------.. -.. .. .. -... .. .. - .. .. - -• .. .. .. .. .. .. - !TITLE] [OPTIONS] FLOW UNITS INFILTRATION fLOW ROUTING START DATE START TIME REPORT START DATE REPORT START_TIME END DATE END TIME SWEEP START SWEEP END DRY DAYS REPORT_STEP WET STEP DRY STEP ROUTING STEP ALLOW_PONDING INERTIAL DAMPING VARIABLE STEP LENGTHENING STEP MIN SURCAREA CFS GREEN AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12 I 31 0 01:00:00 00: 15:00 04:00:00 0:01:00 NO PARTIAL 0. 75 0 0 NORMAL FLOW LIMITED BOTH SKIP_STEADY STATE NO FORCE MAIN_EQUATION H-W LINK OFFSETS DEPTH MIN SLOPE 0 [EVAPORATION] ; ;Type Parameters ,,---------- Post-Dev Input (POC-2) MONTHLY 0.060 0.080 0. 110 0. 150 0. 170 0. 1 90 0. 190 0. 18 0 0. 150 0. 110 0.080 0.060 DRY _ONLY NO [ RAINGAGES] ; ;Name Rain Type Time Snow Data Intrvl Catch Source ---------- OCEANSIDE INTENSITY 1: 00 1 . C TIMESERIES OCEANSIDE [ SUBCATCHMENTS J ; ;Name DMA 2-1 DMA 2-BYPASS IMP 2-1 [SUBAREAS] ; ; Subcatchmer.1. ,,-------------- OMA 2-1 -OMA 2-BYPASS IMP 2-: [ :i:NFlLTRJi.TION] ;;Subcatchment ,,-------------- DMA 2-1 DMA 2-BYPASS IMP 2-1 [LID CONTROLS] ,,-------------- IMP 2-1 IMP 2-1 IMr' 2-1 IMr' 2-1 IMP _2-1 [LID_USAGE) ; ; Subcatchmen~. ,,-------------- IMr' 2-1 [OUTFALLS] ; ;Name ,,-------------- roc-2 [DIVIDERS] ; ;Name SWMM5 Raingage OCEANSIDE OCEANSIDE OCf,ANSIDE N-Imperv ---------- 0. 012 0.012 0.012 Suet.ion Outlet Il>'!P 2-l POC-2 [lJV.L-1 K-Perv ---------- 0.08 0.08 0.08 HydCon 0.018"15 C.01875 0.025 S-Imperv ---------- 0.05 0. 05 0.05 IMDmax 0.30 0.30 0. 30 Total Area 8. 791 1. 559 0.19001~ S-Perv ---------- 0. J. 0. rent Imperv -------- 60.8 0 0 Pctzerc Width -------- 6~13 3 02 10 Pent . Slope -------- 2 ~7.6 1 Curb Length 0 0 0 RouteTo Pc'"Routed -------------------- ---------- 25 OUTLET 25 OUTLET 75 OUTLET Type/Layer Farameters BC SURFACE SOIL STORAG~- DRAIN LID Process IMP 2-1 Invert Elev. 0 Invert ..:1ev. 1 9. 24 18 12 0.424CJ 0. 0 S 0. 4 0.67 0.5 C. 2 G 0 N'Jmber Area outfall Type FREE Diverted Link 8277 Stage/Table Time Series Divider Type w i ::Jt h Tide Gate NO 0. 1 0 6 InitSatur Fromimprv ToPerv 0 100 P?-rameters Snov,' Pack 1. 5 F<.eport f''i le Page 1 ,,-------------- DIV 2-1 [STORAGE) ; ;Name ,,-------------- [CONDUITS] ; ;Name ,,-------------- BYPASS 2-1 DUM 2-1 [OUTLETS] : ;Name '' -------------- 2-1 [XSECTIONS] ; ; Link ;;-------------- BYPASS 2-1 OUM 2-1 [LOSSES] ; ; Link '; -------------- [CURVES] ; ;Name ',-------------- O'JT 2-1 OUT 2-1 OUT 2-1 OUT 2-1 OUT 2-1 OUT_2-1 OUT 2-1 OUT 2-1 OUT 2-1 OUT 2-1 0:11' ?-] OUT 2-1 OJT 2-j o:JT 2-1 O:JT 2-J Oc.'T 2-1 O:JT 2-1 O'....'T _2-:i OC.:T 2-1 OUT 2-1 C:JT_2-l O'JT 2-1 OUT_2-l OUT 2-1 OUT 2-1 OUT_. 2-1 OUT 2-1 OUT 2-1 O',JT 2-1 OUT 2-~ OUT 2-~ OUT 2-1 OUT 2-1 OUT 2-1 OUT 2-1 OUT 2-1 OUT 2-J OUT 2-i OUT 2-1 OUT /-1 OUT 2-1 OUT _2-1 OUT 2-1 SURf 2-1 -SURF ;J-1 -SURf 2-1 SURF 2-1 -SU Rf 2-1 SURF L-J -S'..,'RJ-" 2-1 -Sl}Rf 2-1 - SWMM5 Invert Elev. Inlet Node BYPASS_2-l Max. Depth 3.' Init. Depth Outlet Node Post-Dev Input (POC-2) CUTOFf Storage Curve TABULAR 0.26484 0 Curve Pa rams SURF_2-1 Length Manning N 0 In let Offset Ponded Area 0 0 Outlet Offset Evap. Frac. I nit. Flow Infiltration Parameters Max. Flow ---------------------------------------- DIV 2-1 DIV 2-1 Inlet Node SURF_2-1 Shape DUMMY DUMMY Inlet Type ---------- Rating Storaqe SURF_2-1 POC-2 Outlet Node POC-2 Geoml 0 0 Outlet Average X-Value Y-Value 10 10 Outflow Height 0 0.01 0.01 Outlet Type 0 0 TABULAR/HEAD Geom2 Geom3 Geom4 0 0 FlaF Gate 0 0 --------------------o.oco 0.000 0. 08 3 0. oc S 0. 1 G 7 0.01 0 0. 250 0. 012 0.333 0. 015 0. 41 7 0. 0 l 7 0.500 0. 01 8 0. 58 3 0. 02 0 0.667 0.021 0. 7 5 0 0.023 0. 8 3 3 0.024 0.917 0.025 1 . 0 0 0 0.027 l . (18 3 0.326 1 . : 6 ·1 0.872 1. 2 50 l • 58 G 1.333 2. 2 6 '., 1. 41 7 2.67~ l. 500 3.030 1 . 58 3 3. 34 8 1. 667 3. 63 7 1 . 7 50 3.905 1 . 8 3 3 4. l.'>6 1 . 91 7 4.393 2.000 4. 61 7 2. 08 3 4 • 8 31 2. 167 5. 0 3 6 2.250 5. 2 32 2.333 5. 4 22 2. 41 7 5.605 2.500 5. 7 8 3 2.583 :, . 9 '.i 5 2.667 6. J 22 2.750 6.285 2. 833 6.444 ? . 91 "/ 6.598 3.000 6. 7 so 3.083 7.793 3. 16 7 9.574 3.2SO 11.835 3. 33 3 14.483 3. 4 1 7 17.466 3.500 20. 747 0.00 94 2 6 D. 0 2 9492 0. 1 7 9558 0.25 9623 (j. :,3 9690 0.42 97 ~' 6 G.50 9822 0.58 9889 0 0 Qcoeff/ QTable O!JT_2-l Barrels 0 0 Qexpon 0 0 Flap Gate NO Page2 -------• ------- -.. ---.. -.. ---.. -... ---.. -• .. .. -.. ---.. --.. .. -.. -.. .. -.. .. ------------ .. ----- SURF_2-l SURF 2-1 SURF 2-1 SURF 2-1 -SURF_2-l SURF_2-l SURF 2-1 -SURF 2-1 -SURF 2-1 SURF 2-1 SURF_2-1 SURF 2-1 SURF 2-1 SURF 2-1 -SURF 2-1 SURF 2-1 SURF 2-1 SURF 2-1 -SURF 2-1 -SURF 2-1 SURF-2-1 SURF 2-1 SURF 2-1 SURF_2-1 SURF_2-1 SURF 2-1 SURF 2-1 SURF 2-1 -SURF 2-1 -SURF 2-1 SURF 2-1 SURF 2-1 SURF_2-1 SURF 2-1 SURF 2-1 - [TIMESERIES] ; ;Name ;,-------------- OCEANSIDE [REPORT] :NPCT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] Post-Dev Input (POC-2) 0.67 9956 0.75 10023 0.83 10090 0.92 1015 7 1 . 00 10225 1 . 08 10292 1. 1 7 10360 1. 2 S 10428 1 . 3 3 10496 1 . 4 2 10565 1 . 50 10633 1. 58 10702 1 . 67 10771 l . 7 5 108 4 0 1 . 8 3 10909 1. 92 10979 2. 00 1104 8 2.08 11118 2. 1 7 11188 2.25 112 58 2.33 1132 9 2.42 113 9 9 2.50 114 70 2.58 11541 2.67 11612 2.75 1168 3 2.83 11754 2.92 11826 3.00 118 98 3.08 1197 0 3.17 12042 3.25 12114 3. 3 3 12187 3. 4 2 122;)9 3.50 12 332 Date Time Value FILE "X:\Projects2\349 (Lennar)\07 Poinsettia 61\SWMM\HMP\POC-2\0sideRain.prn" DIMENSJONS 191.g2Q 4920.830 1021.827 5718.627 Units None [COORDINATES] ; ;Node ;,-------------- POC-2 DIV 2-1 SURF 2-1 [VERTICES] ;:Link ;,-------------- [Polygons] ; ;Subcatchment ,,-------------- DMA_2-1 DMA_2-1 DMA 2-BYPASS IMP_2-1 [S't'MBOLSJ ; ;Gage ;,-------------- OCEANS JOE SWMM5 X-Coord 756.717 756.944 239.000 X-Coord X-Coord 7':,6.717 756.717 228.970 756.717 x-coord 304,006 Y-Coord 4957.778 5245.370 5245.858 Y-Coord Y-Coord 5646.100 5646.100 5043. 799 5444.940 Y-Coord 5618.164 Page 3 [TITLE] [OPTIONS] FLOW UNITS INFILTRATION FLOW ROUTING START DATE START TIME REPORT START DATE REPORT START TIME END DATE END_TIME SWEEP START SWEEP END DRY DAYS REPORT STEP WET STEP DRY STEP ROUTING STEP ALLOW PONDING INERTIAL DAMPING VARIABLE_STEP LENGTHENING STEP MIN SURFAREA NORMAL FLOW LIMITED CFS GREEN AMPT KINWAVE 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0:01:00 NO PARTIAL 0.75 0 0 BOTH SKIP STEADY STATE NO FORCE MAIN EQUATION H-W LINK OFFSETS MIN SLOPE [EVAPORATION] ; ;Type DEPTH 0 Parameters Pre-Dev Input (POC-3) MONTHLY DRY_ONLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 NO [RAINGAGES) ; ;Name . ·-------------- OCEANSIDE [SUBCATCHMENTSJ ; ;Name ,,-------------- OMA 3 [SUBAREAS] ; ;Subcatchment ;,-------------- OMA 3 [INFILTRATION] ;;Subcatchment ', -------------- OMA 3 [OUTFALLS] ; ;Name ,,------------ POC-3 [TIMESERIES] ; ;Name OCEANSIDE [REPORT) INPUT CONTROLS NO NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] SWMM5 Rain Type --------- INTENSITY Raingage OCEANSIDE N-Imperv 0.012 Suction 9 Invert Elev. 0 Date Time Snow Data Intrvl Catch Source ---------- 1:00 1. 0 TIMESERIES OCEANSIDE Outlet POC-3 N-Perv 0.07 HydCon 0.025 Outfall Type FREE Time S-Imperv 0.05 IMDmax 0.3 Stage/Table Time Series Value Total Area 34.373 S-Perv 0.1 Tide Gate NO Pent. Imperv 0 PctZero 25 Width 6510 Pent. Slope 18.6 RouteTo OUTLET Curb Length 0 Pct Routed FILE "X:\Projects2\349 (Lennar)\07 Poinsettia 61\SWMM\HMP\POC-3\0sideRain.prn" Snow Pack Page 1 -- • .. -• -----------------------------• -- .. -.. .. - .. ... -.. ... -.. .. .. -.. -.. .. .. .. .. .. .. .. .. .. .. .. .. - Pre-Dev Input (POC-3) [MAP] DIMENSIONS 2182.681359 6021.851375 2183.279716 6040.229030 Units Degrees [COORDINATES] ; ;Node ,,-------------- POC-3 [VERTICES] ; ; Link ,,-------------- [Polygons) ;;Subcatchment ;,-------------- OMA 3 [SYMBOLS] ; ;Gage ;;-------------- OCEANSIDE SWMM5 X-Coord 2182.708557 X-Coord X-Coord 2182.708276 X-Coord 2182.696834 Y-Coord 6022.686723 Y-Coord Y-Coord 6033.558622 Y-Coord 6035.279987 Page 2 [TITLE] [OPTIONS] FLOW UNITS CFS INFILTRATION GREEN AMPT FLOW_ROUTING KINWAVE START DATE 08/28/1951 START TIME 05:00:00 REPORT START DATE 08/28/1951 REPORT START TIME 05:00:00 END DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP 01:00:00 WET STEP 00:15:00 DRY STEP 04:00:00 ROUTING_STEP 0:01:00 ALLOW PONDING NO INERTIAL DAMPING PARTIAL VARIABLE_STEP 0.75 LENGTHENING STEP 0 MIN SURFAREA 0 NORMAL FLOW LIMITED BOTH SKlP_STEADY STATE NO FORCE MAIN EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ; ;Type Parameters ,,---------- Post-Dev Input (POC-3) MONTHLY 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 DRY _ONLY NO [RAINGAGES] Rain Time Snow Data : ;Name Type Intrvl Catch Source ,,--------------------------------- OCEANSIDE INTENSITY 1:00 1. 0 TIMESERIES OCEANSJDF, [SUBCATCHMENTS] ; ;Name Raingage Outlet ,,---------------------------------------------- OMA ,;-1 OCEANSIDE -OMA 5-1 OCEANSIDE -OMA 3-BYPASS OCEANS I DE -lMP 4-1 OCEANSIDE ]MP 5-1 OCEANSIDE -OMA 3-BYPASS-S OCEANS I DI:.'. [SUBAREAS] ;;Subcatchment t,;-Imperv . ,------------------------ OMA 4-1 0. 012 OMA s-, 0. G 12 -OMA 3-BYPASS 0. 012 -IMP ,-1 0.012 -IMP 5-1 0.012 OMA 3-BYPASS-S 0.012 - [INF"ILTRATION] ; ;Subcatchment Suet.ion OMA 4-1 9 OMA 5-1 9 OMA 3-BYPASS 9 IMP 4-1 TMP _5-1 OMA 3-BYPASS-S [LID CONTROLS] Type/:...ayer ,,------------------------ IMP 4-1 RC - IMP ,-1 S'.JRF'ACE -]MP 4-1 SOIL -lM? 4-1 STORAGE -IMP 4-1 DRAIN - IMP 5-1 BC -IMP 5-1 SlJRCACE IMP 5-1 SOIL IMP 5-1 STORAGE IMP 5-1 DRAIN SWMM5 I>"'.P 4-1 -Ir,.,;p 5-: POC-3 DIV 4-1 -DIV 5-1 POC-3 N-?erv S-Imperv -------------------- 0.08 0.05 0.08 0.05 0.08 0.05 0.08 0.05 0.08 0. 0;) 0.08 0.05 HydCon JMDmax 0.01875 0.30 C.01875 0.30 C.025 0.30 0.025 0.025 0.01875 Parameters ---------- 8.30 1 8 18 0.8292 6. 3: 18 12 0.9513 0. 30 0.30 0.30 0.05 0. 4 0.67 0. 5 0.05 0. 4 0. 6"1 0. 5 Tota] Pent.. Pent. Curb Snow Area Imperv Width Slope Length Pack -------------------------------- ---------------- 7 . 77 2 4 8. 0 523C. 1. 1 0 1 . 3 99 77.3 1039 3. :J 0 2~,. 754 487 8 1 8. 6 0.166506 0 10 0 0.032:.40 0 10 0 C.858 0 62 3 50 0 S-Perv Pctzerc RouteTo Pct Routed ------------------------------ ---------- 0. ~ 25 OUTLET 0.: 25 OUTLET 0 .1 25 OUTLET 0. 1 25 OUTLET 0. 1 25 OUTLET 0. 1 25 OUTLET 0 0 0 . 2 (). 1 1. 5 0 0 0 6 0 5 C. 2 0. l 1 . 5 0 0 0 6 -------.. ---------.. .. ... ---.. -.. .. .. -.. -.. -.. .. .. .,, Page 1 ... -----.. --.. .. --.. .. .. .. .. .. .. -... ---.. ... .. .. --.. .. --- [LID USAGE] ; ; Subcatchment IMP 4-1 IMP 5-1 [OUTFALLS] ; ;Name POC-3 !DIVIDERS] ; ;Name ,,-------------- DIV 4-1 D1V 5-1 [ STORAGEl ; ; Name SURF_4-1 SURF 5-1 [CONDUITS1 ; ; Na:ne BYPASS 4-1 DUM 4-1 BYPASS_:,-1 DUM_5-1 [OUTLETSj Post-Dev Input (POC-3) LID Process Number Area Width InitSatur Fromimprv ToPerv Report File IMP_4-l IMP 5-1 Invert Elev, 0 Invert Elev. Outfall Type fREE Diverted Link 7253.00 1400.02 Stage/Table Time Series Divider Type 0 0 ------------------------------------ 0 Invert Elev. -------- 0 0 BYPASS BYPASS Max. Depth -------- 2.83 2 - - 4-1 S-1 Init. Depth -------- 0 CUTOFF CUTOF!-' Storage Curve ---------- TABULAR TABULAR Tide Gale NO 0 Parameters ---------- 0.56023 0.10327 Curve Pa rams 0 0 ---------------- SURf_4-1 SURf_S-1 Inlet Node Outlet Node Length Manning N DIV 4-1 DIV 4-1 DIV 5-1 DIV 5-1 SURf 4-1 POC-3 SURf 5-1 POC-3 10 10 10 10 0. 01 0. 01 0.01 0.01 100 100 0 0 -------- Inlet Offset 0 0 0 Ponded Area -------- 0 0 Outlet Offset Inlet Outlet outflow Outlet Qcoeff/ Evap. Frac. -------- Init. flow 0 0 0 Infiltration Parameters Max . Flow 0 0 0 0 ;;Name Node Node Height Type QTable Qexpon Flap Gate 4-1 5-1 [XSECTIONS) ; ; Link '' -------------- BYPASS 4-1 DUM 4-1 BYPASS 5-1 DUM_5-1 [LOSSES] ; ; Link .. -------------- [CURVES] ; ;Name .. -------------- O'..JTLET 4-1 -OUTLET 4-1 ~ OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 -OUTLET ' -' -OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 OUTLET 4-1 OUTLF.T 4-1 OUTLF,T 4-1 -OUTLE:T 4-1 OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 -OUTLET 4-1 OUTLET 4-1 -OUTLET 4-1 OUTLET 4 -1 OUTLET 4-1 OUTLET ,-1 -OUTLF,T 4-1 -OUTLET ,-1 -OUTLET 4-1 -OUTLF.T 4-1 -OUTLET 4-1 SWMMS SURF_4-l SURf 5-1 Shape DUMMY DUMMY DUMMY DUMMY Inlet ---------- Type ---------- Rating POC-3 POC-3 Geoml 0 0 0 0 Outlet ---------- X-Value ---------- 0.000 0. 04 2 0.083 0. 12 S 0. 167 0. 2 08 0. 2':iO 0. 292 0. 33 3 0. 3 7 5 0.417 0.458 0. 5 00 0.542 0.583 0.625 0. 667 0. 7 0 8 0. 7 5 0 0.792 0.833 0.875 0.917 0.958 1 . 00 0 1.042 1 . 0 8 3 1 . 12 5 1.167 0 0 Georr,2 TABULAR/HEAD TABULAR/HEAD Geom3 Geom4 OUTLET 4-1 OUTLET 5-1 Barrels ---------- ---------- -------------------- 0 0 0 0 0 0 0 0 0 0 0 0 Average flap Gate ---------- ---------- Y-Value ----------o.ooc 0. 03 3 0.093 0. 1 71 0. 2 64 0. 3 68 0. 4 8 4 0.61C 0.746 0. 8 90 1.042 1 . 2 02 1 . 37 0 1 . 5 4 5 l . 7 2 6 1.915 2. 109 2.31C 2. 51 7 2.730 2. 94 8 3. l 7 2 3.401 3.635 3. 87:) 4 . 12 0 4 . 3 69 4 . 62 4 4. 8 8 3 NO NO Page 2 .. Post-Dev Input (POC-3) • OUTLET 4-1 1 . 2 0 8 S. 14 7 -OUTLET 4-1 1 . 2 5 0 5. 415 OUTLET 4-1 1. 2 92 5.688 ., OUTLET 4-1 1.333 5. 9 66 OUTLET 4-1 1 . 3 7 5 6.248 OUTLET 4-1 1.417 6.534 -OUTLET 4-1 1 . 4 58 6.824 OUTLET 4-1 1.500 7. 119 -OUTLET 4-1 1. 54 2 7. 41 7 OUTLET 4-1 1.583 7. 720 OUTLET 4-1 1 . 625 8. 027 -OUTLET 4-1 1 . 667 8. 338 OUTLET 4-1 1 . 7 08 8.652 OUTLET 4-i 1. 7 50 8. 971 .. OUTLET 4-1 1. 7 92 9.293 -OUTLET 4-1 1. 8 33 9.619 -OUTLET 4-1 1 . 87 5 9.949 -OUTLET -4-1 1.917 10.282 OUTLET 4-1 1.958 10,619 -OUTLET 4-1 2. 0 0 0 10.960 -OUTLET 4-1 2. 04 2 1 1 . 58 8 OUTLET 4-1 2. 08 3 12.454 --OUTLET 4-1 2. 12 5 13.476 OUTLET 4-1 2. 167 14.626 -OUTLET 4-1 2.208 15.885 OUTLET 4-1 2.250 17.244 OUTLET 4-1 2.292 18.692 --OUTLET 4-1 2.333 20.225 O:JTLf;T 4-1 2. 3 7 5 21.836 -OUTLET 4-1 2. 4 1 7 23.521 OUTLET 4-1 2.458 25.276 OUTLET 4-1 2.500 27,099 -OUTLET 4-1 2.542 28.987 -OUTLET 4-1 -2.583 30.937 -O;JTLET 4-1 2. 62':, 32.946 -OUTLET 4-1 2. 667 35.014 OUTLET 4-1 2. ·10 8 37.138 ... -OUTLET 4-1 2.750 39.317 OUTLET 4-1 2.792 41.548 OUTLET 4-1 2. 8 33 43.832 - OUTLET 5-1 Rating 0.000 O. 00 C -OUTLET 5-1 0. 04 2 0.079 OUTLET 5-1 0.083 0.224 OUTLET 5-1 0. 12 5 0. 411 -OUTLET ',-1 0. 167 0.633 OUTLET 5-1 0.205 0. 9 8 4 OUTLET 5-1 0.250 1 . 163 -OUTLET 5-1 0. 2 92 1 . 4 65 -OUTLET 5-1 0. J 33 1 . 7 90 .. -OUTLET 5-1 0. 37 S 2. 13 6 OUTLET 5-1 0., 1 7 2.501 OUTLET s-~ D. 4 :) 8 2. 8 8 6 --OUTLET 5-1 0. SC 0 3. 2 8 8 -O'JTLE~ 5-1 0. 54 2 3. 7 07 -O'JTLET 5-1 0.583 4. 14 3 -OUTLET 5-1 0.625 4.595 -OUTLET 5-1 0.667 5.062 --OUTLET 5-1 0. 7 08 5.544 "" OUTLET -~,-1 0.750 6. 041 -OUTLET 5-1 0.792 6. 5::, 1 OUTLET 5-1 0.833 7.075 -OUTLET_ 5-1 0. 87 5 "r. 612 -OUTLET 5-1 0. 9 l 7 8. 162 -O:JTLET 5-1 0.958 8.725 OUTLET 5-1 1 . CO 0 9.300 -OUTLET 5-1 1 . 04 2 10.12S - OUTLET 5-1 1 . 08 3 11. 15 8 -OUTLET 5-1 1 . 12 5 12.330 OUTLET -5-1 1 . 167 13.618 OUTLET 5-1 1 . 2 08 15.006 .. , OUTLET 5-1 1 . 2 S 0 16.485 -OUTLET 5-1 1. 2 92 18.047 OUTLET S-1 1. 333 19.688 --O~JTLET 5-1 1 . 3 7 5 21.402 OUTLET 5-1 1.417 23. J. 8 '.i -OUTLET 5-1 1.458 25.035 -OUTLET 5-1 l. SOJ 26.949 -OUTLET 5-1 1 . 54 2 2 fi. gz,; --ouT;__,ET 5-1 i. 58 3 30.959 OUTLET 5-1 1.625 33.050 --OUTLET 5-1 1 . 667 35.197 OUTLET 5-1 1 • 7 08 Tl. 398 OUTLET 5-1 1. 7 so 39.651 -OUTLET 5-1 1. ·192 41.956 OUTLET S-1 1 . 833 44.310 .. -OUTLET 5-1 l • 87 5 46.713 -SWMM5 Page 3 ... .. -------... ---.. .. ... .. .. .. .. --... • • .. ... -... .. ... .. OUTLET 5-1 OUTLET 5-1 OUTLET 5-1 SURF 4-1 SURF-4-1 SURF' 4-1 SURF_4-1 SURF 4-1 SURF_4-J SURF 4-1 SURF' 4-1 SURF_4-1 SURF 4-1 SURF 4-1 SURr-4-1 SURF_4-l SURF 4-1 SU Rf-4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF_4-1 SURF 4-1 SURf 4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF' 4-1 S:JRF 4-1 SURF 4-1 SURF 4-1 SURF 4-1 SURF 5-1 SURF 5-1 SURF_5-1 SURF_S-J SURF S-1 SlJRF-5-1 SURF-5-1 SURF 5-1 STJRf_S-1 SURF 5-1 SURf-' 5-1 SURF-5-1 S:JRF_5-1 SURF '.;,-1 SURF 5-1 SURF 5-1 SURF_S-1 SURF 5-J SURF 5-1 SURF 5-1 SURF-5-1 SURF_S-1 SURF 5-1 SURF 5-1 SURF-5-1 [TIMESSRIES; ; ;Name ,,-------------- OCEANS I DE [REPORT) :CNPUT CONTROLS NO NO SUBCATCHMENTS AL~ NOOF:S ALL LINKS ALL [TAGS] [MAP] Storage Storage 1 . 91 7 1. 958 2.000 0.00 0.08 0. 1 7 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.83 0. 92 1 . 00 1 . 08 1 . 1 7 l . 2 5 1 . 3 3 1 . 4 2 l. 50 1.58 1 . 6 7 1 . 7 5 1 . 8 3 1. 92 2.00 2.08 2. 1 7 2.25 2.33 2.42 2. 50 2.58 2.67 2.75 2.83 0.00 0.08 0. 1 7 0. 25 0.33 0.42 0.50 0.58 0.67 0. 7 :) 0.83 0.92 1. (IQ l . 08 1 . 1 7 1 . 2 5 1.33 1.42 1. 50 1 . 58 1 . 67 1 . 7:, 1. 8 3 1 . 92 2.00 Post-Dev Input (POC-3) 49.164 5 l . 661 54.204 7799 7868 7 93 7 8007 8076 8146 8216 8286 8356 8 4 2 6 8497 8568 8639 8710 8781 8853 8 924 8996 9068 9140 9213 9285 9358 94 31 9504 9577 9650 9724 97 98 9872 9 94 6 10020 10094 10169 10244 1548 1573 1599 1624 165 0 167 6 ;702 172 9 1755 1782 1809 1836 1863 18 9 :i. 191 8 1 94 6 197 4 2002 203'. 2059 2 08 8 211 7 214 6 2175 2204 Date Time Value FILE nx:\Projects2\349 (Lennar) \07 Poinsettia 61\SWMM\HMP\POC-3\0sideRain.prnn DIMENSIONS 462.060 4986.883 1173.589 5715.481 Units None [COORDINATES] ; ;Node ,,-------------- SWMM5 X-Coord Y-Coord Page4 POC-3 DIV 4-1 DIV 5-1 SURf' 4-1 SURf 5-1 [VERTICES] ; ;Link ;;-------------- [ l0 ol ygons] ;;Subcatchment ,;-------------- OMA_ 4-1 DMA 4-1 OMA 5-1 OMA 3-BYPASS IMP 4-1 IMP-':i-1 OMA 3-BYPASS-S [SYMBOLS] ; ; Gage ,,-------------- OCEANSIDE SWMM5 853.4'/3 756. 944 968.583 542.678 1141.247 X-Coord X-Coord 751. 862 7'.:>l.862 962.385 516.336 753.748 964.156 548 .159 Post-Dev Input (POC-3) 5020.001 ':>245.370 5251.991 5245.793 5251.991 Y-Coord Y-Coord 5682.363 5682.363 5677.896 5122. '.,53 5467.442 5475.126 5049. 693 X-Coord Y-Coord 610.858 5679.667 ---.. -., -------------_, .. .. -------------.. -Page 5 - ----.. -.. -------- ---.. - -.. .. ------• -• - -- ATTACHMENT 7 SWMM Screens and Explanation of Significant Variables ATTACHMENT 7 EPA SWMM FIGURES AND EXPLANATIONS Per the attached, the reader can see the screens associated with the EPA-SWMM Model in both pre-developed and post-developed conditions. Each portion, i.e., sub-catchments, outfalls, storage units, weirs and orifices as a discharge, and outfalls (points of compliance), are also shown. Variables for modeling are associated with typical recommended values by the EPA-SWMM model and the City of Carlsbad BMP Design Manual. Soil characteristics of the existing soils were determined from the site specific NRCS Soil Survey. Some values incorporated within the SWMM model have been determined from the professional experience of TRWE using conservative assumptions that have a tendency to increase the size of the needed IMP and also generate a long-term runoff as a percentage of rainfall similar to those measured in gage stations in Southern California by the USGS. ---- • • • ------- ---.. ------... ---.. --... --• -- PRE-DEVELOPED CONDITION (POC-1) - - ; • SWMM 5 • PRE.DEV.POC-. • [Study Aretl ~I . --:-..; .,, File Edit v;.,. ProJKI Report Tools Window Help • ti X D~liiJSIIQ II {1 \?{]t::1:,i i!Htlliiil ~~"' ~ a:+~ "~e Data Map r Options I Clmototogy R H)'(iology R"'"Goges St.bcatclvnenls Aq.,le,s Snow Packs Unot H)'(iog"l)hs LID Conbols f=J H)'(idci Nodes J,r,ctiom Dutfals DMdefs StOloge Ur.ts t l.nu fowects Conbols , Cuves Tme Se11es TmePalle,m Map Lobel$ ... -~ .. ,. llllohlote, I:::::_ 9 mllj I ~ 0 '.: I v' § e ,~ Auto-length: Off • Offsetr. Depth • I Flow Ur.tr. CFS • Rain Gage OCEANSIDE Property Value Name X·Coordinate Y -Coordinate Description Tag /OCEANSIDE ',,.,,,,, •• ,.,,,.,,,,,,,,u,,,.,,,,,,,,,.,,,,.,,,,,,,,,,,,,,,v.,,,.,,,,,~..,,,,,,,,,' 21 78.772 6036.699 Rain Format INTENSITY Time Interval 1 :00 Snow Catch Fae 1.0 Data Source TIMESERIES · File Name · Station ID · Rain Units IN User-assigned name of rain gage OCEANSIDE ~ OMA 1 . - POC-1 • Zoom Lovet 1cm: X.Y: 2187.527586. 6040.197453 deg Outfall POC-1 Property Value Name jPOC-1 , · .................................................. ~ ..................................... · X-Coordinate 2182. 709 Y-Coordinate 6022.687 Description Tag Inflows Treatment Invert El. Tide Gate Type Series Name NO NO 0 NO FREE I User-assigned name of outfall Subcatchment OMA 1 lw..Li -·- Property I Value q Name iDMA_1 ................................................................ ' X·Coordinate 2182. 713 Y -Coordinate 6036. 919 ( Description II Tag Rain Gage OCEANSIDE Outlet POC-1 Area 11.530 Width 2093 % Slope 14.6 % lmperv 0.0 N·lmperv .012 N-Perv 0.06 Dstore·lmperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 I Subarea Routin~ OUTLET Percent Routed 1 00 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit GREEN_AMPT Value ]8.6 . "''-''"'''"'"'''''""'"'"'"'"''"'''""'"" ............. , 0.040 0.30 POST-DEVELOPED CONDITION (POC-1) . " . ---.. -&-x File Edit Viow Proje<t Report Tools Window Help D~liliil!Q II '1 !?0~~11:li!IDI~"' I~, a:+~ =---=='--,a 9 1 fEJ 0 " ¢ • C1..1vet tsj Time Senet Trne Pattems Meplabelt + -~ • • T llle/Notet Auo,lenglh: Off • Offaots· Depth Rain Gage OCEANSIDE Property Value OCEANSIDE Btl SURF_1·1 OMA 1.SYPASS .... ~ ....... . Flow Unit~ CFS Name l.?..~~~~·~·I·~·~ .................................................... , X-Coordinate 547.584 Y-Coordinate 5680. 757 Description Tag Rain Format INTENSITY Time Interval 1 :00 Snow Catch Fae 1.0 Data Source TIMESERIES · File Name · Station ID · Rain Units IN User·assigned name of rain gage d :i:s OMA 1·1 "' - IMP 1·1 . - OMA 3.1 . - MP 3-1 . - SURF_3·1 X,Y: 546.917, 5n6.798 Outfall POC-1 IP,"""'' Name X-Coordinate [value 1 /POC-1 ! · ................................................................................... : 859.672 Y·Coordinate 4976.614 Description Tag Inflows Treatment Invert El. Tide Gate NO NO 0 NO Type FREE Series Name I User·assigned name of outfall Subc.atchment DMA_l-1 ..i._\ Ii] Property !Value I Name !OMA 1·1 : -· ................................................................................... · X·Coordinate 755.824 " Y·Coordinate 5684.761 Description ·-Tag Rain Gage OCEANSIDE Outlet IMP_1·1 Area 2.209 Width 1452 7. Slope 1.3 % lmperv 58.3 N·lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero·lmperv 25 Subarea Routin~ OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method GREEN_AMPT Property Value Suction Head Conductivity Initial Deficit [8.8 ....................................................... , 0.0240 0.30 Subcatchment OMA_3-1 Property Value Name !.?..~.~-:.~.~~ .................................. ~··················--·! X·Coordinate 965.398 Y·Coordinate 5687.431 Description Tag Rain Gage OCEANSIDE Outlet IMP _3·1 Area 1.588 Width 1390 7. Slope 2.2 7. lmperv 47.0 N·lmperv 0.012 [ N ·Perv 0. 08 Dstore·lmperv 0.05 Dstore·Perv 0.1 %Zero·lmperv 25 Subarea Routin~ OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack I LID Controls 0 Land Uses 0 Initial 8 uildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head I Conductivity , Initial D elicit GREEN_AMPT Value l,9 ~ ................................................................ ! 0.01875 0.3 Subcatch~nt IMP _1-1 Property Value Name \IMP_1-1 .: ....................... , ........................................................... · X-Coordinate 755.824 Y-Coordinate 5472.517 Description Tag Rain Gage OCEANSIDE Outlet DIV_1-1 Area 0.057117 Width 10 4 Slope 1 4 lmperv 0 N-lmperv 0.012 N-Perv 0.08 D store-lmperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 1 00 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit GREEN_AMPT Value 1~.025········· .. ·········· .. ··"················""'11 0.30 Subcatch~nt IMP _3-1 Property Value Name /IMP_3-1 · ................. .,. ................................................................. ; X-Coordinate 965.398 Y -Coordinate 5479.192 Description Tag Rain Gage OCEANSIDE Outlet DIV_3·1 Area 0.039784 Width 10 % Slope 1 %1mperv 0 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-I mperv 25 Subarea Routin~ OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit GREEN_AMPT Value !9 . ......... j ...................................................... , 0.025 0.30 Subcatchment DMA_l-BYPASS ii Property I Value I Name jDMA_ 1-BYPASS ! · .............................................................................. _ ....... · X-Coordinate 552.924 Ii I• Y·Coordinate 5040.020 -Description ' Tag Rain Gage OCEANSIDE Outlet POC-1 Area 4.447 Width 945 % Slope 17.3 j% lmperv 3.1 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 1 00 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 1 lnil~ Bulkl,p NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method GREEN_AMPT Property Value Suction Head Conductivity Initial Deficit 10.1 ........................................................ · 0.0445 0.30 Aq,ie,s Snow Packs 11 Ur111Hyciogr<ll)N ,_. I UD Ccmols (J' 1:-Hyadct § -Nodes e Junctions Outfals @ Divldeis Sto,age Unts j T -Lroks eona.., f'un-c• Or{oces Weis 01.tlets Transects I· Controls m + -~ • • z Tile/Nol&I c=_~ __ , Auto-Length: Off . Offset~ Depth Rain Gage OCEANSIDE Property Value Name OCEANSIDE X-Coordinate 2182.823 Y -Coordinate 6038.716 Description Tag [ Rain Format INTENSITY Time Interval 1:00 Snow Catch Fae 1.0 Data Source TIME SERIES -File Name · Station ID · Rain Units IN PRE-DEVELOPED CONDITION (POC-2) OCEANSIDE 12] OMA 2 ' - POC-2 • X.Y: 2194.959112, 6034.964762 deg Outfall POC-2 Property Value Name POC-2 X-Coordinate 2182.709 I Y-Coordinate 6022.687 Description Tag Inflows NO Treatment NO Invert El. 0 Tide Gate NO Type FREE Series Name Subcatchment DMA_2 ~ Property !value Name )DMA_2 : ................................................................................... · X-Coordinate 2182.697 Y·Coordinate 6037.077 Description Tag Rain Gage OCEAN SIDE Outlet POC-2 Area 7.148 Width 1354 % Slope 13.2 % lmperv 0 N-lmperv 0.012 N-Perv 0.06 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent A outed 1 00 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Edito Infiltration Method Property Suction Head . Conductivity Initial Deficit ., ....... • .. . ( ,....r . . ' GREEN_AMPT Value )9 ............................................................ , 0.025 0.30 POST-DEVELOPED CONDITION {POC-2) f'; SWMM 5 • POST_DEV_POC-. . . ~· -,- . File Edrt View Project Report Tools Window Htlp 0~~8 11Q it1 t;J ?{J ~~ttmD }:;i'~1 ~ a +~ ._):{s ..---Tilo-"'IN=cl=es== --? ii Options • 1 lli:A Climotology 0 -H)'Q'oloiw 'ii I Roin Gages <) Subcalclvnonlr Aqu/ers Snow Packs E UnlH)'Q'ographs UDConlrols 8 H)'Q'dct Nodes Junction, DIAi.a, Dividefs SIO!age Unit Lm Cord.its ~ Omces Wen O..iets Transects Controls "' + -~ • Hlo/Ncles c.. -~::_=_=_-__ -_-__ i l:,j I ;11 G e 0 T /Wo-l.englh: Off • Offl<lla: Depth Rain Gage OCEANSIDE Property Value Name OCEANSIDE X-Coordinate 304.006 Y-Coordinate 561 8. 164 Description Tag Rain Format INTENSITY Time Interval 1:00 Snow Catch Fae 1.0 Data Source TIMESERIES · File Name · Station ID -Rain Units IN OCEANSIDE l2l OMA 2-1 ' - IMP 2-1 ' - •St:-U-RF ___ 2-_1 _____________ _.DtV_2-1 OMA 2-BYPASS •--.::-. _________ _ POC-2 FlowUnito:CFS •.., ZoomLevel:100); X.Y:1002.351.5684-416 Outfall POC-2 I Property ! Value Name POC-2 f X-Coordinate 756. 71 7 Y-Coordinate 4957. 778 Description Tag Inflows Treatment Invert El. Tide Gate NO NO 0 NO Type FREE Series Name 'Subcatchment DMA_2-1 A li;i Property I Value I Name jDMA_2·1 ............................................................. l X-Coordinate 756.717 Y·Coordinate 5646.100 - Description -Tag II Rain Gage OCEAN SIDE Outlet IMP_2·1 Area 8.791 Width 6113 % Slope 2 % lmperv 60.8 N·lmperv 0.01 2 N-Perv 0.08 D store·lmperv 0.05 D store·Perv 0.1 %2'.ero·lmperv 25 Subarea Routin~ OUTLET Percent Routed 100 -Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method GREEN_AMPT Property Value \9 Suction Head Conductivity Initial Deficit ;,,.,v,,o,,,,,,,.,, .. ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,; 0.01875 0.30 I Subcatchment IMP _2-1 !value \1MP_2-1 I Pmpe,ty Name jX·Coordinate Y·Coordinate · ....................... , ............................................................ · 756.717 5444.940 Description Tag Rain Gage OCEANSIDE Outlet D1V_2·1 Area 0.190014 Width 10 % Slope %1mperv 0 N·lmperv 0.012 N-Perv 0.08 D store·I mperv 0.05 Dstore-Perv 0.1 %Zero-I mperv 25 Subarea Routin~ OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack ( LID Controls land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Method Property Suction Head Conductivity GREEN_.ll.MPT Value \9 ; ............................................................... · . Initial Deficit 0.025 0.30 If Subcatch~nt DMA_2-BYPASS (iJ Property I Value I Name (DMA_2-BYPASS : •••• ,,,,,, • .,.,,,,.,,,,.,,,J,,,,,..,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,• X-Coordinate 228.970 Y-Coordinate 5043.799 . Description t Tag Rain Gage OCEANSIDE Outlet POC-2 Area 1.559 Width 302 % Slope 17.6 % lmperv 0 N-lmperv 0.01 2 N-Perv 0.08 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 1 00 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infi ltration Editor Infiltration Method GREEN_AMPT Property Value /9 Suction Head Conductivity Initial Deficit :. ................................................................ · 0.01875 0.30 PRE-DEVELOPED CONDITION (POC-3) '1';. SWMM S -PRE.DEV_POC-3.inp -(Study AIM , Fil• Edit View Projtct Report Tools Window H,lp D ~liilB IQ II '1 i ?{l~~Ll::lli!ll };G2i'" It a:+~~}:(s -....;:~=~ <i? 0 ption, • E1/jl Clmatology 0 H)'dfology 'iJ Roin Gage, I Subcatclvneric <) ~;act-, I I ~ I Uni! Hydrogiaphs I LIO Corllolt Ci' 1-Hydraulics ~ a Nodei B Junctions O<Afab @ Dividers T Sto,age Units I , ~· Links Cordub ~ Or,oco, w ... Outlets Trans«ts Controls fl' + -~ • • hie/Noto, Al.to-Length: Off • Offsets: De¢, Rain Gage OCEANSIDE Property Value Name OCEANSIDE X-Coordinate 2182.697 Y-Coordinate 6035.280 Description Tag Rain Format INTENSITY Time Interval 1:00 Snow Catch Fae 1.0 Data Source TIMESERIES · File Name · Station ID · Rain Units IN Flow Uris: CFS • OCEANSIDE E2l OMA 3 Ill - POC-3 • Zoom level: 125% X,Y 21n.2552n,6031.916508deg Outfall POC-3 ! Property ! Value 1Name POC-3 [X·Coordinate I Y-Coordinate / Description Tag Inflows Treatment Invert El. Tide Gate Type Series Name 2182.709 6022.687 NO NO 0 NO FREE -i, " Subcatchment DMA_3 Ii] Property Value Name jDMA_3 ",•u•••••••••••,o••••••••••••• .... ,,,,,,,,,,.,.,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,• X-Coordinate 2182.708 Y -Coordinate 6033.559 Description Tag Rain Gage OCEANSIDE Outlet POC-3 Area 34.373 Width 6510 % Slope 18.6 % lmperv 0 N-lmperv 0.012 N-Perv 0.07 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 1 00 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit GREEN_AMPT Value j9 :;. .............. , ................................................ ; 0.025 0.3 POST-DEVELOPED CONDITION {POC-3) ~ '.' SWMM 5-POST.DEV.POC-3.inp-(Study Am . -'~ ., file Edit View Project Report Tools Window Help D~Qii IQ II 'J ?{]~~l:r:E!llJ}:r:i'% ~ 13:i+~ -.)::{~ Aq..,1... I Snow Pack, Unot Hvaographs LID Corbels I; Hvctauic, -Nodei Junctions Outtals Divider, Slo,age Unih -L.n<, Conduits F'l6rc>o O,iice, Wen Outlets T,_, Coraols I f r '" + -,ti • • Tlle/Notei C. _ _:___--=:_ ~o-lenglh: Off • I Offoeta: Deplh Rain Gag~ OCEANSIDE Property Value Name OCEANSIDE X-Coordinate 610.858 Y-Coordinate 5679.667 Description Tag Rain Format INTENSITY Time Interval 1 :00 Snow Catch Fae 1.0 Data Source TIMESERIES -File Name -Station ID -Rain Units IN OCEANSIDE ~ OMA 4-1 ' - IMP 4-1 ' - OMA 5-1 ' - 0IMP 5-1 ' - SURF _4·1 OIV_4·1 ---------. D1V_5-1 DMA 3-BYPASS •-.. ~ ... DMA 3-BYPASS-S · ••• •••• :-___ ·-·····--..••.• ::::::::::::::" POC-3 Flow Uris: CFS Zoom Lovet 1 ~ X.Y· 1060.274, 5706 733 Outfall POC-3 I Pmperty Name IX-Coordinate I value POC-3 853.473 I . Y-Coordinate 5020.001 Description I Tag (Inflows NO Treatment NO Invert El. Tide Gate 0 NO Type FREE Series Name SURF _5-1 Subcatchment DMA_ 4-1 Property Value Name jDMA_4-1 ',.._, .... w••"·"'""'"'"''"''""""'''"''''''''''''''''''''''""''''''''''• X-Coordinate 751 .862 Y-Coordinate 5682.363 Description Tag Rain Gage OCEANSIDE Outlet IMP_4-1 Area 7.772 Width 5239 % Slope 1.1 % lmperv 48.0 N-lmperv 0.012 ~NPeo, 0.08 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-I mperv 25 Subarea Routin~ OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit r GAEEN_AMPT Value )9 :.. ............................................................... · 0.01875 0.30 Subcatchment DMA_S-1 Property Value Name lDMA 5-1 ! ............ -................................................................... · X-Coordinate 962.385 Y-Coordinate 5677.896 Description Tag Rain Gage OCEANSIDE Outlet IMP_5-1 Area 1.399 Width 1039 % Slope 3.5 % lmperv 77.3 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-I mperv 25 Subarea Routin~. OUTLET Percent Routed 100 Infiltration GAEEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit GAEEN_AMPT Value )9 ~ ............................................................... ; 0.01875 0.30 Subcatchment IMP_ 4-1 [if Property Value Name !IMP 4·1 i i.. ....... -.................................... , ................................ i X-Coordinate 753.748 Y-Coordinate 5467.442 Description Tag Rain Gage OCEANSIDE Outlet DIV_4-1 Area 0.166506 'Width 10 % Slope 1 % lmperv 0 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 D store-Perv 0.1 %Zero-lmperv 25 Subarea Routint OUTLE T Percent Routed 100 Infiltration GAEEN_AMPT Groundwater NO Snow Pack LID Controls Land Uses 0 Initial Buildup NONE r Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit GREEN_AMPT Value (9 { ................... ., .......................................... ; 0.025 0.30 Subcatchment IMP _5-1 Property Value Name !IMP_5;1 ................................................................ ix -Coordinate 964.156 Y·Coordinate 5475.126 Description Tag I Rain Gage OCEANSIDE Outlet DIV_5-1 Area 0.032140 'Width 10 % Slope 1 %1mperv 0 N-lmperv 0.012 N-Perv 0.08 D store-I mperv 0.05 D store-Perv 0.1 %Zero-I mperv 25 Subarea Routint OUTLET Percent Routed 100 I nfiltr at ion GREEN_AMPT Groundwater NO Snow Pack LID Controls Land Uses 0 Initial Buildup NONE I Curb Length 0 User·assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit GREEN_AMPT Value ;9 :. ............................................... _ ............. ,j 0.025 0.30 Subcatch~nt DMA_3-BYPASS ----tir Property I Value I Name j DMA_3·BYPASS .......................................... · X-Coordinate 516.336 Y-Coordinate 5122.553 Description -Tag Rain Gage OCEANSIDE Outlet POC-3 Area 25.754 Width 4878 % Slope 18.6 % lmperv 0 N·lmperv 0.012 N-Perv 0.08 Dstore·lmperv 0.05 Dstore·Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 1 00 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method i GREEN_AMPT Propert_y Value Suction Head Conductivity Initial Deficit \9 ................................................................. ; 0.025 0.30 Subcatchment DMA_3-BYPASS-S Property Value Name !DMA_3-BYPASS-S , ................................. J"''"''"'""'''"'""""''"'*"''''''''". X·Coordinate 548.159 Y·Coordinate 5049.693 Description Tag Rain Gage OCEANSIDE Outlet POC-3 Area 0.858 Width 623 % Slope 50 % lmperv 0 N -I mperv 0. 012 N-Perv 0.08 Dstore-lmperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 Subarea Routin~ OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit GREEN_AMPT Value 19 ............................................................ ; 0.01875 0.30 EXPLANATION OF SELECTED VARIABLES Sub Catchment Areas: Plea se refer to the attached diagrams that indicate the DMA and biofiltration BM P sub-areas modeled within the project site at both the pre and post developed conditions draining to each POC. Parameters for the existing and developed models include soil type D and A as determined from the NRCS Web Soil Survey (see Attachment 8). Suction head, conductivity and initial deficit correspond to average values expected for this soil type, according to sources consulted, professional experience, and approximate values obtained by the City of Carlsbad BMP Design Manual. For this particular project, area weighted values were used to model infiltration for DMA 1, DMA 1-1, and DMA 1-BYPASS, as these DMAs contain multiple soil types. The breakdown of the soil types and the weighted infiltration parameters that were used are shown below. Existing Conditions OMA 1 Soil Type A B C D Total Area Green_Ampt Value Suction Head Undeveloped Conductivity Developed Conductivity Initial deficit Area (sq-ft) 26676 0 0 475571 502247 Type A <11 1.5 0.3 0.225 0.33 '11Typical Values used for SWMM modeling. Percent Area 5% 0% 0% 95% 100% Weighted Type B <11 Type C 111 Type D 111 Values 3 6 9 8.6 0.2 0.1 0.025 0.040 0.15 0.075 0.01875 0.0297 0.32 0.31 0.30 0.30 Developed Conditions DMA 1-1 Soil Type A B C D Total Area Green_Ampt Value Suction Head Undeveloped Conductivity Developed Conductivity Initial deficit Area (sq-ft) 2527 0 0 96201 98728 Type A 111 1.5 0.3 0.225 0.33 111Typical Values used for SWMM modeling. DMA_l-BYPASS Soil Type Area (sq-ft) A 24149 B 0 C 0 D 169572 Total Area 193721 Green_Ampt Value Type A 111 Suction Head 1.5 Undeveloped Conductivity 0.3 Developed Conductivity 0.225 Initial deficit 0 .33 UI Typical Values used for SWMM modeling. Percent Area 3% 0% 0% 97% 100% Weighted Type B 111 Type C 111 Type D 111 Values 3 6 9 8.8 0.2 0.1 0.025 0.03 0.15 0.075 0.01875 0.0240 0.32 0.31 0.30 0.30 Percent Area 12% 0% 0% 88% 100% Weighted Type B 111 Type C 111 Type D 111 Values 3 6 9 8.1 0.2 0.1 0.025 0.059 0.15 0.075 0.01875 0.0445 0.32 0.31 0.30 0.30 TRWE selected infiltration values, such that the percentage of total precipitation that becomes runoff is realistic for the soil types and slightly smaller than measured values for Southern California watersheds. The pervious overland flow roughness values (N-Perv) were selected by comparing the existing surface (determined from aerial photos) and proposed surface (assumed based on plans) to the surface types and N-perv values presented in the SUMMARY ON MANNING'S "N" VALUES FOR OVERLAND FLOW USING EPA SWMM and the WHITE PAPER ON MANNING'S "N" VALUES FOR OVERLAND FLOW USING EPA SWMM. These documents have been reviewed and accepted by the Copermittee Land Development Work Group, and are available on Project Clean Water at the following link: http://www.projectcleanwater.org/index.php?option=com content&view=article&id=250&1temid=220 The following tables provide a summary of the surface type and corresponding N-Perv value for each OMA in existing and developed conditions: Existing Condition N-Perv Values OMA Percentage of N-Surface Type OMA Area Weighted N-Perv ID (approximate) Perv Shrubs and bushes 50% 0.08 OMAl Row crops & bare dirt1 0.060 50% 0.04 Shrubs and bushes 50% 0.08 OMA 2 Row crops & bare dirt1 0.060 50% 0.04 Shrubs and bushes 75% 0.08 OMA3 Row crops & bare dirt1 0.070 25% 0.04 N-Perv value for the areas composed of a mixture of row crops, bare dirt, and dirt roads was conservatively estimated as 0.04 based on the SUMMARY ON MANNING'S "N" VALUES FOR OVERLAND FLOW USING EPA SWMM (available on Project Clean Water). Developed Condition N-Perv Values Percentage of N-DMAID Surface Type OMA Perv Area Weighted N-Perv (approximate) OMA 1-1 Shrubs and bushes 100% 0.08 0.08 OMA 2-1 Shrubs and bushes 100% 0.08 0.08 OMA 3-1 Shrubs and bushes 100% 0.08 0.08 OMA 4-1 Shrubs and bushes 100% 0.08 0.08 OMA 5-1 Shrubs and bushes 100% 0.08 0.08 OMA 1-BYPASS Shrubs and bushes 100% 0.08 0.08 OMA 2-BYPASS Shrubs and bushes 100% 0.08 0.08 OMA 3-BYPASS Shrubs and bushes 100% 0.08 0.08 Selection of a Kinematic Approach: As the co ntinuous model is ba sed on hourly rainfall, and the time of concentration for the pre-development and post-deve lopment conditions is significantly smaller than 60 minutes, precise routing of the flows through the impervious surfaces, the underdrain pipe syst em, and the discharge pipe was considered unnecessary. The truncation error of the preci pitation into hourly steps is much more significant than the precise routing in a system where the time of concentration is much smaller than 1 hour. Sub-catchment BMP: The subcatchment BM P is assigned the area of biofilitration, which is equal to the area of amended soil. Five (5) decimal places were given regarding the areas of the biofiltration t o insure that the area used by the program for the LID subroutine corresponds exactly with this tributary. TORY R. WALKER ENGINEERING RELIABLE SOLUTION S I N W ATER RE SOU RCES Manning's n Values for Overland Flow1 The BMP Design Manuals within the County of San Diego allow for a land surface description other than short prairie grass to be used for hydromodification BMP design only if documentation provided is consistent with Table A.6 of the SWMM 5 User's Manual. In January 2016, the EPA released the SWMM Reference Manual Volume I -Hydrology (SWMM Hydrology Reference Manual). The SWMM Hydrology Reference Manual complements the SWMM 5 User's Manual by providing an in-depth description of the program's hydrologic components. Table 3-5 of the SWMM Hydrology Reference Manual expounds upon Table A.6 of the SWMM 5 User's Manual by providing Manning's n values for additional overland flow surfaces. Therefore, in order to provide SWMM users with a wider range of land surfaces suitable for local application and to provide Copermittees with confidence in the design parameters, we recommend using the values published by Yen and Chow in Table 3-5 of the EPA SWMM Reference Manual Volume I -Hydrology. The values are provided in the table below: Overland Surface Manning value (n) Smooth asphalt pavement 0.010 Smooth impervious surface 0.011 Tar and sand pavement 0.012 Concrete pavement 0.014 Rough impervious surface 0.015 Smooth bare packed soil 0.017 Moderate bare packed soil 0.025 Rough bare packed soil 0.032 Gravel soil 0.025 Mowed poor grass 0.030 Average grass, closely clipped sod 0.040 Pasture 0.040 Timberland 0.060 Dense grass 0.060 Shrubs and bushes 0.080 Land Use Business 0.014 Semi business 0.022 Industrial 0.020 Dense residential 0.025 Suburban residential 0.030 Parks and lawns 0.040 1Content summarized from Improving Accuracy in Continuous Simulation Modeling: Guidance for Selecting Pervious Overland Flow Manning's n Values in the San Diego Region (TRWE, 2016). WATERSHED, FLOODPLAIN e? STORM WATER MANAGEMENT · RIVE R RESTORATION · FLOOD FACILITIES DESIGN · SEDIMENT e? EROSION 122 CI VI C CEN TER D RIVE, SUITE 206, VI STA CA 92084 · 7 60-414 -9212 · TRWENGINEERING.CO M LID Usage Editor Control Name IMP_1-1 Number of Replicate Units ['.] LID Occupies Full Subcatchmenl Area of Each UnK (sq ft or sq m) 2488 % of Subcatchrnent Occupied 100.0 Top Width of Overland Flow o Surface of Each Unit (ft or m) % Initially Saturated 0 % of Impervious Area Treated 100 . - UD Usage Editor . ~---,,'f. Control Name IMP_3·1 Number of Replicate Units [] LID Occupies Full Subcatcrroent Area of Each Unit (sq ft or sq m) 1733 % of Subcatcrroent Occupied 100.0 Top Width of Overland Flow o Surface of Each Unit (ft or m) % Initially Saturated 0 % of Impervious Area Treated 1 00 UD Usage Edit°' Control Name IMP_5-1 Number ol Replicate Units D LID Occupies Full Subcatcrroent Area of Each Unit (sq ft or sq m) % of Subcatchment Occupied Top Width of Overland Flow Surface of Each Unit (ft or m) % lnKially Saturated % of Impervious Area Treated 1400.02 100.0 0 0 100 UD Usage Editor Control Name IMP_2·1 Number of Replicate Units 0 LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m) 8277 % of Subcatchment Occupied 100.0 Top Width of Overland Flow 0 Surface of Each Unit (ft or m) % Initially Saturated 0 % of Impervious Area Treated 100 UD Usage Edit°' Control Name IMP_4·1 .... N 1inbe1 of Replicate Units ~ 0 LID Occupies Full Subcatchment Area of Each Unit (sq ft or sq m] 7253.00 % of Subcatchment Occupied 100.0 Top Width of Overland Flow 0 Surface of Each Unit (ft or m) % Initially Saturated 0 % of Impervious Area Treated 100 .... ~ . --- UD Control Editor ----- Control Name: IMP_1-1 LID Type: [ Bio-Retention Cell Process Layers: Surface Soil Storage Underdrain ...... ~ ...... ~-"-'-~~~-'-----~ Storage Depth 6.45 [In. 01mm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannings n) Surf ace Slope (percent) UD Control Editor Control Name: LID Type: Process Layers: Surface Soil Height [In. ormm) Void Ratio (Voids I Solids) Conductiv~y [In/hr or mm/hr) Clogging Factor 0 ~-.-*-.- ------ IMP_1·1 [ Bio-Retention Cell Storage Underdiain 12 0.67 0 0 Note: use a Conductivity of O if the LID un~ has an impermeable bottom. ------ UD Control Editor l' Control Name: IMP_1-1 LID Type: [ Bio-Reteroon Cel Process Layers: SU1face Soil Storage Underdiain Thickness 18 [in. or mm) Porosity 0.4 (volume fraction) Field Capacity 0.2 (volume fraction) Wilting Point 0.1 (volume fraction) Conductivity 5 (in/hr or mm/hr J Conductivity Slope 5 Suction Head 1.5 (in. or mm) -------- ----- UD Control Editor . . '?· Contiol Name: LID Type: Process Layers: Drain Coefficient (in/hr 01 mm/hr J Drain Exponent Drain Offset Height (in. or mm) - ---- IMP_1-1 [ B io·R etention Cell 1.4135 0.5 0 Note: use a Drain Coefficient ot O if the LID un~ has no underdrain. ,----~ • X UO Control Editor It ------------ Control Name: IMP_2·1 LID T_ype: [ Bio-Retention Cell Process Layers: Surface I Soi I St01age I Underdran l Storage Depth 19.24 (in. or mm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannings n) Surface Slope 0 (percent) UD Control Editor -------..---1'(: ---~ ---~--~-'"'--·---- Control Name: IMP_2·1 LID Type: [ B io·R etention Cell Process Layers: Surface I Soil I St01age I Underdrain I '-'-~--'------, Height 12 (in. ormm) Void Ratio 0.67 (Voids I Solids l Conductivity 0 (in/hr or mm/hr) Dogging Factor 0 Note: use a Conductivity of O if the LID unit has an impermeable bottom. UD Control Editor . ----------a.~. ----x__, . ,· Control Name: IMP_2-1 LID T_ype: [ Bio-Retention Cel ·] Process Layers: Surface I Soil I Storage I Undeidrain I Thickness 18 (in. ormm) Porosit_y 0.4 (volume fraction) Field Capacity 0.2 (volume fraction) Wilting Point 0.1 (volume fraction) Conductivity 5 (in/hr or mm/hr) Conductivity Slope 5 Suction Head 1.5 (in. ormm) .,.,-. -----~ ':' r~'J',\_;. . ------' . UD Control Editor Control Name: IMP_2·1 LID Type: [ Bio-Retention Cel Process La_yers: ,! Surface l Soil l Storage j Underdrain '------, Drain Coefficient (in/hr or mm/hr) Drain Exponent Drain Offset Height (in. or mm) 0 4249 0.5 0 Note: use a Drain Coefficient of O if the LID unit has no underdra1n. LID Control Editor Control Name: IMP_3·1 LID Type: I Bio-A etention Cell Process Layers: [,Surface_! Soil St01age Underchin ....... _ _.__-"''-'-----"----~ Storage Depth 6.33 (in. ormm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannings n) Surface Slope 0 (percent) . -,...,., UD Control Editor I • -~----_-i!M Control Name: LID Type: Process Layers: Surface Soil Height (in. or mm) Void Ratio (\I oids I S o6ds) Conductivity (in/hr or mm/hr) Clogging Factor IMP_J-1 I Bio-Retention Cell Storage U nderdr ain 12 0.67 0 0 Note: use a Conductivity o/ 0 ~ the LID unit has an impermeable bottom. .____o_K ___,] [ Cancel j ._[ _He_lp___, UD Control Editor • -~ -• X -----~ ~~ Control Name: IMP_3·1 LID Type: I Bio-Retention Cel ,r I Process Layers: Surface Soil St01age Underdrain Thickness 18 (in. or mm) Poros~y 0.4 (volume fraction) Field Capacity 0.2 ( volume fr action) Wiking Point 0.1 (volume fraction) Conductivity 5 (in/hr or mm/hr) Conductiv~y Slope 5 Suction Head 1.5 (in. ormm) .____o_K ~I [ C&'!Cel j[ ~ _He_~~ UD Control Editor !", ~v ~ ',. ,. . ---.. ,-.:.:: .. Control Name: IMP_3·1 LID Type: [ Bio-Retention Cel Process Layers: i.,...S_U1_fac_e_,_S_01_·1_..._S_t01_a.:gec....1 Underdrain ......_ ___ __ Drain Coefficient (in/hr or mm/hr) Drain Exponent Drain Offset Height (in. ormm) 1.4530 0.5 0 Note: use a Drain Coefficient of O if the LID un~ has no underdrain. .____o_K ___,j [ Car-eel j .._[ _He_~--J ------.-......, UD Control EditOf ' . ·. J,,______ __ -- - - Corool Name: IMP_4-1 LID Type: [ Bio-Retention Cell Process Layers: Surface Soi Storage Underdrai-1 Storage Depth 8.30 (in. or mm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannings n} Surface Slope 0 (percent} Control Name: IMP_4·1 LID Type: [ Bio-Retention Cell Process Layers: Surface I Soil l Storage I Underdrain I '--~~-'--~~~~~ Height 18 (in. or mm} Void Ratio 0.67 (Voids I Soids) Conductivity 0 (in/hr or mm/hr) Clogging Factor 0 Note: use a Conductivity of O ~ the LID unit has an impermeable bottom. ---- UD Control Editor ' •, II Control Name: IMP_4-1 LID Type: I B io-R etenlion Cel ·I Process Layers: Surface Soil Storage Underdrain Thickness 18 (in.or mm} Porosity 0.4 ( volume fr action J Field Capacity 0.2 (volume fraction} Wilting Point 0.1 (volume fraction) Conductivity 5 (1n/hr or mm/hr} Conductivity Slope 5 Suction Head 1.5 (in. ormm) Control Name: IMP_4-1 LID Type: [ Bio-Retention Cel Process Layers: Sllface Soil Storage Underdrain ,-~~~~~~~~ '--~~~~ Drain Coefficient (in/hr or mm/hr) Drain Exponent Drain Offset Height (in. or mm) 0.8292 0.5 0 Note: use a Drain Coefficient of O if the LID un~ has no underdrain. --. UD Control Editor -~--------- Control Name: IMP_5-1 LID Type: [ Bio-Retention Cell Process Layers: Surface Soil Storage Underd,ain Storage Depth 6.31 (in. ormm) Vegetation Volume 0.05 Fraction Surface Roughness 0 (Mannings n) Surf ace Slope 0 (percent) Control Name: IMP_5-1 LID Type: [ Bio-Retention CeU Process Layer;: Surface I Soi 1 Storage I Underdlain I ~~~~~~~~--, Height 12 (in. or mm) Void Ratio 0.67 [Voids I Solids) Conductivity 0 (in/hr or mm/hr) Clogging Factor 0 Note: use a Conductivity of O if the LID unit has an impermeable bottom. -----..,, .... UD Control Editor ---- Control Name: IMP_5-1 LID Type: I Bio-Retention Cell ·I Process Layeis: Surface Soil Storage Underd,ain Thickness 18 (in. or mm) Porosity 0.4 (volume fraction) Field Capacity 0.2 (volume fraction) \.1/rking Point 0.1 (volume fraction) Conductivity 5 (in/hr or mm/hr) Conductivity Slope 5 Suction Head 1.5 (in. or mm) -------.... -------- Control Name: IMP_5-1 LID Type: [ Bio-Retention Cel Process Layers: Surface Soil Storage Underdrain f'--~~~~~~~~ ~~~~--, Drain Coefficient (in/hr or mm/hr) Drain E><p0nent Drain Offset Height (in or mm) 0.951 3 0.5 0 Note: use a Drain Coefficient of O if the LID unit has no underdr ain. LID Control Editor: Explanation of Significant Variables Storage Depth: The storage depth variable within the SWMM model is representative of the storage volume provided beneath the lowest surface outlet within the biofiltration basin. This is the volume that can only discharge from the facility via the LID portion of the basin. In those cases where the surface storage has a variable area that is also different to the area of the gravel and amended soil, the SWMM model needs to be calibrated as the LID module will use the storage depth multiplied by the IMP area as the amount of volume stored at the surface. Let AiMP be the area of the IMP (area of amended soil and area of gravel). The proper value of the storage depth S0 to be included in the LID module can be calculated by using geometric properties of the surface volume. Let Ao be the surface area at the bottom of the surface pond, and let Ai be the surface area at the elevation of the invert of the first row of orifices (or at the invert of the riser if not surface orifices are included). Finally, let hi be the difference in elevation between Ao and Ai. By volumetric definition: A S -(Ao+Ai) h IMP ' D -2 i (1) Equation (1) allows the determination of S0 to be included as Storage Depth in the LID module. Porosity: A porosity value of 0.4 has been se lected for the model. The amended soil is to be highly sandy in content in order to have a saturated hydraulic conductivity of approximately 5 in/hr. TRWE considers such a value to be slightly high; however, in order to comply with the HMP Permit, the value recommended by the Copermittees for the porosity of amended soil is 0.4, per the City of Carlsbad BMPDM. Such porosity is equal to the porosity of the gravel per the same document. Void Ratio: The ratio of the void volume divided by the soil volume is directly related to porosity as n/(1-n). As the underdrain layer is composed of gravel, a porosity value of 0.4 has been selected (per the City of Carlsbad BMP Design Manual), which results in a void ratio of 0.4/(1-0.4) = 0.67 for the gravel detention layer. Conductivity: Due to the natural soil and geotechnical conditions existing on site, infiltration may not be a viable addition to the LID design. As the IMP's are to be lined, the conductivity value was set to Oto represent zero infiltration. Clogging factor: A clogging factor was not used (0 indicates that there is no clogging assumed within the model). The reason for this is related to the fairness of a comparison with the SDHM model and the HMP sizing tables: a clogging factor was not considered. Drain (Flow) coefficient: The flow coefficient in the SWMM Model is the coefficient needed to transform the orifice equation into a general power law equation of the form: (2) where q is the peak flow in in/hr, n is the exponent (typically 0.5 for orifice equation), Ho is the elevation of the centroid of the orifice in inches (assumed equal to the invert of the orifice for small orifices and in our design equal to O) and H is the depth of the water in inches. The general orifice equation can be expressed as: Q = !;_ C !i:_ z (H-Ho) 4 9 144 g 12 (3) where Q is the peak flow in cfs, D is the diameter in inches, c8 is the typical discharge coefficient for orifices (0.61-0.63 for thin walls and around 0.75-0.8 for thick walls), g is the acceleration of gravity in ft/s2, and H and H0 are defined above and are also used in inches in Equation (3). It is clear that: (in) X A/MP q hr 12 x 3600 = Q (cf s) (4) Cut-Off Flow: Q (cfs) and q (in/hr) are also the cutoff flow. For numerical reasons to insure the LID is full, the model uses cut-off= 1.01 Q. Drain (Flow) coefficient calculations: IIMP _1-1 IIMP _3-1 AIMP 2488.0 sq-ft AIMP 17 33 .0 sq-ft Cg 0.61 Cg 0.61 Dorif 3.25 n Dorif 2.75 i1 Aorifice 0.05761 sq-ft A orifice 0.04125 sq-ft CsWMM 1A135 CswMM 1A530 IIMP 2-1 AIMP 8277 sq-ft Cg 0.61 Dorif 3.25 h A orifice 0.05761 sq-ft CsWMM OA249 IIMP _4 -1 !IMP _5-1 AIMP 7253 sq-ft AIMP 1400 sq-ft Cg 0 .61 Cg 0.61 Dorif 4 .25 in Dorif 2 in Ao rifice 0.09852 sq-ft A orifice 0.02182 sq-ft CsWMM 0.8292 CsWMM 0.9513 Surface Detention and Discharge for IMP _1-1 Storage Unit SURF_l-1 Property Value Name SURF_1-1 X-Coordinate 554.189 Y-Coordinate 5245.793 Description Tag Inflows NO Treatment NO Invert El. 0 Max. Depth 2. 00 Initial Depth 0 Ponded Area 0 Evap. Factor Infiltration NO Storage Curve T ABU LAA Functional Curv Coefficient 1 000 Exponent 0 Constant 0 Curve Name SURF_l-1 Storage Curve Editor Curve Name SURF_1·1 Description Depth Area (ft) (ft2) 0.00 2865 2 0.08 2929 3 0.17 2993 4 0.25 3058 5 0.33 3123 6 0.42 3188 7 0.50 3254 8 0.58 3320 9 0.67 3386 l1jJ • L Outlet 1-1 Property Name Inlet Node Outlet Node Description Tag Inlet Offset Flap Gate Rating Curve Functional Curve Coefficient Exponent Value 1-1 SURF_1-1 POC-1 0 NO TABULAR/HEAD 10.0 0.5 Curve Name OUT_ 1-1 Rating Curve Editor Curve Name OUT_l-1 Description Head Outflow • (ft) (CFS) C. 0.000 0.000 2 0.042 0.105 3 0.083 0.298 4 0.125 0.548 5 0.167 0.844 6 0.208 1.179 7 0.250 1.550 8 0.292 1.953 9 0.333 2.234 ~ Surface Detention and Discharge for IMP _2-1 Storage Unit SURF _2-1 Name X-Coordinate !value SURF_2-1 239.000 Y-Coordinate 5245.858 Description Tag Inflows NO Treatment NO Invert El. 0 Max. Depth 3.5 Initial Depth 0 Ponded Area 0 Evap. Factor 1 Infiltration NO Storage Curve TABULAR Functional Curv Coefficient 1 000 Exponent 0 Constant 0 Curve Name SURF _2-1 Storage Curve Editor Curve Name SURF_2·1 Description Depth Area (ft) (ft2) 0.00 9426 2 0.08 9492 3 0.17 9558 4 0.25 9623 5 0.33 9690 6 0.42 9756 7 0.50 9822 8 0.58 9889 9 0.67 9956 ~ • --, Outlet 2-1 l@} 'Property !value I Name 2-1 Inlet Node SURF_2-1 Outlet Node POC-2 Description Tag Inlet Offset 0 Flap Gate NO Rating Curve TABULAR/HEAD Functional Curv Coefficient 10.0 Exponent 0. 5 Tabular Curve I Curve Name OUT _2-1 Rating Curve Editor Curve Name OUT_2-1 Description ~ Head Outflow (ft) (CFS) 0 0.000 0.000 2 0.083 0.005 3 0.167 0.010 4 0.250 0.012 5 0.333 0.015 6 0.417 0.017 7 0.500 0.018 8 0.583 0.020 9 0.667 0.021 Surface Detention and Discharge for IMP _3-1 Storage Unit SURF_3-1 Property Value Name SUAF_3-1 X-Coordinate 1144.938 Y-Coordinate 5262.943 Description Tag Inflows NO Treatment NO Invert El. 0 jMax. Depth !Initial Depth Ponded Area Evap. Factor Infiltration 2.00 0 0 1 NO Storage Curve TABULAR Functional Curv Coefficient 1 000 Exponent 0 Constant 0 Curve Name SUAF _3·1 Storage Curve Editor Curve Name SUAF_3-1 Description Depth Area (ft) (ft2) 0.00 1925 2 0.08 1958 3 0.17 1991 4 0.25 2024 5 0.33 2057 6 0.42 2090 7 0.50 2124 8 0.58 2157 9 0.67 2191 ~ • [J Outlet 3-1 Property Name 3-1 Inlet Node SURF_3·1 Outlet Node POC-1 Description Tag Inlet Offset 0 Flap Gate NO Rating Curve TABULAR/HEAD Functional Curv Coefficient 10. 0 Exponent 0. 5 Curve Name OUT_3·1 Rating Curve Editor Curve Name OUT_3·1 Description ~ Head Outflow • (ft) (CFS) l 0.000 0.000 2 0.042 0.105 3 0.083 0.298 4 0.125 0.548 5 0.167 0.844 6 0208 1.179 7 0250 1.550 8 0.292 1.953 9 0.333 2.234 Surface Detention and Discharge for IMP_ 4-1 Storage Unit SURF_4-1 Property Value Name SURF_4-1 X-Coordinate 542.678 Y-Coordinate 5245.793 Description -+ Tag Inflows NO Treatment NO Invert El. 0 Max. Depth 2.83 Initial Depth 0 Ponded Area 0 Evap. Factor Infiltration NO Storage Curve TABULAR Coefficient 1 ODO Exponent 0 Constant 0 Tabular Curve I Curve Name SURF_ 4-1 Storage Curve Editor J'.; t' ' ' ., Curve Name SURF_4-1 Description Depth (It) 0.00 2 0.08 3 0.17 4 0.25 5 0.33 6 0.42 7 0.50 8 0.58 9 0.67 ------ Area • (ft2) r 7799 7868 7937 8007 8076 8146 8216 8286 8356 ~ Outlet4-1 IP<,,,..,, !value 4-1 Name Inlet Node SURF_4·1 Outlet Node POC-3 Description Tag Inlet Offset 0 Flap Gate NO Rating Curve TABULAR/HEAD Functional Curv ' Coefficient 10.0 Exponent 0. 5 Curve Name OUTLET_ 4·1 ~ -- Rating Curve Editor Curve Name OUTLET _4-1 Description ~ Head Outflow ... (ft) (CFS ) r 0.000 0.000 2 0.042 0.033 3 0.083 0.093 4 0.125 0.171 5 0.167 0.264 6 0.208 0.368 7 0.250 0.484 8 0.292 0.610 9 0.333 0.746 Surface Detention and Discharge for IMP _5-1 Storage Unit SURF _5-1 [iJ Outlet 5-1 Property Value Property Value Name SURF_5·1 Name 5-1 X-Coordinate 1141.247 Inlet Node SURF_5·1 Y·Coordinate 5251.991 Outlet Node POC-3 Description Description Tag Tag Inflows NO Inlet Offset 0 Treatment NO Flap Gate NO Invert El. 0 Rating Curve TABULAR/HEAD Max. Depth 2 Functional Curv -- Initial Depth 0 Coefficient 10.0 Ponded Area 0 Exponent 0. 5 Evap. Factor Infiltration NO Curve Name OUTLET _5·1 Storage Curve TABULAR Functional Curv Coefficient 1 000 Exponent 0 Constant 0 Curve Name SURF_5·1 Storage Curve Editor Rating Curve Editor Curve Name Curve Name SURF_5·1 OUTLET_5-1 Description Description ~ ~ Depth Area • Head Outflow • [ft) (ft2) D (It) [CFS) D 0.00 1548 0.000 0.000 2 0.08 1573 2 0.042 0.079 3 0.17 1599 3 0.083 0.224 4 0.25 1624 4 0.125 0.411 5 0.33 1650 5 0.167 0.633 6 0.42 1676 6 0.208 0.884 7 0.50 1702 7 0.250 1.163 8 0.58 1729 8 0.292 1.465 9 0.67 1755 9 0.333 1.790 ATTACHMENT 8 Soil Map 33" 6'5l"N 33" 6' 16"N Hydrologic Soil Group-San Diego County Area, California (Poinsettia 61) N A 474000 474100 474200 474300 474000 474100 474200 474300 Map Scale: 1:5,270 if pnnted on A portrait (8.5" x 11") sheet -----===== .... ---------=======::==,Meters 0 50 100 200 300 474400 474400 --------=======----------------=============::==,Feet 0 250 500 1000 1500 Map projectjon: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone llN WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey .iiililii Conservation Service 474500 474500 474600 474600 474700 3: ~ :9 4/13/2015 Page 1 of 4 33" 6"51"N 33" 6"16"N Hydrologic Soil Group-San Diego County Area, California (Poinsettia 61 ) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons D A D AID D B D BID D C D CID D o D Not rated or not available Soil Rating Lines A AID -, B _, BID ,.., C CID -, D ,. ,, Not rated or not available Soll Rating Points El A • AID • B • BID USDA Natural Resources -e Conservation Service a C 13 CID • D C Not rated or not available Water Features Streams and Canals Transportation t++ Rails _,,, Interstate Highways _,,, US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Coopera_!ive Sq!I Su_iVey The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 8, Sep 17, 2014 Soil map units are labeled (as space allows)for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Data not available. The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 4/13/2015 Page 2 of 4 ---.. -.. --.. .. -.. .. .. -.. - .. • ... • .. ... ... .. ... .. • ... .. ... .. -.. .. Hydrologic Soil Group-San Diego County Area, California Poinsettia 61 Hydrologic Soil Group Hydrologlc Soll Group-Summary by Map Unit -San Diego County Area, California (CA638) Map unit symbol Map unit name RaUng CfD2 Chesterton fine sandy D loam, 9 to 15 percent slopes, era ded CsB Corralitos loamy sand, 0 A to 5 percent slopes CsC Corralitos loamy sand, 5 A to 9 percent slopes HrC Huerhuero loam, 2 to 9 D percent slopes LvF3 Loamy alluvial land-D Huerhuero complex, 9 to 50 percent slopes, severely eroded Totals for Area of Interest Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey Acrea lnAOI 0.7 4.1 3.8 5.3 82.5 96.4 Percant of ADI 0.7% 4.3% 3.9% 5.So/1;1 85.6% 100.0% 4/13/2015 Page 3 of 4 Hydrologic Soil Group-San Diego County Area, California Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey Poinsettia 61 4/13/2015 Page 4 of 4 • • -• -• -• -• --.. ---.. --.. •· .. .. -.. -.. ---.. -• -.. .. ... .. .. .. -.. .. -.. .. -.. .. - "' -.. -.. .. .. .. .. .. -.. .. -.. .. .. .. -.. - ATIACHMENT9 Summary Files from the SWMM Model Pre-Dev Output (POC-1) EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build S.0.022) NOTE: The summary statistics displayed in this report o.re based on results found at every computational time step, not just on results from each repOl'."ting time step. Analysis Options Flow Units . ... ... .... CFS Process Models: Rainfall/Runoff ........ YES Snowme 1 t . . . . . . . . . . . . . . . NO Groundwater ............ NO flow Routing . . . • . • . . NO Water Quality .......... NO Infiltration Method ..... . Starting Date ........... . Ending Date ••.•.........• Antecedent Ory Days ..... . GREEN_AMPT AUG-28-1951 05:00:00 MAY-23-2008 23: 00: 00 0.0 Report Time Step ........ . Wet Time Step Dry Time Step R!)r.of[ Quantity Continuity Total Precipitation ..... . Evaporatior Loss ........ . Infiltration Loss ....... . Surface Runo'.:f Final Surface Storage ... Continuity Error I ) Flow Routing Continuity Dry Weather Inflow We( Weather Inflow ...... . Groundwater Inf:ow ...... . RDII inflow 1-:xternal C:iflovi ......... . Excerna~ Outtlow ........ . :nt_ernal 0·0-:.fl:Jw ...•..... Storage Losses ....•...... Ini":.:a:.. Stored Volume .... Final Stored Volume Continuity Error (,' Subcat.chment Runoff Summary 01:00:00 00:15:00 04:00:00 Volume acre-feet 648.812 16.536 534 .142 1 08. E,4 2 0. OO'.) -1.650 Volume acre-feet 0. 000 :oa.542 0. 000 0. 0 00 0.000 :..oS.842 0. 0 IJQ C.000 :J. 00:J 0. 0 00 0.000 Total Precip Total Runon Subca t chment "" '" DMA l 675.26 0.00 SWMM5 Depth '. r.cr.es 675.260 1 7 . 2: 0 555.915 113.278 0.000 0.000 35.~68 0.000 o.ooc 0.000 3-'i. 4 68 0. 0 cc 0. 000 0.000 0. 0 oc Tota~ Evap in 17.21 Tot.al Inf i l 1 r1 555.92 Tota~ Runoff '" l 13.28 Total Runoff 10~6 ga~ J 5. 4 7 Peak Runoff Ronoft Coe ff Ci-'S 12. ';, 6 0. J. 68 Page 1 --.. • -----• -• -• -• ---.. ., .. .. .. .. .. .. .. -.. -• -• ---- .. -- .. --------• - ---• -.. -.... --.. .. ---.. ----- Post-Dev Output (POC-1) EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) *****************************************************'*** NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. **************** Analysis Options Flow Units .......... CFS Process Models: Rainfall/Runoff ... YES Snowmel t ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ......•. NO Water Quality NO Infiltration Method ...... GREEN AMPT Flow Routing Method ...... KINWAVE Starting Date ........... . Ending Date Antecedent Dry Days AUG-28-1951 05:00:00 MAY-23-2008 23:00:00 0.0 Report Time Step ........ . Wet Time Step ........... . Dry Time Step ........... . 01 :00::JO 00:15:00 04:00:00 Routing Time Step ........ 60.00 sec WARNING 0 4 : minimum elevation drop used foe Condu1 t BYPASS - WARNING 04 : minimum elevation drop used foe Conduit DllM 1-1 WARNING 04: minimum elevation WARNING 04: minimum elevation Runoff Quantity Contir.uity ··············*******••••• Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continuity Srror (1) ••••• Flow Routing Contjnuity Dry Weather Inflow Wet Weather Inflow ...... . Groundwater Inflow ...... . RDII Inflow External Inflow ......... . External Outflow ........ . Internal Outflow ........ . Storage Losses Initial Stored Volume .. . Final Stored volume ..... . Continuity Error (• I drop used drop used Volume acre-feet 469.356 32.525 273.758 ]69.622 0. 0 J 5 -1 . 3 98 Volume acre-feet 0.000 169.618 0.000 0.000 0. 000 ]69.580 0. 000 0. 01 7 0.000 0.000 0.012 foe foe Highest Flow Instability Indexes All links are stable. **' *******•*• *** ******* ** Routing Time Step Summary **** *** *********• **** *** * Minimum Time Step Average Time Step Maximum Time Step Percent in Steady State Average Iterations per Step S·.Jbcatchment Runoff Summary SWMM5 60.00 sec 60.00 sec 60.00 eec 0.00 1. 00 - Conduit BY FASS Conduit DUM Depth inches 675 .260 46.793 393. 8:14 244.035 0.022 vo.:.ume 10"6 gal 0 . 0 0 0 55.273 Cl. 0 00 0.000 :J. 000 ~)5.260 0.000 0.006 0. 000 0.000 3-1 - 1-l 3-1 Page 1 Subcatchment DMA 1-1 OMA 3-1 OMA 1-BYPASS IMP 1-1 IMP 3-1 Total Precip rn 675.26 675.26 675.26 675.26 675.26 LID Performance Summary *********************** Subcatchment Node Depth Summary Node POC-1 DIV_l-1 DIV 3-1 SURF 1-1 SURF 3-1 LID Control Type OUTFALL DIVIDER DlVIDER STORAGE STORAGE Node Inflow Sumrnary Node Type POC-1 OUTFALL DlV 1-1 DIVIDER DIV 3-1 DIVIDER SURF 1-1 STORAGE -SURF 3-1 STORAGE - Node Surcharge summary Post-Dev Output (POC-1) Total Ru non in 0.00 0.00 0.00 15852.08 15004 .11 Total Inflow rn 16527. 34 15679.37 Total Evap io 66.50 SB. 96 13.55 931.59 912.68 Evap Loss ,n 931.63 912.71 Average Depth Feet Maximum Maximum Depth HGL Feet Feet 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.36 0.36 0.00 0.27 0.27 Maximum Maxlrr.um Lateral Total ':' i me of Tot.al In fi 1 in 208.57 250. 84 545.54 0.00 0.00 Infil Loss rn 0.00 0.00 Total Runoff in 409.88 375.90 120.51 15817.17 14984.47 Surface Outflow en 1957 .87 2105.82 Time of Max Occurrence days hr:min 0 00:00 0 00:00 0 00:00 l 885 7 12: 14 18857 12:00 Lateral Max Inflow Inflow Inflow Occ~rrence Volume cr·s CFS days hr :min l 0'"6 gal 4. 8 3 9. 32 18 8 5 ·1 ~ 2: 00 l 4. 55 l 2.65 2.65 18 8 5 7 12: 00 7 4 . '.! 3 0 1 . 90 l. 90 18857 l 2: 0 0 :o.187 0.00 2. 38 ";.8857 12: 00 0.000 c.oo l . 7 l 18857 12:00 0.000 Total Runoff 10"6 gal 24.59 16. 21 14 . S 5 2 4. S 3 1 6. 19 Drain Outflow in 13859.98 12879.12 Total Inflow Volume 1 0 ~ 6 gal 55.256 24.S30 J 6. J 87 2. 4 4 3 1.788 Peak Runoff Runoff CFS 2.59 1 . 8 6 4 • 8 3 2.65 1.90 In it. SLorage rn 0.00 0.00 Coe ff 0.607 0.557 0. 178 0.957 0.956 final Storage io 0.99 0.84 Surcharging occurs wher. water rises above the top of the highest conduit. Node Type DIV 1-1 DIVIDER DIV 3-1 DIVIDER SURF ~ -1 STORAGE -SURF 3-1 STORAGE - Node Flooding Summary No nodes were flocded. Storage Volume Summary Average SWMM5 Hours Surcharged 497370.02 497370.0L 497370.02 4g7J70.02 E&I Max. Height Above Crown Feet 0.000 0. 000 0. 35 7 0.266 Maxirnurr, Mir .• Clepth Below Rim feet 0.000 0.000 1.643 l. 7 34 Max Time of Max Maximum Pent. Error -1. 35 -1 . 4 0 Page 2 -• • • -• -• - -• -• ----------------------- -.. -.. ... -----.. -... -.. .. --.. -.. -.. ---.. ... -• ------ Storage Unit SURF_l-1 SURF 3-1 Volume 1000 ft3 0.000 0.000 Post-Dev Output (POC-1) Pent Pent rul 1 Loss 0 0 0 Vo.i. ume 1000 ft3 1.073 0.527 Pent Full 15 11 Occurrence days hr:min 18857 12:13 18857 11:56 Outfall Loading Summary Outfall Node POC-1 System Link Flow Summary Link BYPASS 1-1 OUM 1-1 BYPASS 3-1 -OUM 3-1 1-1 3-1 Flow Freq. Pent. 2. 5 9 2.59 Type DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY Avg. Flow CFS 0. 16 0. 16 Maximum I Fl owl CFS 2.:38 0. 26 J • 71 0. 19 2.36 l. 71 Max. flow CFS Total Volume 10~6 gal 9.32 9.32 Time of Max Occurrence days hr:min J 88 5 7 12:00 141 06: 35 18857 12:00 2351 22:C2 18857 12: 14 18857 12:00 55.256 55.256 Maximum IVelocl ft/sec Max/ Fu 11 Flow Max/ Full Depth Conduit Surcharge Summary Conduit BYPASS 1-1 OUM 1-1 BYPASS 3-1 -DUM 3-1 - SWMMS ---------Hours Full-------- Both Ends Upstream Onstream O. OJ 0.01 Q.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 C. 0 J 0.01 Hours Hours Above Full Capacity Normal Flow Limited 497370.02 0.01 497370 .02 0.01 497370.02 0. 0 l ~97370.02 0.01 Outflow CFS 2.36 1 . 71 Page 3 Pre-Dev Output (POC-2) EPA STORM WATER MANAGEMENT MODEL -VERSION 5. 0 (Build 5. 0. 02 2) ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. Analysis Options **************** Flow Units .••.••.•..•..•. CFS Process Models: Rainfall/Runoff ....... . Snowrnelt Groundwater ........... . Flow Routing .......... . Water Quality ......... . Infiltration Method Starting Date ........... . Ending Date ......... , ... . Antecedent Dry Days ..... . Report Time Step ........ . Wet Time Step Dry Time Step ........... . Runoff Quantity Continuity Total Precipitation ..... . Evaporation ~oss ........ . Infiltration Loss ....... . Surface Rur,off .......... . Final Surtace Storage ... . Continuity Error (;) YES NO NO NO NO GREEN AMPT AUG-28-lg51 05:00:00 MAY-23-2008 23:00:00 0. 0 01:00:00 00:15:00 04:00:00 Volume acre-feet 402.230 : 4. 69"/ 304 .936 91. 51 ·1 0. 00:J -2.218 Depth inches 675.26:J 24.674 511.924 153.638 0.000 Flow Routing Continuity volume acre-feet Volume 10"6 gal Dry Weather Inflow Wet Weather Inflow ...... . Groundwater Inf.i.ow ...... . RD] 1 Intlo•d E:xternal Inflow ......... . External OLltflow ...... . Internal o..i:.flow ........ . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error I ) ··········****•****. *** * ••• Subcalchment Runoff Summary Subcatchment DMA 2 SWMM5 Total rrecip in 675.26 0. 000 91.517 ~!. 000 0. 0::JC 0.000 91.517 0. 0 Cl'.J 0.000 C. 0 00 0. 000 0. 0 :JO Total Ru non rn 0.00 0.000 29.822 0.000 0.00G 0.000 29.822 0.000 0. ooc, 0.000 0.000 Total Evap '" 2 4 • 6 7 Total Ir.fil io 511 . 92 Total Runoff 153.64 Total Runoff l:J~6 gal 29.82 Feak Runoff Runoff Coe ff CFS 8.03 0. 228 Page 1 -- • • -• -• -• -• -• -• ., • ---• ., -------., --• -• -- ------------------- -------.. ---------- Post-Dev Output (POC-2) EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) *****************************************••·············· NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. Analysis Options Flow Units • . • • • • • • . . CFS Process Models: Rainfall/Runoff ........ YES Snowmel t ......... , ..... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ... , .. GREEN AMPT Flow Routing Method ...... KINWAVE Starting Date ............ AUG-28-1951 05:00:00 Ending Date .............. MAY-23-2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 Routing Time Step ........ 60.00 sec WARNING 04: minimum elevation drop used for Conduit BYPASS 2-1 WARNING 04: minimum elevation drop used for Conduit DUM_2-l Runoff Quantity Continuity Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . final Surface Storage ... . Contin,__;ity Error (7) Flow Routing Continuity Dry Weather Inflow Wet Weather Intlow ...... . Groundwater Inflow ...... . ROI I Inflow External Inflow ......... . External Outflow Internal Outflow ........ . Storage ~asses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (~) Volume acre-feet 593.104 69 .068 197.862 336.634 0.037 -1. 770 Volume aCt'e-feet 0.000 336.616 0.000 0.000 0.000 334 .080 0.000 2.503 0.000 0.000 0.010 Highest Flow Instclbil ity Indexes All links are stahle. Routing Time Step Summary Minimum Time Step Average Time Step Maximuw Time Step Percent in Steady State Average Iterations per Step Subcatchment Runoff Surrunary SWMM5 To'.:al Precip 60.00 sec 60.00 sec 60.00 sec 0.00 l. 00 Total Run on Depth inches 675.260 78.635 225.270 383 .264 0. 04 3 Vo!cime 10"6 gal 0.000 109. 691 0.000 0.000 0.000 '..08 .865 0.000 0 . 816 0.000 a. o o o Total Evap Total Inf i l Total Runoff Total Runoff Peak Runoff Runoff Coe ff Page 1 S1Jbcatchment OMA 2-1 DMA_2-BYPASS IMP 2-1 675.26 675.26 675.26 LID Performance Summary '*****'**************** Subcatchment IMP 2-1 Node Depth Summary ****************** Node POC-2 DIV_2-1 SIJRF 2-1 LID Control IMP 2-1 Type OUTFALL DIVIDER STORAGE Node Inflow Surr.mary Node POC-2 o:v_2-1 S0RF_2-1 Type OUTFALL DIVIDER STORAGE Node Surcharge Summary Post-Dev Output (POC-2) 0.00 o.oo 19915.27 Total Inf low io 69.55 22.89 956.48 Evap Loss in 185.48 4 7 7. 1 2 o.oo Infil Loss '" 430.47 180.58 19777.92 Surface outflow ,n 102.75 7.64 102.04 Drain outflow in 20590.53 956.51 0.00 3001.19 16777.47 Average Depth Feet 0.00 o.oo 0.02 Maximum -;..,ateral Inflow CFS l . 7 8 ~0.59 0.00 Maximum Depth Feet 0.00 0.00 2.80 Maximum Total Maximum HGL Feet 0.00 0.00 2.80 Time of Time of Max Occurrence days hr:min 0 00:00 0 00:00 15835 16:22 Lateral Max Inflow Inflow Occurrence Volume CFS days 7.70 15835 10.59 18857 10.33 :ee:)7 hr:mi:1 16: 0 0 12: 00 12: co 1 OA 6 gal -, . 64 4 102.039 0.000 Total Inflow Volume 10A6 gal 108.857 102.039 16.661 CFS 10.37 1. 7 8 10.59 I nit. Storage rn 0.00 Surcharq'.ng occ·..irs when wai:.er ric;es above the top of the highest cor.dl,.;it. Node o:v_2-1 S:JRF' 2-1 Node flooding Summary Type DIVIDER STORAGE No nodes were flooded. Storage Volume Summary Storage '.JniC STJRF 2-1 Average Volume 1000 ft3 0. J 52 0'Jtfal 1 ;_,oadi.ng Summary SWMM5 Flow Freq. Mour s Surcharged 497370.02 49737:J.02 E&I Avg Pent Fu 11 Pent Loss 0 Max. Height Above C::own Feet. MaximurF Volume 1000 ft3 29.514 Avg. Flow Max. F'l ow Totai Vo1ume JV.in. Depth Below Rim Feet 0. 00() 0. 7 04 Max Pent Fu l ~ 78 Time o:" Max Occur ren:::e days hr :rr.in 15835 16:2: Maximum Oulflow CFS 6.37 0.637 0.267 0.961 Final Storage io 1 . 2 0 Pent. Error -0. 71 Page2 .. .. .. -• -• ---• -• ---• -------------• ------- -- -- --.. - --- -.. -.. -.. ----- --------- Post-Dev Output (POC-2) Outfall Node POC-2 System Link Flow Summary Link BYPASS 2-1 OUM 2-1 2-1 Pent. 7.29 7.29 Type DUMMY DUMMY DUMMY ************************* Conduit Surcharge Summary ************************* CFS 0. 11 0. 11 Maximum I Flow I ccs CFS 7.70 7.70 Time of Max Occurrence days hr:min 10.33 18857 12:00 0.26 141 06:36 6.37 15835 16:22 Conduit ---------Hours Full-------- Both 8nds Upstream Dnstream BYPASS_2-1 DUM 2-1 SWMM5 0.01 0.01 0.01 0.01 0.01 0.01 108.857 108.857 Maximum IVelocl ft/sec Max/ Fu 11 flow Max/ Full Depth Hours Hours Above Full Capacity Normal Flo1-.' Limited 497370.02 497370.02 0.01 0.01 Page 3 Pre-Dev Output (POC-3) EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. **************** Analysis Options **************** Flow Units ..... . Process Models: Rainfall/Runoff Snowmelt Groundwater ........... . Flow Routing .......... . Water Quality .. Infiltration Method ..... . Starting Date ......... , .. Ending Date .••..•••...... Antecedent Dry Days ..... . Report Time Step ........ . Wet Time Step Dry Time Step .. ************************** Runoff Quantity Continuity Total Precipitation ..... . Evaporatio~ Loss ........ . Infiltration Loss ....... . s~rface Runoff .......... . final Surface Storage .. Continuity Error (.) flow Routing Continc:ily ••• * * •••• * ** ...... * * * * ** *. *. Dry Weather Inflow Wet Weather Inflow ...... . Gro,..indwater Inflow ... . RDII Inflow ~xternal !nflow ........ . External Outflow ........ . Internal O~tflow ... . Storage Losses .......... . Initial Stored Volume ... . final Stored Volume ..... . Continuity Error (') CFS YES NO NO NO NO GREEN AMPT AUG-28-1951 05:00:00 MAY-23-2008 23:00:00 0.0 01:00:00 00:15:00 04:00:CO Volume acre-feet 1934.226 70.660 1466.176 440.342 0. 000 -2.221 Depth inches 675.260 24.668 511.859 153.72E U.000 Volume acre-feet Volume 10"6 gal 0.000 440. "l42 0.000 0. 000 0.000 440.342 0.000 C.000 0. 0 00 a.coo 0.000 0.000 ]43.492 0.000 0.000 o.ooc :43.492 0.000 0.000 0. 000 o.ooc * * * * * * ........... * * ••• * ..... ** *. Subcatchment Runoff Summary -------------------------------------------------------------------------------------------------------- Subcatchment Total Prec1p rn Total Ru non ic Total Evap ic Total lntil Totai Runo[[ 1 fl Total Runoff 10A6 gal Peak Runoff Runoff Coe ff CFS -------------------------------------------------------------------------------------------------------- DMA 3 675.26 0.00 2 4 . 6 7 5 J 1. 8 6 l '.)3. 7 3 143.48 38.61 0. 22 8 SWMM5 -• ---• -• -----• -• -----• -• -• -• -• -• -• -• -Page 1 - .. .. ---.. ----.. .. ---.. .. ... -.. .. -- -... -.. -.. -.. .. .. - .. .. Post-Dev Output (POC-3) EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. Analysis Options Flow Uni ts ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmel t ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality . . . . NO Infiltration Method ....•. GREEN_AMPT Flow Routing Method ...... KINWAVE Starting Date ............ AUG-28-1951 05:00:00 Ending Date .............. MAY-23-2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 Routing Time Step ........ 60.00 sec WARNING 04 : minimum elevation WARNING 04: min1mi.:m elevation WARNING 04: minimum elevation WARNING 04 : minimum elevation Runoff Quantity Continuity Total Precipitation ..... . Evaporation Loss Infiltration Loss .. Surface Runoff .......... . Final Surface Storage .. C:ontinuity Error (1,) Flow Routing Continuity Dry Weather Inflo~ Wet Weather Inflow Groundwater Inflow RDII Inflow External Inflow ......... . External Outflow ........ . Internal Outflow Storage Losses .......... . Initial Stored Volume .. . Final Stored Volume Continuicy Error ('' I drop used droF used drop used drop used Volume acre-feet 2024.747 104.674 1299.933 642.689 0. 03 4 -1 . 115 Volume acre-feet 0.000 642.685 0.000 0. 00 0 0.000 642.461 0.000 0.162 0.000 0.000 0.010 Highest Flow Instability Indexes All links are stable. Routing Time Step Summary foe foe foe foe Minimum Time Step 60.00 sec Average Time Step Maximum Time Step Percent in Steady State Average Iterations per Step Subcatc:hment Runoff Summary SWMM5 60.00 sec 60.00 sec 0.00 1 . 00 Conduit BYPASS Conduit OUM 4-1 - Conduit BYPASS Conduit OUM Deplh inches 675.260 34.909 433.532 214.339 0.011 Volume 10~6 gal 0.000 209.428 o.ooc 0.000 0 . 000 209.355 0.000 C.053 0. o O 0 0.000 5-1 4-1 5-1 Page 1 Subcatchment DMA 4-1 DMA 5-1 DMA_3-BYPASS IMP 4-1 IMP 5-1 DMA 3-BYPASS-S Total Precip in 675.26 675.26 675.26 675.26 675.26 675.26 LID Performance Summary Subcatchment IMP_4-l IMP 5-1 Node Depth Summary Node LID Control IMP_4-1 IMP 5-1 Type Post-Dev Output (POC-3) Total Run on in 0.00 0.00 0.00 17616.50 21656.96 0.00 Total Inflow in 18291. 76 22332.22 Average Depth Feet- Maximum Depth Feet Total Evap in 59.95 82.20 l B. 2.5 930.55 962.30 22, 4 8 Evap Loss ,n Total Inf i l rn 246.98 107.07 509.63 0.00 0.00 4 71. CJD Inf i 1 Loss ic Total Runoff in 377.42 497.54 152.35 17590.98 21638.81 191.42 Surface Outflow rn Total Runoff 10A6 gal 79.65 18. 90 106.54 79.53 18. 88 4.46 Drain Outflow ,n 930.58 962.33 0.00 0.00 2753.95 14837.68 3796.02 17843.56 Maximum Time of Max HGL Occurrence Feel days hr :min --------------------------------------------------------------------- POC-3 OUTFALL DIV 4-1 DIVIDER - DIV 5-1 DIVIDER SURF 4-1 STORAGE - SURF 5-1 STORAGE Node Inflow Summary Node Type POC-3 OUTFALL DIV 4-1 DIVIDER DIV 5-1 DIVIDER SURF 4-1 STORAGE S•,;RF 5-1 STORAGE Node Surcharge Summary ********************** 0.00 0.00 0.00 0.00 0.00 0. 0 0 0.00 1. 56 0.00 0.31 Maximum Maximc:rn Lateral Total Inflow Inflow crs CFS 29.91 38.36 9.:9 9. 19 1.70 l . 7 :J :J. 00 8.63 0.00 '.. 60 0.00 0 00:00 0.00 0 00: 0 0 0.00 0 00:00 1 . 5 6 18 85 7 12:20 0. 31 18857 11: 55 Lateral Time of Max ; nf; ow Occurrer,c';' Volume days hr:min 10"6 gal 18 8 5 7 12:00 110.997 :3857 12: 00 79.532 : 8 8 5 7 12:00 l 8. 8 8 4 : 8 8 5 7 12: J 0 0.000 l 8 8 5 7 12: JO 0.000 Surcharging occurs when water rises above the top of the highest conduit. Node DTV_4-1 DIV S-1 SURF 4-1 SURF 5-1 :,;Jode Flooding Summary Type DIVIDER DIVIDER STORAGE STORAGE No nodes werrc flooded. Storage Volume Summary SWMM5 Hour:-s Surcharged 497370.02 497370.02 497370.02 49737C.C2 Max. Height Above Crown Feet 0.000 0.000 1 . 5 5 7 0.309 Min. Depth Below Rim Feet 0. 0 0 0 0.000 1 . 27 3 1 . 691 Tota 1 Inflow Volume 1 0 ~ 6 gal 209.340 79.532 18.884 11.477 3.094 Peak Runoff Runoff Coe ff CFS 9. 10 1 . 66 28.93 9. 19 1 . 7 0 0.98 Init. Storage rn 0.00 0.00 0.559 0.737 0.226 0.962 0.969 0.283 final Storage in 0.97 1. 4 2 Pent. Err:-or -1. 27 -1.21 Page 2 .. -.. • -----• -• -• -• -• -• -• -• ---- • .. -.. --.. .. -.. ---.. .. -.. --.. ... - -... .. ... .. -.. ------------ .. ---- Storage Unit SURF_4-1 SURf 5-1 Average Volume 1000 ft3 0.004 0.000 Post-Dev Output (POC-3) Avg E&I Pent Pent Full Loss 0 0 0 0 Maximum Volume 1000 ft3 13. 1 72 0. 4 93 Max Pent Fu 11 52 13 Time of Max Occurrence days hr:min 18857 12:19 18857 11: 54 Outfall Loading Summary Outfall Node POC-3 System Link Flow Summary ******************** Link BYPASS 4-1 DOM 4-1 -BYPASS 5-1 OUM 5-1 4-1 5-1 Flow Freq. Pent. 2.78 2.78 Type DUMMY DUMMY DUMMY DUMMY DUMMY DUMMY Avg. Flow CFS 0.56 0.56 Maximum I Flow I CF'S 8.63 0.56 1.60 0.10 7.S3 1. 60 Max. flow CFS Total Volume 10~5 gal 38. 3 6 38.36 Time of Max Occurrence days hr·:min 18 8 5 7 12:0C 18857 11 : 4 3 188 ') 7 12:00 14) 0 6: 22 188 5 7 12 ; 20 188 5 7 11:55 209.340 209.340 Maximum IVelocl ft/sec Max/ Full Flow Max/ Full Depth Conduit Surcharge Summary Conduit RY PASS 4-1 -OUM 4-1 BYPASS 5-1 DOM 5-1 SWMMS ---------Hours Full-------- Bolh Ends Upstream Dnst.ream 0. 01 0.01 0.01 0. 0 1 C. :J 1 0. 01 . 01 0. '.) J 0.01 0.01 0.01 0.01 Hours Hours Above Full Capacity Normal Flow Limited 497370.02 0.01 497370.02 0.01 497370.02 0.01 ~97370.02 C.01 Maximum Outflow ccs 7.53 1. 60 Page 3 ATTACHMENT 10 Drawdown Calculations -• -• -• -• -• -• -• -• -• ---• ------ • --• -• -• -• TORY R. WALKER ENGINEERING Project Name ...... . Project No ............ . POINSITTIA 349-11 8/09/2017 RELIABL E SOLUTION S IN WATE R RE SO URCES Date ...................... . Orawdown Calculation for IMP _1-1 {POC-1) Total Drawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (ft) 0.50 0.42 0.33 0.25 0.17 0.08 0.00 0.8 hours 3.25 in 0.61 1.50 ft 1.00 ft Volume (cf) Clo,1flce ( cfs) 1338 0.477 1102 0.470 871 0.463 645 0.456 425 0.449 210 0.441 0 0.434 Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the lowest surface discharge opening in the basin outlet structure. ~T (hr) Total Time {hr) 0.000 0.0 0.138 0.1 0.137 0.3 0.136 0.4 0.135 0.5 0.134 0.7 0.133 0.8 TORY R. WALKER ENGINEERING Project Name ..... .. Project No ............ . POINSETIIA 349-11 8/09/2017 RELIABLE SOLUTIONS IN WATER RESOURCES Date ...................... . Drawdown Calculation for IMP _2-1 (POC-2) Total Drawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (ft) 2.50 2.42 2.33 2.25 2.17 2.08 2.00 1.92 1.83 1.75 1.67 1.58 1.50 1.42 1.33 1.25 1.17 1.08 1.00 0.92 0.83 0.75 0.67 0.58 0.50 0.42 0.33 0.25 0.17 0.08 0.00 12.1 hours 3.25 in 0.61 1.50 ft 1.00 ft Volume (cf) 23094 22244 21401 20563 19730 18903 18082 17266 16456 15651 14852 14059 13270 12487 11710 10938 10172 9411 8655 7904 7159 6420 5685 4956 4232 3514 2801 2093 1390 692 0 Clorlflce ( cfs) 0.622 0.617 0.611 0.606 0.600 0.595 0.589 0.584 0.578 0.572 0.566 0.560 0.554 0.548 0.542 0.536 0.530 0.524 0.517 0.511 0.504 0.498 0.491 0.484 0.477 0.470 0.463 0.456 0.449 0.441 0.434 Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the slot orifice in the basin outlet structure. Discharge is calcu lated based on underdrain orifice only. The 1.0" orifice in the riser structure is ignored (conservative). ~T (hr) Total Time (hr) 0.000 0.0 0.381 0.4 0.382 0.8 0.383 1.1 0.383 1.5 0.384 1.9 0.385 2.3 0.386 2.7 0.388 3.1 0.389 3.5 0.390 3.9 0.391 4.2 0.393 4.6 0.394 5.0 0.396 5.4 0.398 5.8 0.399 6.2 0.401 6.6 0.403 7.0 0.405 7.4 0.408 7.8 0.410 8.3 0.413 8.7 0.415 9.1 0.418 9.5 0.421 9.9 0.424 10.3 0.428 10.8 0.432 11.2 0.435 11.6 0.440 12.1 TORY R. WALKER ENGINEERING Project Name ...... . Project No ............ . POINSETIIA 349-11 8/09/2017 RELIABLE S O LUTION S IN WATER RESOURCES Date ...................... . Drawdown Calculation for IMP _3-1 (POC-1) Total Drawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (ft) 0.50 0.42 0.33 0.25 0.17 0.08 0.00 0.8 hours 2.75 in 0.61 1.50 ft 1.00 ft Volume (cf) Clo,111ce ( cfs) 914 0.343 755 0.338 599 0.333 445 0.328 294 0.323 146 0.317 0 0.312 Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the lowest surface discharge opening in the basin outlet structure. C.T (hr) Total Time (hr) 0.000 0.0 0.130 0.1 0.129 0.3 0.129 0.4 0.129 0.5 0.129 0.6 0.129 0.8 I ' ' ._ TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES Project Name ...... . Project No ............ . Date ...................... . POINSETIIA 349-11 8/09/2017 Drawdown Calculation for IMP 4-1 (POC-3) Total Drawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (ft) 0.67 0.58 0.50 0.42 0.33 0.25 0.17 0.08 0.00 1.6 hours 4.25 in 0.61 1.50 ft 1.50 ft Volume (cf) Clo,;11ce ( cfs) 5017 0.901 4370 0.890 3728 0.879 3093 0.868 2463 0.856 1839 0.845 1220 0.834 607 0.822 0 0.810 Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the lowest surface discharge opening in the basin outlet structure. dT (hr) Total Time (hr) 0.000 0.0 0.201 0.2 0.202 0.4 0.202 0.6 0.203 0.8 0.204 1.0 0.205 1.2 0.206 1.4 0.207 1.6 TORY R. WALKER ENGINEERING Project Name ...... . Project No ............ . POINSETTIA 349-11 8/09/2017 RELIABLE SOLUTIONS IN WATER RE SOURCES Date ...................... . Drawdown Calculation for IMP 5-1 (POC-3) Total Drawdown Time: Underdrain Orifice Diameter: C: Amended Soil Depth: Gravel Depth: Surface Depth (ft) 0.50 0.42 0.33 0.25 0.17 0.08 0.00 1.2 hours 2.00 in 0.61 1.50 ft 1.00 ft Volume (cf) <lo,mco ( cfs) 737 0.182 609 0.180 483 0.177 359 0.174 237 0.172 118 0.169 0 0.166 Note: Drawdown time is calculated assuming an initial water surface depth equal to t he invert of the lowest surface discharge opening in the basin outlet structure. AT{hr) Total Time (hr) 0.000 0.0 0.196 0.2 0.196 0.4 0.196 0.6 0.196 0.8 0.194 1.0 0.196 1.2 TECHNICAL MEMORANDUM: Determination of Potential Critical Coarse Sediment Yield Areas for: Poinsettia (CT 14-10) City of Carlsbad, CA Prepared for: Lennar Homes of California, Inc. September 29, 2016. Revised October 9, 2017. Revised December 27, 2017. $:l~R~ President TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES CIVIC CENTER DR , STE 206, VISTA, CA 92084 • 760-414-9 212 TO: FROM : DATE: RE : TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES TECHNICAL MEMORANDUM Lennar Homes of California, Inc. 25 Enterprise, Suite 300 Aliso Viejo, CA 92656 Tory Walker, PE, CFM, LEED GA September 29, 2016. Revised October 9, 2017. Revised December 27, 2017. Summary of Determination of Potential Critical Coarse Sediment Yield Areas for Poinsettia, City of Carlsbad, CA. INTRODUCTION According to the Potential Critical Coarse Sediment Yield Area (PCCSYA) maps given in the Watershed Management Area Analysis (WMAA), PCCSYAs exist within the project's drainage boundaries. In addition, according to the grading plans for Poinsettia, the project discharges storm water runoff to an existing un-lined channel that runs roughly north to south through the project site. The unlined channel conveys flows to a hardened MS4 system, which eventually discharges into Batiquitos Lagoon. Based on the requirements of the City of Carlsbad BMP Design Manua/1 (BMPDM), projects in PCCSYAs must determine whether or not un-lined receiving streams warrant preservation of on-site coarse sediment supply (see Figure 6-1 and Form 1-10 section below). Therefore, this technical memorandum seeks to investigate the downstream receiving system's susceptibility to changes in onsite PCCSYAs, per Figure 6-1 and Form 1-10. The site investigation and GIS analysis resulted in the exemption of a portion of the project site (Drainage Management Area 1 (DMA 1) -see Figure 1 in Appendix 1) from the critical coarse sediment yield requirements. The PCCSYAs within DMA 1 drain directly to a hardened MS4 system that drains to Batiquitos Lagoon, which for the purpose of this study is considered as a bay that sinks sediment (Batiquitos Lagoon is impacted by sediment deposition, and is dredged on a regular basis -see maintenance dredging report included in Appendix 3). Per Node 3 and Node 7 of Figure 6-1 of the BMPDM (see Figure 6-1 and Form 1-10 section below), preservation of onsite PCCSYAs within DMA 1 is not required. The remaining DMAs (DMAs 2 and 3) drain to an unlined channel which drains to a hardened MS4 (concrete lined channel), and thus TRWE investigated the unlined channel and receiving MS4 in order to determine if onsite PCCSYAs require preservation. Based on the site visit, both the un-lined receiving channel and receiving MS4 are impacted by deposition of sediment; therefore no measures for protection of PCCSYAs onsite are necessary (see Figure 6-1 and Form 1-10 below). A summary of the findings of the site investigation, as well as Figure 6-1 and Form 1-10, are presented in the following sections, concluded by the final determination that preservation of onsite PCCSYAs is unnecessary. WATERSHED, FLOODPLAIN ef STORM WATER MANAGEMENT· RIVER RESTORATION• FLOOD FACILITIES DESIGN · SEDIMENT ef EROSION 122 CIVIC CENTER DRIVE, SUITE 206, VISTA CA 92084 · 760-414-9212 · TRWENCINEERINC.COM -TRWE- Poinsettia PCCSYA Study December 27, 2017 FIGURE 6-1 & FORM 1-10 Figure 6-1 and Form 1-10 from the BMPDM are presented below as applied to the Poinsettia project. LEGEND DMAl DMA2& DMA3 Chapter 6: H ydromodification Management Requirements for PDP, Un·lined Channel ,, 4. ls the un-linedchenne1 directly downstre11n of the projector existing hardened MS4 system impacted by deposition of sediment? No 5. Provide mitigation measures to preserve coarse sed imerl supply IO the un-llned cilamel. or provide additional analysis to delerm1ne 11 sediment from the project site is not a source of bed sedimentsupplyto thecnannel Co~ , , Lake. Reservoir. or Bay HardenedMS4 System Sink Lagoon or Ocean 6. Provide measures to preseive coarse sediment suppy Yes ' 7. Downs~msystemdoe,notwarrant pre,ervlllionof coaBe sed1menlsupply. No meas111esfor preservabCJ'I of coarse sediment supply from the project site are necessary FIGURE 6-1. Evaluation of Do'IVllstream Systems Requirements for Preservation of Coarse Sediment Supply 2 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Downstream Systems Requirements for Prcscl"\·ation of Coarse Sediment Supply Appendix I: Forms and Checklists Form 1-10 When it has been determined that potential critical coarse sediment yield areas exist within the project site, the next step is to determine whether downstream systems wo uld be sensitive to reduction of coarse sediment yield fro m the project site. Use this form to document the evaluation of downstream systems requireme nts for preserTation of coarse sediment supply. Project Name: Poinsettia (OMA 1) Project JD: I Will the project discharge runoff to a hardened .H ardened MS4 system Go to 2 l\fS4 s~·stem (pipe o r lined channel) or an un- lined channel? Un-lined channel Go to 4 2 \X"ill the hardened MS4 system convey .Convey Go to 3 sediment (e.g., a concrete-lined channel wirh steep slo pe and cleansing velocity) or sink sediment (e.g., flar slopes, constrictio ns, treatment BMPs, or ponds wirh restricted Sink Go to 7 outlets within the system will trap sediment and not allow co n ve\'ance of coarse sediment from the pro ject site to an un-lined system). 3 \X'hat kind of receivi ng water will the hardened Un-lined channel G o t0 4 1S4 system convey the sediment to? Lake Go to 7 Reservoir .Bay Lagoon Go to 6 Ocean 4 ls the un-lined channel impacted by deposition Yes G o to 7 o f sediment? This condition must be documented by the City. No Go to 5 1-8 February 2016 3 Job# 349-11 Poinsettia PCCSYA Study December 27, 2017 -TRWE- Appendix I: Forms and Checklists Fom1 1-10 Page 2 of 2 5 End -Preserve coarse sediment supply to protect un-lined channels from accelerated erosion due to reduction of coarse sediment yield from the project site unless further investigation determines the sediment is not critical to the receiving stream. Sediment that is critical to receiving streams is the sediment that is a significant source of bed material to the rccei,·ing stream (bed sediment supply) (see Section 6.2.3 and Appendix H.2 o f the manual). 6 End -Provide management measures for preservation of coarse sediment supply (protect beach sand supply). 7 ~ Downstream system docs not warrant prcscrYation of coarse sediment supply, no measures for protection of critical coarse sediment yield areas onsitc arc necessary. SC the space below to describe the basis for this finding for the project. 1-9 February 2016 4 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Downstream Systems Requirements for Preservation of C<M1r1c Sediment Supply Appendix I: Forms and Checklists Form 1-10 \X'hen it has been determined that po tential critical coarse sediment yield areas exist within the project site, the next step is to determine whether downstream systems would be sensiti,·e to reduction of coarse sediment yield from the project si te. sc this form to document the evaluation of downstream systems requirements for preservation of coarse sediment supply. Project Name: Poinsettia (OMA 2 & Dl\lA 3) Project ID: 1 \X'ill the project discharge runoff to a hardened Hardened l\lS4 system Go to 2 i\fS4 system (pipe or lined channel) or an un- lined channel? f'lL'n-lined channel Go to 4 2 \'fill the hardened i\lS4 s,·stem com·e,· Com·e, Go to 3 . . sediment (e.g., a concrete-lined channel with steep slope and cleansing \'elociry) or sink sediment (e.g., flat slopes, constrictions, treatment Bi\lPs, or ponds with restricted Sink Go to 7 outlets within the system will trap sediment and not allo"· convevance of coarse sediment from the project site ro an un-lined system). 3 \'('hat kind of receiving water will the hardened l ' n-lined channel Go to 4 :\IS4 svstem com·e,· the sediment to? , . Lake Go to 7 Reserw>ir Ba,· Lagoon Go to 6 Ocean 4 ls the un-lincd channel impacted b) depositio n IIIIYes Go ro 7 of sediment? This condition must be documented b~ the City. No Go ro 5 1-8 February 2016 5 Job# 349-11 Poinsettia PCCSYA Study December 27, 2017 -TRWE- Appendix I: Forms and Checklists Form 1-10 Page 2 of2 5 End -Preserve coarse sediment supply co protect un-lincd channels from accelerated erosion due to reduction of coarse sediment yield from the project site unless further investigation determines the sediment is not critical co the receiving stream. Sediment that is critical co receiving streams is the sediment that is a significant source of bed material to the receiving stream (bed sediment supply) (sec Section 6.2.3 and Appendix H.2 of the manual). 6 End -Provide management measures for preservation of coarse sediment supply (protect beach sand supply). 7 I~ Downstream system does not warrant preservation of coarse sediment supply, no measures for protection of critical coarse sediment yield areas onsitc are necessary. se the space below to describe the basis for this finding for the project. I-9 February 2016 6 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 SITE INVESTIGATION For DMAs 2 and 3, the site investigation sought to determine whether or not the receiving channel and MS4 are impacted by deposition of sediment. This was achieved by an in-stream analysis that evaluated the potential for an adverse reaction in the receiving channel due to changes in bed sediment supply, based on the present and potential future condition of the receiving channel. The receiving channel in its current condition is characterized by stable banks and a low angle of incision. As can be seen in the Topography Exhibit and Figures 1 through 4, the channel has a high width to depth ratio with gradual side slopes. The channel bottom width is on the order of 30-70 feet, and bank side slopes are approximately 16 percent (6 H : 1 V). Substantial vegetation is already present along the bottom and banks of the entire reach studied, even though the area burned in the Poinsettia fire just over one year prior to the site visit. Vegetation is primarily coastal sage scrub, including large shrubs with extensive root systems that extend into the bank toes and fortify the banks against potential scour and undermining. The channel was burned in the Poinsettia Fire in May 20142, thus the future condition of the channel is anticipated to be more stable than the present state due to recovery of vegetation. The Poinsettia fire burned almost the entire Poinsettia project area, leaving behind very little vegetation. At the time of the site visit 1 year and 4 months later, regrowth of vegetation was observed as seen in Figures 1 through 9, but at levels below pre-fire conditions. Even with immature vegetation, no significant erosion or evidence of sediment transport was observed after relatively heavy rain fell on the project site from a storm that ended 2 days prior to the site visit on September 16, 2015. The 24-hour rainfall total for this storm event at the project site is estimated to be over 1.3 inches, based on daily total precipitation records from the Encinitas (USlCASDOOll) and Carlsbad (US1CASD0086) rain gages obtained from the National Climatic Data Center (excerpts from gages are included in Appendix 2). Given the severity of the fire and the current drought conditions which are slowing plant re- establishment, it is reasonab le to assume that the vegetation observed during the site visit is significantly less dense than before the fire. This means that the historical condition representing the pre-fire site for at least the past 20 years had an even lower sediment transport potential than the currently low condition discussed in this study. The same is true for the future condition: sediment transport capacity will continue to diminish as vegetation continues to re-grow over the area. Vegetation is already becoming re-established (see Figures 1 through 4), and it will continue to increase in density and coverage to levels at least equivalent to pre-fire conditions. Assuming that the proposed Poinsettia project is built, the volume of wet weather and dry weather runoff received by the channel will increase, allowing higher vegetation growth within the channel and banks relative to pre-fire conditions. The increase in vegetation seen in natural channels receiving runoff from urban areas is a well documented phenomenon. Whether the receiving channel is transport or supply limited is one of the most important factors in determining the channel's susceptibility to changes in bed sediment supply. If the channel is transport limited, then it is by definition impacted by deposition of sediment. There is strong evidence from the site visit that the Poinsettia receiving channel is transport-limited: 7 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 • The channel geometry is conducive to trapping sediment. The channel bottom width is on the order of 30-70 feet, and bank side slopes are approximately 16 percent (6 H : 1 V). Such a large width to depth ratio results in broad, shallow flow with limited ability to transport sediment. The flow is shallow relative to the high channel roughness from vegetation and debris (see Figures 1 through 4). While the channel profile slope is approximately 2-4%, this is greatly outweighed by the wide channel bottom and shallow flow depth. In support of this, a normal depth calculation using Manning's equation for the 2-year peak flow is provided in Appendix 2. Based on the statistical analysis presented in the HMP Study3, the 2-year peak flow was determined by adding the 2-year peak flows from POC-1 {5.92 cfs) and POC-2 {3.83 cfs) to arrive at a total peak flow of approximately 10 cfs. This peak flow approximation is appropriate, considering that flow is being estimated for the sole purpose of justifying what is intuitively and empirically observed. The wide and flat channel bottom was approximated by assuming a triangular channel with 20:1 side slopes. A Manning's n value of 0.2 was assumed to represent the high roughness produced from dense vegetation and a relatively shallow flow depth of less than 1 foot (typical for shallow flow in floodplain areas where vegetation is dense over the entire depth of flow). An average channel slope of 3% was also assumed. The resulting flow depth is 0.8 feet and the velocity is 0.7 fps, which is well below the typical 3 fps velocity criteria recommended for self-cleansing channels. • Current heavy vegetation in the channel and on the channel banks traps sediment. The vegetation will impede flow in the channel and cause it to spread out, leading to deposition of sediment. Dense vegetation, debris, and sediment deposits were observed in the channel as shown in Figures 1 through 4. As discussed above, the vegetation in the channel will get progressively thicker and more established with time. Therefore, the future condition of the channel is projected to be eve n more transport limited than the current state. • Deep sediment deposition was observed in the concrete lined section of the downstream end of the receiving channel (4 foot deep trapezoidal channel (beginning of hardened MS4) -see Figures 5 through 9). More than 70% of the length of the hardened channel section has a 12 to 24 inch layer of material deposited on the channel bottom. Figure 7 shows a black top layer underlain by the light brown silty sand found along the top of bank of the hardened channel. The black layer is from more recent washoff of organics from adjacent burned areas, whereas the bottom light brown sediment layer pre-dates the Poinsettia fire. The sediment layer is up to 24 inches deep in some places, and as seen in Figure 9, vegetation over 6 feet tall is established in the sediment layer. This is evidence that from a maintenance and flood control standpoint, the hardened channel reach has been experiencing negative impacts from sediment deposition well before the occurrence of the Poinsettia fire. In other words, sediment is trapped within the hardened channel and is not effectively transported downstream. Based on the observations above, the receiving system is transport-limited and will not respond adversely to a reduction in coarse sediment supply (if any such reduction should occur due to onsite development). Furthermore, both the receiving unlined channel and concrete lined MS4 channel are impacted by deposition of sediment, thus per Node 4 and Node 7 of Figure 6-1, the receiving system does not warrant preservation of onsite coarse sediment supply. 8 Job# 349-11 -TRWE - Poinsettia PCCSYA Study December 27, 2017 Figure 1. Looking downstream at the upstream reach of the receiving channel near Point #1. Note the high width to depth ratio and dense vegetation. 9 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 2. Looking downstream at the upstream reach of the receiving channel near Point #1. Note the high width to depth ratio and dense vegetation. Gradually sloped channel banks seen towards the upper left of the picture are characteristic of the receiving channel. Figure 3. Looking downstream at the middle section of the receiving channel between Points #1 and #2. The channel has a low degree of incision and channel banks are stable. Vegetation is still re-establishing after the Poinsettia Fire, but is already relatively dense within the channel. 10 Job# 349-11 -TRWE - Poinsettia PCCSYA Study December 27, 2017 Figure 4. Looking upstream in the receiving channel from the dirt service road that crosses the receiving channel near Point #2. Due to the wide channel bottom, water sheet flows across the service road in this location. Vegetation is dense, including shrubs and oak trees with extensive root systems. Many of the oak trees and shrubs survived the fire and are sprouting new growth. 11 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 5. Looking downstream at the sediment deposition in the concrete lined portion of the receiving channel (4' deep, hardened channel), located at the downstream end of the study reach. 12 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 6. Looking downstream at the sediment deposition in the hardened portion of the channel. Sediment is roughly 2' deep (total channel depth is 4'). 13 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 7. Cross section view of the sediment layers in the hardened channel. The black layer is the recent washoff of organics from adjacent burned areas and the light brown layer is the characteristic silty sand found along the top of bank of the hardened channel. 14 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 8. Looking upstrea m in the hardened channel. Water is ponded due to sediment buildup just downstream. 15 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 Figure 9. Looking upstream at the upstream end of the hardened channel. Large, well established vegetation (over 6' tall) is growing out of the sediment deposited in the channel, indicating that the channel was impacted by sediment deposition prior to the Poinsettia fire in May 2014. 16 Job# 349-11 -TRWE- Poinsettia PCCSYA Study December 27, 2017 CONCLUSION As demonstrated by the site investigation and application of Figure 6-1, the Poinsettia project's DMAs drain to receiving systems that trap and/or sink sediment (impacted by deposition of sediment). Therefore, no measures for protection of onsite potential critical coarse sediment yield areas are necessary. REFERENCES 1. "City of Carlsbad Engineering Standards Volume 5 Carlsbad BMP Design Manual -2016 Edition," February 16, 2016, City of Carlsbad. 2. "Poinsettia Fire Incident Information," CALF IRE, http:// cdfdata. fire.ca.gov /incidents/incidents_deta ils_info ?incident_id=966 3. "Technical Memorandum: SWMM Modeling for Hydromodification Compliance of Poinsettia, City of Carlsbad, CA," August 9, 2017, Tory R. Walker Engineering. 4. Order R9-2013-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). APPENDICES 1. Figure 1-Site Investigation Map, Project Site Topography Exhibit 2. Normal Depth Calculation for Receiving Channel, Rain Gage Data 3. Maintenance Dredging Report (Batiquitos Lagoon) 17 Job# 349-11 APPENDIX 1 Site Investigation Map (Figure 1}, Project Site Topography Exhibit PCCSYA SITE INVESTIGATION MAP I ~ ra ._, 'IJjj _ > -···· -~·,_g-·f'<~ :~·-., .,, ~~'ti..~' . ·r..t,., 'y ~ ~ :~i ... 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" ');~~<,-'\,-'I( ,r ....... . ~ ,: < ·"' _,_ -t ·• ~-.. , . .l~::' ~ -',. ~, ' . . . . ~ 4 ., ~.-. , • ro,'i, ~ '-'\\. · .• ".'~...,-............. .............._ ............. .L...,L..A..._,, ~ .. · , . ---, . : }X\//\~ ~ !:f~"--~; \, -,;1~_'.::iililiE~,.:, -· · ?...l:--~· , .. >c.!,'·-.~-:-:., -... ~~-~ ,,·. ~~~-4' • ·~t .. -~\.-~ \~. ~~...,-_ RECEIVING I ~·-~~-,~~---. 1.--.~-~· --,,,. ~·-···.· .... _1"1_ •. ,-g;· •---~---· __.. ... _ -~~2 , .. ~-.c·,-i CHANNEL ~ I ~, .. :;:;:: _ --·• "';-., · . ·_ '' -· ·'""~"~f ·'' · .. . .· i, • ~ .... -+r::,;t=-.... ·-=-.r-~~~11 ,.. •_f -· · ,. __ ~-··_· •. , t:;.,'F ..... FLOWLINE ";/'::f·'I.:. . . :t_ , . ~~ ' . . , ~ '•;:.!.,;; ;.i ~.~."-;"' f ~ .,•.. • • ,._,./'& . _, -~ ... ~~"\,/ . ~-4! . r .. -· -~ \. ·~, , . ~--A~~ X, .• : . . ·-. · ~ ~.:._~-· .. li. ··!~~~-~t .~· . -. ·--. "· .~·? £nt....~-4~,;-l -,~ if ·· }' . ..:..._ --=_ y~: ... ;,~~" STORM DRAIN • I FLOW DIRECTION _. 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' . ·f' .. @ ~· ~ \ ~ ~ \"!; DMAl ----- f:~~- ,,i· l ,,. ... ~ I '\: ....,v • I \·· "") ' t'~ '• < "' . , ,t'~J l ..... , ;,, .: : x I ,<~ 7E:t! •• zdf' ).·-:it i'f· I 15f, I 2.·s 2~; ?t:j ·,:)6c,. .,, . , / ' 1/ , / : rr ! ".,,/'$ ! f ( r· /" I • • ) • : "'> ,(•:... .! ; .i ~ ·.. •; " ; ,.;. I'\' • _.,. , • ...: ... ,. '"\ < ~.. ' ;. ; : ,-·:,..) ; '•'-".";: ;, -~--} 2~!-6 .• .. .... '· z41, ]5(] ;L""' NEGUGII.E SEDIMENT DELMRY t,. FROM AREA DRAINING TO SUMP \\; _ -C 1Jf80/~8· • :i•~ ~ "1 SUMP (PONDING ARE.A TRAPS SEDIMENT) ,/ .,.· ! ; /:' I ~ ._.,./ : ~ ,._ -~. \ ,,.:: .,:":· .! ,,·t~ ~ \, t ~-· .. -, "" ... ' ) .. '/' __,,_, ... .., ., /'' . -. . ' .,. ·' I , /.. '\ \ '"": :..... : i ! ~ ... ,. ... / ... ,, ~ "~ ,....... :: ___ ., .... ; ~ ( . ·.... '... ..... ". : I '<:> •• ,_..., ./ ~ '-. • ~ ~ I ,-: ./. ........... ./·.·.. ~ .... , ... '· "~ i, {i-~, //'-....,. .... , .... , .... 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"\ ~ .,• .. , .... , -.... ~·2J! ~ -,u7.e ....-··· 2•,·1· ; :-' : r . -~·;·. \ ', , ,v -~·... .~-r-.. :; ,· :.,.r ,. ... ~. • \ ' --___ 2i, ./'·____ / ~\, l : ./ . .-, . ,. , ... ,,:,,,,.~, -;,!"'--V'i ' -~ • ? ,,.... • ., "> ""-·' I -~ ...---··· .;' /4!> '. • -~·r•'/' ............. ~ ·. ,. .· "~ ..• ;~!' ~ I . •,~ / ·•, • •• ,• [ ••• •', •••• ,r•,,., .. ,, .. ,..._ ,,••' "i ~ 1: '•·,\ .. ,}r?> ;'• -SUB-BASI BOUND N -MY ___ .!:....._~--· ~ ...... ~ DMA2 i2:' 21t: ~ ... ''. ,v· ~ Vo '\ 'V' :f, ~ '\; .. ~· ,..~ ..,. ' {> ~ ~ if ':.v "'"' BRT'"' r,vi 19$// ,£ f-R£~G~ ~ --~--.atANNEL !@ FlCMJNE I iYISf ~~~ C'f• POC-2 }.? ~ ;.., s 00' 22& I I I I I ' --: -: ~ ,.,... t ·J ~.::· ... ~Mt @i'(,.,s,t;.-;M-· z2, I -r , ', I If I ~. ;· ~.-~-~,,~ ~ . ,. , ' .. ::: •.. -I J I ' I 2 "1 yi / >. ., ' . ' , ' l3G I , 'j) . <'6Q .... -:a ~:';'· '! ...... , '"'• , ,, • .,.-,:_'I ., .~-V' . . •• . / •.• 2JS ..-I / '" 1 •• ,,,.-·, ; •;. ;,o .... .. "' ~ 2 _ :·..._ , • '· _ ~ / • ?4~ POC-3 ,.r::' ... ~ ?t ,:¥ OC1,'S[ 9'./Slt '*'~ t•?.Z 21:.2 a ,:x,~1-1,., ~5(: ;59 ~4~ z,e _'t:', l ;I' .,.,,._._ r ~ .... :J' ," •• ":,.~~:-=:,,,:.,,.::..,,·~;~,...._·.-.::.:~~ .... ·~:z,,-.~::,:, .· .. -Jx . ......,~ rsr -~1XANE , • _ . ...,,,,~ , ,~:: .... ,., .. -•. ,,., ... ·¥-·-···'· .. -.,, ..•. ,, . .,..,., ~ - I r·.: .. ~ c.. :J ...• • ~~ ,. ' \ ' ., \ ~ l ,,. .. , .. ·· ,}.:·? J l ..'5[' 1 '· ~ ,.,..,."'!\,.,_ ""· ,.;. ' . . ... ,,. ""·,. \' ~ /' ,~, .... .: . "· .. r ·,,, '\. ~· / . ,....._ t -., ,../ ; J. , , . : " . • -C' .. ,...,/ . .,., ' -., .. ,,..• ~ C • .,a.:, f ·, J // \ Jl -~ !"' .... , ~ , J .... , ' '··· r, ·' : ,,, ·"t ·' / 'Ar•:·.,.,,.'/• , .,"" ,..," :"') .,, . ..,-.,.. ~; •• / ,1 .. '"' ., . .--.,,.. Q'. .«~·tw~ 8',"t. ... ,,. c• of/:, ( '-' .. -, .. ~· ! / APPENDIX 2 Normal Depth Calculation for Receiving Channel, Rain Gage Data Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Tuesday, Oct 3 2017 Receiving Channel for OMA 2 and OMA 3 (2-year Peak Flow) Triangular Highlighted Side Slopes (z: 1) = 20.00, 20.00 Depth (ft) = 0.84 Total Depth (ft) = 1.00 Q (cfs) = 10.00 Area (sqft) = 14.11 Invert Elev (ft) = 10.00 Velocity (fUs) = 0.71 Slope(%) = 3.00 Wetted Perim (ft) = 33 .64 N-Value = 0.200 Grit Depth, Ye (ft) = 0.44 Top Width (ft) = 33.60 Calculations EGL (ft) = 0.85 Compute by: Known Q Known Q (cfs) = 10.00 Elev (ft) Section Depth (f 12.00 2.00 11 .50 1.50 '111111 7 / 11 .00 1.00 "' -= ~ / ~ I/ 1"- "" I/ V 10.50 10.00 0.50 0.00 9.50 -0.50 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) CARLSBAD RAIN GAGE STATION STATION NAME ELEVATION LATITUDE LONGITUDE DATE PRCP (1/10 mm) Measurement Flag Quality Flag Source Flag, Tim e of Observation PRCP (in) GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150901 0 N 9999 G HCN D:U S1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150902 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150903 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150904 0 N 9999 G HCN D:U S1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150905 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150906 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150907 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150908 0 N I 9999 G HCN D:U S1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150909 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150910 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150911 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150912 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3EN E CA US 59.1 33.1658 -117.3307 20150913 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150914 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150915 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150916 406 N 9999 1.598 ~ GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150917 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150918 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150919 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150920 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150922 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150923 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150924 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150925 0 N 9999 G HCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150926 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150928 0 N 9999 GHCND:US1CASD0086 CARLSBAD 1.3ENE CA US 59.1 33.1658 -117.3307 20150930 0 N 9999 ENCINITAS RAIN GAGE STATION STATION NAME ELEVATION LATITUDE LONGITUDE DATE PRCP (1/10 mm) Measurement Flag Quality Flag Source Flag Time of Observation PRCP (in) GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150901 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150902 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150903 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150904 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150905 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150906 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150907 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150908 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150909 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150910 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150911 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150912 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150913 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150914 0 N 9999 -----i GHCNO:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150915 3 I N 9999 0.012 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150916 340 N 9999 1.339 -GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150917 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150918 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150919 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150920 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150921 1 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150922 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150923 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150924 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150925 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150926 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150927 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150928 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150929 0 N 9999 GHCND:USlCASDOOll ENCINITAS 2.7N CA US 57.3 33.0757 -117.292 20150930 0 N 9999 ----------APPENDIX 3 --Maintenance Dredging Report (Batiquitos Lagoon) ------- ------------------ STATE OF CALIFORNIA-THE NATURAL RESOURCES AGENCY EDMUND G. BROWN, JR., Governor CALIFORNIA COASTAL COMMISSION SAN DIEGO AREA 7575 METROPOLITAN DRIVE, SUITE 103 SAN DIEGO, CA 92108-4421 (619) 767-2370 F20c Filed: 180th Day: 2701h Day: Staff: Staff Report: Hearing Date: 7/13/16 1/9/17 4/9/17 T.Ross-SD 12/22/17 1/11-13/17 STAFF REPORT: REGULAR CALENDAR Application No.: Applicant: Agent: Location: Project Description: Staff Recommendation: 6-16-0528 CA Department of Fish and Wildlife Tim Dillingham Batiquitos Lagoon between the ocean and El Camino Real and the beach area south of the lagoon inlet, Carlsbad, San Diego County. Maintenance dredging including removal of up to· 118,000 cubic yards of beach sand from the central basin to be deposited on beach area south of the lagoon inlet. Approval with Conditions SUMMARY OF STAFF RECOMMENDATION Staff is recommending approval of the proposed project with conditions to allow dredging of up to 118,000 cubic yards of beach quality sand from the central basin of Batiquitos Lagoon to be deposited south of the lagoon inlet at South Ponto State Beach. Sand is constantly being brought into the lagoon through tidal action and continually accumulates in the lagoon. This increased sediment results in a reduced tidal prism that • • • • -.. • • • • - -• -• -• -• • • • - • • • • .. -------------------------------------- 6-16-0528 (CA Department of Fish and Wildlife) introduces stresses on the natural resources within the lagoon, and the proposed dredging is required to assure the continued health of the lagoon. In order to maintain a permanently open lagoon mouth and healthy lagoon ecosystem, periodic maintenance dredging of the lagoon bottom has occurred since the completion of the initial lagoon restoration plan approved in CDP 6-90-219. Over the past 20 years, five maintenance dredging proposals have previously been approved by the Commission in the form of amendments to CDP 6-90-2 I 9 and have involved the dredging of up to I 00,000 cubic yards of beach quality sand per dredge event, that was subsequently deposited on nearby Carlsbad State Beach areas or existing nesting sites within the Lagoon's Ecological Reserve boundary. The proposed project will occur within Batiquitos Lagoon, where the Commission retains jurisdiction. As such, the standard of review is the Chapter 3 policies of the Coastal Act. The current application proposes the removal of the same amount of sediment approved by the Commission in 2010 (I 18,000 cubic yards). In addition, the proposed location for sand deposition has been the same for all six previous dredge cycles. CDFW has incorporated all previous project modifications required by the Commission regarding timing, staging locations, and dredging practices into the proposed project. The primary concerns associated with the proposed development are potential impacts to marine resources and public access. The potential impacts to marine resources identified include the disruption of nesting birds and/or grunion spawning activities, the removal of eel grass, and/or the uncovering and potential spread of the invasive algae species Caulpera during construction. Public access impacts identified include loss of beach use during sand placement, and the need to determine what the long-term benefits of sand placement are to public access. In order to address these concerns staff is recommending approval of the project with the inclusion of eight (8) Special Conditions. The attached conditions of approval require final plans which indicate appropriate staging areas (Special Condition No. 1) and that dredging can only occur between September '15 and February I 5 to avoid potential disturbance of California least terns and western snowy plovers during their breeding periods as well as grunion spawning season (Special Condition No. 4). To prevent the spread of non-native invasive species, Special Condition No. 5 requires a Caulerpa taxifolia survey will be required to occur between 30 to 90 days prior to dredging commencement. The reuse of excavated material on nearby beaches will increase the amount of available recreational area for public use. Special Condition No. 2 requires a shoreline monitoring plan to be developed and implemented to determine the results of beach nourishment over five years. Special Condition No. 4 further requires that beach nourishment activities take place outside of the busy summer season from Memorial Day weekend through Labor Day so that public access is not negatively impacted. Because surfing resources could potentially be impacted by the project, Special Condition No. 3 requires the applicant to monitor surfing conditions prior to and following nourishment activities and submit monitoring reports. 2 6-16-0528 (CA Department of Fish and Wildlife ) Finally, Special Condition No. 8 requires the applicant to acknowledge and assume all risks and liabilities from conducting development in a hazardous location. To ensure that all development is undertaken as proposed, Special Condition No. 6 requires the applicant to submit Post-Dredging plans, that are in substantial conformance to those originally submitted, within 60 days of project completion. Additionally, this project, as proposed, was developed in conjunction with the Army Corps of Engineers and the U.S. Fish and Wildlife Service and Special Condition No. 7 requires the applicant to submit copies of all other required state or federal discretionary permits to the commission prior to the commencement of dredging activities. As conditioned, all potential adverse impacts on coastal resources are addressed to assure consistency of the development with Chapter 3 policies of the Coastal Act. Therefore, Commission staff recommends approval of coastal development permit application 6-16-0528 as conditioned herein. 3 • • • • -• • • • • • • • .. • • ----------• • • • • • • • • • • •• --------------------------------- ---- 6-16-0528 (CA Department of Fish and Wildlife ) TABLE OF CONTENTS I. MOTION AND RESOLUTION ...................................................................... 5 II. STANDARD CONDITIONS ........................................................................... 5 III. SPECIAL CONDITIONS ................................................................................ 6 IV. FINDINGS AND DECLARATIONS ............................................................ 10 A. PROJECT DESCRIPTION ................................................................................................. I 0 B. C. D. E. F. MARINE RESOURCES .................................................................................................... 11 PUBLIC ACCESS/BEACH REPLENISHMENT .................................................................... 17 LAND RESOURCES ........................................................................................................ 20 LOCAL COASTAL PLANNING ......................................................................................... 21 CALIFORNIA ENVIRONMENTAL QUALITY ACT ............................................................. 21 APPENDICES Appendix A -Substantive File Documents EXHIBITS Exhibit I -Project Location Exhibit 2 -Aerial of Project Site 4 6-16-0528 (CA Department of Fish and Wildlife) I. MOTION AND RESOLUTION Motion: I move that the Commission approve Coastal Development Permit Application No. 6-16-0528 subject to the conditions set forth in the staff recommendation. Staff recommends a YES vote on the foregoing motion. Passage of this motion will result in conditional approval of the permit and adoption of the following resolution and findings. The motion passes only by affirmative vote of a majority of the Commissioners present. Resolution: II. The Commission hereby approves coastal development permit 6-16-0528 and adopts the findings set forth below on grounds that the development as conditioned will be in conformity with the policies of Chapter 3 of the Coastal Act and will not prejudice the ability of the local government having jurisdiction over the area to prepare a Local Coastal Program conforming to the provisions of Chapter 3. Approval of the permit complies with the California Environmental Quality Act because either I) feasible mitigation measures and/or alternatives have been incorporated to substantially lessen any significant adverse effects of the development on the environment, or 2) there are no further feasible mitigation measures or alternatives that would substantially lessen any significant adverse impacts of the development on the environment. ST AND ARD CONDITIONS This permit is granted subject to the following standard conditions: I. 2. 3. Notice of Receipt and Acknowledgment. The permit is not valid and development shall not commence until a copy of the permit, signed by the permittee or authorized agent, acknowledging receipt of the permit and acceptance of the terms and conditions, is returned to the Commission office. Expiration. If development has not commenced, the permit will expire two years from the date on which the Commission voted on the application. Development shall be pursued in a diligent manner and completed in a reasonable period of time. Application for extension of the permit must be made prior to the expiration date. Interpretation. Any questions of intent of interpretation of any condition will be resolved by the Executive Director or the Commission. 5 • • • • -• • • -• • • • --• • • .. -.. --• • • .. • • • • -• • • • • • -------------------.. -----.. ------------ 6-16-0528 (CA Department of Fish and Wildlife) 4. Assignment. The permit may be assigned to any qualified person, provided assignee files with the Commission an affidavit accepting all terms and conditions of the permit. 5. Terms and Conditions Run with the Land. These terms and conditions shall be perpetual, and it is the intention of the Commission and the permittee to bind all future owners and possessors of the subject property to the terms and conditions. III. SPECIAL CONDITIONS This permit is granted subject to the following special conditions: I. Final Plans. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit, for the review and written approval of the Executive Director, one full-size set of the following final plans: (a) Dredge and Sand Placement Plans that substantially conform with the plan submitted to the Commission by California Department of Fish and Wildlife dated May 2016. The Plans shall show that the location of all staging is limited to Nesting Site EI. The permittee shall undertake development in conformance with the approved final plans unless the Commission amends this permit or the Executive Director determines that no amendment is legally required for any proposed minor deviations. 2. Beach Sand Monitoring. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director for review and written approval, a detailed beach sand monitoring program for shore and nearshore monitoring at and near the receiver site (South Ponto Beach, directly south of the mouth ofBatiquitos Lagoon). Monitoring at and adjacent to the receiver sites shall address the following concerns: (a) Monitoring at and adjacent to the receiver sites shall address the following concerns: 1. Confirm as-built project plans for location and deposition amounts and document any plan revisions; 11. Seasonal and inter-annual changes to the receiver sites, in width of dry beach, subaerial and nearshore slope, offshore extent of nourished toe, and overall volume of sand in the profile; iii. Extent of transport of material up-and down-coast from the receiver sites; and 1v. Time period over which the beach benefits related to the project can be identified as distinct from background conditions. (b) The plan shall be prepared by a qualified engineer with experience in coastal engineering and include, at a minimum, the following: 6 6-16-0528 (CA Department offish and Wildlife) 1. Field surveys of the receiver sites and adjacent areas. Unless otherwise indicated, all profiles shall extend from an upland fixed location or monument, across the beach, through the nearshore, to closure depth. Profiles shall be prepared within six months prior to sand placement, promptly upon completion of sand placement (this survey may be terminated offshore at the toe of the project rather than going to closure), and 3 months after completion of sand placement. In addition, beach profile monitoring shall be conducted on a semi-annual basis each spring and fall for five (5) years following completion of sand placement. ii. There shall be a minimum of one profile through the South Ponto Beach receiver site, and at least one profile up-coast and two profiles down-coast of this receiver site. iii. Monitoring information shall be analyzed regularly for any changes that have occurred at the receiver sites. To the extent practicable, these reports shall incorporate information from the San Diego Regional Monitoring Program on both historic changes at the receiver sites and on-going regional shoreline trends. 1v. A site specific determination of the current location of the Mean High Tide Line (MHTL) shall be conducted at the receiver site prior to beach nourishment, with the consultation and written confirmation of the State Lands Commission. v. Oblique aerial photographs of the receiver sites shall be taken semi-annually during the first two years following the completion of sand placement, and annually during Year 3 and Year 4 following completion of sand placement. v1. Annual monitoring reports and a final report evaluating long-term effects of the sand placement shall be submitted to the Executive Director, NMFS, CDFW, and USACE. The permittee shall undertake development in conformance with the approved final plan unless the Commission amends this permit or the Executive Director provides a written determination that no amendment is legally required for any proposed minor deviations. 3. Surf Monitoring Plan. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director, for review and written approval, a Surf Monitoring Plan to visually monitor surfing conditions at and adjacent to South Ponto Beach before and after sand placement. The Surf Monitoring Plan shall include, at a minimum, the following: (a) Identify the major surfing breaks at and adjacent to South Ponto Beach and determine appropriate monitoring sites; (b) Document morning conditions using a standardized data sheet, with video recording as appropriate, as follows: 1. Pre-construction monitoring shall begin two weeks prior to sand placement, and take place 3 times per week over 14 days; and 11. Post-construction monitoring shall begin within two weeks following completion of sand placement, and take place 3 times per week over 30 days. 7 • • • • • • • • -• -• ---- • ----• - • • ---• ---• • • • • -------------- -------------- -... ------ 6-16-0528 (CA Department of Fish and Wildlife) (c) Surf monitoring shall include estimates of wave height, type of wave (hollow or mushy), breaker distance from shore, length of peel, and existence of backwash; (d) Conduct standardized interviews with surfers using a questionnaire; (e) Estimate the density of surfers at each site surfing site during monitoring; and (t) A final report that includes the monitoring results and an analysis of any change in surfing conditions, which shall be submitted to the Executive Director within 90 days of the final survey. The permittee shall undertake development in conformance with the approved final plan unless the Commission amends this permit or the Executive Director provides a written determination that no amendment is legally required for any proposed minor deviations. 4. Timing of Dredging and Beach Deposition. PRIOR TO THE ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director for review and written approval, final plans which incorporate the following: (a) Public Access/Timing. Placement of sand on Carlsbad State Beach shall occur outside of the summer season of any year (Memorial Day weekend through Labor Day). (b) Sensitive Bird Species/Timing. To avoid potential impacts to the California least tern and western snowy plover breeding period, construction will not be permitted between the dates of March I to August 31 of any year. (c) California Grunion/Timing. To avoid potential impacts to the California grunion no placement of sand shall occur during the grunion spawning period of March I through August 31 of any year. The permittee shall undertake development in accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the approved final plans shall occur without an amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required. 5. Invasive Species. PRIOR TO THE COMMENCEMENT OF DREDGING, the applicant shall provide evidence that dredging of Batiquitos Lagoon can occur without the risk of spreading the invasive green alga Caulerpa taxifolia as follows. (a) Not earlier than 90 days nor later than 30 days prior to commencement or re- commencement of any dredging authorized under this coastal development permit, the applicant shall undertake a survey of the project area dredged area, anchoring areas, and any other areas where the bottom could be disturbed by project activities) and a buffer area at least lO meters beyond the project area to determine the presence of the invasive alga Caulerpa taxifolia. The survey shall include a visual examination of the substrate. 8 6-16-0528 (CA Department of Fish and Wildlife ) (b) The survey protocol shall be prepared in consultation with the Regional Water Quality Control Board, the California Department of Fish and Wildlife, and the National Marine Fisheries Service. (c) Within five (5) business days of completion of the survey, the applicant shall submit the survey: i. II. iii. For the review and written approval of the Executive Director; and To the Surveillance Subcommittee of the Southern California Caulerpa Action Team (SCCA T). If Caulerpa is found, then the NMFS and DFW contacts shall be notified within 24 hours of the discovery. ( d) If Caulerpa is found, the applicant shall, prior to the commencement of dredging, provide evidence to the Executive Director for review and written approval either that the all Caulerpa discovered within the project and buffer areas have been eradicated or that the dredging project has been revised to avoid any contact with Caulerpa. No changes to the dredging project shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is required. 6. Post Dredging Plans. Within 60 days of the dredging of the lagoon, final dredging and deposition plans shall be submitted which indicate: 7. (a) The lagoon has been dredged consistent with the preliminary plans submitted with the application. (b) The South Ponto portion of Carlsbad State Beach has been nourished consistent with the preliminary beach profiles submitted with the application. Other Permits. PRIOR TO THE COMMENCEMENT OF DREDGING, the applicant shall submit copies of all other required state or federal discretionary permits form the U.S. Fish and Wildlife Service and the Army Corps of Engineers for the proposed project. Any mitigation measures or other changes for the project required through said permits shall be reported to the Executive Director and shall become part of the project. No changes to the project shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determined that no amendment is legally required. 8. Assumption of Risk, Waiver of Liability and Indemnity Agreement. By acceptance of this permit, the applicant acknowledges and agrees (i) that the site may be subject to hazards from wave action; (ii) to assume the risks to the applicant and the 9 • .. • .. -• .. • -• -• ---• -• ---• .. • • • ---.. • .. -.. • • • • -----.. -.. -------.. ---.. -.. -.. .. - ---.. -.. ---.. 6-16-0528 (CA Department of Fish and Wildlife ) property that is the subject of this permit of injury and damage from such hazards in connection with this permitted development; (iii) to unconditionally waive any claim of damage or liability against the Commission, its officers, agents, and employees for injury or damage from such hazards; and (iv) to indemnify and hold harmless the Commission, its officers, agents, and employees with respect to the Commission's approval of the project against any and all liability, claims, demands, damages, costs (including costs and fees incurred in defense of such claims), expenses, and amounts paid in settlement arising from any injury or damage due to such hazards. IV. FINDINGS AND DECLARATIONS A. PROJECT HISTORY/PROJECT DESCRIPTION Project History Batiquitos Lagoon was restored to tidal influence in 1997 by the Port of Los Angeles to mitigate impacts of a wetlands fill project (ref. CDP No. 6-90-219). The restoration of Batiquitos Lagoon was designed to create a lagoon with large/deep basins, and to primarily provide fish nursery habitat area. In order to provide such habitat, the restoration also included introduction of eelgrass and cordgrass, both of which rely on good water quality and the tidal action of an open lagoon mouth. However, the combination of large/deep basins and the open condition of the mouth allows sand passing in front of the mouth (through natural sand migration within the littoral cell) to be drawn into the lagoon and deposited in the shoals around Carlsbad Boulevard Bridge and the railroad trestles. If left unmaintained, this leads to the closure of the lagoon mouth and deteriorated water quality and the potential loss of both eelgrass and cordgrass habitats. It was therefore anticipated in the original approval that maintenance dredging would be required to maintain lagoon health. Further, removal of the material trapped in the lagoon and subsequent replacing in the nearshore area will allow that material to continue its natural transport south along the coast. Since the time of restoration, the Department has performed five maintenance dredge events, all of which have received approval by the Commission (ref. CDP No. 6-90-219 including amendments; CDP 6-10-020). The subject permit application is the sixth maintenance dredge project request. Project Description CDFW is proposing to perform maintenance dredging of the Lagoon's Central Basin that would remove 118,000 cubic yards of beach quality sand to be placed south of the lagoon inlet. The project, as proposed, will serve to maintain the tidal lagoon opening and restore the necessary tidal prism. The dredging of sand will be accomplished by an air- quality certified suction dredge (diesel dredge with certification of emissions as required by the Air Resouces Board) that will remove sand from the central lagoon basin and pump it via pipe to South Ponto Beach, a part of Carlsbad State Beach, which is owned by the California Department of Parks and Recreation (CDPR). This pipe would be 10 6-16-0528 (CA Department of Fish and Wildlife ) placed along the upper section of the beach, then along the edge of the bluff to the discharge point to minimize crossings of the beach. Sections of the exposed pipe will be buried to allow crossings for emergency vehicles. Grain size has been tested and the grain size of the shoal material at the proposed dredge site has been determined to be at least 97 .5% consistent with that found at the beach placement site. Additional samples were taken throughout the central basin and in no case were samples found to be less than 80% consistent with beach samples. All work will be completed between September 15 and March 1 to avoid the California least tern and Western snowy plover nesting seasons. This timing will also avoid grunion spawning season as well as the high recreational use periods on the beaches (Memorial Day weekend to Labor Day). All staging is proposed within the perimeters of the project itself and the dredge methodology and sand replenishment operations will comply with all applicable Chapter 3 Coastal Act policies. The current application proposes the removal of the same amount of sediment approved by the Commission in 2010 (118,000 cubic yards). In addition, the proposed location for sand deposition has been the same for all five previous proposals. CDFW has incorporated all previous project modifications required by the Commission regarding timing, staging locations, and dredging practices into the proposed project. B. MARINE RESOURCES Section 30230 of the Coastal Act states: Marine resources shall be maintained, enhanced, and where feasible, restored. Special protection shall be given to areas and species of special biological or economic significance. Uses of the marine environment shall be carried out in a manner that will sustain the biological productivity of coastal waters and that will maintain healthy populations of all species of marine organisms adequate for long- term commercial, recreational, scientific, and educational purposes. Section 30231 of the Coastal Act states: The biological productivity and the quality of coastal waters, streams, wetlands, estuaries, and lakes appropriate to maintain optimum populations of marine organisms and for the protection of human health shall be maintained and, where feasible, restored through, among other means, minimizing adverse effects of waste water discharges and entrainment, controlling runoff, preventing depletion of ground water supplies and substantial interference with surface water flow, encouraging waste water reclamation, maintaining natural vegetation bziffer areas that protect riparian habitats, and minimizing alteration of natural streams. I I • • • • -• • • • • -----• -----• -- • --- • • -• • --• -• ----- -... -------... ---.. -------.. ----.. .. ---- 6-16-0528 (CA Department offish and Wildlife) Section 30233 of the Coastal Act states: (a) The diking, filling, or dredging of open coastal waters, wetlands, estuaries, and lakes shall be permitted in accordance with other applicable provisions of this division, where there is no feasible less environmentally damaging alternative, and where feasible mitigation measures have been provided to minimize adverse environmental effects, and shall be limited to the following: (I) New or expanded port, energy, and coastal-dependent industrial facilities, including commercial fishing facilities. (2) Maintaining existing, or restoring previously dredged, depths in existing navigational channels, turning basins, vessel berthing and mooring areas, and boat launching ramps. (3) In wetland areas only, entrance channels for new or expanded boating facilities; and in a degraded wetland, identified by the Department of Fish and Game pursuant to subdivision (b) of Section 30411, for boating facilities if, in conjunction with such boatingfacilities, a substantial portion of the degraded wetland is restored and maintained as a biologically productive wetland. The size of the wetland area used for boating facilities, including berthing space, turning basins, necessary navigation channels, and any necessary support service facilities, shall not exceed 25 percent of the degraded wetland. (4) In open coastal waters, other than wetlands, including streams, estuaries, and lakes, new or expanded boating facilities and the placement of structural pilings for public recreational piers that provide public access and recreational opportunities. (5) Incidental public service purposes, including but not limited to, burying cables and pipes or inspection of piers and maintenance of existing intake and outfall lines. (6) Mineral extraction. including sand for restoring beaches, except in environmentally sensitive areas . (7) Restoration purposes. (8) Nature study, aquaculture, or similar resource dependent activities. (b) Dredging and spoils disposal shall be planned and carried out to avoid significant disruption to marine and wildlife habitats and water circulation. Dredge spoils suitable for beach replenishment should be transported for such purposes to appropriate beaches or into suitable long shore current systems . (c) In addition to the other provisions of this section, diking, filling, or dredging in existing estuaries and wetlands shall maintain or enhance the functional capacity 12 6-16-0528 (CA Department of Fish and Wildlife ) of the wetland or estuary. Any alteration of coastal wetlands identified by the Department of Fish and Game, including, but not limited to, the 19 coastal wetlands identified in its report entitled, "Acquisition Priorities for the Coastal Wetlands of California", shall be limited to very minor incidental public facilities, restorative measures, nature study, commercialfishingfacilities in Bodega Bay, and development in already developed parts of south San Diego Bay, if otherwise in accordance with this division. Section 30230 and 30231 state, in part, that marine resources shall be maintained and restored where possible and shall promote the highest feasible level of biological productivity. The dredging is designed to allow for the tidal flushing of the lagoon, a necessary action to maintain lagoon health, and to promote ecological productivity. The current levels of sand in the lagoon basin mute tidal influence, which will eventually lead to stagnation, anoxia (lack of oxygen), associated fish kills, and the emigration of protected shorebirds. The dredging of the central basin will restore the core functions of the lagoon, thus promoting a healthier ecosystem. As noted, a number of marine resources are present in and adjacent to the lagoon. These include endangered bird species, including California least terns and western snowy plovers, as well as California grunion and eel grass beds. Impacts to such resources can occur during construction, as the noise and general activity can cause birds to move out of the area and can prevent grunion from spawning. In addition, dredging can result in the removal of eelgrass. Furthermore, the highly-invasive tropical species Caulerpa taxfolia has been found in Agua Hedionda (nearby lagoon to the north), thus the potential spread ofCaulerpa is an additional marine resource impact concern. Finally, sand nourishment at beaches can impact the diversity and abundance of invertebrates, plants, and birds present on the sandy beaches proposed for nourishment as well as adjacent beaches and intertidal/subtidal areas. As such, protection of these various resources needs to be assured. To address the potential impacts to endangered birds and the spawning of grunion, the applicant is proposing to limit dredging and sand placement activities to between September 15 and March I to avoid the nesting seasons of the California least tern and Western snowy plover. This timing will also avoid the California grunion spawning season. To assure that no dredging or sand placement activities occur during this period, Special Condition No. 4 addresses the timing of construction to assure that impacts to avian and grunion species do not occur. In addition, Special Condition No. 7 requires that the applicant provide evidence of obtaining all other State and Federal permits that may be necessary for all aspects of the proposed project because the proposed project includes work within wetlands and tidally influenced areas. Eelgrass beds currently occupy a large part of the eastern lagoon basin and small sections of the western and central basins, and provide habitat for many fish and invertebrates. However, the existing eelgrass beds in the central basin lie outside of the proposed dredging parameters and no impacts to existing eelgrass habitats are expected as part of this proposed project. Eelgrass was planted as a part of the restoration efforts with the understanding that the lagoon would require occasional dredging, and the specifications 13 -• ---• --------- -• ---• -• ---• • -• .. --• -.. --- ----.. --------------------... --... ---.. - 6-16-0528 (CA Department of Fish and Wildlife) of the original permit regarding dredging authorized the occasional removal of eel grass beds. Additionally, when the lagoon is fully functional, the sheer velocity ofthe current deters the growth of eel grass in the proposed dredging zone; thus, even if the dredging were designed to avoid the eel grass beds, once dredged, the conditions would not allow for the persistence of the eel grass population in that area of the lagoon. Regarding the invasive species Calupera taxfolia, these organisms have proven to be detrimental to native habitats; and, in 1999, Caulerpa was designated a prohibited species in the United States under the Federal Noxious Weed Act. AB 1334, enacted in 200 I and codified at California Fish and Wildlife Code Section 2300, forbids possession of Caulerpa. In June 2000, Caulerpa was discovered in Aqua Hedionda Lagoon in San Diego County and in August of that year, an infestation was discovered in Huntington Harbor in Orange County. Other infestations are likely. Although a tropical species, Caulerpa has been shown to tolerate water temperatures down to at least 50° F and will rapidly expand in lagoon environments until endemic species become displaced. Although warmer southern California habitats are most vulnerable, until better information is available, it must be assumed that the whole California coast is at risk. All shallow marine habitats could be impacted. In response to the threat that Caulerpa poses to California's marine environment, the Southern California Caulerpa Action Team, SCCAT, was established to respond quickly and effectively to the discovery of Caulerpa infestations in Southern California. The group consists of representatives from several state, federal, local and private entities. The goal of SCCA T is to completely eradicate all Caulerpa infestations. If Caulerpa were allowed to reproduce unchecked within area lagoons, sensitive eelgrass beds and the wildlife that depend upon them would be adversely impacted. Therefore, eradication of Caulerpa would be beneficial for native habitat and wildlife. To date, Caulerpa has not been found in Batiquitos Lagoon. However, in order to assure that the proposed project does not cause the dispersal of Caulerpa, the Commission requires Special Condition No. 5, which requires the applicant, prior to dredging, to survey the project area (which includes the dredged area, anchoring areas, and any other areas where the bottom could be disturbed by project activities) for the presence ofCaulerpa. IfCaulerpa is found in the project area or buffer areas, then prior to commencement of any dredging, the applicant must provide evidence that the Caulerpa within the project or buffer areas has been eradicated (the applicant could seek an emergency permit from the Executive Director to authorize the eradication) or that the dredging project has been revised to avoid any disturbance ofCaulerpa. If revisions to the project are proposed to avoid contact with Caulerpa, then the applicant shall consult with the local Coastal Commission office to determine if an amendment to this permit is required. The dredging of the lagoon mouth will result in the removal of approximately 118,000 cubic yards of material. CDFW has submitted sand grain analyses that indicate this material has been determined to be at least 97.5% consistent with that found at the beach placement site. Therefore, it is proposed, and appropriate, to place this beach-quality sand on adjacent beach area. CDFW is proposing to place the dredged sand material onto South Ponto State Beach, an existing sandy beach area located directly south of the lagoon inlet. This sediment will help nourish this beach temporarily, but will ultimately 14 6-16-0528 (CA Department of Fish and Wildlife ) return to the littoral cell and will be transported down shore. Such activities, while a benefit to public access and recreation, can result in impacts to marine resources. Specifically, nourishment at beaches can impact the diversity and abundance of invertebrates, plants, and birds present on sandy beaches and intertidal areas. Beach nourishment can bury kelp wrack washed ashore during high tides as well as disturb plants and invertebrates colonizing the sand. As such, sand replenishment must be carried out in a manner that sustains the biological productivity of coastal waters. Thus, to better address these concerns, the Commission has included ecological monitoring as a condition of approval for recent projects that include deposition of sand on the beach (ref. CDP Nos. 6-16-0275/San Elijo Lagoon Restoration; 4-15-0390/Broad Beach GHAD). However, in this particular case, the Commission's ecologist has determined that detailed ecological monitoring in not necessary to evaluate impacts associated with the proposed sand deposition, because the 118,000 cubic yards of replenishment material slated for South Ponto Beach, while not an insignificant volume, is unlikely to result in any significant ecological impacts. The amount currently proposed to be placed on South Ponto Beach is a similar amount to that placed there numerous times before, including in 200 I (I 18,000 cubic yards) associated with the Regional Beach Sand Project I (ref. CDP No. 6-00-038); in 2011 (112,000 cubic yards) associated with a previous CDFW maintenance dredging project (ref. CDP No. 6-10-020), and less than the volume placed in 2012 (140,000 cubic yards) associated with the Regional Beach Sand Project II (Ref. CDP No. 6-11-018). Thus, the beach in this location has a long history of receiving dredged sand in the amount proposed. The advantage to continuing to place sand at this receiver beach is that any impacts to marine species at and around the site have previously occurred here, and no new or additional impacts are expected to result from the current project. In addition, the sand being proposed to be placed on the beach is being brought into the lagoon directly from the littoral cell. Specifically, during high tides sand is sucked into the lagoon and then becomes trapped by the bridge overcrossings of Carlsbad Boulevard and the NCTD rail corridor (ref. Exhibit Nos. I, 2). This sand would otherwise continue along downshore through normal sand transportation processes. As such, the sand being deposited is not a new source of sand into the littoral cell, but rather replacement of sand that was already within the littoral cell that has become trapped by tidal activity and the presence of infrastructure within the restored lagoon. In other words, the project mimics the sand placement that would occur naturally in this location were it not for the artificial development of a permanent lagoon inlet, necessary to support the restoration efforts within the lagoon. This type of sand bypass activity is further less likely to result in significant, long-term ecological impacts because the dredged sand originated from the littoral cell and so therefore is similar to the native beach sand already present on the receiver beach. It is important to note that while maintenance dredging is considered a necessary part of maintaining a healthy and functioning restored lagoon system, as originally designed, the maintenance dredging was anticipated to occur every one or two years. The last two dredging proposals by CDFW have been after a number of years without maintenance, 15 • • -• • • • • • - • • • • • • • • - • • -• -- • • • • ---• -• -------------------------------------- 6-16-0528 (CA Department of Fish and Wildlife ) and in this case, dredging has not occurred since 2012. This delay in maintenance dredging has resulted in a larger amount of sand that needs to be removed, which also increases the amount of sand proposed to be deposited on South Ponto Beach. Ideally, CDFW would continue maintenance activities on a more frequent basis, which would reduce the amount of sand placed on the beach during each event and would minimize the amount and duration of tidal muting that would occur within the lagoon. Historically, CDFW has been the sole entity responsible for such maintenance activities, through the establishment of an endowment as a part of the original lagoon restoration. Unfortunately, this endowment has proven to be insufficient to fund adequate ongoing maintenance of the lagoon. As such, maintenance dredging has been postponed until the there was enough funding to pay for the dredging. However, this dredging and future ongoing inlet maintenance of Batiquitos Lagoon will now be wholly funded by Caltrans and the San Diego Association of Governments (SANDAG) as a part ofa larger, regional mitigation package (REMP) to address impacts resulting from implementation of the highway, rail, and community enhancement projects in the North Coast Corridor Public Works Plan and Transportation and Resource Enhancement Program (NCC PWP/TREP). As such, it is anticipated that CDFW will now have funding adequate to facilitate future maintenance activities on a smaller-scale and more frequent basis. This will not only reduce any potential impacts on marine resources associated with high volume of sand placement, but will also decrease the amount of tidal muting between dredge cycles. As such, in this case, the Commission has determined that because of the specific set of circumstances discussed above, requiring ecological monitoring for this specific project is not appropriate at this time. However, in the future, when additional maintenance dredging at Batiquitos Lagoon is proposed, if the potential for new or additional impacts to ecological resources is identified, ecological monitoring similar to other projects approved by the Commission may be required. Finally, Section 30233 requires that dredging of open coastal waters shall only be permitted when there is no feasible less environmentally-damaging alternative, where feasible mitigation measures have been provided to minimize adverse environmental effects, where such dredging is one of the permitted uses cited, and where fuctional capacity of the wetland is maintained or enchanced. In the case of the subject proposal, the Commission has previously found that the Batiquitos Lagoon Enhancement Plan represented a restoration project for the lagoon and was consistent with Section 30233. The proposed project will enhance the functional capacity of the lagoon. Because the proposed maintenance dredging was anticipated to assure the continued success of the restoration of Batiquitos Lagoon, it can also be found a permitted use under Section 30233 and is proposed as the least environmentally damaging alternative. Special Condition No. 1 requires that the applicant be restricted to the use of the one designated staging area in order to minimize the impact to marine resources. With respect to the proposed dredging of the lagoon in this application, no new impacts will occur to sensitive habitat areas covered by the restoration plan. In summary, the proposed dredging is necessary to restore tidal prism to Batiquitos Lagoon to assure success of previously approved restoration efforts. The proposed dredging is a permitted use under Section 30233 of the Coastal Act and as conditioned; 16 6-16-0528 (CA Department of Fish and Wildlife) no adverse impacts to sensitive coastal resources are anticipated. Therefore, the Commission finds the proposed work, as conditioned, is consistent with Section 30230, 30231 and 30233 of the Coastal Act. C. PUBLIC ACCESS/BEACH REPLENISHMENT Section 30604( c) of the Coastal Act states: Every coastal development permit issued for any development between the nearest public road and the sea or the shoreline of any body of water located within the coastal zone shall include a specific finding that the development is in conformity with the public access and public recreation policies of Chapter. Section 30210 of the Coastal Act states: In carrying out the requirement of Section 4 of Article X of the California Constitution, maximum access, which shall be conspicuously posted, and recreational opportunities shall be provided for all the people consistent with public safety needs and the need to protect public rights, rights of private property owners, and natural resource areas from overuse Section 30211 of the Coastal Act states: Development shall not interfere with the public's right of access to the sea where acquired through use or legislative authorization, including, but not limited to, the use of dry sand and rocky coastal beaches to the first line of terrestrial vegetation. Section 30221 of the Coastal Act states: Oceanfront land suitable for recreational use shall be protected for recreational use and development unless present and foreseeable future demand for public or commercial recreational activities that could be accommodated on the property is already adequately provided for in the area. Section 30233(b) of the Coastal Act states: Dredging and spoils disposal shall be planned and carried out to avoid significant disruption to marine and wildlife habitats and water circulation. Dredge spoils suitable for beach replenishment should be transported for such purposes to appropriate beaches or into suitable long shore current systems. The subject proposal involves dredging the Central basin of Batiquitos Lagoon, including placement of dredged spoils on the adjacent South Ponto Beach. There are several provisions of the Coastal Act that are applicable to the proposed project and encourage use of suitable dredged material to supply the region's littoral zones with sand. Such deposition of beach quality material on the region's shoreline will create and protect 17 • • • • • • • • • • .. • .. • • • .. • -• -• -• • • • -• • • • • -• -• --- --------------- --------.. ---.. -·--- 6-16-0528 (CA Department of Fish and Wildlife ) coastal recreational areas for use by the general public, consistent with the cited Coastal Act policies. The above language in Section 3023 3(b) clearly suggests the benefit of restoring the region's beaches through use of material that would otherwise reach the shoreline, but for human intervention by development and flood control projects. Therefore, the Commission finds that when dredged material is compatible with and suitable for use as beach sand along the region's shoreline, it should be transported to the shoreline for such use, as is proposed herein, to support the public access and recreation policies of the Act. Sand grain analyses were completed on the lagoon sediment and determined that the grain size of the lagoon sediment is at least 97.5% consistent with the sand on South Ponto Beach. As such, the sand proposed for removal is considered beach quality and should be placed on the adjacent beach area, consistent with Sections 30233(b) and 30235 of the Coastal Act. Special Condition No. 6 requires that the applicant submit a report within 60 days of completion verifying Carlsbad State Beach has been nourished consistent with the preliminary beach profiles submitted with the application. It is difficult to estimate precisely how long the fill sand will remain on the beach; and therefore, how long the public will have the benefit of wider sandy beaches. Historically, sand has been placed on beaches with very little or no monitoring of the sand profile over time. To date, all previous sand placement projects on South Ponto Beach by CDFW have been approved by the Commission absent any requirement for monitoring. It is only recently that the Commission, as well as numerous other stakeholders, have identified the value and need to include monitoring to help stakeholders better predict and determine how long the sand is retained on beaches and where it moves post- nourishment As such, Special Condition No. 2 requires the applicant to submit a Shoreline Monitoring Plan for review and approval by the Commission. This condition further requires the applicant to submit reports to the Commission annually. The required monitoring would be similar to the Regional Shoreline Monitoring Program initiated by SANDAG in 1996, which measures the beach width over time at beaches in San Diego County and includes a number of transects at South Ponto State Beach. Using a similar methodology in this case would allow the data collected following the proposed project to be compared to the historic results collected through SANDAG's Regional Shoreline Monitoring Program. In addition, SANDAG recently approved the continuation of the Regional Shoreline Monitoring Program. And, because SANDAG is now a partner to the maintenance of Batiquitos Lagoon, there is an opportunity for CDFW to use the monitoring already being conducted by SANDAG to meet the requirements of Special Condition No. 2. The significant public access and recreation benefits associated with the proposed beach nourishment activities would be accompanied by potential adverse effects on public access and recreation, including temporary closure of portions of the beach, construction equipment on the beach at and near the point of sand discharge, and potential changes to surfing conditions due to the introduction of a large quantity of sand and its migration into the littoral system over time. Therefore, measures need to be included to eliminate and minimize any such impacts to the extent feasible. 18 6-16-0528 (CA Department offish and Wildlife) Section 30604( c) of the Coastal Act requires a public access finding to be made for projects located between the sea and the first coastal road; in this case, such a finding can be made for the proposed development, with the inclusion of Special Condition No. 4. This condition requires that the sand replenishment component of the permit be completed during the winter months, when the least number of visitors are present, to reduce the impact on public access, as required by Sections 30210, 30211, 30221, and 30233(b). Section 30210 of the Coastal Act requires that access to the shoreline be provided consistent with public safety needs. The Department of Fish and Wildlife is proposing to implement a public safety and access program consisting of signs, flagging and sand bridges over discharge pipes in the project area to ensure that people walking, as well as beach maintenance and emergency vehicles, have safe access to and along the beach during replenishment operations. At no point is closure of the entire beach anticipated, however, public access will be restricted to portions of the beach throughout the dredging and sand replenishment process. Section 30211 requires that development not interfere with the public's access to coastal resources including the use of dry sand. While the sand replenishment on South Ponto Beach will restrict the public's access to the immediate coastal resources temporarily, the sand placement activities will result in benefits to public access in the long term. The beach area south of the lagoon inlet is subject to consistent wave action and is classified as an eroding beach. Thus, sand replenishment will enlarge both the depth and breadth of the shoreline on South Ponto Beach, providing for increased public access and beach recreation opportunities. Therefore, it is consistent with section 30211 of the Coastal Act. Section 30221 protects shoreline suitable for recreational use. The project area is within a State Park Region, frequented by numerous visitors. There is a sand volley ball court located within the portion of the beach where sand replenishment will take place. The volleyball court will be removed temporarily; however, without the additional sand, the beach would be comprised of cobble stone and rock, which is not conducive for sand volleyball. While the sand placement will temporarily interrupt the recreational use outside the summer months, the increased amount of sand will add to the longevity of this recreational component. The main users of the sand court are aware of the proposal and are in favor of the sand replenishment. [exhibit supportive comment] Another recreational activity that is at risk from proposed beach nourishment is surfing. There are several surf sites at or downcoast from the receiver site, including South Ponto, Leucadia (Beacons) and Grandview. As such, Special Condition No. 3 requires the applicant to monitor the surf zone at South Ponto prior to commencement of nourishment activities and immediately following nourishment activities and to submit a monitoring report to the Commission. In summary, the proposed project will have short-term impacts on public access and recreation, which have been minimized by conditions requiring that beach nourishment activities be conducted outside the summer season and that staging be designed to have 19 • • • • • • • • • • • • -• -• -• • • • • • • -• -.. • .. • .. • .. -.. -------.. ---.. - -... ------------- - -.. -.. - 6-16-0528 (CA Department of Fish and Wildlife) the least impact on public access. Overall, the project will have a positive impact on public access and recreational opportunities at South Ponto Beach, and the required monitoring program will provide valuable information on the movement of sand along the shoreline that will be useful in planning and designing future sand replenishment projects. Therefore, as conditioned, the proposed project is consistent with the public access and recreation policies of the Coastal Act. D. LAND RESOURCES Section 30240 of the Coastal Act states: (a) Environmentally sensitive habitat areas shall be protected against any significant disruption of habitat values, and only uses dependent on those resources shall be allowed within those areas. (b) Development in areas adjacent to environmentally sensitive habitat areas and parks and recreation areas shall be sited and designed to prevent impacts which would significantly degrade those areas, and shall be compatible with the continuance of those habitat and recreation areas. While the lagoon dredging itself does not pose major issues to any upland based environmentally sensitive habitat, the set-up/break down of equipment and sand replenishment operations have potential concerns. The staging areas to be used for dredging operations are limited by Special Condition No. 1 to the E 1 least tern nesting island in the western basin, a sandy island constructed during the initial restoration of Batiquitos Lagoon to provide safe nesting area(s) for protected bird species. Pursuant to this condition, the loading and launching of the dredge will be from one of the shorebird nesting islands. The least terns require habitat free of vegetation, thus the stewards of the lagoon often remove any vegetation from these islands to allow for nesting. As a result, the placement of equipment will not disturb vegetation required for nesting. Further, as required by Special Condition No. 4, dredging will start and finish outside the breeding season, hence the nesting islands will not be in active use. Thus, no environmentally sensitive habitats will be negatively impacted during set up or break down of the dredging equipment. Dredging activities will direct the lagoon sand through High Density Polyethylene (HOPE) piping to be deposited directly on the designated southern beach placement site. As such, no transportation of the sand over sensitive habitat is necessary. There is an environmentally sensitive habitat located just east of the replenishment area on South Ponto beach. This region is separated by a barrier, and design plans show that the project will take place a safe distance from this area. No negative impacts to the surrounding sensitive habitats are expected. The project has been designed to minimize negative impacts and the grain size is well suited for the replenishment site. The proposed project is thus found to be in conformance with the Chapter 3 policies of the Coastal Act, as conditioned. 20 6-16-0528 (CA Department of Fish and Wildlife ) E. LOCAL COASTAL PLANNING Section 30604 (a) requires that a coastal development permit shall be issued only if the Commission finds that the permitted development will not prejudice the ability of the local government to prepare a Local Coastal Program (LCP) in conformity with the provisions of Chapter 3 of the Coastal Act. In this case, such a finding can be made for the proposed development, with the inclusion of the attached conditions. The project is located in the City of Carlsbad, which has a certified LCP. However, this project is located within Batiquitos Lagoon and thus is within the Commission's original jurisdiction. In 1992, the Commission approved CDP #6-90-219 for enhancement of Batiquitos Lagoon. A critical key to success of the approved enhancement plan is to maintain an open lagoon mouth and specified tidal prism. Beach sands and sediments have accumulated within the central basin, which now threaten the enhancement efforts due to the reduction in the tidal prism. Approval of the proposed project to remove these sediments/sands is consistent with previous Commission action on the original project. Therefore, approval of the proposed dredging, as conditioned, is consistent with Chapter 3 policies of the Coastal Act and will not prejudice the ability of the City of Carlsbad to continue implementing its certified LCP. F. CALIFORNIA ENVIRONMENTAL QUALITY ACT Section 13096 of the Commission's administrative regulations requires Commission approval of a coastal development permit to be supported by a finding showing the permit, to be consistent with any applicable requirements of the California Environmental Quality Act (CEQA). Section 21080.5(d)(2)(A) ofCEQA prohibits a proposed development from being approved if there are feasible alternatives or feasible mitigation measures available which would substantially lessen any significant adverse effect which the activity may have on the environment. The project is located within Sovereign Lands of the State and California and is considered to be Categorically Exempt under CEQA because CDFW found the project exempt as a restoration activity . As conditioned, the proposed project is consistent with the resource protection policies of the Coastal Act. Mitigation measures, in the form of seasonal restrictions, monitoring requirements and a requirement to survey for caulerpa taxifolia prior to dredging, will avoid all adverse environmental impacts. As conditioned, there are no feasible alternatives or feasible mitigation measures available which would substantially lessen any significant adverse impact which the activity may have on the environment. Therefore, the Commission finds that the proposed project, as conditioned to mitigate the identified impacts, is the least environmentally damaging feasible alternative and can be found consistent with the requirements of the Coastal Act to conform to CEQA. (G:\San Diego\Digital Permit Files\2016\6-16-0528 Batiquitos Maintenance Dredging\ST AFF REPORTS\6-16-0528 Department Offish and Wildlife Batiquitos Maintenance Dredging.docxi 21 -- -.. .. ... -... -----------• -• -• -• -----• -• -• 6-16-0528 (CA Department of Fish and Wildlife ) APPENDIX A -SUBSTANTIVE FILE DOCUMENTS • City of Carlsbad Certified East Batiquitos Lagoon/Hunt Properties segment • Batiquitos Lagoon Enhancement Project Final EIR/EIS (City of Carlsbad and U.S. Army Corps of Engineers) • Batiquitos Lagoon Enhancement Project Draft Preliminary Design Report (February, 1988) • 2015 Batiquitos Lagoon Sediment Survey prepared by Marine Taxonomic Services and dated March, 20 I 5 • Coastal Commission CDP No. 6-90-219 with amendments A-I through A-IO; • Coastal Commission CDP No. 6-10-020 22 The Crossings at Carlsbad LEGOLAND California t) @ M cCle1 Ian-Palomar Ai<port ~ ~ ~tf ~ P'd\r§'' BRESSI Project Location r,.vlara Pfi<wy Alga,9'7 , .......... '1"'"' ,.n ... ,a C Reset Go lf Club & Spa + Q\1· iqu,r. Ob{)\ San Diego Botanic Garden L~einti• SI OJr11e11hain ..... EXHIBIT NO. 1 APPLICATION NO 6-16-0528 Project Location _, California Coastal Commission ~ a: 3 ii n 0 ! i r 0 ::, igner CDFW May 2016 Batiquitos Lagoon ER Dredge ---Staging Area - - -Travel Route Flood Shoal ---Pipe Alignment [:] Batiquitos Lagoon ER Boundary N 0 75 150 300 Meters I I I I I I I I I A ------------------------- - - -------- Prepared by: HYDRAULIC ANALYSIS FOR POINSETTIA 61 C.T. 14-10 August 18, 2017 Prepared for: Lennar Homes 25 Enterprise, Suite 300 Aliso Viejo, CA 92656 Prepared by: O'DAY CONSULTANTS, INC 2710 Loker Avenue West, Suite 100 Carlsbad, CA. 92010 J.N. 14-1018-05 O'DAY CONSULTANTS, XNC., 2710 Loker Avenue West, Suite 100 Carlsbad California, 92010 Tel: (760) 931-7700 Fax: (760) 931-8680 Timothy 0. Carroll RCE 55381 Date PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) 1 (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: O'Day Consultants, Inc STORM DRAIN "A" FILE NAME: 141018-A.DAT FILE NAME: 141018-A.DAT TIME/DATE OF STUDY: 13:10 08/18/2017 ****************************************************************************** NODE NUMBER 330.00- ) 270. 05- ) 270.10- ) 140.00- GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*11 indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN MODEL PRESSURE PROCESS HEAD(FT) 1.50* FRICTION 1.69* JUNCTION 2.38* FRICTION 1.50* PRESSURE+ MOMENTUM(POUNDS) 219.53 240.47 195.54 98.68 FLOW DEPTH(FT) 1. 28 De 1. 28 De 0.67 0. 7 5 De PRESSURE+ MOMENTUM(POUNDS) 209.87 209.87 50.17 49.22 .. ' .. • .. • • • .. • • • • • • • ------------------------------------------------------------------------------- MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE~ 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 330.00 PIPE FLOW~ 11. 1 7 CFS FLOWLINE ELEVATION~ 231.00 PIPE DIAMETER~ 18.00 INCHES 232.500 FEET ASSUMED DOWNSTREAM CONTROL HGL ~ NODE 330.00 : HGL ~ < 232.500>;EGL~ < 233.120>;FLOWLINE~ < 231.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 270.05 330.00 TO NODE 270.05 IS CODE~ 1 ELEVATION~ 232.47 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 11.17 CFS PIPE DIAMETER~ 14 6. 8 0 FEET MANNING'S N 18. 00 INCHES 0.01300 PIPE LENGTH SF~(Q/K)**2 HF~L*SF ~ ( (( 11.17)/( 105.044))**2 ~ 0.01131 146.80)*(0.01131) ~ 1.660 NODE 270.05 : HGL ~ < 234.160>;EGL~ < 234.780>;FLOWLINE~ < 232.470> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 270.10 270.05 TO NODE 270.10 IS CODE~ 5 ELEVATION~ 232.80 (FLOW IS UNDER PRESSURE) 2 • • • • • • • • • • • • • • • • • ---------------------... - --- ---------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH (FT. I (FT/SEC) UPSTREAM 3.80 18.00 0.00 232.80 0.75 DOWNSTREAM 11.17 18.00 232.47 1. 28 LATERAL #1 3.74 18.00 77.00 232.80 0.74 LATERAL #2 3.63 18.00 57.00 232.80 0.73 Q5 o.oo~~~o5 EQUALS BASIN INPUT~~~ LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY~(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N ~ 0.01300; FRICTION SLOPE~ 0.00131 DOWNSTREAM: MANNING'S N ~ 0.01300; FRICTION SLOPE~ 0.01131 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00631 JUNCTION LENGTH 4.00 FEET FRICTION LOSSES 0.025 FEET ENTRANCE LOSSES 0.000 FEET JUNCTION LOSSES (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES I 0.471)+( 0.000) ~ 0.471 2.150 6.321 2 .116 2.054 NODE 270.10 : HGL ~ < 235.180>;EGL~ < 235.252>;FLOWLINE~ < 232.800> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 140.00 270.10 TO NODE 140.00 IS CODE~ 1 ELEVATION~ 233.85 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 3.80 CFS PIPE DIAMETER~ 131.10 FEET MANNING'S N 18.00 INCHES 0.01300 PIPE LENGTH SF~(Q/K)**2 HF~L*SF ~ ( (( 3.80)/( 105.042))**2~0.00131 131.10)*(0.00131) ~ 0.172 NODE 140.00 : HGL ~ < 235.35l>;EGL~ < 235.423>;FLOWLINE~ < 233.850> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 140.00 ASSUMED UPSTREAM CONTROL HGL ~ FLOWLINE ELEVATION~ 233.85 234.60 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 3 NORMAL DEPTH(FT) 0.62 CRITICAL DEPTH(FT) ~ 0.74 ====================================================-=========-====-========== UPSTREAM CONTROL ASSUMED FLOW DEPTH(FT) ~ 0.74 ========================================-===---===--====-====-===--==--==---=- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.739 4.313 1. 028 48.21 0.087 0.727 4. 4 05 1.028 48.23 0.375 0. 715 4.501 1.030 48.30 0.921 0.703 4.602 1.032 48.40 1.805 0.690 4. 7 07 1.035 48.56 3.154 0.678 4. 817 1.039 48.76 5.178 0.666 4.932 1. 04 4 49.01 8. 274 0. 654 5.052 1. 051 49.32 13.332 0.642 5.178 1.059 4 9. 68 23.208 0.630 5.310 1.068 50.10 101.600 0.628 5.328 1. 069 50.16 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ====================================================-=============-=========== DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) ~ 1. 50 ================================================-=======-=========-===-====-== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.500 2 .116 1. 570 98.04 8.262 1. 424 2. 157 1.496 90.01 16.185 1. 34 8 2.235 1.425 82.48 23.902 1. 272 2.341 1.357 75.48 31.421 1.196 2.476 1. 291 69.07 38.715 1.119 2.643 1. 228 63.34 45.715 1. 04 3 2.850 1.169 58.36 52.293 0.967 3.103 1.117 54.22 58.206 0.891 3.418 1.073 51. 04 62. 94 2 0.815 3. 811 1. 041 48.96 65.181 0.739 4. 313 1.028 48.21 101.600 0.739 4.313 1.028 48. 21 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ ( PRESSURE+MOMENTUM BALANCE OCCURS AT 60.32 FEET UPSTREAM OF NODE 270.10 I I DOWNSTREAM DEPTH~ 0.857 FEET, UPSTREAM CONJUGATE DEPTH -0.629 FEET I NODE 40.00 : HGL -< 234.559>;EGL-< 234.848>;FLOWLINE~ < 233.820> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -40.00 FLOWLINE ELEVATION~ 233.82 ASSUMED UPSTREAM CONTROL HGL -234.56 FOR DOWNSTREAM RUN ANALYSIS STORM DRAIN "A-2": 4 .. Ill •• • • • .. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • -------... --------- -----... ------- ------ FILE NAME: 141018A2.DAT TIME/DATE OF STUDY: 14:01 07/10/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*'' indicates nodal point UPSTREAM RUN RUN NODE NUMBER 270.10- ) 40.00- MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 1.50* 98.04 data used.) DOWNSTREAM FLOW PRESSURE+ MOMENTUM(POUNDS) 50.16 DEPTH(FT) 0.63 FRICTION } HYDRAULIC JUMP 0.74*Dc 48.21 0.74*Dc 48.21 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE~ 10 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 270.10 PIPE FLOW ~ 3.74 CFS ASSUMED DOWNSTREAM CONTROL HGL ~ FLOWLINE ELEVATION~ 232.80 PIPE DIAMETER~ 18.00 INCHES 234.300 FEET NODE 270.10 : HGL ~ < 234.300>;EGL-< 234.370>;FLOWLINE~ < 232.800> ****************************************************************************** 270.10 TO NODE 40.00 IS CODE~ 1 FLOW PROCESS FROM NODE UPSTREAM NODE 40.00 ELEVATION~ 233.82 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 3. 7 4 CFS PIPE DIAMETER ~ PIPE LENGTH~ 101.60 FEET MANNING'S N HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 18.00 INCHES 0. 01300 NORMAL DEPTH(FT) ~ 0.62 CRITICAL DEPTH(FT) ~ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 0.74 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.74 ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) 0.000 0.739 4.313 0.087 0. 727 4. 4 05 0.375 0. 715 4.501 0.921 0.703 4.602 1. 805 0.690 4.707 3. 15 4 0. 678 4.817 5.178 0.666 4.932 8.274 0.654 5.052 13.332 0.642 5.178 23.208 0.630 5.310 101.600 0.628 5.328 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS 5 1.028 1.028 1.030 1. 032 1.035 1. 039 1. 04 4 1. 051 1. 059 1.068 1.069 PRESSURE+ MOMENTUM(POUNDS) 48.21 48.23 48. 30 48.40 48.56 48.76 49.01 49.32 49.68 50.10 50.16 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) -1. 50 ====-========-========-===-=================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.500 2 .116 1. 570 98.04 8.262 1. 424 2.157 1. 4 96 90.01 16.185 1. 348 2.235 1.425 82.48 23.902 1. 272 2.341 1.357 75.48 31. 421 1.196 2.476 1. 291 69.07 38.715 1.119 2.643 1. 228 63.34 45. 715 1. 04 3 2. 850 1.169 58.36 52.293 0. 967 3. 103 1.117 54.22 58.206 0.891 3.418 1.073 51. 04 62.942 0.815 3. 811 1. 041 48. 96 65.181 0.739 4.313 1. 028 48.21 101.600 0.739 4.313 1.028 48. 21 .. .. .. • • • • • .. • .. • • ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------• I PRESSURE+MOMENTUM BALANCE OCCURS AT 60.32 FEET UPSTREAM OF NODE 270.10 I I DOWNSTREAM DEPTH -0.857 FEET, UPSTREAM CONJUGATE DEPTH -0.629 FEET I • NODE 40.00 : HGL -< 234.559>;EGL-< 234.848>;FLOWLINE-< 233.820> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -40.00 ASSUMED UPSTREAM CONTROL HGL - FLOWLINE ELEVATION -233.82 234.56 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS FILE NAME: 14101BA2.DAT TIME/DATE OF STUDY: 14:01 07/10/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: 1'*11 indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH I FT) MOMENTUM(POUNDS) 270.10-1.50* 98.04 0.63 } FRICTION ) HYDRAULIC JUMP 40.00-0.74*Dc 48.21 0.74*Dc MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE -10 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. 50.16 48.21 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -270.10 PIPE FLOW -3.74 CFS ASSUMED DOWNSTREAM CONTROL HGL FLOWLINE ELEVATION -232.80 PIPE DIAMETER 18.00 INCHES 234.300 FEET 6 • • • --• .. • • • • -• -• • • • • • • • • -------------------------------------- NODE 270.10 : HGL ~ < 234.300>;EGL~ < 234.370>;FLOWLINE~ < 232.800> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 40.00 270.10 TO NODE 40.00 IS CODE~ 1 ELEVATION~ 233.82 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 3. 7 4 CFS PI PE DIAMETER ~ PIPE LENGTH~ 101.60 FEET MANNING'S N 18.00 INCHES 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) ~ 0.62 CRITICAL DEPTH(FT) ~ 0.74 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 0.74 =======================-====================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.739 4.313 1. 028 48.21 0.087 0.727 4. 4 05 1.028 48.23 0.375 0. 715 4.501 1. 030 48. 30 0. 921 0.703 4.602 1.032 48.40 1.805 0.690 4.707 1. 035 48.56 3.154 0. 678 4. 817 1. 039 4 8. 76 5.178 0.666 4.932 1.044 49.01 8.274 0.654 5.052 1. 051 49.32 13. 332 0.642 5.178 1.059 49.68 23.208 0.630 5.310 1. 068 50.10 101.600 0. 628 5.328 1.069 50.16 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) ~ 1. 50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1. 500 2.116 1. 570 98.04 8. 262 1.424 2.157 1. 496 90.01 16.185 1. 348 2.235 1.425 82.48 23.902 1. 272 2.341 1. 357 75.48 31. 421 1.196 2.476 1. 291 69.07 38. 715 1.119 2.643 1. 228 63.34 45.715 1. 04 3 2.850 1. 169 58.36 52.293 0.967 3.103 1.117 54.22 58.206 0.891 3. 418 1. 07 3 51. 04 62.942 0.815 3. 811 1. 041 48. 96 65.181 0.739 4. 313 1.028 48.21 101.600 0.739 4. 313 1. 028 48.21 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 60.32 FEET UPSTREAM OF NODE 270.10 I I DOWNSTREAM DEPTH~ 0.857 FEET, UPSTREAM CONJUGATE DEPTH~ 0.629 FEET I NODE 40.00 : HGL ~ < 234.559>;EGL~ < 234.848>;FLOWLINE-< 233.820> 7 • ****************************************************************************** • UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 40.00 ASSUMED UPSTREAM CONTROL HGL ~ FLOWLINE ELEVATION~ 233.82 234.56 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS STORM DRAIN "B": FILE NAME: 141018-B.DAT TIME/DATE OF STUDY: 12:02 07/10/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*'' indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 860.30- ) 860.25- ) 860.20- ) 830.00- MODEL PROCESS PRESSURE PRESSURE+ HEAD(FT) MOMENTUM(POUNDS) 1.66* 270.46 FLOW DEPTH(FT) 1.17 PRESSURE+ MOMENTUM(POUNDS) 261.98 FRICTION ) HYDRAULIC JUMP l.35*Dc 253.99 1. 35*Dc JUNCTION 1.66* 187.49 0.93 FRICTION } HYDRAULIC JUMP l.15*Dc 152.26 l.15*Dc MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE~ 20 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. 253.99 162.03 152.26 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ PIPE FLOW~ 860.30 14.09 CFS ASSUMED DOWNSTREAM CONTROL HGL ~ FLOWLINE ELEVATION~ 223.80 PIPE DIAMETER~ 24.00 INCHES 225.460 FEET NODE 860.30 : HGL -< 225.460>;EGL-< 225.857>;FLOWLINE~ < 223.800> ****************************************************************************** 860.25 IS CODE - l FLOW PROCESS FROM NODE UPSTREAM NODE 860.25 860.30 TO NODE ELEVATION -224.22 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH~ 14.09 CFS 41. 70 FEET PIPE DIAMETER~ 24.00 INCHES MANNING'S N 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) ~ 1.14 CRITICAL DEPTH(FT) - UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1. 35 8 1. 35 • .. .. • • -• -• .. • -• • • -• • • -• • • • • • • • • • -• • • • -., -------------.. -.. ------------- ------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) 0.000 1.352 6.233 1. 956 0.042 1. 341 6.288 1.956 0.173 1. 331 6.344 1. 956 0.405 1.320 6. 402 1.957 0.750 1. 310 6. 4 61 1. 958 1. 221 1. 299 6.521 1. 960 1.838 1. 289 6.583 1. 962 2.622 1. 278 6.646 1. 964 3.600 1. 2 67 6. 710 1. 967 4.805 1. 257 6.776 1.970 6.283 1. 24 6 6.844 1.974 8.091 1. 236 6.913 1.978 10.306 1. 225 6.983 1. 983 13.040 1. 214 7.055 1.988 16.454 1. 204 7 .129 1.994 20. 796 1.193 7.205 2.000 26.485 1.183 7.282 2.007 34.307 1.172 7.361 2.014 41.700 1. 165 7.412 2.019 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1. 66 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 1. 388 2.743 4.064 5. 34 9 6.595 7. 801 8. 964 10.081 11.149 12.164 13.121 14.017 14.844 15.596 16.266 16.844 17.320 1 7. 681 17.912 17. 994 41.700 FLOW DEPTH (FT) 1.660 1.645 1. 62 9 1.614 1.598 1. 583 1. 568 1.552 1.537 1.521 1. 506 1. 4 91 1. 4 7 5 1. 4 60 1. 44 4 1. 42 9 1. 414 1. 398 1. 383 1. 367 1. 352 1. 352 VELOCITY (FT/SEC) 5.053 5. 096 5.140 5.186 5.233 5.282 5.332 5.384 5.438 5.493 5.550 5.609 5.670 5.733 5.798 5.865 5.934 6.005 6.079 6.155 6. 233 6. 233 SPECIFIC ENERGY(FT) 2.057 2.048 2.040 2.032 2.024 2.016 2.009 2.003 1. 996 1.990 1. 985 1.979 1. 97 5 1.970 1. 967 1. 963 1. 961 1. 958 1.957 1. 956 1. 956 1.956 PRESSURE+ MOMENTUM(POUNDS) 253.99 254.01 254.08 254.20 254.36 254.58 254.84 255.16 255.52 255.94 256.42 256.95 257.54 258.19 258.89 259.66 260.49 261.39 261.98 PRESSURE+ MOMENTUM(POUNDS) 270.46 268.96 267.52 266.14 264.83 263.59 262.41 261.31 260.27 259.31 258.42 257.61 256.87 256.21 255.64 255.14 254.73 254.41 254.18 254.04 253.99 253.99 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 9.09 FEET UPSTREAM OF NODE 860.30 I I DOWNSTREAM DEPTH~ 1.550 FEET, UPSTREAM CONJUGATE DEPTH~ 1.174 FEET I 9 NODE 860.25 : HGL ~ < 225.572>;EGL~ < 226.176>;FLOWLINE~ < 224.220> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 860.20 860.25 TO NODE 860.20 IS CODE~ 5 ELEVATION~ 224.72 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH (FT. I UPSTREAM 8.89 18.00 0.00 224.72 1.15 DOWNSTREAM 14.09 24.00 224.22 1. 35 LATERAL #1 0.00 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 5.20~~~Q5 EQUALS BASIN INPUT~~~ LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY~(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N ~ 0.01300; FRICTION SLOPE~ 0.00716 DOWNSTREAM: MANNING'S N ~ 0.01300; FRICTION SLOPE~ 0.00608 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00662 JUNCTION LENGTH 4.00 FEET VELOCITY (FT/SEC) 5.031 6.235 0.000 0.000 FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 0.026 FEET ENTRANCE LOSSES 0.121 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) I 0.4811+1 0.1211 ~ 0.602 NODE 860.20 : HGL ~ < 226.384>;EGL~ < 226.777>;FLOWLINE~ < 224.720> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 830.00 860.20 TO NODE 830.00 IS CODE~ 1 ELEVATION~ 225.95 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 8 .89 CFS PIPE DIAMETER ~ PIPE LENGTH~ 82.50 FEET MANNING'S N HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 18.00 INCHES 0.01300 NORMAL DEPTH(FT) ~ 0.92 CRITICAL DEPTH(FT) ~ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1.15 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1. 15 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.154 6.093 1.731 152.26 0.038 1.142 6.156 1.731 152.28 0.158 1.130 6.222 1. 7 32 152.35 0.368 1.118 6.289 1.733 152.47 0. 680 1.107 6.358 1. 7 35 152.63 1.107 1.095 6. 4 30 1.737 152.85 1. 664 1. 083 6.504 1. 740 153.12 2. 372 1.071 6.580 1. 7 44 153.44 3.253 1. 060 6.659 1. 74 9 153.81 4.340 1. 04 8 6.741 1.754 154.24 5. 671 1.036 6. 825 1. 7 60 154.73 7. 298 1.024 6. 911 1. 767 155.27 10 • -• .. • • • • • • • • • -• -• -- • - • • -• --• • • -• - • • • • ----------------------- ---------... ---- 9.293 1.013 7.001 1. 77 4 11. 753 1. 001 7.094 1. 783 14.824 0. 98 9 7.189 1.792 18.730 0.977 7.288 1.803 23.849 0. 966 7,390 1. 814 30.888 0.954 7. 496 1. 827 41.435 0.942 7.605 1. 841 60.587 0.930 7. 718 1. 856 82.500 0.930 7. 719 1. 856 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) -1. 66 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 21.210 PRESSURE HEAD(FT) 1. 664 1.500 VELOCITY (FT/SEC) 5.031 5.031 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) - SPECIFIC ENERGY(FT) 2.057 1. 893 1. 50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 21.210 23.145 24.835 26.390 27.840 29.203 30.489 31. 7 02 32.847 33.925 34.935 35.878 36.751 37.550 38.272 38.911 39.459 39.908 40.247 4 0. 4 63 40.539 82.500 FLOW DEPTH (FT) 1.500 1. 483 1. 4 65 1. 44 8 1.431 1. 413 1. 396 1.379 1. 361 1.344 1. 327 1. 310 1. 292 1. 27 5 1. 258 1. 240 1.223 1. 206 1. 188 1.171 1.154 1.154 VELOCITY (FT/SEC) 5.029 5.040 5.059 5.084 5 .114 5.148 5.186 5.228 5.273 5.322 5.374 5.430 5.489 5.552 5.618 5.687 5. 7 61 5.838 5.919 6.004 6.093 6.093 SPECIFIC ENERGY(FT) 1.893 1.877 1.863 1. 850 1.837 1.825 1. 814 1.803 1. 7 94 1.784 1.776 1. 7 68 1. 760 1. 7 54 1. 7 48 1. 743 1. 739 1. 735 1. 7 33 1. 731 1. 731 1. 7 31 155.88 156.55 157.29 158.09 158.96 159.90 160.92 162.01 162.03 PRESSURE+ MOMENTUM(POUNDS) 187.49 169.37 PRESSURE+ MOMENTUM(POUNDS) 169.37 167.65 166.08 164.62 163.25 161.97 160. 76 159.64 158.59 157.62 156.72 155.90 155.16 154.50 153.92 153.42 153.01 152.69 152.45 152.31 152.26 152.26 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 29.63 FEET UPSTREAM OF NODE 860.20 I I DOWNSTREAM DEPTH -1.408 FEET, UPSTREAM CONJUGATE DEPTH -0.935 FEET I NODE 830.00 : HGL -< 227.104>;EGL-< 227.68l>;FLOWLINE-< 225.950> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -830.00 FLOWLINE ELEVATION -225.95 11 ASSUMED UPSTREAM CONTROL HGL ~ 227.10 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS STORM DRAINS "C" & "C-1": FILE NAME: 141018-C.DAT (includes SD-C-1) ************************************************************************* TIME/DATE OF STUDY: 14:44 07/10/2017 *************************************************************************0+2*** ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*'' indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 780.30- ) 780.25- ) MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 1.85* 175.49 FRICTION ) HYDRAULIC JUMP JUNCTION 780.20- ) FRICTION 780.15- ) JUNCTION 780.10- ) FRICTION 750.00- 1.03 De 110.65 1. 03 De 110. 65 1. 03*De 110. 65 1. 4 9* 96.02 0.90* 49.48 FLOW DEPTH(FT) 0.91 0.98* 0.91* l.03*De 0. 62 0. 7 2 De MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE~ 10 PRESSURE+ MOMENTUM(POUNDS) 113 .13 110.96 112. 96 110. 65 47.54 45.72 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST .. ... -• • • -.. .. • .. .. -.. .. • -• -.. ---CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. ****************************************************************************** .. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 780.30 PIPE FLOW~ 7.03 CFS ASSUMED DOWNSTREAM CONTROL HGL ~ FLOWLINE ELEVATION~ 229.30 PIPE DIAMETER~ 18.00 INCHES 231.150 FEET NODE 780.30 : HGL ~ < 231.150>;EGL-< 231.396>;FLOWLINE~ < 229.300> ****************************************************************************** 780.30 TO NODE 780.25 IS CODE - 1 FLOW PROCESS FROM NODE UPSTREAM NODE 780.25 ELEVATION -230.45 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 7. 03 CFS PIPE DIAMETER ~ PIPE LENGTH -115.20 FEET MANNING'S N HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 18.00 INCHES 0.01300 NORMAL DEPTH(FT) ~ 0.90 CRITICAL DEPTH(FT) - 12 1. 03 -• -• .. • • • - • - • • ---------------.. ---------------,_ ------ ======================-=--=-==--=--==-=====-==-===============-==-==-==-====== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 0.98 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) 0.000 0. 982 5.730 1.493 0.781 0.974 5.786 1. 4 94 1.806 0. 966 5.845 1. 496 3.143 0.957 5.904 1. 4 99 4.886 0.949 5.965 1. 502 7.187 0.940 6.027 1.505 10.295 0.932 6.091 1. 508 14. 68 0 o. 923 6.157 1.512 21.399 0.915 6.224 1.517 33.841 0.907 6.293 1.522 115.200 0.906 6.300 1. 522 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) ~ 1. 85 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 63.592 PRESSURE HEAD(FT) 1. 850 1. 500 VELOCITY (FT/SEC) 3.978 3. 978 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) ~ SPECIFIC ENERGY(FT) 2. 096 1. 7 4 6 1. 50 PRESSURE+ MOMENTUM I POUNDS) 110.96 111. 09 111.24 111. 43 111. 63 111.87 112. 13 112.42 112. 7 4 113. 08 113 .13 PRESSURE+ MOMENTUM I POUNDS) 175.49 136.90 =====-=====-==============================================================-=== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 63.592 1.500 3.977 1. 7 4 6 136.90 70.899 1. 453 4.015 1.703 132. 21 77.225 1. 405 4.085 1.665 128.04 83.041 1. 358 4.178 1. 629 124.27 88.449 1. 311 4. 291 1. 597 120.91 93.470 1. 263 4.425 1. 567 11 7. 97 98.078 1. 216 4.580 1.542 115. 47 102.195 1. 169 4.758 1.520 113.44 105.674 1.121 4.961 1. 504 111. 93 108.236 1. 07 4 5.191 1. 4 93 110.98 109.314 1. 026 5.454 1. 4 89 110. 65 115.200 1.026 5. 4 54 1. 489 110. 65 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 105.29 FEET UPSTREAM OF NODE 780.30 I I DOWNSTREAM DEPTH~ 1.126 FEET, UPSTREAM CONJUGATE DEPTH~ 0.933 FEET I NODE 780.25 : HGL ~ < 231.432>;EGL~ < 231.943>;FLOWLINE~ < 230.450> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 780.20 780.25 TO NODE 780.20 IS CODE~ 5 ELEVATION~ 230.78 (FLOW IS SUPERCRITICAL) 13 CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH I FT. I UPSTREAM 7.03 18.00 42.00 230.78 1. 03 DOWNSTREAM 7.03 18.00 230.45 1. 03 LATERAL #1 0.00 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 o.oo---Q5 EQUALS BASIN INPUT--- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.00961 DOWNSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.00766 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00864 JUNCTION LENGTH 4.00 FEET VELOCITY (FT/SEC) 6. 271 5.731 0.000 0.000 FRICTION LOSSES 0.035 FEET ENTRANCE LOSSES 0.000 FEET JUNCTION LOSSES (DY+HV1-HV2) + (ENTRANCE LOSSES) JUNCTION LOSSES I 0.358)+( 0.000) -0.358 NODE 780.20 : HGL -< 231.690>;EGL-< 232.300>;FLOWLINE-< 230.780> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 780.15 780.20 TO NODE ELEVATION - CALCULATE FRICTION LOSSES(LACFCD): 780.15 IS CODE - 1 231.44 (FLOW IS SUPERCRITICAL) PIPE FLOW PIPE LENGTH - 7.03 CFS 65.90 FEET PIPE DIAMETER -18.00 INCHES MANNING'S N 0.01300 NORMAL DEPTH(FT) -0.90 CRITICAL DEPTH(FT) -1. 03 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -1.03 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.026 5.454 1.489 110. 65 0.106 1.014 5.531 1. 4 89 110. 67 0.457 1.001 5.612 1. 4 90 110.75 1.119 0.988 5.695 1. 4 92 110.88 2.189 0.975 5.781 1. 4 94 111. 07 3.817 0.962 5. 871 1. 4 97 111.32 6.255 0.949 5. 964 1. 502 111. 63 9. 97 5 0.936 6.060 1.507 112. 00 16.038 0. 923 6.160 1. 513 112.43 27.851 0.910 6. 2 63 1.520 112. 94 65.900 0.910 6.269 1.520 112. 96 ------------------------------------------------------------------------------ NODE 780.15 : HGL -< 232.466>;EGL-< 232.929>;FLOWLINE-< 231.440> .. • -• • • • • -• -• -• - • • -• ---• • • • • • • • • ****************************************************************************** - FLOW PROCESS FROM NODE UPSTREAM NODE 780.10 780.15 TO NODE 780.10 IS CODE - 5 ELEVATION -231.79 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE 14 FLOWLINE CRITICAL VELOCITY - • -• • -----------------... -------------------- (CFS) ( INCHES I (DEGREES) ELEVATION DEPTH (FT.) UPSTREAM 3.59 18.00 90.00 231. 79 0.72 DOWNSTREAM 7.03 18.00 231.44 1. 03 LATERAL #1 3.44 18.00 90.00 231.79 0. 71 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 o.oo~~~Q5 EQUALS BASIN INPUT~~~ LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY~(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N ~ 0.01300; FRICTION SLOPE~ 0.00110 DOWNSTREAM: MANNING'S N ~ 0.01300; FRICTION SLOPE~ 0.00679 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00394 JUNCTION LENGTH 4.00 FEET (FT/SEC) 2.033 5.455 2.514 0.000 FRICTION LOSSES 0.016 FEET ENTRANCE LOSSES 0.000 FEET JUNCTION LOSSES JUNCTION LOSSES (DY+HV1-HV2)+(ENTRANCE LOSSES) I 0.418)+1 0.0001 ~ 0.418 NODE 780.10 : HGL ~ < 233.282>;EGL~ < 233.347>;FLOWLINE~ < 231.790> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 750.00 780.10 TO NODE 750.00 IS CODE~ 1 ELEVATION~ 232.36 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 3. 59 CFS PIPE DIAMETER ~ 18.00 INCHES 0.01300 PIPE LENGTH~ 57.00 FEET MANNING'S N NORMAL DEPTH(FT) ~ 0.60 CRITICAL DEPTH(FT) ~ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1. 4 9 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.72 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1. 492 2.032 1.557 96.02 8. 263 1. 416 2.077 1. 483 87.93 16.252 1.339 2.156 1. 411 80.33 24.051 1. 262 2. 2 62 1. 341 73. 26 31. 664 1. 185 2.397 1. 274 66.79 3 9. 0 62 1.108 2.565 1. 210 61. 01 46.173 1.031 2.772 1.150 55.98 52. 871 0.954 3.027 1. 096 51. 80 57.000 0.901 3.236 1.064 49.48 NODE 750.00 : HGL ~ < 233.26l>;EGL~ < 233.424>;FLOWLINE~ < 232.360> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 750.00 ASSUMED UPSTREAM CONTROL HGL ~ STORM DRAIN "C-2": FLOWLINE ELEVATION~ 232.36 233.08 FOR DOWNSTREAM RUN ANALYSIS 15 FILE NAME: 141018C2 TIME/DATE OF STUDY: 15:01 07/10/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*'' indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 780.10-1. 4 9* 95.03 0.60 45.56 } FRICTION 780.00-1. 28* 73. 88 0. 71 De MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE~ 10 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. 43.75 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 780.10 PIPE FLOW~ 3.47 CFS ASSUMED DOWNSTREAM CONTROL HGL ~ FLOWLINE ELEVATION~ 231.79 PIPE DIAMETER~ 18.00 INCHES 233.282 FEET NODE 780.10 : HGL ~ < 233.282>;EGL~ < 233.342>;FLOWLINE~ < 231.790> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 780.00 780.10 TO NODE 780.00 IS CODE~ 1 ELEVATION~ 232.01 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH~ NORMAL DEPTH(FT) ~ 3.47 CFS 21.50 FEET 0.59 PIPE DIAMETER~ MANNING'S N 18.00 INCHES 0.01300 CRITICAL DEPTH(FT) ~ 0.71 ======-======================================================================= DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1. 4 9 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT} (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.492 1. 964 1. 552 95.03 8 .138 1. 414 2.009 1. 4 77 8 6. 81 16.024 1.336 2.087 1. 4 03 79.06 21.500 1. 280 2.159 1.353 73.88 NODE 780.00 : HGL ~ < 233.290>;EGL~ < 233.363>;FLOWLINE~ < 232.010> • • ---• • .. ---• -• -• -• -• -• • • • • • -• • • ****************************************************************************** - UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 780.00 ASSUMED UPSTREAM CONTROL HGL ~ FLOWLINE ELEVATION~ 232.01 232.72 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 16 • ---• • -------------------------------------.. Prepared by : HYDRAULIC ANALYSIS FOR POINSETTIA 61 (PRIVATE STORM DRAINS, 18" & OVER ONLY) C.T. 14-10 October 26, 2017 Prepared for: Lennar Homes 25 Enterprise, Suite 300 Aliso Viejo, CA 92656 Prepared by: O'DAY CONSULTANTS, INC 2710 Loker Avenue West, Suite 100 Carlsbad, CA. 92010 J.N. 14-1018-05 O'DAY CONSULTANTS, INC., 2710 Loker Avenue West, Suite 100 Carlsbad California, 92010 Tel: (760) 931-7700 Fax: (760) 931-8680 Timothy 0. Carroll RCE 55381 Date PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: 0 1 Day Consultants, Inc 17 STORM DRAIN: PRIVATE SD-"A" FILE NAME: PVTA.DAT TIME/DATE OF STUDY: 14:45 10/26/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*'' indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 540.40- } 540.33- ) 540.32- } 540.31- } MODEL PROCESS PRESSURE HEAD(FT) 1. 18 De PRESSURE+ MOMENTUM(POUNDS) 178.01 FLOW DEPTH(FT} 0.39* PRESSURE+ MOMENTUM(POUNDS) 52 3. 17 FRICTION MANHOLE FRICTION MANHOLE 540.30- } FRICTION 540.20- ) MANHOLE 540.21- } FRICTION 540.13- } MANHOLE 540.12- } FRICTION 540.10- } JUNCTION 540.11- } FRICTION 540.00- 1. 18 De 1.18 De 1. 2 0 De l.18*De } HYDRAULIC 1. 2 0 De 1.18 De 1. 18 De l.18*De l.18*De 1. 4 6* 178.01 178.01 178.12 178.01 JUMP 178.13 178.01 178.01 178.01 178.01 176.91 HYDRAULIC JUMP l.12*De 158. 75 0.85* 1.11 * 0. 85* l.18*De 0.71* 0.76* 0.85* l.18*De l.18*De 1. 12 De l.12*De MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE -25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. 205.01 178.90 204.55 178.01 244.23 228.21 204.55 178.01 178.01 158.76 158.75 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 540.40 FLOWLINE ELEVATION -208.25 PIPE FLOW -10.78 CFS PIPE DIAMETER -24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL -209.250 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.00 FT.) IS LESS THAN CRITICAL DEPTH( 1.18 FT.) ---> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 540.40 : HGL -< 208.642>;EGL-< 218.220>;FLOWLINE-< 208.250> • • -----• -• -• -• -• ---• -• -• -• ---• -- ****************************************************************************** • FLOW PROCESS FROM NODE UPSTREAM NODE 540.33 540.40 TO NODE 540.33 IS CODE~ l ELEVATION -236.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 10.78 CFS PIPE DIAMETER 24. 00 INCHES 18 - • -• • ------- ------------- ---------------- PIPE LENGTH -70.80 FEET MANNING'S N 0.01300 NORMAL DEPTH(FT) -0.37 CRITICAL DEPTH(FT) -1. 18 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -0.85 --------------------=------=--=--==--=--=--=--==--=--==-==-===-==-===-======-= GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.852 8.449 1. 961 205.01 0.132 0.833 8.707 2. 011 208.90 0.282 0.813 8.981 2.067 213.15 0.452 0.794 9. 271 2 .130 217. 80 0.643 o. 775 9. 57 9 2.201 222.87 0.861 0.756 9.906 2.281 228.40 1.107 0.737 10.255 2.371 234.42 1.387 0. 718 10.628 2.473 240.97 1. 705 0.699 11.026 2.588 248.10 2.069 0.680 11. 4 52 2. 717 255.86 2.485 0.660 11. 910 2.864 264.31 2. 963 0.641 12.401 3.031 273.53 3.514 0. 622 12.931 3.220 283.58 4.154 0.603 13.502 3.436 294.55 4.900 0.584 14.121 3.682 306.55 5.779 0.565 14.792 3. 965 319.68 6.821 0.546 15.523 4. 290 334.10 8.073 0. 52 6 16.320 4.665 349.94 9.598 0.507 17.192 5.100 367.41 11.489 0.488 18.151 5.607 386.71 13.892 0.469 19.208 6.201 408.10 17.054 0.450 20.377 6.901 431.89 21.435 0.431 21. 677 7.732 458.44 2 8. 077 0.412 23.129 8.724 488.21 40.323 0.392 24.760 9.918 521.74 70.800 0.392 24.829 9.970 523.17 NODE 540.33 : HGL -< 236.852>;EGL-< 237.96l>;FLOWLINE-< 236.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 540.32 540.33 TO NODE 540.32 IS CODE - 2 ELEVATION -236.33 (FLOW IS SUPERCRITICAL) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW -10.78 CFS PIPE DIAMETER 24. 00 INCHES AVERAGED VELOCITY HEAD -0.836 FEET HMN -.05*(AVERAGED VELOCITY HEAD) -.05*( 0.836) -0.042 NODE 540.32 : HGL -< 237.44l>;EGL-< 238.003>;FLOWLINE-< 236.330> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 540.31 540.32 TO NODE 540.31 IS CODE - 1 ELEVATION -236.60 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 10. 78 CFS PIPE DIAMETER - PIPE LENGTH -53.90 FEET MANNING'S N 19 24.00 INCHES 0.01300 NORMAL DEPTH(FT) -1.20 CRITICAL DEPTH(FT) -1.18 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -0.85 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.854 8.419 1. 955 204.55 2.879 0.867 8.254 1. 926 202.15 5.751 0.880 8.095 1.898 199.89 8.614 0.893 7.942 1.873 197.78 11.468 0.906 7.795 1.850 195.80 14. 311 0.919 7.652 1.829 193.95 17.142 0.932 7.515 1. 809 192.22 19. 960 0.944 7.382 1.791 190.62 22.764 0.957 7.254 1. 77 5 18 9. 13 25.553 0.970 7.131 1. 760 187.75 28.323 0.983 7. 011 1. 74 7 186.47 31.073 0.996 6.895 1. 735 185.30 33.799 1. 009 6.783 1. 724 184.23 36.500 1.022 6. 67 5 1. 714 183.26 39.170 1.035 6.570 1.705 182.37 41.805 1. 04 8 6.468 1.698 181.58 44.398 1.061 6.370 1.691 180.87 46.941 1. 073 6. 274 1.685 180.25 49.423 1. 08 6 6.182 1.680 179.71 51. 830 1.099 6.092 1. 67 6 179.25 53.900 1.111 6.014 1.673 178.90 ------------------------------------------------------------------------------ NODE 540.31 : HGL -< 237.454>;EGL-< 238.555>;FLOWLINE-< 236.600> ****************************************************************************** 540.31 TO NODE 540.30 IS CODE - 2 FLOW PROCESS FROM NODE UPSTREAM NODE 540.30 ELEVATION -236.93 (FLOW IS AT CRITICAL DEPTH) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW -10.78 CFS PIPE DIAMETER 24. 00 INCHES AVERAGED VELOCITY HEAD -0.477 FEET HMN -.05*(AVERAGED VELOCITY HEAD) -.05*( 0.477) NOTE: ENERGY GRADE LINE HAS BEEN ADJUSTED DUE TO CHANGING IN FLOW LINE ELEVATIONS 0.024 NODE 540.30 : HGL -< 238.107>;EGL-< 238.595>;FLOWLINE-< 236.930> ****************************************************************************** 540.20 IS CODE - 1 FLOW PROCESS FROM NODE UPSTREAM NODE 540.20 540.30 TO NODE ELEVATION -238.24 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH~ 10.78 CFS 261.40 FEET PIPE DIAMETER~ 24.00 INCHES MANNING'S N 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) ~ 1.20 CRITICAL DEPTH(FT) ~ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 20 0.71 1. 18 -• -• -• -• -• -• • ----• -• • • -., • --- • ----- • -• • ~ --GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: --DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) -0.000 0.709 10. 811 2.525 244.23 4.245 0. 728 10.435 2.419 237.56 -8.486 0.746 10.082 2.326 231. 42 12.722 0. 7 65 9.751 2.242 225.77 -16.951 0.784 9.440 2.168 220.57 -21.172 0.802 9.146 2.102 215.79 25.383 0.821 8.870 2.044 211.41 -29.582 0.840 8.608 1. 991 207.39 33.768 0.859 8.361 1.945 203.71 ... 37.939 0.877 8.127 1. 904 200.35 -42. 092 0.896 7.906 1. 8 67 197.28 46.224 0.915 7.695 1.835 194.50 -50.334 0.933 7.495 1. 806 191.98 54.415 0.952 7.306 1. 781 189. 72 -58.465 0.971 7.125 1. 760 187.69 -62.476 0.990 6.953 1. 7 41 185.88 66.443 1.008 6.789 1.724 184.29 -70.355 1.027 6.633 1. 711 182.89 74.199 1.046 6.483 1.699 181. 69 -77.957 1. 064 6.341 1.689 180.68 81.604 1. 083 6.205 1.681 179.84 -85.101 1.102 6.074 1.675 179.16 -88.385 1.121 5.949 1. 671 178.65 91.340 1.139 5.830 1.667 178.29 -93.727 1.158 5. 716 1.666 178.08 94.882 1.177 5.606 1.665 178.01 -261.400 1.177 5.606 1.665 178.01 -------------------------------------------------------------------------------HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS -DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1.18 --GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) -0.000 1.177 5.606 1.665 178.01 0.005 1.178 5.600 1. 665 178.01 -0.020 1.179 5.595 1.665 178.01 -0. 04 7 1.180 5.589 1.665 178.01 0.086 1.181 5.583 1.665 178.01 -0.139 1.182 5.578 1. 665 1 78. 02 0.207 1.183 5.572 1.665 178.02 -0.292 1.184 5.566 1.665 178.02 -0.395 1.185 5.561 1. 665 178. 02 0.519 1.18 6 5.555 1. 665 178.03 -0.666 1.187 5.550 1.665 178.03 0.840 1.188 5.544 1.665 178.03 -1. 04 6 1.18 9 5.539 1. 665 178.04 -1. 28 6 1.190 5.533 1.665 178.04 1.569 1. 191 5. 527 1. 665 178.05 -1. 901 1.192 5.522 1.665 178.05 2. 294 1.193 5.516 1.665 178.06 -2.762 1. 194 5. 511 1.665 178.07 -21 - 3.325 1.195 5.505 4. 011 1.196 5.500 4.867 1.197 5. 495 5. 968 1.198 5.489 7.458 1.199 5.484 9.656 1. 200 5.478 13.592 1. 200 5. 4 73 220.713 1.201 5.468 261.400 1.201 5. 4 68 1.666 178.07 1. 666 178.08 1.666 178.09 1.666 178.09 1.666 178.10 1.666 178.11 1.666 178.12 1.666 178.13 1.666 178.13 -• .. .. .. .. .. ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------• I PRESSURE+MOMENTUM BALANCE OCCURS AT 168,18 FEET UPSTREAM OF NODE 540.30 I I DOWNSTREAM DEPTH -1.201 FEET, UPSTREAM CONJUGATE DEPTH -1.154 FEET I .. NODE 540.20 : HGL -< 238.949>;EGL-< 240.765>;FLOWLINE-< 238,240> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 540.21 540.20 TO NODE 540.21 IS CODE - 2 ELEVATION -238.57 (FLOW IS SUPERCRITICAL) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW -10,78 CFS PIPE DIAMETER 24. 00 INCHES AVERAGED VELOCITY HEAD -1.669 FEET HMN -.05*(AVERAGED VELOCITY HEAD) -.05*( 1.669) -0.083 NODE 540.21 : HGL -< 239.327>;EGL-< 240.848>;FLOWLINE-< 238.570> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 540.13 540.21 TO NODE 540.13 IS CODE - 1 ELEVATION -240.82 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PI PE FLOW l O. 7 8 CFS PI PE DIAMETER - PIPE LENGTH -88.40 FEET MANNING'S N 24.00 INCHES 0. 01300 .. -• .. • -• -• ---------------------------------------------------------------------------------. NORMAL DEPTH(FT) -0.75 CRITICAL DEPTH(FT) -1.18 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -0.85 • GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ • CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.854 8.419 1.955 204.55 -1. 071 0.850 8.474 1. 966 205.36 • 2.204 0.846 8.529 1.976 206.19 3.405 0.842 8.585 1.987 207.04 • 4.682 0.837 8.642 1.998 207.90 6.040 0.833 8.700 2.009 208.78 -7.489 0. 829 8.758 2.021 209.68 9.039 0.825 8.818 2.033 210.60 -10.701 0.821 8.878 2.045 211.53 -12.489 0.816 8.938 2.058 212.48 14.420 0.812 9.000 2.071 213.46 -16.513 0.808 9.062 2.084 214 .45 -18. 792 0.804 9.125 2.098 215.45 21.288 0.800 9.189 2 .112 216.48 -24.038 0.795 9.254 2 .12 6 217.53 27.091 0.791 9.320 2.141 218.60 -22 • • .. ------------------------------------- 30.512 0.787 9.386 2.156 219.69 34.387 0.783 9.454 2.171 220.80 38.839 0.779 9.522 2.187 221.93 44.045 0.774 9.591 2.204 223.08 50.284 0. 770 9.661 2.221 224.25 58.018 0.766 9.733 2.238 225.45 68. 118 0.762 9.805 2.256 226.67 82.538 0.758 9.878 2.274 227.91 88.400 0.757 9.895 2.278 228.21 NODE 540.13 : HGL -< 241.674>;EGL-< 242.775>;FLOWLINE-< 240.820> ****************************************************************************** 540.13 TO NODE 540.12 IS CODE - 2 FLOW PROCESS FROM NODE UPSTREAM NODE 540.12 ELEVATION -241.15 (FLOW IS AT CRITICAL DEPTH) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW -10.78 CFS PIPE DIAMETER 24. 00 INCHES AVERAGED VELOCITY HEAD -0.488 FEET HMN -.05*(AVERAGED VELOCITY HEAD) -.05*( 0.488) NOTE: ENERGY GRADE LINE HAS BEEN ADJUSTED DUE TO CHANGING IN FLOW LINE ELEVATIONS 0.024 NODE 540.12 : HGL -< 242.327>;EGL-< 242.815>;FLOWLINE-< 241.150> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 540.10 540.12 TO NODE 540.10 IS CODE - 1 ELEVATION -241.37 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 10. 78 CFS PIPE DIAMETER -2 4. 00 INCHES 0. 01300 PIPE LENGTH -41. 59 FEET MANNING'S N NORMAL DEPTH(FT) -1. 18 CRITICAL DEPTH(FT) -1.18 ========-==-=-==-==-==-=--==-====-==-==-=--=--=--=----------------=----------- DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -1. 18 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.177 5.606 1.665 178.01 0.001 1.177 5.605 1.665 178.01 0.003 1.177 5.604 1.665 178.01 0.007 1.177 5.603 1. 665 178.01 0. 013 1.177 5.602 1.665 178.01 0.021 1.177 5.601 1.665 178.01 0.031 1.178 5.601 1. 665 178.01 0.044 1. 178 5.600 1.665 178.01 0.059 1.178 5.599 1.665 178.01 0.078 1.178 5.598 1.665 178.01 0.100 1.178 5.597 1. 665 178.01 0 .126 1.178 5. 596 1.665 178.01 0.156 1.179 5.595 1.665 178.01 0.192 1. 179 5.594 1.665 178.01 0.235 1.179 5.593 1.665 178.01 0.284 1. 17 9 5.593 1.665 178.01 0.343 1. 179 5.592 1.665 178.01 23 0.413 1. 17 9 5.591 1.665 178.01 0.497 1.180 5.590 1.665 17 8. 01 0.600 1.180 5.589 1. 665 178.01 0.728 1.180 5.588 1.665 178. 01 0.892 1.180 5.587 1. 665 178.01 1.115 1 .180 5.586 1.665 178.01 1. 44 4 1.180 5.586 1.665 178.01 2.032 1.180 5.585 1.665 178.01 31.987 1.181 5.584 1. 665 178.01 41.590 1 .181 5.584 1.665 178.01 ------------------------------------------------------------------------------ NODE 540.10 : HGL -< 242.55l>;EGL-< 243.035>;FLOWLINE-< 241.370> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 540.11 540.10 TO NODE 540.11 IS CODE - 5 ELEVATION -241.37 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) ( INCHES) (DEGREES) ELEVATION DEPTH (FT.) UPSTREAM 9.88 24.00 0.00 241.37 1.12 DOWNSTREAM 10.78 24.00 241.37 1.18 LATERAL #1 0.90 8.00 60.00 242.04 0.45 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 o.oo---Q5 EQUALS BASIN INPUT--- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.00244 DOWNSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.00529 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00386 JUNCTION LENGTH 1.00 FEET VELOCITY (FT/SEC) 4.013 5.585 2.593 0.000 FRICTION LOSSES 0.004 FEET ENTRANCE LOSSES 0.000 FEET JUNCTION LOSSES (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES ( 0.048)+( 0.000) -0.048 NODE 540.11 : HGL -< 242.833>;EGL~ < 243.083>;FLOWLINE~ < 241.370> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 540.00 540.11 TO NODE 540.00 IS CODE - 1 ELEVATION~ 242.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 9.88 CFS PIPE DIAMETER~ PIPE LENGTH -121.13 FEET MANNING'S N 24.00 INCHES 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) -1. 12 CRITICAL DEPTH(FT) -1. 12 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -1.12 --==-======-==================-==--==--==-==--==-===-==-====================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 FLOW DEPTH (FT) 1. 124 VELOCITY (FT/SEC) 5.431 24 SPECIFIC ENERGY(FT) 1. 583 PRESSURE+ MOMENTUM(POUNDS) 158.75 • • • -• -• • • -• • • -----• • • -• -• ------ • ---• • -... .. .. ---... -----... -... ---.. -.. -.. -------------- 0.000 0.001 0.002 0.004 0.007 0.010 0.014 0.019 0.025 0.032 0.041 0.051 0. 062 0.076 0.092 0 .111 0.134 0.161 0.194 0.235 0.289 0.361 0.467 0.658 47.662 121.130 1.124 1.124 1.124 1.124 1.124 1.124 1.124 1.124 1.124 1.124 1.124 1.124 1.124 1.124 1.124 1.123 1.123 1.123 1.123 1.123 1.123 1.123 1.123 1.123 1.123 1.123 5.431 5.431 5.432 5.432 5.432 5.432 5.433 5.433 5.433 5.434 5.434 5.434 5.435 5.435 5. 4 35 5.435 5.436 5.436 5. 4 36 5.437 5.437 5.437 5. 4 38 5.438 5.438 5.438 1. 583 1. 583 1.583 1.583 1. 583 1. 583 1. 583 1.583 1. 583 1. 583 1.583 1.583 1.583 1.583 1. 583 1.583 1.583 1. 583 1. 583 1.583 1.583 1. 583 1. 583 1. 583 1.583 1.583 158.75 158.75 158.75 158.75 158.75 158.75 158.75 158.75 158.75 158.75 158.75 158.75 158.75 158.75 158.76 158.76 158.76 158.76 158.76 158.76 158.76 158.76 158.76 158.76 158.76 158.76 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RON ANALYSIS RESULTS ============================================================================== DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1.46 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM CONTROL(FT) 0.000 3.131 6.259 9.384 12.507 15. 62 6 18.742 21.856 2 4. 9 67 28.076 31.182 34.285 37.386 40.484 43.578 46. 670 49.758 52.841 55.920 58.992 62.055 65.107 68.141 FLOW DEPTH (FT) 1. 463 1. 44 9 1.436 1.422 1. 409 1. 395 1.382 1.368 1. 354 1. 341 1.327 1.314 1. 300 1. 287 1. 273 1. 260 1. 24 6 1. 233 1. 219 1. 206 1.192 1.178 1.165 VELOCITY (FT/SEC) 4. 011 4. 051 4.092 4.134 4.177 4.221 4. 2 67 4.313 4.361 4. 411 4.462 4.514 4.568 4.623 4. 68 0 4.739 4.799 4.861 4.925 4.991 5.059 5.129 5.201 25 SPECIFIC ENERGY(FT) 1. 713 1.704 1.696 1. 688 1. 680 1. 672 1.664 1.657 1. 650 1. 643 1.637 1.630 1. 625 1. 619 1.614 1.609 1. 604 1.600 1.596 1. 593 1. 590 1.587 1. 585 PRESSURE+ MOMENTOM(POONDS) 176.91 175.60 174.33 173.11 1 71. 92 170.78 169.69 168. 64 167.63 166.68 165.77 164.91 164. 11 163.35 162.65 162.00 161. 40 160.86 160.38 159.96 159.60 159.30 159.06 71.142 74.067 76.292 121.130 1.151 1.138 1.124 1.124 5.275 5.352 5.431 5.431 1.584 1.583 1. 583 1. 583 158.89 158.79 158.75 158.75 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 120.89 FEET UPSTREAM OF NODE 540.11 I DOWNSTREAM DEPTH -1.124 FEET, UPSTREAM CONJUGATE DEPTH -1.123 FEET I NODE 540.00 : HGL -< 243.124>;EGL-< 243.583>;FLOWLINE-< 242.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -540.00 ASSUMED UPSTREAM CONTROL HGL - FLOWLINE ELEVATION -242.00 243.12 FOR DOWNSTREAM RUN ANALYSIS ============================================================================== END OF GRADUALLY VARIED FLOW ANALYSIS STORM DRAIN: PRIVATE SD-"B" FILE NAME: PVTB.DAT TIME/DATE OF STUDY: 14:44 10/26/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: 11 *11 indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 620.10-1.31 De 228.03 1.00* 251.65 } FRICTION 610.10-1. 31 *De 228.03 l.3l*De 228.03 } JUNCTION 610.00-1.79* 185.48 0. 98 De 146.39 } FRICTION 580.00-2.48* 219.15 0.98 De 146.39 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE -25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -620.10 FLOWLINE ELEVATION -234.67 PIPE FLOW -11.83 CFS PIPE DIAMETER -18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL -234.900 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.23 FT.) IS LESS THAN CRITICAL DEPTH( 1.31 FT.) --~> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 620.10 : HGL ~ < 235.666>;EGL-< 237.067>;FLOWLINE-< 234.670> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 610.10 620.10 TO NODE 610.10 IS CODE - 1 ELEVATION -239.48 (FLOW IS SUPERCRITICAL) -------• --... --• ---• -• • • ---• • -• --• • - • ------------------------------------------------------------------------------- 26 .. • ---------------.. --------------- ------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH~ NORMAL DEPTH(FT) ~ 11.83 CFS 222.80 FEET 0. 98 PIPE DIAMETER~ 18.00 INCHES MANNING'S N 0.01300 CRITICAL DEPTH(FT) ~ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1. 31 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1. 31 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1. 307 7.236 2 .121 228.03 0.034 1. 294 7.295 2.121 228.06 0.140 1. 281 7.357 2.122 228.17 0.322 1. 268 7.420 2.124 228.34 0.586 1. 255 7.487 2 .126 228.59 0.938 1. 243 7.556 2.130 228.91 1.387 1.230 7.628 2.134 229.30 1.942 1. 217 7.703 2.139 229.77 2. 615 1.204 7.780 2.144 230.32 3.419 1.191 7.861 2.151 230.94 4.370 1.178 7.944 2.158 231.65 5.488 1.165 8.031 2 .167 232.44 6.798 1.152 8. 120 2.177 233.31 8.330 1.139 8.213 2.187 234.28 10.122 1. 126 8.309 2.199 235.33 12.224 1.113 8.409 2.212 236.47235.01+241.80 14.703 1.100 8.512 2.226 237.71 17.646 1.087 8.619 2.242 239.05 21.178 1.075 8.730 2.259 240.48 25.484 1. 062 8.844 2.277 242.03 30.846 1. 04 9 8.963 2.297 243.68 37.742 1. 036 9.086 2.318 245.44 47.064 1. 023 9.213 2.342 247.32 60.820 1. 010 9.345 2.367 249.31 85.450 0.997 9. 4 82 2.394 251. 43 222.800 0. 996 9.495 2.397 2 51. 65 NODE 610.10 : HGL ~ < 240.787>;EGL~ < 241.60l>;FLOWLINE~ < 239.480> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 610.00 610.10 TO NODE 610.00 IS CODE~ 5 ELEVATION~ 239.84 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOW LINE CRITICAL VELOCITY (CFS) (INCHES) I DEGREES) ELEVATION DEPTH (FT.) (FT/SEC) UPSTREAM 7.04 12.00 0.00 239.84 0.98 8. 964 DOWNSTREAM 11. 83 18.00 239.48 1. 31 7.239 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 4.79~~~Q5 EQUALS BASIN INPUT~~~ LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY~(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- 27 Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.03904 DOWNSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.01155 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02530 JUNCTION LENGTH 4.00 FEET FRICTION LOSSES 0.101 FEET ENTRANCE LOSSES 0.163 FEET JUNCTION LOSSES (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES I 1.1131+1 0.163) -1.276 NODE 610.00 : HGL -< 241.629>;EGL-< 242.877>;FLOWLINE-< 239.840> ****************************************************************************** 610.00 TO NODE 580.00 IS CODE - 1 FLOW PROCESS FROM NODE UPSTREAM NODE 580.00 ELEVATION -240.50 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 7. 04 CFS PIPE DIAMETER -12. 00 INCHES 0. 01300 PIPE LENGTH SF-(Q/K)**2 HF-L*SF -I 11 34.50 FEET 7. 04) I I 34.50)* (0.03904) MANNING'S N 35.628) )**2 -0.03904 1.347 NODE 580.00 : HGL -< 242.976>;EGL-< 244.224>;FLOWLINE-< 240.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -580.00 ASSUMED UPSTREAM CONTROL HGL - FLOWLINE ELEVATION -240.50 241.48 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS STORM DRAIN: PRIVATE SD-"D" FILE NAME: PVTD.DAT TIME/DATE OF STUDY: 14:43 10/26/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*'' indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 710.00- ) MODEL PROCESS PRESSURE PRESSURE+ HEAD(FT) MOMENTUM(POUNDS) 1.00* 58.88 FLOW DEPTH(FT) 0. 7 6 De PRESSURE+ MOMENTUM(POUNDS) 52.44 FRICTION 680.10- ) JUNCTION 680.00- } FRICTION 670.00- ) HYDRAULIC JUMP 0. 76*De 52.44 0.76*De 0.87* 32.26 0.65 De 0.82* 30.72 0.65 De MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE -25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. 52.44 28.21 28.21 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL NODE NUMBER -710.00 DATA: FLOWLINE ELEVATION -234.00 28 • • -.. -.. -• -• -• .. • -• -• -• .. • -• • • • • • • • • • • -• • ---------------------------... ---------- PIPE FLOW -3.99 CFS ASSUMED DOWNSTREAM CONTROL HGL - PIPE DIAMETER - 235.000 FEET 18. 00 INCHES NODE 710.00 : HGL -< 235.000>;EGL-< 235.158>;FLOWLINE-< 234.000> ****************************************************************************** 1.00 TO NODE 680.10 IS CODE - 1 FLOW PROCESS FROM NODE UPSTREAM NODE 680.10 ELEVATION -235.20 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 3. 99 CFS PIPE DIAMETER - PIPE LENGTH -218.50 FEET MANNING'S N 18.00 INCHES 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) -0.76 CRITICAL DEPTH(FT) -0.76 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -0.76 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0. 7 64 4.407 1.066 52.44 0.001 0.764 4.408 1. 066 52.44 0.002 0. 7 64 4.409 1. 066 52.44 0.005 0.764 4.410 1.066 52.44 0.010 0. 7 64 4. 411 1. 066 52.44 0.016 0.764 4. 412 1. 066 52.44 0.024 0.764 4.413 1.066 52.44 0.033 0.763 4. 414 1. 066 52.44 0.045 0.763 4.415 1.066 52.44 0.059 0. 7 63 4.416 1. 066 52.44 0.076 0.763 4.417 1.066 52.44 0.095 0. 7 63 4.418 1.066 52.44 0 .119 0.763 4.419 1.066 52.44 0 .14 6 0. 7 63 4.419 1. 066 52.44 0.178 0.763 4.420 1. 066 52.44 0.216 0. 7 62 4.421 1. 066 52.44 0. 261 0.762 4.422 1.066 52.44 0.314 0.762 4.423 1. 066 52.44 0.378 0.762 4.424 1. 066 52.44 0.456 0. 7 62 4.425 1. 066 52. 4 4 0.553 0.762 4.426 1.066 52.44 0. 678 0.762 4.427 1. 066 52.44 0.847 0.761 4.428 1.066 52.44 1. 097 0.761 4.429 1. 066 52.44 1.544 0.761 4. 4 30 1. 066 52.44 27.226 0. 7 61 4.431 1.066 52.44 218.500 0.761 4.431 1. 066 52. 44 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -1. 00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY 29 SPECIFIC PRESSURE+ CONTROL(FT) 0.000 1. 928 3.854 5.779 7.702 9. 623 11. 543 13.461 15.376 17.289 19.199 21.107 23. 011 24. 911 26.807 28.697 30.581 32.458 34.324 36.178 38.015 39.828 41. 604 43.316 44.892 45.900 218.500 (FT) 1.000 0.991 0.981 0. 972 0.962 0.953 0. 943 0.934 0.925 0.915 0.906 0.896 0.887 0.877 0.868 0.859 0.849 0.840 0.830 0.821 0. 811 0.802 0.793 0.783 0.774 0.764 0.764 (FT/SEC) 3.187 3 .222 3.257 3.293 3.330 3.369 3. 4 08 3.448 3. 4 8 9 3.532 3.576 3.621 3.667 3. 714 3. 7 63 3.814 3. 8 65 3. 919 3.973 4.030 4.088 4.148 4.210 4 .274 4.339 4.407 4.407 ENERGY(FT) 1.158 1.152 1.14 6 1.140 1.135 1.129 1.124 1.119 1.114 1.109 1.104 1.100 1.096 1. 092 1.088 1.085 1. 081 1.078 1.076 1.073 1. 071 1.069 1.068 1. 067 1.066 1.066 1.066 MOMENTUM(POUNDS) 58.88 58.42 57.97 57.53 57.11 56.70 56.31 55.94 55.59 55.25 54.93 54.62 54.33 54.07 53.82 53.59 53.38 53.18 53.01 52.86 52.74 52.63 52.55 52.49 52.45 52.44 52.44 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 198.60 FEET UPSTREAM OF NODE 1.00 I I DOWNSTREAM DEPTH -0.765 FEET, UPSTREAM CONJUGATE DEPTH -0.761 FEET I NODE 680.10 : HGL -< 235.964>;EGL-< 236.266>;FLOWLINE-< 235.200> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 680.00 680.10 TO NODE 680.00 IS CODE -5 ELEVATION -235.61 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FL OWL I NE CRITICAL (CFS) ( INCHES I (DEGREES) ELEVATION DEPTH(FT.) UPSTREAM 2.28 12.00 0.00 235.61 0.65 DOWNSTREAM 3.99 18.00 235.20 0.76 LATERAL #1 0.00 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 l.71---Q5 EQUALS BASIN INPUT--- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.00373 DOWNSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.00541 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00457 JUNCTION LENGTH 4.00 FEET VELOCITY (FT/SEC) 3.139 4.408 0.000 0.000 FRICTION LOSSES 0.018 FEET ENTRANCE LOSSES 0.060 FEET JUNCTION LOSSES ( DY+HV1-HV2 I+ ( ENTRANCE LOSSES I JUNCTION LOSSES ( 0.308)+( 0.060) -0.368 30 • .. • .. • .. • .. • • -• • • -• -• • • • • --• • -• • • --• ----• -----------------... -... -.. ---... ------- ---- NODE 680.00 : HGL -< 236.48l>;EGL-< 236.634>;FLOWLINE-< 235.610> ****************************************************************************** 670.00 IS CODE - 1 FLOW PROCESS FROM NODE UPSTREAM NODE 670.00 680.00 TO NODE ELEVATION -235.78 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 2.28 CFS PIPE DIAMETER - PIPE LENGTH -34.60 FEET MANNING'S N 12. 00 INCHES 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) -0.75 CRITICAL DEPTH(FT) -0.65 ====-===================-===================================================== DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -0.87 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0. 871 3.138 1.024 32.26 2.937 0.867 3.152 1. 021 32.11 5.908 0.862 3.167 1. 018 31.95 8.918 0.857 3.182 1. 014 31. 80 11. 97 4 0.852 3.197 1. 011 31.65 15.083 0.847 3.212 1. 008 31. 51 18.251 0.842 3.228 1.004 31.37 21.488 0.838 3.245 1.001 31. 23 24.803 0.833 3. 2 61 0.998 31.09 28.208 0.828 3.278 0.995 30.95 31.717 0.823 3.295 0.992 30.82 34.600 0.819 3.310 0.989 30.72 ------------------------------------------------------------------------------ NODE 670.00 : HGL -< 236.599>;EGL-< 236.769>;FLOWLINE-< 235.780> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -670.00 ASSUMED UPSTREAM CONTROL HGL - FLOWLINE ELEVATION -235.78 236.43 FOR DOWNSTREAM RUN ANALYSIS ========================-===================-=======--=======---=====-----==== END OF GRADUALLY VARIED FLOW ANALYSIS STORM DRAIN: PRIVATE SD-"E" FILE NAME: PVTE.DAT TIME/DATE OF STUDY: 14:39 10/26/2017 ****************************************************************************** NODE NUMBER 800.00- I 800.10- GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: 11 *11 indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH (FT) MOMENTUM(POUNDS) 1. 04 De 114. 90 0.52* 192.16 FRICTION l.04*Dc 114. 90 l.04*Dc 114. 90 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE -25 ------------------------------------------------------------------------------ 31 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 800.00 PIPE FLOW~ 7.23 CFS FLOWLINE ELEVATION~ 200.30 PIPE DIAMETER~ 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL ~ 201.300 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.00 FT.) IS LESS THAN CRITICAL DEPTH( 1.04 FT.) ~~~> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 800.00 : HGL ~ < 200.823>;EGL~ < 203.522>;FLOWLINE~ < 200.300> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 800.10 800.00 TO NODE 800.10 IS CODE~ 1 ELEVATION~ 211.10 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 7. 23 CFS PIPE DIAMETER ~ 18.00 INCHES 0.01300 PIPE LENGTH~ 134.50 FEET MANNING'S N NORMAL DEPTH(FT) ~ 0.50 CRITICAL DEPTH(FT) ~ 1. 04 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1. 04 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1. 041 5. 521 1. 515 114. 90 0.012 1.020 5.650 1. 516 114. 97 0.051 0.998 5.787 1. 519 115.20 0.120 0. 977 5.932 1.524 115. 58 0.222 0.955 6.087 1. 531 116.13 0.361 0.934 6.251 1. 541 116.85 0.543 0.912 6. 4 2 5 1. 554 11 7. 77 0.774 0.891 6. 611 1. 570 118.88 1. 060 0.869 6.809 1. 589 120.21 1.410 0.848 7.020 1.613 121. 7 6 1.835 0. 826 7.245 1.642 123.56 2.346 0.805 7.487 1. 67 5 125.63 2. 960 0.783 7.745 1. 715 127.97 3.695 0.762 8.022 1. 762 130. 63 4.577 0.740 8.320 1.816 133.62 5.638 0. 719 8.641 1. 87 9 136.97 6.922 0.697 8.987 1.952 140.72 8.485 0. 67 6 9.361 2.037 144.91 10.412 0.654 9.767 2.136 149.58 12.823 0.633 10.208 2.251 154.78 15.908 0. 611 10.687 2.386 160.57 19.984 0.590 11.211 2.543 167.03 25.650 0.568 11. 786 2.726 174.24 34.250 0.546 12.417 2.942 182.29 50.102 0.525 13.114 3. 197 191.29 134. 500 0.523 13.181 3.222 192.16 32 • .. -• • • -.. -• .. • -• -• -• • • • .. • .. • • .. • .. .. .. • .. • • --.. ... - -------... -... -.. ----------- --.. ,. NODE 800.10 : HGL -< 212.14l>;EGL-< 212.615>;FLOWLINE-< 211.100> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -800.10 FLOWLINE ELEVATION -211.10 ASSUMED UPSTREAM CONTROL HGL -212.14 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS STORM DRAIN: PRIVATE SD-"F" FILE NAME: PVTF.DAT TIME/DATE OF STUDY: 14:38 10/26/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: 11 *11 indicates nodal point UPSTREAM RUN RUN NODE NUMBER 100.10- ) MODEL PRESSURE PROCESS HEAD(FT) 1.00* PRESSURE+ MOMENTUM(POUNDS) 45.27 data used.} DOWNSTREAM FLOW PRESSURE+ MOMENTUM(POUNDS) DEPTH(FT) FRICTION 100.00- ) JUNCTION 100.10- ) FRICTION 70.00- 0.66* 31. 44 0.64* 17.32 } HYDRAULIC JUMP 0.52*De 16.13 0. 62 De 0. 62 De 0.48 0.52*De MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE -25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS . 31.21 31. 21 16.28 16.13 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -100.10 PIPE FLOW -2. 67 CFS ASSUMED DOWNSTREAM CONTROL HGL - FLOWLINE ELEVATION -240.80 PIPE DIAMETER -18.00 INCHES 241. 800 FEET NODE 100.10 : HGL -< 241.800>;EGL-< 241.87l>;FLOWLINE-< 240.800> ****************************************************************************** 100.00 IS CODE - 1 FLOW PROCESS FROM NODE UPSTREAM NODE 100.00 100.10 TO NODE ELEVATION - 2 41. 30 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 2.67 CFS PIPE DIAMETER - PIPE LENGTH -116.70 FEET MANNING'S N 18.00 INCHES 0.01300 NORMAL DEPTH(FT) -0.65 CRITICAL DEPTH(FT} - DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -1. 00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0. 62 DISTANCE FROM CONTROL(FT} FLOW DEPTH (FT) VELOCITY (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS} 33 -• 0.000 1.000 2.133 1. 071 45.27 3.654 0.986 2.167 1.059 44.36 • 7.318 0.972 2.203 1. 047 43.48 10.993 0.958 2.240 1. 036 42.62 • 14. 67 9 0. 944 2.279 1.025 41.78 18.378 0.930 2.320 1. 013 40.97 - 22.092 0. 916 2.362 1.002 40.19 • 25.823 0.902 2.406 0.992 39.44 29.572 0.888 2.451 0.981 38.71 -33.343 0.874 2.499 0.971 38.01 • 37.138 0.860 2.549 0. 960 37.34 40.961 0.846 2.600 0.951 36.70 -44.817 0.831 2.654 0.941 36. 09 48. 711 0.817 2. 711 0.932 35.51 • 52.650 0.803 2.770 0.923 34. 96 56.644 0.789 2.832 0.914 34. 4 5 -60.703 0.775 2.897 0.906 33.97 • 64.846 0.761 2.964 0.898 33.52 69.093 0.747 3.035 0.890 33.11 -73.479 0. 733 3 .110 0.883 32.73 78.055 0. 719 3.188 0.877 32.39 • 82.909 0. 705 3.270 0.871 32.09 -88.202 0.691 3.357 0.866 31. 83 94.301 0. 677 3.448 0.862 31. 62 -102.382 0.663 3.543 0.858 31. 44 116.700 0.662 3.549 0.858 31.44 -------------------------------------------------------------------------------• NODE 100.00 : HGL ~ < 241.962>;EGL~ < 242.158>;FLOWLINE~ < 241.300> 1+20. 98229896 - ****************************************************************************** • FLOW PROCESS FROM NODE UPSTREAM NODE 100.10 100.00 TO NODE 100.10 IS CODE~ 5 ELEVATION~ 241.80 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) ( INCHES) (DEGREES) ELEVATION DEPTH (FT.) UPSTREAM 1. 4 9 12.00 0.00 241.80 0.52 DOWNSTREAM 2. 67 18.00 241.30 0.62 LATERAL #1 0.00 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 1. l 8~~~Q5 EQUALS BASIN INPUT~~~ LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY~(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N ~ 0.01300; FRICTION SLOPE~ 0.00322 DOWNSTREAM: MANNING'S N ~ 0.01300; FRICTION SLOPE~ 0.00399 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00360 VELOCITY (FT/SEC) 2.814 3.550 0.000 0.000 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 4.00 FEET 0.014 FEET ENTRANCE LOSSES 0.039 FEET NODE (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.365)+( 0.039) ~ 0.404 100.10 : HGL ~ < 242.439>;EGL~ < 242.562>;FLOWLINE~ < 241.800> ****************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 34 70.00 rs CODE~ 1 • • • • • • • • • • • • • • • • • • ---------------.. ---.. ---... -.. -.. --- - ---- UPSTREAM NODE 70.00 ELEVATION -242.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH - 1.49 CFS 24.30 FEET PIPE DIAMETER -12.00 INCHES MANNING'S N 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) -0.48 CRITICAL DEPTH(FT) -0.52 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -0.52 -============================================-=========-==-====-====-========= GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL I FT I (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.517 3.633 0.722 16 .13 0.005 0.516 3.648 0.722 16.13 0.020 0.514 3.662 0.722 16.13 0. 04 7 0.512 3.677 0.722 16.13 0.087 0. 511 3.691 0. 723 16 .13 0 .140 0.509 3.706 0.723 16.13 0.209 0.508 3.721 0.723 16.14 0.294 0.506 3.736 0.723 16.14 0.398 0.504 3.752 0.723 16.14 0.524 0.503 3.767 0.723 16.15 0.673 0.501 3.782 0.723 16.15 0.849 0.499 3.798 0.724 16.16 1. 056 0. 498 3.814 0.724 16.16 1.300 0.496 3.830 0.724 16.17 1. 586 0. 4 95 3.846 0.724 16.18 1. 922 0.493 3.862 0.725 16.18 2.320 0.491 3.878 0.725 16.19 2.793 0. 4 90 3.894 0.725 16.20 3.363 0.488 3. 911 0.726 16.21 4.058 0.487 3.928 0.726 16.22 4.925 0. 485 3.944 0.727 16.23 6.041 0.483 3.961 0.727 16.24 7.551 0.482 3.978 0.728 16.25 9.780 0.480 3.996 0.728 16.27 13.772 0.478 4.013 0.729 16.28 24.300 0.478 4.014 0.729 16.28 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ======-====-====-=-==-==-==-====-====-=-==-=------------------------------=--- DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -0.64 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM I POUNDS) 0.000 0.639 2. 813 0. 762 17.32 0.533 0.634 2.838 0.759 17.23 1. 061 0.629 2.864 0.756 17.14 1. 583 0.624 2.890 0.754 17.06 2.098 0.619 2.917 0.751 16.98 2.607 0.614 2.944 0.749 16.91 3.109 0.609 2.972 0.747 16.84 35 3.603 0.605 3.000 0.744 16.77 4.089 0.600 3. 029 0.742 16.70 4.566 0.595 3.059 0.740 16.64 5.033 0.590 3.089 0.738 16.58 5.490 0.585 3 .120 0.736 16.52 5.934 0.580 3.151 0.735 16.47 6.366 0.575 3.184 0.733 16.42 6.784 0.571 3. 217 0.731 16.38 7.185 0.566 3.250 0.730 16.33 7.570 0.561 3.285 0. 729 16.30 7. 934 0.556 3.320 0. 727 16.26 8.276 0.551 3.356 0.726 16.23 8.593 0.546 3.393 0.725 16.20 8.880 0.542 3.431 0.724 16. 18 9.134 0.537 3. 4 69 0.724 16.16 9.348 0.532 3.509 0.723 16. 15 9.515 0.527 3.549 0.723 16. 14 9. 625 0.522 3.591 0.722 16.13 9.665 0. 517 3.633 0. 722 16.13 24.300 0.517 3.633 0.722 16.13 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ I PRESSURE+MOMENTUM BALANCE OCCURS AT 7.76 FEET UPSTREAM OF NODE 100.10 I I DOWNSTREAM DEPTH -0.558 FEET, UPSTREAM CONJUGATE DEPTH -0.478 FEET I NODE 70.00 : HGL -< 242.517>;EGL-< 242.722>;FLOWLINE-< 242.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -70.00 FLOWLINE ELEVATION -242.00 ASSUMED UPSTREAM CONTROL HGL 242.52 FOR DOWNSTREAM RUN ANALYSIS STORM DRAIN: PRIVATE SD-"L" FILE NAME: PVTL.DAT TIME/DATE OF STUDY: 14:34 10/26/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*'' indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FTJ MOMENTUM(POUNDS) DEPTH I FT I MOMENTUM(POUNDS) 910.10-0.83 De 63.66 0.45* } FRICTION 910.00-0.83 De 63.66 0.68* } JUNCTION 909.90-0.82*De 54.40 0. 82*De } FRICTION 880.00-0.85* 54.51 0.82 De MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE -25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. 99.51 67.04 54.40 54.40 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -910.10 FLOWLINE ELEVATION -223.80 36 • • • .. • • • • • • • • -• • • -• -• -• • • • • • - • • -• • --• • • -.. -.. ... .. .. ... .. .. ... -.. ... .. ... -... ... ... ... ... .. -.. ... .. ... .. .. --... .. PIPE FLOW ~ 4.63 CFS PIPE DIAMETER~ 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL ~ 224.600 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.80 FT.) IS LESS THAN CRITICAL DEPTH( 0.83 FT.) ~~~> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 910.10 : HGL ~ < 224.246>;EGL~ < 225.967>;FLOWLINE~ < 223.800> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 910.00 910.10 TO NODE 910.00 IS CODE~ 1 ELEVATION~ 232.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH~ 4.63 CFS 144.30 FEET PIPE DIAMETER~ 18.00 INCHES MANNING'S N 0.01300 NORMAL DEPTH(FT) ~ 0.44 CRITICAL DEPTH(FT) ~ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 0.68 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.83 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.684 5. 8 95 1. 224 67. 04 0.240 0. 67 4 6.008 1. 235 67.57 0.510 0.665 6.125 1. 247 68.15 0. 813 0.655 6.247 1. 261 68. 79 1. 152 0. 64 5 6.374 1. 27 6 69.47 1. 532 0.635 6.505 1. 292 70.21 1.957 0. 625 6.642 1.310 71. 00 2.432 0.615 6.784 1. 330 71. 85 2. 965 0.605 6.933 1.352 72.76 3.563 0.595 7.087 1. 37 6 73.74 4.234 0.585 7.248 1. 402 74.79 4.991 0.575 7.416 1. 430 75.91 5.847 0.566 7.591 1. 4 61 77.10 6.819 0.556 7.774 1. 4 95 78.37 7. 927 0.546 7.966 1.532 79.73 9.201 0.536 8.166 1.572 81.17 10.677 0.526 8.376 1. 616 82.71 12.403 0.516 8.596 1.664 84. 35 14. 449 0.506 8.827 1.717 86.09 16.918 0. 496 9.069 1. 77 4 87.94 19.966 0. 48 6 9.324 1. 837 89.92 23.858 0. 476 9.592 1. 906 92.02 29.092 0.467 9.874 1.981 94.26 36.780 0.457 10.171 2.064 96. 64 50.502 0.447 10.485 2.155 99.18 144.300 0.446 10.525 2 .167 99.51 NODE 910.00 : HGL ~ < 232.684>;EGL~ < 233.224>;FLOWLINE~ < 232.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 909.90 910.00 TO NODE 909.90 IS CODE~ 5 ELEVATION~ 232.50 (FLOW IS AT CRITICAL DEPTH) 37 CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH (FT. J UPSTREAM 3.69 12.00 0.00 232.50 0.82 DOWNSTREAM 4.63 18.00 232.00 0.83 LATERAL #1 0.00 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.94---Q5 EQUALS BASIN INPUT--- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.01075 DOWNSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.00563 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00819 JUNCTION LENGTH 4.00 FEET VELOCITY (FT/SEC) 5. 362 4.640 0.000 0.000 FRICTION LOSSES 0.033 FEET ENTRANCE LOSSES 0.067 FEET JUNCTION LOSSES (DY+HV1-HV2) + (ENTRANCE LOSSES) JUNCTION LOSSES ( 0.538)+( 0.067) -0.604 NODE 909.90 : HGL -< 233.319>;EGL-< 233.765>;FLOWLINE-< 232.500> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 880.00 909.90 TO NODE 880.00 IS CODE - 1 ELEVATION -232.88 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH - NORMAL DEPTH(FT) - 3.69 CFS 37.60 FEET 0.85 & PIPE DIAMETER -12.00 INCHES MANNING'S N 0.01300 0.99 CRITICAL DEPTH(FTJ ~ NOTE: SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. 0.82 =------=--=---=--=--==--==-==--==-======-===-===-==-===-======-==-============ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 0.82 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FTJ (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDSJ 0.000 0.819 5.360 1.265 54.40 0.007 0.820 5.353 1. 265 54.40 0.028 0.821 5.345 1. 265 54.40 0.065 0.822 5.338 1. 265 54.41 0.120 0.824 5.331 1.265 54.41 0.194 0.825 5.323 1. 265 54.41 0.289 0.826 5.316 1. 2 65 54.41 0. 4 08 0.827 5.309 1. 265 54.41 0.554 0.829 5.302 1. 265 54.42 0. 72 9 0.830 5.295 1. 265 54.42 0.939 0.831 5.288 1. 265 5 4. 42 1.187 0.832 5.280 1. 2 66 54.43 1. 4 81 0.834 5.273 1. 2 66 54.43 1. 826 0.835 5.266 1. 2 66 54.43 2.233 0.836 5.260 1.266 54.44 2.714 0.837 5.253 1. 266 54.44 3.283 0.839 5.246 1.266 54.45 3. 964 0.840 5.239 1. 266 54.46 4.785 0.841 5.232 1. 2 66 54. 4 6 38 • ------.. -.. -• ---• -• -• • • • • • • • • • • • • • --• • • ---.. ... ----- --- -... -... ---.. ----------- -- 5.791 0.842 5.225 1. 267 54.47 7.050 0.844 5.219 1. 267 54.48 8.675 0.845 5.212 1. 267 54.48 10.882 0.846 5.205 1. 267 54. 49 14.152 0.847 5.199 1.267 54.50 20.029 0.848 5.192 1. 267 54.51 37.600 0. 84 9 5.192 1. 267 54.51 NODE 880.00 : HGL = < 233.729>;EGL= < 234.147>;FLOWLINE= < 232.880> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER= 880.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION= 232.88 233.70 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS STORM DRAIN: PRIVATE SD-"M" FILE NAME: PVTM.DAT TIME/DATE OF STUDY: 14:34 10/26/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 950.10-1. 19 De 168.40 0. 62 * ) FRICTION 950.01-l.19*Dc 168.40 l.19*Dc ) JUNCTION 950.00-1. 45 154.11 0.82* ) FRICTION 940.00-l.12*Dc 139.70 l.12*Dc MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE= 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. 270.28 168.40 158.95 139.70 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER= 950.10 PIPE FLOW = 9.56CFS ASSUMED DOWNSTREAM CONTROL HGL = FLOWLINE ELEVATION= 223.80 PIPE DIAMETER= 18.00 INCHES 224.800 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.00 FT.) IS LESS THAN CRITICAL DEPTH( 1.19 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 950.10 : HGL = < 224.416>;EGL= < 227.457>;FLOWLINE= < 223.800> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 950.01 950.10 TO NODE 950.01 IS CODE= 1 ELEVATION= 228.75 (FLOW IS SUPERCRITICAL) 39 CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH~ NORMAL DEPTH(FT) ~ 9.56 CFS 64. 40 FEET 0.59 PIPE DIAMETER~ 18.00 INCHES MANNING'S N 0.01300 CRITICAL DEPTH(FT) ~ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1. 19 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1. 19 ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.194 6.336 1. 818 168.40 0.016 1.170 6.463 1. 819 168.50 0.066 1. 14 6 6. 598 1.822 168.81 0.153 1.122 6.743 1. 828 169.33 0.283 1. 098 6.897 1.837 170.08 0.459 1.073 7. 062 1.848 171.08 0. 688 1. 0 4 9 7.238 1. 8 63 172.33 0.977 1. 025 7.426 1. 882 173.85 1. 335 1.001 7.626 1.905 175.65 1. 770 0. 977 7.841 1.932 177.77 2. 296 0.953 8.070 1.965 180.21 2. 928 0.929 8.315 2.003 183.00 3.683 0.905 8.578 2.048 186.18 4.586 0.881 8.861 2.101 189.76 5.666 0.857 9 .164 2.161 193. 78 6. 961 0.832 9. 4 90 2.232 198.29 8.522 0.808 9.842 2.313 203.32 10.420 0.784 10.222 2.408 208.92 12.751 0.760 10.633 2.517 215.16 15.662 0.736 11.078 2.643 222.09 19.377 0. 712 11. 5 62 2.789 229.80 24.274 0.688 12.090 2.959 238.36 31.063 0.664 12.666 3.157 247.88 41.345 0.640 13.298 3.387 258.47 60.251 0.616 13. 992 3.658 270.29 64.400 0.616 13.992 3.657 270. 28 ------------------------------------------------------------------------------ NODE 950.01 : HGL ~ < 229.944>;EGL-< 230.568>;FLOWLINE-< 228.750> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 950.00 950.01 TO NODE 950.00 IS CODE - 5 ELEVATION~ 229.08 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOW LINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 8.35 18.00 0.00 229.08 DOWNSTREAM 9.56 18.00 228.75 LATERAL #1 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 Q5 l.2l~~~Q5 EQUALS BASIN INPUT-~- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY~(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (Al+A2)*16.l)+FRICTION LOSSES 40 CRITICAL VELOCITY DEPTH (FT.) (FT/SEC) 1.12 8.501 1.19 6.338 0.00 0.000 0.00 0.000 • • • • • .. • • • • • • • • -• -• -• • • -- • -• -• -• • • -• • • • ----- ---... ------------------- - --- -- UPSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.01910 DOWNSTREAM: MANNING'S N -0.01300; FRICTION SLOPE -0.00876 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01393 JUNCTION LENGTH 3.00 FEET FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 0.042 FEET ENTRANCE LOSSES 0.125 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.326)+( 0.125) -0.450 NODE 950.00 : HGL -< 229.896>;EGL-< 231.018>;FLOWLINE-< 229.080> ****************************************************************************** 950.00 TO NODE 940.00 IS CODE - 1 FLOW PROCESS FROM NODE UPSTREAM NODE 940.00 ELEVATION -232.70 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH - NORMAL DEPTH(FT) - 8.35 CFS 181.00 FEET 0. 80 PIPE DIAMETER -18.00 INCHES MANNING'S N 0.01300 CRITICAL DEPTH(FT) - UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -1.12 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.12 ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.119 5.903 1.661 139.70 0.024 1.107 5.973 1.661 139. 73 0.099 1. 094 6.045 1.662 139. 80 0.230 1. 081 6.120 1.663 139.94 0.422 1.069 6.197 1.666 140.12 0.681 1. 056 6.277 1.668 140.37 1. 015 1. 044 6.360 1. 672 140.67 1. 432 1. 031 6.446 1.677 141.03 1.942 1.018 6.534 1. 682 141.45 2.557 1.006 6. 626 1.688 141. 94 3.290 0.993 6.721 1.695 142.50 4.160 0.981 6.820 1.703 143.12 5.186 0.968 6.921 1. 712 143.82 6.395 0.955 7.027 1. 723 144.59 7. 820 0.943 7.136 1.734 145.43 9.502 0.930 7.250 1. 7 4 7 146.35 11. 4 98 0.918 7.367 1. 7 61 147.36 13.883 0.905 7.489 1. 777 148.45 16.762 0.893 7.616 1. 7 94 149.63 20.292 0.880 7.747 1. 812 150.90 24.712 0. 867 7.883 1. 833 152.26 30.426 0.855 8.025 1.855 153. 73 38.190 0.842 8.172 1.880 155.30 49.704 0.830 8.324 1.906 156.98 70.421 0.817 8.483 1.935 158.77 181.000 0.816 8.499 1.938 158.95 ------------------------------------------------------------------------------ NODE 940.00 : HGL -< 233.819>;EGL-< 234.36l>;FLOWLINE-< 232.700> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -940.00 FLOWLINE ELEVATION -232.70 41 ASSUMED UPSTREAM CONTROL HGL ~ 233.82 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS STORM DRAIN: PRIVATE SD-"N" FILE NAME: PVTN.DAT TIME/DATE OF STUDY: 14:33 10/26/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*'' indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 960.10-1. 00 45 .11 0.24* } FRICTION 960.00-0. 62*Dc 30.91 0.62*Dc MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE~ 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. 7 4. 13 30.91 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 960.10 PIPE FLOW ~ 2.65 CFS ASSUMED DOWNSTREAM CONTROL HGL ~ FLOWLINE ELEVATION~ 194.00 PIPE DIAMETER~ 18.00 INCHES 195.000 FEET NODE 960.10 : HGL ~ < 194.244>;EGL~ < 197.380>;FLOWLINE~ < 194.000> • 11111 .. 11111 .. -.. 11111 - 11111 • 11111 .. • • • -• .. • .. ****************************************************************************** • FLOW PROCESS FROM NODE UPSTREAM NODE 960.00 960.10 TO NODE 960.00 IS CODE~ l ELEVATION~ 217.65 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH~ 2.65 CFS 92.80 FEET PIPE DIAMETER~ 18.00 INCHES MANNING'S N 0.01300 NORMAL DEPTH(FT) ~ 0.23 CRITICAL DEPTH(FT) ~ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 0. 62 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0. 62 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.617 3.865 0.849 30.91 0.003 0.602 3.999 0.850 30. 94 0.013 0.586 4.142 0.853 31. 04 0.031 0.570 4. 294 0.857 31.21 0.058 0.555 4 . 4 58 0. 8 64 31. 4 6 0.095 0.539 4.633 0.873 31 . 8 0 0.144 0.524 4. 821 0.885 32.22 0.207 0.508 5.024 0.900 32.74 0.287 0.493 5.243 0.920 33.36 42 -• ---• -- • • ---• -• -.. ... -... - -.. -.. ... -----.. ---.. -.. ----- -.. -.. -- 0.385 0.477 5.480 0.944 34.10 0.507 0. 4 62 5. 737 0.973 34. 96 0.655 0.446 6.016 1. 008 35. 96 0.837 0.430 6.321 1.051 37. 11 1. 058 0.415 6.655 1.103 38. 42 1. 328 0.399 7.021 1.165 39.93 1.660 0. 38 4 7.425 1. 240 41.65 2.070 0.368 7.871 1. 331 43.60 2.579 0.353 8. 367 1. 440 45.83 3.222 0.337 8.920 1. 573 48.38 4.045 0.321 9.541 1. 736 51. 29 5.124 0.306 10.242 1. 936 54.63 6.588 0.290 11.037 2.183 58.47 8. 67 6 0. 27 5 11.945 2.492 62.91 11. 935 0.259 12.992 2.882 68.08 18.114 0.244 14.207 3.380 74.13 92.800 0.244 14.207 3.380 74.13 ------------------------------------------------------------------------------ NODE 960.00 : HGL -< 218.267>;EGL-< 218.499>;FLOWLINE-< 217.650> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER -960.00 ASSUMED UPSTREAM CONTROL HGL - FLOWLINE ELEVATION -217.65 218.27 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS STORM DRAIN: PRIVATE SD-"P" FILE NAME: PVTP.DAT TIME/DATE OF STUDY: 14:32 10/26/2017 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: ''*'' indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 790.10- ) MODEL PROCESS PRESSURE HEAD(FT) 1. 00 De PRESSURE+ MOMENTUM(POUNDS) 101.68 FLOW DEPTH(FT) 0.54* PRESSURE+ MOMENTUM(POUNDS) 156.23 FRICTION 790.09- ) MANHOLE 790.08- ) FRICTION 790.07- ) MANHOLE 790.06- ) FRICTION 790.00- 0.99 De 0.99 De 0.99 De 0.99 De 0.99*De 101.68 0.42* 101.68 0. 4 3* 101. 68 0. 62 * 101.68 0.68* 101. 68 0.99*De MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE -25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. 210.83 206.12 134.34 122.24 101.68 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: 43 NODE NUMBER - PIPE FLOW - 790.10 6.60 CFS ASSUMED DOWNSTREAM CONTROL HGL - FLOWLINE ELEVATION -201.03 PIPE DIAMETER - 202.030 FEET 18. 00 INCHES NODE 790.10 : HGL -< 201.568>;EGL-< 203.655>;FLOWLINE-< 201.030> • • -• • ****************************************************************************** .. 790.10 TO NODE 790.09 IS CODE -1 FLOW PROCESS FROM NODE UPSTREAM NODE 790.09 ELEVATION -202.94 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 6.60 CFS PIPE DIAMETER - PIPE LENGTH -48.10 FEET MANNING'S N 18.00 INCHES 0.01300 NORMAL DEPTH(FT) -0.58 CRITICAL DEPTH(FT) - UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -0. 42 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.99 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL I FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.423 16. 132 4 . 4 66 210.83 1. 77 3 0. 429 15.806 4. 311 206.83 3.591 0. 435 15.492 4.164 202.97 5.457 0. 442 15.189 4.026 199.26 7.377 0.448 14.896 3. 896 195.69 9.355 0.454 14. 614 3.772 192.24 11. 398 0.460 14.340 3.656 188.93 13.514 0. 4 67 14.076 3.545 185.73 15.712 0.473 13.821 3.441 182.64 18.001 0.479 13.573 3.342 179.66 20.394 0. 485 13.334 3.248 176. 79 22.905 0.491 13. 102 3.159 174.02 25.553 0.498 12.877 3.074 1 71. 34 28.361 0.504 12.660 2.994 168.76 31.356 0.510 12.449 2.918 166.26 34.576 0.516 12.244 2.846 163.85 38.067 0.523 12.045 2.777 161.52 41.896 0. 529 11.852 2.711 159.26 46.153 0.535 11.665 2.649 157.09 48.100 0.538 11.591 2.625 156.23 ------------------------------------------------------------------------------ NODE 790.09 : HGL -< 203.363>;EGL-< 207.406>;FLOWLINE-< 202.940> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 790.08 790.09 TO NODE 790.08 IS CODE -2 ELEVATION -203.32 (FLOW IS SUPERCRITICAL) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW -6.60 CFS PIPE DIAMETER 18. 00 INCHES AVERAGED VELOCITY HEAD -3.948 FEET HMN -.05*(AVERAGED VELOCITY HEAD) -.05*( 3.948) -0.197 NODE 790.08 : HGL -< 203.750>;EGL-< 207.604>;FLOWLINE-< 203.320> ****************************************************************************** FLOW PROCESS FROM NODE 790.08 TO NODE 44 790.07 IS CODE -1 • • • -.. -• -• -.. • - • ---• --• -----• 1111 • -----.. -.. -----.. ---.. ------- - ... - - ---- UPSTREAM NODE 790.07 ELEVATION -223.64 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH - NORMAL DEPTH(FT) - 6.60 CFS 156.00 FEET 0.42 PIPE DIAMETER - MANNING'S N 18.00 INCHES 0.01300 CRITICAL DEPTH(FT) -0.99 -=-=-=-========-==========-======-=-========-=-=-=-=------=-=----=-=-=--=---=- UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -0.62 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.617 9.638 2.060 134.34 0.423 0.609 9.801 2.101 136.10 0.879 0.601 9.969 2.145 137.93 1.370 0.593 10.143 2.192 139.83 1. 900 0.586 10.323 2.241 141.82 2.473 0.578 10.508 2.294 143.89 3.094 0.570 10.700 2.349 146.05 3.769 0.563 10.899 2.408 148.29 4.505 0.555 11.104 2.471 150.63 5.308 0.547 11.317 2. 537 153.07 6.190 0.539 11.537 2.608 155.61 7.160 0.532 11.766 2.683 158.26 8.234 0.524 12.002 2.762 161.02 9.428 0.516 12.248 2.847 163.90 10.764 0.509 12.503 2.937 166.91 12.271 0.501 12.768 3.034 170.04 13.985 0.493 13.043 3.136 173.32 15.957 0.485 13. 329 3.246 176. 74 18.258 0. 4 78 13. 627 3.363 180.31 20.991 0. 4 70 13. 93 7 3.488 184.05 24,317 0.462 14.260 3.622 187.95 28.504 0.454 14.597 3. 7 65 192.04 34.056 0.447 14.948 3. 918 196. 32 42.108 0.439 15.315 4.083 200.80 56.295 0.431 15.698 4.260 205.49 156.000 0.430 15.748 4.284 206.12 ------------------------------------------------------------------------------ NODE 790.07 : HGL -< 224.257>;EGL~ < 225.700>;FLOWLINE-< 223.640> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 790.06 790.07 TO NODE 790.06 IS CODE~ 2 ELEVATION -223.97 (FLOW IS SUPERCRITICAL) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW -6.60 CFS PIPE DIAMETER 18.00 INCHES AVERAGED VELOCITY HEAD~ 1.278 FEET HMN ~ .05*(AVERAGED VELOCITY HEAD) -.05*( 1.278) -0.064 NODE 790.06 : HGL ~ < 224.65l>;EGL-< 225.764>;FLOWLINE-< 223.970> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 790.00 790.06 TO NODE 790.00 IS CODE~ 1 ELEVATION -225.00 (FLOW IS SUPERCRITICAL) 45 CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH~ NORMAL DEPTH(FT) ~ 6.60 CFS 38.90 FEET 0.65 PIPE DIAMETER~ 18.00 INCHES MANNING'S N 0.01300 CRITICAL DEPTH(FT) ~ 0.99 =====-==================================================================-=-=== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 0.99 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.994 5.309 1. 432 101.68 0.019 0. 980 5.395 1.432 101. 71 0.080 0. 966 5.484 1. 433 101. 80 0.187 0.952 5. 577 1.435 101. 95 0.344 0.938 5. 67 3 1. 438 102.16 0.557 0.924 5.774 1.442 102.45 0.832 0. 911 5.878 1. 44 7 102.80 1.178 0.897 5. 987 1. 453 103.23 1.601 0.883 6.100 1. 4 61 103.73 2 .114 0.869 6.218 1. 4 70 104.32 2. 729 0.855 6.341 1. 4 8 0 104.98 3.461 0.841 6. 469 1. 4 91 105.73 4.328 0.827 6.603 1.505 106.57 5.353 0.813 6.743 1. 520 107.50 6.567 0.799 6.889 1. 537 108.53 8.005 0. 786 7.042 1.556 109.67 9.719 0.772 7.202 1. 578 110.91 11. 776 0.758 7.369 1.602 112. 27 14.269 0. 744 7.544 1.628 113. 74 17.339 0.730 7. 728 1.658 115. 35 21.199 0. 716 7. 921 1.691 11 7. 09 26.211 0.702 8.124 1. 728 118. 97 33.050 0. 688 8.337 1.768 121. 00 38.900 0.681 8. 4 65 1.794 122.24 ------------------------------------------------------------------------------ NODE 790.00 : HGL ~ < 225.994>;EGL~ < 226.432>;FLOWLINE~ < 225.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER~ 790.00 ASSUMED UPSTREAM CONTROL HGL ~ FLOWLINE ELEVATION~ 225.00 225.99 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 46 -- • .. • .. -.. -.. ---• ---• ---• ---------- • -• • ---.. -.... -... -.. -.. ---.. - "" -,,. ---- -------- ---- Per City of Carlsbad formula: INLET NODE CURB INLET CALCULATIONS Q=0.7L (a+y)"3/2 CFS APPROACH REQUIRED DEPTH (FT) LENGTH (FT) LENGTH PROVIDED (FT) STREET "A" 12+70.0o'17_.0_0'-L_T(_SU_M_P) +-880+. 3.682+ N/A. -+ . 1.84 L 4.0 12+85.00 17.00' RT . 910 1.904, 0.164 7.83 8.0 STREET "B" 9+62.00 ~DS)(SUMP)-· t-940 I 8.351 . -N/A i 4.18 --t. 6.0- 15+85.49 y1.oo· LT ~ j _170 1 _ 3:553i=-o.261-I 11.11 . _ 12.0 · 15+81.49 17.00' RT I 200.1 0.48 0.185 I 1.86 4.0 STREET "C" I I 10+84.00117.00' LT . 670 + . 2.2791 0.235 t 7.67 L . 8.0 10+84.00117.00' RT --· r 680 .. .. 1.1oil. 0.222 -+' 5.93 I-8.0 14+35.67li7.00' LT (SUMP) t-~o -1 7.045 . __ N/A _3.52 .. ~ ~.o_ 14+35.76 17.00' RT (SUMP) 610 4.185 N/A 2.09 4.0 AISLE 11Z11 10+73.77 112.0()' LT _ ~ 100 10+73.77 12.00' RT 70 .. o.1st 0.178. I 2.96 . f--4.0 --~I-- - - --· - 0.908 0.198 3.38 4.0