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HomeMy WebLinkAboutParcel Map 21382 Parcel 8 Hydrology and Hydraulics Study MEMORANDUM DATE: January 3, 2022 TO: City of Temecula Department of Public Works Attn: Ron Moreno, PE 41000 Main Street Temecula, CA 92590 FROM: Tory R. Walker Engineering, Inc. Tory R. Walker, PE, CFM, LEED GA, QISP 122 Civic Center Drive, Suite 206 Vista, CA 92084 SUBJECT: PM 21382 – Proposed Condition Hydrologic and Hydraulic Study Tory R. Walker Engineering (TRWE) analyzed the requisite hydrologic and hydraulic parameters for the proposed MS Mountain View project (PM 21382). The proposed project is located along Via Industria and Avenida Alvarado in the City of Temecula and is presented in two main phases: Phases 1 and 2. Phase 1 includes the completion of Avenida Alvarado and Via Industria, the development of Buildings 1 through 11, and a centralized bioretention basin to provide pollutant control, hydromodification flow control, and increased runoff detention for the aforementioned right-of- way and buildings. Phase 2 includes the development of Buildings 12 through 20 and a centralized lined biofiltration basin to provide pollutant control, hydromodification flow control, and increased runoff detention for Buildings 12 through 14 and 18 through 20. This memorandum is intended to serve as a standalone document that projects the ultimate build-out condition for each phase and will accompany the submittal of individual development plans associated with PM 21382. At this time, this memorandum summarizes the hydrologic and hydraulic analysis of the following: 1. 100-year Rational Method peak flow rates 2. 100-year storm hydraulic capacity of Networks 7 and 8 3. 10-year and 100-year storm flow depths within the right-of-way 4. 10-year and 100-year 24-hour storm duration hydrographs for the existing and proposed conditions CLEARED BY CITY OF TEMECULA PUBLIC WORKS tricia.ortega 02/16/2023 02/16/2023 02/16/20 05/06/2022 MS Mountain View / PM 21382 Drainage Memo January 3, 2022 Page 2 of 4 Job # 156-32 The PM has been in a rough graded condition for approximately 30 years (except for Parcels 2, 59, 60 and 61). Built infrastructure—completed in accordance with the originally approved rough grading plan (circa 1991)—includes concrete perimeter ditches along the southeasterly PM boundary, the main trunk storm drain systems (Networks 7 and 8) and stubs along Network 7 for completion of future laterals to convey offsite flows directly into the main. The PM 21382 rough grading and hydraulic information reveal that Networks 7 and 8 were designed in the anticipation that all adjoining lots would drain into the right-of-way via surface flow, to be intercepted at the respective downstream curb inlet. Due to contemporary stormwater and drainage requirements, the following modifications are proposed to allow the existing system to completely convey each tributary area to their designated detention basin: 1. Completion of all laterals needed to directly convey offsite flows directly to Network 7 2. Add Networks 7K and 7L to isolate runoff from future development of Buildings 12 through 14 and 18 through 20 and discharge to Basin 2 3. Upsize Network 7 to a 54-inch-diameter reinforced concrete pipe (RCP) between Stations 24+75.77 to 31+09.80 4. Remove the catch basin from Avenida Alvarado Station 54+97.74 to enable the entire half-street to drain to the next downstream catch basin. 5. Upsize the Network 8 catch basins at Station 67+37 to 36-feet and 38-feet wide and relocate to Station 69+65 6. Reroute Network 8 to route intercepted catch basin flow into Basin 1 and return detained and mitigated outflows to the existing Network 8 system. Rational Method peak flows and street flow depths were calculated using the AES (Advanced Engineering Software) Rational Method program. Existing land cover in the offsite drainage areas tributary to the southerly and westerly parcel map perimeter consist of medium-dense chaparral and sage. The hydrologic soil group (HSG) is type D, and the terrain is generally steep hillsides, with small canyon drainage bringing runoff to the site perimeter at seven locations. All parcels currently feature graded and compacted pads that will eventually be developed to support light industrial and warehousing activities. Therefore, all existing pads are modeled as 60 percent HSG Type C and 40 percent Type D in the accordance with site-specific geotechnical information. In the ultimate condition, all proposed landscaped surfaces were conservatively assumed to be HSG Type D. Hydraulic grade lines (HGLs) were calculated for each Network using XPWSPG software. All proposed public storm drains are at least 18 inches in diameter or have the equivalent capacity when a smaller diameter is warranted by utility conflict. All concrete pipes were conservatively modeled with a roughness coefficient of n = 0.015. MS Mountain View / PM 21382 Drainage Memo January 3, 2022 Page 3 of 4 Job # 156-32 The catch basins at Station 69+65 were upsized to fully intercept the 100-year Rational Method peak flow rates. Inlet capacities were calculated using Hydraflow Express Extension for Autodesk AutoCAD Civil 3D software. Software output is provided in Appendix 7. Short Cut Method hydrographs were developed to determine the existing and proposed condition hydrographs for each basin. The Environmental Protection Agency’s Storm Water Management Model (EPA SWMM) was used to route the post-developed hydrographs through the proposed basins due to the software’s unique ability to account for the complexities of low impact development (LID) amended soil layer and basin underdrain flow constriction. Therefore, the provided outfalls consider the attenuative effects of the site’s proposed stormwater and flood control mitigation features. The detained outflow into both Networks 7 and 8 are summarized as follows: Table 1: Detained Outflow Summary Storm Drain System Location Allowable Design Flow Proposed Design Flow Network 7 Headwall (outfall at Station 10+45) 320 cfs 312 cfs Network 8 Headworks (between Stations 12+88 and 19+08) 40.5 cfs 17 cfs CONCLUSIONS The analyses provided in the Attachments demonstrate the following: 1. The PM 21382 peak flow rates will be less than what was originally proposed. 2. Networks 7 and 8 can be sized appropriately to fully intercept and convey the 100-year peak flow to their respective basins. 3. The 10-year and 100-year peak flows are contained within the curb and right-of-way, respectively. 4. The proposed basins adequately detain the developed condition 10-year and 100-year 24-hour storm duration hydrographs and therefore are not expected to exceed the design capacities of the existing offsite storm drain. At this time, we anticipate that Buildings 1, 15, 16, and 17 will drain into a dedicated structural post-construction best management practice (BMP) within each parcel, sized to provide the minimum required pollutant control, hydromodification flow control, and increased runoff detention. Further analysis for these parcels will be prepared along with their individual development plans. MS Mountain View / PM 21382 Drainage Memo January 3, 2022 Page 4 of 4 Job # 156-32 APPENDICES 1. Hydrology Exhibits 2. Storm Drain Improvement Plans 3. Riverside County Charts 4. AES Rational Method Output 5. Short Cut Method Hydrographs 6. SWMM Input and Output 7. Basin Storage and Discharge Curves 8. Inlet Sizing 9. HGL Calculations Appendix 1 Hydrology Exhibits 1095 1100 1105 1110 1120 1125 1130 1135 1130 1135 1140 1145 1130 1135 1140 1145 1150 1145 11 5 5 11 6 0 11 6 5 11 7 0 11 7 5 11 8 0 11 8 5 11 9 0 11 5 0 11 5 5 1210 1215 1220 1225 1230 1145 1150 1155 1160 1165 1170 1175 1180 1185 1190 1195 1200 1205 1210 121 5 1220 1225 1230 1235 1240 1245 1250 1255 1260 1265 1270 118 5 1190 119 5 120 0 1205 1210 1215 1220 1225 1230 1235 1240 12 4 5 11 4 5 11 5 0 11 5 5 1160 1165 1170 1175 1180 1125 1130 1135 1140 1145 1150 1155 1160 1165 111 0 1115 1120 1125 11 3 5 11 3 0 11 2 5 11 2 0 11 1 5 1095 1100 1105 1110 28.2 cfs 23.6 cfs 4.6 cfs 32.2 cfs 21.0 cfs 25.3 cfs 4.9 cfs 2.8 cfs SEE OFFSITE MAP 7.6 100 110 120 140 130 150 160 8 cfs LOTS 17-22 Q100=17.6 cfs Q100=106 cfs Q100=154 cfs in 48-inch (per plans) 26 7 c f s NETWORK 7 NE T W O R K 7 33 cfs 154 cfs 260 c f s STREETFLOW TO BASIN 1 (NETWORK 8A) PER SEPARATE MAP 30 0 c f s 5 cfs 2 cfs PM 28473 APPROX. OFFS I T E A R E A = 80 ACRES (Q10 0 = 1 5 4 c f s from plans) 26 2 c f s 1" = 50' 0.36 147.0 MS MOUNTAIN VIEW PARK HYDROLOGY MAP NETWORK 7 M U / O D E N S E T R E E S D E N S E T R E E S D E N S E T R E E S D E N S E T R E E S D E N S E T R E E S D E N S E T R E E S G R O U N D O B S C U R E D A S P H A S P H C O N C C O N C V M H D I D I D I M H G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D G R O U N D O B S C U R E D A S P H C O N C C O N C D I R T D I R T D I R T U B D I D I V V V A S P H T A N K 1 0 3 0 . 4 1 0 3 5 . 2 1 0 3 4 . 9 1 0 3 4 . 6 1 0 3 4 . 9 1 0 3 4 . 4 1 0 3 4 . 6 1 0 3 4 . 5 1 0 3 4 . 3 1 0 3 4 . 5 1 0 5 2 . 7 1 0 3 4 . 6 1 0 3 8 . 4 1 0 4 9 . 2 1 0 4 6 . 6 1 0 4 7 . 8 1 0 4 9 . 4 1 0 4 8 . 5 1 0 4 8 . 6 1 0 4 8 . 4 1 0 4 8 . 4 1 0 4 8 . 8 1 0 4 8 . 6 1 0 4 8 . 6 1 0 4 9 . 3 1 0 4 9 . 9 1 0 4 9 . 6 1 0 4 9 . 2 1 0 5 0 . 4 1 0 5 0 . 2 1 0 3 5 . 2 1 0 3 5 . 2 1 0 4 5 . 5 1 0 4 7 . 7 1 0 4 8 . 4 1 0 5 2 . 6 1 0 6 2 . 2 1 0 6 2 . 7 1 0 6 2 . 7 1 0 6 2 . 3 1 0 6 2 . 2 1 0 6 2 . 3 1 0 6 1 . 8 1 0 6 1 . 6 1 0 6 1 . 5 1 0 6 1 . 8 1 0 6 1 . 3 1 0 6 1 . 6 1 0 6 1 . 7 1 0 6 1 . 6 1 0 6 1 . 3 1 0 6 1 . 2 1 0 5 6 . 6 1 0 6 0 . 4 1 0 6 0 . 6 1 0 6 1 . 5 1 0 6 0 . 5 1 0 6 0 . 7 1 0 5 9 . 7 1 0 6 1 . 4 1 0 6 2 . 3 1 0 5 9 . 8 1 0 6 1 . 1 1 0 5 9 . 9 1 0 5 9 . 8 1 0 6 0 . 5 1 0 5 9 . 9 1 0 4 8 . 5 1 0 4 6 . 8 1 0 4 6 . 8 1 0 4 6 . 7 1 0 4 7 . 4 1 0 4 6 . 6 1 0 4 3 . 5 1 0 4 3 . 3 1 0 4 3 . 8 1 0 4 2 . 6 1 0 4 1 . 6 1 0 4 1 . 6 1 0 4 2 . 6 1 0 4 2 . 2 1 0 4 2 . 7 1 0 4 3 . 2 1 0 4 3 . 5 1 0 4 7 . 3 1 0 4 7 . 6 1 0 4 7 . 1 1 0 4 7 . 4 1 0 4 7 . 3 1 0 3 9 . 7 1 0 3 9 . 4 1 0 3 9 . 2 1 0 3 9 . 6 1 0 4 0 . 4 1 0 3 8 . 5 1 0 3 8 . 7 1 0 3 8 . 4 1 0 3 7 . 4 1 0 3 7 . 5 1 0 3 7 . 7 1 0 3 7 . 7 1 0 3 6 . 5 1 0 3 6 . 7 1 0 3 6 . 6 1 0 3 5 . 7 1 0 3 3 . 4 1 0 3 7 . 9 1 0 5 6 . 8 1 0 5 7 . 3 1 0 5 7 . 5 1 0 5 7 . 8 1 0 6 8 . 2 1 0 6 8 . 3 1 0 6 8 . 5 1 0 6 8 . 3 1 0 6 9 . 6 1 0 6 8 . 5 1 0 6 9 . 6 1 0 6 8 . 6 1 0 8 3 . 2 1 0 8 3 . 6 1 0 8 3 . 7 1 0 8 4 . 5 1 0 7 0 . 6 1 0 6 1 . 2 1 0 6 1 . 7 1 0 6 1 . 5 1 0 6 1 . 4 1 0 6 1 . 1 1 0 6 1 . 9 1 0 6 1 . 3 1 0 6 0 . 9 1 0 6 0 . 1 1 0 6 0 . 6 1 0 6 0 . 8 1 0 6 0 . 2 1 0 6 0 . 7 1 0 6 0 . 5 1 0 6 0 . 1 1 0 6 0 . 9 1 0 6 0 . 4 1 0 5 5 . 2 1 0 5 6 . 6 1 0 5 9 . 3 1 0 6 2 . 3 1 0 7 1 . 4 1 0 7 0 . 3 1 0 7 0 . 8 1 0 7 0 . 2 1 0 7 0 . 7 1 0 7 0 . 4 1 0 7 1 . 1 1 0 7 0 . 7 1 0 7 0 . 5 1 0 7 1 . 1 1 0 7 1 . 5 1 0 6 9 . 7 1 0 6 9 . 5 1 0 6 6 . 6 1 0 6 9 . 0 1 0 6 9 . 3 1 0 6 9 . 7 1 0 6 9 . 7 1 0 6 9 . 7 1 0 7 0 . 3 1 0 6 4 . 5 1 0 6 4 . 4 1 0 6 3 . 8 1 0 6 3 . 6 1 0 6 3 . 2 1 0 6 1 . 5 1 0 6 2 . 9 1 0 7 0 . 4 1 0 7 0 . 7 1 0 7 0 . 3 1 0 7 0 . 6 1 0 7 0 . 3 1 0 7 0 . 7 1 0 6 9 . 9 1 0 6 9 . 8 1 0 6 9 . 9 1 0 6 6 . 6 1 0 7 1 . 8 1 0 6 9 . 5 1 1 0 1 . 6 1 1 0 1 . 8 1 1 0 1 . 9 1 1 1 2 . 4 1 1 1 3 . 2 1 1 1 3 . 7 1 0 9 0 . 5 1 0 9 1 . 5 1 0 9 1 . 5 1 0 9 2 . 4 1 0 9 2 . 4 1 0 9 2 . 5 1 0 9 3 . 6 1 0 7 0 . 5 1 0 7 2 . 7 1 0 7 4 . 6 1 0 7 5 . 5 1 0 7 5 . 4 1 0 7 5 . 4 1 0 7 5 . 4 1 0 7 5 . 6 1 0 7 5 . 5 1 0 7 4 . 6 1 0 7 4 . 5 1 0 7 4 . 5 1 0 7 6 . 4 1 0 7 6 . 6 1 0 7 6 . 5 1 0 7 6 . 4 1 0 7 6 . 4 1 0 7 7 . 3 1 0 7 7 . 4 1 1 0 1 . 4 1 0 7 8 . 3 1 0 7 8 . 1 1 0 7 1 . 4 1 0 7 1 . 4 1 0 7 1 . 5 1 0 7 1 . 4 1 0 7 1 . 2 1 0 7 1 . 6 1 0 6 5 . 3 1 0 6 5 . 5 1 0 6 6 . 3 1 0 6 8 . 3 1 0 6 9 . 7 1 0 7 0 . 4 1 0 7 0 . 6 1 0 7 1 . 7 1 0 7 4 . 5 1 0 7 4 . 5 1 0 7 5 . 5 1 0 6 9 . 6 1 0 7 5 . 7 1 0 7 6 . 4 1 1 2 8 . 3 1 0 8 3 . 5 1 0 8 4 . 4 1 0 7 8 . 4 1 0 8 2 . 4 1 0 8 3 . 3 1 0 8 2 . 5 1 0 7 3 . 2 1 0 7 3 . 4 1 0 7 3 . 2 1 0 7 2 . 6 1 0 6 6 . 6 1 0 7 7 . 6 1 0 7 5 . 5 1 0 7 9 . 6 1 0 7 0 . 6 1 0 7 6 . 5 1 0 7 5 . 5 1 0 7 5 . 1 1 0 7 5 . 6 1 0 7 2 . 5 1 0 7 3 . 3 1 0 7 4 . 6 1 0 7 3 . 7 1 0 7 8 . 4 1 0 7 1 . 8 1 0 6 9 . 4 1 0 6 6 . 5 1 0 7 1 . 4 1 0 7 0 . 3 1 0 7 1 . 4 1 0 9 4 . 6 1 0 9 4 . 5 1 0 9 5 . 2 1 0 9 7 . 0 1 1 3 3 . 6 1 0 6 2 . 4 1 0 5 3 . 3 1 0 5 4 . 4 1 0 4 4 . 6 1 0 4 6 . 9 1 0 4 2 . 1 1 0 4 6 . 1 1 0 4 9 . 5 1 0 4 9 . 3 1 0 4 9 . 5 1 0 4 9 . 6 1 0 6 1 . 2 1 0 7 1 . 1 1 0 7 1 . 6 1 0 4 2 . 4 1 0 4 0 . 5 1 0 6 9 . 4 C O N C 1 0 8 4 . 7 1 0 7 2 . 2 1 0 7 2 . 4 1 1 0 0 . 7 1 1 0 1 . 4 1 1 0 1 . 7 1 1 0 2 . 6 1 1 0 2 . 1 1 1 0 1 . 9 A S P H 1 0 8 5 . 3 1 0 7 3 . 1 1 0 7 6 . 5 1 0 7 8 . 5 1 0 7 5 . 8 A T - 1 8 1 0 7 1 . 1 2 1 0 5 5 . 6 1 0 4 8 . 2 1 0 6 2 . 3 1 0 4 3 . 8 1 0 4 4 . 3 1 0 4 3 . 3 1 0 4 0 . 6 1 0 4 1 . 6 1 0 3 7 . 6 1 0 3 6 . 8 1 0 2 9 . 7 1 0 3 1 . 3 1 0 3 2 . 5 1 0 3 7 . 8 10 3 5 10 3 5 10 4 0 10 4 5 10 5 0 1035 1030 1025 10 5 0 10 4 5 10 4 5 10 5 0 10 5 5 10 6 0 1060 1055 1050 1070 1065 1060 1075 1080 1085 1090 1095 1100 1105 1110 1115 1 1 2 0 1125 1090 1095 1100 1105 1110 1115 1120 1125 1130 10 8 5 1 0 9 0 1 0 9 5 1 0 8 0 10 8 5 1 0 7 5 1100 1095 1090 1085 1080 1080 1075 1065 1055 1050 1110 1105 1100 1095 1090 1085 1080 3.1 cfs SEE OFFSITE MAP BASIN 2 BASIN 1 303 cfs 312 cfs BASIN 2 OUTFLOW 300 cfs 170 180 312 cfs 312 cfs to outfall 3 cfs NETWORK 7 NETWORK 8A SEE SEPARATE MAP 100 yr - 24 hr Q= 9 cfs 1" = 50' 0.36 147.0 MS MOUNTAIN VIEW PARK HYDROLOGY MAP NETWORK 7 U/O DI DI DI DI U/O DI DI 10 7 5 10 8 0 10 8 5 10 9 0 10 9 5 11 0 0 11 0 5 11 1 0 11 1 5 1120 1 1 2 5 10 9 0 10 9 5 11 0 0 11 0 5 11 1 0 11 1 5 11 2 0 11 2 5 11 3 0 1095 1100 1105 1110 1085 1090 1095 1080 1085 1075 11 0 0 10 9 5 10 9 0 10 8 5 10 8 0 11 1 0 11 0 5 11 0 0 10 9 5 1120 1125 1130 1135 1130 1135 1140 1145 1125 1130 1135 1140 1145 1150 1145 11 5 0 11 5 5 1145 1150 1155 1160 118 5 1190 11 4 5 11 5 0 11 5 5 1160 1165 1170 1175 1180 1125 1130 1135 1140 1145 1150 1155 1160 1165 111 0 1115 1120 1125 11 3 5 11 3 0 11 2 5 11 2 0 11 1 5 1095 1100 1105 1110 10 8 5 10 9 0 10 9 0 10 8 5 1 0 8 0 100 26.4 c f s 3.1 c f s SEE OFFSITE MAP 102 0.1 BASIN 2 4.3 5.3 FLOW INTO NETWORK 7 SEE SEPARATE MAP 4.3 5.3 N E T W O R K 7 L NE T W O R K 7 K NE T W O R K 7 ( S E E O T H E R M A P ) NETWORK 7SEE SEPARATE MAP 200 202 0.41 1.4 2 0 4 104 1.12 1. 4 1. 1 2 0. 4 4 0. 4 1 1" = 60' 0.36 147.0 MS MOUNTAIN VIEW PARK HYDROLOGY MAP NETWORKS 7K, 7L, & 8A U / O U / O D I D I 10 3 5 1030 10 3 5 10 4 0 10 4 5 10 5 0 1035 1030 1025 10 5 0 10 4 5 10 4 5 10 5 0 10 5 5 10 6 0 1060 1055 1050 1070 1065 1060 1080 1075 1065 1055 1050 10 4 5 10 5 0 10 5 5 10 8 5 10 9 0 10 9 5 11 0 0 1100 7.3 5.3 BA S I N 2 BASIN 1 NETWORK 7 NETWORK 8A SEE OTHER MAP 0.44 0.41 206 106 108 108.1 110 208 112 1.5 1" = 50'0.36 147.0 MS MOUNTAIN VIEW PARK HYDROLOGY MAP NETWORKS 7K, 7L & 8A Appendix 2 Storm Drain Improvement Plans Appendix 3 Riverside County Charts Appendix 4 AES Rational Method Output  ____________________________________________________________________________  ****************************************************************************              RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON          RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT                        (RCFC&WCD)  1978 HYDROLOGY MANUAL           (c) Copyright 1982‐2016 Advanced Engineering Software (aes)                        (Rational Tabling Version 23.0)                     Release Date: 07/01/2016  License ID 1532                             Analysis prepared by:                        Tory R. Walker Engineering, Inc.                                                   122 Civic Center Drive                                                              Suite 206                                                                  Vista, CA 92084                                  ************************** DESCRIPTION OF STUDY **************************  * PM 21382                                                                  *  * NETWORK 7                                                                *  * 100‐YEAR STORM                                                           *   **************************************************************************    FILE NAME: MV7100.DAT                                            TIME/DATE OF STUDY: 15:53 12/30/2021  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED STORM EVENT(YEAR) =  100.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   8.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    2‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  0.530    100‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  1.250    COMPUTED RAINFALL INTENSITY DATA:    STORM EVENT =  100.00   1‐HOUR INTENSITY(INCH/HOUR) =   1.250    SLOPE OF INTENSITY DURATION CURVE = 0.5600    RCFC&WCD HYDROLOGY MANUAL "C"‐VALUES USED FOR RATIONAL METHOD    NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL          AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   28.0     16.0    0.020/0.050/0.020   0.67    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    100.00 IS CODE =   7  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<  ============================================================================    USER‐SPECIFIED VALUES ARE AS FOLLOWS:    TC(MIN) =  12.00   RAIN INTENSITY(INCH/HOUR) =  3.08    TOTAL AREA(ACRES) =    80.00   TOTAL RUNOFF(CFS) =    154.00  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    110.00 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   135.90  DOWNSTREAM(FEET) =   133.00    FLOW LENGTH(FEET) =   310.00   MANNING'S N =  0.013    ASSUME FULL‐FLOWING PIPELINE    PIPE‐FLOW VELOCITY(FEET/SEC.) =  12.28    (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL‐DEPTH FLOW     AT DEPTH = 0.82 * DIAMETER)    GIVEN PIPE DIAMETER(INCH) =  48.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =     154.00    PIPE TRAVEL TIME(MIN.) =   0.42    Tc(MIN.) =   12.42    LONGEST FLOWPATH FROM NODE      0.00 TO NODE    110.00 =     310.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    110.00 TO NODE    120.00 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   133.00  DOWNSTREAM(FEET) =   128.50    FLOW LENGTH(FEET) =   288.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  48.0 INCH PIPE IS  34.9 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  15.71    GIVEN PIPE DIAMETER(INCH) =  48.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =     154.00    PIPE TRAVEL TIME(MIN.) =   0.31    Tc(MIN.) =   12.73    LONGEST FLOWPATH FROM NODE      0.00 TO NODE    120.00 =     598.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    120.00 TO NODE    130.00 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   128.50  DOWNSTREAM(FEET) =   110.00    FLOW LENGTH(FEET) =   260.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  48.0 INCH PIPE IS  21.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  28.29    GIVEN PIPE DIAMETER(INCH) =  48.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =     154.00    PIPE TRAVEL TIME(MIN.) =   0.15    Tc(MIN.) =   12.88    LONGEST FLOWPATH FROM NODE      0.00 TO NODE    130.00 =     858.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    130.00 TO NODE    130.00 IS CODE =  16  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<  ============================================================================    USER‐SPECIFIED CONSTANT SOURCE FLOW =   106.00(CFS)    USER‐SPECIFIED AREA ASSOCIATED TO SOURCE FLOW =    42.00(ACRES)    * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) =   106.00  AREA(AC.) =    42.00    * SUMMED DATA: FLOW(CFS) =   260.00    TOTAL AREA(ACRES) =   122.00  ****************************************************************************    FLOW PROCESS FROM NODE    130.00 TO NODE    140.00 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   110.00  DOWNSTREAM(FEET) =   106.50    FLOW LENGTH(FEET) =    46.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  48.0 INCH PIPE IS  28.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  32.97    GIVEN PIPE DIAMETER(INCH) =  48.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =     260.00    PIPE TRAVEL TIME(MIN.) =   0.02    Tc(MIN.) =   12.90    * TOTAL SOURCE FLOW(CFS) =     106.00    LONGEST FLOWPATH FROM NODE      0.00 TO NODE    140.00 =     904.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    140.00 TO NODE    140.00 IS CODE =  16  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<  ============================================================================    USER‐SPECIFIED CONSTANT SOURCE FLOW =     2.00(CFS)    USER‐SPECIFIED AREA ASSOCIATED TO SOURCE FLOW =     1.00(ACRES)    * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) =   108.00  AREA(AC.) =    43.00    * SUMMED DATA: FLOW(CFS) =   262.00    TOTAL AREA(ACRES) =   123.00  ****************************************************************************    FLOW PROCESS FROM NODE    140.00 TO NODE    150.00 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   106.50  DOWNSTREAM(FEET) =   102.00    FLOW LENGTH(FEET) =    57.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  54.0 INCH PIPE IS  26.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  33.63    GIVEN PIPE DIAMETER(INCH) =  54.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =     262.00    PIPE TRAVEL TIME(MIN.) =   0.03    Tc(MIN.) =   12.93    * TOTAL SOURCE FLOW(CFS) =     108.00    LONGEST FLOWPATH FROM NODE      0.00 TO NODE    150.00 =     961.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    150.00 TO NODE    150.00 IS CODE =  16  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<  ============================================================================    USER‐SPECIFIED CONSTANT SOURCE FLOW =     5.00(CFS)    USER‐SPECIFIED AREA ASSOCIATED TO SOURCE FLOW =     3.00(ACRES)    * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) =   113.00  AREA(AC.) =    46.00    * SUMMED DATA: FLOW(CFS) =   267.00    TOTAL AREA(ACRES) =   126.00  ****************************************************************************    FLOW PROCESS FROM NODE    150.00 TO NODE    160.00 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   102.00  DOWNSTREAM(FEET) =    85.00    FLOW LENGTH(FEET) =   180.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  54.0 INCH PIPE IS  25.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  36.13    GIVEN PIPE DIAMETER(INCH) =  54.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =     267.00    PIPE TRAVEL TIME(MIN.) =   0.08    Tc(MIN.) =   13.01    * TOTAL SOURCE FLOW(CFS) =     113.00    LONGEST FLOWPATH FROM NODE      0.00 TO NODE    160.00 =    1141.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    160.00 TO NODE    160.00 IS CODE =  16  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<  ============================================================================    USER‐SPECIFIED CONSTANT SOURCE FLOW =    33.00(CFS)    USER‐SPECIFIED AREA ASSOCIATED TO SOURCE FLOW =    14.80(ACRES)    * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) =   146.00  AREA(AC.) =    60.80    * SUMMED DATA: FLOW(CFS) =   300.00    TOTAL AREA(ACRES) =   140.80  ****************************************************************************    FLOW PROCESS FROM NODE    160.00 TO NODE    170.00 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    85.00  DOWNSTREAM(FEET) =    64.80    FLOW LENGTH(FEET) =   340.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  54.0 INCH PIPE IS  31.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  31.19    GIVEN PIPE DIAMETER(INCH) =  54.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =     300.00    PIPE TRAVEL TIME(MIN.) =   0.18    Tc(MIN.) =   13.20    * TOTAL SOURCE FLOW(CFS) =     146.00    LONGEST FLOWPATH FROM NODE      0.00 TO NODE    170.00 =    1481.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    170.00 TO NODE    170.00 IS CODE =  16  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<  ============================================================================    USER‐SPECIFIED CONSTANT SOURCE FLOW =     3.00(CFS)    USER‐SPECIFIED AREA ASSOCIATED TO SOURCE FLOW =     1.10(ACRES)    * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) =   149.00  AREA(AC.) =    61.90    * SUMMED DATA: FLOW(CFS) =   303.00    TOTAL AREA(ACRES) =   141.90  ****************************************************************************    FLOW PROCESS FROM NODE    170.00 TO NODE    180.00 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    63.20  DOWNSTREAM(FEET) =    60.90    FLOW LENGTH(FEET) =   235.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  66.0 INCH PIPE IS  50.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  15.49    GIVEN PIPE DIAMETER(INCH) =  66.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =     303.00    PIPE TRAVEL TIME(MIN.) =   0.25    Tc(MIN.) =   13.45    * TOTAL SOURCE FLOW(CFS) =     149.00    LONGEST FLOWPATH FROM NODE      0.00 TO NODE    180.00 =    1716.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    180.00 TO NODE    180.00 IS CODE =  16  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<  ============================================================================    USER‐SPECIFIED CONSTANT SOURCE FLOW =     9.00(CFS)    USER‐SPECIFIED AREA ASSOCIATED TO SOURCE FLOW =     9.60(ACRES)    * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) =   158.00  AREA(AC.) =    71.50    * SUMMED DATA: FLOW(CFS) =   312.00    TOTAL AREA(ACRES) =   151.50  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =       80.0  TC(MIN.) =     13.45    PEAK FLOW RATE(CFS)   =     154.00    * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) =     158.00  AREA(AC.) =       71.5    * SUMMED DATA: FLOW(CFS) =     312.00    TOTAL AREA(ACRES) =      151.5  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS    ____________________________________________________________________________  ****************************************************************************              RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON          RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT                        (RCFC&WCD)  1978 HYDROLOGY MANUAL           (c) Copyright 1982‐2016 Advanced Engineering Software (aes)                        (Rational Tabling Version 23.0)                     Release Date: 07/01/2016  License ID 1532                             Analysis prepared by:                        Tory R. Walker Engineering, Inc.                                                   122 Civic Center Drive                                                              Suite 206                                                                  Vista, CA 92084                                  ************************** DESCRIPTION OF STUDY **************************  * PM 21382                                                                 *  * LOTS 17‐22                                                               *  * 100‐YEAR STORM                                                           *   **************************************************************************    FILE NAME: MV1722.DAT                                            TIME/DATE OF STUDY: 15:58 12/30/2021  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED STORM EVENT(YEAR) =  100.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   8.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    2‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  0.530    100‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  1.250    COMPUTED RAINFALL INTENSITY DATA:    STORM EVENT =  100.00   1‐HOUR INTENSITY(INCH/HOUR) =   1.250    SLOPE OF INTENSITY DURATION CURVE = 0.5600    RCFC&WCD HYDROLOGY MANUAL "C"‐VALUES USED FOR RATIONAL METHOD    NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL          AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   28.0     16.0    0.020/0.050/0.020   0.50    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*  ****************************************************************************    FLOW PROCESS FROM NODE    400.00 TO NODE    400.00 IS CODE =  22  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS MOBILE HOME PARK    USER SPECIFIED Tc(MIN.) =   15.500     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.667    USER‐SPECIFIED RUNOFF COEFFICIENT = .8679    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =     17.59    TOTAL AREA(ACRES) =      7.60   TOTAL RUNOFF(CFS) =     17.59  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        7.6  TC(MIN.) =     15.50    PEAK FLOW RATE(CFS)   =      17.59  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS    ____________________________________________________________________________  ****************************************************************************              RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON          RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT                        (RCFC&WCD)  1978 HYDROLOGY MANUAL           (c) Copyright 1982‐2016 Advanced Engineering Software (aes)                        (Rational Tabling Version 23.0)                     Release Date: 07/01/2016  License ID 1532                             Analysis prepared by:                        Tory R. Walker Engineering, Inc.                                                   122 Civic Center Drive                                                              Suite 206                                                                  Vista, CA 92084                                  ************************** DESCRIPTION OF STUDY **************************  * PM 21382                                                                 *  * OFFSITE HYDROLOGY                                                        *  * 100‐YEAR STORM                                                           *   **************************************************************************    FILE NAME: MVOFFS.DAT                                            TIME/DATE OF STUDY: 15:47 12/30/2021  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED STORM EVENT(YEAR) =  100.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   8.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    2‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  0.530    100‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  1.250    COMPUTED RAINFALL INTENSITY DATA:    STORM EVENT =  100.00   1‐HOUR INTENSITY(INCH/HOUR) =   1.250    SLOPE OF INTENSITY DURATION CURVE = 0.5600    RCFC&WCD HYDROLOGY MANUAL "C"‐VALUES USED FOR RATIONAL METHOD    NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL          AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   30.0     20.0    0.020/0.020/0.020   0.50    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    101.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER    TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   720.00    UPSTREAM ELEVATION(FEET) =   1400.00    DOWNSTREAM ELEVATION(FEET) =   1190.00    ELEVATION DIFFERENCE(FEET) =    210.00    TC = 0.709*[(  720.00**3)/(   210.00)]**.2 =   12.614     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.994    USER‐SPECIFIED RUNOFF COEFFICIENT = .7837    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      6.80    TOTAL AREA(ACRES) =      2.90   TOTAL RUNOFF(CFS) =      6.80  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE    102.00 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   1190.00  DOWNSTREAM(FEET) =   1108.00    CHANNEL LENGTH THRU SUBAREA(FEET) =   910.00   CHANNEL SLOPE =  0.0901    CHANNEL BASE(FEET) =    0.00   "Z" FACTOR =   3.000    MANNING'S FACTOR = 0.035   MAXIMUM DEPTH(FEET) =   4.00     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.744    USER‐SPECIFIED RUNOFF COEFFICIENT = .7745    SOIL CLASSIFICATION IS "D"    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =      16.59    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   7.14    AVERAGE FLOW DEPTH(FEET) =   0.88   TRAVEL TIME(MIN.) =   2.13    Tc(MIN.) =   14.74    SUBAREA AREA(ACRES) =     9.20       SUBAREA RUNOFF(CFS) =   19.55    TOTAL AREA(ACRES) =       12.1         PEAK FLOW RATE(CFS) =      26.35    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  1.05   FLOW VELOCITY(FEET/SEC.) =   8.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    102.00 =    1630.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE    102.00 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =   14.74    RAINFALL INTENSITY(INCH/HR) =   2.74    TOTAL STREAM AREA(ACRES) =    12.10    PEAK FLOW RATE(CFS) AT CONFLUENCE =     26.35  ****************************************************************************    FLOW PROCESS FROM NODE    103.00 TO NODE    104.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER    TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   620.00    UPSTREAM ELEVATION(FEET) =   1273.00    DOWNSTREAM ELEVATION(FEET) =   1157.00    ELEVATION DIFFERENCE(FEET) =    116.00    TC = 0.709*[(  620.00**3)/(   116.00)]**.2 =   12.985     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.945    USER‐SPECIFIED RUNOFF COEFFICIENT = .7820    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      2.07    TOTAL AREA(ACRES) =      0.90   TOTAL RUNOFF(CFS) =      2.07  ****************************************************************************    FLOW PROCESS FROM NODE    104.00 TO NODE    105.00 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   1157.00  DOWNSTREAM(FEET) =   1108.00    CHANNEL LENGTH THRU SUBAREA(FEET) =   290.00   CHANNEL SLOPE =  0.1690    CHANNEL BASE(FEET) =    1.00   "Z" FACTOR =   2.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   3.00     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.896    USER‐SPECIFIED RUNOFF COEFFICIENT = .7803    SOIL CLASSIFICATION IS "D"    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       4.11    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =  12.11    AVERAGE FLOW DEPTH(FEET) =   0.23   TRAVEL TIME(MIN.) =   0.40    Tc(MIN.) =   13.38    SUBAREA AREA(ACRES) =     1.80       SUBAREA RUNOFF(CFS) =    4.07    TOTAL AREA(ACRES) =        2.7         PEAK FLOW RATE(CFS) =       6.14    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.29   FLOW VELOCITY(FEET/SEC.) =  13.71    LONGEST FLOWPATH FROM NODE    103.00 TO NODE    105.00 =     910.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    105.00 TO NODE    102.00 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =   13.38    RAINFALL INTENSITY(INCH/HR) =   2.90    TOTAL STREAM AREA(ACRES) =     2.70    PEAK FLOW RATE(CFS) AT CONFLUENCE =      6.14    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1       26.35    14.74        2.744         12.10        2        6.14    13.38        2.896          2.70   *********************************WARNING**********************************    IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED    ON THE RCFC&WCD FORMULA OF PLATE D‐1 AS DEFAULT VALUE. THIS FORMULA    WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.   **************************************************************************    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1       30.07    13.38       2.896        2       32.17    14.74       2.744    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =      32.17   Tc(MIN.) =   14.74    TOTAL AREA(ACRES) =       14.8    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    102.00 =    1630.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    102.00 TO NODE    102.00 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    110.00 TO NODE    111.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER    TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   210.00    UPSTREAM ELEVATION(FEET) =   1706.00    DOWNSTREAM ELEVATION(FEET) =   1678.00    ELEVATION DIFFERENCE(FEET) =     28.00    TC = 0.709*[(  210.00**3)/(    28.00)]**.2 =    9.011     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.614    USER‐SPECIFIED RUNOFF COEFFICIENT = .8014    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      2.90    TOTAL AREA(ACRES) =      1.00   TOTAL RUNOFF(CFS) =      2.90  ****************************************************************************    FLOW PROCESS FROM NODE    111.00 TO NODE    112.00 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   1678.00  DOWNSTREAM(FEET) =   1192.00    CHANNEL LENGTH THRU SUBAREA(FEET) =  1290.00   CHANNEL SLOPE =  0.3767    CHANNEL BASE(FEET) =    0.00   "Z" FACTOR =   4.000    MANNING'S FACTOR = 0.040   MAXIMUM DEPTH(FEET) =   3.00     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.198    USER‐SPECIFIED RUNOFF COEFFICIENT = .7902    SOIL CLASSIFICATION IS "D"    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =      13.29    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   9.79    AVERAGE FLOW DEPTH(FEET) =   0.58   TRAVEL TIME(MIN.) =   2.20    Tc(MIN.) =   11.21    SUBAREA AREA(ACRES) =     8.20       SUBAREA RUNOFF(CFS) =   20.73    TOTAL AREA(ACRES) =        9.2         PEAK FLOW RATE(CFS) =      23.62    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.72   FLOW VELOCITY(FEET/SEC.) =  11.33    LONGEST FLOWPATH FROM NODE    110.00 TO NODE    112.00 =    1500.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    112.10 TO NODE    112.00 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.198    USER‐SPECIFIED RUNOFF COEFFICIENT = .7902    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    1.80   SUBAREA RUNOFF(CFS) =    4.55    TOTAL AREA(ACRES) =       11.0   TOTAL RUNOFF(CFS) =      28.17    TC(MIN.) =   11.21  ****************************************************************************    FLOW PROCESS FROM NODE    112.00 TO NODE    112.00 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    120.00 TO NODE    121.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER    TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   540.00    UPSTREAM ELEVATION(FEET) =   1656.00    DOWNSTREAM ELEVATION(FEET) =   1324.00    ELEVATION DIFFERENCE(FEET) =    332.00    TC = 0.709*[(  540.00**3)/(   332.00)]**.2 =    9.685     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.471    USER‐SPECIFIED RUNOFF COEFFICIENT = .7978    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      6.09    TOTAL AREA(ACRES) =      2.20   TOTAL RUNOFF(CFS) =      6.09  ****************************************************************************    FLOW PROCESS FROM NODE    121.00 TO NODE    122.00 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   1324.00  DOWNSTREAM(FEET) =   1168.00    CHANNEL LENGTH THRU SUBAREA(FEET) =   640.00   CHANNEL SLOPE =  0.2438    CHANNEL BASE(FEET) =    0.00   "Z" FACTOR =   3.000    MANNING'S FACTOR = 0.040   MAXIMUM DEPTH(FEET) =   3.00     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.252    USER‐SPECIFIED RUNOFF COEFFICIENT = .7918    SOIL CLASSIFICATION IS "D"    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =      13.57    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   8.91    AVERAGE FLOW DEPTH(FEET) =   0.71   TRAVEL TIME(MIN.) =   1.20    Tc(MIN.) =   10.88    SUBAREA AREA(ACRES) =     5.80       SUBAREA RUNOFF(CFS) =   14.93    TOTAL AREA(ACRES) =        8.0         PEAK FLOW RATE(CFS) =      21.03    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.84   FLOW VELOCITY(FEET/SEC.) =   9.88    LONGEST FLOWPATH FROM NODE    120.00 TO NODE    122.00 =    1180.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    122.00 TO NODE    122.00 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =   10.88    RAINFALL INTENSITY(INCH/HR) =   3.25    TOTAL STREAM AREA(ACRES) =     8.00    PEAK FLOW RATE(CFS) AT CONFLUENCE =     21.03  ****************************************************************************    FLOW PROCESS FROM NODE    123.00 TO NODE    124.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER    TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   610.00    UPSTREAM ELEVATION(FEET) =   1693.00    DOWNSTREAM ELEVATION(FEET) =   1380.00    ELEVATION DIFFERENCE(FEET) =    313.00    TC = 0.709*[(  610.00**3)/(   313.00)]**.2 =   10.543     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.310    USER‐SPECIFIED RUNOFF COEFFICIENT = .7935    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =     11.56    TOTAL AREA(ACRES) =      4.40   TOTAL RUNOFF(CFS) =     11.56  ****************************************************************************    FLOW PROCESS FROM NODE    124.00 TO NODE    122.00 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =   1380.00  DOWNSTREAM(FEET) =   1168.00    CHANNEL LENGTH THRU SUBAREA(FEET) =  1130.00   CHANNEL SLOPE =  0.1876    CHANNEL BASE(FEET) =    0.00   "Z" FACTOR =   3.000    MANNING'S FACTOR = 0.040   MAXIMUM DEPTH(FEET) =   3.00     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.980    USER‐SPECIFIED RUNOFF COEFFICIENT = .7832    SOIL CLASSIFICATION IS "D"    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =      18.46    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   8.68    AVERAGE FLOW DEPTH(FEET) =   0.84   TRAVEL TIME(MIN.) =   2.17    Tc(MIN.) =   12.71    SUBAREA AREA(ACRES) =     5.90       SUBAREA RUNOFF(CFS) =   13.77    TOTAL AREA(ACRES) =       10.3         PEAK FLOW RATE(CFS) =      25.33    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.95   FLOW VELOCITY(FEET/SEC.) =   9.38    LONGEST FLOWPATH FROM NODE    123.00 TO NODE    122.00 =    1740.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    124.00 TO NODE    122.00 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =   12.71    RAINFALL INTENSITY(INCH/HR) =   2.98    TOTAL STREAM AREA(ACRES) =    10.30    PEAK FLOW RATE(CFS) AT CONFLUENCE =     25.33    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1       21.03    10.88        3.252          8.00        2       25.33    12.71        2.980         10.30   *********************************WARNING**********************************    IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED    ON THE RCFC&WCD FORMULA OF PLATE D‐1 AS DEFAULT VALUE. THIS FORMULA    WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.   **************************************************************************    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1       42.70    10.88       3.252        2       44.60    12.71       2.980    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =      44.60   Tc(MIN.) =   12.71    TOTAL AREA(ACRES) =       18.3    LONGEST FLOWPATH FROM NODE    123.00 TO NODE    122.00 =    1740.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    122.00 TO NODE    122.00 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    130.00 TO NODE    131.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER    TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   850.00    UPSTREAM ELEVATION(FEET) =   1416.00    DOWNSTREAM ELEVATION(FEET) =   1201.00    ELEVATION DIFFERENCE(FEET) =    215.00    TC = 0.709*[(  850.00**3)/(   215.00)]**.2 =   13.869     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.839    USER‐SPECIFIED RUNOFF COEFFICIENT = .7782    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      4.86    TOTAL AREA(ACRES) =      2.20   TOTAL RUNOFF(CFS) =      4.86  ****************************************************************************    FLOW PROCESS FROM NODE    131.00 TO NODE    131.00 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    130.00 TO NODE    131.00 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    140.00 TO NODE    141.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER    TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   950.00    UPSTREAM ELEVATION(FEET) =   1436.00    DOWNSTREAM ELEVATION(FEET) =   1204.00    ELEVATION DIFFERENCE(FEET) =    232.00    TC = 0.709*[(  950.00**3)/(   232.00)]**.2 =   14.603     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.758    USER‐SPECIFIED RUNOFF COEFFICIENT = .7751    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      2.78    TOTAL AREA(ACRES) =      1.30   TOTAL RUNOFF(CFS) =      2.78  ****************************************************************************    FLOW PROCESS FROM NODE    141.00 TO NODE    141.00 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 2 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    150.00 TO NODE    151.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER    TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   260.00    UPSTREAM ELEVATION(FEET) =   1148.00    DOWNSTREAM ELEVATION(FEET) =   1104.00    ELEVATION DIFFERENCE(FEET) =     44.00    TC = 0.709*[(  260.00**3)/(    44.00)]**.2 =    9.358     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.538    USER‐SPECIFIED RUNOFF COEFFICIENT = .7996    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      3.11    TOTAL AREA(ACRES) =      1.10   TOTAL RUNOFF(CFS) =      3.11  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        1.1  TC(MIN.) =      9.36    PEAK FLOW RATE(CFS)   =       3.11  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS    ____________________________________________________________________________  ****************************************************************************              RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON          RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT                        (RCFC&WCD)  1978 HYDROLOGY MANUAL           (c) Copyright 1982‐2016 Advanced Engineering Software (aes)                        (Rational Tabling Version 23.0)                     Release Date: 07/01/2016  License ID 1532                             Analysis prepared by:                        Tory R. Walker Engineering, Inc.                                                   122 Civic Center Drive                                                              Suite 206                                                                  Vista, CA 92084                                  ************************** DESCRIPTION OF STUDY **************************  * PM 21382                                                                 *  * NETWORK 8A                                                               *  * 10‐YEAR STORM                                                            *   **************************************************************************    FILE NAME: MV810.DAT                                             TIME/DATE OF STUDY: 15:48 12/30/2021  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED STORM EVENT(YEAR) =   10.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   8.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    2‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  0.530    100‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  1.250    COMPUTED RAINFALL INTENSITY DATA:    STORM EVENT =   10.00   1‐HOUR INTENSITY(INCH/HOUR) =   0.834    SLOPE OF INTENSITY DURATION CURVE = 0.5600    RCFC&WCD HYDROLOGY MANUAL "C"‐VALUES USED FOR RATIONAL METHOD    NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL          AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   30.0     20.0    0.020/0.020/0.020   0.67    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    102.00 IS CODE =  22  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS MOBILE HOME PARK    USER SPECIFIED Tc(MIN.) =    5.000      10 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.355    USER‐SPECIFIED RUNOFF COEFFICIENT = .8737    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      1.26    TOTAL AREA(ACRES) =      0.43   TOTAL RUNOFF(CFS) =      1.26  ****************************************************************************    FLOW PROCESS FROM NODE    102.00 TO NODE    104.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1141.00  DOWNSTREAM ELEVATION(FEET) = 1071.50    STREET LENGTH(FEET) =  1075.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       2.84      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.28      HALFSTREET FLOOD WIDTH(FEET) =    3.70      AVERAGE FLOW VELOCITY(FEET/SEC.) =    6.02      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    1.71    STREET FLOW TRAVEL TIME(MIN.) =   2.98   Tc(MIN.) =    7.98      10 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.583    USER‐SPECIFIED RUNOFF COEFFICIENT = .8670    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    1.40      SUBAREA RUNOFF(CFS) =    3.14    TOTAL AREA(ACRES) =        1.8        PEAK FLOW RATE(CFS) =       4.40    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.33   HALFSTREET FLOOD WIDTH(FEET) =   4.64    FLOW VELOCITY(FEET/SEC.) =  6.59   DEPTH*VELOCITY(FT*FT/SEC.) =   2.18    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    104.00 =    1102.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    104.00 TO NODE    106.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1071.50  DOWNSTREAM ELEVATION(FEET) = 1067.25    STREET LENGTH(FEET) =   400.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       4.80      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.46      HALFSTREET FLOOD WIDTH(FEET) =    7.25      AVERAGE FLOW VELOCITY(FEET/SEC.) =    3.32      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    1.53    STREET FLOW TRAVEL TIME(MIN.) =   2.01   Tc(MIN.) =    9.98      10 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.278    USER‐SPECIFIED RUNOFF COEFFICIENT = .8633    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    0.41      SUBAREA RUNOFF(CFS) =    0.81    TOTAL AREA(ACRES) =        2.2        PEAK FLOW RATE(CFS) =       5.20    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.47   HALFSTREET FLOOD WIDTH(FEET) =   7.49    FLOW VELOCITY(FEET/SEC.) =  3.40   DEPTH*VELOCITY(FT*FT/SEC.) =   1.61    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    106.00 =    1502.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    106.00 TO NODE    108.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1067.25  DOWNSTREAM ELEVATION(FEET) = 1036.73    STREET LENGTH(FEET) =   915.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       9.86      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.48      HALFSTREET FLOOD WIDTH(FEET) =    7.72      AVERAGE FLOW VELOCITY(FEET/SEC.) =    6.08      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    2.95    STREET FLOW TRAVEL TIME(MIN.) =   2.51   Tc(MIN.) =   12.49      10 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.010    USER‐SPECIFIED RUNOFF COEFFICIENT = .8674    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    5.32      SUBAREA RUNOFF(CFS) =    9.27    TOTAL AREA(ACRES) =        7.6        PEAK FLOW RATE(CFS) =      14.48    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.55   HALFSTREET FLOOD WIDTH(FEET) =   9.01    FLOW VELOCITY(FEET/SEC.) =  6.70   DEPTH*VELOCITY(FT*FT/SEC.) =   3.68    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    108.00 =    2417.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    108.10 TO NODE    108.00 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================      10 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.010    USER‐SPECIFIED RUNOFF COEFFICIENT = .8593    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    1.49   SUBAREA RUNOFF(CFS) =    2.57    TOTAL AREA(ACRES) =        9.1   TOTAL RUNOFF(CFS) =      17.05    TC(MIN.) =   12.49  ****************************************************************************    FLOW PROCESS FROM NODE    108.00 TO NODE    110.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =  1031.55  DOWNSTREAM(FEET) =  1031.43    FLOW LENGTH(FEET) =    25.72   MANNING'S N =  0.013    DEPTH OF FLOW IN  27.0 INCH PIPE IS  18.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.79    ESTIMATED PIPE DIAMETER(INCH) =  27.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      17.05    PIPE TRAVEL TIME(MIN.) =   0.07    Tc(MIN.) =   12.56    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    110.00 =    2442.72 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    110.00 TO NODE    110.00 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =   12.56    RAINFALL INTENSITY(INCH/HR) =   2.00    TOTAL STREAM AREA(ACRES) =     9.05    PEAK FLOW RATE(CFS) AT CONFLUENCE =     17.05  ****************************************************************************    FLOW PROCESS FROM NODE    200.00 TO NODE    202.00 IS CODE =  22  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS COMMERCIAL    USER SPECIFIED Tc(MIN.) =    5.000      10 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.355    USER‐SPECIFIED RUNOFF COEFFICIENT = .8895    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      0.30    TOTAL AREA(ACRES) =      0.10   TOTAL RUNOFF(CFS) =      0.30  ****************************************************************************    FLOW PROCESS FROM NODE    202.00 TO NODE    204.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1141.00  DOWNSTREAM ELEVATION(FEET) = 1071.50    STREET LENGTH(FEET) =  1075.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       1.55      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.22      HALFSTREET FLOOD WIDTH(FEET) =    2.45      AVERAGE FLOW VELOCITY(FEET/SEC.) =    5.53      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    1.22    STREET FLOW TRAVEL TIME(MIN.) =   3.24   Tc(MIN.) =    8.24      10 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.537    USER‐SPECIFIED RUNOFF COEFFICIENT = .8732    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    1.12      SUBAREA RUNOFF(CFS) =    2.48    TOTAL AREA(ACRES) =        1.2        PEAK FLOW RATE(CFS) =       2.78    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.28   HALFSTREET FLOOD WIDTH(FEET) =   3.66    FLOW VELOCITY(FEET/SEC.) =  5.98   DEPTH*VELOCITY(FT*FT/SEC.) =   1.68    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    204.00 =    2025.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    204.00 TO NODE    206.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1071.50  DOWNSTREAM ELEVATION(FEET) = 1067.25    STREET LENGTH(FEET) =   400.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       3.20      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.40      HALFSTREET FLOOD WIDTH(FEET) =    6.08      AVERAGE FLOW VELOCITY(FEET/SEC.) =    3.04      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    1.22    STREET FLOW TRAVEL TIME(MIN.) =   2.20   Tc(MIN.) =   10.44      10 YEAR RAINFALL INTENSITY(INCH/HOUR) =  2.222    USER‐SPECIFIED RUNOFF COEFFICIENT = .8625    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    0.44      SUBAREA RUNOFF(CFS) =    0.84    TOTAL AREA(ACRES) =        1.7        PEAK FLOW RATE(CFS) =       3.62    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.42   HALFSTREET FLOOD WIDTH(FEET) =   6.43    FLOW VELOCITY(FEET/SEC.) =  3.11   DEPTH*VELOCITY(FT*FT/SEC.) =   1.31    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    206.00 =    2425.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    206.00 TO NODE    208.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1067.25  DOWNSTREAM ELEVATION(FEET) = 1036.73    STREET LENGTH(FEET) =   915.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       9.73      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.48      HALFSTREET FLOOD WIDTH(FEET) =    7.68      AVERAGE FLOW VELOCITY(FEET/SEC.) =    6.06      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    2.92    STREET FLOW TRAVEL TIME(MIN.) =   2.52   Tc(MIN.) =   12.95      10 YEAR RAINFALL INTENSITY(INCH/HOUR) =  1.969    USER‐SPECIFIED RUNOFF COEFFICIENT = .8420    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    7.33      SUBAREA RUNOFF(CFS) =   12.15    TOTAL AREA(ACRES) =        9.0        PEAK FLOW RATE(CFS) =      15.78    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.56   HALFSTREET FLOOD WIDTH(FEET) =   9.32    FLOW VELOCITY(FEET/SEC.) =  6.85   DEPTH*VELOCITY(FT*FT/SEC.) =   3.87    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    208.00 =    3340.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    208.00 TO NODE    110.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =  1031.63  DOWNSTREAM(FEET) =  1031.43    FLOW LENGTH(FEET) =    39.32   MANNING'S N =  0.013    DEPTH OF FLOW IN  27.0 INCH PIPE IS  17.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.92    ESTIMATED PIPE DIAMETER(INCH) =  27.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      15.78    PIPE TRAVEL TIME(MIN.) =   0.11    Tc(MIN.) =   13.06    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    110.00 =    3379.32 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    110.00 TO NODE    110.00 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =   13.06    RAINFALL INTENSITY(INCH/HR) =   1.96    TOTAL STREAM AREA(ACRES) =     8.99    PEAK FLOW RATE(CFS) AT CONFLUENCE =     15.78    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1       17.05    12.56        2.003          9.05        2       15.78    13.06        1.960          8.99   *********************************WARNING**********************************    IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED    ON THE RCFC&WCD FORMULA OF PLATE D‐1 AS DEFAULT VALUE. THIS FORMULA    WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.   **************************************************************************    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1       32.22    12.56       2.003        2       32.46    13.06       1.960    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =      32.22   Tc(MIN.) =   12.56    TOTAL AREA(ACRES) =       18.0    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    110.00 =    3379.32 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    110.00 TO NODE    112.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =  1031.43  DOWNSTREAM(FEET) =  1031.00    FLOW LENGTH(FEET) =    85.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  33.0 INCH PIPE IS  24.0 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.96    ESTIMATED PIPE DIAMETER(INCH) =  33.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      32.22    PIPE TRAVEL TIME(MIN.) =   0.20    Tc(MIN.) =   12.77    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    112.00 =    3464.32 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =       18.0  TC(MIN.) =     12.77    PEAK FLOW RATE(CFS)   =      32.22  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS    ____________________________________________________________________________  ****************************************************************************              RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON          RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT                        (RCFC&WCD)  1978 HYDROLOGY MANUAL           (c) Copyright 1982‐2016 Advanced Engineering Software (aes)                        (Rational Tabling Version 23.0)                     Release Date: 07/01/2016  License ID 1532                             Analysis prepared by:                        Tory R. Walker Engineering, Inc.                                                   122 Civic Center Drive                                                              Suite 206                                                                  Vista, CA 92084                                  ************************** DESCRIPTION OF STUDY **************************  * PM 21382                                                                 *  * NETWORK 8A                                                               *  * 100‐YEAR STORM                                                           *   **************************************************************************    FILE NAME: MV8100.DAT                                            TIME/DATE OF STUDY: 15:48 12/30/2021  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED STORM EVENT(YEAR) =  100.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   8.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    2‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  0.530    100‐YEAR, 1‐HOUR PRECIPITATION(INCH) =  1.250    COMPUTED RAINFALL INTENSITY DATA:    STORM EVENT =  100.00   1‐HOUR INTENSITY(INCH/HOUR) =   1.250    SLOPE OF INTENSITY DURATION CURVE = 0.5600    RCFC&WCD HYDROLOGY MANUAL "C"‐VALUES USED FOR RATIONAL METHOD    NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL          AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   30.0     20.0    0.020/0.020/0.020   0.67    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    102.00 IS CODE =  22  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS MOBILE HOME PARK    USER SPECIFIED Tc(MIN.) =    5.000     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.026    USER‐SPECIFIED RUNOFF COEFFICIENT = .8817    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      1.91    TOTAL AREA(ACRES) =      0.43   TOTAL RUNOFF(CFS) =      1.91  ****************************************************************************    FLOW PROCESS FROM NODE    102.00 TO NODE    104.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1141.00  DOWNSTREAM ELEVATION(FEET) = 1071.50    STREET LENGTH(FEET) =  1075.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       4.34      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.33      HALFSTREET FLOOD WIDTH(FEET) =    4.60      AVERAGE FLOW VELOCITY(FEET/SEC.) =    6.59      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    2.16    STREET FLOW TRAVEL TIME(MIN.) =   2.72   Tc(MIN.) =    7.72     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.942    USER‐SPECIFIED RUNOFF COEFFICIENT = .8772    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    1.40      SUBAREA RUNOFF(CFS) =    4.84    TOTAL AREA(ACRES) =        1.8        PEAK FLOW RATE(CFS) =       6.75    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.38   HALFSTREET FLOOD WIDTH(FEET) =   5.69    FLOW VELOCITY(FEET/SEC.) =  7.18   DEPTH*VELOCITY(FT*FT/SEC.) =   2.75    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    104.00 =    1102.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    104.00 TO NODE    106.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1071.50  DOWNSTREAM ELEVATION(FEET) = 1067.25    STREET LENGTH(FEET) =   400.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       7.38      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.53      HALFSTREET FLOOD WIDTH(FEET) =    8.66      AVERAGE FLOW VELOCITY(FEET/SEC.) =    3.68      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    1.95    STREET FLOW TRAVEL TIME(MIN.) =   1.81   Tc(MIN.) =    9.53     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.503    USER‐SPECIFIED RUNOFF COEFFICIENT = .8747    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    0.41      SUBAREA RUNOFF(CFS) =    1.26    TOTAL AREA(ACRES) =        2.2        PEAK FLOW RATE(CFS) =       8.00    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.54   HALFSTREET FLOOD WIDTH(FEET) =   8.93    FLOW VELOCITY(FEET/SEC.) =  3.77   DEPTH*VELOCITY(FT*FT/SEC.) =   2.05    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    106.00 =    1502.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    106.00 TO NODE    108.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1067.25  DOWNSTREAM ELEVATION(FEET) = 1036.73    STREET LENGTH(FEET) =   915.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =      15.29      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.56      HALFSTREET FLOOD WIDTH(FEET) =    9.21      AVERAGE FLOW VELOCITY(FEET/SEC.) =    6.80      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    3.80    STREET FLOW TRAVEL TIME(MIN.) =   2.24   Tc(MIN.) =   11.77     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.112    USER‐SPECIFIED RUNOFF COEFFICIENT = .8775    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    5.32      SUBAREA RUNOFF(CFS) =   14.53    TOTAL AREA(ACRES) =        7.6        PEAK FLOW RATE(CFS) =      22.53    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.64   HALFSTREET FLOOD WIDTH(FEET) =  10.77    FLOW VELOCITY(FEET/SEC.) =  7.44   DEPTH*VELOCITY(FT*FT/SEC.) =   4.74    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    108.00 =    2417.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    108.10 TO NODE    108.00 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.112    USER‐SPECIFIED RUNOFF COEFFICIENT = .8719    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    1.49   SUBAREA RUNOFF(CFS) =    4.04    TOTAL AREA(ACRES) =        9.1   TOTAL RUNOFF(CFS) =      26.57    TC(MIN.) =   11.77  ****************************************************************************    FLOW PROCESS FROM NODE    108.00 TO NODE    110.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =  1031.55  DOWNSTREAM(FEET) =  1031.43    FLOW LENGTH(FEET) =    25.72   MANNING'S N =  0.013    DEPTH OF FLOW IN  30.0 INCH PIPE IS  23.9 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.34    ESTIMATED PIPE DIAMETER(INCH) =  30.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      26.57    PIPE TRAVEL TIME(MIN.) =   0.07    Tc(MIN.) =   11.84    LONGEST FLOWPATH FROM NODE    100.00 TO NODE    110.00 =    2442.72 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    110.00 TO NODE    110.00 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =   11.84    RAINFALL INTENSITY(INCH/HR) =   3.10    TOTAL STREAM AREA(ACRES) =     9.05    PEAK FLOW RATE(CFS) AT CONFLUENCE =     26.57  ****************************************************************************    FLOW PROCESS FROM NODE    200.00 TO NODE    202.00 IS CODE =  22  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================           ASSUMED INITIAL SUBAREA UNIFORM           DEVELOPMENT IS COMMERCIAL    USER SPECIFIED Tc(MIN.) =    5.000     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.026    USER‐SPECIFIED RUNOFF COEFFICIENT = .8927    SOIL CLASSIFICATION IS "D"    SUBAREA RUNOFF(CFS) =      0.45    TOTAL AREA(ACRES) =      0.10   TOTAL RUNOFF(CFS) =      0.45  ****************************************************************************    FLOW PROCESS FROM NODE    202.00 TO NODE    204.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1141.00  DOWNSTREAM ELEVATION(FEET) = 1071.50    STREET LENGTH(FEET) =  1075.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       2.36      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.26      HALFSTREET FLOOD WIDTH(FEET) =    3.31      AVERAGE FLOW VELOCITY(FEET/SEC.) =    5.86      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    1.55    STREET FLOW TRAVEL TIME(MIN.) =   3.06   Tc(MIN.) =    8.06     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.848    USER‐SPECIFIED RUNOFF COEFFICIENT = .8814    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    1.12      SUBAREA RUNOFF(CFS) =    3.80    TOTAL AREA(ACRES) =        1.2        PEAK FLOW RATE(CFS) =       4.25    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.33   HALFSTREET FLOOD WIDTH(FEET) =   4.56    FLOW VELOCITY(FEET/SEC.) =  6.54   DEPTH*VELOCITY(FT*FT/SEC.) =   2.13    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    204.00 =    2025.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    204.00 TO NODE    206.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1071.50  DOWNSTREAM ELEVATION(FEET) = 1067.25    STREET LENGTH(FEET) =   400.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       4.90      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.46      HALFSTREET FLOOD WIDTH(FEET) =    7.29      AVERAGE FLOW VELOCITY(FEET/SEC.) =    3.36      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    1.55    STREET FLOW TRAVEL TIME(MIN.) =   1.98   Tc(MIN.) =   10.04     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.402    USER‐SPECIFIED RUNOFF COEFFICIENT = .8740    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    0.44      SUBAREA RUNOFF(CFS) =    1.31    TOTAL AREA(ACRES) =        1.7        PEAK FLOW RATE(CFS) =       5.56    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.48   HALFSTREET FLOOD WIDTH(FEET) =   7.68    FLOW VELOCITY(FEET/SEC.) =  3.46   DEPTH*VELOCITY(FT*FT/SEC.) =   1.67    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    206.00 =    2425.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    206.00 TO NODE    208.00 IS CODE =  61  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>(STANDARD CURB SECTION USED)<<<<<  ============================================================================    UPSTREAM ELEVATION(FEET) = 1067.25  DOWNSTREAM ELEVATION(FEET) = 1036.73    STREET LENGTH(FEET) =   915.00   CURB HEIGHT(INCHES) =  8.0    STREET HALFWIDTH(FEET) = 28.00    DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =  16.00    INSIDE STREET CROSSFALL(DECIMAL) =  0.020    OUTSIDE STREET CROSSFALL(DECIMAL)  =  0.050    SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =  1    STREET PARKWAY CROSSFALL(DECIMAL)  =  0.020    Manning's FRICTION FACTOR for Streetflow Section(curb‐to‐curb) =   0.0150    Manning's FRICTION FACTOR for Back‐of‐Walk Flow Section =   0.0200      **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =      15.17      STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:      STREET FLOW DEPTH(FEET) =  0.56      HALFSTREET FLOOD WIDTH(FEET) =    9.21      AVERAGE FLOW VELOCITY(FEET/SEC.) =    6.74      PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =    3.77    STREET FLOW TRAVEL TIME(MIN.) =   2.26   Tc(MIN.) =   12.30     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.036    USER‐SPECIFIED RUNOFF COEFFICIENT = .8598    SOIL CLASSIFICATION IS "D"    SUBAREA AREA(ACRES) =    7.33      SUBAREA RUNOFF(CFS) =   19.13    TOTAL AREA(ACRES) =        9.0        PEAK FLOW RATE(CFS) =      24.69    END OF SUBAREA STREET FLOW HYDRAULICS:    DEPTH(FEET) = 0.66   HALFSTREET FLOOD WIDTH(FEET) =  11.16    FLOW VELOCITY(FEET/SEC.) =  7.61   DEPTH*VELOCITY(FT*FT/SEC.) =   5.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    208.00 =    3340.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    208.00 TO NODE    110.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =  1031.63  DOWNSTREAM(FEET) =  1031.43    FLOW LENGTH(FEET) =    39.32   MANNING'S N =  0.013    DEPTH OF FLOW IN  30.0 INCH PIPE IS  21.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.54    ESTIMATED PIPE DIAMETER(INCH) =  30.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      24.69    PIPE TRAVEL TIME(MIN.) =   0.10    Tc(MIN.) =   12.40    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    110.00 =    3379.32 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    110.00 TO NODE    110.00 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =   12.40    RAINFALL INTENSITY(INCH/HR) =   3.02    TOTAL STREAM AREA(ACRES) =     8.99    PEAK FLOW RATE(CFS) AT CONFLUENCE =     24.69    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1       26.57    11.84        3.102          9.05        2       24.69    12.40        3.022          8.99   *********************************WARNING**********************************    IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED    ON THE RCFC&WCD FORMULA OF PLATE D‐1 AS DEFAULT VALUE. THIS FORMULA    WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.   **************************************************************************    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1       50.14    11.84       3.102        2       50.58    12.40       3.022    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =      50.14   Tc(MIN.) =   11.84    TOTAL AREA(ACRES) =       18.0    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    110.00 =    3379.32 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    110.00 TO NODE    112.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =  1031.43  DOWNSTREAM(FEET) =  1031.00    FLOW LENGTH(FEET) =    85.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  39.0 INCH PIPE IS  28.3 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   7.78    ESTIMATED PIPE DIAMETER(INCH) =  39.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      50.14    PIPE TRAVEL TIME(MIN.) =   0.18    Tc(MIN.) =   12.02    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    112.00 =    3464.32 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =       18.0  TC(MIN.) =     12.02    PEAK FLOW RATE(CFS)   =      50.14  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Appendix 5 Short Cut Method Hydrographs BASIN 1 Existing Unmitigated Mitigated Difference 10-yr, 24-hour 8.59 9.15 6.37 -2.22 Storm Event Peak Flow Summary (cfs) 0 1 2 3 4 5 6 7 8 9 10 Pe a k F l o w ( c f s ) Elapsed Time (HH:MM) Basin 1: 10-YEAR 24-HOUR STORM EXISTING CONDITION PROPOSED (UNMITIGATED)PROPOSED (MITIGATED) Storm Event Precip (inches)Reference 10-yr, 24-hour 4.75 NOAA Atlas 14 PROJECT SITE EXISTING Drainage Area 809,170 sf 18.58 ac Lag Time 0.11 hours 6.4 minutes L 0.49 miles Lca 0.13 miles H 100.00 ft S 202.61 ft/mile nbar 0.035 A i 8,854 sf 1%imp Runoff Index 92 Note:Plate E-6.1: Barren (Graded Land) HSG C (60%) D (40%) F p 0.22 in/hr Note:Plate E-6.2: AMC I F =0.218 in/hr For 24-hr storms, FT is variable loss rate F T = 0.385 C =0.0020 T = 7.5 F M =0.109 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 DMA 1 (Streets): PROPOSED Drainage Area 207,428 sf 4.76 ac Lag Time 0.05 hours 2.7 minutes L 0.49 miles Lca 0.13 miles H 100.00 ft S 202.61 ft/mile nbar 0.015 A i 182,416 sf 88%imp Runoff Index 75 Note:Plate E-6.1: Residential or Commercial Landscaping (Good); HSG D F p 0.50 in/hr Note:Plate E-6.2: AMC I F =0.104 in/hr For 24-hr storms, FT is variable loss rate F T = 0.184 C =0.0010 T = 7.5 F M =0.052 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 DMA 2 (Pads): PROPOSED Drainage Area 601,742 sf 13.81 ac Lag Time 0.015 hours 0.9 minutes L 0.071 miles Lca 0.036 Miles H 8.00 ft S 112.64 ft/mile nbar 0.015 A i 388,023 sf 64%imp Runoff Index 75 Note:Plate E-6.1: Residential or Commercial Landscaping (Good); HSG D F p 0.50 in/hr Note:Plate E-6.2: AMC I F =0.210 in/hr For 24-hr storms, FT is variable loss rate F T = 0.371 C =0.0019 T = 7.5 F M =0.105 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 ------ 18.58 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.218 0.109 ---89% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.038 0.385 0.034 0.004 0.08 2 0.3 0.057 0.380 0.051 0.006 0.12 3 0.3 0.057 0.376 0.051 0.006 0.12 4 0.4 0.076 0.371 0.068 0.008 0.15 5 0.3 0.057 0.367 0.051 0.006 0.12 6 0.3 0.057 0.363 0.051 0.006 0.12 7 0.3 0.057 0.358 0.051 0.006 0.12 8 0.4 0.076 0.354 0.068 0.008 0.15 9 0.4 0.076 0.350 0.068 0.008 0.15 10 0.4 0.076 0.345 0.068 0.008 0.15 11 0.5 0.095 0.341 0.085 0.010 0.19 12 0.5 0.095 0.337 0.085 0.010 0.19 13 0.5 0.095 0.333 0.085 0.010 0.19 14 0.5 0.095 0.329 0.085 0.010 0.19 15 0.5 0.095 0.325 0.085 0.010 0.19 16 0.6 0.114 0.321 0.102 0.012 0.23 17 0.6 0.114 0.316 0.102 0.012 0.23 18 0.7 0.133 0.312 0.119 0.014 0.27 19 0.7 0.133 0.308 0.119 0.014 0.27 20 0.8 0.152 0.304 0.135 0.017 0.31 21 0.6 0.114 0.300 0.102 0.012 0.23 22 0.7 0.133 0.297 0.119 0.014 0.27 23 0.8 0.152 0.293 0.135 0.017 0.31 24 0.8 0.152 0.289 0.135 0.017 0.31 25 0.9 0.171 0.285 0.152 0.019 0.35 26 0.9 0.171 0.281 0.152 0.019 0.35 27 1.0 0.190 0.277 0.169 0.021 0.39 28 1.0 0.190 0.274 0.169 0.021 0.39 29 1.0 0.190 0.270 0.169 0.021 0.39 30 1.1 0.209 0.266 0.186 0.023 0.43 31 1.2 0.228 0.263 0.203 0.025 0.46 32 1.3 0.247 0.259 0.220 0.027 0.50 33 1.5 0.285 0.255 0.254 0.030 0.55 34 1.5 0.285 0.252 0.033 0.62 35 1.6 0.304 0.248 0.056 1.04 36 1.7 0.323 0.245 0.078 1.46 37 1.9 0.361 0.241 0.120 2.24 38 2.0 0.380 0.238 0.142 2.66 39 2.1 0.399 0.235 0.164 3.08 40 2.2 0.418 0.231 0.187 3.50 41 1.5 0.285 0.228 0.057 1.07 42 1.5 0.285 0.225 0.060 1.13 43 2.0 0.380 0.221 0.159 2.97 44 2.0 0.380 0.218 0.162 3.03 45 1.9 0.361 0.215 0.146 2.74 46 1.9 0.361 0.212 0.149 2.80 47 1.7 0.323 0.208 0.115 2.14 48 1.8 0.342 0.205 0.137 2.56 49 2.5 0.475 0.202 0.273 5.11 50 2.6 0.494 0.199 0.295 5.52 51 2.8 0.532 0.196 0.336 6.29 52 2.9 0.551 0.193 0.358 6.70 53 3.4 0.646 0.190 0.456 8.53 54 3.4 0.646 0.188 0.458 8.59 55 2.3 0.437 0.185 0.252 4.73 56 2.3 0.437 0.182 0.255 4.78 57 2.7 0.513 0.179 0.334 6.25 58 2.6 0.494 0.176 0.318 5.95 59 2.6 0.494 0.174 0.320 6.00 60 2.5 0.475 0.171 0.304 5.69 61 2.4 0.456 0.168 0.288 5.39 62 2.3 0.437 0.166 0.271 5.08 63 1.9 0.361 0.163 0.198 3.70 64 1.9 0.361 0.161 0.200 3.75 Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: Existing Condition (Basin 1) Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN ------ 18.58 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.218 0.109 ---89% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: Existing Condition (Basin 1) Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN 65 0.4 0.076 0.158 0.068 0.008 0.15 66 0.4 0.076 0.156 0.068 0.008 0.15 67 0.3 0.057 0.154 0.051 0.006 0.12 68 0.3 0.057 0.151 0.051 0.006 0.12 69 0.5 0.095 0.149 0.085 0.010 0.19 70 0.5 0.095 0.147 0.085 0.010 0.19 71 0.5 0.095 0.145 0.085 0.010 0.19 72 0.4 0.076 0.142 0.068 0.008 0.15 73 0.4 0.076 0.140 0.068 0.008 0.15 74 0.4 0.076 0.138 0.068 0.008 0.15 75 0.3 0.057 0.136 0.051 0.006 0.12 76 0.2 0.038 0.134 0.034 0.004 0.08 77 0.3 0.057 0.132 0.051 0.006 0.12 78 0.4 0.076 0.131 0.068 0.008 0.15 79 0.3 0.057 0.129 0.051 0.006 0.12 80 0.2 0.038 0.127 0.034 0.004 0.08 81 0.3 0.057 0.125 0.051 0.006 0.12 82 0.3 0.057 0.124 0.051 0.006 0.12 83 0.3 0.057 0.122 0.051 0.006 0.12 84 0.2 0.038 0.121 0.034 0.004 0.08 85 0.3 0.057 0.119 0.051 0.006 0.12 86 0.2 0.038 0.118 0.034 0.004 0.08 87 0.3 0.057 0.117 0.051 0.006 0.12 88 0.2 0.038 0.115 0.034 0.004 0.08 89 0.3 0.057 0.114 0.051 0.006 0.12 90 0.2 0.038 0.113 0.034 0.004 0.08 91 0.2 0.038 0.112 0.034 0.004 0.08 92 0.2 0.038 0.111 0.034 0.004 0.08 93 0.2 0.038 0.111 0.034 0.004 0.08 94 0.2 0.038 0.110 0.034 0.004 0.08 95 0.2 0.038 0.109 0.034 0.004 0.08 96 0.2 0.038 0.109 0.034 0.004 0.08 TOTALS 100.0 7.33 137.33 EFFECTIVE RAIN = 1.83 INCHES TOTAL RUNOFF VOLUME = 2.84 AC-FT ------ 4.76 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.104 0.052 ---20% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.038 0.184 0.007 0.031 0.15 2 0.3 0.057 0.182 0.011 0.046 0.22 3 0.3 0.057 0.180 0.011 0.046 0.22 4 0.4 0.076 0.178 0.015 0.061 0.29 5 0.3 0.057 0.176 0.011 0.046 0.22 6 0.3 0.057 0.174 0.011 0.046 0.22 7 0.3 0.057 0.171 0.011 0.046 0.22 8 0.4 0.076 0.169 0.015 0.061 0.29 9 0.4 0.076 0.167 0.015 0.061 0.29 10 0.4 0.076 0.165 0.015 0.061 0.29 11 0.5 0.095 0.163 0.019 0.076 0.37 12 0.5 0.095 0.161 0.019 0.076 0.37 13 0.5 0.095 0.159 0.019 0.076 0.37 14 0.5 0.095 0.157 0.019 0.076 0.37 15 0.5 0.095 0.155 0.019 0.076 0.37 16 0.6 0.114 0.153 0.022 0.092 0.44 17 0.6 0.114 0.151 0.022 0.092 0.44 18 0.7 0.133 0.150 0.026 0.107 0.51 19 0.7 0.133 0.148 0.026 0.107 0.51 20 0.8 0.152 0.146 0.030 0.006 0.03 21 0.6 0.114 0.144 0.022 0.092 0.44 22 0.7 0.133 0.142 0.026 0.107 0.51 23 0.8 0.152 0.140 0.030 0.012 0.06 24 0.8 0.152 0.138 0.030 0.014 0.07 25 0.9 0.171 0.136 0.034 0.035 0.17 26 0.9 0.171 0.135 0.034 0.036 0.17 27 1.0 0.190 0.133 0.037 0.057 0.27 28 1.0 0.190 0.131 0.037 0.059 0.28 29 1.0 0.190 0.129 0.037 0.061 0.29 30 1.1 0.209 0.127 0.041 0.082 0.39 31 1.2 0.228 0.126 0.045 0.102 0.49 32 1.3 0.247 0.124 0.049 0.123 0.59 33 1.5 0.285 0.122 0.056 0.163 0.78 34 1.5 0.285 0.121 0.056 0.164 0.79 35 1.6 0.304 0.119 0.060 0.185 0.89 36 1.7 0.323 0.117 0.063 0.206 0.99 37 1.9 0.361 0.116 0.071 0.245 1.18 38 2.0 0.380 0.114 0.075 0.266 1.28 39 2.1 0.399 0.112 0.078 0.287 1.38 40 2.2 0.418 0.111 0.082 0.307 1.48 41 1.5 0.285 0.109 0.056 0.176 0.84 42 1.5 0.285 0.107 0.056 0.178 0.85 43 2.0 0.380 0.106 0.075 0.274 1.32 44 2.0 0.380 0.104 0.075 0.276 1.32 45 1.9 0.361 0.103 0.071 0.258 1.24 46 1.9 0.361 0.101 0.071 0.260 1.25 47 1.7 0.323 0.100 0.063 0.223 1.07 48 1.8 0.342 0.098 0.067 0.244 1.17 49 2.5 0.475 0.097 0.093 0.378 1.82 50 2.6 0.494 0.095 0.399 1.91 51 2.8 0.532 0.094 0.438 2.10 52 2.9 0.551 0.093 0.458 2.20 53 3.4 0.646 0.091 0.555 2.66 54 3.4 0.646 0.090 0.556 2.67 55 2.3 0.437 0.088 0.086 0.349 1.67 56 2.3 0.437 0.087 0.086 0.350 1.68 57 2.7 0.513 0.086 0.427 2.05 58 2.6 0.494 0.084 0.410 1.97 59 2.6 0.494 0.083 0.411 1.97 60 2.5 0.475 0.082 0.393 1.89 61 2.4 0.456 0.081 0.375 1.80 62 2.3 0.437 0.079 0.358 1.72 63 1.9 0.361 0.078 0.071 0.283 1.36 64 1.9 0.361 0.077 0.071 0.284 1.36 Unit Hydrograph and Effective Rain Calculation Form [3] DRAINAGE AREA-ACRES R C F C & W C D HYDROLOGY MANUAL PM 21382: DMA 1 (Streets) Basin 1 [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6]) [9] STORM FREQUENCY & DURATION [14] LOW LOSS RATE-PERCENT EFFECTIVE RAIN [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [13] CONSTANT LOSS RATE-INCHES/HOUR UNIT HYDROGRAPH Sheet 1 1 [8] S-CURVE [10] TOTAL ADJUSTED STORM RAIN-INCHES [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR Date 12/16/19 Date . "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD [1] CONCENTRATION POINT [5] UNIT TIME-MINUTES Project By Checked . [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) [6] LAG TIME-MINUTES ------ 4.76 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.104 0.052 ---20% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW Unit Hydrograph and Effective Rain Calculation Form [3] DRAINAGE AREA-ACRES R C F C & W C D HYDROLOGY MANUAL PM 21382: DMA 1 (Streets) Basin 1 [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6]) [9] STORM FREQUENCY & DURATION [14] LOW LOSS RATE-PERCENT EFFECTIVE RAIN [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [13] CONSTANT LOSS RATE-INCHES/HOUR UNIT HYDROGRAPH Sheet 1 1 [8] S-CURVE [10] TOTAL ADJUSTED STORM RAIN-INCHES [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR Date 12/16/19 Date . "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD [1] CONCENTRATION POINT [5] UNIT TIME-MINUTES Project By Checked . [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) [6] LAG TIME-MINUTES 65 0.4 0.076 0.076 0.015 0.000 0.00 66 0.4 0.076 0.075 0.015 0.001 0.01 67 0.3 0.057 0.073 0.011 0.046 0.22 68 0.3 0.057 0.072 0.011 0.046 0.22 69 0.5 0.095 0.071 0.019 0.024 0.11 70 0.5 0.095 0.070 0.019 0.025 0.12 71 0.5 0.095 0.069 0.019 0.026 0.12 72 0.4 0.076 0.068 0.015 0.008 0.04 73 0.4 0.076 0.067 0.015 0.009 0.04 74 0.4 0.076 0.066 0.015 0.010 0.05 75 0.3 0.057 0.065 0.011 0.046 0.22 76 0.2 0.038 0.064 0.007 0.031 0.15 77 0.3 0.057 0.063 0.011 0.046 0.22 78 0.4 0.076 0.062 0.015 0.014 0.06 79 0.3 0.057 0.062 0.011 0.046 0.22 80 0.2 0.038 0.061 0.007 0.031 0.15 81 0.3 0.057 0.060 0.011 0.046 0.22 82 0.3 0.057 0.059 0.011 0.046 0.22 83 0.3 0.057 0.058 0.011 0.046 0.22 84 0.2 0.038 0.058 0.007 0.031 0.15 85 0.3 0.057 0.057 0.011 0.046 0.22 86 0.2 0.038 0.056 0.007 0.031 0.15 87 0.3 0.057 0.056 0.011 0.001 0.01 88 0.2 0.038 0.055 0.007 0.031 0.15 89 0.3 0.057 0.055 0.011 0.002 0.01 90 0.2 0.038 0.054 0.007 0.031 0.15 91 0.2 0.038 0.054 0.007 0.031 0.15 92 0.2 0.038 0.053 0.007 0.031 0.15 93 0.2 0.038 0.053 0.007 0.031 0.15 94 0.2 0.038 0.053 0.007 0.031 0.15 95 0.2 0.038 0.052 0.007 0.031 0.15 96 0.2 0.038 0.052 0.007 0.031 0.15 TOTALS 100.0 13.10 62.91 TOTAL RUNOFF VOLUME = 1.30 AC-FT EFFECTIVE RAIN = 3.28 INCHES ------ 13.81 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.210 0.105 ---38% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.038 0.371 0.015 0.023 0.33 2 0.3 0.057 0.366 0.022 0.035 0.49 3 0.3 0.057 0.362 0.022 0.035 0.49 4 0.4 0.076 0.358 0.029 0.047 0.65 5 0.3 0.057 0.353 0.022 0.035 0.49 6 0.3 0.057 0.349 0.022 0.035 0.49 7 0.3 0.057 0.345 0.022 0.035 0.49 8 0.4 0.076 0.341 0.029 0.047 0.65 9 0.4 0.076 0.337 0.029 0.047 0.65 10 0.4 0.076 0.333 0.029 0.047 0.65 11 0.5 0.095 0.329 0.036 0.059 0.81 12 0.5 0.095 0.325 0.036 0.059 0.81 13 0.5 0.095 0.321 0.036 0.059 0.81 14 0.5 0.095 0.317 0.036 0.059 0.81 15 0.5 0.095 0.313 0.036 0.059 0.81 16 0.6 0.114 0.309 0.044 0.070 0.98 17 0.6 0.114 0.305 0.044 0.070 0.98 18 0.7 0.133 0.301 0.051 0.082 1.14 19 0.7 0.133 0.297 0.051 0.082 1.14 20 0.8 0.152 0.293 0.058 0.094 1.30 21 0.6 0.114 0.289 0.044 0.070 0.98 22 0.7 0.133 0.286 0.051 0.082 1.14 23 0.8 0.152 0.282 0.058 0.094 1.30 24 0.8 0.152 0.278 0.058 0.094 1.30 25 0.9 0.171 0.275 0.066 0.105 1.47 26 0.9 0.171 0.271 0.066 0.105 1.47 27 1.0 0.190 0.267 0.073 0.117 1.63 28 1.0 0.190 0.264 0.073 0.117 1.63 29 1.0 0.190 0.260 0.073 0.117 1.63 30 1.1 0.209 0.256 0.080 0.129 1.79 31 1.2 0.228 0.253 0.088 0.140 1.96 32 1.3 0.247 0.249 0.095 0.152 2.12 33 1.5 0.285 0.246 0.109 0.039 0.54 34 1.5 0.285 0.243 0.109 0.042 0.59 35 1.6 0.304 0.239 0.117 0.065 0.90 36 1.7 0.323 0.236 0.124 0.087 1.21 37 1.9 0.361 0.232 0.139 0.129 1.79 38 2.0 0.380 0.229 0.146 0.151 2.10 39 2.1 0.399 0.226 0.153 0.173 2.41 40 2.2 0.418 0.223 0.161 0.195 2.72 41 1.5 0.285 0.219 0.109 0.066 0.91 42 1.5 0.285 0.216 0.109 0.069 0.96 43 2.0 0.380 0.213 0.146 0.167 2.32 44 2.0 0.380 0.210 0.146 0.170 2.37 45 1.9 0.361 0.207 0.139 0.154 2.15 46 1.9 0.361 0.204 0.139 0.157 2.19 47 1.7 0.323 0.201 0.124 0.122 1.70 48 1.8 0.342 0.198 0.131 0.144 2.01 49 2.5 0.475 0.195 0.182 0.280 3.90 50 2.6 0.494 0.192 0.190 0.302 4.21 51 2.8 0.532 0.189 0.343 4.78 52 2.9 0.551 0.186 0.365 5.08 53 3.4 0.646 0.183 0.463 6.44 54 3.4 0.646 0.181 0.465 6.48 55 2.3 0.437 0.178 0.168 0.259 3.61 56 2.3 0.437 0.175 0.168 0.262 3.65 57 2.7 0.513 0.173 0.340 4.74 58 2.6 0.494 0.170 0.324 4.51 59 2.6 0.494 0.167 0.327 4.55 60 2.5 0.475 0.165 0.310 4.32 61 2.4 0.456 0.162 0.294 4.09 62 2.3 0.437 0.160 0.277 3.86 63 1.9 0.361 0.157 0.139 0.204 2.84 64 1.9 0.361 0.155 0.139 0.206 2.87 [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: DMA 2 (Pads) Basin 1 Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . ------ 13.81 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.210 0.105 ---38% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: DMA 2 (Pads) Basin 1 Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . 65 0.4 0.076 0.153 0.029 0.047 0.65 66 0.4 0.076 0.150 0.029 0.047 0.65 67 0.3 0.057 0.148 0.022 0.035 0.49 68 0.3 0.057 0.146 0.022 0.035 0.49 69 0.5 0.095 0.143 0.036 0.059 0.81 70 0.5 0.095 0.141 0.036 0.059 0.81 71 0.5 0.095 0.139 0.036 0.059 0.81 72 0.4 0.076 0.137 0.029 0.047 0.65 73 0.4 0.076 0.135 0.029 0.047 0.65 74 0.4 0.076 0.133 0.029 0.047 0.65 75 0.3 0.057 0.131 0.022 0.035 0.49 76 0.2 0.038 0.129 0.015 0.023 0.33 77 0.3 0.057 0.128 0.022 0.035 0.49 78 0.4 0.076 0.126 0.029 0.047 0.65 79 0.3 0.057 0.124 0.022 0.035 0.49 80 0.2 0.038 0.122 0.015 0.023 0.33 81 0.3 0.057 0.121 0.022 0.035 0.49 82 0.3 0.057 0.119 0.022 0.035 0.49 83 0.3 0.057 0.118 0.022 0.035 0.49 84 0.2 0.038 0.116 0.015 0.023 0.33 85 0.3 0.057 0.115 0.022 0.035 0.49 86 0.2 0.038 0.114 0.015 0.023 0.33 87 0.3 0.057 0.112 0.022 0.035 0.49 88 0.2 0.038 0.111 0.015 0.023 0.33 89 0.3 0.057 0.110 0.022 0.035 0.49 90 0.2 0.038 0.109 0.015 0.023 0.33 91 0.2 0.038 0.108 0.015 0.023 0.33 92 0.2 0.038 0.107 0.015 0.023 0.33 93 0.2 0.038 0.106 0.015 0.023 0.33 94 0.2 0.038 0.106 0.015 0.023 0.33 95 0.2 0.038 0.105 0.015 0.023 0.33 96 0.2 0.038 0.105 0.015 0.023 0.33 TOTALS 100.0 10.47 145.89 EFFECTIVE RAIN = 2.62 INCHES TOTAL RUNOFF VOLUME = 3.01 AC-FT Storm Event Precip (inches)Reference 100-yr, 24-hour 7.56 NOAA Atlas 14 PROJECT SITE EXISTING Drainage Area 809,170 sf 18.58 ac Lag Time 0.11 hours 6.4 minutes L 0.49 miles Lca 0.13 miles H 100.00 ft S 202.61 ft/mile nbar 0.035 A i 8,854 sf 1%imp Runoff Index 92 Note:Plate E-6.1: Barren (Graded Land) HSG C (60%) D (40%) F p 0.10 in/hr Note:Plate E-6.2: AMC II F =0.099 in/hr For 24-hr storms, FT is variable loss rate F T = 0.175 C =0.0009 T = 7.5 F M =0.050 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 DMA 1 (Streets): PROPOSED Drainage Area 207,428 sf 4.76 ac Lag Time 0.05 hours 2.7 minutes L 0.49 miles Lca 0.13 miles H 100.00 ft S 202.61 ft/mile nbar 0.015 A i 182,416 sf 88%imp Runoff Index 75 Note:Plate E-6.1: Residential or Commercial Landscaping (Good); HSG D F p 0.30 in/hr Note:Plate E-6.2: AMC II F =0.063 in/hr For 24-hr storms, FT is variable loss rate F T = 0.110 C =0.0006 T = 7.5 F M =0.031 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 DMA 2 (Pads): PROPOSED Drainage Area 601,742 sf 13.81 ac Lag Time 0.015 hours 0.9 minutes L 0.071 miles Lca 0.036 Miles H 8.00 ft S 112.64 ft/mile nbar 0.015 A i 388,023 sf 64%imp Runoff Index 75 Note:Plate E-6.1: Residential or Commercial Landscaping (Good); HSG D F p 0.30 in/hr Note:Plate E-6.2: AMC II F =0.126 in/hr For 24-hr storms, FT is variable loss rate F T = 0.222 C =0.0012 T = 7.5 F M =0.063 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 BASIN 1 Existing Unmitigated Mitigated Difference 100-yr, 24-hour 17.66 17.49 16.64 -1.02 Storm Event Peak Flow Summary (cfs) 0 2 4 6 8 10 12 14 16 18 20 Pe a k F l o w ( c f s ) Elapsed Time (HH:MM) Basin 1: 100-YEAR 24-HOUR STORM EXISTING CONDITION PROPOSED (UNMITIGATED)PROPOSED (MITIGATED) ------ 18.58 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.099 0.050 ---89% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.060 0.175 0.054 0.007 0.12 2 0.3 0.091 0.173 0.081 0.010 0.18 3 0.3 0.091 0.171 0.081 0.010 0.18 4 0.4 0.121 0.169 0.108 0.013 0.25 5 0.3 0.091 0.167 0.081 0.010 0.18 6 0.3 0.091 0.165 0.081 0.010 0.18 7 0.3 0.091 0.163 0.081 0.010 0.18 8 0.4 0.121 0.161 0.108 0.013 0.25 9 0.4 0.121 0.159 0.108 0.013 0.25 10 0.4 0.121 0.157 0.108 0.013 0.25 11 0.5 0.151 0.155 0.135 0.016 0.31 12 0.5 0.151 0.153 0.135 0.016 0.31 13 0.5 0.151 0.151 0.135 0.016 0.31 14 0.5 0.151 0.149 0.135 0.002 0.03 15 0.5 0.151 0.148 0.135 0.004 0.07 16 0.6 0.181 0.146 0.036 0.67 17 0.6 0.181 0.144 0.038 0.70 18 0.7 0.212 0.142 0.070 1.31 19 0.7 0.212 0.140 0.071 1.34 20 0.8 0.242 0.138 0.104 1.94 21 0.6 0.181 0.137 0.045 0.84 22 0.7 0.212 0.135 0.077 1.44 23 0.8 0.242 0.133 0.109 2.04 24 0.8 0.242 0.131 0.111 2.07 25 0.9 0.272 0.130 0.143 2.67 26 0.9 0.272 0.128 0.144 2.70 27 1.0 0.302 0.126 0.176 3.30 28 1.0 0.302 0.124 0.178 3.33 29 1.0 0.302 0.123 0.180 3.37 30 1.1 0.333 0.121 0.212 3.96 31 1.2 0.363 0.119 0.244 4.56 32 1.3 0.393 0.118 0.275 5.16 33 1.5 0.454 0.116 0.338 6.32 34 1.5 0.454 0.114 0.339 6.35 35 1.6 0.484 0.113 0.371 6.95 36 1.7 0.514 0.111 0.403 7.54 37 1.9 0.575 0.110 0.465 8.71 38 2.0 0.605 0.108 0.497 9.30 39 2.1 0.635 0.107 0.528 9.90 40 2.2 0.665 0.105 0.560 10.49 41 1.5 0.454 0.104 0.350 6.56 42 1.5 0.454 0.102 0.352 6.58 43 2.0 0.605 0.101 0.504 9.44 44 2.0 0.605 0.099 0.506 9.47 45 1.9 0.575 0.098 0.477 8.93 46 1.9 0.575 0.096 0.478 8.96 47 1.7 0.514 0.095 0.419 7.85 48 1.8 0.544 0.093 0.451 8.45 49 2.5 0.756 0.092 0.664 12.44 50 2.6 0.786 0.091 0.696 13.03 51 2.8 0.847 0.089 0.757 14.19 52 2.9 0.877 0.088 0.789 14.78 53 3.4 1.028 0.087 0.942 17.64 54 3.4 1.028 0.085 0.943 17.66 55 2.3 0.696 0.084 0.612 11.46 56 2.3 0.696 0.083 0.613 11.48 57 2.7 0.816 0.081 0.735 13.77 58 2.6 0.786 0.080 0.706 13.23 59 2.6 0.786 0.079 0.707 13.25 60 2.5 0.756 0.078 0.678 12.70 61 2.4 0.726 0.077 0.649 12.16 62 2.3 0.696 0.075 0.620 11.62 63 1.9 0.575 0.074 0.500 9.37 64 1.9 0.575 0.073 0.501 9.39 [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: Existing Condition (Basin 1) Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . ------ 18.58 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.099 0.050 ---89% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: Existing Condition (Basin 1) Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . 65 0.4 0.121 0.072 0.049 0.92 66 0.4 0.121 0.071 0.050 0.94 67 0.3 0.091 0.070 0.021 0.39 68 0.3 0.091 0.069 0.022 0.41 69 0.5 0.151 0.068 0.083 1.56 70 0.5 0.151 0.067 0.085 1.58 71 0.5 0.151 0.066 0.086 1.60 72 0.4 0.121 0.065 0.056 1.05 73 0.4 0.121 0.064 0.057 1.07 74 0.4 0.121 0.063 0.058 1.09 75 0.3 0.091 0.062 0.029 0.54 76 0.2 0.060 0.061 0.054 0.007 0.12 77 0.3 0.091 0.060 0.031 0.57 78 0.4 0.121 0.059 0.062 1.15 79 0.3 0.091 0.059 0.032 0.60 80 0.2 0.060 0.058 0.054 0.003 0.05 81 0.3 0.091 0.057 0.034 0.63 82 0.3 0.091 0.056 0.034 0.65 83 0.3 0.091 0.056 0.035 0.66 84 0.2 0.060 0.055 0.054 0.006 0.11 85 0.3 0.091 0.054 0.037 0.68 86 0.2 0.060 0.054 0.007 0.13 87 0.3 0.091 0.053 0.038 0.71 88 0.2 0.060 0.052 0.008 0.15 89 0.3 0.091 0.052 0.039 0.73 90 0.2 0.060 0.051 0.009 0.17 91 0.2 0.060 0.051 0.009 0.18 92 0.2 0.060 0.051 0.010 0.18 93 0.2 0.060 0.050 0.010 0.19 94 0.2 0.060 0.050 0.011 0.20 95 0.2 0.060 0.050 0.011 0.20 96 0.2 0.060 0.050 0.011 0.20 TOTALS 100.0 21.56 403.87 EFFECTIVE RAIN = 5.39 INCHES TOTAL RUNOFF VOLUME = 8.34 AC-FT ------ 4.76 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.063 0.031 ---20% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.060 0.110 0.012 0.049 0.23 2 0.3 0.091 0.109 0.018 0.073 0.35 3 0.3 0.091 0.108 0.018 0.073 0.35 4 0.4 0.121 0.107 0.024 0.014 0.07 5 0.3 0.091 0.105 0.018 0.073 0.35 6 0.3 0.091 0.104 0.018 0.073 0.35 7 0.3 0.091 0.103 0.018 0.073 0.35 8 0.4 0.121 0.102 0.024 0.019 0.09 9 0.4 0.121 0.100 0.024 0.021 0.10 10 0.4 0.121 0.099 0.024 0.022 0.10 11 0.5 0.151 0.098 0.030 0.053 0.26 12 0.5 0.151 0.097 0.030 0.054 0.26 13 0.5 0.151 0.096 0.030 0.056 0.27 14 0.5 0.151 0.094 0.030 0.057 0.27 15 0.5 0.151 0.093 0.030 0.058 0.28 16 0.6 0.181 0.092 0.036 0.089 0.43 17 0.6 0.181 0.091 0.036 0.091 0.43 18 0.7 0.212 0.090 0.042 0.122 0.59 19 0.7 0.212 0.089 0.042 0.123 0.59 20 0.8 0.242 0.087 0.048 0.154 0.74 21 0.6 0.181 0.086 0.036 0.095 0.46 22 0.7 0.212 0.085 0.042 0.127 0.61 23 0.8 0.242 0.084 0.048 0.158 0.76 24 0.8 0.242 0.083 0.048 0.159 0.76 25 0.9 0.272 0.082 0.053 0.190 0.91 26 0.9 0.272 0.081 0.053 0.191 0.92 27 1.0 0.302 0.080 0.059 0.223 1.07 28 1.0 0.302 0.079 0.059 0.224 1.07 29 1.0 0.302 0.078 0.059 0.225 1.08 30 1.1 0.333 0.076 0.065 0.256 1.23 31 1.2 0.363 0.075 0.071 0.287 1.38 32 1.3 0.393 0.074 0.319 1.53 33 1.5 0.454 0.073 0.380 1.83 34 1.5 0.454 0.072 0.381 1.83 35 1.6 0.484 0.071 0.413 1.98 36 1.7 0.514 0.070 0.444 2.13 37 1.9 0.575 0.069 0.505 2.43 38 2.0 0.605 0.068 0.536 2.58 39 2.1 0.635 0.067 0.568 2.73 40 2.2 0.665 0.066 0.599 2.88 41 1.5 0.454 0.065 0.388 1.86 42 1.5 0.454 0.064 0.389 1.87 43 2.0 0.605 0.064 0.541 2.60 44 2.0 0.605 0.063 0.542 2.60 45 1.9 0.575 0.062 0.513 2.46 46 1.9 0.575 0.061 0.514 2.47 47 1.7 0.514 0.060 0.454 2.18 48 1.8 0.544 0.059 0.485 2.33 49 2.5 0.756 0.058 0.698 3.35 50 2.6 0.786 0.057 0.729 3.50 51 2.8 0.847 0.056 0.790 3.79 52 2.9 0.877 0.056 0.821 3.94 53 3.4 1.028 0.055 0.973 4.67 54 3.4 1.028 0.054 0.974 4.68 55 2.3 0.696 0.053 0.642 3.08 56 2.3 0.696 0.052 0.643 3.09 57 2.7 0.816 0.051 0.765 3.67 58 2.6 0.786 0.051 0.736 3.53 59 2.6 0.786 0.050 0.736 3.54 60 2.5 0.756 0.049 0.707 3.39 61 2.4 0.726 0.048 0.677 3.25 62 2.3 0.696 0.048 0.648 3.11 63 1.9 0.575 0.047 0.528 2.53 64 1.9 0.575 0.046 0.528 2.54 Sheet 1 1 [8] S-CURVE [10] TOTAL ADJUSTED STORM RAIN-INCHES [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR Date 12/16/19 Date . "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD [1] CONCENTRATION POINT [5] UNIT TIME-MINUTES Project By Checked . [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6]) [9] STORM FREQUENCY & DURATION [14] LOW LOSS RATE-PERCENT EFFECTIVE RAIN [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [13] CONSTANT LOSS RATE-INCHES/HOUR UNIT HYDROGRAPH Unit Hydrograph and Effective Rain Calculation Form [3] DRAINAGE AREA-ACRES R C F C & W C D HYDROLOGY MANUAL PM 21382: DMA 1 (Streets) Basin 1 ------ 4.76 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.063 0.031 ---20% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW Sheet 1 1 [8] S-CURVE [10] TOTAL ADJUSTED STORM RAIN-INCHES [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR Date 12/16/19 Date . "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD [1] CONCENTRATION POINT [5] UNIT TIME-MINUTES Project By Checked . [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6]) [9] STORM FREQUENCY & DURATION [14] LOW LOSS RATE-PERCENT EFFECTIVE RAIN [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [13] CONSTANT LOSS RATE-INCHES/HOUR UNIT HYDROGRAPH Unit Hydrograph and Effective Rain Calculation Form [3] DRAINAGE AREA-ACRES R C F C & W C D HYDROLOGY MANUAL PM 21382: DMA 1 (Streets) Basin 1 65 0.4 0.121 0.045 0.024 0.075 0.36 66 0.4 0.121 0.045 0.024 0.076 0.37 67 0.3 0.091 0.044 0.018 0.047 0.22 68 0.3 0.091 0.043 0.018 0.047 0.23 69 0.5 0.151 0.043 0.030 0.108 0.52 70 0.5 0.151 0.042 0.030 0.109 0.52 71 0.5 0.151 0.042 0.030 0.110 0.53 72 0.4 0.121 0.041 0.024 0.080 0.38 73 0.4 0.121 0.040 0.024 0.081 0.39 74 0.4 0.121 0.040 0.024 0.081 0.39 75 0.3 0.091 0.039 0.018 0.052 0.25 76 0.2 0.060 0.039 0.012 0.022 0.11 77 0.3 0.091 0.038 0.018 0.053 0.25 78 0.4 0.121 0.037 0.024 0.083 0.40 79 0.3 0.091 0.037 0.018 0.054 0.26 80 0.2 0.060 0.036 0.012 0.024 0.12 81 0.3 0.091 0.036 0.018 0.055 0.26 82 0.3 0.091 0.036 0.018 0.055 0.26 83 0.3 0.091 0.035 0.018 0.056 0.27 84 0.2 0.060 0.035 0.012 0.026 0.12 85 0.3 0.091 0.034 0.018 0.056 0.27 86 0.2 0.060 0.034 0.012 0.027 0.13 87 0.3 0.091 0.033 0.018 0.057 0.27 88 0.2 0.060 0.033 0.012 0.027 0.13 89 0.3 0.091 0.033 0.018 0.058 0.28 90 0.2 0.060 0.033 0.012 0.028 0.13 91 0.2 0.060 0.032 0.012 0.028 0.14 92 0.2 0.060 0.032 0.012 0.029 0.14 93 0.2 0.060 0.032 0.012 0.029 0.14 94 0.2 0.060 0.032 0.012 0.029 0.14 95 0.2 0.060 0.031 0.012 0.029 0.14 96 0.2 0.060 0.031 0.012 0.029 0.14 TOTALS 100.0 24.77 118.94 TOTAL RUNOFF VOLUME = 2.46 AC-FT EFFECTIVE RAIN = 6.19 INCHES ------ 13.81 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.126 0.063 ---38% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.060 0.222 0.023 0.037 0.52 2 0.3 0.091 0.220 0.035 0.056 0.78 3 0.3 0.091 0.217 0.035 0.056 0.78 4 0.4 0.121 0.215 0.046 0.074 1.04 5 0.3 0.091 0.212 0.035 0.056 0.78 6 0.3 0.091 0.210 0.035 0.056 0.78 7 0.3 0.091 0.207 0.035 0.056 0.78 8 0.4 0.121 0.205 0.046 0.074 1.04 9 0.4 0.121 0.202 0.046 0.074 1.04 10 0.4 0.121 0.200 0.046 0.074 1.04 11 0.5 0.151 0.197 0.058 0.093 1.30 12 0.5 0.151 0.195 0.058 0.093 1.30 13 0.5 0.151 0.192 0.058 0.093 1.30 14 0.5 0.151 0.190 0.058 0.093 1.30 15 0.5 0.151 0.188 0.058 0.093 1.30 16 0.6 0.181 0.185 0.070 0.112 1.56 17 0.6 0.181 0.183 0.070 0.112 1.56 18 0.7 0.212 0.181 0.081 0.031 0.43 19 0.7 0.212 0.178 0.081 0.033 0.47 20 0.8 0.242 0.176 0.093 0.066 0.92 21 0.6 0.181 0.174 0.070 0.008 0.11 22 0.7 0.212 0.171 0.081 0.040 0.56 23 0.8 0.242 0.169 0.093 0.073 1.01 24 0.8 0.242 0.167 0.093 0.075 1.04 25 0.9 0.272 0.165 0.105 0.107 1.50 26 0.9 0.272 0.163 0.105 0.110 1.53 27 1.0 0.302 0.160 0.116 0.142 1.98 28 1.0 0.302 0.158 0.116 0.144 2.01 29 1.0 0.302 0.156 0.116 0.146 2.04 30 1.1 0.333 0.154 0.128 0.179 2.49 31 1.2 0.363 0.152 0.139 0.211 2.94 32 1.3 0.393 0.150 0.243 3.39 33 1.5 0.454 0.148 0.306 4.26 34 1.5 0.454 0.146 0.308 4.29 35 1.6 0.484 0.144 0.340 4.74 36 1.7 0.514 0.141 0.373 5.19 37 1.9 0.575 0.139 0.435 6.06 38 2.0 0.605 0.138 0.467 6.51 39 2.1 0.635 0.136 0.500 6.96 40 2.2 0.665 0.134 0.532 7.41 41 1.5 0.454 0.132 0.322 4.48 42 1.5 0.454 0.130 0.324 4.51 43 2.0 0.605 0.128 0.477 6.64 44 2.0 0.605 0.126 0.479 6.67 45 1.9 0.575 0.124 0.450 6.27 46 1.9 0.575 0.122 0.452 6.30 47 1.7 0.514 0.120 0.394 5.48 48 1.8 0.544 0.119 0.426 5.93 49 2.5 0.756 0.117 0.639 8.90 50 2.6 0.786 0.115 0.671 9.35 51 2.8 0.847 0.113 0.733 10.21 52 2.9 0.877 0.112 0.765 10.66 53 3.4 1.028 0.110 0.918 12.79 54 3.4 1.028 0.108 0.920 12.81 55 2.3 0.696 0.107 0.589 8.20 56 2.3 0.696 0.105 0.590 8.22 57 2.7 0.816 0.104 0.713 9.93 58 2.6 0.786 0.102 0.684 9.53 59 2.6 0.786 0.100 0.686 9.55 60 2.5 0.756 0.099 0.657 9.15 61 2.4 0.726 0.097 0.628 8.75 62 2.3 0.696 0.096 0.600 8.35 63 1.9 0.575 0.094 0.480 6.69 64 1.9 0.575 0.093 0.482 6.71 Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: DMA 2 (Pads) Basin 1 Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN ------ 13.81 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.126 0.063 ---38% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: DMA 2 (Pads) Basin 1 Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN 65 0.4 0.121 0.092 0.046 0.029 0.41 66 0.4 0.121 0.090 0.046 0.031 0.43 67 0.3 0.091 0.089 0.035 0.002 0.03 68 0.3 0.091 0.087 0.035 0.003 0.05 69 0.5 0.151 0.086 0.058 0.065 0.91 70 0.5 0.151 0.085 0.058 0.066 0.92 71 0.5 0.151 0.084 0.058 0.068 0.94 72 0.4 0.121 0.082 0.046 0.039 0.54 73 0.4 0.121 0.081 0.046 0.040 0.56 74 0.4 0.121 0.080 0.046 0.041 0.57 75 0.3 0.091 0.079 0.035 0.012 0.17 76 0.2 0.060 0.078 0.023 0.037 0.52 77 0.3 0.091 0.077 0.035 0.014 0.20 78 0.4 0.121 0.075 0.046 0.045 0.63 79 0.3 0.091 0.074 0.035 0.016 0.23 80 0.2 0.060 0.073 0.023 0.037 0.52 81 0.3 0.091 0.072 0.035 0.018 0.25 82 0.3 0.091 0.072 0.035 0.019 0.27 83 0.3 0.091 0.071 0.035 0.020 0.28 84 0.2 0.060 0.070 0.023 0.037 0.52 85 0.3 0.091 0.069 0.035 0.022 0.30 86 0.2 0.060 0.068 0.023 0.037 0.52 87 0.3 0.091 0.067 0.035 0.023 0.32 88 0.2 0.060 0.067 0.023 0.037 0.52 89 0.3 0.091 0.066 0.035 0.025 0.34 90 0.2 0.060 0.065 0.023 0.037 0.52 91 0.2 0.060 0.065 0.023 0.037 0.52 92 0.2 0.060 0.064 0.023 0.037 0.52 93 0.2 0.060 0.064 0.023 0.037 0.52 94 0.2 0.060 0.064 0.023 0.037 0.52 95 0.2 0.060 0.063 0.023 0.037 0.52 96 0.2 0.060 0.063 0.023 0.037 0.52 TOTALS 100.0 21.30 296.69 EFFECTIVE RAIN = 5.32 INCHES TOTAL RUNOFF VOLUME = 6.13 AC-FT BASIN 2 Existing Unmitigated Mitigated Difference 10-yr, 24-hour 4.63 4.38 4.07 -0.56 Storm Event Peak Flow Summary (cfs) 0 1 2 3 4 5 6 Pe a k F l o w ( c f s ) Elapsed Time (HH:MM) Basin 2: 10-YEAR 24-HOUR STORM EXISTING CONDITION PROPOSED (UNMITIGATED)PROPOSED (MITIGATED) Storm Event Precip (inches)Reference 10-yr, 24-hour 4.75 NOAA Atlas 14 PROJECT SITE EXISTING Drainage Area 421,888 sf 9.69 ac Lag Time 0.07 hours 4.4 minutes L 0.21 miles Lca 0.09 miles H 26.00 ft S 124.80 ft/mile nbar 0.035 A i 0 sf 0%imp Runoff Index 93 Note:Plate E-6.1: Barren (Graded Land) HSG D F p 0.20 in/hr Note:Plate E-6.2: AMC I F =0.200 in/hr For 24-hr storms, FT is variable loss rate F T = 0.353 C =0.0019 T = 7.5 F M =0.100 DMA 1 (Pads): PROPOSED Drainage Area 421,888 sf 9.69 ac 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 Lag Time 0.03 hours 1.9 minutes L 0.21 miles Lca 0.09 miles H 26.00 ft S 124.80 ft/mile nbar 0.015 A i 253,133 sf 60%imp Runoff Index 75 Note:Plate E-6.1: Residential or Commercial Landscaping (Good); HSG D F p 0.50 in/hr Note:Plate E-6.2: AMC I F =0.230 in/hr For 24-hr storms, FT is variable loss rate F T = 0.406 C =0.0021 T = 7.5 F M =0.115 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 ------ 9.69 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.200 0.100 ---80% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.038 0.353 0.030 0.008 0.07 2 0.3 0.057 0.349 0.046 0.011 0.11 3 0.3 0.057 0.345 0.046 0.011 0.11 4 0.4 0.076 0.341 0.061 0.015 0.15 5 0.3 0.057 0.337 0.046 0.011 0.11 6 0.3 0.057 0.333 0.046 0.011 0.11 7 0.3 0.057 0.329 0.046 0.011 0.11 8 0.4 0.076 0.325 0.061 0.015 0.15 9 0.4 0.076 0.321 0.061 0.015 0.15 10 0.4 0.076 0.317 0.061 0.015 0.15 11 0.5 0.095 0.313 0.076 0.019 0.19 12 0.5 0.095 0.309 0.076 0.019 0.19 13 0.5 0.095 0.306 0.076 0.019 0.19 14 0.5 0.095 0.302 0.076 0.019 0.19 15 0.5 0.095 0.298 0.076 0.019 0.19 16 0.6 0.114 0.294 0.091 0.023 0.22 17 0.6 0.114 0.291 0.091 0.023 0.22 18 0.7 0.133 0.287 0.106 0.027 0.26 19 0.7 0.133 0.283 0.106 0.027 0.26 20 0.8 0.152 0.280 0.122 0.030 0.30 21 0.6 0.114 0.276 0.091 0.023 0.22 22 0.7 0.133 0.272 0.106 0.027 0.26 23 0.8 0.152 0.269 0.122 0.030 0.30 24 0.8 0.152 0.265 0.122 0.030 0.30 25 0.9 0.171 0.262 0.137 0.034 0.33 26 0.9 0.171 0.258 0.137 0.034 0.33 27 1.0 0.190 0.255 0.152 0.038 0.37 28 1.0 0.190 0.251 0.152 0.038 0.37 29 1.0 0.190 0.248 0.152 0.038 0.37 30 1.1 0.209 0.244 0.167 0.042 0.41 31 1.2 0.228 0.241 0.182 0.046 0.45 32 1.3 0.247 0.238 0.198 0.009 0.09 33 1.5 0.285 0.234 0.228 0.051 0.49 34 1.5 0.285 0.231 0.228 0.054 0.53 35 1.6 0.304 0.228 0.243 0.076 0.74 36 1.7 0.323 0.225 0.258 0.098 0.96 37 1.9 0.361 0.222 0.289 0.139 1.36 38 2.0 0.380 0.218 0.304 0.162 1.58 39 2.1 0.399 0.215 0.319 0.184 1.79 40 2.2 0.418 0.212 0.334 0.206 2.01 41 1.5 0.285 0.209 0.228 0.076 0.74 42 1.5 0.285 0.206 0.228 0.079 0.77 43 2.0 0.380 0.203 0.304 0.177 1.73 44 2.0 0.380 0.200 0.304 0.180 1.76 45 1.9 0.361 0.197 0.289 0.164 1.60 46 1.9 0.361 0.194 0.289 0.167 1.63 47 1.7 0.323 0.191 0.258 0.132 1.28 48 1.8 0.342 0.189 0.274 0.153 1.50 49 2.5 0.475 0.186 0.380 0.289 2.82 50 2.6 0.494 0.183 0.395 0.311 3.04 51 2.8 0.532 0.180 0.426 0.352 3.44 52 2.9 0.551 0.178 0.441 0.373 3.65 53 3.4 0.646 0.175 0.517 0.471 4.60 54 3.4 0.646 0.172 0.517 0.474 4.63 55 2.3 0.437 0.170 0.350 0.267 2.61 56 2.3 0.437 0.167 0.350 0.270 2.64 57 2.7 0.513 0.164 0.410 0.349 3.40 58 2.6 0.494 0.162 0.395 0.332 3.24 59 2.6 0.494 0.159 0.395 0.335 3.27 60 2.5 0.475 0.157 0.380 0.318 3.11 61 2.4 0.456 0.155 0.365 0.301 2.94 62 2.3 0.437 0.152 0.350 0.285 2.78 63 1.9 0.361 0.150 0.289 0.211 2.06 64 1.9 0.361 0.148 0.289 0.213 2.08 65 0.4 0.076 0.145 0.061 0.015 0.15 [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: Existing Condition (Basin 2) Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . ------ 9.69 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.200 0.100 ---80% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: Existing Condition (Basin 2) Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . 66 0.4 0.076 0.143 0.061 0.015 0.15 67 0.3 0.057 0.141 0.046 0.011 0.11 68 0.3 0.057 0.139 0.046 0.011 0.11 69 0.5 0.095 0.137 0.076 0.019 0.19 70 0.5 0.095 0.135 0.076 0.019 0.19 71 0.5 0.095 0.133 0.076 0.019 0.19 72 0.4 0.076 0.131 0.061 0.015 0.15 73 0.4 0.076 0.129 0.061 0.015 0.15 74 0.4 0.076 0.127 0.061 0.015 0.15 75 0.3 0.057 0.125 0.046 0.011 0.11 76 0.2 0.038 0.123 0.030 0.008 0.07 77 0.3 0.057 0.122 0.046 0.011 0.11 78 0.4 0.076 0.120 0.061 0.015 0.15 79 0.3 0.057 0.118 0.046 0.011 0.11 80 0.2 0.038 0.117 0.030 0.008 0.07 81 0.3 0.057 0.115 0.046 0.011 0.11 82 0.3 0.057 0.114 0.046 0.011 0.11 83 0.3 0.057 0.112 0.046 0.011 0.11 84 0.2 0.038 0.111 0.030 0.008 0.07 85 0.3 0.057 0.110 0.046 0.011 0.11 86 0.2 0.038 0.108 0.030 0.008 0.07 87 0.3 0.057 0.107 0.046 0.011 0.11 88 0.2 0.038 0.106 0.030 0.008 0.07 89 0.3 0.057 0.105 0.046 0.011 0.11 90 0.2 0.038 0.104 0.030 0.008 0.07 91 0.2 0.038 0.103 0.030 0.008 0.07 92 0.2 0.038 0.102 0.030 0.008 0.07 93 0.2 0.038 0.102 0.030 0.008 0.07 94 0.2 0.038 0.101 0.030 0.008 0.07 95 0.2 0.038 0.100 0.030 0.008 0.07 96 0.2 0.038 0.100 0.030 0.008 0.07 TOTALS 100.0 8.35 81.56 EFFECTIVE RAIN = 2.09 INCHES TOTAL RUNOFF VOLUME = 1.69 AC-FT ------ 9.69 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.230 0.115 ---42% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.038 0.406 0.016 0.022 0.22 2 0.3 0.057 0.401 0.024 0.033 0.32 3 0.3 0.057 0.397 0.024 0.033 0.32 4 0.4 0.076 0.392 0.032 0.044 0.43 5 0.3 0.057 0.387 0.024 0.033 0.32 6 0.3 0.057 0.383 0.024 0.033 0.32 7 0.3 0.057 0.378 0.024 0.033 0.32 8 0.4 0.076 0.374 0.032 0.044 0.43 9 0.4 0.076 0.369 0.032 0.044 0.43 10 0.4 0.076 0.365 0.032 0.044 0.43 11 0.5 0.095 0.360 0.040 0.055 0.54 12 0.5 0.095 0.356 0.040 0.055 0.54 13 0.5 0.095 0.351 0.040 0.055 0.54 14 0.5 0.095 0.347 0.040 0.055 0.54 15 0.5 0.095 0.343 0.040 0.055 0.54 16 0.6 0.114 0.338 0.048 0.066 0.65 17 0.6 0.114 0.334 0.048 0.066 0.65 18 0.7 0.133 0.330 0.056 0.077 0.75 19 0.7 0.133 0.326 0.056 0.077 0.75 20 0.8 0.152 0.321 0.064 0.088 0.86 21 0.6 0.114 0.317 0.048 0.066 0.65 22 0.7 0.133 0.313 0.056 0.077 0.75 23 0.8 0.152 0.309 0.064 0.088 0.86 24 0.8 0.152 0.305 0.064 0.088 0.86 25 0.9 0.171 0.301 0.072 0.099 0.97 26 0.9 0.171 0.297 0.072 0.099 0.97 27 1.0 0.190 0.293 0.080 0.110 1.08 28 1.0 0.190 0.289 0.080 0.110 1.08 29 1.0 0.190 0.285 0.080 0.110 1.08 30 1.1 0.209 0.281 0.088 0.121 1.18 31 1.2 0.228 0.277 0.096 0.132 1.29 32 1.3 0.247 0.273 0.104 0.143 1.40 33 1.5 0.285 0.270 0.120 0.015 0.15 34 1.5 0.285 0.266 0.120 0.019 0.19 35 1.6 0.304 0.262 0.128 0.042 0.41 36 1.7 0.323 0.258 0.136 0.065 0.63 37 1.9 0.361 0.255 0.152 0.106 1.04 38 2.0 0.380 0.251 0.160 0.129 1.26 39 2.1 0.399 0.248 0.168 0.151 1.48 40 2.2 0.418 0.244 0.176 0.174 1.70 41 1.5 0.285 0.241 0.120 0.044 0.43 42 1.5 0.285 0.237 0.120 0.048 0.47 43 2.0 0.380 0.234 0.160 0.146 1.43 44 2.0 0.380 0.230 0.160 0.150 1.46 45 1.9 0.361 0.227 0.152 0.134 1.31 46 1.9 0.361 0.223 0.152 0.138 1.34 47 1.7 0.323 0.220 0.136 0.103 1.00 48 1.8 0.342 0.217 0.144 0.125 1.22 49 2.5 0.475 0.214 0.200 0.261 2.55 50 2.6 0.494 0.210 0.207 0.284 2.77 51 2.8 0.532 0.207 0.223 0.325 3.17 52 2.9 0.551 0.204 0.231 0.347 3.39 53 3.4 0.646 0.201 0.271 0.445 4.35 54 3.4 0.646 0.198 0.271 0.448 4.38 55 2.3 0.437 0.195 0.184 0.242 2.36 56 2.3 0.437 0.192 0.184 0.245 2.39 57 2.7 0.513 0.189 0.215 0.324 3.16 58 2.6 0.494 0.186 0.207 0.308 3.01 59 2.6 0.494 0.183 0.207 0.311 3.03 60 2.5 0.475 0.181 0.200 0.294 2.88 61 2.4 0.456 0.178 0.192 0.278 2.72 62 2.3 0.437 0.175 0.184 0.262 2.56 63 1.9 0.361 0.172 0.152 0.189 1.84 64 1.9 0.361 0.170 0.152 0.191 1.87 65 0.4 0.076 0.167 0.032 0.044 0.43 Sheet 1 1 [8] S-CURVE [10] TOTAL ADJUSTED STORM RAIN-INCHES [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR Date 12/16/19 Date . "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD [1] CONCENTRATION POINT [5] UNIT TIME-MINUTES Project By Checked . [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6]) [9] STORM FREQUENCY & DURATION [14] LOW LOSS RATE-PERCENT EFFECTIVE RAIN [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [13] CONSTANT LOSS RATE-INCHES/HOUR UNIT HYDROGRAPH Unit Hydrograph and Effective Rain Calculation Form [3] DRAINAGE AREA-ACRES R C F C & W C D HYDROLOGY MANUAL PM 21382: Basin 2 Proposed Condition ------ 9.69 N/A 15 --- ---N/A 10-YR, 24-HR 4.75 0.230 0.115 ---42% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW Sheet 1 1 [8] S-CURVE [10] TOTAL ADJUSTED STORM RAIN-INCHES [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR Date 12/16/19 Date . "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD [1] CONCENTRATION POINT [5] UNIT TIME-MINUTES Project By Checked . [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6]) [9] STORM FREQUENCY & DURATION [14] LOW LOSS RATE-PERCENT EFFECTIVE RAIN [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [13] CONSTANT LOSS RATE-INCHES/HOUR UNIT HYDROGRAPH Unit Hydrograph and Effective Rain Calculation Form [3] DRAINAGE AREA-ACRES R C F C & W C D HYDROLOGY MANUAL PM 21382: Basin 2 Proposed Condition 66 0.4 0.076 0.165 0.032 0.044 0.43 67 0.3 0.057 0.162 0.024 0.033 0.32 68 0.3 0.057 0.160 0.024 0.033 0.32 69 0.5 0.095 0.157 0.040 0.055 0.54 70 0.5 0.095 0.155 0.040 0.055 0.54 71 0.5 0.095 0.153 0.040 0.055 0.54 72 0.4 0.076 0.150 0.032 0.044 0.43 73 0.4 0.076 0.148 0.032 0.044 0.43 74 0.4 0.076 0.146 0.032 0.044 0.43 75 0.3 0.057 0.144 0.024 0.033 0.32 76 0.2 0.038 0.142 0.016 0.022 0.22 77 0.3 0.057 0.140 0.024 0.033 0.32 78 0.4 0.076 0.138 0.032 0.044 0.43 79 0.3 0.057 0.136 0.024 0.033 0.32 80 0.2 0.038 0.134 0.016 0.022 0.22 81 0.3 0.057 0.132 0.024 0.033 0.32 82 0.3 0.057 0.131 0.024 0.033 0.32 83 0.3 0.057 0.129 0.024 0.033 0.32 84 0.2 0.038 0.127 0.016 0.022 0.22 85 0.3 0.057 0.126 0.024 0.033 0.32 86 0.2 0.038 0.125 0.016 0.022 0.22 87 0.3 0.057 0.123 0.024 0.033 0.32 88 0.2 0.038 0.122 0.016 0.022 0.22 89 0.3 0.057 0.121 0.024 0.033 0.32 90 0.2 0.038 0.120 0.016 0.022 0.22 91 0.2 0.038 0.118 0.016 0.022 0.22 92 0.2 0.038 0.118 0.016 0.022 0.22 93 0.2 0.038 0.117 0.016 0.022 0.22 94 0.2 0.038 0.116 0.016 0.022 0.22 95 0.2 0.038 0.115 0.016 0.022 0.22 96 0.2 0.038 0.115 0.016 0.022 0.22 TOTALS 100.0 9.66 94.33 TOTAL RUNOFF VOLUME = 1.95 AC-FT EFFECTIVE RAIN = 2.41 INCHES BASIN 2 Existing Unmitigated Mitigated Difference 100-yr, 24-hour 9.28 8.88 8.67 -0.61 Storm Event Peak Flow Summary (cfs) 0 2 4 6 8 10 12 Pe a k F l o w ( c f s ) Elapsed Time (HH:MM) Basin 2: 100-YEAR 24-HOUR STORM EXISTING CONDITION PROPOSED (UNMITIGATED)PROPOSED (MITIGATED) Storm Event Precip (inches)Reference 100-yr, 24-hour 7.56 NOAA Atlas 14 PROJECT SITE EXISTING Drainage Area 421,888 sf 9.69 ac Lag Time 0.07 hours 4.4 minutes L 0.21 miles Lca 0.09 miles H 26.00 ft S 124.80 ft/mile nbar 0.035 A i 0 sf 0%imp Runoff Index 93 Note:Plate E-6.1: Barren (Graded Land) HSG C F p 0.09 in/hr Note:Plate E-6.2: AMC II F =0.090 in/hr For 24-hr storms, FT is variable loss rate F T = 0.159 C =0.0008 T = 7.5 F M =0.045 DMA 1 (Pads): PROPOSED Drainage Area 421,888 sf 9.69 ac 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 Lag Time 0.03 hours 1.9 minutes L 0.21 miles Lca 0.09 miles H 26.00 ft S 124.80 ft/mile nbar 0.015 A i 253,133 sf 60%imp Runoff Index 75 Note:Plate E-6.1: Residential or Commercial Landscaping (Good); HSG D F p 0.30 in/hr Note:Plate E-6.2: AMC II F =0.138 in/hr For 24-hr storms, FT is variable loss rate F T = 0.244 C =0.0013 T = 7.5 F M =0.069 𝐹𝐹=𝐹𝐹𝑝𝑝1 −0.9𝐴𝐴𝑖𝑖 𝐹𝐹𝑇𝑇=𝐶𝐶24 −⁄𝑇𝑇60 1.55 +𝐹𝐹𝑀𝑀 𝐹𝐹𝑀𝑀=0.5𝐹𝐹𝐶𝐶=⁄𝐹𝐹−𝐹𝐹𝑀𝑀54𝑇𝑇=⁄Unit Time 2 ------ 9.69 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.090 0.045 ---80% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.060 0.159 0.048 0.012 0.12 2 0.3 0.091 0.157 0.073 0.018 0.18 3 0.3 0.091 0.155 0.073 0.018 0.18 4 0.4 0.121 0.153 0.097 0.024 0.24 5 0.3 0.091 0.152 0.073 0.018 0.18 6 0.3 0.091 0.150 0.073 0.018 0.18 7 0.3 0.091 0.148 0.073 0.018 0.18 8 0.4 0.121 0.146 0.097 0.024 0.24 9 0.4 0.121 0.144 0.097 0.024 0.24 10 0.4 0.121 0.143 0.097 0.024 0.24 11 0.5 0.151 0.141 0.121 0.010 0.10 12 0.5 0.151 0.139 0.121 0.012 0.12 13 0.5 0.151 0.138 0.121 0.014 0.13 14 0.5 0.151 0.136 0.121 0.015 0.15 15 0.5 0.151 0.134 0.121 0.017 0.17 16 0.6 0.181 0.132 0.145 0.049 0.48 17 0.6 0.181 0.131 0.145 0.051 0.50 18 0.7 0.212 0.129 0.169 0.083 0.81 19 0.7 0.212 0.127 0.169 0.084 0.82 20 0.8 0.242 0.126 0.194 0.116 1.13 21 0.6 0.181 0.124 0.145 0.057 0.56 22 0.7 0.212 0.123 0.169 0.089 0.87 23 0.8 0.242 0.121 0.194 0.121 1.18 24 0.8 0.242 0.119 0.194 0.123 1.20 25 0.9 0.272 0.118 0.218 0.154 1.51 26 0.9 0.272 0.116 0.218 0.156 1.52 27 1.0 0.302 0.115 0.242 0.188 1.83 28 1.0 0.302 0.113 0.242 0.189 1.85 29 1.0 0.302 0.112 0.242 0.191 1.86 30 1.1 0.333 0.110 0.266 0.223 2.17 31 1.2 0.363 0.109 0.290 0.254 2.48 32 1.3 0.393 0.107 0.314 0.286 2.79 33 1.5 0.454 0.106 0.363 0.348 3.40 34 1.5 0.454 0.104 0.363 0.350 3.41 35 1.6 0.484 0.103 0.387 0.381 3.72 36 1.7 0.514 0.101 0.411 0.413 4.03 37 1.9 0.575 0.100 0.460 0.475 4.64 38 2.0 0.605 0.098 0.484 0.507 4.95 39 2.1 0.635 0.097 0.508 0.538 5.26 40 2.2 0.665 0.096 0.532 0.570 5.56 41 1.5 0.454 0.094 0.363 0.359 3.51 42 1.5 0.454 0.093 0.363 0.361 3.52 43 2.0 0.605 0.091 0.484 0.513 5.01 44 2.0 0.605 0.090 0.484 0.515 5.03 45 1.9 0.575 0.089 0.460 0.486 4.74 46 1.9 0.575 0.087 0.460 0.487 4.76 47 1.7 0.514 0.086 0.411 0.428 4.18 48 1.8 0.544 0.085 0.435 0.459 4.49 49 2.5 0.756 0.084 0.605 0.672 6.57 50 2.6 0.786 0.082 0.629 0.704 6.87 51 2.8 0.847 0.081 0.677 0.766 7.48 52 2.9 0.877 0.080 0.702 0.797 7.78 53 3.4 1.028 0.079 0.823 0.949 9.27 54 3.4 1.028 0.077 0.823 0.951 9.28 55 2.3 0.696 0.076 0.556 0.619 6.05 56 2.3 0.696 0.075 0.556 0.620 6.06 57 2.7 0.816 0.074 0.653 0.742 7.25 58 2.6 0.786 0.073 0.629 0.713 6.97 59 2.6 0.786 0.072 0.629 0.714 6.98 60 2.5 0.756 0.071 0.605 0.685 6.69 61 2.4 0.726 0.070 0.581 0.656 6.41 62 2.3 0.696 0.069 0.556 0.627 6.12 63 1.9 0.575 0.067 0.460 0.507 4.95 64 1.9 0.575 0.066 0.460 0.508 4.96 65 0.4 0.121 0.065 0.097 0.056 0.54 Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: Existing Condition (Basin 2) Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN ------ 9.69 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.090 0.045 ---80% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW Sheet 1 1 SYNTHETIC UNIT HYDROGRAPH METHOD PM 21382: Existing Condition (Basin 2) Unit Hydrograph and Effective Rain By Date 12/16/19 Calculation Form Checked .Date . [1] CONCENTRATION POINT [2] AREA DESIGNATION [3] DRAINAGE AREA-ACRES [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) R C F C & W C D HYDROLOGY MANUAL "SHORTCUT METHOD"Project [5] UNIT TIME-MINUTES [6] LAG TIME-MINUTES [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6])[8] S-CURVE [9] STORM FREQUENCY & DURATION [10] TOTAL ADJUSTED STORM RAIN-INCHES [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR [13] CONSTANT LOSS RATE-INCHES/HOUR [14] LOW LOSS RATE-PERCENT UNIT HYDROGRAPH EFFECTIVE RAIN 66 0.4 0.121 0.064 0.097 0.057 0.55 67 0.3 0.091 0.063 0.073 0.027 0.27 68 0.3 0.091 0.062 0.073 0.028 0.28 69 0.5 0.151 0.062 0.121 0.090 0.88 70 0.5 0.151 0.061 0.121 0.091 0.88 71 0.5 0.151 0.060 0.121 0.091 0.89 72 0.4 0.121 0.059 0.097 0.062 0.61 73 0.4 0.121 0.058 0.097 0.063 0.62 74 0.4 0.121 0.057 0.097 0.064 0.62 75 0.3 0.091 0.056 0.073 0.034 0.34 76 0.2 0.060 0.055 0.048 0.005 0.05 77 0.3 0.091 0.055 0.073 0.036 0.35 78 0.4 0.121 0.054 0.097 0.067 0.65 79 0.3 0.091 0.053 0.073 0.038 0.37 80 0.2 0.060 0.052 0.048 0.008 0.08 81 0.3 0.091 0.052 0.073 0.039 0.38 82 0.3 0.091 0.051 0.073 0.040 0.39 83 0.3 0.091 0.050 0.073 0.040 0.39 84 0.2 0.060 0.050 0.048 0.011 0.10 85 0.3 0.091 0.049 0.073 0.041 0.40 86 0.2 0.060 0.049 0.048 0.012 0.11 87 0.3 0.091 0.048 0.073 0.043 0.42 88 0.2 0.060 0.048 0.048 0.013 0.12 89 0.3 0.091 0.047 0.073 0.044 0.42 90 0.2 0.060 0.047 0.048 0.014 0.13 91 0.2 0.060 0.046 0.048 0.014 0.14 92 0.2 0.060 0.046 0.048 0.014 0.14 93 0.2 0.060 0.046 0.048 0.015 0.14 94 0.2 0.060 0.045 0.048 0.015 0.15 95 0.2 0.060 0.045 0.048 0.015 0.15 96 0.2 0.060 0.045 0.048 0.015 0.15 TOTALS 100.0 22.31 217.83 EFFECTIVE RAIN = 5.58 INCHES TOTAL RUNOFF VOLUME = 4.50 AC-FT ------ 9.69 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.138 0.069 ---42% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.060 0.244 0.025 0.035 0.34 2 0.3 0.091 0.241 0.038 0.053 0.51 3 0.3 0.091 0.238 0.038 0.053 0.51 4 0.4 0.121 0.235 0.051 0.070 0.69 5 0.3 0.091 0.232 0.038 0.053 0.51 6 0.3 0.091 0.230 0.038 0.053 0.51 7 0.3 0.091 0.227 0.038 0.053 0.51 8 0.4 0.121 0.224 0.051 0.070 0.69 9 0.4 0.121 0.222 0.051 0.070 0.69 10 0.4 0.121 0.219 0.051 0.070 0.69 11 0.5 0.151 0.216 0.064 0.088 0.86 12 0.5 0.151 0.214 0.064 0.088 0.86 13 0.5 0.151 0.211 0.064 0.088 0.86 14 0.5 0.151 0.208 0.064 0.088 0.86 15 0.5 0.151 0.206 0.064 0.088 0.86 16 0.6 0.181 0.203 0.076 0.105 1.03 17 0.6 0.181 0.200 0.076 0.105 1.03 18 0.7 0.212 0.198 0.089 0.014 0.13 19 0.7 0.212 0.195 0.089 0.016 0.16 20 0.8 0.242 0.193 0.102 0.049 0.48 21 0.6 0.181 0.190 0.076 0.105 1.03 22 0.7 0.212 0.188 0.089 0.024 0.23 23 0.8 0.242 0.185 0.102 0.057 0.55 24 0.8 0.242 0.183 0.102 0.059 0.58 25 0.9 0.272 0.181 0.114 0.092 0.89 26 0.9 0.272 0.178 0.114 0.094 0.92 27 1.0 0.302 0.176 0.127 0.127 1.24 28 1.0 0.302 0.173 0.127 0.129 1.26 29 1.0 0.302 0.171 0.127 0.131 1.28 30 1.1 0.333 0.169 0.140 0.164 1.60 31 1.2 0.363 0.166 0.152 0.197 1.92 32 1.3 0.393 0.164 0.165 0.229 2.24 33 1.5 0.454 0.162 0.191 0.292 2.85 34 1.5 0.454 0.160 0.191 0.294 2.87 35 1.6 0.484 0.157 0.203 0.327 3.19 36 1.7 0.514 0.155 0.216 0.359 3.51 37 1.9 0.575 0.153 0.241 0.422 4.12 38 2.0 0.605 0.151 0.254 0.454 4.43 39 2.1 0.635 0.149 0.267 0.486 4.75 40 2.2 0.665 0.146 0.279 0.519 5.07 41 1.5 0.454 0.144 0.191 0.309 3.02 42 1.5 0.454 0.142 0.191 0.311 3.04 43 2.0 0.605 0.140 0.254 0.465 4.54 44 2.0 0.605 0.138 0.254 0.467 4.56 45 1.9 0.575 0.136 0.241 0.438 4.28 46 1.9 0.575 0.134 0.241 0.440 4.30 47 1.7 0.514 0.132 0.216 0.382 3.73 48 1.8 0.544 0.130 0.229 0.414 4.05 49 2.5 0.756 0.128 0.318 0.628 6.13 50 2.6 0.786 0.126 0.330 0.660 6.45 51 2.8 0.847 0.124 0.356 0.722 7.05 52 2.9 0.877 0.122 0.368 0.754 7.37 53 3.4 1.028 0.121 0.432 0.908 8.86 54 3.4 1.028 0.119 0.432 0.909 8.88 55 2.3 0.696 0.117 0.292 0.579 5.65 56 2.3 0.696 0.115 0.292 0.580 5.67 57 2.7 0.816 0.113 0.343 0.703 6.87 58 2.6 0.786 0.112 0.330 0.675 6.59 59 2.6 0.786 0.110 0.330 0.676 6.60 60 2.5 0.756 0.108 0.318 0.648 6.33 61 2.4 0.726 0.107 0.305 0.619 6.05 62 2.3 0.696 0.105 0.292 0.590 5.77 63 1.9 0.575 0.103 0.241 0.471 4.60 64 1.9 0.575 0.102 0.241 0.473 4.62 65 0.4 0.121 0.100 0.051 0.021 0.20 Unit Hydrograph and Effective Rain Calculation Form [3] DRAINAGE AREA-ACRES R C F C & W C D HYDROLOGY MANUAL PM 21382: Proposed Condition (Basin 2) [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6]) [9] STORM FREQUENCY & DURATION [14] LOW LOSS RATE-PERCENT EFFECTIVE RAIN [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [13] CONSTANT LOSS RATE-INCHES/HOUR UNIT HYDROGRAPH Sheet 1 1 [8] S-CURVE [10] TOTAL ADJUSTED STORM RAIN-INCHES [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR Date 12/16/19 Date . "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD [1] CONCENTRATION POINT [5] UNIT TIME-MINUTES Project By Checked . [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) [6] LAG TIME-MINUTES ------ 9.69 N/A 15 --- ---N/A 100-YR, 24-HR 7.56 0.138 0.069 ---42% FLOOD HYDROGRAPH [15][16][17][16][17][20][21][22][23][24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRS/IN (PL E-5.9)IN/HR IN/HR IN/HR m [7]*[15]ULTIMATE [17]m-[17]m-1 [4]*[18]60[10][20][21]-[22] DISCHARGE 100.000 100[5] (S-GRAPH) MAX LOW Unit Hydrograph and Effective Rain Calculation Form [3] DRAINAGE AREA-ACRES R C F C & W C D HYDROLOGY MANUAL PM 21382: Proposed Condition (Basin 2) [7] UNIT TIME-PERCENT OF LAG (100*[5]/[6]) [9] STORM FREQUENCY & DURATION [14] LOW LOSS RATE-PERCENT EFFECTIVE RAIN [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR [13] CONSTANT LOSS RATE-INCHES/HOUR UNIT HYDROGRAPH Sheet 1 1 [8] S-CURVE [10] TOTAL ADJUSTED STORM RAIN-INCHES [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR Date 12/16/19 Date . "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD [1] CONCENTRATION POINT [5] UNIT TIME-MINUTES Project By Checked . [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645*[3]) [6] LAG TIME-MINUTES 66 0.4 0.121 0.099 0.051 0.022 0.22 67 0.3 0.091 0.097 0.038 0.053 0.51 68 0.3 0.091 0.096 0.038 0.053 0.51 69 0.5 0.151 0.094 0.064 0.057 0.56 70 0.5 0.151 0.093 0.064 0.058 0.57 71 0.5 0.151 0.092 0.064 0.060 0.58 72 0.4 0.121 0.090 0.051 0.031 0.30 73 0.4 0.121 0.089 0.051 0.032 0.31 74 0.4 0.121 0.088 0.051 0.033 0.33 75 0.3 0.091 0.086 0.038 0.004 0.04 76 0.2 0.060 0.085 0.025 0.035 0.34 77 0.3 0.091 0.084 0.038 0.007 0.07 78 0.4 0.121 0.083 0.051 0.038 0.37 79 0.3 0.091 0.082 0.038 0.009 0.09 80 0.2 0.060 0.080 0.025 0.035 0.34 81 0.3 0.091 0.079 0.038 0.011 0.11 82 0.3 0.091 0.078 0.038 0.012 0.12 83 0.3 0.091 0.077 0.038 0.013 0.13 84 0.2 0.060 0.076 0.025 0.035 0.34 85 0.3 0.091 0.076 0.038 0.015 0.15 86 0.2 0.060 0.075 0.025 0.035 0.34 87 0.3 0.091 0.074 0.038 0.017 0.16 88 0.2 0.060 0.073 0.025 0.035 0.34 89 0.3 0.091 0.072 0.038 0.018 0.18 90 0.2 0.060 0.072 0.025 0.035 0.34 91 0.2 0.060 0.071 0.025 0.035 0.34 92 0.2 0.060 0.071 0.025 0.035 0.34 93 0.2 0.060 0.070 0.025 0.035 0.34 94 0.2 0.060 0.070 0.025 0.035 0.34 95 0.2 0.060 0.069 0.025 0.035 0.34 96 0.2 0.060 0.069 0.025 0.035 0.34 TOTALS 100.0 20.67 201.90 TOTAL RUNOFF VOLUME = 4.17 AC-FT EFFECTIVE RAIN = 5.17 INCHES Appendix 6 SWMM Input and Output [TITLE] ;;Project Title/Notes PM 21382 Basin 1 Q10 ‐ Proposed (Mitigated) [OPTIONS] ;;Option             Value FLOW_UNITS           CFS INFILTRATION         GREEN_AMPT FLOW_ROUTING         KINWAVE LINK_OFFSETS         DEPTH MIN_SLOPE            0 ALLOW_PONDING        NO SKIP_STEADY_STATE    NO START_DATE           01/01/2000 START_TIME           00:00:00 REPORT_START_DATE    01/01/2000 REPORT_START_TIME    00:00:00 END_DATE             01/02/2000 END_TIME             00:00:00 SWEEP_START          01/01 SWEEP_END            12/31 DRY_DAYS             0 REPORT_STEP          00:15:00 WET_STEP             00:15:00 DRY_STEP             00:15:00 ROUTING_STEP         0:01:00  RULE_STEP            00:00:00 INERTIAL_DAMPING     PARTIAL NORMAL_FLOW_LIMITED  BOTH FORCE_MAIN_EQUATION  H‐W VARIABLE_STEP        0.75 LENGTHENING_STEP     0 MIN_SURFAREA         12.557 MAX_TRIALS           8 HEAD_TOLERANCE       0.005 SYS_FLOW_TOL         5 LAT_FLOW_TOL         5 MINIMUM_STEP         0.5 THREADS              1 [EVAPORATION] ;;Data Source    Parameters ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ MONTHLY          0.047  0.076  0.091  0.130  0.155  0.192  0.171  0.127  0.086  0.051  0.040  0.041  DRY_ONLY         NO [RAINGAGES] ;;Name           Format    Interval SCF      Source     ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        INTENSITY 1:00     1.0      TIMESERIES FAKE_RAIN        [SUBCATCHMENTS] ;;Name           Rain Gage        Outlet           Area     %Imperv  Width    %Slope   CurbLen  SnowPack         ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ BMP_1            FAKE_RAIN        SURF_1           0.40478  0        10       0        0                         [SUBAREAS] ;;Subcatchment   N‐Imperv   N‐Perv     S‐Imperv   S‐Perv     PctZero    RouteTo    PctRouted  ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            0.012      0.05       0.05       0.1        25         OUTLET     [INFILTRATION] ;;Subcatchment   Param1     Param2     Param3     Param4     Param5     ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            1.5        .3         .33        7          0          [LID_CONTROLS] ;;Name           Type/Layer Parameters ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ IMP_1            BC IMP_1            SURFACE    12.06      0          0          0          5          IMP_1            SOIL       21         0.4        0.2        0.1        5          5          1.5        IMP_1            STORAGE    12         0.67       0.032      0          IMP_1            DRAIN      0.2836     0.5        3          6          0          0                     [LID_USAGE] ;;Subcatchment   LID Process      Number  Area       Width      InitSat    FromImp    ToPerv     RptFile                  DrainTo          FromPerv   ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            IMP_1            1       17632.22   10         0          100        0          *                        POC‐1            100              [OUTFALLS] ;;Name           Elevation  Type       Stage Data       Gated    Route To         ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ POC‐1            0          FREE                        NO                        DMA_1_HYDRO      0          FREE                        NO       BMP_1            DMA_2_HYDRO      0          FREE                        NO       BMP_1            [STORAGE] ;;Name           Elev.    MaxDepth   InitDepth  Shape      Curve Name/Params            N/A      Fevap    Psi      Ksat     IMD      ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐          ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ SURF_1           0        5          0          TABULAR    SURF_1                       0        1        [OUTLETS] ;;Name           From Node        To Node          Offset     Type            QTable/Qcoeff    Qexpon     Gated    ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ OUT_1            SURF_1           POC‐1            0          TABULAR/DEPTH   OUT_1                       NO       [INFLOWS] ;;Node           Constituent      Time Series      Type     Mfactor  Sfactor  Baseline Pattern ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ DMA_1_HYDRO      FLOW             DMA_1_HYDRO      FLOW     1.0      1.0               DMA_2_HYDRO      FLOW             DMA_2_HYDRO      FLOW     1.0      1.0               [CURVES] ;;Name           Type       X‐Value    Y‐Value    ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ OUT_1            Rating     0.000      0.000      OUT_1                       0.083      0.005      OUT_1                       0.167      0.010      OUT_1                       0.250      0.013      OUT_1                       0.333      0.015      OUT_1                       0.417      0.018      OUT_1                       0.500      0.019      OUT_1                       0.583      0.021      OUT_1                       0.667      0.023      OUT_1                       0.750      0.024      OUT_1                       0.833      0.025      OUT_1                       0.917      0.027      OUT_1                       1.000      0.028      OUT_1                       1.083      0.029      OUT_1                       1.167      0.030      OUT_1                       1.250      0.031      OUT_1                       1.333      0.032      OUT_1                       1.417      0.033      OUT_1                       1.500      0.034      OUT_1                       1.583      0.035      OUT_1                       1.667      0.035      OUT_1                       1.750      0.036      OUT_1                       1.833      0.037      OUT_1                       1.917      0.038      OUT_1                       2.000      0.039      OUT_1                       2.083      0.040      OUT_1                       2.167      0.040      OUT_1                       2.250      0.041      OUT_1                       2.333      0.042      OUT_1                       2.417      0.043      OUT_1                       2.500      0.043      OUT_1                       2.583      0.044      OUT_1                       2.667      0.045      OUT_1                       2.750      0.045      OUT_1                       2.833      0.046      OUT_1                       2.917      0.047      OUT_1                       3.000      0.047      OUT_1                       3.083      0.835      OUT_1                       3.167      2.275      OUT_1                       3.250      4.140      OUT_1                       3.333      5.782      OUT_1                       3.417      6.833      OUT_1                       3.500      7.742      OUT_1                       3.583      8.540      OUT_1                       3.667      9.266      OUT_1                       3.750      9.934      OUT_1                       3.833      12.461     OUT_1                       3.917      16.518     OUT_1                       4.000      21.546     OUT_1                       4.083      29.816     OUT_1                       4.167      40.788     OUT_1                       4.250      53.678     OUT_1                       4.333      68.606     OUT_1                       4.417      85.310     OUT_1                       4.500      102.933    OUT_1                       4.583      123.078    OUT_1                       4.667      144.952    OUT_1                       4.750      169.245    OUT_1                       4.833      195.496    OUT_1                       4.917      220.565    OUT_1                       5.000      246.380    ; SURF_1           Storage    0          17798      SURF_1                      0.08       17808      SURF_1                      0.17       17819      SURF_1                      0.25       17829      SURF_1                      0.33       17839      SURF_1                      0.42       17850      SURF_1                      0.5        17860      SURF_1                      0.58       17871      SURF_1                      0.67       17881      SURF_1                      0.75       17891      SURF_1                      0.83       17902      SURF_1                      0.92       17912      SURF_1                      1          17944      SURF_1                      1.08       17976      SURF_1                      1.17       18008      SURF_1                      1.25       18040      SURF_1                      1.33       18072      SURF_1                      1.42       18104      SURF_1                      1.5        18136      SURF_1                      1.58       18168      SURF_1                      1.67       18217      SURF_1                      1.75       18267      SURF_1                      1.83       18316      SURF_1                      1.92       18365      SURF_1                      2          18414      SURF_1                      2.08       18464      SURF_1                      2.17       18513      SURF_1                      2.25       18562      SURF_1                      2.33       18744      SURF_1                      2.42       18926      SURF_1                      2.5        19107      SURF_1                      2.58       19289      SURF_1                      2.67       19471      SURF_1                      2.75       19653      SURF_1                      2.83       19834      SURF_1                      2.92       20016      SURF_1                      3          20139      SURF_1                      3.08       20263      SURF_1                      3.17       20386      SURF_1                      3.25       20510      SURF_1                      3.33       20633      SURF_1                      3.42       20757      SURF_1                      3.5        20880      SURF_1                      3.58       21004      SURF_1                      3.67       21127      SURF_1                      3.75       21251      SURF_1                      3.83       21374      SURF_1                      3.92       21498      SURF_1                      4          21621      SURF_1                      4.08       21745      SURF_1                      4.17       21868      SURF_1                      4.25       21992      SURF_1                      4.33       22115      SURF_1                      4.42       22239      SURF_1                      4.5        22362      SURF_1                      4.58       22486      SURF_1                      4.67       22609      SURF_1                      4.75       22733      SURF_1                      4.83       22856      SURF_1                      4.92       22980      SURF_1                      5          23103      [TIMESERIES] ;;Name           Date       Time       Value      ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        1/1/2000   00:00      0          FAKE_RAIN        1/2/2000   00:00      0          ; DMA_1_HYDRO      1/1/2000   0:30       0.15       DMA_1_HYDRO      1/1/2000   0:45       0.22       DMA_1_HYDRO      1/1/2000   1:00       0.22       DMA_1_HYDRO      1/1/2000   1:15       0.29       DMA_1_HYDRO      1/1/2000   1:30       0.22       DMA_1_HYDRO      1/1/2000   1:45       0.22       DMA_1_HYDRO      1/1/2000   2:00       0.22       DMA_1_HYDRO      1/1/2000   2:15       0.29       DMA_1_HYDRO      1/1/2000   2:30       0.29       DMA_1_HYDRO      1/1/2000   2:45       0.29       DMA_1_HYDRO      1/1/2000   3:00       0.37       DMA_1_HYDRO      1/1/2000   3:15       0.37       DMA_1_HYDRO      1/1/2000   3:30       0.37       DMA_1_HYDRO      1/1/2000   3:45       0.37       DMA_1_HYDRO      1/1/2000   4:00       0.37       DMA_1_HYDRO      1/1/2000   4:15       0.44       DMA_1_HYDRO      1/1/2000   4:30       0.44       DMA_1_HYDRO      1/1/2000   4:45       0.51       DMA_1_HYDRO      1/1/2000   5:00       0.51       DMA_1_HYDRO      1/1/2000   5:15       0.03       DMA_1_HYDRO      1/1/2000   5:30       0.44       DMA_1_HYDRO      1/1/2000   5:45       0.51       DMA_1_HYDRO      1/1/2000   6:00       0.06       DMA_1_HYDRO      1/1/2000   6:15       0.07       DMA_1_HYDRO      1/1/2000   6:30       0.17       DMA_1_HYDRO      1/1/2000   6:45       0.17       DMA_1_HYDRO      1/1/2000   7:00       0.27       DMA_1_HYDRO      1/1/2000   7:15       0.28       DMA_1_HYDRO      1/1/2000   7:30       0.29       DMA_1_HYDRO      1/1/2000   7:45       0.39       DMA_1_HYDRO      1/1/2000   8:00       0.49       DMA_1_HYDRO      1/1/2000   8:15       0.59       DMA_1_HYDRO      1/1/2000   8:30       0.78       DMA_1_HYDRO      1/1/2000   8:45       0.79       DMA_1_HYDRO      1/1/2000   9:00       0.89       DMA_1_HYDRO      1/1/2000   9:15       0.99       DMA_1_HYDRO      1/1/2000   9:30       1.18       DMA_1_HYDRO      1/1/2000   9:45       1.28       DMA_1_HYDRO      1/1/2000   10:00      1.38       DMA_1_HYDRO      1/1/2000   10:15      1.48       DMA_1_HYDRO      1/1/2000   10:30      0.84       DMA_1_HYDRO      1/1/2000   10:45      0.85       DMA_1_HYDRO      1/1/2000   11:00      1.32       DMA_1_HYDRO      1/1/2000   11:15      1.32       DMA_1_HYDRO      1/1/2000   11:30      1.24       DMA_1_HYDRO      1/1/2000   11:45      1.25       DMA_1_HYDRO      1/1/2000   12:00      1.07       DMA_1_HYDRO      1/1/2000   12:15      1.17       DMA_1_HYDRO      1/1/2000   12:30      1.82       DMA_1_HYDRO      1/1/2000   12:45      1.91       DMA_1_HYDRO      1/1/2000   13:00      2.10       DMA_1_HYDRO      1/1/2000   13:15      2.20       DMA_1_HYDRO      1/1/2000   13:30      2.66       DMA_1_HYDRO      1/1/2000   13:45      2.67       DMA_1_HYDRO      1/1/2000   14:00      1.67       DMA_1_HYDRO      1/1/2000   14:15      1.68       DMA_1_HYDRO      1/1/2000   14:30      2.05       DMA_1_HYDRO      1/1/2000   14:45      1.97       DMA_1_HYDRO      1/1/2000   15:00      1.97       DMA_1_HYDRO      1/1/2000   15:15      1.89       DMA_1_HYDRO      1/1/2000   15:30      1.80       DMA_1_HYDRO      1/1/2000   15:45      1.72       DMA_1_HYDRO      1/1/2000   16:00      1.36       DMA_1_HYDRO      1/1/2000   16:15      1.36       DMA_1_HYDRO      1/1/2000   16:30      0.00       DMA_1_HYDRO      1/1/2000   16:45      0.01       DMA_1_HYDRO      1/1/2000   17:00      0.22       DMA_1_HYDRO      1/1/2000   17:15      0.22       DMA_1_HYDRO      1/1/2000   17:30      0.11       DMA_1_HYDRO      1/1/2000   17:45      0.12       DMA_1_HYDRO      1/1/2000   18:00      0.12       DMA_1_HYDRO      1/1/2000   18:15      0.04       DMA_1_HYDRO      1/1/2000   18:30      0.04       DMA_1_HYDRO      1/1/2000   18:45      0.05       DMA_1_HYDRO      1/1/2000   19:00      0.22       DMA_1_HYDRO      1/1/2000   19:15      0.15       DMA_1_HYDRO      1/1/2000   19:30      0.22       DMA_1_HYDRO      1/1/2000   19:45      0.06       DMA_1_HYDRO      1/1/2000   20:00      0.22       DMA_1_HYDRO      1/1/2000   20:15      0.15       DMA_1_HYDRO      1/1/2000   20:30      0.22       DMA_1_HYDRO      1/1/2000   20:45      0.22       DMA_1_HYDRO      1/1/2000   21:00      0.22       DMA_1_HYDRO      1/1/2000   21:15      0.15       DMA_1_HYDRO      1/1/2000   21:30      0.22       DMA_1_HYDRO      1/1/2000   21:45      0.15       DMA_1_HYDRO      1/1/2000   22:00      0.01       DMA_1_HYDRO      1/1/2000   22:15      0.15       DMA_1_HYDRO      1/1/2000   22:30      0.01       DMA_1_HYDRO      1/1/2000   22:45      0.15       DMA_1_HYDRO      1/1/2000   23:00      0.15       DMA_1_HYDRO      1/1/2000   23:15      0.15       DMA_1_HYDRO      1/1/2000   23:30      0.15       DMA_1_HYDRO      1/1/2000   23:45      0.15       DMA_1_HYDRO      1/2/2000   0:00       0.15       ; DMA_2_HYDRO      1/1/2000   0:30       0.33       DMA_2_HYDRO      1/1/2000   0:45       0.49       DMA_2_HYDRO      1/1/2000   1:00       0.49       DMA_2_HYDRO      1/1/2000   1:15       0.65       DMA_2_HYDRO      1/1/2000   1:30       0.49       DMA_2_HYDRO      1/1/2000   1:45       0.49       DMA_2_HYDRO      1/1/2000   2:00       0.49       DMA_2_HYDRO      1/1/2000   2:15       0.65       DMA_2_HYDRO      1/1/2000   2:30       0.65       DMA_2_HYDRO      1/1/2000   2:45       0.65       DMA_2_HYDRO      1/1/2000   3:00       0.81       DMA_2_HYDRO      1/1/2000   3:15       0.81       DMA_2_HYDRO      1/1/2000   3:30       0.81       DMA_2_HYDRO      1/1/2000   3:45       0.81       DMA_2_HYDRO      1/1/2000   4:00       0.81       DMA_2_HYDRO      1/1/2000   4:15       0.98       DMA_2_HYDRO      1/1/2000   4:30       0.98       DMA_2_HYDRO      1/1/2000   4:45       1.14       DMA_2_HYDRO      1/1/2000   5:00       1.14       DMA_2_HYDRO      1/1/2000   5:15       1.30       DMA_2_HYDRO      1/1/2000   5:30       0.98       DMA_2_HYDRO      1/1/2000   5:45       1.14       DMA_2_HYDRO      1/1/2000   6:00       1.30       DMA_2_HYDRO      1/1/2000   6:15       1.30       DMA_2_HYDRO      1/1/2000   6:30       1.47       DMA_2_HYDRO      1/1/2000   6:45       1.47       DMA_2_HYDRO      1/1/2000   7:00       1.63       DMA_2_HYDRO      1/1/2000   7:15       1.63       DMA_2_HYDRO      1/1/2000   7:30       1.63       DMA_2_HYDRO      1/1/2000   7:45       1.79       DMA_2_HYDRO      1/1/2000   8:00       1.96       DMA_2_HYDRO      1/1/2000   8:15       2.12       DMA_2_HYDRO      1/1/2000   8:30       0.54       DMA_2_HYDRO      1/1/2000   8:45       0.59       DMA_2_HYDRO      1/1/2000   9:00       0.90       DMA_2_HYDRO      1/1/2000   9:15       1.21       DMA_2_HYDRO      1/1/2000   9:30       1.79       DMA_2_HYDRO      1/1/2000   9:45       2.10       DMA_2_HYDRO      1/1/2000   10:00      2.41       DMA_2_HYDRO      1/1/2000   10:15      2.72       DMA_2_HYDRO      1/1/2000   10:30      0.91       DMA_2_HYDRO      1/1/2000   10:45      0.96       DMA_2_HYDRO      1/1/2000   11:00      2.32       DMA_2_HYDRO      1/1/2000   11:15      2.37       DMA_2_HYDRO      1/1/2000   11:30      2.15       DMA_2_HYDRO      1/1/2000   11:45      2.19       DMA_2_HYDRO      1/1/2000   12:00      1.70       DMA_2_HYDRO      1/1/2000   12:15      2.01       DMA_2_HYDRO      1/1/2000   12:30      3.90       DMA_2_HYDRO      1/1/2000   12:45      4.21       DMA_2_HYDRO      1/1/2000   13:00      4.78       DMA_2_HYDRO      1/1/2000   13:15      5.08       DMA_2_HYDRO      1/1/2000   13:30      6.44       DMA_2_HYDRO      1/1/2000   13:45      6.48       DMA_2_HYDRO      1/1/2000   14:00      3.61       DMA_2_HYDRO      1/1/2000   14:15      3.65       DMA_2_HYDRO      1/1/2000   14:30      4.74       DMA_2_HYDRO      1/1/2000   14:45      4.51       DMA_2_HYDRO      1/1/2000   15:00      4.55       DMA_2_HYDRO      1/1/2000   15:15      4.32       DMA_2_HYDRO      1/1/2000   15:30      4.09       DMA_2_HYDRO      1/1/2000   15:45      3.86       DMA_2_HYDRO      1/1/2000   16:00      2.84       DMA_2_HYDRO      1/1/2000   16:15      2.87       DMA_2_HYDRO      1/1/2000   16:30      0.65       DMA_2_HYDRO      1/1/2000   16:45      0.65       DMA_2_HYDRO      1/1/2000   17:00      0.49       DMA_2_HYDRO      1/1/2000   17:15      0.49       DMA_2_HYDRO      1/1/2000   17:30      0.81       DMA_2_HYDRO      1/1/2000   17:45      0.81       DMA_2_HYDRO      1/1/2000   18:00      0.81       DMA_2_HYDRO      1/1/2000   18:15      0.65       DMA_2_HYDRO      1/1/2000   18:30      0.65       DMA_2_HYDRO      1/1/2000   18:45      0.65       DMA_2_HYDRO      1/1/2000   19:00      0.49       DMA_2_HYDRO      1/1/2000   19:15      0.33       DMA_2_HYDRO      1/1/2000   19:30      0.49       DMA_2_HYDRO      1/1/2000   19:45      0.65       DMA_2_HYDRO      1/1/2000   20:00      0.49       DMA_2_HYDRO      1/1/2000   20:15      0.33       DMA_2_HYDRO      1/1/2000   20:30      0.49       DMA_2_HYDRO      1/1/2000   20:45      0.49       DMA_2_HYDRO      1/1/2000   21:00      0.49       DMA_2_HYDRO      1/1/2000   21:15      0.33       DMA_2_HYDRO      1/1/2000   21:30      0.49       DMA_2_HYDRO      1/1/2000   21:45      0.33       DMA_2_HYDRO      1/1/2000   22:00      0.49       DMA_2_HYDRO      1/1/2000   22:15      0.33       DMA_2_HYDRO      1/1/2000   22:30      0.49       DMA_2_HYDRO      1/1/2000   22:45      0.33       DMA_2_HYDRO      1/1/2000   23:00      0.33       DMA_2_HYDRO      1/1/2000   23:15      0.33       DMA_2_HYDRO      1/1/2000   23:30      0.33       DMA_2_HYDRO      1/1/2000   23:45      0.33       DMA_2_HYDRO      1/2/2000   0:00       0.33       [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 191.920 4920.830 1021.827 5718.627 Units      None [COORDINATES] ;;Node           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ POC‐1            760.149            4957.093           DMA_1_HYDRO      650.583            5638.181           DMA_2_HYDRO      883.320            5639.316           SURF_1           759.940            5158.889           [VERTICES] ;;Link           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [Polygons] ;;Subcatchment   X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ BMP_1            759.940            5369.356           [SYMBOLS] ;;Gage           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        791.360            5693.811             EPA STORM WATER MANAGEMENT MODEL ‐ VERSION 5.1 (Build 5.1.015)   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   PM 21382    Basin 1    Q10 ‐ Proposed (Mitigated)       WARNING 09: time series interval greater than recording interval for Rain Gage FAKE_RAIN      *********************************************************   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     RDII ................... NO     Snowmelt ............... NO     Groundwater ............ NO     Flow Routing ........... YES     Ponding Allowed ........ NO     Water Quality .......... NO   Infiltration Method ...... GREEN_AMPT   Flow Routing Method ...... KINWAVE   Starting Date ............ 01/01/2000 00:00:00   Ending Date .............. 01/02/2000 00:00:00   Antecedent Dry Days ...... 0.0   Report Time Step ......... 00:15:00   Wet Time Step ............ 00:15:00   Dry Time Step ............ 00:15:00   Routing Time Step ........ 60.00 sec         **************************        Volume         Depth   Runoff Quantity Continuity     acre‐feet        inches   **************************     ‐‐‐‐‐‐‐‐‐       ‐‐‐‐‐‐‐   Initial LID Storage ......         0.071         2.100   Total Precipitation ......         0.000         0.000   Outfall Runon ............         4.284       127.006   Evaporation Loss .........         0.001         0.035   Infiltration Loss ........         0.024         0.704   Surface Runoff ...........         2.374        70.365   LID Drainage .............         1.180        34.978   Final Storage ............         0.782        23.183   Continuity Error (%) .....        ‐0.122         **************************        Volume        Volume   Flow Routing Continuity        acre‐feet      10^6 gal   **************************     ‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐   Dry Weather Inflow .......         0.000         0.000   Wet Weather Inflow .......         3.545         1.155   Groundwater Inflow .......         0.000         0.000   RDII Inflow ..............         0.000         0.000   External Inflow ..........         4.294         1.399   External Outflow .........         6.589         2.147   Flooding Loss ............         0.000         0.000   Evaporation Loss .........         0.001         0.000   Exfiltration Loss ........         0.000         0.000   Initial Stored Volume ....         0.000         0.000   Final Stored Volume ......         1.247         0.406   Continuity Error (%) .....         0.020         ********************************   Highest Flow Instability Indexes   ********************************   All links are stable.         *************************   Routing Time Step Summary   *************************   Minimum Time Step           :    60.00 sec   Average Time Step           :    60.00 sec   Maximum Time Step           :    60.00 sec   Percent in Steady State     :     0.00   Average Iterations per Step :     1.00   Percent Not Converging      :     0.00         ***************************   Subcatchment Runoff Summary   ***************************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                             Total      Total      Total      Total     Imperv       Perv      Total       Total     Peak  Runoff                            Precip      Runon       Evap      Infil     Runoff     Runoff     Runoff      Runoff   Runoff   Coeff   Subcatchment                 in         in         in         in         in         in         in    10^6 gal      CFS   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   BMP_1                      0.00     127.01       0.04       0.70       0.00       0.00     105.34        1.16     9.11   0.829      ***********************   LID Performance Summary   ***********************   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                          Total      Evap     Infil   Surface    Drain    Initial     Final  Continuity                                         Inflow      Loss      Loss   Outflow   Outflow   Storage   Storage       Error   Subcatchment      LID Control             in        in        in        in        in        in        in           %   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   BMP_1             IMP_1               127.01      0.04      0.70     70.37     34.98      2.10     23.18       ‐0.13      ******************   Node Depth Summary   ******************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                  Average  Maximum  Maximum  Time of Max    Reported                                    Depth    Depth      HGL   Occurrence   Max Depth   Node                 Type         Feet     Feet     Feet  days hr:min        Feet   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐1                OUTFALL      0.00     0.00     0.00     0  00:00        0.00   DMA_1_HYDRO          OUTFALL      0.00     0.00     0.00     0  00:00        0.00   DMA_2_HYDRO          OUTFALL      0.00     0.00     0.00     0  00:00        0.00   SURF_1               STORAGE      1.46     3.32     3.32     0  15:30        3.32         *******************   Node Inflow Summary   *******************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                   Maximum  Maximum                  Lateral       Total        Flow                                   Lateral    Total  Time of Max      Inflow      Inflow     Balance                                    Inflow   Inflow   Occurrence      Volume      Volume       Error   Node                 Type           CFS      CFS  days hr:min    10^6 gal    10^6 gal     Percent   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐1                OUTFALL       0.75     6.37     0  15:30       0.382       0.748       0.000   DMA_1_HYDRO          OUTFALL       2.67     2.67     0  13:46       0.422       0.422       0.000   DMA_2_HYDRO          OUTFALL       6.48     6.48     0  13:46       0.977       0.977       0.000   SURF_1               STORAGE       8.36     8.36     0  14:01       0.773       0.773       0.067         *********************   Node Flooding Summary   *********************      No nodes were flooded.         **********************   Storage Volume Summary   **********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                          Average     Avg  Evap Exfil       Maximum     Max    Time of Max    Maximum                           Volume    Pcnt  Pcnt  Pcnt        Volume    Pcnt     Occurrence    Outflow   Storage Unit          1000 ft3    Full  Loss  Loss      1000 ft3    Full    days hr:min        CFS   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   SURF_1                  26.773      27     0     0        61.793      63       0  15:29       5.62         ***********************   Outfall Loading Summary   ***********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                          Flow       Avg       Max       Total                          Freq      Flow      Flow      Volume   Outfall Node           Pcnt       CFS       CFS    10^6 gal   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐1                 87.43      1.32      6.37       0.748   DMA_1_HYDRO           97.78      0.67      2.67       0.422   DMA_2_HYDRO           97.92      1.54      6.48       0.977   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   System                94.38      3.54     12.54       2.147         ********************   Link Flow Summary   ********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                  Maximum  Time of Max   Maximum    Max/    Max/                                   |Flow|   Occurrence   |Veloc|    Full    Full   Link                 Type          CFS  days hr:min    ft/sec    Flow   Depth   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   OUT_1                DUMMY        5.62     0  15:30         *************************   Conduit Surcharge Summary   *************************      No conduits were surcharged.      Analysis begun on:  Mon Mar 15 14:53:46 2021   Analysis ended on:  Mon Mar 15 14:53:46 2021   Total elapsed time: < 1 sec [TITLE] ;;Project Title/Notes PM 21382 Basin 1 Q100 ‐ Proposed (Mitigated) [OPTIONS] ;;Option             Value FLOW_UNITS           CFS INFILTRATION         GREEN_AMPT FLOW_ROUTING         KINWAVE LINK_OFFSETS         DEPTH MIN_SLOPE            0 ALLOW_PONDING        NO SKIP_STEADY_STATE    NO START_DATE           01/01/2000 START_TIME           00:00:00 REPORT_START_DATE    01/01/2000 REPORT_START_TIME    00:00:00 END_DATE             01/02/2000 END_TIME             00:00:00 SWEEP_START          01/01 SWEEP_END            12/31 DRY_DAYS             0 REPORT_STEP          00:15:00 WET_STEP             00:15:00 DRY_STEP             00:15:00 ROUTING_STEP         0:01:00  RULE_STEP            00:00:00 INERTIAL_DAMPING     PARTIAL NORMAL_FLOW_LIMITED  BOTH FORCE_MAIN_EQUATION  H‐W VARIABLE_STEP        0.75 LENGTHENING_STEP     0 MIN_SURFAREA         12.557 MAX_TRIALS           8 HEAD_TOLERANCE       0.005 SYS_FLOW_TOL         5 LAT_FLOW_TOL         5 MINIMUM_STEP         0.5 THREADS              1 [EVAPORATION] ;;Data Source    Parameters ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ MONTHLY          0.047  0.076  0.091  0.130  0.155  0.192  0.171  0.127  0.086  0.051  0.040  0.041  DRY_ONLY         NO [RAINGAGES] ;;Name           Format    Interval SCF      Source     ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        INTENSITY 1:00     1.0      TIMESERIES FAKE_RAIN        [SUBCATCHMENTS] ;;Name           Rain Gage        Outlet           Area     %Imperv  Width    %Slope   CurbLen  SnowPack         ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ BMP_1            FAKE_RAIN        SURF_1           .40475   0        10       0        0                         [SUBAREAS] ;;Subcatchment   N‐Imperv   N‐Perv     S‐Imperv   S‐Perv     PctZero    RouteTo    PctRouted  ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            0.012      .05        0.05       0.1        25         OUTLET     [INFILTRATION] ;;Subcatchment   Param1     Param2     Param3     Param4     Param5     ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            1.5        .3         .33        7          0          [LID_CONTROLS] ;;Name           Type/Layer Parameters ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ IMP_1            BC IMP_1            SURFACE    12.06      0          0          0          5          IMP_1            SOIL       21         0.4        0.2        0.1        5          5          1.5        IMP_1            STORAGE    12         0.67       0.032      0          IMP_1            DRAIN      0.2836     0.5        3          6          0          0                     [LID_USAGE] ;;Subcatchment   LID Process      Number  Area       Width      InitSat    FromImp    ToPerv     RptFile                  DrainTo          FromPerv   ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            IMP_1            1       17630.91   10         0          100        0          *                        POC‐1            0                [OUTFALLS] ;;Name           Elevation  Type       Stage Data       Gated    Route To         ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ POC‐1            0          FREE                        NO                        DMA_1_HYDRO      0          FREE                        NO       BMP_1            DMA_2_HYDRO      0          FREE                        NO       BMP_1            [STORAGE] ;;Name           Elev.    MaxDepth   InitDepth  Shape      Curve Name/Params            N/A      Fevap    Psi      Ksat     IMD      ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐          ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ SURF_1           0        5          0          TABULAR    SURF_1                       0        1        [OUTLETS] ;;Name           From Node        To Node          Offset     Type            QTable/Qcoeff    Qexpon     Gated    ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ OUT_1            SURF_1           POC‐1            0          TABULAR/DEPTH   OUT_1                       NO       [INFLOWS] ;;Node           Constituent      Time Series      Type     Mfactor  Sfactor  Baseline Pattern ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ DMA_1_HYDRO      FLOW             DMA_1_HYDRO      FLOW     1.0      1.0               DMA_2_HYDRO      FLOW             DMA_2_HYDRO      FLOW     1.0      1.0               [CURVES] ;;Name           Type       X‐Value    Y‐Value    ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ OUT_1            Rating     0.000      0.000      OUT_1                       0.083      0.005      OUT_1                       0.167      0.010      OUT_1                       0.250      0.013      OUT_1                       0.333      0.015      OUT_1                       0.417      0.018      OUT_1                       0.500      0.019      OUT_1                       0.583      0.021      OUT_1                       0.667      0.023      OUT_1                       0.750      0.024      OUT_1                       0.833      0.025      OUT_1                       0.917      0.027      OUT_1                       1.000      0.028      OUT_1                       1.083      0.029      OUT_1                       1.167      0.030      OUT_1                       1.250      0.031      OUT_1                       1.333      0.032      OUT_1                       1.417      0.033      OUT_1                       1.500      0.034      OUT_1                       1.583      0.035      OUT_1                       1.667      0.035      OUT_1                       1.750      0.036      OUT_1                       1.833      0.037      OUT_1                       1.917      0.038      OUT_1                       2.000      0.039      OUT_1                       2.083      0.040      OUT_1                       2.167      0.040      OUT_1                       2.250      0.041      OUT_1                       2.333      0.042      OUT_1                       2.417      0.043      OUT_1                       2.500      0.043      OUT_1                       2.583      0.044      OUT_1                       2.667      0.045      OUT_1                       2.750      0.045      OUT_1                       2.833      0.046      OUT_1                       2.917      0.047      OUT_1                       3.000      0.047      OUT_1                       3.083      0.835      OUT_1                       3.167      2.275      OUT_1                       3.250      4.140      OUT_1                       3.333      5.782      OUT_1                       3.417      6.833      OUT_1                       3.500      7.742      OUT_1                       3.583      8.540      OUT_1                       3.667      9.266      OUT_1                       3.750      9.934      OUT_1                       3.833      12.461     OUT_1                       3.917      16.518     OUT_1                       4.000      21.546     OUT_1                       4.083      29.816     OUT_1                       4.167      40.788     OUT_1                       4.250      53.678     OUT_1                       4.333      68.606     OUT_1                       4.417      85.310     OUT_1                       4.500      102.933    OUT_1                       4.583      123.078    OUT_1                       4.667      144.952    OUT_1                       4.750      169.245    OUT_1                       4.833      195.496    OUT_1                       4.917      220.565    OUT_1                       5.000      246.380    ; SURF_1           Storage    0          17798      SURF_1                      0.08       17808      SURF_1                      0.17       17819      SURF_1                      0.25       17829      SURF_1                      0.33       17839      SURF_1                      0.42       17850      SURF_1                      0.5        17860      SURF_1                      0.58       17871      SURF_1                      0.67       17881      SURF_1                      0.75       17891      SURF_1                      0.83       17902      SURF_1                      0.92       17912      SURF_1                      1          17944      SURF_1                      1.08       17976      SURF_1                      1.17       18008      SURF_1                      1.25       18040      SURF_1                      1.33       18072      SURF_1                      1.42       18104      SURF_1                      1.5        18136      SURF_1                      1.58       18168      SURF_1                      1.67       18217      SURF_1                      1.75       18267      SURF_1                      1.83       18316      SURF_1                      1.92       18365      SURF_1                      2          18414      SURF_1                      2.08       18464      SURF_1                      2.17       18513      SURF_1                      2.25       18562      SURF_1                      2.33       18744      SURF_1                      2.42       18926      SURF_1                      2.5        19107      SURF_1                      2.58       19289      SURF_1                      2.67       19471      SURF_1                      2.75       19653      SURF_1                      2.83       19834      SURF_1                      2.92       20016      SURF_1                      3          20139      SURF_1                      3.08       20263      SURF_1                      3.17       20386      SURF_1                      3.25       20510      SURF_1                      3.33       20633      SURF_1                      3.42       20757      SURF_1                      3.5        20880      SURF_1                      3.58       21004      SURF_1                      3.67       21127      SURF_1                      3.75       21251      SURF_1                      3.83       21374      SURF_1                      3.92       21498      SURF_1                      4          21621      SURF_1                      4.08       21745      SURF_1                      4.17       21868      SURF_1                      4.25       21992      SURF_1                      4.33       22115      SURF_1                      4.42       22239      SURF_1                      4.5        22362      SURF_1                      4.58       22486      SURF_1                      4.67       22609      SURF_1                      4.75       22733      SURF_1                      4.83       22856      SURF_1                      4.92       22980      SURF_1                      5          23103      [TIMESERIES] ;;Name           Date       Time       Value      ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        1/1/2000   00:00      0          FAKE_RAIN        1/2/2000   00:00      0          ; DMA_1_HYDRO      1/1/2000   0:30       0.23       DMA_1_HYDRO      1/1/2000   0:45       0.35       DMA_1_HYDRO      1/1/2000   1:00       0.35       DMA_1_HYDRO      1/1/2000   1:15       0.07       DMA_1_HYDRO      1/1/2000   1:30       0.35       DMA_1_HYDRO      1/1/2000   1:45       0.35       DMA_1_HYDRO      1/1/2000   2:00       0.35       DMA_1_HYDRO      1/1/2000   2:15       0.09       DMA_1_HYDRO      1/1/2000   2:30       0.10       DMA_1_HYDRO      1/1/2000   2:45       0.10       DMA_1_HYDRO      1/1/2000   3:00       0.26       DMA_1_HYDRO      1/1/2000   3:15       0.26       DMA_1_HYDRO      1/1/2000   3:30       0.27       DMA_1_HYDRO      1/1/2000   3:45       0.27       DMA_1_HYDRO      1/1/2000   4:00       0.28       DMA_1_HYDRO      1/1/2000   4:15       0.43       DMA_1_HYDRO      1/1/2000   4:30       0.43       DMA_1_HYDRO      1/1/2000   4:45       0.59       DMA_1_HYDRO      1/1/2000   5:00       0.59       DMA_1_HYDRO      1/1/2000   5:15       0.74       DMA_1_HYDRO      1/1/2000   5:30       0.46       DMA_1_HYDRO      1/1/2000   5:45       0.61       DMA_1_HYDRO      1/1/2000   6:00       0.76       DMA_1_HYDRO      1/1/2000   6:15       0.76       DMA_1_HYDRO      1/1/2000   6:30       0.91       DMA_1_HYDRO      1/1/2000   6:45       0.92       DMA_1_HYDRO      1/1/2000   7:00       1.07       DMA_1_HYDRO      1/1/2000   7:15       1.07       DMA_1_HYDRO      1/1/2000   7:30       1.08       DMA_1_HYDRO      1/1/2000   7:45       1.23       DMA_1_HYDRO      1/1/2000   8:00       1.38       DMA_1_HYDRO      1/1/2000   8:15       1.53       DMA_1_HYDRO      1/1/2000   8:30       1.83       DMA_1_HYDRO      1/1/2000   8:45       1.83       DMA_1_HYDRO      1/1/2000   9:00       1.98       DMA_1_HYDRO      1/1/2000   9:15       2.13       DMA_1_HYDRO      1/1/2000   9:30       2.43       DMA_1_HYDRO      1/1/2000   9:45       2.58       DMA_1_HYDRO      1/1/2000   10:00      2.73       DMA_1_HYDRO      1/1/2000   10:15      2.88       DMA_1_HYDRO      1/1/2000   10:30      1.86       DMA_1_HYDRO      1/1/2000   10:45      1.87       DMA_1_HYDRO      1/1/2000   11:00      2.60       DMA_1_HYDRO      1/1/2000   11:15      2.60       DMA_1_HYDRO      1/1/2000   11:30      2.46       DMA_1_HYDRO      1/1/2000   11:45      2.47       DMA_1_HYDRO      1/1/2000   12:00      2.18       DMA_1_HYDRO      1/1/2000   12:15      2.33       DMA_1_HYDRO      1/1/2000   12:30      3.35       DMA_1_HYDRO      1/1/2000   12:45      3.50       DMA_1_HYDRO      1/1/2000   13:00      3.79       DMA_1_HYDRO      1/1/2000   13:15      3.94       DMA_1_HYDRO      1/1/2000   13:30      4.67       DMA_1_HYDRO      1/1/2000   13:45      4.68       DMA_1_HYDRO      1/1/2000   14:00      3.08       DMA_1_HYDRO      1/1/2000   14:15      3.09       DMA_1_HYDRO      1/1/2000   14:30      3.67       DMA_1_HYDRO      1/1/2000   14:45      3.53       DMA_1_HYDRO      1/1/2000   15:00      3.54       DMA_1_HYDRO      1/1/2000   15:15      3.39       DMA_1_HYDRO      1/1/2000   15:30      3.25       DMA_1_HYDRO      1/1/2000   15:45      3.11       DMA_1_HYDRO      1/1/2000   16:00      2.53       DMA_1_HYDRO      1/1/2000   16:15      2.54       DMA_1_HYDRO      1/1/2000   16:30      0.36       DMA_1_HYDRO      1/1/2000   16:45      0.37       DMA_1_HYDRO      1/1/2000   17:00      0.22       DMA_1_HYDRO      1/1/2000   17:15      0.23       DMA_1_HYDRO      1/1/2000   17:30      0.52       DMA_1_HYDRO      1/1/2000   17:45      0.52       DMA_1_HYDRO      1/1/2000   18:00      0.53       DMA_1_HYDRO      1/1/2000   18:15      0.38       DMA_1_HYDRO      1/1/2000   18:30      0.39       DMA_1_HYDRO      1/1/2000   18:45      0.39       DMA_1_HYDRO      1/1/2000   19:00      0.25       DMA_1_HYDRO      1/1/2000   19:15      0.11       DMA_1_HYDRO      1/1/2000   19:30      0.25       DMA_1_HYDRO      1/1/2000   19:45      0.40       DMA_1_HYDRO      1/1/2000   20:00      0.26       DMA_1_HYDRO      1/1/2000   20:15      0.12       DMA_1_HYDRO      1/1/2000   20:30      0.26       DMA_1_HYDRO      1/1/2000   20:45      0.26       DMA_1_HYDRO      1/1/2000   21:00      0.27       DMA_1_HYDRO      1/1/2000   21:15      0.12       DMA_1_HYDRO      1/1/2000   21:30      0.27       DMA_1_HYDRO      1/1/2000   21:45      0.13       DMA_1_HYDRO      1/1/2000   22:00      0.27       DMA_1_HYDRO      1/1/2000   22:15      0.13       DMA_1_HYDRO      1/1/2000   22:30      0.28       DMA_1_HYDRO      1/1/2000   22:45      0.13       DMA_1_HYDRO      1/1/2000   23:00      0.14       DMA_1_HYDRO      1/1/2000   23:15      0.14       DMA_1_HYDRO      1/1/2000   23:30      0.14       DMA_1_HYDRO      1/1/2000   23:45      0.14       DMA_1_HYDRO      1/2/2000   0:00       0.14       ; DMA_2_HYDRO      1/1/2000   0:30       0.52       DMA_2_HYDRO      1/1/2000   0:45       0.78       DMA_2_HYDRO      1/1/2000   1:00       0.78       DMA_2_HYDRO      1/1/2000   1:15       1.04       DMA_2_HYDRO      1/1/2000   1:30       0.78       DMA_2_HYDRO      1/1/2000   1:45       0.78       DMA_2_HYDRO      1/1/2000   2:00       0.78       DMA_2_HYDRO      1/1/2000   2:15       1.04       DMA_2_HYDRO      1/1/2000   2:30       1.04       DMA_2_HYDRO      1/1/2000   2:45       1.04       DMA_2_HYDRO      1/1/2000   3:00       1.30       DMA_2_HYDRO      1/1/2000   3:15       1.30       DMA_2_HYDRO      1/1/2000   3:30       1.30       DMA_2_HYDRO      1/1/2000   3:45       1.30       DMA_2_HYDRO      1/1/2000   4:00       1.30       DMA_2_HYDRO      1/1/2000   4:15       1.56       DMA_2_HYDRO      1/1/2000   4:30       1.56       DMA_2_HYDRO      1/1/2000   4:45       0.43       DMA_2_HYDRO      1/1/2000   5:00       0.47       DMA_2_HYDRO      1/1/2000   5:15       0.92       DMA_2_HYDRO      1/1/2000   5:30       0.11       DMA_2_HYDRO      1/1/2000   5:45       0.56       DMA_2_HYDRO      1/1/2000   6:00       1.01       DMA_2_HYDRO      1/1/2000   6:15       1.04       DMA_2_HYDRO      1/1/2000   6:30       1.50       DMA_2_HYDRO      1/1/2000   6:45       1.53       DMA_2_HYDRO      1/1/2000   7:00       1.98       DMA_2_HYDRO      1/1/2000   7:15       2.01       DMA_2_HYDRO      1/1/2000   7:30       2.04       DMA_2_HYDRO      1/1/2000   7:45       2.49       DMA_2_HYDRO      1/1/2000   8:00       2.94       DMA_2_HYDRO      1/1/2000   8:15       3.39       DMA_2_HYDRO      1/1/2000   8:30       4.26       DMA_2_HYDRO      1/1/2000   8:45       4.29       DMA_2_HYDRO      1/1/2000   9:00       4.74       DMA_2_HYDRO      1/1/2000   9:15       5.19       DMA_2_HYDRO      1/1/2000   9:30       6.06       DMA_2_HYDRO      1/1/2000   9:45       6.51       DMA_2_HYDRO      1/1/2000   10:00      6.96       DMA_2_HYDRO      1/1/2000   10:15      7.41       DMA_2_HYDRO      1/1/2000   10:30      4.48       DMA_2_HYDRO      1/1/2000   10:45      4.51       DMA_2_HYDRO      1/1/2000   11:00      6.64       DMA_2_HYDRO      1/1/2000   11:15      6.67       DMA_2_HYDRO      1/1/2000   11:30      6.27       DMA_2_HYDRO      1/1/2000   11:45      6.30       DMA_2_HYDRO      1/1/2000   12:00      5.48       DMA_2_HYDRO      1/1/2000   12:15      5.93       DMA_2_HYDRO      1/1/2000   12:30      8.90       DMA_2_HYDRO      1/1/2000   12:45      9.35       DMA_2_HYDRO      1/1/2000   13:00      10.21      DMA_2_HYDRO      1/1/2000   13:15      10.66      DMA_2_HYDRO      1/1/2000   13:30      12.79      DMA_2_HYDRO      1/1/2000   13:45      12.81      DMA_2_HYDRO      1/1/2000   14:00      8.20       DMA_2_HYDRO      1/1/2000   14:15      8.22       DMA_2_HYDRO      1/1/2000   14:30      9.93       DMA_2_HYDRO      1/1/2000   14:45      9.53       DMA_2_HYDRO      1/1/2000   15:00      9.55       DMA_2_HYDRO      1/1/2000   15:15      9.15       DMA_2_HYDRO      1/1/2000   15:30      8.75       DMA_2_HYDRO      1/1/2000   15:45      8.35       DMA_2_HYDRO      1/1/2000   16:00      6.69       DMA_2_HYDRO      1/1/2000   16:15      6.71       DMA_2_HYDRO      1/1/2000   16:30      0.41       DMA_2_HYDRO      1/1/2000   16:45      0.43       DMA_2_HYDRO      1/1/2000   17:00      0.03       DMA_2_HYDRO      1/1/2000   17:15      0.05       DMA_2_HYDRO      1/1/2000   17:30      0.91       DMA_2_HYDRO      1/1/2000   17:45      0.92       DMA_2_HYDRO      1/1/2000   18:00      0.94       DMA_2_HYDRO      1/1/2000   18:15      0.54       DMA_2_HYDRO      1/1/2000   18:30      0.56       DMA_2_HYDRO      1/1/2000   18:45      0.57       DMA_2_HYDRO      1/1/2000   19:00      0.17       DMA_2_HYDRO      1/1/2000   19:15      0.52       DMA_2_HYDRO      1/1/2000   19:30      0.20       DMA_2_HYDRO      1/1/2000   19:45      0.63       DMA_2_HYDRO      1/1/2000   20:00      0.23       DMA_2_HYDRO      1/1/2000   20:15      0.52       DMA_2_HYDRO      1/1/2000   20:30      0.25       DMA_2_HYDRO      1/1/2000   20:45      0.27       DMA_2_HYDRO      1/1/2000   21:00      0.28       DMA_2_HYDRO      1/1/2000   21:15      0.52       DMA_2_HYDRO      1/1/2000   21:30      0.30       DMA_2_HYDRO      1/1/2000   21:45      0.52       DMA_2_HYDRO      1/1/2000   22:00      0.32       DMA_2_HYDRO      1/1/2000   22:15      0.52       DMA_2_HYDRO      1/1/2000   22:30      0.34       DMA_2_HYDRO      1/1/2000   22:45      0.52       DMA_2_HYDRO      1/1/2000   23:00      0.52       DMA_2_HYDRO      1/1/2000   23:15      0.52       DMA_2_HYDRO      1/1/2000   23:30      0.52       DMA_2_HYDRO      1/1/2000   23:45      0.52       DMA_2_HYDRO      1/2/2000   0:00       0.52       [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 191.920 4920.830 1021.827 5718.627 Units      None [COORDINATES] ;;Node           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ POC‐1            760.149            4957.093           DMA_1_HYDRO      650.583            5638.181           DMA_2_HYDRO      883.320            5639.316           SURF_1           759.940            5158.889           [VERTICES] ;;Link           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [Polygons] ;;Subcatchment   X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ BMP_1            759.940            5369.356           [SYMBOLS] ;;Gage           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        791.360            5693.811             EPA STORM WATER MANAGEMENT MODEL ‐ VERSION 5.1 (Build 5.1.015)   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   PM 21382    Basin 1    Q100 ‐ Proposed (Mitigated)       WARNING 09: time series interval greater than recording interval for Rain Gage FAKE_RAIN      *********************************************************   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     RDII ................... NO     Snowmelt ............... NO     Groundwater ............ NO     Flow Routing ........... YES     Ponding Allowed ........ NO     Water Quality .......... NO   Infiltration Method ...... GREEN_AMPT   Flow Routing Method ...... KINWAVE   Starting Date ............ 01/01/2000 00:00:00   Ending Date .............. 01/02/2000 00:00:00   Antecedent Dry Days ...... 0.0   Report Time Step ......... 00:15:00   Wet Time Step ............ 00:15:00   Dry Time Step ............ 00:15:00   Routing Time Step ........ 60.00 sec         **************************        Volume         Depth   Runoff Quantity Continuity     acre‐feet        inches   **************************     ‐‐‐‐‐‐‐‐‐       ‐‐‐‐‐‐‐   Initial LID Storage ......         0.071         2.100   Total Precipitation ......         0.000         0.000   Outfall Runon ............         8.545       253.351   Evaporation Loss .........         0.001         0.038   Infiltration Loss ........         0.024         0.712   Surface Runoff ...........         6.568       194.720   LID Drainage .............         1.226        36.363   Final Storage ............         0.798        23.663   Continuity Error (%) .....        ‐0.018         **************************        Volume        Volume   Flow Routing Continuity        acre‐feet      10^6 gal   **************************     ‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐   Dry Weather Inflow .......         0.000         0.000   Wet Weather Inflow .......         7.786         2.537   Groundwater Inflow .......         0.000         0.000   RDII Inflow ..............         0.000         0.000   External Inflow ..........         8.558         2.789   External Outflow .........        15.092         4.918   Flooding Loss ............         0.000         0.000   Evaporation Loss .........         0.001         0.000   Exfiltration Loss ........         0.000         0.000   Initial Stored Volume ....         0.000         0.000   Final Stored Volume ......         1.251         0.408   Continuity Error (%) .....        ‐0.001         ********************************   Highest Flow Instability Indexes   ********************************   All links are stable.         *************************   Routing Time Step Summary   *************************   Minimum Time Step           :    60.00 sec   Average Time Step           :    60.00 sec   Maximum Time Step           :    60.00 sec   Percent in Steady State     :     0.00   Average Iterations per Step :     1.00   Percent Not Converging      :     0.00         ***************************   Subcatchment Runoff Summary   ***************************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                             Total      Total      Total      Total     Imperv       Perv      Total       Total     Peak  Runoff                            Precip      Runon       Evap      Infil     Runoff     Runoff     Runoff      Runoff   Runoff   Coeff   Subcatchment                 in         in         in         in         in         in         in    10^6 gal      CFS   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   BMP_1                      0.00     253.35       0.04       0.71       0.00       0.00     231.08        2.54    17.46   0.912      ***********************   LID Performance Summary   ***********************   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                          Total      Evap     Infil   Surface    Drain    Initial     Final  Continuity                                         Inflow      Loss      Loss   Outflow   Outflow   Storage   Storage       Error   Subcatchment      LID Control             in        in        in        in        in        in        in           %   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   BMP_1             IMP_1               253.35      0.04      0.71    194.73     36.36      2.10     23.66       ‐0.02      ******************   Node Depth Summary   ******************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                  Average  Maximum  Maximum  Time of Max    Reported                                    Depth    Depth      HGL   Occurrence   Max Depth   Node                 Type         Feet     Feet     Feet  days hr:min        Feet   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐1                OUTFALL      0.00     0.00     0.00     0  00:00        0.00   DMA_1_HYDRO          OUTFALL      0.00     0.00     0.00     0  00:00        0.00   DMA_2_HYDRO          OUTFALL      0.00     0.00     0.00     0  00:00        0.00   SURF_1               STORAGE      1.97     3.91     3.91     0  14:05        3.90         *******************   Node Inflow Summary   *******************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                   Maximum  Maximum                  Lateral       Total        Flow                                   Lateral    Total  Time of Max      Inflow      Inflow     Balance                                    Inflow   Inflow   Occurrence      Volume      Volume       Error   Node                 Type           CFS      CFS  days hr:min    10^6 gal    10^6 gal     Percent   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐1                OUTFALL       0.75    16.94     0  14:05       0.397        2.13       0.000   DMA_1_HYDRO          OUTFALL       4.68     4.68     0  13:46       0.798       0.798       0.000   DMA_2_HYDRO          OUTFALL      12.81    12.81     0  13:46        1.99        1.99       0.000   SURF_1               STORAGE      16.71    16.71     0  14:01        2.14        2.14      ‐0.002         *********************   Node Flooding Summary   *********************      No nodes were flooded.         **********************   Storage Volume Summary   **********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                          Average     Avg  Evap Exfil       Maximum     Max    Time of Max    Maximum                           Volume    Pcnt  Pcnt  Pcnt        Volume    Pcnt     Occurrence    Outflow   Storage Unit          1000 ft3    Full  Loss  Loss      1000 ft3    Full    days hr:min        CFS   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   SURF_1                  36.503      37     0     0        74.126      75       0  14:04      16.19         ***********************   Outfall Loading Summary   ***********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                          Flow       Avg       Max       Total                          Freq      Flow      Flow      Volume   Outfall Node           Pcnt       CFS       CFS    10^6 gal   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐1                 89.51      3.68     16.94       2.129   DMA_1_HYDRO           97.92      1.26      4.68       0.798   DMA_2_HYDRO           97.92      3.15     12.81       1.990   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   System                95.12      8.09     32.57       4.917         ********************   Link Flow Summary   ********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                  Maximum  Time of Max   Maximum    Max/    Max/                                   |Flow|   Occurrence   |Veloc|    Full    Full   Link                 Type          CFS  days hr:min    ft/sec    Flow   Depth   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   OUT_1                DUMMY       16.19     0  14:05         *************************   Conduit Surcharge Summary   *************************      No conduits were surcharged.      Analysis begun on:  Mon Mar 15 14:56:05 2021   Analysis ended on:  Mon Mar 15 14:56:05 2021   Total elapsed time: < 1 sec [TITLE] ;;Project Title/Notes PM 21382 Basin 2 Q10 ‐ Proposed (Mitigated) [OPTIONS] ;;Option             Value FLOW_UNITS           CFS INFILTRATION         GREEN_AMPT FLOW_ROUTING         KINWAVE LINK_OFFSETS         DEPTH MIN_SLOPE            0 ALLOW_PONDING        NO SKIP_STEADY_STATE    NO START_DATE           01/01/2000 START_TIME           00:00:00 REPORT_START_DATE    01/01/2000 REPORT_START_TIME    00:00:00 END_DATE             01/05/2000 END_TIME             00:00:00 SWEEP_START          01/01 SWEEP_END            12/31 DRY_DAYS             0 REPORT_STEP          00:15:00 WET_STEP             00:15:00 DRY_STEP             00:15:00 ROUTING_STEP         0:01:00  RULE_STEP            00:00:00 INERTIAL_DAMPING     PARTIAL NORMAL_FLOW_LIMITED  BOTH FORCE_MAIN_EQUATION  H‐W VARIABLE_STEP        0.75 LENGTHENING_STEP     0 MIN_SURFAREA         12.557 MAX_TRIALS           8 HEAD_TOLERANCE       0.005 SYS_FLOW_TOL         5 LAT_FLOW_TOL         5 MINIMUM_STEP         0.5 THREADS              1 [EVAPORATION] ;;Data Source    Parameters ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ MONTHLY          0.047  0.076  0.091  0.130  0.155  0.192  0.171  0.127  0.086  0.051  0.040  0.041  DRY_ONLY         NO [RAINGAGES] ;;Name           Format    Interval SCF      Source     ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        INTENSITY 1:00     1.0      TIMESERIES FAKE_RAIN        [SUBCATCHMENTS] ;;Name           Rain Gage        Outlet           Area     %Imperv  Width    %Slope   CurbLen  SnowPack         ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ BMP_1            FAKE_RAIN        SURF_1           0.19867  0        10       0        0                         [SUBAREAS] ;;Subcatchment   N‐Imperv   N‐Perv     S‐Imperv   S‐Perv     PctZero    RouteTo    PctRouted  ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            0.012      0.05       0.05       0.1        25         OUTLET     [INFILTRATION] ;;Subcatchment   Param1     Param2     Param3     Param4     Param5     ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            1.5        .3         .33        7          0          [LID_CONTROLS] ;;Name           Type/Layer Parameters ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ IMP_1            BC IMP_1            SURFACE    12.69      0          0          0          5          IMP_1            SOIL       30         0.4        0.2        0.1        5          5          1.5        IMP_1            STORAGE    12         0.67       0          0          IMP_1            DRAIN      0.3463     0.5        3          6          0          0                     [LID_USAGE] ;;Subcatchment   LID Process      Number  Area       Width      InitSat    FromImp    ToPerv     RptFile                  DrainTo          FromPerv   ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            IMP_1            1       8654.07    10         0          100        0          *                        POC‐2            0                [OUTFALLS] ;;Name           Elevation  Type       Stage Data       Gated    Route To         ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ POC‐2            0          FREE                        NO                        DMA_1_HYDRO      0          FREE                        NO       BMP_1            [STORAGE] ;;Name           Elev.    MaxDepth   InitDepth  Shape      Curve Name/Params            N/A      Fevap    Psi      Ksat     IMD      ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐          ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ SURF_1           0        1.40       0          TABULAR    SURF_1                       0        1        [OUTLETS] ;;Name           From Node        To Node          Offset     Type            QTable/Qcoeff    Qexpon     Gated    ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ OUT_1            SURF_1           POC‐2            0          TABULAR/DEPTH   OUT_1                       NO       [INFLOWS] ;;Node           Constituent      Time Series      Type     Mfactor  Sfactor  Baseline Pattern ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ DMA_1_HYDRO      FLOW             DMA_1_HYDRO      FLOW     1.0      1.0               [CURVES] ;;Name           Type       X‐Value    Y‐Value    ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ OUT_1            Rating     0.000      0.000      OUT_1                       0.083      0.007      OUT_1                       0.167      0.012      OUT_1                       0.250      0.015      OUT_1                       0.333      0.018      OUT_1                       0.417      0.020      OUT_1                       0.500      0.022      OUT_1                       0.583      0.181      OUT_1                       0.667      0.471      OUT_1                       0.750      0.845      OUT_1                       0.833      1.175      OUT_1                       0.917      1.555      OUT_1                       1.000      4.052      OUT_1                       1.083      7.893      OUT_1                       1.167      12.689     OUT_1                       1.250      18.271     OUT_1                       1.333      24.544     OUT_1                       1.400      30.009     ; SURF_1           Storage    0.00       9648       SURF_1                      0.08       9731       SURF_1                      0.17       9814       SURF_1                      0.25       9897       SURF_1                      0.33       9980       SURF_1                      0.42       10062      SURF_1                      0.50       10145      SURF_1                      0.58       10228      SURF_1                      0.67       10311      SURF_1                      0.75       10394      SURF_1                      0.83       10477      SURF_1                      0.92       10559      SURF_1                      1.00       10642      SURF_1                      1.08       10725      SURF_1                      1.17       10808      SURF_1                      1.25       10891      SURF_1                      1.33       10974      SURF_1                      1.40       11057      [TIMESERIES] ;;Name           Date       Time       Value      ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        1/1/2000   00:00      0          FAKE_RAIN        1/2/2000   00:00      0          ; DMA_1_HYDRO      1/1/2000   0:30       0.22       DMA_1_HYDRO      1/1/2000   0:45       0.32       DMA_1_HYDRO      1/1/2000   1:00       0.32       DMA_1_HYDRO      1/1/2000   1:15       0.43       DMA_1_HYDRO      1/1/2000   1:30       0.32       DMA_1_HYDRO      1/1/2000   1:45       0.32       DMA_1_HYDRO      1/1/2000   2:00       0.32       DMA_1_HYDRO      1/1/2000   2:15       0.43       DMA_1_HYDRO      1/1/2000   2:30       0.43       DMA_1_HYDRO      1/1/2000   2:45       0.43       DMA_1_HYDRO      1/1/2000   3:00       0.54       DMA_1_HYDRO      1/1/2000   3:15       0.54       DMA_1_HYDRO      1/1/2000   3:30       0.54       DMA_1_HYDRO      1/1/2000   3:45       0.54       DMA_1_HYDRO      1/1/2000   4:00       0.54       DMA_1_HYDRO      1/1/2000   4:15       0.65       DMA_1_HYDRO      1/1/2000   4:30       0.65       DMA_1_HYDRO      1/1/2000   4:45       0.75       DMA_1_HYDRO      1/1/2000   5:00       0.75       DMA_1_HYDRO      1/1/2000   5:15       0.86       DMA_1_HYDRO      1/1/2000   5:30       0.65       DMA_1_HYDRO      1/1/2000   5:45       0.75       DMA_1_HYDRO      1/1/2000   6:00       0.86       DMA_1_HYDRO      1/1/2000   6:15       0.86       DMA_1_HYDRO      1/1/2000   6:30       0.97       DMA_1_HYDRO      1/1/2000   6:45       0.97       DMA_1_HYDRO      1/1/2000   7:00       1.08       DMA_1_HYDRO      1/1/2000   7:15       1.08       DMA_1_HYDRO      1/1/2000   7:30       1.08       DMA_1_HYDRO      1/1/2000   7:45       1.18       DMA_1_HYDRO      1/1/2000   8:00       1.29       DMA_1_HYDRO      1/1/2000   8:15       1.40       DMA_1_HYDRO      1/1/2000   8:30       0.15       DMA_1_HYDRO      1/1/2000   8:45       0.19       DMA_1_HYDRO      1/1/2000   9:00       0.41       DMA_1_HYDRO      1/1/2000   9:15       0.63       DMA_1_HYDRO      1/1/2000   9:30       1.04       DMA_1_HYDRO      1/1/2000   9:45       1.26       DMA_1_HYDRO      1/1/2000   10:00      1.48       DMA_1_HYDRO      1/1/2000   10:15      1.70       DMA_1_HYDRO      1/1/2000   10:30      0.43       DMA_1_HYDRO      1/1/2000   10:45      0.47       DMA_1_HYDRO      1/1/2000   11:00      1.43       DMA_1_HYDRO      1/1/2000   11:15      1.46       DMA_1_HYDRO      1/1/2000   11:30      1.31       DMA_1_HYDRO      1/1/2000   11:45      1.34       DMA_1_HYDRO      1/1/2000   12:00      1.00       DMA_1_HYDRO      1/1/2000   12:15      1.22       DMA_1_HYDRO      1/1/2000   12:30      2.55       DMA_1_HYDRO      1/1/2000   12:45      2.77       DMA_1_HYDRO      1/1/2000   13:00      3.17       DMA_1_HYDRO      1/1/2000   13:15      3.39       DMA_1_HYDRO      1/1/2000   13:30      4.35       DMA_1_HYDRO      1/1/2000   13:45      4.38       DMA_1_HYDRO      1/1/2000   14:00      2.36       DMA_1_HYDRO      1/1/2000   14:15      2.39       DMA_1_HYDRO      1/1/2000   14:30      3.16       DMA_1_HYDRO      1/1/2000   14:45      3.01       DMA_1_HYDRO      1/1/2000   15:00      3.03       DMA_1_HYDRO      1/1/2000   15:15      2.88       DMA_1_HYDRO      1/1/2000   15:30      2.72       DMA_1_HYDRO      1/1/2000   15:45      2.56       DMA_1_HYDRO      1/1/2000   16:00      1.84       DMA_1_HYDRO      1/1/2000   16:15      1.87       DMA_1_HYDRO      1/1/2000   16:30      0.43       DMA_1_HYDRO      1/1/2000   16:45      0.43       DMA_1_HYDRO      1/1/2000   17:00      0.32       DMA_1_HYDRO      1/1/2000   17:15      0.32       DMA_1_HYDRO      1/1/2000   17:30      0.54       DMA_1_HYDRO      1/1/2000   17:45      0.54       DMA_1_HYDRO      1/1/2000   18:00      0.54       DMA_1_HYDRO      1/1/2000   18:15      0.43       DMA_1_HYDRO      1/1/2000   18:30      0.43       DMA_1_HYDRO      1/1/2000   18:45      0.43       DMA_1_HYDRO      1/1/2000   19:00      0.32       DMA_1_HYDRO      1/1/2000   19:15      0.22       DMA_1_HYDRO      1/1/2000   19:30      0.32       DMA_1_HYDRO      1/1/2000   19:45      0.43       DMA_1_HYDRO      1/1/2000   20:00      0.32       DMA_1_HYDRO      1/1/2000   20:15      0.22       DMA_1_HYDRO      1/1/2000   20:30      0.32       DMA_1_HYDRO      1/1/2000   20:45      0.32       DMA_1_HYDRO      1/1/2000   21:00      0.32       DMA_1_HYDRO      1/1/2000   21:15      0.22       DMA_1_HYDRO      1/1/2000   21:30      0.32       DMA_1_HYDRO      1/1/2000   21:45      0.22       DMA_1_HYDRO      1/1/2000   22:00      0.32       DMA_1_HYDRO      1/1/2000   22:15      0.22       DMA_1_HYDRO      1/1/2000   22:30      0.32       DMA_1_HYDRO      1/1/2000   22:45      0.22       DMA_1_HYDRO      1/1/2000   23:00      0.22       DMA_1_HYDRO      1/1/2000   23:15      0.22       DMA_1_HYDRO      1/1/2000   23:30      0.22       DMA_1_HYDRO      1/1/2000   23:45      0.22       DMA_1_HYDRO      1/2/2000   0:00       0.22       [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 191.920 4920.830 1021.827 5718.627 Units      None [COORDINATES] ;;Node           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ POC‐2            760.149            4957.093           DMA_1_HYDRO      762.136            5561.739           SURF_1           759.940            5158.889           [VERTICES] ;;Link           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [Polygons] ;;Subcatchment   X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ BMP_1            759.940            5369.356           [SYMBOLS] ;;Gage           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        772.060            5693.811             EPA STORM WATER MANAGEMENT MODEL ‐ VERSION 5.1 (Build 5.1.015)   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   PM 21382    Basin 2    Q10 ‐ Proposed (Mitigated)       WARNING 09: time series interval greater than recording interval for Rain Gage FAKE_RAIN      *********************************************************   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     RDII ................... NO     Snowmelt ............... NO     Groundwater ............ NO     Flow Routing ........... YES     Ponding Allowed ........ NO     Water Quality .......... NO   Infiltration Method ...... GREEN_AMPT   Flow Routing Method ...... KINWAVE   Starting Date ............ 01/01/2000 00:00:00   Ending Date .............. 01/05/2000 00:00:00   Antecedent Dry Days ...... 0.0   Report Time Step ......... 00:15:00   Wet Time Step ............ 00:15:00   Dry Time Step ............ 00:15:00   Routing Time Step ........ 60.00 sec         **************************        Volume         Depth   Runoff Quantity Continuity     acre‐feet        inches   **************************     ‐‐‐‐‐‐‐‐‐       ‐‐‐‐‐‐‐   Initial LID Storage ......         0.050         3.000   Total Precipitation ......         0.000         0.000   Outfall Runon ............         1.941       117.230   Evaporation Loss .........         0.003         0.174   Infiltration Loss ........         0.000         0.000   Surface Runoff ...........         0.844        51.000   LID Drainage .............         1.026        61.976   Final Storage ............         0.117         7.077   Continuity Error (%) .....         0.003         **************************        Volume        Volume   Flow Routing Continuity        acre‐feet      10^6 gal   **************************     ‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐   Dry Weather Inflow .......         0.000         0.000   Wet Weather Inflow .......         1.870         0.609   Groundwater Inflow .......         0.000         0.000   RDII Inflow ..............         0.000         0.000   External Inflow ..........         1.941         0.632   External Outflow .........         3.788         1.234   Flooding Loss ............         0.000         0.000   Evaporation Loss .........         0.003         0.001   Exfiltration Loss ........         0.000         0.000   Initial Stored Volume ....         0.000         0.000   Final Stored Volume ......         0.019         0.006   Continuity Error (%) .....         0.027         ********************************   Highest Flow Instability Indexes   ********************************   All links are stable.         *************************   Routing Time Step Summary   *************************   Minimum Time Step           :    60.00 sec   Average Time Step           :    60.00 sec   Maximum Time Step           :    60.00 sec   Percent in Steady State     :     0.00   Average Iterations per Step :     1.00   Percent Not Converging      :     0.00         ***************************   Subcatchment Runoff Summary   ***************************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                             Total      Total      Total      Total     Imperv       Perv      Total       Total     Peak  Runoff                            Precip      Runon       Evap      Infil     Runoff     Runoff     Runoff      Runoff   Runoff   Coeff   Subcatchment                 in         in         in         in         in         in         in    10^6 gal      CFS   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   BMP_1                      0.00     117.23       0.17       0.00       0.00       0.00     112.98        0.61     4.36   0.964      ***********************   LID Performance Summary   ***********************   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                          Total      Evap     Infil   Surface    Drain    Initial     Final  Continuity                                         Inflow      Loss      Loss   Outflow   Outflow   Storage   Storage       Error   Subcatchment      LID Control             in        in        in        in        in        in        in           %   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   BMP_1             IMP_1               117.23      0.17      0.00     51.00     61.98      3.00      7.08       ‐0.00      ******************   Node Depth Summary   ******************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                  Average  Maximum  Maximum  Time of Max    Reported                                    Depth    Depth      HGL   Occurrence   Max Depth   Node                 Type         Feet     Feet     Feet  days hr:min        Feet   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐2                OUTFALL      0.00     0.00     0.00     0  00:00        0.00   DMA_1_HYDRO          OUTFALL      0.00     0.00     0.00     0  00:00        0.00   SURF_1               STORAGE      0.27     0.99     0.99     0  14:05        0.98         *******************   Node Inflow Summary   *******************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                   Maximum  Maximum                  Lateral       Total        Flow                                   Lateral    Total  Time of Max      Inflow      Inflow     Balance                                    Inflow   Inflow   Occurrence      Volume      Volume       Error   Node                 Type           CFS      CFS  days hr:min    10^6 gal    10^6 gal     Percent   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐2                OUTFALL       0.50     4.21     0  14:05       0.334       0.602       0.000   DMA_1_HYDRO          OUTFALL       4.38     4.38     0  13:46       0.632       0.632       0.000   SURF_1               STORAGE       3.86     3.86     0  14:01       0.275       0.275       0.122         *********************   Node Flooding Summary   *********************      No nodes were flooded.         **********************   Storage Volume Summary   **********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                          Average     Avg  Evap Exfil       Maximum     Max    Time of Max    Maximum                           Volume    Pcnt  Pcnt  Pcnt        Volume    Pcnt     Occurrence    Outflow   Storage Unit          1000 ft3    Full  Loss  Loss      1000 ft3    Full    days hr:min        CFS   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   SURF_1                   2.638      18     0     0        10.028      69       0  14:04       3.71         ***********************   Outfall Loading Summary   ***********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                          Flow       Avg       Max       Total                          Freq      Flow      Flow      Volume   Outfall Node           Pcnt       CFS       CFS    10^6 gal   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐2                 96.34      0.24      4.21       0.602   DMA_1_HYDRO           24.48      1.00      4.38       0.632   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   System                60.41      1.24      7.04       1.234         ********************   Link Flow Summary   ********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                  Maximum  Time of Max   Maximum    Max/    Max/                                   |Flow|   Occurrence   |Veloc|    Full    Full   Link                 Type          CFS  days hr:min    ft/sec    Flow   Depth   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   OUT_1                DUMMY        3.71     0  14:05         *************************   Conduit Surcharge Summary   *************************      No conduits were surcharged.      Analysis begun on:  Thu Jan 14 19:03:19 2021   Analysis ended on:  Thu Jan 14 19:03:19 2021   Total elapsed time: < 1 sec [TITLE] ;;Project Title/Notes PM 21382 Basin 1 Q100 ‐ Proposed (Mitigated) [OPTIONS] ;;Option             Value FLOW_UNITS           CFS INFILTRATION         GREEN_AMPT FLOW_ROUTING         KINWAVE LINK_OFFSETS         DEPTH MIN_SLOPE            0 ALLOW_PONDING        NO SKIP_STEADY_STATE    NO START_DATE           01/01/2000 START_TIME           00:00:00 REPORT_START_DATE    01/01/2000 REPORT_START_TIME    00:00:00 END_DATE             01/05/2000 END_TIME             00:00:00 SWEEP_START          01/01 SWEEP_END            12/31 DRY_DAYS             0 REPORT_STEP          00:15:00 WET_STEP             00:15:00 DRY_STEP             00:15:00 ROUTING_STEP         0:01:00  RULE_STEP            00:00:00 INERTIAL_DAMPING     PARTIAL NORMAL_FLOW_LIMITED  BOTH FORCE_MAIN_EQUATION  H‐W VARIABLE_STEP        0.75 LENGTHENING_STEP     0 MIN_SURFAREA         12.557 MAX_TRIALS           8 HEAD_TOLERANCE       0.005 SYS_FLOW_TOL         5 LAT_FLOW_TOL         5 MINIMUM_STEP         0.5 THREADS              1 [EVAPORATION] ;;Data Source    Parameters ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ MONTHLY          0.047  0.076  0.091  0.130  0.155  0.192  0.171  0.127  0.086  0.051  0.040  0.041  DRY_ONLY         NO [RAINGAGES] ;;Name           Format    Interval SCF      Source     ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        INTENSITY 1:00     1.0      TIMESERIES FAKE_RAIN        [SUBCATCHMENTS] ;;Name           Rain Gage        Outlet           Area     %Imperv  Width    %Slope   CurbLen  SnowPack         ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ BMP_1            FAKE_RAIN        SURF_1           0.19867  0        10       0        0                         [SUBAREAS] ;;Subcatchment   N‐Imperv   N‐Perv     S‐Imperv   S‐Perv     PctZero    RouteTo    PctRouted  ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            0.012      0.05       0.05       0.1        25         OUTLET     [INFILTRATION] ;;Subcatchment   Param1     Param2     Param3     Param4     Param5     ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            1.5        .3         .33        7          0          [LID_CONTROLS] ;;Name           Type/Layer Parameters ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ IMP_1            BC IMP_1            SURFACE    12.69      0          0          0          5          IMP_1            SOIL       30         0.4        0.2        0.1        5          5          1.5        IMP_1            STORAGE    12         0.67       0          0          IMP_1            DRAIN      0.3463     0.5        3          6          0          0                     [LID_USAGE] ;;Subcatchment   LID Process      Number  Area       Width      InitSat    FromImp    ToPerv     RptFile                  DrainTo          FromPerv   ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ BMP_1            IMP_1            1       8654.07    10         0          100        0          *                        POC‐2            0                [OUTFALLS] ;;Name           Elevation  Type       Stage Data       Gated    Route To         ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ POC‐2            0          FREE                        NO                        DMA_1_HYDRO      0          FREE                        NO       BMP_1            [STORAGE] ;;Name           Elev.    MaxDepth   InitDepth  Shape      Curve Name/Params            N/A      Fevap    Psi      Ksat     IMD      ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐          ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ SURF_1           0        1.40       0          TABULAR    SURF_1                       0        1        [OUTLETS] ;;Name           From Node        To Node          Offset     Type            QTable/Qcoeff    Qexpon     Gated    ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ OUT_1            SURF_1           POC‐2            0          TABULAR/DEPTH   OUT_1                       NO       [INFLOWS] ;;Node           Constituent      Time Series      Type     Mfactor  Sfactor  Baseline Pattern ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ DMA_1_HYDRO      FLOW             DMA_1_HYDRO      FLOW     1.0      1.0               [CURVES] ;;Name           Type       X‐Value    Y‐Value    ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ OUT_1            Rating     0.000      0.000      OUT_1                       0.083      0.007      OUT_1                       0.167      0.012      OUT_1                       0.250      0.015      OUT_1                       0.333      0.018      OUT_1                       0.417      0.020      OUT_1                       0.500      0.022      OUT_1                       0.583      0.181      OUT_1                       0.667      0.471      OUT_1                       0.750      0.845      OUT_1                       0.833      1.175      OUT_1                       0.917      1.555      OUT_1                       1.000      4.052      OUT_1                       1.083      7.893      OUT_1                       1.167      12.689     OUT_1                       1.250      18.271     OUT_1                       1.333      24.544     OUT_1                       1.400      30.009     ; SURF_1           Storage    0.00       9648       SURF_1                      0.08       9731       SURF_1                      0.17       9814       SURF_1                      0.25       9897       SURF_1                      0.33       9980       SURF_1                      0.42       10062      SURF_1                      0.50       10145      SURF_1                      0.58       10228      SURF_1                      0.67       10311      SURF_1                      0.75       10394      SURF_1                      0.83       10477      SURF_1                      0.92       10559      SURF_1                      1.00       10642      SURF_1                      1.08       10725      SURF_1                      1.17       10808      SURF_1                      1.25       10891      SURF_1                      1.33       10974      SURF_1                      1.40       11057      [TIMESERIES] ;;Name           Date       Time       Value      ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        1/1/2000   00:00      0          FAKE_RAIN        1/2/2000   00:00      0          ; DMA_1_HYDRO      1/1/2000   0:30       0.34       DMA_1_HYDRO      1/1/2000   0:45       0.51       DMA_1_HYDRO      1/1/2000   1:00       0.51       DMA_1_HYDRO      1/1/2000   1:15       0.69       DMA_1_HYDRO      1/1/2000   1:30       0.51       DMA_1_HYDRO      1/1/2000   1:45       0.51       DMA_1_HYDRO      1/1/2000   2:00       0.51       DMA_1_HYDRO      1/1/2000   2:15       0.69       DMA_1_HYDRO      1/1/2000   2:30       0.69       DMA_1_HYDRO      1/1/2000   2:45       0.69       DMA_1_HYDRO      1/1/2000   3:00       0.86       DMA_1_HYDRO      1/1/2000   3:15       0.86       DMA_1_HYDRO      1/1/2000   3:30       0.86       DMA_1_HYDRO      1/1/2000   3:45       0.86       DMA_1_HYDRO      1/1/2000   4:00       0.86       DMA_1_HYDRO      1/1/2000   4:15       1.03       DMA_1_HYDRO      1/1/2000   4:30       1.03       DMA_1_HYDRO      1/1/2000   4:45       0.13       DMA_1_HYDRO      1/1/2000   5:00       0.16       DMA_1_HYDRO      1/1/2000   5:15       0.48       DMA_1_HYDRO      1/1/2000   5:30       1.03       DMA_1_HYDRO      1/1/2000   5:45       0.23       DMA_1_HYDRO      1/1/2000   6:00       0.55       DMA_1_HYDRO      1/1/2000   6:15       0.58       DMA_1_HYDRO      1/1/2000   6:30       0.89       DMA_1_HYDRO      1/1/2000   6:45       0.92       DMA_1_HYDRO      1/1/2000   7:00       1.24       DMA_1_HYDRO      1/1/2000   7:15       1.26       DMA_1_HYDRO      1/1/2000   7:30       1.28       DMA_1_HYDRO      1/1/2000   7:45       1.60       DMA_1_HYDRO      1/1/2000   8:00       1.92       DMA_1_HYDRO      1/1/2000   8:15       2.24       DMA_1_HYDRO      1/1/2000   8:30       2.85       DMA_1_HYDRO      1/1/2000   8:45       2.87       DMA_1_HYDRO      1/1/2000   9:00       3.19       DMA_1_HYDRO      1/1/2000   9:15       3.51       DMA_1_HYDRO      1/1/2000   9:30       4.12       DMA_1_HYDRO      1/1/2000   9:45       4.43       DMA_1_HYDRO      1/1/2000   10:00      4.75       DMA_1_HYDRO      1/1/2000   10:15      5.07       DMA_1_HYDRO      1/1/2000   10:30      3.02       DMA_1_HYDRO      1/1/2000   10:45      3.04       DMA_1_HYDRO      1/1/2000   11:00      4.54       DMA_1_HYDRO      1/1/2000   11:15      4.56       DMA_1_HYDRO      1/1/2000   11:30      4.28       DMA_1_HYDRO      1/1/2000   11:45      4.30       DMA_1_HYDRO      1/1/2000   12:00      3.73       DMA_1_HYDRO      1/1/2000   12:15      4.05       DMA_1_HYDRO      1/1/2000   12:30      6.13       DMA_1_HYDRO      1/1/2000   12:45      6.45       DMA_1_HYDRO      1/1/2000   13:00      7.05       DMA_1_HYDRO      1/1/2000   13:15      7.37       DMA_1_HYDRO      1/1/2000   13:30      8.86       DMA_1_HYDRO      1/1/2000   13:45      8.88       DMA_1_HYDRO      1/1/2000   14:00      5.65       DMA_1_HYDRO      1/1/2000   14:15      5.67       DMA_1_HYDRO      1/1/2000   14:30      6.87       DMA_1_HYDRO      1/1/2000   14:45      6.59       DMA_1_HYDRO      1/1/2000   15:00      6.60       DMA_1_HYDRO      1/1/2000   15:15      6.33       DMA_1_HYDRO      1/1/2000   15:30      6.05       DMA_1_HYDRO      1/1/2000   15:45      5.77       DMA_1_HYDRO      1/1/2000   16:00      4.60       DMA_1_HYDRO      1/1/2000   16:15      4.62       DMA_1_HYDRO      1/1/2000   16:30      0.20       DMA_1_HYDRO      1/1/2000   16:45      0.22       DMA_1_HYDRO      1/1/2000   17:00      0.51       DMA_1_HYDRO      1/1/2000   17:15      0.51       DMA_1_HYDRO      1/1/2000   17:30      0.56       DMA_1_HYDRO      1/1/2000   17:45      0.57       DMA_1_HYDRO      1/1/2000   18:00      0.58       DMA_1_HYDRO      1/1/2000   18:15      0.30       DMA_1_HYDRO      1/1/2000   18:30      0.31       DMA_1_HYDRO      1/1/2000   18:45      0.33       DMA_1_HYDRO      1/1/2000   19:00      0.04       DMA_1_HYDRO      1/1/2000   19:15      0.34       DMA_1_HYDRO      1/1/2000   19:30      0.07       DMA_1_HYDRO      1/1/2000   19:45      0.37       DMA_1_HYDRO      1/1/2000   20:00      0.09       DMA_1_HYDRO      1/1/2000   20:15      0.34       DMA_1_HYDRO      1/1/2000   20:30      0.11       DMA_1_HYDRO      1/1/2000   20:45      0.12       DMA_1_HYDRO      1/1/2000   21:00      0.13       DMA_1_HYDRO      1/1/2000   21:15      0.34       DMA_1_HYDRO      1/1/2000   21:30      0.15       DMA_1_HYDRO      1/1/2000   21:45      0.34       DMA_1_HYDRO      1/1/2000   22:00      0.16       DMA_1_HYDRO      1/1/2000   22:15      0.34       DMA_1_HYDRO      1/1/2000   22:30      0.18       DMA_1_HYDRO      1/1/2000   22:45      0.34       DMA_1_HYDRO      1/1/2000   23:00      0.34       DMA_1_HYDRO      1/1/2000   23:15      0.34       DMA_1_HYDRO      1/1/2000   23:30      0.34       DMA_1_HYDRO      1/1/2000   23:45      0.34       DMA_1_HYDRO      1/2/2000   0:00       0.34       [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 191.920 4920.830 1021.827 5718.627 Units      None [COORDINATES] ;;Node           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ POC‐2            760.149            4957.093           DMA_1_HYDRO      762.136            5561.739           SURF_1           759.940            5158.889           [VERTICES] ;;Link           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [Polygons] ;;Subcatchment   X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ BMP_1            759.940            5369.356           [SYMBOLS] ;;Gage           X‐Coord            Y‐Coord            ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FAKE_RAIN        772.060            5693.811             EPA STORM WATER MANAGEMENT MODEL ‐ VERSION 5.1 (Build 5.1.015)   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   PM 21382    Basin 1    Q100 ‐ Proposed (Mitigated)       WARNING 09: time series interval greater than recording interval for Rain Gage FAKE_RAIN      *********************************************************   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     RDII ................... NO     Snowmelt ............... NO     Groundwater ............ NO     Flow Routing ........... YES     Ponding Allowed ........ NO     Water Quality .......... NO   Infiltration Method ...... GREEN_AMPT   Flow Routing Method ...... KINWAVE   Starting Date ............ 01/01/2000 00:00:00   Ending Date .............. 01/05/2000 00:00:00   Antecedent Dry Days ...... 0.0   Report Time Step ......... 00:15:00   Wet Time Step ............ 00:15:00   Dry Time Step ............ 00:15:00   Routing Time Step ........ 60.00 sec         **************************        Volume         Depth   Runoff Quantity Continuity     acre‐feet        inches   **************************     ‐‐‐‐‐‐‐‐‐       ‐‐‐‐‐‐‐   Initial LID Storage ......         0.050         3.000   Total Precipitation ......         0.000         0.000   Outfall Runon ............         4.157       251.119   Evaporation Loss .........         0.003         0.174   Infiltration Loss ........         0.000         0.000   Surface Runoff ...........         3.036       183.365   LID Drainage .............         1.051        63.497   Final Storage ............         0.117         7.076   Continuity Error (%) .....         0.003         **************************        Volume        Volume   Flow Routing Continuity        acre‐feet      10^6 gal   **************************     ‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐   Dry Weather Inflow .......         0.000         0.000   Wet Weather Inflow .......         4.087         1.332   Groundwater Inflow .......         0.000         0.000   RDII Inflow ..............         0.000         0.000   External Inflow ..........         4.157         1.355   External Outflow .........         8.220         2.679   Flooding Loss ............         0.000         0.000   Evaporation Loss .........         0.003         0.001   Exfiltration Loss ........         0.000         0.000   Initial Stored Volume ....         0.000         0.000   Final Stored Volume ......         0.020         0.006   Continuity Error (%) .....         0.015         ********************************   Highest Flow Instability Indexes   ********************************   All links are stable.         *************************   Routing Time Step Summary   *************************   Minimum Time Step           :    60.00 sec   Average Time Step           :    60.00 sec   Maximum Time Step           :    60.00 sec   Percent in Steady State     :     0.00   Average Iterations per Step :     1.00   Percent Not Converging      :     0.00         ***************************   Subcatchment Runoff Summary   ***************************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                             Total      Total      Total      Total     Imperv       Perv      Total       Total     Peak  Runoff                            Precip      Runon       Evap      Infil     Runoff     Runoff     Runoff      Runoff   Runoff   Coeff   Subcatchment                 in         in         in         in         in         in         in    10^6 gal      CFS   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   BMP_1                      0.00     251.12       0.17       0.00       0.00       0.00     246.86        1.33     8.87   0.983      ***********************   LID Performance Summary   ***********************   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                          Total      Evap     Infil   Surface    Drain    Initial     Final  Continuity                                         Inflow      Loss      Loss   Outflow   Outflow   Storage   Storage       Error   Subcatchment      LID Control             in        in        in        in        in        in        in           %   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   BMP_1             IMP_1               251.12      0.17      0.00    183.37     63.50      3.00      7.08       ‐0.00      ******************   Node Depth Summary   ******************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                  Average  Maximum  Maximum  Time of Max    Reported                                    Depth    Depth      HGL   Occurrence   Max Depth   Node                 Type         Feet     Feet     Feet  days hr:min        Feet   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐2                OUTFALL      0.00     0.00     0.00     0  00:00        0.00   DMA_1_HYDRO          OUTFALL      0.00     0.00     0.00     0  00:00        0.00   SURF_1               STORAGE      0.31     1.09     1.09     0  14:03        1.09         *******************   Node Inflow Summary   *******************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                   Maximum  Maximum                  Lateral       Total        Flow                                   Lateral    Total  Time of Max      Inflow      Inflow     Balance                                    Inflow   Inflow   Occurrence      Volume      Volume       Error   Node                 Type           CFS      CFS  days hr:min    10^6 gal    10^6 gal     Percent   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐2                OUTFALL       0.50     8.78     0  14:03       0.343        1.32       0.000   DMA_1_HYDRO          OUTFALL       8.88     8.88     0  13:46        1.35        1.35       0.000   SURF_1               STORAGE       8.37     8.37     0  14:01       0.989       0.989       0.040         *********************   Node Flooding Summary   *********************      No nodes were flooded.         **********************   Storage Volume Summary   **********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                          Average     Avg  Evap Exfil       Maximum     Max    Time of Max    Maximum                           Volume    Pcnt  Pcnt  Pcnt        Volume    Pcnt     Occurrence    Outflow   Storage Unit          1000 ft3    Full  Loss  Loss      1000 ft3    Full    days hr:min        CFS   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   SURF_1                   3.056      21     0     0        11.109      77       0  14:02       8.28         ***********************   Outfall Loading Summary   ***********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                          Flow       Avg       Max       Total                          Freq      Flow      Flow      Volume   Outfall Node           Pcnt       CFS       CFS    10^6 gal   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   POC‐2                 97.12      0.53      8.78       1.324   DMA_1_HYDRO           24.48      2.14      8.88       1.355   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   System                60.80      2.67     16.75       2.679         ********************   Link Flow Summary   ********************      ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐                                  Maximum  Time of Max   Maximum    Max/    Max/                                   |Flow|   Occurrence   |Veloc|    Full    Full   Link                 Type          CFS  days hr:min    ft/sec    Flow   Depth   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   OUT_1                DUMMY        8.28     0  14:03         *************************   Conduit Surcharge Summary   *************************      No conduits were surcharged.      Analysis begun on:  Thu Jan 14 19:03:38 2021   Analysis ended on:  Thu Jan 14 19:03:38 2021   Total elapsed time: < 1 sec Appendix 7 Basin Storage and Discharge Curves BMP 1 Storage Curve Depth (ft)Area (ft2)Volume (ft3)Elevation (ft) 0.00 17632 0 28.25 0.08 17632 588 28.33 0.17 17632 1,175 28.42 0.25 17632 1,763 28.50 0.33 17632 2,351 28.58 0.42 17632 2,939 28.67 0.50 17632 3,526 28.75 0.58 17632 4,114 28.83 0.67 17632 4,702 28.92 0.75 17632 5,290 29.00 0.83 17632 5,877 29.08 0.92 17632 6,465 29.17 1.00 17632 7,053 29.25 1.08 17632 7,494 29.33 1.17 17632 7,934 29.42 1.25 17632 8,375 29.50 1.33 17632 8,816 29.58 1.42 17632 9,257 29.67 1.50 17632 9,698 29.75 1.58 17632 10,138 29.83 1.67 17632 10,579 29.92 1.75 17632 11,020 30.00 1.83 17632 11,461 30.08 1.92 17632 11,902 30.17 2.00 17632 12,342 30.25 2.08 17632 12,783 30.33 2.17 17632 13,224 30.42 2.25 17632 13,665 30.50 2.33 17632 14,106 30.58 2.42 17632 14,546 30.67 2.50 17632 14,987 30.75 2.58 17632 15,428 30.83 2.67 17632 15,869 30.92 2.75 17632 16,310 31.00 2.83 17648 17,780 31.08 2.92 17664 19,251 31.17 3.00 17680 20,724 31.25 3.08 17697 22,198 31.33 3.17 17713 23,673 31.42 3.25 17729 25,150 31.50 3.33 17745 26,628 31.58 3.42 17756 28,107 31.67 3.50 17766 29,587 31.75 BMP 1 Storage Curve Depth (ft)Area (ft2)Volume (ft3)Elevation (ft) 3.58 17777 31,068 31.83 3.67 17787 32,550 31.92 3.75 17798 34,033 32.00 3.83 17808 35,516 32.08 3.92 17819 37,001 32.17 4.00 17829 38,486 32.25 4.08 17839 39,972 32.33 4.17 17850 41,459 32.42 4.25 17860 42,947 32.50 4.33 17871 44,436 32.58 4.42 17881 45,925 32.67 4.50 17891 47,416 32.75 4.58 17902 48,907 32.83 4.67 17912 50,400 32.92 4.75 17944 51,894 33.00 4.83 17976 53,390 33.08 4.92 18008 54,890 33.17 5.00 18040 56,392 33.25 5.08 18072 57,896 33.33 5.17 18104 59,404 33.42 5.25 18136 60,914 33.50 5.33 18168 62,426 33.58 5.42 18217 63,942 33.67 5.50 18267 65,462 33.75 5.58 18316 66,987 33.83 5.67 18365 68,515 33.92 5.75 18414 70,048 34.00 5.83 18464 71,584 34.08 5.92 18513 73,125 34.17 6.00 18562 74,670 34.25 6.08 18744 76,224 34.33 6.17 18926 77,793 34.42 6.25 19107 79,378 34.50 6.33 19289 80,978 34.58 6.42 19471 82,593 34.67 6.50 19653 84,223 34.75 6.58 19834 85,868 34.83 6.67 20016 87,529 34.92 6.75 20139 89,202 35.00 6.83 20263 90,885 35.08 6.92 20386 92,579 35.17 7.00 20510 94,283 35.25 7.08 20633 95,997 35.33 BMP 1 Storage Curve Depth (ft)Area (ft2)Volume (ft3)Elevation (ft) 7.17 20757 97,722 35.42 7.25 20880 99,457 35.50 7.33 21004 101,202 35.58 7.42 21127 102,958 35.67 7.50 21251 104,723 35.75 7.58 21374 106,499 35.83 7.67 21498 108,286 35.92 7.75 21621 110,082 36.00 7.83 21745 111,889 36.08 7.92 21868 113,706 36.17 8.00 21992 115,534 36.25 8.08 22115 117,372 36.33 8.17 22239 119,220 36.42 8.25 22362 121,078 36.50 8.33 22486 122,947 36.58 8.42 22609 124,826 36.67 8.50 22733 126,715 36.75 8.58 22856 128,614 36.83 8.67 22980 130,524 36.92 8.75 23103 132,444 37.00 Effective Depth:12.06 in BMP 1 DISCHARGE RATING CURVE 8.540 Notes: Diameter:1.000 inches Quantity:4 Quantity:2 h taken as total depth above the invert of the lowest discharge opening. Quantity:1 Invert Elevation:3.00 ft Invert Elevation:3.75 ft Hw = height of slot/weir invert above basin bottom Invert Elevation:0.000 ft Width:2.50 ft Length:12.00 ft Type Vertical Height:3.00 in Hw:35.75 ft 0.250 ft Type Sharp Hw:35.00 ft Diameter:0.000 inches Quantity:Invert Elevation:4.00 ft Basin Footprint:sf Quantity:0 Invert Elevation:ft Length:36.00 ft Infiltration Rate in/hr Invert Elevation:0.000 ft Width:ft Breadth:9.00 ft Factor of Safety Height:in Hw:36.00 ft Design Infiltration Rate in/hr 0.000 ft Type Broad Hw:32.00 ft Invert Elevation:32.00 ft Orifice Discharge Coefficient Orifice Flow Weir Flow Q control (cfs)h/D Orifice Discharge Coefficient Orifice Flow Weir Flow Q control (cfs) Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Q control (cfs) Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Q control (cfs) Weir Discharge Coefficient Q (cfs) Weir Discharge Coefficient Q (cfs) 32.00 0.000 N/A N/A 0.000 0.000 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 32.08 0.083 N/A N/A 0.005 0.005 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.005 32.17 0.167 0.655 0.010 N/A 0.010 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.010 32.25 0.250 0.655 0.013 N/A 0.013 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.013 32.33 0.333 0.655 0.015 N/A 0.015 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.015 32.42 0.417 0.655 0.018 N/A 0.018 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.018 32.50 0.500 0.655 0.019 N/A 0.019 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.019 32.58 0.583 0.655 0.021 N/A 0.021 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.021 32.67 0.667 0.655 0.023 N/A 0.023 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.023 32.75 0.750 0.651 0.024 N/A 0.024 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.024 32.83 0.833 0.651 0.025 N/A 0.025 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.025 32.92 0.917 0.648 0.027 N/A 0.027 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.027 33.00 1.000 0.646 0.028 N/A 0.028 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.028 33.08 1.083 0.644 0.029 N/A 0.029 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.029 33.17 1.167 0.643 0.030 N/A 0.030 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.030 33.25 1.250 0.641 0.031 N/A 0.031 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.031 33.33 1.333 0.641 0.032 N/A 0.032 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.032 33.42 1.417 0.640 0.033 N/A 0.033 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.033 33.50 1.500 0.638 0.034 N/A 0.034 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.034 33.58 1.583 0.637 0.035 N/A 0.035 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.035 33.67 1.667 0.636 0.035 N/A 0.035 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.035 33.75 1.750 0.635 0.036 N/A 0.036 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.036 33.83 1.833 0.635 0.037 N/A 0.037 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.037 33.92 1.917 0.634 0.038 N/A 0.038 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.038 34.00 2.000 0.633 0.039 N/A 0.039 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.039 34.08 2.083 0.632 0.040 N/A 0.040 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.040 34.17 2.167 0.631 0.040 N/A 0.040 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.040 34.25 2.250 0.631 0.041 N/A 0.041 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.041 34.33 2.333 0.631 0.042 N/A 0.042 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.042 34.42 2.417 0.630 0.043 N/A 0.043 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.043 34.50 2.500 0.630 0.043 N/A 0.043 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.043 34.58 2.583 0.629 0.044 N/A 0.044 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.044 34.67 2.667 0.629 0.045 N/A 0.045 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.045 34.75 2.750 0.628 0.045 N/A 0.045 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.045 34.83 2.833 0.628 0.046 N/A 0.046 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.046 34.92 2.917 0.628 0.047 N/A 0.047 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.047 35.00 3.000 0.627 0.047 N/A 0.047 N/A N/A N/A N/A N/A N/A N/A 3.270 0.000 0.000 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.047 35.08 3.083 0.627 0.048 N/A 0.048 N/A N/A N/A N/A N/A N/A N/A 3.271 0.787 0.787 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.835 35.17 3.167 0.627 0.048 N/A 0.048 N/A N/A N/A N/A N/A N/A N/A 3.272 2.226 2.226 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.275 35.25 3.250 0.626 0.049 N/A 0.049 N/A N/A N/A N/A N/A N/A N/A 3.273 4.091 4.091 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 4.140 35.33 3.333 0.626 0.050 N/A 0.050 N/A N/A N/A N/A N/A 0.626 5.732 N/A N/A 5.732 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 5.782 35.42 3.417 0.626 0.050 N/A 0.050 N/A N/A N/A N/A N/A 0.626 6.783 N/A N/A 6.783 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 6.833 35.50 3.500 0.625 0.051 N/A 0.051 N/A N/A N/A N/A N/A 0.626 7.691 N/A N/A 7.691 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 7.742 35.58 3.583 0.625 0.051 N/A 0.051 N/A N/A N/A N/A N/A 0.625 8.489 N/A N/A 8.489 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 8.540 Elevation (ft) Lowest Orifice Lower Slot Lower Weir Upper Orifice Upper Slot Emergency Weir Absolute Invert Elevation of Lowest Discharge Opening h (ft) LOWEST ORIFICE UPPER ORIFICE LOWER SLOT LOWER WEIR EMERGENCY WEIR Q inf (cfs) Q TOTAL (cfs) Infiltration UPPER SLOT 0.000 1.000 2.000 3.000 4.000 5.000 6.000 -50.000 0.000 50.000 100.000 150.000 200.000 250.000 300.000 St a g e ( f t ) Discharge (cfs) Rating Curve BMP 1 DISCHARGE RATING CURVE 8.540 Notes: Diameter:1.000 inches Quantity:4 Quantity:2 h taken as total depth above the invert of the lowest discharge opening. Quantity:1 Invert Elevation:3.00 ft Invert Elevation:3.75 ft Hw = height of slot/weir invert above basin bottom Invert Elevation:0.000 ft Width:2.50 ft Length:12.00 ft Type Vertical Height:3.00 in Hw:35.75 ft 0.250 ft Type Sharp Hw:35.00 ft Diameter:0.000 inches Quantity:Invert Elevation:4.00 ft Basin Footprint:sf Quantity:0 Invert Elevation:ft Length:36.00 ft Infiltration Rate in/hr Invert Elevation:0.000 ft Width:ft Breadth:9.00 ft Factor of Safety Height:in Hw:36.00 ft Design Infiltration Rate in/hr 0.000 ft Type Broad Hw:32.00 ft Invert Elevation:32.00 ft Orifice Discharge Coefficient Orifice Flow Weir Flow Q control (cfs)h/D Orifice Discharge Coefficient Orifice Flow Weir Flow Q control (cfs) Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Q control (cfs) Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Q control (cfs) Weir Discharge Coefficient Q (cfs) Weir Discharge Coefficient Q (cfs) Elevation (ft) Lowest Orifice Lower Slot Lower Weir Upper Orifice Upper Slot Emergency Weir Absolute Invert Elevation of Lowest Discharge Opening h (ft) LOWEST ORIFICE UPPER ORIFICE LOWER SLOT LOWER WEIR EMERGENCY WEIR Q inf (cfs) Q TOTAL (cfs) Infiltration UPPER SLOT 0.000 1.000 2.000 3.000 4.000 5.000 6.000 -50.000 0.000 50.000 100.000 150.000 200.000 250.000 300.000 St a g e ( f t ) Discharge (cfs) Rating Curve 35.67 3.667 0.625 0.052 N/A 0.052 N/A N/A N/A N/A N/A 0.624 9.214 N/A N/A 9.214 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 9.266 35.75 3.750 0.624 0.053 N/A 0.053 N/A N/A N/A N/A N/A 0.623 9.881 N/A N/A 9.881 N/A N/A N/A N/A N/A 3.270 0.000 N/A N/A N/A 9.934 35.83 3.833 0.624 0.053 N/A 0.053 N/A N/A N/A N/A N/A 0.623 10.519 N/A N/A 10.519 N/A N/A N/A N/A N/A 3.271 1.888 N/A N/A N/A 12.461 35.92 3.917 0.624 0.054 N/A 0.054 N/A N/A N/A N/A N/A 0.623 11.121 N/A N/A 11.121 N/A N/A N/A N/A N/A 3.272 5.343 N/A N/A N/A 16.518 36.00 4.000 0.623 0.054 N/A 0.054 N/A N/A N/A N/A N/A 0.622 11.673 N/A N/A 11.673 N/A N/A N/A N/A N/A 3.273 9.818 2.800 0.000 N/A 21.546 36.08 4.083 0.623 0.055 N/A 0.055 N/A N/A N/A N/A N/A 0.622 12.216 N/A N/A 12.216 N/A N/A N/A N/A N/A 3.274 15.121 2.800 2.425 N/A 29.816 36.17 4.167 0.623 0.055 N/A 0.055 N/A N/A N/A N/A N/A 0.622 12.736 N/A N/A 12.736 N/A N/A N/A N/A N/A 3.275 21.138 2.800 6.859 N/A 40.788 36.25 4.250 0.623 0.056 N/A 0.056 N/A N/A N/A N/A N/A 0.622 13.227 N/A N/A 13.227 N/A N/A N/A N/A N/A 3.276 27.794 2.800 12.600 N/A 53.678 36.33 4.333 0.623 0.056 N/A 0.056 N/A N/A N/A N/A N/A 0.621 13.700 N/A N/A 13.700 N/A N/A N/A N/A N/A 3.277 35.035 2.860 19.815 N/A 68.606 36.42 4.417 0.622 0.057 N/A 0.057 N/A N/A N/A N/A N/A 0.621 14.164 N/A N/A 14.164 N/A N/A N/A N/A N/A 3.277 42.817 2.920 28.273 N/A 85.310 36.50 4.500 0.622 0.058 N/A 0.058 N/A N/A N/A N/A N/A 0.621 14.604 N/A N/A 14.604 N/A N/A N/A N/A N/A 3.278 51.105 2.920 37.166 N/A 102.933 36.58 4.583 0.622 0.058 N/A 0.058 N/A N/A N/A N/A N/A 0.620 15.031 N/A N/A 15.031 N/A N/A N/A N/A N/A 3.279 59.872 3.000 48.117 N/A 123.078 36.67 4.667 0.622 0.059 N/A 0.059 N/A N/A N/A N/A N/A 0.620 15.444 N/A N/A 15.444 N/A N/A N/A N/A N/A 3.280 69.093 3.080 60.355 N/A 144.952 36.75 4.750 0.622 0.059 N/A 0.059 N/A N/A N/A N/A N/A 0.620 15.847 N/A N/A 15.847 N/A N/A N/A N/A N/A 3.281 78.749 3.190 74.591 N/A 169.245 36.83 4.833 0.622 0.060 N/A 0.060 N/A N/A N/A N/A N/A 0.619 16.243 N/A N/A 16.243 N/A N/A N/A N/A N/A 3.282 88.820 3.300 90.374 N/A 195.496 36.92 4.917 0.621 0.060 N/A 0.060 N/A N/A N/A N/A N/A 0.619 16.634 N/A N/A 16.634 N/A N/A N/A N/A N/A 3.283 99.291 3.310 104.580 N/A 220.565 37.00 5.000 0.621 0.061 N/A 0.061 N/A N/A N/A N/A N/A 0.619 17.011 N/A N/A 17.011 N/A N/A N/A N/A N/A 3.284 110.148 3.310 119.160 N/A 246.380 BMP_1 ABMP 17632 sq-ft Cg 0.61 Dorif 3.875 in Aorif 0.08190 sq-ft CSWMM 0.2836 s-(in)^0.5/hr2 0.347196 cfs Hgravel 0.75 ft Hgravel 9 in Hsoil 1.75 ft Hsoil 21 in Hsurface 1.00 ft Hsurface 12.04 in Hdesign-SWMM 3.503 ft 42.03805 in Hdesign 3.342 ft 40.10055 in Qorif-classic 0.75037 cfs Qorif-SWMM 0.75037 cfs Qdiversion 0.75037 cfs Using Hdesign-SWMM BMP 2 Storage Curve Depth (ft)Area (ft2)Volume (ft3)Elevation (ft) 0.00 8654 0 64.10 0.08 8654 288 64.18 0.17 8654 577 64.27 0.25 8654 865 64.35 0.33 8654 1,154 64.43 0.42 8654 1,442 64.52 0.50 8654 1,731 64.60 0.58 8654 2,019 64.68 0.67 8654 2,308 64.77 0.75 8654 2,596 64.85 0.83 8654 2,885 64.93 0.92 8654 3,173 65.02 1.00 8654 3,462 65.10 1.08 8654 3,678 65.18 1.17 8654 3,894 65.27 1.25 8654 4,111 65.35 1.33 8654 4,327 65.43 1.42 8654 4,543 65.52 1.50 8654 4,760 65.60 1.58 8654 4,976 65.68 1.67 8654 5,192 65.77 1.75 8654 5,409 65.85 1.83 8654 5,625 65.93 1.92 8654 5,841 66.02 2.00 8654 6,058 66.10 2.08 8654 6,274 66.18 2.17 8654 6,490 66.27 2.25 8654 6,707 66.35 2.33 8654 6,923 66.43 2.42 8654 7,140 66.52 2.50 8654 7,356 66.60 2.58 8654 7,572 66.68 2.67 8654 7,789 66.77 2.75 8654 8,005 66.85 2.83 8654 8,221 66.93 2.92 8654 8,438 67.02 3.00 8654 8,654 67.10 3.08 8654 8,870 67.18 3.17 8654 9,087 67.27 3.25 8654 9,303 67.35 3.33 8654 9,519 67.43 3.42 8654 9,736 67.52 3.50 8654 9,952 67.60 BMP 2 Storage Curve Depth (ft)Area (ft2)Volume (ft3)Elevation (ft) 3.58 8737 10,677 67.68 3.67 8820 11,408 67.77 3.75 8903 12,147 67.85 3.83 8985 12,892 67.93 3.92 9068 13,644 68.02 4.00 9151 14,403 68.10 4.08 9234 15,169 68.18 4.17 9317 15,942 68.27 4.25 9400 16,722 68.35 4.33 9482 17,509 68.43 4.42 9565 18,303 68.52 4.50 9648 19,103 68.60 4.58 9731 19,911 68.68 4.67 9814 20,725 68.77 4.75 9897 21,546 68.85 4.83 9980 22,374 68.93 4.92 10062 23,210 69.02 5.00 10145 24,051 69.10 5.08 10228 24,900 69.18 5.17 10311 25,756 69.27 5.25 10394 26,619 69.35 5.33 10477 27,488 69.43 5.42 10559 28,365 69.52 5.50 10642 29,248 69.60 5.58 10725 30,139 69.68 5.67 10808 31,036 69.77 5.75 10891 31,940 69.85 5.83 10974 32,851 69.93 5.90 11057 33,585 70.00 Effective Depth:12.69 in BASIN 2 DISCHARGE RATING CURVE Notes: Diameter: 0.750 inches Quantity: 2 Quantity: 2 h  taken as total depth above the invert of the lowest discharge opening. Quantity: 2 Invert Elevation: 0.50 ft Invert Elevation: 0.90 ft Hw = height of slot/weir invert above basin bottom Invert Elevation: 0.000 ft Width: 1.00 ft Length: 12.00 ft Type Vertical Height:3.00 in Hw:69.50 ft  0.250 ft Type Sharp Hw:69.10 ft  Diameter: inches Quantity: Invert Elevation: ft Basin Footprint: sf Quantity: Invert Elevation: ft Length: ft Infiltration Rate in/hr Invert Elevation: ft Width: ft Breadth: ft Factor of Safety Height:in Hw:68.60 ft Design Infiltration Rate in/hr 0.000 ft Type Broad Hw:68.60 ft  Invert Elevation: 68.60 ft  Orifice  Discharge  Coefficient Orifice Flow Weir Flow Q control  (cfs)h/D Orifice  Discharge  Coefficient Orifice Flow Weir Flow Q control  (cfs) Orifice  Discharge  Coefficient Orifice Flow Weir  Discharge  Coefficient Weir Flow Q control  (cfs) Orifice  Discharge  Coefficient Orifice Flow Weir  Discharge  Coefficient Weir Flow Q control  (cfs) Weir  Discharge  Coefficient Q (cfs) Weir  Discharge  Coefficient Q (cfs) 68.60 0.000 N/A N/A 0.000 0.000 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 68.68 0.083 0.655 0.007 N/A 0.007 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.007 68.77 0.167 0.655 0.012 N/A 0.012 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.012 68.85 0.250 0.655 0.015 N/A 0.015 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.015 68.93 0.333 0.655 0.018 N/A 0.018 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.018 69.02 0.417 0.655 0.020 N/A 0.020 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.020 69.10 0.500 0.655 0.022 N/A 0.022 N/A N/A N/A N/A N/A N/A N/A 3.270 0.000 0.000 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.022 69.18 0.583 0.655 0.024 N/A 0.024 N/A N/A N/A N/A N/A N/A N/A 3.270 0.157 0.157 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.181 69.27 0.667 0.655 0.026 N/A 0.026 N/A N/A N/A N/A N/A N/A N/A 3.271 0.445 0.445 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.471 69.35 0.750 0.651 0.027 N/A 0.027 N/A N/A N/A N/A N/A N/A N/A 3.271 0.818 0.818 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.845 69.43 0.833 0.648 0.029 N/A 0.029 N/A N/A N/A N/A N/A 0.626 1.146 N/A N/A 1.146 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.175 69.52 0.917 0.648 0.030 N/A 0.030 N/A N/A N/A N/A N/A 0.626 1.357 N/A N/A 1.357 N/A N/A N/A N/A N/A 3.270 0.169 N/A N/A N/A 1.555 69.60 1.000 0.646 0.031 N/A 0.031 N/A N/A N/A N/A N/A 0.626 1.538 N/A N/A 1.538 N/A N/A N/A N/A N/A 3.271 2.482 N/A N/A N/A 4.052 69.68 1.083 0.644 0.033 N/A 0.033 N/A N/A N/A N/A N/A 0.625 1.698 N/A N/A 1.698 N/A N/A N/A N/A N/A 3.271 6.163 N/A N/A N/A 7.893 69.77 1.167 0.643 0.034 N/A 0.034 N/A N/A N/A N/A N/A 0.624 1.843 N/A N/A 1.843 N/A N/A N/A N/A N/A 3.272 10.812 N/A N/A N/A 12.689 69.85 1.250 0.641 0.035 N/A 0.035 N/A N/A N/A N/A N/A 0.623 1.976 N/A N/A 1.976 N/A N/A N/A N/A N/A 3.272 16.260 N/A N/A N/A 18.271 69.93 1.333 0.640 0.036 N/A 0.036 N/A N/A N/A N/A N/A 0.623 2.104 N/A N/A 2.104 N/A N/A N/A N/A N/A 3.272 22.404 N/A N/A N/A 24.544 70.00 1.400 0.640 0.037 N/A 0.037 N/A N/A N/A N/A N/A 0.623 2.201 N/A N/A 2.201 N/A N/A N/A N/A N/A 3.273 27.771 N/A N/A N/A 30.009 Elevation  (ft) Lowest Orifice Lower Slot Lower Weir Upper Orifice Upper Slot Emergency Weir Absolute Invert Elevation of Lowest Discharge Opening h (ft) LOWEST ORIFICE UPPER ORIFICE LOWER SLOT LOWER WEIR EMERGENCY WEIR Q inf (cfs) Q TOTAL (cfs) Infiltration UPPER SLOT 0.000 0.500 1.000 1.500 0.000 5.000 10.000 15.000 20.000 25.000 30.000 35.000 St a g e  (f t ) Discharge (cfs) Rating Curve BMP_2 ABMP 8654.0 sq-ft Cg 0.61 Dorif 3 in Aorif 0.04909 sq-ft CSWMM 0.3463 s-(in)^0.5/hr2 0.416201 cfs Hgravel 3 ft Hgravel 36 in Hsoil 1.5 ft Hsoil 30 in Hsurface 1 ft Hsurface 12 in Hdesign-SWMM 5.500 ft 66 in Hdesign 5.375 ft 64.5 in Qorif-classic 0.56354 cfs Qorif-SWMM 0.56354 cfs Qdiversion 0.56354 cfs Qorif-classic 0.55710 cfs Qorif-SWMM 0.55710 cfs Using Hdesign-SWMM Using Hdesign Appendix 8 Inlet Sizing Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Thursday, Jan 14 2021 Node 108.00 Curb Inlet Location = On grade Curb Length (ft) = 35.92 Throat Height (in) = 8.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.050 Local Depr (in) = 4.00 Gutter Width (ft) = 4.00 Gutter Slope (%) = 3.80 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 23.00 Highlighted Q Total (cfs) = 23.00 Q Capt (cfs) = 23.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 9.51 Efficiency (%) = 100 Gutter Spread (ft) = 9.18 Gutter Vel (ft/s) = 9.70 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Thursday, Jan 14 2021 Node 208.00 Curb Inlet Location = On grade Curb Length (ft) = 37.46 Throat Height (in) = 8.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.050 Local Depr (in) = 4.00 Gutter Width (ft) = 4.00 Gutter Slope (%) = 3.80 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 25.00 Highlighted Q Total (cfs) = 25.00 Q Capt (cfs) = 25.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 9.71 Efficiency (%) = 100 Gutter Spread (ft) = 9.52 Gutter Vel (ft/s) = 9.88 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Appendix 9 HGL Calculations [TITLE]  PM 21382  Network 7  Q100 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE           NAME **‐‐‐‐‐          ‐‐‐‐‐‐‐ Outlet           "Node17"         Reach            "1"              Reach            "2"              Reach            "3"              Junction         "Node14"         Reach            "4"              Junction         "Node12"         Reach            "5.1"            Reach            "5"              Junction         "Node48"         Reach            "6.1"            Junction         "Node46.1"       Reach            "6"              Junction         "Node46"         Reach            "7.1"            Join             "Node60.1"       Reach            "7"              Join             "Node60"         Reach            "8"              Junction         "Node49"         Reach            "9.1"            Junction         "Node68.1"       Reach            "9"              Join             "Node68"         Reach            "10.1"           Junction         "Node53.1"       Reach            "10"             Join             "Node53"         Reach            "11"             Junction         "Node55"         Reach            "12"             Join             "Node8"          Reach            "13"             Reach            "14"             Join             "Node56"         Reach            "15"             Reach            "16"             Reach            "17"             Junction         "Node2"          Reach            "18"             Headwork         "Node59"         **BRANCH DEFINITIONS "Node8_7I" Join             "Node8"          Reach            "32"             Reach            "33"             Headwork         "Node29"         "Node53_7H" Join             "Node53"         Reach            "27"             Reach            "28"             Reach            "29"             Reach            "30"             Reach            "31"             Headwork         "Node20"         "Node56_7B" Join             "Node56"         Reach            "34.1"           Reach            "34"             Junction         "Node37"         Reach            "35"             Headwork         "Node31"         "Node60_7G" Join             "Node60"         Reach            "19"             Junction         "Node35"         Reach            "20"             Reach            "21"             Headwork         "Node32"         "Node68_7A" Join             "Node68"         Reach            "22"             Junction         "Node63"         Reach            "23"             Reach            "24"             Reach            "25"             Headwork         "Node61"         "Node60.1_Branch1" Join             "Node60.1"       Reach            "Link42"         Headwork         "Node73"         [OUTLET] **NAME              STATION    INVERT     GROUND     CHANNEL     WATER SURFACE **                             ELEV       ELEV       ID          ELEV (opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ "Node17"            0          1035.31    1041.48    "60"        1041       [HEADWORK] **NAME              INVERT     GROUND     CHANNEL     FLOW       WATER SURFACE **                  ELEV       ELEV       ID                     ELEV (opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node20"            1118.21    0          "18"        5          0           "Node29"            1110.19    1117.2     "18"        2          0           "Node31"            1160       1165       "24"        106        0           "Node32"            1175.33    1178       "18"        3          0           "Node59"            1129.83    1142.51    "48"        154        0           "Node61"            1091.98    1098       "30"        33         0           "Node73"            1064.35    1070       "18"        9          0           [WALLENTRANCE] **NAME              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [WALLEXIT] **NAME              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [BRIDGEENTRANCE] **NAME              INVERT     GROUND     CHANNEL     REDUCTION  **                  ELEV       ELEV       ID          FACTOR(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [BRIDGEEXIT] **NAME              INVERT     GROUND     CHANNEL     REDUCTION  **                  ELEV       ELEV       ID          FACTOR(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [JOIN] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n NUMBER OF  CONFLUENCE **                  ELEV       ELEV       ID                                BRANCHES   ANGLE **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node8"             1106.6     1113.63    "54"        0          0.013      1           "Node8_7I"          1107.48               "18"                                         135         "Node53"            1102.47    1107.02    "54"        0          0.013      1           "Node53_7H"         1103.15               "18"                                         120         "Node56"            1110.06    1115.83    "48"        4.66       0.013      1           "Node56_7B"         1110.9                "30"                                         135         "Node60"            1064.82    1072.06    "54"        4.66       0.013      1           "Node60_7G"         1065.07               "30"                                         120         "Node68"            1084.82    1091.1     "54"        4.66       0.013      1           "Node68_7A"         1085.32               "30"                                         120         "Node60.1"          1060.71    1070       "66"        4.66       0.015      1           "Node60.1_Branch1"  1067.33               "18"                                         120         [JUNCTION] **Name              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n NUMBER OF  CONFLUENCE FLOW **                  ELEV       ELEV       ID                                LATERALS   ANGLE **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node2"             1128.48    1134.87    "48"        4.66       0.013      1           "Node2_7C"          1129.23               "30"                                         60         0           "Node12"            1036.38    1044.2     "54"        0          0          1           "Node12_Lateral1"   1035.84               "18"                                         0          0           "Node14"            1035.84    1047       "60"        4.66       0.013      1           "Node14_Lateral1"   1035.84               "18"                                         0          0           "Node35"            1068.7     1072.06    "18"        0          0          1           "Node35_Lateral1"   1068.7                "18"                                         90         0           "Node37"            1116.7     1140       "24"        0          0.013      1           "Node37_Lateral1"   1116.7                "18"                                         90         0           "Node46"            1059.87    1068.6     "66"        4.66       0.013      1           "Node46_Lateral1"   1059.78               "18"                                         0          0           "Node48"            1054.45    1062.36    "54"        4.33       0.013      1           "Node48_Lateral1"   1054.45               "18"                                         0          0           "Node49"            1068.75    1076.36    "54"        0          0.013      1           "Node49_Lateral1"   1068.75               "18"                                         0          0           "Node55"            1105.22    1111.88    "54"        0          0          1           "Node55_Lateral1"   1105.22               "18"                                         0          0           "Node63"            1089.19    1093       "30"        0          0.013      1           "Node63_Lateral1"   1089.19               "18"                                         0          0           "Node53.1"          1101.9     1107.02    "54"        0          0.013      1           "Node53.1_Lateral1" 1101.9                "18"                                         0          0           "Node46.1"          1058.9     1067.02    "66"        0          0.013      1           "Node46.1_Lateral1" 1058.9                "18"                                         0          0           "Node68.1"          1074.7     1082.87    "54"        0          0.013      1           "Node68.1_Lateral1" 1074.7                "18"                                         0          0           [TRANSITION] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n  **                  ELEV       ELEV       ID                                 **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  [REACH] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n CURVE      ANGLE      NUMBER **                  ELEV       ELEV       ID                                (opt)      POINT(opt) MANHOLES(opt) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "17"                1128.45    1134.87    "48"        214.31     0.013      0          0          0           "16"                1113.17    1120.05    "48"        37.37      0.013      45         0          0           "14"                1109.73    1115.83    "54"        30.39      0.013      0          0          0           "13"                1107.88    1113.63    "54"        17.96      0.013      22.5       0          0           "5"                 1054.31    1062.36    "54"        467.67     0.013      0          0          1           "4"                 1035.84    1044.2     "60"        70.635     0.013      ‐90        0          0           "3"                 1035.71    1047       "60"        168.98     0.013      0          0          0           "2"                 1035.36    1050.5     "60"        18.5       0.013      45         0          0           "1"                 1035.33    1044       "60"        7.75       0.013      0          0          0           "32"                1109.16    1116       "18"        43.8       0.013      0          0          0           "31"                1118.21    0          "18"        22         0.013      0          0          0           "30"                1117.06    0          "18"        34.47      0.013      45         0          0           "28"                1103.65    1109.53    "18"        11.77      0.013      ‐22.5      0          0           "27"                1103.38    1109.53    "18"        10.11      0.013      0          0          0           "33"                1110.19    1117.2     "18"        25.25      0.013      ‐45        0          0           "35"                1160       1165       "24"        95         0.013      0          0          0           "21"                1075.33    1178       "18"        154.13     0.013      0          0          0           "19"                1068.7     1072.06    "30"        23.67      0.013      0          ‐30        0           "34"                1116.7     1140       "30"        39.45      0.013      0          0          0           "29"                1115.29    0          "18"        225.53     0.013      0          0          0           "24"                1089.53    1094       "30"        23.56      0.013      ‐45        0          0           "22"                1089.19    1093       "30"        13.3       0.013      0          0          0           "7"                 1063.22    1072.06    "66"        239        0.013      0          0          1           "6"                 1059.78    1068.6     "66"        147.67     0.013      0          0          1           "9"                 1084.37    1091.1     "54"        118.86     0.013      0          0          0           "10"                1102.15    1107.02    "54"        3.52       0.013      0          0          0           "11"                1105.22    1111.88    "54"        38.52      0.013      0          0          0           "12"                1106.6     1113.63    "54"        19.41      0.013      22.5       0          0           "15"                1110.51    1116.84    "48"        6.2        0.013      0          0          0           "18"                1129.83    1142.51    "48"        250        0.013      0          0          0           "8"                 1068.75    1076.36    "54"        124.23     0.013      0          0          0           "25"                1091.98    1098       "30"        245.1      0.013      0          0          0           "20"                1072.25    1077       "18"        57.83      0.013      0          0          0           "23"                1089.3     1089.3     "30"        10.66      0.013      0          0          0           "34.1"              1116.31    1119.48    "30"        30.71      0.013      0          0          0           "5.1"               1036.38    1044.2     "54"        14.27      0.013      0          0          1           "10.1"              1101.9     1107.02    "54"        176.48     0.013      0          0          0           "6.1"               1058.9     1067.02    "54"        197.67     0.013      0          0          1           "9.1"               1074.7     1082.87    "54"        100        0.013      0          0          0           "7.1"               1060.66    1070       "66"        79.78      0.013      0          0          1           "Link42"            1064.35    1070       "18"        51.32      0.015      0          0          0           [DROP] **Name              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ [CHANNEL] **REGULAR TYPES 1‐4 7‐8 **ID          TYPE HEIGHT     WIDTH      LEFT       RIGHT      NUMBER     AVG PIER   INVERT     NUM OF **                                       SLOPE      SLOPE      PIERS      WIDTH      CROSS FALL BARRELS **‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ "60"          4    5                                                                            1         "18"          4    1.5                                                                          1         "24"          4    2                                                                            1         "48"          4    4                                                                            1         "30"          4    2.5                                                                          1         "54"          4    4.5                                                                          1         "66"          4    5.5                                                                          1         **IRREGULAR TYPES 5‐6 **ID       TYPE NUMBER     AVG PIER   PIER1      PIER2      PIER3      PIER4      PIER5      PIER6      PIER7      PIER8      PIER9      PIER10  **              PIERS      WIDTH      ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV    **‐‐‐‐‐‐   ‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ [POINT] **ID          XCOORD     YCOORD **‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ************************************* Water Surface Profile Gradient (WSPG) XP WSPG                               Engine Version 3.1         19/04/2012 Innovyze             www.innovyze.com *************************************   INPUT FILE  ************************************* X:\Projects2\156 (SDH & Associates)\32 (Mountain View)\03 Analysis\SIP\Drainage\Final 1\XP\156‐32 ‐ SIP SD v2_UPSIZE 2.wsx Computed  01/14/21  18:52:22   TITLE INFORMATION  *************************************  PM 21382   Network 7   Q100  WARNING SUMMARY  *************************************  WARNING 45: One of the elevations of junction's Node12 laterals is less than the U/S elevation.  WARNING 47: Junction Node12 has a different channel than its direct downstream element.  WARNING 48: Manning's n for pipe flow of element Node12 not in recommended range 0.010 ‐ 0.015.  WARNING 47: Junction Node35 has a different channel than its direct downstream element.  WARNING 48: Manning's n for pipe flow of element Node35 not in recommended range 0.010 ‐ 0.015.  WARNING 47: Junction Node37 has a different channel than its direct downstream element.  WARNING 45: One of the elevations of junction's Node46 laterals is less than the U/S elevation.  WARNING 48: Manning's n for pipe flow of element Node55 not in recommended range 0.010 ‐ 0.015.  WARNING 47: Junction Node46.1 has a different channel than its direct downstream element.  WARNING 17: One of the confluence angles of junction's Node8 lateral is set to 90 degree.  WARNING 17: One of the confluence angles of junction's Node53 lateral is set to 90 degree.  WARNING 17: One of the confluence angles of junction's Node56 lateral is set to 90 degree.  WARNING 47: Junction Node56 has a different channel than its direct downstream element.  WARNING 17: One of the confluence angles of junction's Node60 lateral is set to 90 degree.  WARNING 47: Junction Node60 has a different channel than its direct downstream element.  WARNING 17: One of the confluence angles of junction's Node68 lateral is set to 90 degree.  WARNING 17: One of the confluence angles of junction's Node60.1 lateral is set to 90 degree.  WARNING 25: Link type element 17 has different invert elevation than its upstream node.  WARNING 25: Link type element 14 has different invert elevation than its upstream node.  WARNING 25: Link type element 5 has different invert elevation than its upstream node.  WARNING 25: Link type element 4 has different invert elevation than its upstream node.  WARNING 25: Link type element 3 has different invert elevation than its upstream node.  WARNING 25: Link type element 21 has different invert elevation than its upstream node.  WARNING 61: Angle point for closed channel 19 outside proposed range of between 0 and 15 degrees.  WARNING 25: Link type element 7 has different invert elevation than its upstream node.  WARNING 25: Link type element 6 has different invert elevation than its upstream node.  WARNING 25: Link type element 9 has different invert elevation than its upstream node.  WARNING 25: Link type element 10 has different invert elevation than its upstream node.  WARNING 25: Link type element 7.1 has different invert elevation than its upstream node.  WARNING 15: Invert elevation of element Link42 is not larger than invert elevation of the direct downstream element.  WARNING 36: D/S processing stopped in junction Node2 because critical momentum is greater than maximum momentum.  WARNING 36: D/S processing stopped in junction Node56 because critical momentum is greater than maximum momentum.  WARNING 36: D/S processing stopped in junction Node46.1 because critical momentum is greater than maximum momentum.  WARNING 38: U/S processing stopped in junction Node60 because the downstream momentum is less than maximum momentum. RESULTS ************************************* ==============================================================    Main Line ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Node17"   Outlet     0.00       1035.31  1041.48  1041.000   5.690    312.00  1   15.89   3.92   1044.92    0.000   4.711    0.000   0.00000  0.000    Circular Pipe "1"        Reach      7.75       1035.33  1044.00  1041.111   5.781    312.00  1   15.89   3.92   1045.03    0.000   4.711    0.000   0.00258  5.000    Circular Pipe "2"        Reach      26.25      1035.36  1050.50  1041.931   6.571    312.00  1   15.89   3.92   1045.85    0.000   4.711    0.000   0.00162  5.000    Circular Pipe "3"        Reach      195.23     1035.71  1047.00  1044.356   8.646    312.00  1   15.89   3.92   1048.28    0.000   4.711    0.000   0.00207  5.000    Circular Pipe "Node14"   Junction   199.89     1035.84  1047.00  1044.423   8.583    312.00  1   15.89   3.92   1048.34    0.000   4.711    0.000   0.02790  0.000    Circular Pipe "4"        Reach      270.52     1035.84  1044.20  *1046.221  10.381  312.00  1   15.89   3.92   1050.14    0.000   4.711    0.000   0.00000  5.000    Circular Pipe "Node12"   Junction   270.52     1036.38  1044.20  1044.189   7.809    312.00  1   19.62   5.98   1050.16    0.000   4.402    0.000   0.00000  0.000    Circular Pipe "5.1"      Reach      284.79     1036.38  1044.20  *1044.847  8.467   312.00  1   19.62   5.98   1050.82    0.000   4.402    0.000   0.00000  4.500    Circular Pipe  HYDRAULIC JUMP  at  392.56  of length  0.24            "i.p."     392.56     1040.51  1048.38  1047.628   7.116    312.00  1   19.62   5.98   1053.60    0.000   4.402    0.000   0.03834  3.073    Circular Pipe            "i.p."     392.56     1040.51  1048.38  1043.706   3.194    312.00  1   25.84   10.37  1054.08    0.000   4.402    2.649   0.03834  3.073    Circular Pipe            "i.p."     477.79     1043.78  1051.69  1047.024   3.245    312.00  1   25.41   10.02  1057.05    0.000   4.402    2.567   0.03834  3.073    Circular Pipe            "i.p."     589.79     1048.07  1056.04  1051.470   3.397    312.00  1   24.23   9.11   1060.58    0.000   4.402    2.341   0.03834  3.073    Circular Pipe            "i.p."     656.07     1050.61  1058.62  1054.178   3.564    312.00  1   23.10   8.28   1062.46    0.000   4.402    2.117   0.03834  3.073    Circular Pipe            "i.p."     700.67     1052.32  1060.35  1056.076   3.751    312.00  1   22.02   7.53   1063.61    0.000   4.402    1.888   0.03834  3.073    Circular Pipe            "i.p."     731.97     1053.52  1061.56  1057.496   3.972    312.00  1   21.00   6.85   1064.34    0.000   4.402    1.634   0.03834  3.073    Circular Pipe "5"        Reach      752.46     1054.31  1062.36  1058.573   4.263    312.00  1   20.02   6.22   1064.80    0.000   4.402    1.267   0.03834  3.073    Circular Pipe "Node48"   Junction   756.79     1054.45  1062.36  1058.852   4.402    312.00  1   19.72   6.04   1064.89    0.000   4.402    0.000   0.03233  0.000    Circular Pipe "6.1"      Reach      954.46     1058.90  1067.02  1063.302   4.402    312.00  1   19.72   6.04   1069.34    0.000   4.402    1.001   0.02251  3.982    Circular Pipe "Node46.1" Junction   954.46     1058.90  1067.02  1066.665   7.765    312.00  1   13.13   2.68   1069.34    0.000   4.836    0.000   0.00000  0.000    Circular Pipe "6"        Reach      1102.13    1059.78  1068.60  1068.074   8.294    312.00  1   13.13   2.68   1070.75    0.000   4.836    0.000   0.00596  5.500    Circular Pipe "Node46"   Junction   1106.80    1059.87  1068.60  1068.114   8.244    312.00  1   13.13   2.68   1070.79    0.000   4.836    0.000   0.01931  0.000    Circular Pipe "7.1"      Reach      1186.58    1060.66  1070.00  1068.937   8.277    312.00  1   13.13   2.68   1071.61    0.000   4.836    0.000   0.00990  4.212    Circular Pipe "Node60.1" Join       1191.24    1060.71  1070.00  1069.293   8.583    303.00  1   12.75   2.53   1071.82    0.000   4.784    0.000   0.01073  0.000    Circular Pipe  HYDRAULIC JUMP  at 1295.62  of length  0.26            "i.p."     1295.62    1061.81  1070.90  1070.198   8.392    303.00  1   12.75   2.53   1072.72    0.000   4.784    0.000   0.01050  4.006    Circular Pipe            "i.p."     1295.62    1061.81  1070.90  1064.555   2.748    303.00  1   25.53   10.12  1074.67    0.000   4.784    3.062   0.01050  4.006    Circular Pipe            "i.p."     1331.25    1062.18  1071.21  1064.834   2.653    303.00  1   26.70   11.07  1075.91    0.000   4.784    3.275   0.01050  4.006    Circular Pipe            "i.p."     1366.32    1062.55  1071.51  1065.106   2.557    303.00  1   28.01   12.18  1077.29    0.000   4.784    3.515   0.01050  4.006    Circular Pipe            "i.p."     1399.23    1062.89  1071.79  1065.359   2.465    303.00  1   29.38   13.40  1078.76    0.000   4.784    3.770   0.01050  4.006    Circular Pipe "7"        Reach      1430.24    1063.22  1072.06  1065.597   2.377    303.00  1   30.81   14.74  1080.34    0.000   4.784    4.041   0.01050  4.006    Circular Pipe "Node60"   Join       1434.90    1064.82  1072.06  1067.589   2.769    300.00  1   29.22   13.26  1080.85    0.000   4.386    0.000   0.34335  0.000    Circular Pipe            "i.p."     1447.08    1065.21  1072.48  1067.955   2.750    300.00  1   29.46   13.48  1081.43    0.000   4.386    3.408   0.03163  3.210    Circular Pipe            "i.p."     1508.16    1067.14  1074.60  1069.780   2.642    300.00  1   30.90   14.83  1084.61    0.000   4.386    3.679   0.03163  3.210    Circular Pipe "8"        Reach      1559.13    1068.75  1076.36  1071.291   2.541    300.00  1   32.41   16.31  1087.60    0.000   4.386    3.965   0.03163  3.210    Circular Pipe "Node49"   Junction   1559.13    1068.75  1076.36  1071.291   2.541    300.00  1   32.40   16.31  1087.60    0.000   4.386    0.000   0.00000  0.000    Circular Pipe "9.1"      Reach      1659.13    1074.70  1082.87  1077.215   2.515    300.00  1   32.81   16.72  1093.93    0.000   4.386    4.043   0.05950  2.579    Circular Pipe "Node68.1" Junction   1659.13    1074.70  1082.87  1077.216   2.516    300.00  1   32.81   16.71  1093.93    0.000   4.386    0.000   0.00000  0.000    Circular Pipe            "i.p."     1668.77    1075.49  1083.54  1078.012   2.527    300.00  1   32.63   16.53  1094.54    0.000   4.386    4.008   0.08136  2.342    Circular Pipe            "i.p."     1733.77    1080.77  1088.04  1083.401   2.627    300.00  1   31.11   15.03  1098.43    0.000   4.386    3.719   0.08136  2.342    Circular Pipe "9"        Reach      1777.99    1084.37  1091.10  1087.104   2.734    300.00  1   29.66   13.66  1100.77    0.000   4.386    3.446   0.08136  2.342    Circular Pipe "Node68"   Join       1782.65    1084.82  1091.10  1087.064   2.244    267.00  1   33.69   17.62  1104.68    0.000   4.323    0.000   0.09657  0.000    Circular Pipe            "i.p."     1826.21    1089.04  1095.03  1091.343   2.306    267.00  1   32.54   16.44  1107.78    0.000   4.323    4.245   0.09678  2.079    Circular Pipe            "i.p."     1868.82    1093.16  1098.87  1095.556   2.396    267.00  1   31.02   14.94  1110.50    0.000   4.323    3.949   0.09678  2.079    Circular Pipe            "i.p."     1900.04    1096.18  1101.69  1098.671   2.489    267.00  1   29.58   13.59  1112.26    0.000   4.323    3.670   0.09678  2.079    Circular Pipe            "i.p."     1924.16    1098.52  1103.87  1101.104   2.588    267.00  1   28.20   12.35  1113.45    0.000   4.323    3.407   0.09678  2.079    Circular Pipe            "i.p."     1943.41    1100.38  1105.60  1103.072   2.692    267.00  1   26.89   11.23  1114.30    0.000   4.323    3.159   0.09678  2.079    Circular Pipe "10.1"     Reach      1959.13    1101.90  1107.02  1104.703   2.803    267.00  1   25.64   10.21  1114.91    0.000   4.323    2.924   0.09678  2.079    Circular Pipe "Node53.1" Junction   1959.13    1101.90  1107.02  1104.703   2.803    267.00  1   25.64   10.20  1114.91    0.000   4.323    0.000   0.00000  0.000    Circular Pipe "10"       Reach      1962.65    1102.15  1107.02  1104.969   2.819    267.00  1   25.46   10.07  1115.04    0.000   4.323    2.891   0.07102  2.275    Circular Pipe "Node53"   Join       1962.65    1102.47  1107.02  1105.230   2.760    262.00  1   25.61   10.19  1115.42    0.000   4.311    0.000   0.00000  0.000    Circular Pipe            "i.p."     1983.13    1103.93  1109.61  1106.798   2.865    262.00  1   24.52   9.33   1116.13    0.000   4.311    2.750   0.07139  2.246    Circular Pipe "11"       Reach      2001.17    1105.22  1111.88  1108.207   2.987    262.00  1   23.38   8.48   1116.69    0.000   4.311    2.537   0.07139  2.246    Circular Pipe "Node55"   Junction   2001.17    1105.22  1111.88  1108.207   2.987    262.00  1   23.37   8.48   1116.69    0.000   4.311    0.000   0.00000  0.000    Circular Pipe            "i.p."     2006.87    1105.63  1112.39  1108.659   3.033    262.00  1   22.97   8.20   1116.85    0.000   4.311    2.462   0.07110  2.249    Circular Pipe "12"       Reach      2020.58    1106.60  1113.63  1109.767   3.167    262.00  1   21.90   7.45   1117.22    0.000   4.311    2.263   0.07110  2.249    Circular Pipe "Node8"    Join       2020.58    1106.60  1113.63  1109.713   3.113    260.00  1   22.15   7.62   1117.33    0.000   4.305    0.000   0.00000  0.000    Circular Pipe            "i.p."     2028.11    1107.14  1113.63  1110.335   3.198    260.00  1   21.51   7.18   1117.52    0.000   4.305    2.203   0.07127  2.237    Circular Pipe "13"       Reach      2038.54    1107.88  1113.63  1111.225   3.345    260.00  1   20.51   6.53   1117.76    0.000   4.305    2.013   0.07127  2.237    Circular Pipe            "i.p."     2043.51    1108.18  1113.99  1111.596   3.414    260.00  1   20.09   6.26   1117.86    0.000   4.305    1.931   0.06088  2.345    Circular Pipe            "i.p."     2053.19    1108.77  1114.69  1112.354   3.582    260.00  1   19.15   5.70   1118.05    0.000   4.305    1.744   0.06088  2.345    Circular Pipe            "i.p."     2060.75    1109.23  1115.24  1113.006   3.773    260.00  1   18.26   5.18   1118.18    0.000   4.305    1.552   0.06088  2.345    Circular Pipe            "i.p."     2066.24    1109.57  1115.64  1113.565   3.998    260.00  1   17.41   4.71   1118.27    0.000   4.305    1.336   0.06088  2.345    Circular Pipe "14"       Reach      2068.93    1109.73  1115.83  1114.034   4.304    260.00  1   16.60   4.28   1118.31    0.000   4.305    1.001   0.06088  2.345    Circular Pipe "Node56"   Join       2073.59    1110.06  1115.83  *1119.440  9.380   154.00  1   12.25   2.33   1121.77    0.000   3.626    0.000   0.07082  0.000    Circular Pipe "15"       Reach      2079.78    1110.51  1116.84  *1119.511  9.001   154.00  1   12.25   2.33   1121.84    0.000   3.626    0.000   0.07258  1.754    Circular Pipe  HYDRAULIC JUMP  at 2100.17  of length  0.25            "i.p."     2100.17    1111.96  1118.59  *1119.925  7.964   154.00  1   12.25   2.33   1122.26    0.000   3.626    0.000   0.07118  1.764    Circular Pipe            "i.p."     2100.17    1111.96  1118.59  1113.816   1.855    154.00  1   26.99   11.31  1125.13    0.000   3.626    3.978   0.07118  1.764    Circular Pipe "16"       Reach      2117.15    1113.17  1120.05  1115.039   1.869    154.00  1   26.75   11.11  1126.15    0.000   3.626    3.924   0.07118  1.764    Circular Pipe            "i.p."     2141.03    1114.87  1121.70  1116.766   1.893    154.00  1   26.29   10.74  1127.50    0.000   3.626    3.827   0.07130  1.763    Circular Pipe            "i.p."     2188.30    1118.24  1124.97  1120.207   1.965    154.00  1   25.07   9.76   1129.97    0.000   3.626    3.565   0.07130  1.763    Circular Pipe            "i.p."     2220.31    1120.52  1127.18  1122.565   2.040    154.00  1   23.90   8.87   1131.44    0.000   3.626    3.319   0.07130  1.763    Circular Pipe            "i.p."     2243.91    1122.21  1128.82  1124.326   2.119    154.00  1   22.79   8.07   1132.39    0.000   3.626    3.087   0.07130  1.763    Circular Pipe            "i.p."     2262.17    1123.51  1130.08  1125.711   2.201    154.00  1   21.73   7.33   1133.04    0.000   3.626    2.870   0.07130  1.763    Circular Pipe            "i.p."     2276.73    1124.55  1131.08  1126.836   2.288    154.00  1   20.72   6.67   1133.50    0.000   3.626    2.665   0.07130  1.763    Circular Pipe            "i.p."     2288.55    1125.39  1131.90  1127.771   2.380    154.00  1   19.75   6.06   1133.83    0.000   3.626    2.471   0.07130  1.763    Circular Pipe            "i.p."     2298.27    1126.08  1132.57  1128.561   2.478    154.00  1   18.84   5.51   1134.07    0.000   3.626    2.288   0.07130  1.763    Circular Pipe            "i.p."     2306.30    1126.66  1133.13  1129.237   2.581    154.00  1   17.96   5.01   1134.24    0.000   3.626    2.114   0.07130  1.763    Circular Pipe            "i.p."     2312.94    1127.13  1133.59  1129.821   2.692    154.00  1   17.12   4.55   1134.37    0.000   3.626    1.949   0.07130  1.763    Circular Pipe            "i.p."     2318.40    1127.52  1133.97  1130.329   2.810    154.00  1   16.33   4.14   1134.47    0.000   3.626    1.792   0.07130  1.763    Circular Pipe            "i.p."     2322.84    1127.84  1134.27  1130.773   2.938    154.00  1   15.57   3.76   1134.54    0.000   3.626    1.639   0.07130  1.763    Circular Pipe            "i.p."     2326.36    1128.09  1134.52  1131.164   3.078    154.00  1   14.84   3.42   1134.58    0.000   3.626    1.490   0.07130  1.763    Circular Pipe            "i.p."     2329.01    1128.27  1134.70  1131.508   3.233    154.00  1   14.15   3.11   1134.62    0.000   3.626    1.342   0.07130  1.763    Circular Pipe            "i.p."     2330.76    1128.40  1134.82  1131.810   3.410    154.00  1   13.49   2.83   1134.64    0.000   3.626    1.185   0.07130  1.763    Circular Pipe "17"       Reach      2331.46    1128.45  1134.87  1132.075   3.625    154.00  1   12.86   2.57   1134.64    0.000   3.626    1.001   0.07130  1.763    Circular Pipe "Node2"    Junction   2336.12    1128.48  1134.87  1132.242   3.762    154.00  1   12.56   2.45   1134.69    0.000   3.626    0.000   0.00644  0.000    Circular Pipe            "i.p."     2359.98    1128.61  1135.60  1132.609   4.000    154.00  1   12.25   2.33   1134.94    0.000   3.626    0.000   0.00540  4.000    Circular Pipe "18"       Reach      2586.12    1129.83  1142.51  1135.208   5.378    154.00  1   12.25   2.33   1137.54    0.000   3.626    0.000   0.00540  4.000    Circular Pipe "Node59"   Headwrk    2586.12    1129.83  1142.51  1135.208   5.378    154.00  1   12.25   2.33   1137.54    0.000   3.626    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node8_7I ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     2020.58    1107.48  1113.63  1109.740   2.260    2.00    1   1.13    0.02   1109.76    0.000   0.533    0.000   0.00000  0.000    Circular Pipe  HYDRAULIC JUMP  at 2057.04  of length  0.02            "i.p."     2040.57    1108.25  1114.71  1109.747   1.500    2.00    1   1.13    0.02   1109.77    0.000   0.533    0.023   0.03836  0.316    Circular Pipe            "i.p."     2044.17    1108.39  1114.91  1109.746   1.361    2.00    1   1.19    0.02   1109.77    0.000   0.533    0.150   0.03836  0.316    Circular Pipe            "i.p."     2046.24    1108.46  1115.02  1109.745   1.280    2.00    1   1.24    0.02   1109.77    0.000   0.533    0.178   0.03836  0.316    Circular Pipe            "i.p."     2047.93    1108.53  1115.11  1109.743   1.214    2.00    1   1.31    0.03   1109.77    0.000   0.533    0.202   0.03836  0.316    Circular Pipe            "i.p."     2049.40    1108.59  1115.19  1109.741   1.155    2.00    1   1.37    0.03   1109.77    0.000   0.533    0.224   0.03836  0.316    Circular Pipe            "i.p."     2050.71    1108.64  1115.26  1109.738   1.103    2.00    1   1.44    0.03   1109.77    0.000   0.533    0.247   0.03836  0.316    Circular Pipe            "i.p."     2051.89    1108.68  1115.32  1109.736   1.055    2.00    1   1.51    0.04   1109.77    0.000   0.533    0.270   0.03836  0.316    Circular Pipe            "i.p."     2052.97    1108.72  1115.38  1109.733   1.010    2.00    1   1.58    0.04   1109.77    0.000   0.533    0.294   0.03836  0.316    Circular Pipe            "i.p."     2053.97    1108.76  1115.44  1109.730   0.969    2.00    1   1.66    0.04   1109.77    0.000   0.533    0.318   0.03836  0.316    Circular Pipe            "i.p."     2054.89    1108.80  1115.49  1109.726   0.930    2.00    1   1.74    0.05   1109.77    0.000   0.533    0.345   0.03836  0.316    Circular Pipe            "i.p."     2055.74    1108.83  1115.53  1109.722   0.893    2.00    1   1.82    0.05   1109.77    0.000   0.533    0.372   0.03836  0.316    Circular Pipe            "i.p."     2056.52    1108.86  1115.58  1109.718   0.859    2.00    1   1.91    0.06   1109.77    0.000   0.533    0.401   0.03836  0.316    Circular Pipe            "i.p."     2057.04    1108.88  1115.60  1109.714   0.836    2.00    1   1.98    0.06   1109.78    0.000   0.533    0.423   0.03836  0.316    Circular Pipe            "i.p."     2057.04    1108.88  1115.60  1109.199   0.321    2.00    1   7.23    0.81   1110.01    0.000   0.533    2.687   0.03836  0.316    Circular Pipe "32"       Reach      2064.38    1109.16  1116.00  1109.482   0.322    2.00    1   7.17    0.80   1110.28    0.000   0.533    2.657   0.03836  0.316    Circular Pipe            "i.p."     2070.61    1109.41  1116.30  1109.744   0.330    2.00    1   6.94    0.75   1110.49    0.000   0.533    2.540   0.04079  0.311    Circular Pipe            "i.p."     2075.97    1109.63  1116.55  1109.974   0.341    2.00    1   6.62    0.68   1110.65    0.000   0.533    2.379   0.04079  0.311    Circular Pipe            "i.p."     2079.45    1109.78  1116.72  1110.128   0.353    2.00    1   6.31    0.62   1110.75    0.000   0.533    2.228   0.04079  0.311    Circular Pipe            "i.p."     2081.94    1109.88  1116.83  1110.242   0.365    2.00    1   6.02    0.56   1110.80    0.000   0.533    2.086   0.04079  0.311    Circular Pipe            "i.p."     2083.82    1109.95  1116.92  1110.331   0.377    2.00    1   5.74    0.51   1110.84    0.000   0.533    1.954   0.04079  0.311    Circular Pipe            "i.p."     2085.27    1110.01  1116.99  1110.403   0.390    2.00    1   5.47    0.46   1110.87    0.000   0.533    1.829   0.04079  0.311    Circular Pipe            "i.p."     2086.40    1110.06  1117.05  1110.462   0.404    2.00    1   5.22    0.42   1110.88    0.000   0.533    1.712   0.04079  0.311    Circular Pipe            "i.p."     2087.29    1110.09  1117.09  1110.513   0.418    2.00    1   4.97    0.38   1110.90    0.000   0.533    1.602   0.04079  0.311    Circular Pipe            "i.p."     2088.00    1110.12  1117.12  1110.556   0.432    2.00    1   4.74    0.35   1110.91    0.000   0.533    1.500   0.04079  0.311    Circular Pipe            "i.p."     2088.54    1110.15  1117.15  1110.593   0.448    2.00    1   4.52    0.32   1110.91    0.000   0.533    1.403   0.04079  0.311    Circular Pipe            "i.p."     2088.96    1110.16  1117.17  1110.626   0.463    2.00    1   4.31    0.29   1110.91    0.000   0.533    1.313   0.04079  0.311    Circular Pipe            "i.p."     2089.26    1110.18  1117.18  1110.655   0.479    2.00    1   4.11    0.26   1110.92    0.000   0.533    1.228   0.04079  0.311    Circular Pipe            "i.p."     2089.47    1110.18  1117.19  1110.680   0.496    2.00    1   3.92    0.24   1110.92    0.000   0.533    1.148   0.04079  0.311    Circular Pipe            "i.p."     2089.58    1110.19  1117.20  1110.702   0.514    2.00    1   3.74    0.22   1110.92    0.000   0.533    1.074   0.04079  0.311    Circular Pipe "33"       Reach      2089.63    1110.19  1117.20  1110.722   0.532    2.00    1   3.56    0.20   1110.92    0.000   0.533    1.004   0.04079  0.311    Circular Pipe "Node29"   Headwrk    2089.63    1110.19  1117.20  1110.723   0.533    2.00    1   3.55    0.20   1110.92    0.000   0.533    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node53_7H ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     1962.65    1103.15  1107.02  1105.260   2.110    5.00    1   2.83    0.12   1105.38    0.000   0.860    0.000   0.00000  0.000    Circular Pipe "27"       Reach      1972.76    1103.38  1109.53  1105.283   1.903    5.00    1   2.83    0.12   1105.41    0.000   0.860    0.000   0.02275  0.579    Circular Pipe "28"       Reach      1984.53    1103.65  1109.53  1105.322   1.672    5.00    1   2.83    0.12   1105.45    0.000   0.860    0.000   0.02294  0.578    Circular Pipe  HYDRAULIC JUMP  at 1988.19  of length  0.05            "i.p."     1988.01    1103.83  1092.40  *1105.330  1.500   5.00    1   2.83    0.12   1105.45    0.000   0.860    0.059   0.05161  0.466    Circular Pipe            "i.p."     1988.19    1103.84  1091.49  *1105.330  1.491   5.00    1   2.83    0.12   1105.45    0.000   0.860    0.182   0.05161  0.466    Circular Pipe            "i.p."     1988.19    1103.84  1091.49  *1104.305  0.466   5.00    1   10.68   1.77   1106.08    0.000   0.860    3.243   0.05161  0.466    Circular Pipe            "i.p."     2165.14    1112.97  220.98   *1113.438  0.466   5.00    1   10.68   1.77   1115.21    0.000   0.860    3.243   0.05161  0.466    Circular Pipe "29"       Reach      2210.06    1115.29  0.00     *1115.766  0.476   5.00    1   10.39   1.68   1117.44    0.000   0.860    3.117   0.05161  0.466    Circular Pipe            "i.p."     2221.97    1115.90  0.00     *1116.384  0.482   5.00    1   10.18   1.61   1117.99    0.000   0.860    3.032   0.05135  0.467    Circular Pipe            "i.p."     2236.40    1116.64  0.00     *1117.143  0.500   5.00    1   9.71    1.46   1118.61    0.000   0.860    2.836   0.05135  0.467    Circular Pipe "30"       Reach      2244.53    1117.06  0.00     *1117.577  0.517   5.00    1   9.26    1.33   1118.91    0.000   0.860    2.651   0.05135  0.467    Circular Pipe            "i.p."     2249.23    1117.31  0.00     *1117.840  0.534   5.00    1   8.87    1.22   1119.06    0.000   0.860    2.497   0.05227  0.464    Circular Pipe            "i.p."     2253.18    1117.51  0.00     *1118.065  0.553   5.00    1   8.46    1.11   1119.18    0.000   0.860    2.333   0.05227  0.464    Circular Pipe            "i.p."     2256.20    1117.67  0.00     *1118.243  0.572   5.00    1   8.07    1.01   1119.25    0.000   0.860    2.180   0.05227  0.464    Circular Pipe            "i.p."     2258.57    1117.79  0.00     *1118.387  0.593   5.00    1   7.69    0.92   1119.31    0.000   0.860    2.036   0.05227  0.464    Circular Pipe            "i.p."     2260.46    1117.89  0.00     *1118.508  0.615   5.00    1   7.33    0.84   1119.34    0.000   0.860    1.901   0.05227  0.464    Circular Pipe            "i.p."     2261.98    1117.97  0.00     *1118.610  0.637   5.00    1   6.99    0.76   1119.37    0.000   0.860    1.775   0.05227  0.464    Circular Pipe            "i.p."     2263.21    1118.04  0.00     *1118.697  0.661   5.00    1   6.67    0.69   1119.39    0.000   0.860    1.656   0.05227  0.464    Circular Pipe            "i.p."     2264.19    1118.09  0.00     *1118.773  0.685   5.00    1   6.36    0.63   1119.40    0.000   0.860    1.544   0.05227  0.464    Circular Pipe            "i.p."     2264.96    1118.13  0.00     *1118.839  0.711   5.00    1   6.06    0.57   1119.41    0.000   0.860    1.439   0.05227  0.464    Circular Pipe            "i.p."     2265.55    1118.16  0.00     *1118.897  0.738   5.00    1   5.78    0.52   1119.42    0.000   0.860    1.341   0.05227  0.464    Circular Pipe            "i.p."     2265.99    1118.18  0.00     *1118.948  0.766   5.00    1   5.51    0.47   1119.42    0.000   0.860    1.248   0.05227  0.464    Circular Pipe            "i.p."     2266.29    1118.20  0.00     *1118.993  0.796   5.00    1   5.25    0.43   1119.42    0.000   0.860    1.161   0.05227  0.464    Circular Pipe            "i.p."     2266.47    1118.21  0.00     *1119.034  0.827   5.00    1   5.01    0.39   1119.42    0.000   0.860    1.079   0.05227  0.464    Circular Pipe "31"       Reach      2266.53    1118.21  0.00     *1119.069  0.859   5.00    1   4.78    0.35   1119.42    0.000   0.860    1.002   0.05227  0.464    Circular Pipe "Node20"   Headwrk    2266.53    1118.21  0.00     *1119.070  0.860   5.00    1   4.77    0.35   1119.42    0.000   0.860    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node56_7B ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     2073.59    1110.90  1115.83  1112.254   1.354    106.00  1   39.06   23.69  1135.94    0.000   2.488    0.000   0.00000  0.000    Circular Pipe "34.1"     Reach      2104.30    1116.31  1119.48  1117.640   1.330    106.00  1   39.94   24.77  1142.41    0.000   2.488    6.825   0.17616  1.418    Circular Pipe            "i.p."     2112.83    1116.39  1123.92  1117.686   1.291    106.00  1   41.45   26.68  1144.36    0.000   2.488    7.220   0.00989  2.500    Circular Pipe            "i.p."     2123.49    1116.50  1129.47  1117.743   1.244    106.00  1   43.47   29.35  1147.09    0.000   2.488    7.757   0.00989  2.500    Circular Pipe            "i.p."     2133.80    1116.60  1134.82  1117.800   1.198    106.00  1   45.59   32.28  1150.08    0.000   2.488    8.329   0.00989  2.500    Circular Pipe "34"       Reach      2143.74    1116.70  1140.00  1117.855   1.155    106.00  1   47.82   35.51  1153.36    0.000   2.488    8.937   0.00989  2.500    Circular Pipe "Node37"   Junction   2143.74    1116.70  1140.00  1118.032   1.332    106.00  1   47.70   35.33  1153.36    0.000   1.999    0.000   0.00000  0.000    Circular Pipe            "i.p."     2152.09    1120.51  1142.20  1121.852   1.347    106.00  1   47.10   34.45  1156.31    0.000   1.999    7.579   0.45579  1.226    Circular Pipe            "i.p."     2176.25    1131.51  1148.55  1132.920   1.406    106.00  1   44.91   31.32  1164.24    0.000   1.999    6.965   0.45579  1.226    Circular Pipe            "i.p."     2193.37    1139.32  1153.06  1140.789   1.470    106.00  1   42.82   28.47  1169.26    0.000   1.999    6.372   0.45579  1.226    Circular Pipe            "i.p."     2206.42    1145.27  1156.49  1146.806   1.540    106.00  1   40.83   25.89  1172.69    0.000   1.999    5.793   0.45579  1.226    Circular Pipe            "i.p."     2216.81    1150.00  1159.23  1151.620   1.618    106.00  1   38.93   23.53  1175.15    0.000   1.999    5.213   0.45579  1.226    Circular Pipe            "i.p."     2225.33    1153.89  1161.47  1155.594   1.707    106.00  1   37.12   21.39  1176.99    0.000   1.999    4.604   0.45579  1.226    Circular Pipe            "i.p."     2232.48    1157.15  1163.35  1158.960   1.814    106.00  1   35.39   19.45  1178.41    0.000   1.999    3.882   0.45579  1.226    Circular Pipe "35"       Reach      2238.74    1160.00  1165.00  1161.998   1.998    106.00  1   33.74   17.68  1179.68    0.000   1.999    1.221   0.45579  1.226    Circular Pipe "Node31"   Headwrk    2238.74    1160.00  1165.00  1161.999   1.999    106.00  1   33.74   17.68  1179.68    0.000   1.999    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node60_7G ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     1434.90    1065.07  1072.06  1067.393   2.323    3.00    1   0.63    0.01   1067.40    0.000   0.567    0.000   0.00000  0.000    Circular Pipe  HYDRAULIC JUMP  at 1442.54  of length  0.05            "i.p."     1435.86    1065.22  1072.06  1067.393   2.175    3.00    1   0.66    0.01   1067.40    0.000   0.567    0.071   0.15336  0.237    Circular Pipe            "i.p."     1436.62    1065.33  1072.06  1067.392   2.058    3.00    1   0.69    0.01   1067.40    0.000   0.567    0.081   0.15336  0.237    Circular Pipe            "i.p."     1437.27    1065.43  1072.06  1067.391   1.957    3.00    1   0.73    0.01   1067.40    0.000   0.567    0.091   0.15336  0.237    Circular Pipe            "i.p."     1437.86    1065.52  1072.06  1067.390   1.866    3.00    1   0.76    0.01   1067.40    0.000   0.567    0.100   0.15336  0.237    Circular Pipe            "i.p."     1438.39    1065.61  1072.06  1067.390   1.784    3.00    1   0.80    0.01   1067.40    0.000   0.567    0.110   0.15336  0.237    Circular Pipe            "i.p."     1438.88    1065.68  1072.06  1067.389   1.708    3.00    1   0.84    0.01   1067.40    0.000   0.567    0.119   0.15336  0.237    Circular Pipe            "i.p."     1439.33    1065.75  1072.06  1067.388   1.637    3.00    1   0.88    0.01   1067.40    0.000   0.567    0.130   0.15336  0.237    Circular Pipe            "i.p."     1439.76    1065.82  1072.06  1067.386   1.571    3.00    1   0.92    0.01   1067.40    0.000   0.567    0.140   0.15336  0.237    Circular Pipe            "i.p."     1440.15    1065.88  1072.06  1067.385   1.509    3.00    1   0.97    0.01   1067.40    0.000   0.567    0.152   0.15336  0.237    Circular Pipe            "i.p."     1440.53    1065.93  1072.06  1067.384   1.450    3.00    1   1.02    0.02   1067.40    0.000   0.567    0.164   0.15336  0.237    Circular Pipe            "i.p."     1440.88    1065.99  1072.06  1067.382   1.395    3.00    1   1.07    0.02   1067.40    0.000   0.567    0.176   0.15336  0.237    Circular Pipe            "i.p."     1441.21    1066.04  1072.06  1067.380   1.342    3.00    1   1.12    0.02   1067.40    0.000   0.567    0.190   0.15336  0.237    Circular Pipe            "i.p."     1441.52    1066.09  1072.06  1067.379   1.292    3.00    1   1.17    0.02   1067.40    0.000   0.567    0.204   0.15336  0.237    Circular Pipe            "i.p."     1441.82    1066.13  1072.06  1067.376   1.244    3.00    1   1.23    0.02   1067.40    0.000   0.567    0.219   0.15336  0.237    Circular Pipe            "i.p."     1442.10    1066.18  1072.06  1067.374   1.199    3.00    1   1.29    0.03   1067.40    0.000   0.567    0.235   0.15336  0.237    Circular Pipe            "i.p."     1442.37    1066.22  1072.06  1067.372   1.156    3.00    1   1.35    0.03   1067.40    0.000   0.567    0.253   0.15336  0.237    Circular Pipe            "i.p."     1442.54    1066.24  1072.06  1067.370   1.128    3.00    1   1.40    0.03   1067.40    0.000   0.567    0.265   0.15336  0.237    Circular Pipe            "i.p."     1442.54    1066.24  1072.06  1066.488   0.245    3.00    1   12.09   2.27   1068.76    0.000   0.567    5.213   0.15336  0.237    Circular Pipe            "i.p."     1442.93    1066.30  1072.06  1066.548   0.245    3.00    1   12.07   2.26   1068.81    0.000   0.567    5.206   0.15336  0.237    Circular Pipe            "i.p."     1449.76    1067.35  1072.06  1067.604   0.253    3.00    1   11.51   2.06   1069.66    0.000   0.567    4.882   0.15336  0.237    Circular Pipe            "i.p."     1453.75    1067.96  1072.06  1068.224   0.262    3.00    1   10.98   1.87   1070.09    0.000   0.567    4.578   0.15336  0.237    Circular Pipe            "i.p."     1456.51    1068.38  1072.06  1068.655   0.270    3.00    1   10.47   1.70   1070.36    0.000   0.567    4.292   0.15336  0.237    Circular Pipe "19"       Reach      1458.57    1068.70  1072.06  1068.979   0.279    3.00    1   9.98    1.55   1070.53    0.000   0.567    4.025   0.15336  0.237    Circular Pipe "Node35"   Junction   1458.57    1068.70  1072.06  1069.045   0.345    3.00    1   9.76    1.48   1070.52    0.000   0.658    0.000   0.00000  0.000    Circular Pipe            "i.p."     1475.41    1069.73  1073.50  1070.083   0.348    3.00    1   9.63    1.44   1071.52    0.000   0.658    3.424   0.06139  0.344    Circular Pipe            "i.p."     1492.85    1070.80  1074.99  1071.165   0.360    3.00    1   9.18    1.31   1072.48    0.000   0.658    3.206   0.06139  0.344    Circular Pipe            "i.p."     1500.65    1071.28  1075.66  1071.656   0.373    3.00    1   8.76    1.19   1072.85    0.000   0.658    3.002   0.06139  0.344    Circular Pipe            "i.p."     1505.51    1071.58  1076.07  1071.967   0.386    3.00    1   8.35    1.08   1073.05    0.000   0.658    2.811   0.06139  0.344    Circular Pipe            "i.p."     1508.93    1071.79  1076.36  1072.190   0.399    3.00    1   7.96    0.98   1073.17    0.000   0.658    2.631   0.06139  0.344    Circular Pipe            "i.p."     1511.50    1071.95  1076.58  1072.362   0.413    3.00    1   7.59    0.89   1073.26    0.000   0.658    2.463   0.06139  0.344    Circular Pipe            "i.p."     1513.50    1072.07  1076.75  1072.499   0.427    3.00    1   7.24    0.81   1073.31    0.000   0.658    2.305   0.06139  0.344    Circular Pipe            "i.p."     1515.10    1072.17  1076.89  1072.612   0.442    3.00    1   6.90    0.74   1073.35    0.000   0.658    2.157   0.06139  0.344    Circular Pipe "20"       Reach      1516.40    1072.25  1077.00  1072.707   0.457    3.00    1   6.58    0.67   1073.38    0.000   0.658    2.018   0.06139  0.344    Circular Pipe            "i.p."     1589.00    1073.70  1124.58  1074.158   0.457    3.00    1   6.58    0.67   1074.83    0.000   0.658    2.018   0.01998  0.457    Circular Pipe            "i.p."     1625.36    1074.43  1148.40  1074.890   0.462    3.00    1   6.48    0.65   1075.54    0.000   0.658    1.977   0.01998  0.457    Circular Pipe            "i.p."     1647.08    1074.86  1162.63  1075.340   0.478    3.00    1   6.18    0.59   1075.93    0.000   0.658    1.850   0.01998  0.457    Circular Pipe            "i.p."     1655.85    1075.04  1168.38  1075.532   0.495    3.00    1   5.89    0.54   1076.07    0.000   0.658    1.730   0.01998  0.457    Circular Pipe            "i.p."     1660.98    1075.14  1171.74  1075.652   0.513    3.00    1   5.62    0.49   1076.14    0.000   0.658    1.617   0.01998  0.457    Circular Pipe            "i.p."     1664.31    1075.21  1173.93  1075.737   0.531    3.00    1   5.36    0.45   1076.18    0.000   0.658    1.512   0.01998  0.457    Circular Pipe            "i.p."     1666.61    1075.25  1175.44  1075.802   0.550    3.00    1   5.11    0.41   1076.21    0.000   0.658    1.413   0.01998  0.457    Circular Pipe            "i.p."     1668.21    1075.28  1176.48  1075.854   0.570    3.00    1   4.87    0.37   1076.22    0.000   0.658    1.320   0.01998  0.457    Circular Pipe            "i.p."     1669.30    1075.31  1177.20  1075.896   0.590    3.00    1   4.65    0.34   1076.23    0.000   0.658    1.233   0.01998  0.457    Circular Pipe            "i.p."     1670.01    1075.32  1177.66  1075.931   0.612    3.00    1   4.43    0.30   1076.24    0.000   0.658    1.151   0.01998  0.457    Circular Pipe            "i.p."     1670.40    1075.33  1177.92  1075.962   0.634    3.00    1   4.22    0.28   1076.24    0.000   0.658    1.075   0.01998  0.457    Circular Pipe "21"       Reach      1670.53    1075.33  1178.00  1075.987   0.657    3.00    1   4.03    0.25   1076.24    0.000   0.658    1.003   0.01998  0.457    Circular Pipe "Node32"   Headwrk    1670.53    1075.33  1178.00  1075.988   0.658    3.00    1   4.02    0.25   1076.24    0.000   0.658    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node68_7A ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     1782.65    1085.32  1091.10  1086.291   0.971    33.00   1   18.72   5.44   1091.73    0.000   1.955    0.000   0.00000  0.000    Circular Pipe            "i.p."     1784.08    1085.74  1091.31  1086.733   0.996    33.00   1   18.10   5.09   1091.82    0.000   1.955    3.696   0.29098  0.652    Circular Pipe            "i.p."     1785.88    1086.26  1091.56  1087.294   1.032    33.00   1   17.26   4.62   1091.92    0.000   1.955    3.450   0.29098  0.652    Circular Pipe            "i.p."     1787.45    1086.72  1091.79  1087.789   1.070    33.00   1   16.45   4.20   1091.99    0.000   1.955    3.220   0.29098  0.652    Circular Pipe            "i.p."     1788.83    1087.12  1091.98  1088.229   1.109    33.00   1   15.69   3.82   1092.05    0.000   1.955    3.004   0.29098  0.652    Circular Pipe            "i.p."     1790.03    1087.47  1092.16  1088.621   1.151    33.00   1   14.96   3.47   1092.09    0.000   1.955    2.802   0.29098  0.652    Circular Pipe            "i.p."     1791.09    1087.78  1092.31  1088.971   1.194    33.00   1   14.26   3.16   1092.13    0.000   1.955    2.611   0.29098  0.652    Circular Pipe            "i.p."     1792.01    1088.05  1092.44  1089.284   1.239    33.00   1   13.60   2.87   1092.16    0.000   1.955    2.432   0.29098  0.652    Circular Pipe            "i.p."     1792.81    1088.28  1092.55  1089.565   1.286    33.00   1   12.97   2.61   1092.18    0.000   1.955    2.264   0.29098  0.652    Circular Pipe            "i.p."     1793.51    1088.48  1092.65  1089.818   1.336    33.00   1   12.36   2.37   1092.19    0.000   1.955    2.106   0.29098  0.652    Circular Pipe            "i.p."     1794.11    1088.66  1092.74  1090.045   1.388    33.00   1   11.79   2.16   1092.20    0.000   1.955    1.957   0.29098  0.652    Circular Pipe            "i.p."     1794.63    1088.81  1092.81  1090.250   1.444    33.00   1   11.24   1.96   1092.21    0.000   1.955    1.816   0.29098  0.652    Circular Pipe            "i.p."     1795.06    1088.93  1092.87  1090.435   1.502    33.00   1   10.71   1.78   1092.22    0.000   1.955    1.684   0.29098  0.652    Circular Pipe            "i.p."     1795.42    1089.04  1092.93  1090.602   1.564    33.00   1   10.22   1.62   1092.22    0.000   1.955    1.558   0.29098  0.652    Circular Pipe            "i.p."     1795.72    1089.12  1092.97  1090.753   1.629    33.00   1   9.74    1.47   1092.23    0.000   1.955    1.439   0.29098  0.652    Circular Pipe "22"       Reach      1795.95    1089.19  1093.00  1090.889   1.699    33.00   1   9.29    1.34   1092.23    0.000   1.955    1.326   0.29098  0.652    Circular Pipe "Node63"   Junction   1795.95    1089.19  1093.00  1090.889   1.699    33.00   1   9.29    1.34   1092.23    0.000   1.955    0.000   0.00000  0.000    Circular Pipe "23"       Reach      1806.61    1089.30  1089.30  *1091.005  1.705   33.00   1   9.26    1.33   1092.33    0.000   1.955    1.318   0.01032  1.679    Circular Pipe "24"       Reach      1830.17    1089.53  1094.00  1091.229   1.699    33.00   1   9.29    1.34   1092.57    0.000   1.955    1.327   0.00976  1.714    Circular Pipe            "i.p."     1889.69    1090.12  1094.97  1091.824   1.699    33.00   1   9.29    1.34   1093.16    0.000   1.955    1.327   0.01000  1.699    Circular Pipe            "i.p."     1984.58    1091.07  1096.52  1092.779   1.706    33.00   1   9.25    1.33   1094.11    0.000   1.955    1.317   0.01000  1.699    Circular Pipe            "i.p."     2054.57    1091.77  1097.66  1093.555   1.781    33.00   1   8.82    1.21   1094.76    0.000   1.955    1.209   0.01000  1.699    Circular Pipe            "i.p."     2071.40    1091.94  1097.94  1093.805   1.864    33.00   1   8.41    1.10   1094.90    0.000   1.955    1.104   0.01000  1.699    Circular Pipe "25"       Reach      2075.27    1091.98  1098.00  1093.934   1.954    33.00   1   8.02    1.00   1094.93    0.000   1.955    1.001   0.01000  1.699    Circular Pipe "Node61"   Headwrk    2075.27    1091.98  1098.00  1093.935   1.955    33.00   1   8.01    1.00   1094.93    0.000   1.955    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node60.1_Branch1 ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     1191.24    1067.33  1070.00  1069.140   1.810    9.00    1   5.09    0.40   1069.54    0.000   1.161    0.000   0.00000  0.000    Circular Pipe "Link42"   Reach      1242.56    1064.35  1070.00  1069.641   5.291    9.00    1   5.09    0.40   1070.04    0.000   1.161    0.000   ‐0.05807  1.500    Circular Pipe "Node73"   Headwrk    1242.56    1064.35  1070.00  1069.641   5.291    9.00    1   5.09    0.40   1070.04    0.000   1.161    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches [TITLE]  PM 21382  Network 7K  Q100 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE           NAME **‐‐‐‐‐          ‐‐‐‐‐‐‐ Outlet           "Node11"         Reach            "Link5"          Junction         "Node13"         Reach            "Link6"          Reach            "Link18"         Join             "Node10"         Reach            "Link19.1"       Junction         "Node2.1"        Reach            "Link19"         Join             "Node2"          Reach            "Link0"          Join             "Node1"          Reach            "Link1"          Headwork         "Node3"          **BRANCH DEFINITIONS "Node1_Branch1" Join             "Node1"          Reach            "Link2.1"        Reach            "Link2"          Headwork         "Node5"          "Node2_Branch1" Join             "Node2"          Reach            "Link3"          Headwork         "Node7"          "Node10_Branch1" Join             "Node10"         Reach            "Link4"          Headwork         "Node9"          [OUTLET] **NAME              STATION    INVERT     GROUND     CHANNEL     WATER SURFACE **                             ELEV       ELEV       ID          ELEV (opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ "Node11"            0          1067.6     1070       "1X4"       0          [HEADWORK] **NAME              INVERT     GROUND     CHANNEL     FLOW       WATER SURFACE **                  ELEV       ELEV       ID                     ELEV (opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node3"             1104.6     1106.63    "18"        7          0           "Node5"             1106.15    1110.65    "18"        4.4        0           "Node7"             1079       1085.78    "18"        5.2        0           "Node9"             1069.36    1074.2     "18"        9.1        0           [WALLENTRANCE] **NAME              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [WALLEXIT] **NAME              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [BRIDGEENTRANCE] **NAME              INVERT     GROUND     CHANNEL     REDUCTION  **                  ELEV       ELEV       ID          FACTOR(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [BRIDGEEXIT] **NAME              INVERT     GROUND     CHANNEL     REDUCTION  **                  ELEV       ELEV       ID          FACTOR(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [JOIN] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n NUMBER OF  CONFLUENCE **                  ELEV       ELEV       ID                                BRANCHES   ANGLE **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node1"             1099.2     1104.2     "18"        3          0.015      1           "Node1_Branch1"     1099.01               "18"                                         113.13      "Node2"             1078.7     1084.5     "18"        3          0.015      1           "Node2_Branch1"     1078.7                "18"                                         ‐120        "Node10"            1069.5     1072.8     "18"        3          0.015      1           "Node10_Branch1"    1069.5                "18"                                         ‐120        [JUNCTION] **Name              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n NUMBER OF  CONFLUENCE FLOW **                  ELEV       ELEV       ID                                LATERALS   ANGLE **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node13"            1068.22    1070.5     "1X4"       0          0.015      1           "Node13_Lateral1"   1068.22               "18"                                         0          0           "Node2.1"           1071.32    1077       "18"        0          0          1           "Node2.1_Lateral1"  1071.32               "18"                                         0          0           [TRANSITION] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n  **                  ELEV       ELEV       ID                                 **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  [REACH] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n CURVE      ANGLE      NUMBER **                  ELEV       ELEV       ID                                (opt)      POINT(opt) MANHOLES(opt) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Link0"             1099.01    1104.2     "18"        219.67     0.015      0          30         0           "Link1"             1104.6     1106.63    "18"        26.2       0.015      0          0          0           "Link2"             1102.63    1110.65    "18"        57.22      0.015      0          0          0           "Link3"             1079       1085.78    "18"        26.56      0.015      0          0          0           "Link4"             1069.36    1074.2     "18"        26.21      0.015      0          0          0           "Link5"             1068.22    1070.5     "1X4"       57.12      0.015      0          0          0           "Link6"             1068.33    1070.66    "1X4"       25.56      0.015      ‐56.179    0          0           "Link18"            1069.08    1072.8     "1X4"       148.14     0.015      0          0          0           "Link19"            1078.7     1084.5     "18"        117.35     0.015      0          0          0           "Link19.1"          1071.32    1077       "18"        132.28     0.015      0          0          0           "Link2.1"           1102.24    1110       "18"        21.34      0.015      0          0          0           [DROP] **Name              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ [CHANNEL] **REGULAR TYPES 1‐4 7‐8 **ID          TYPE HEIGHT     WIDTH      LEFT       RIGHT      NUMBER     AVG PIER   INVERT     NUM OF **                                       SLOPE      SLOPE      PIERS      WIDTH      CROSS FALL BARRELS **‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ "1X4"         3    1          4          0          0          0          0          0           "18"          4    1.5                                                                          1         **IRREGULAR TYPES 5‐6 **ID       TYPE NUMBER     AVG PIER   PIER1      PIER2      PIER3      PIER4      PIER5      PIER6      PIER7      PIER8      PIER9      PIER10  **              PIERS      WIDTH      ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV    **‐‐‐‐‐‐   ‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ [POINT] **ID          XCOORD     YCOORD **‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ************************************* Water Surface Profile Gradient (WSPG) XP WSPG                               Engine Version 3.1         19/04/2012 Innovyze             www.innovyze.com *************************************   INPUT FILE  ************************************* X:\Projects2\156 (SDH & Associates)\32 (Mountain View)\03 Analysis\SIP\Drainage\Final 1\XP\156‐32 ‐ Network 7K_UPSIZE 1.wsx Computed  01/14/21  18:55:26   TITLE INFORMATION  *************************************  PM 21382   Network 7K   Q100  WARNING SUMMARY  *************************************  WARNING 48: Manning's n for pipe flow of element Node2.1 not in recommended range 0.010 ‐ 0.015.  WARNING 45: One of the elevations of junction's Node1 laterals is less than the U/S elevation.  WARNING 17: One of the confluence angles of junction's Node1 lateral is set to 90 degree.  WARNING 17: One of the confluence angles of junction's Node2 lateral is set to 90 degree.  WARNING 17: One of the confluence angles of junction's Node10 lateral is set to 90 degree.  WARNING 47: Junction Node10 has a different channel than its direct downstream element.  WARNING 25: Link type element Link0 has different invert elevation than its upstream node.  WARNING 61: Angle point for closed channel Link0 outside proposed range of between 0 and 15 degrees.  WARNING 25: Link type element Link2 has different invert elevation than its upstream node.  WARNING 15: Invert elevation of element Link4 is not larger than invert elevation of the direct downstream element.  WARNING 25: Link type element Link18 has different invert elevation than its upstream node.  WARNING 36: D/S processing stopped in junction Node2 because critical momentum is greater than maximum momentum. RESULTS ************************************* ==============================================================    Main Line ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Node11"   Outlet     0.00       1067.60  1070.00  1068.600   1.000    25.70   1   6.85    0.73   1069.33    0.000   1.000    0.000   0.00000  0.000    Tr./Rect.closed "Link5"    Reach      57.12      1068.22  1070.50  1069.077   0.857    25.70   1   7.50    0.87   1069.95    0.000   1.000    1.427   0.01085  0.869    Tr./Rect.closed "Node13"   Junction   57.12      1068.22  1070.50  1069.220   1.000    25.70   1   6.85    0.73   1069.95    0.000   1.000    0.000   0.00000  0.000    Tr./Rect.closed "Link6"    Reach      82.68      1068.33  1070.66  1069.330   1.000    25.70   1   6.85    0.73   1070.06    0.000   1.000    1.247   0.00430  1.000    Tr./Rect.closed  HYDRAULIC JUMP  at  203.76  of length  0.02            "i.p."     203.76     1068.94  1072.41  1069.943   1.000    25.70   1   6.85    0.73   1070.67    0.000   1.000    1.247   0.00506  1.000    Tr./Rect.closed            "i.p."     203.76     1068.94  1072.41  1069.795   0.852    25.70   1   7.54    0.88   1070.68    0.000   1.000    1.439   0.00506  1.000    Tr./Rect.closed            "i.p."     205.69     1068.95  1072.44  1069.794   0.841    25.70   1   7.64    0.91   1070.70    0.000   1.000    1.467   0.00506  1.000    Tr./Rect.closed            "i.p."     212.29     1068.99  1072.53  1069.788   0.802    25.70   1   8.01    1.00   1070.78    0.000   1.000    1.576   0.00506  1.000    Tr./Rect.closed            "i.p."     218.70     1069.02  1072.62  1069.784   0.765    25.70   1   8.40    1.10   1070.88    0.000   1.000    1.692   0.00506  1.000    Tr./Rect.closed            "i.p."     224.88     1069.05  1072.71  1069.779   0.729    25.70   1   8.81    1.21   1070.98    0.000   1.000    1.818   0.00506  1.000    Tr./Rect.closed "Link18"   Reach      230.82     1069.08  1072.80  1069.775   0.695    25.70   1   9.24    1.33   1071.10    0.000   1.000    1.953   0.00506  1.000    Tr./Rect.closed "Node10"   Join       233.82     1069.50  1072.80  1070.934   1.434    16.60   1   9.54    1.41   1072.35    0.000   1.434    0.000   0.14000  0.000    Circular Pipe            "i.p."     235.22     1069.52  1072.84  1071.019   1.500    16.60   1   9.39    1.37   1072.39    0.000   1.434    0.000   0.01376  1.500    Circular Pipe "Link19.1" Reach      366.10     1071.32  1077.00  1075.371   4.051    16.60   1   9.39    1.37   1076.74    0.000   1.434    0.000   0.01376  1.500    Circular Pipe "Node2.1"  Junction   366.10     1071.32  1077.00  1075.371   4.051    16.60   1   9.39    1.37   1076.74    0.000   1.434    0.000   0.00000  0.000    Circular Pipe  HYDRAULIC JUMP  at  427.66  of length  0.07            "i.p."     427.66     1075.19  1080.93  1077.418   2.226    16.60   1   9.39    1.37   1078.79    0.000   1.434    0.000   0.06289  0.949    Circular Pipe            "i.p."     427.66     1075.19  1080.93  1076.182   0.990    16.60   1   13.41   2.79   1078.98    0.000   1.434    2.533   0.06289  0.949    Circular Pipe            "i.p."     434.38     1075.61  1081.36  1076.610   0.996    16.60   1   13.32   2.76   1079.37    0.000   1.434    2.504   0.06289  0.949    Circular Pipe            "i.p."     452.92     1076.78  1082.55  1077.820   1.039    16.60   1   12.70   2.51   1080.33    0.000   1.434    2.304   0.06289  0.949    Circular Pipe            "i.p."     463.71     1077.46  1083.24  1078.545   1.086    16.60   1   12.11   2.28   1080.82    0.000   1.434    2.111   0.06289  0.949    Circular Pipe            "i.p."     470.94     1077.91  1083.70  1079.050   1.137    16.60   1   11.55   2.07   1081.12    0.000   1.434    1.924   0.06289  0.949    Circular Pipe            "i.p."     476.06     1078.24  1084.03  1079.428   1.193    16.60   1   11.01   1.88   1081.31    0.000   1.434    1.739   0.06289  0.949    Circular Pipe            "i.p."     479.74     1078.47  1084.26  1079.723   1.257    16.60   1   10.50   1.71   1081.44    0.000   1.434    1.548   0.06289  0.949    Circular Pipe            "i.p."     482.26     1078.63  1084.42  1079.957   1.332    16.60   1   10.01   1.56   1081.51    0.000   1.434    1.333   0.06289  0.949    Circular Pipe "Link19"   Reach      483.45     1078.70  1084.50  1080.133   1.433    16.60   1   9.54    1.41   1081.55    0.000   1.434    1.004   0.06289  0.949    Circular Pipe "Node2"    Join       486.45     1078.70  1084.50  1081.703   3.003    11.40   1   6.45    0.65   1082.35    0.000   1.289    0.000   0.00000  0.000    Circular Pipe  HYDRAULIC JUMP  at  492.39  of length  0.08            "i.p."     492.39     1079.25  1085.03  1081.815   2.566    11.40   1   6.45    0.65   1082.46    0.000   1.289    0.000   0.09246  0.671    Circular Pipe            "i.p."     492.39     1079.25  1085.03  1079.920   0.671    11.40   1   14.91   3.45   1083.37    0.000   1.289    3.668   0.09246  0.671    Circular Pipe            "i.p."     580.65     1087.41  1092.95  1088.080   0.671    11.40   1   14.91   3.45   1091.53    0.000   1.289    3.668   0.09246  0.671    Circular Pipe            "i.p."     631.93     1092.15  1097.55  1092.829   0.679    11.40   1   14.66   3.34   1096.17    0.000   1.289    3.581   0.09246  0.671    Circular Pipe            "i.p."     661.60     1094.89  1100.21  1095.599   0.705    11.40   1   13.98   3.03   1098.63    0.000   1.289    3.338   0.09246  0.671    Circular Pipe            "i.p."     674.48     1096.08  1101.36  1096.816   0.731    11.40   1   13.33   2.76   1099.57    0.000   1.289    3.110   0.09246  0.671    Circular Pipe            "i.p."     682.41     1096.82  1102.07  1097.576   0.759    11.40   1   12.71   2.51   1100.08    0.000   1.289    2.896   0.09246  0.671    Circular Pipe            "i.p."     687.96     1097.33  1102.57  1098.119   0.788    11.40   1   12.12   2.28   1100.40    0.000   1.289    2.695   0.09246  0.671    Circular Pipe            "i.p."     692.12     1097.72  1102.94  1098.534   0.819    11.40   1   11.55   2.07   1100.61    0.000   1.289    2.505   0.09246  0.671    Circular Pipe            "i.p."     695.34     1098.01  1103.23  1098.865   0.851    11.40   1   11.02   1.88   1100.75    0.000   1.289    2.326   0.09246  0.671    Circular Pipe            "i.p."     697.91     1098.25  1103.46  1099.136   0.885    11.40   1   10.50   1.71   1100.85    0.000   1.289    2.158   0.09246  0.671    Circular Pipe            "i.p."     699.97     1098.44  1103.65  1099.363   0.921    11.40   1   10.01   1.56   1100.92    0.000   1.289    1.999   0.09246  0.671    Circular Pipe            "i.p."     701.64     1098.60  1103.80  1099.555   0.960    11.40   1   9.55    1.42   1100.97    0.000   1.289    1.848   0.09246  0.671    Circular Pipe            "i.p."     702.98     1098.72  1103.92  1099.720   1.000    11.40   1   9.10    1.29   1101.01    0.000   1.289    1.705   0.09246  0.671    Circular Pipe            "i.p."     704.05     1098.82  1104.01  1099.863   1.044    11.40   1   8.68    1.17   1101.03    0.000   1.289    1.568   0.09246  0.671    Circular Pipe            "i.p."     704.89     1098.90  1104.09  1099.987   1.091    11.40   1   8.28    1.06   1101.05    0.000   1.289    1.436   0.09246  0.671    Circular Pipe            "i.p."     705.50     1098.95  1104.14  1100.096   1.143    11.40   1   7.89    0.97   1101.06    0.000   1.289    1.308   0.09246  0.671    Circular Pipe            "i.p."     705.92     1098.99  1104.18  1100.191   1.200    11.40   1   7.52    0.88   1101.07    0.000   1.289    1.180   0.09246  0.671    Circular Pipe "Link0"    Reach      706.12     1099.01  1104.20  1100.274   1.264    11.40   1   7.17    0.80   1101.07    0.000   1.289    1.048   0.09246  0.671    Circular Pipe "Node1"    Join       709.12     1099.20  1104.20  1099.648   0.448    7.00    1   15.82   3.89   1103.53    0.000   1.024    0.000   0.06333  0.000    Circular Pipe            "i.p."     711.50     1099.69  1104.42  1100.144   0.453    7.00    1   15.55   3.76   1103.90    0.000   1.024    4.795   0.20611  0.418    Circular Pipe            "i.p."     716.49     1100.72  1104.88  1101.187   0.469    7.00    1   14.83   3.41   1104.60    0.000   1.024    4.485   0.20611  0.418    Circular Pipe            "i.p."     720.04     1101.45  1105.21  1101.936   0.485    7.00    1   14.14   3.10   1105.04    0.000   1.024    4.195   0.20611  0.418    Circular Pipe            "i.p."     722.74     1102.01  1105.46  1102.510   0.503    7.00    1   13.48   2.82   1105.33    0.000   1.024    3.923   0.20611  0.418    Circular Pipe            "i.p."     724.88     1102.45  1105.66  1102.969   0.520    7.00    1   12.85   2.57   1105.53    0.000   1.024    3.668   0.20611  0.418    Circular Pipe            "i.p."     726.63     1102.81  1105.82  1103.347   0.539    7.00    1   12.26   2.33   1105.68    0.000   1.024    3.428   0.20611  0.418    Circular Pipe            "i.p."     728.07     1103.11  1105.96  1103.664   0.558    7.00    1   11.68   2.12   1105.78    0.000   1.024    3.204   0.20611  0.418    Circular Pipe            "i.p."     729.28     1103.36  1106.07  1103.934   0.578    7.00    1   11.14   1.93   1105.86    0.000   1.024    2.993   0.20611  0.418    Circular Pipe            "i.p."     730.31     1103.57  1106.17  1104.167   0.599    7.00    1   10.62   1.75   1105.92    0.000   1.024    2.795   0.20611  0.418    Circular Pipe            "i.p."     731.19     1103.75  1106.25  1104.369   0.621    7.00    1   10.13   1.59   1105.96    0.000   1.024    2.610   0.20611  0.418    Circular Pipe            "i.p."     731.94     1103.90  1106.32  1104.546   0.644    7.00    1   9.66    1.45   1105.99    0.000   1.024    2.436   0.20611  0.418    Circular Pipe            "i.p."     732.58     1104.03  1106.38  1104.702   0.668    7.00    1   9.21    1.32   1106.02    0.000   1.024    2.272   0.20611  0.418    Circular Pipe            "i.p."     733.13     1104.15  1106.43  1104.840   0.693    7.00    1   8.78    1.20   1106.04    0.000   1.024    2.119   0.20611  0.418    Circular Pipe            "i.p."     733.59     1104.24  1106.47  1104.963   0.719    7.00    1   8.37    1.09   1106.05    0.000   1.024    1.975   0.20611  0.418    Circular Pipe            "i.p."     733.99     1104.33  1106.51  1105.072   0.746    7.00    1   7.98    0.99   1106.06    0.000   1.024    1.839   0.20611  0.418    Circular Pipe            "i.p."     734.33     1104.40  1106.54  1105.169   0.774    7.00    1   7.61    0.90   1106.07    0.000   1.024    1.712   0.20611  0.418    Circular Pipe            "i.p."     734.60     1104.45  1106.56  1105.257   0.804    7.00    1   7.26    0.82   1106.07    0.000   1.024    1.592   0.20611  0.418    Circular Pipe            "i.p."     734.83     1104.50  1106.58  1105.335   0.836    7.00    1   6.92    0.74   1106.08    0.000   1.024    1.479   0.20611  0.418    Circular Pipe            "i.p."     735.01     1104.54  1106.60  1105.405   0.869    7.00    1   6.60    0.68   1106.08    0.000   1.024    1.373   0.20611  0.418    Circular Pipe            "i.p."     735.15     1104.56  1106.61  1105.469   0.904    7.00    1   6.29    0.61   1106.08    0.000   1.024    1.273   0.20611  0.418    Circular Pipe            "i.p."     735.24     1104.58  1106.62  1105.526   0.941    7.00    1   6.00    0.56   1106.08    0.000   1.024    1.178   0.20611  0.418    Circular Pipe            "i.p."     735.30     1104.60  1106.63  1105.577   0.981    7.00    1   5.72    0.51   1106.08    0.000   1.024    1.088   0.20611  0.418    Circular Pipe "Link1"    Reach      735.32     1104.60  1106.63  1105.623   1.023    7.00    1   5.45    0.46   1106.08    0.000   1.024    1.002   0.20611  0.418    Circular Pipe "Node3"    Headwrk    735.32     1104.60  1106.63  1105.624   1.024    7.00    1   5.45    0.46   1106.08    0.000   1.024    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node1_Branch1 ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     709.12     1099.01  1104.20  1099.391   0.381    4.40    1   12.45   2.41   1101.80    0.000   0.805    0.000   0.00000  0.000    Circular Pipe            "i.p."     709.46     1099.06  1104.29  1099.443   0.382    4.40    1   12.42   2.39   1101.84    0.000   0.805    4.203   0.15136  0.357    Circular Pipe            "i.p."     714.25     1099.79  1105.60  1100.182   0.395    4.40    1   11.84   2.18   1102.36    0.000   0.805    3.935   0.15136  0.357    Circular Pipe            "i.p."     717.53     1100.28  1106.49  1100.691   0.409    4.40    1   11.29   1.98   1102.67    0.000   0.805    3.683   0.15136  0.357    Circular Pipe            "i.p."     719.96     1100.65  1107.15  1101.074   0.423    4.40    1   10.76   1.80   1102.87    0.000   0.805    3.447   0.15136  0.357    Circular Pipe            "i.p."     721.86     1100.94  1107.66  1101.375   0.437    4.40    1   10.26   1.64   1103.01    0.000   0.805    3.226   0.15136  0.357    Circular Pipe            "i.p."     723.38     1101.17  1108.08  1101.621   0.453    4.40    1   9.79    1.49   1103.11    0.000   0.805    3.018   0.15136  0.357    Circular Pipe            "i.p."     724.63     1101.36  1108.41  1101.826   0.469    4.40    1   9.33    1.35   1103.18    0.000   0.805    2.823   0.15136  0.357    Circular Pipe            "i.p."     725.67     1101.51  1108.70  1101.999   0.485    4.40    1   8.90    1.23   1103.23    0.000   0.805    2.641   0.15136  0.357    Circular Pipe            "i.p."     726.54     1101.65  1108.93  1102.148   0.502    4.40    1   8.48    1.12   1103.27    0.000   0.805    2.469   0.15136  0.357    Circular Pipe            "i.p."     727.27     1101.76  1109.13  1102.278   0.520    4.40    1   8.09    1.02   1103.29    0.000   0.805    2.309   0.15136  0.357    Circular Pipe            "i.p."     727.90     1101.85  1109.30  1102.390   0.539    4.40    1   7.71    0.92   1103.31    0.000   0.805    2.158   0.15136  0.357    Circular Pipe            "i.p."     728.42     1101.93  1109.45  1102.490   0.558    4.40    1   7.35    0.84   1103.33    0.000   0.805    2.017   0.15136  0.357    Circular Pipe            "i.p."     728.87     1102.00  1109.57  1102.577   0.578    4.40    1   7.01    0.76   1103.34    0.000   0.805    1.884   0.15136  0.357    Circular Pipe            "i.p."     729.24     1102.06  1109.67  1102.655   0.599    4.40    1   6.68    0.69   1103.35    0.000   0.805    1.760   0.15136  0.357    Circular Pipe            "i.p."     729.56     1102.10  1109.75  1102.724   0.621    4.40    1   6.37    0.63   1103.35    0.000   0.805    1.643   0.15136  0.357    Circular Pipe            "i.p."     729.82     1102.14  1109.82  1102.786   0.643    4.40    1   6.08    0.57   1103.36    0.000   0.805    1.533   0.15136  0.357    Circular Pipe            "i.p."     730.02     1102.17  1109.88  1102.841   0.667    4.40    1   5.79    0.52   1103.36    0.000   0.805    1.430   0.15136  0.357    Circular Pipe            "i.p."     730.19     1102.20  1109.93  1102.890   0.692    4.40    1   5.52    0.47   1103.36    0.000   0.805    1.334   0.15136  0.357    Circular Pipe            "i.p."     730.31     1102.22  1109.96  1102.935   0.718    4.40    1   5.27    0.43   1103.37    0.000   0.805    1.243   0.15136  0.357    Circular Pipe            "i.p."     730.39     1102.23  1109.98  1102.975   0.745    4.40    1   5.02    0.39   1103.37    0.000   0.805    1.158   0.15136  0.357    Circular Pipe            "i.p."     730.44     1102.24  1110.00  1103.011   0.774    4.40    1   4.79    0.36   1103.37    0.000   0.805    1.078   0.15136  0.357    Circular Pipe "Link2.1"  Reach      730.46     1102.24  1110.00  1103.044   0.804    4.40    1   4.57    0.32   1103.37    0.000   0.805    1.002   0.15136  0.357    Circular Pipe            "i.p."     734.17     1102.27  1110.04  1103.090   0.825    4.40    1   4.42    0.30   1103.39    0.000   0.805    0.954   0.00682  0.825    Circular Pipe "Link2"    Reach      787.68     1102.63  1110.65  1103.455   0.825    4.40    1   4.42    0.30   1103.76    0.000   0.805    0.954   0.00682  0.825    Circular Pipe "Node5"    Headwrk    787.68     1102.63  1110.65  1103.455   0.825    4.40    1   4.42    0.30   1103.76    0.000   0.805    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node2_Branch1 ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     486.45     1078.70  1084.50  1080.919   2.219    5.20    1   2.94    0.13   1081.05    0.000   0.878    0.000   0.00000  0.000    Circular Pipe "Link3"    Reach      513.01     1079.00  1085.78  1081.005   2.005    5.20    1   2.94    0.13   1081.14    0.000   0.878    0.000   0.01130  0.783    Circular Pipe "Node7"    Headwrk    513.01     1079.00  1085.78  1081.005   2.005    5.20    1   2.94    0.13   1081.14    0.000   0.878    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node10_Branch1 ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     233.82     1069.50  1072.80  1070.667   1.167    9.10    1   6.17    0.59   1071.26    0.000   1.167    0.000   0.00000  0.000    Circular Pipe            "i.p."     234.18     1069.50  1072.82  1070.723   1.225    9.10    1   5.89    0.54   1071.26    0.000   1.167    0.900   ‐0.00534  1.500    Circular Pipe            "i.p."     235.31     1069.49  1072.88  1070.778   1.286    9.10    1   5.64    0.49   1071.27    0.000   1.167    0.802   ‐0.00534  1.500    Circular Pipe            "i.p."     237.25     1069.48  1072.98  1070.832   1.351    9.10    1   5.43    0.46   1071.29    0.000   1.167    0.701   ‐0.00534  1.500    Circular Pipe            "i.p."     240.06     1069.47  1073.13  1070.885   1.418    9.10    1   5.26    0.43   1071.31    0.000   1.167    0.582   ‐0.00534  1.500    Circular Pipe            "i.p."     243.81     1069.45  1073.33  1070.936   1.489    9.10    1   5.15    0.41   1071.35    0.000   1.167    0.345   ‐0.00534  1.500    Circular Pipe "Link4"    Reach      260.03     1069.36  1074.20  1071.098   1.738    9.10    1   5.15    0.41   1071.51    0.000   1.167    0.000   ‐0.00534  1.500    Circular Pipe "Node9"    Headwrk    260.03     1069.36  1074.20  1071.098   1.738    9.10    1   5.15    0.41   1071.51    0.000   1.167    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches [TITLE]  PM 21382  Network 7L  Q100 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE           NAME **‐‐‐‐‐          ‐‐‐‐‐‐‐ Outlet           "Node15"         Reach            "Link7"          Reach            "Link9"          Reach            "Link17"         Join             "Node34"         Reach            "Link8"          Reach            "Link11"         Headwork         "Node24"         **BRANCH DEFINITIONS "Node34_Branch1" Join             "Node34"         Reach            "Link10"         Headwork         "Node22"         [OUTLET] **NAME              STATION    INVERT     GROUND     CHANNEL     WATER SURFACE **                             ELEV       ELEV       ID          ELEV (opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ "Node15"            0          1067.6     1070       "1X2"       0          [HEADWORK] **NAME              INVERT     GROUND     CHANNEL     FLOW       WATER SURFACE **                  ELEV       ELEV       ID                     ELEV (opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node22"            1068.63    1072.39    "18"        8.4        0           "Node24"            1069.93    1074.25    "18"        8.4        0           [WALLENTRANCE] **NAME              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [WALLEXIT] **NAME              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [BRIDGEENTRANCE] **NAME              INVERT     GROUND     CHANNEL     REDUCTION  **                  ELEV       ELEV       ID          FACTOR(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [BRIDGEEXIT] **NAME              INVERT     GROUND     CHANNEL     REDUCTION  **                  ELEV       ELEV       ID          FACTOR(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [JOIN] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n NUMBER OF  CONFLUENCE **                  ELEV       ELEV       ID                                BRANCHES   ANGLE **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node34"            1068.34    1072       "18"        3          0.015      1           "Node34_Branch1"    1068.34               "18"                                         120         [JUNCTION] **Name              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n NUMBER OF  CONFLUENCE FLOW **                  ELEV       ELEV       ID                                LATERALS   ANGLE **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ [TRANSITION] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n  **                  ELEV       ELEV       ID                                 **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  [REACH] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n CURVE      ANGLE      NUMBER **                  ELEV       ELEV       ID                                (opt)      POINT(opt) MANHOLES(opt) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Link7"             1067.7     1070.5     "1X2"       24.76      0.015      0          0          0           "Link8"             1069.64    1073.5     "18"        94.03      0.015      0          ‐60        0           "Link9"             1067.79    1071       "1X2"       23.56      0.015      ‐56.179    0          0           "Link10"            1068.63    1072.39    "18"        27.64      0.015      0          0          0           "Link11"            1069.93    1074.25    "18"        27.34      0.015      0          0          0           "Link17"            1068.34    1072       "1X2"       110.25     0.015      0          0          0           [DROP] **Name              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ [CHANNEL] **REGULAR TYPES 1‐4 7‐8 **ID          TYPE HEIGHT     WIDTH      LEFT       RIGHT      NUMBER     AVG PIER   INVERT     NUM OF **                                       SLOPE      SLOPE      PIERS      WIDTH      CROSS FALL BARRELS **‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ "1X2"         3    1          2          0          0          0          0          0           "18"          4    1.5                                                                          1         **IRREGULAR TYPES 5‐6 **ID       TYPE NUMBER     AVG PIER   PIER1      PIER2      PIER3      PIER4      PIER5      PIER6      PIER7      PIER8      PIER9      PIER10  **              PIERS      WIDTH      ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV    **‐‐‐‐‐‐   ‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ [POINT] **ID          XCOORD     YCOORD **‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ************************************* Water Surface Profile Gradient (WSPG) XP WSPG                               Engine Version 3.1         19/04/2012 Innovyze             www.innovyze.com *************************************   INPUT FILE  ************************************* X:\Projects2\156 (SDH & Associates)\32 (Mountain View)\03 Analysis\SIP\Drainage\Final 1\XP\156‐32 ‐ Network 7L_UPSIZE 1.wsx Computed  01/14/21  18:56:52   TITLE INFORMATION  *************************************  PM 21382   Network 7L   Q100  WARNING SUMMARY  *************************************  WARNING 17: One of the confluence angles of junction's Node34 lateral is set to 90 degree.  WARNING 47: Junction Node34 has a different channel than its direct downstream element.  WARNING 61: Angle point for closed channel Link8 outside proposed range of between 0 and 15 degrees.  WARNING 36: D/S processing stopped in junction Node34 because critical momentum is greater than maximum momentum. RESULTS ************************************* ==============================================================    Main Line ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Node15"   Outlet     0.00       1067.60  1070.00  1068.600   1.000    16.80   1   9.60    1.43   1070.03    0.000   1.000    0.000   0.00000  0.000    Tr./Rect.closed "Link7"    Reach      24.76      1067.70  1070.50  1068.700   1.000    16.80   1   9.60    1.43   1070.13    0.000   1.000    1.809   0.00404  1.000    Tr./Rect.closed "Link9"    Reach      48.32      1067.79  1071.00  1068.790   1.000    16.80   1   9.60    1.43   1070.22    0.000   1.000    1.809   0.00382  1.000    Tr./Rect.closed "Link17"   Reach      158.57     1068.34  1072.00  1069.340   1.000    16.80   1   9.60    1.43   1070.77    0.000   1.000    1.809   0.00499  1.000    Tr./Rect.closed "Node34"   Join       161.57     1068.34  1072.00  1071.569   3.229    8.40    1   4.75    0.35   1071.92    0.000   1.123    0.000   0.00000  0.000    Circular Pipe "Link8"    Reach      255.60     1069.64  1073.50  1072.300   2.660    8.40    1   4.75    0.35   1072.65    0.000   1.123    0.000   0.01383  1.001    Circular Pipe "Link11"   Reach      282.94     1069.93  1074.25  1072.532   2.602    8.40    1   4.75    0.35   1072.88    0.000   1.123    0.000   0.01061  1.108    Circular Pipe "Node24"   Headwrk    282.94     1069.93  1074.25  1072.532   2.602    8.40    1   4.75    0.35   1072.88    0.000   1.123    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node34_Branch1 ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     161.57     1068.34  1072.00  1070.454   2.114    8.40    1   4.75    0.35   1070.81    0.000   1.123    0.000   0.00000  0.000    Circular Pipe "Link10"   Reach      189.21     1068.63  1072.39  1070.690   2.060    8.40    1   4.75    0.35   1071.04    0.000   1.123    0.000   0.01049  1.113    Circular Pipe "Node22"   Headwrk    189.21     1068.63  1072.39  1070.690   2.060    8.40    1   4.75    0.35   1071.04    0.000   1.123    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches [TITLE]  PM 21382  Network 8A  Q100 [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE           NAME **‐‐‐‐‐          ‐‐‐‐‐‐‐ Outlet           "Node6"          Reach            "Link3"          Reach            "Link2"          Join             "Node4"          Reach            "Link0"          Headwork         "Node1"          **BRANCH DEFINITIONS "Node4_Branch1" Join             "Node4"          Reach            "Link1"          Headwork         "Node3"          [OUTLET] **NAME              STATION    INVERT     GROUND     CHANNEL     WATER SURFACE **                             ELEV       ELEV       ID          ELEV (opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ "Node6"             0          1031       1036       "18X48"     0          [HEADWORK] **NAME              INVERT     GROUND     CHANNEL     FLOW       WATER SURFACE **                  ELEV       ELEV       ID                     ELEV (opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node1"             1031.55    1035       "24"        27         0           "Node3"             1031.63    1035       "24"        25         0           [WALLENTRANCE] **NAME              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [WALLEXIT] **NAME              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [BRIDGEENTRANCE] **NAME              INVERT     GROUND     CHANNEL     REDUCTION  **                  ELEV       ELEV       ID          FACTOR(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [BRIDGEEXIT] **NAME              INVERT     GROUND     CHANNEL     REDUCTION  **                  ELEV       ELEV       ID          FACTOR(opt.) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ [JOIN] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n NUMBER OF  CONFLUENCE **                  ELEV       ELEV       ID                                BRANCHES   ANGLE **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Node4"             1031.43    1036       "24"        3          0.015      1           "Node4_Branch1"     1031.43               "24"                                         ‐120        [JUNCTION] **Name              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n NUMBER OF  CONFLUENCE FLOW **                  ELEV       ELEV       ID                                LATERALS   ANGLE **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ [TRANSITION] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n  **                  ELEV       ELEV       ID                                 **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  [REACH] **NAME              INVERT     GROUND     CHANNEL     LENGTH     MANNINGS n CURVE      ANGLE      NUMBER **                  ELEV       ELEV       ID                                (opt)      POINT(opt) MANHOLES(opt) **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ "Link0"             1031.55    1035       "24"        23.41      0.015      0          0          0           "Link1"             1031.63    1035       "24"        37         0.015      0          0          0           "Link2"             1031.43    1036       "18X48"     60.93      0.015      ‐77.57     0          0           "Link3"             1031.12    1037       "18X48"     24         0.015      0          0          0           [DROP] **Name              INVERT     GROUND     CHANNEL     LOSS **                  ELEV       ELEV       ID          COEFFICIENT **‐‐‐‐‐‐‐‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ [CHANNEL] **REGULAR TYPES 1‐4 7‐8 **ID          TYPE HEIGHT     WIDTH      LEFT       RIGHT      NUMBER     AVG PIER   INVERT     NUM OF **                                       SLOPE      SLOPE      PIERS      WIDTH      CROSS FALL BARRELS **‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ "18X48"       3    1.5        4          0          0          0          0          0           "24"          4    2                                                                            1         **IRREGULAR TYPES 5‐6 **ID       TYPE NUMBER     AVG PIER   PIER1      PIER2      PIER3      PIER4      PIER5      PIER6      PIER7      PIER8      PIER9      PIER10  **              PIERS      WIDTH      ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV       ELEV    **‐‐‐‐‐‐   ‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐ [POINT] **ID          XCOORD     YCOORD **‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ************************************* Water Surface Profile Gradient (WSPG) XP WSPG                               Engine Version 3.1         19/04/2012 Innovyze             www.innovyze.com *************************************   INPUT FILE  ************************************* X:\Projects2\156 (SDH & Associates)\32 (Mountain View)\03 Analysis\SIP\Drainage\Final 1\XP\156‐32 ‐ Network 8A v3.wsx Computed  01/14/21  18:59:14   TITLE INFORMATION  *************************************  PM 21382   Network 8A   Q100  WARNING SUMMARY  *************************************  WARNING 17: One of the confluence angles of junction's Node4 lateral is set to 90 degree.  WARNING 47: Junction Node4 has a different channel than its direct downstream element.  WARNING 36: D/S processing stopped in junction Node4 because critical momentum is greater than maximum momentum. RESULTS ************************************* ==============================================================    Main Line ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Node6"    Outlet     0.00       1031.00  1036.00  1032.500   1.500    52.00   1   9.04    1.27   1033.77    0.000   1.500    0.000   0.00000  0.000    Tr./Rect.closed "Link3"    Reach      24.00      1031.12  1037.00  1032.620   1.500    52.00   1   9.04    1.27   1033.89    0.000   1.500    1.329   0.00500  1.500    Tr./Rect.closed "Link2"    Reach      84.93      1031.43  1036.00  1032.930   1.500    52.00   1   9.04    1.27   1034.20    0.000   1.500    1.329   0.00509  1.500    Tr./Rect.closed "Node4"    Join       87.93      1031.43  1036.00  1034.652   3.222    27.00   1   8.59    1.15   1035.80    0.000   1.808    0.000   0.00000  0.000    Circular Pipe "Link0"    Reach      111.34     1031.55  1035.00  *1035.096  3.546   27.00   1   8.59    1.15   1036.24    0.000   1.808    0.000   0.00513  2.000    Circular Pipe "Node1"    Headwrk    111.34     1031.55  1035.00  *1035.096  3.546   27.00   1   8.59    1.15   1036.24    0.000   1.808    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches ==============================================================    Node4_Branch1 ==============================================================     Composite Profile:   ELEMENT    TYPE       STATION    INVERT   GROUND   W.S.      DEPTH    Q   BARREL VELOC.  VELOC. ENERGY     SUPER   CRITICAL FROUDE  SLOPE    NORMAL   CROSS NAME                             ELEV     ELEV     ELEV                                  HEAD   GRADE LN   ELEV    DEPTH    NUMBER           DEPTH    SECTION ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐  ‐‐‐‐‐‐‐  ‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐ ### "Outlet/N" Outlet     87.93      1031.43  1036.00  1033.791   2.361    25.00   1   7.96    0.98   1034.77    0.000   1.762    0.000   0.00000  0.000    Circular Pipe "Link1"    Reach      124.93     1031.63  1035.00  1034.393   2.763    25.00   1   7.96    0.98   1035.38    0.000   1.762    0.000   0.00541  2.000    Circular Pipe "Node3"    Headwrk    124.93     1031.63  1035.00  1034.393   2.763    25.00   1   7.96    0.98   1035.38    0.000   1.762    0.000   0.00000  0.000    Circular Pipe    *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV      i.p. = intermediate point processing results for reaches