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HomeMy WebLinkAboutTract Map 30990 Hydrology ReportHYDROLOGY STUDY FOR Tract No. 30990 IN THE CITY OF TEMECULA COUNTY OF RIVERSIDE, CALIFORNIA December 6, 2006 Armstrong & Brooks Consulting Engineers 1530 Consumer Circle, Unit B Corona. CA 92880 PREPAREDBY dw I No. G4 758 Dennis G. Armstr g R.C.E. 48758 r� CSV EXPIRES 9/30/2008 '\_:` "M JN 102.313 Armstrong & Brooks Consulting Engineers TABLE OF CONTENTS Section Introduction and Narrative................................................................ I HydrologicData............................................................................... II Hydrology Values from Existing Report ................................................ III 100 -Year off-site Hydrology Calculations ............................................. IV Confluence Calculations................................................................. V Hydrology Map "EXISTING CONDITIONS...................................Appendix "A" Hydrology Map "Confluencing" ............................................. Appendix "B" Existing Storm Drain Plan ............................................. Appendix "C" WSPGN Calculations........................................................ Appendix "D" Flowmaster Calculations.................................................... Appendix "E" Armstrong & Brooks Consulting Engineers INTRODUCTION AND NARRATIVE Armstrong & Brooks Consulting Engineers A. INTRODUCTION ' This study is being conducted for Tract Map 30990, a proposed 5 lot subdivision in the City of Temecula being developed through the City of Temecula's Redevelopment Agency for Habitat for Humanity. The 0.94 acre project site is located at the northwest corner of Pujol Street and First Street in Temecula. The project site is bound by single family residences to the north, un -developed rolling hills to the west, First Street to the south and Pujol Street to the east. ' The purpose of this hydrology study is to determine if the proposed and existing storm drain system in First Street can convey the tributary flows in a safe and non-destructive manner. The existing storm drain system in First Street consists of a 48" RCP extending ' from the Murrieta Creek Channel to Pujol Street. A 24" stub has been provided for the future westerly extension of First Street and catch basins have been constructed along Pujol Street, one each southerly and northerly of the westerly curb returns at Pujol Street and First Street. The flows captured by the basins are conveyed to the existing 48" RCP via an 18" (northerly) and a 24" (southerly) ' RCP lateral. The "As -Built" improvement plans and accompanying drainage study, both ' prepared by Norris-Repke, Inc., identify future catch basins, risers and laterals westerly of Pujol Street. The "As -Built" improvement plans identify 29.8 c.f.s tributary to a future off-site riser on the south side of the future First Street ' extension, approximately 200 feet southwesterly of the southerly project boundary. However, the pipeline profile identifies only 25 c.f.s that will be captured by the future storm drain system (future off-site riser only) up to the ' point where the existing laterals in Pujol Street tie into the junction structure (MH No. 1). ' The "As -Built" improvement plans do not represent flows upstream of the future riser that are to be captured by future catch basins in the Future First Street extension or downstream at the future curb returns. The Norris-Repke drainage ' study does account for the interception of these flows. The Norris-Repke drainage study identifies approximately 3.7 c.f.s (northerly side ' given in report) and 2.8 c.f.s (southerly side given in report) intercepted by the future catch basins upstream of the future off-site riser. Our study confluences these flows with the 25 c.f.s. entering the future off-site riser. Armstrong & Brooks Consulting Engineers Our study identifies an "Off-site" area of approximately 23.6 acres as being tributary to the project site's westerly boundary. It appears that the 23.6 acres ' includes a portion of the area identified by Norris-Repke as generating the 3.7c.f.s and 2.8 c.f.s along the future First Street improvements. The "Off-site` watershed contains two sub -areas ("A" and "B") as depicted on the "Off-site" ' Hydrology Map located in Appendix "A". When First Street is extended westerly, the off-site acreage of our study may be ' reduced to account for the tributary area intercepted by the First Street improvements as identified in the Norris-Repke study. ' The un -developed project site is currently vacant and generally slopes from east to west toward Pujol Street at elevations ranging from approximately 1,021feet to approximately 1,009 feet and slopes ranging from 5% to 14%. "Off-site" flow from ' approximately 23.5 acres enters the site along the westerly boundary and sheets through the site into Pujol Street just north of an existing high point located northerly of the existing catch basin at the northwesterly side of Pujol Street and ' First Street. The remaining 0.1 acres of "Off-site" flow sheets across the westerly boundary of the project site into un -improved First Street where it is conveyed ' toward the existing Pujol Street basin westerly of First Street. Under normal conditions, the drainage pattern would have been perpetuated and the undeveloped "Off-site" flow would have been intercepted and directed toward Pujol Street. However, the limited space between the proposed lots prevented the construction of a storm drain system and the subsequent easement needed ' for maintenance. Therefore, it was decided that the "Off-site" flow would be intercepted via a gunite ditch along the westerly boundary and routed toward the existing storm drain system in First Street. The 24" stub at Pujol and First was not designed to capture the additional flow being directed toward First Street. The existing improvement plans indicate that ' the water surface profile is approximately 0.70 feet above MH No. 1 without accounting for an additional 21.2 acres (23.5-2.3). The proposed storm drain system for Tract 30990 consist of removing the existing 24" stub and replacing it with a 42" RCP storm drain main line in First Street which will be fed by a private 36" RCP storm drain lateral capturing the ' "Off-site" flow along the westerly boundary and a public 18" RCP storm drain lateral capturing the flow being conveyed along the northerly side of unimproved First Street. The 18" lateral is being designed such that it may connect to a future ' catch basin when the First Street improvements are extended westerly. Given the relatively small size of the watershed (less than a square mile) and the ' lack of detention or retention facilities, the Riverside County Rational Method was used to calculate peak flow. "CiviIDESIGN" software was used to model the "Off - Armstrong & Brooks Consulting Engineers site" and "On-site" drainage patterns. The following design parameters were obtained from the Riverside County Hydrology Manual: Rainfall Intensity: Plate D-4.1 of the Riverside County Hydrology Manual identifies rainfall intensity as a function of duration for given communities within Riverside County. "CiviIDESIGN" software contains the Plate D-4.1 database for Temecula. 2. Infiltration: The "On-site" and "Off-site" tributary areas are made up of Soil type "D" as depicted on Plate C-1.60 of the Riverside County Hydrology Manual for the Temecula area. Runoff Coefficient: An Antecedent Moisture Condition (AMC) of 3 was used in accordance with the Riverside County Flood Control Manual. Based on the cover descriptions provided in the Manual, the undeveloped "Off-site" tributary area is being classified as open brush with fair quality of cover. "CiviIDESIGN" software contains the Runoff Coefficient Curves for the given AMC and coverage condition. Water surface profile elevations were calculated with "WSPGN" software by "CiviIDESIGN" and inlet capacity calculations, open channel calculations, and street capacity calculations were performed utilizing "Flowmaster" software by "Haested Methods". B. SUMMARY OF RESULTS OFF-SITE In addition to the flows previously identified by the Norris-Repke improvement plans and accompanying drainage study, sub -area "A" generates a 100 -year peak run-off (Qioo) of 44.5 c.f.s. at a corresponding Time of Concentration (T,) of 22.89 minutes, while sub -area "B" generates a Qioo of 0.2 c.f.s. at a corresponding T, of 9.90 minutes. Both sub -area flows are intercepted by a gunite swale along the westerly project boundary. The 44.5 c.f.s flow is captured by a 42" CMP riser, while the 0.2 c.f.s flow will be captured by a landscape drain. The proposed risers may be modeled as a weir up to a depth of 1.8 feet ' (H/D<0.6), depth's exceeding 1.8 feet dictate that the proposed risers be modeled as an orifice. The 42" CMP riser within the gunite swale is capable of intercepting 44.5 c.f.s. (sub -area "A") at a depth of 0.92 feet for 1.48 feet of ' freeboard in the gunite swale. The landscape drain is capable of picking up 0.2 c.f.s. (sub -area "B") at a depth of 0.1 feet. Armstrong & Brooks Consulting Engineers Until such time that the future off-site riser is constructed westerly of the project boundary at the south side of the future First Street improvements, approximately 32.3 cfs will be tributary to the proposed 36" CMP riser in First Street. Since none of the future improvements in First Street will be constructed per this proposed project, these flows must be intercepted by this structure during the interim period. The proposed riser is capable of intercepting 24.1 c.f.s. at a depth of 0.5 feet for 1.0 feet of freeboard within the graded berm. The riser is capable of intercepting 32.3 c.f.s. at a depth of 0.9 feet and corresponding freeboard of 0.6 feet. It should be noted that proper maintenance of the proposed facilities shall be required to achieve the anticipated capacities. During the rainy season, erosion control measures shall be implemented within First Street to reduce the velocity of the flow within the graded swale and the corresponding momentum of the flow at the riser. The capacity of Pujol Street northerly of the existing catch basin is not analyzed i' for this study as the 23.5 acres tributary to Pujol has been re -directed toward the existing First Street storm drain system. i, HYDRAULIC CALCULATIONS ' Water surface profiles for the existing storm drain system in First Street together with proposed Line "A", Line "B" and Line "C" have been calculated. The storm drain system in First Street was modeled from its outlet at Murrieta Creek to its terminus at MH No. 3. Runoff quantities downstream of MH No. 1 were obtained from the study prepared by Norris-Repke (Appendix "C"). ' The controlling water surface elevation (1005.14) used in our analysis of the storm drain system in First Street corresponds to 38,000 cfs through the existing Murrieta Creek channel section. These flow rates were obtained from Riverside County Flood Control & Water Conservation District (RCFC&WCD). Plans have been approved through the Army Corps of Engineers and RCFC&WCD for the widening of the Murrieta Creek and construction of a 250 acre detention basin upstream of the First Street Bridge. These improvements attenuate the flows in the creek from 38,000 c.f.s. to 22,300 c.f.s. while lowering ' the controlling water surface by 7.64 feet at our join. Construction is currently under way, however it is unknown when the project will be completed. This study will still consider the ultimate channel section's controlling water ' surface (997.5) in analyzing the future hydraulic grade line for the 100 -year event (HGL-100). This scenario is less conservative than modeling the existing ' channel section since less flow is being conveyed through the channel. However, even at 22,300 c.f.s, the peak in the First Street storm drain will pass through to Murrieta Creek long before the peak in the channel reaches the outlet. / Armstrong & Brooks Consulting Engineers ' A common modeling practice would be to set the controlling water surface at Murrieta Creek using the critical depth of the storm drain plus 1 feet of freeboard. ' All three scenarios were analyzed. When the downstream control of the existing channel section is utilized, a water surface elevation of 1014.02 was found at the upstream end of the proposed 36" storm drain (Line "B"). This indicates the 100 -year storm is maintained within the proposed 42" CMP riser in the gunite swale since the upstream water surface elevation is lower than the opening of the riser (1015.10). A water surface elevation of 1012.10 was found at the upstream end of the proposed 18" connector pipe on First Street (Line "C"). This elevation 2.6' higher than the I' opening of the 36" CMP riser and will crest the earthen berm. This runoff will be conveyed down First Street towards the Murrieta Creek. Street capacity calculations are included in Appendix "E" to demonstrate 125.4 c.f.s. can be ' conveyed on First Street while the existing 48" storm drain can convey 107.5 c.f.s. This is well in excess of the 143.1 c.f.s. design storm for the First Street Storm Drain thereby indicating the 100 -year storm will be maintained within City Right-of-way. When the downstream control of the ultimate channel section is utilized, the 100 - year storm is safely contained upstream of Line "B" (1013.3) and Line "C" (1005.4). Resulting water surface elevations where even lower when critical depth plus 1 feet of freeboard where utilized as the controlling water surface. C. CONCLUSION The development of Tract 30990 re-routes off-site flows that where originally flowing northwest on Pujol Street, easterly towards First Street. This introduces additional runoff that was not accounted for in the Norris-Repke study, mandating the replacement of the existing upstream manhole on First Street to accommodate replacing the 24" stub with a proposed 42" line. Runoff captured southwesterly of the site and on First Street is conveyed to the 42" line via 36" and 18" connectors respectively. This study concludes that during hydraulic analysis utilizing the controlling water surface elevation of the existing Murrieta Creek, runoff will crest the earthen berm around the proposed 36" CMP riser on First Street and be contained within First Street's right-of-way as it is safely mitigated towards the creek. This is no different than the existing conditions are depicted on the First Street "As -built" improvement plans, granted additional runoff is being conveyed by the development of this tract. While these scenarios safely mitigate the 100 -year storm, it is unlikely that the existing and ultimate Murrieta Creek's controlling water surfaces will govern since the time of concentration for the First Street storm drain to peak is substantially less than the time of concentration for the Murrieta Creek to peak. Armstrong & Brooks Consulting Engineers HYDROLOGIC DATA Armstrong & Brooks Consulting Engineers RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality ofl Soil Group Cover (2)1 A I B I C I D NATURAL COVERS Barren (Rockland, eroded and graded land) Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Poor Fair 78 86 53 70 40 63 91 80 75 93 85 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 60 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density fran 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C 15 w C p RUNOFF INDEX NUMBERS i—IYDROLO6Y NIANUAL FOR PERVIOUS AREA PLATE D-5.5 0 of 2) LEGEND HYDROLOGIC SOILS GROUP MAP — SOILS GROUP BOUNDARY FOR A SOILS GROUP DESIGNATION R C F C a W C D ® TEMECULA HYDROLOGY \/I�\NUS\I 0 FEET 5000 RAINFALL INTENSIFY -INCHES PER HOUR v A MIRA LOMA MURRIETA - TEMECULA NORCO PALM SPRINGS PERRIS VALLEY .0 an 4 RANCHO CALIFORNIA DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY C DURATION FREQUENCY I O A MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 10100 10 100 10 100 10 100 1pYEAR YEAR YEAR YEAR YEAR YEAR YEAR YEA YEAR YEAR 5 3.65 5.10 5 2.77 4. 5 4.23 6.7 5 2.64 3.78 5 2.N 4.♦ 6 2.58 4. 6 3.12 4.61 6 2.53 3. 9 6 3.80 6. 8 6 2.41 3.46 7 2.37 3 s 7 2.97 4.24 7 2.34 3 1 7 3.48 5 6 7 2.24 3.21 8 2.21 49 8 2.67 3.94 9 2.19 29 8 3.22 5 IS 8 2.09 3.0 D 9 2.06 .28 9 2.50 3.69 9 2.07 .10 9 3.01 .81 9 1.96 2. c v 10 1.96 3.10 10 2.36 3.48 10 1.96 2.94 10 2.83 4.52 10 1.86 69 D ll 1.07 2.95 11 2.24 3.30 11 1.87 2.80 11 2.67 4.29 11 1.79 .57 12 1.78 2.82 12 2.13 MS 12 1.79 2.68 12 2.54 4.07 12 1.72 2.46 (- 13 1.71 2.70 13 2.04 3.01 13 1.72 2.58 13 2.43 3.88 13 1.65 2.37 14 1.6 2.60 14 1.96 2.69 14 1.66 2.48 14 2.33 3.72 14 1.S9 2.29 IS 1. 9 2.50 IS 1.99 2.79 IS 1.6 2.40 IS 2.2 3.58 IS I.S 2.21 16 1 3 2.42 16 1.82 2.69 16 1. 2.32 16 2. 3.44l6 1. 2.14 17 1 48 2.34 17 1.76 2.60 17 1. 0 2.25 17 2. 8 3.32 17 1. 5 2.09 10 44 227 18 1.71 2.52 18 I 6 2.19 18 2 1 3.22 I9 1 4l 2.02 1 .40 2..21 19 1.66 2.45 19 142 2.13 19 1 95 3.12 19 37 1.97 20 1.36 2.1s 20 1.61 2.38 20 .39 2.08 20 .89 3.03 20 .34 1.92 22 1.29 2.04 22 I.S3 2.26 22 .32 1.98 22 .79 2.86 22 1.28 1.83 24 1.26 1.95 24 1.46 2.15 24 1.26 1.90 24 1.70 2.72 24 1.22 1.75 26 1.18 1.87 26 1.39 2.06 26 1.22 1.82 26 1.62 2.60 26 1.18 1.69 26 1.14 1.80 28 1.34 1.98 2B 1.17 1.16 28 1.56 2.49 28 1.13 1.63 30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.49 2.39 30 1.10 1.57 32 1.06 1.67 32 1.24 1.94 32 1.10 1.64 32 1.44 2.30 32 1.06 1.52 Z 34 1.03 1.62 34 1.20 1.78 34 1.06 1.59 34 1.39 2.22 34 1.03 1.48 1 3 1.00 1.57 36 1.17 1.72 36 1.03 1.55 36 1.34 2.15 36 1.00 1.44 3 .97 1.53 39 1.13 1.67 38 1.01 1.51 38 1.30 2.09 3 .98 1.40 m Z 0 .94 1.49 40 1.10 1.62 4 .98 1.47 4 1.27 2.02 .95 1.37 U) 5 .89 1.40 45 1.03 1.52 4 .92 1.39 1.18 1.89 5 .90 1.29 so .84 1.32 so .97 1.44 .86 1.31 0 1.11 1.79 0 .85 1.22 SS .00 1.26 SS .92 1.36 .94 1.25 5 1.05 1.68 55 .81 1.17 Z 60 .76 1.20 60 .88 1.30 0 .80 1.20 0 1.00 1.60 60 .78 1.12 k 0 65 .73 1.15 65 .94 1.24 65 .77 1.15 65 .95 1.53 65 1.08 0 > 70 .70 1.11 70 .81 1.19 70 .74 1.11 70 .91 1.46 To .75 .72 1.04 is .60 1.07 75 .79 1.15 75 .72 1.07 7S .88 1.41 75 .70 1.00 X 0 80 .6S 1.03 80 .75 1.11 80 .69 1.04 80 .85 1.35 80 .68 .97 D as .63 1.00 95 .73 1.07 85 .67 1.01 85 .82 1.31 85 .66 .94 0 SLOPE .S30 SLOPE .550 SLOPE .500 SLOPE • .580 SLOPE .490 7 HYDROLOGY VALUES FROM EXISTING REPORT Armstrong & Brooks Consulting Engineers 'Por. File 9203FCD5.DAT Runtime 05-22-1999 07:33 Job# 92-03 ecord 3 Subarea 3 Stream 1 Process jjjrk: Assumed pipe along east portion e 902 to node 902.5 Pipeslope lev 1032.00 to elev 1029.00 delta H = ubarea: 1 acre Soil: D, RI= evelopment type 14 = Commercial 4.84 cfs in 1 18" pipe (d = 1 ravel time X -Sect A= 0.85 sf, Tc = 4.01 + 0.88 = 4.89 min. (total) = 1.900 ac Q(subarea) = 4.61 cf:: 75 Page 2 5: Pipe flow, Program -selected size of parcel = .9 * groundslope. n = .013 3.00' Length= 300' Slope= .01000 ai= .9 .501) Depth, D=0.73' D/d=.487 Sf = .00933 V= 5.68'/sec, Tt= 0.88 min. I = 5.159 "/hr Fp = Q(total) _ 0.40911/hr C=.893 9.45 cfs Summary ----------- --------------- Stream 1 to node 902.5 Length= 790 ft. 4.97 cfs/acre avg. A(tot)= 1.90 acres Tc= 4.B9 min Q= 9.45 cfs ecord 4 Subarea 4 Stream 1 Process 5: Pipe flow, Program -selected size emark: To First St. ode 902.5 to node 903 Pipeslope = 1 * groundslope. n = .013 Elev 1029.00 to elev 102:2.00 delta H = 7.00' Length= 300' Slope= .02333 ubarea: 1 acre Soil: D, RI= 75 evelopment type 14 = Commercial ai= .9 9.45 cfs in 1 18" pipe (d = 1.50') Depth, D=0.82' D/d=.547 Sf = .02407 ravel time X -Sect A= 6.99 sf, V= 9.56'/sec, Tt= 0.52 min. - --------------_------------ ----------------------------------------- 4.89 + 0.52 5.42 min. I = 4.879 "/hr otal) = 2.900 ac Pp = 0.407"/hr C=.892 Q(subarea) = 4.35 cf:: Q(total) = 13.81 cfs ---------------------------------- Summary ----------------------------------- Stream 1 to node 903 Length= 1090 ft. 4.76 cfs/acre avg. A(tot)= 2.90 acres Tc= 5.42 min Q= 13.81 cfs -------------------------- - - Record 5 Subarea 5 Stream 1 Process 8: Add a subarea at last node temark: Allow possible curb inlets in 1st St here (double tabled to Pujol CBs) At node 902 Subarea: 2.56 acres Soil: D, RI= 75 evelopment type 14 = Commercial- ai_ _9 --------------------------- ------------------------------ C = 5.42 min. I = 4.879 "/hr (total) = 5.460 ac Fp = 0.407"/hr C=.892 Q(subarea) = 11.15 cf:: Q(total) = 24.95 cfs -------------------------- Summary ------- ----------------------------------- Stream 1 to node 903 Length= 1090 ft. 4.57 cfs/acre avg. A(tot)= 5.46 acres Tc= 5.42 min Q= 24.95_As ------------------------------------------------------------------------ =- ti ZS•C 1-S IM 11 "I a E, b(n f02b B m E92L ry�• �•1SF� / I Ov� i11 --------------------"---------"'----------------_-------------------------... UPSTREAM ELEVATION = 1085.10 DOWNSTREAM ELEVATION = 1080.14 I STREET LENGTH(FEET; = 200.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FE'ET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ _020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .66 STREETFLOW MODEL RESULTS: ' STREET FLOWDEPTH(FEET) _ .20 HALFSTREET FLOODWIDTH(FEET) = 2.00 AVERAGE FLOk VELOCITY(FEET/SEC.) = 3.42 ' PRODUCT OF CEPTH&VELOCITY = .68 STREETFLOW TRAVELTIME(MIN) _ _97 TC(MIN) = 5.97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.445 ' SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = _8918 SUBAREA AREA(ACRES) _ _31 SUBAREA RUNOFF(CFS) = 1.2.3 ' SUMMED AREA(ACRES) _ .32 TOTAL RUNOFF(CFS) = 1.27 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .26 HALFSTREET FLOODWIDTH(FEET) = 5.09 FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY = .74 FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 6 ----- - - - --- -- - - -- -- -- ---------------------- --------------- ---- -- -- - - -- --- --- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1080.14 DOWNSTREAM ELEVATION = 1048.14 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = B. STREET HALFWIDTH(FEET) = 20.00 I� DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF '= 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFSI = STREETFLOW MODEL [RESULTS: STREET FLOWDEPTH(FEET) _ .26 HALFSTREET FLOODWIDTH(FEET) = 5.09 ?„ AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.65` PRODUCT OF DEPTH&VELOCITY = 1.47 STREETFLOW TRAVF.LTIME(MIN) = 1.18 TC(MLN 7.15 2.54 cGwo 100 YEAR RAINFALL INTENSITY(INCH/HO6R) = 4.026 SOIL CLASSIFICATION IS "D" �I - ✓ COMMERCIAL DEVELOPMENT RUNOFF -COEFFICIENT = .8911 ' SUBAREA AREA(ACRES) = i-'71 SUBAREA RUNOFF(CFS) = 2.55 s-, SUMMED AREA(ACRES)=.03 TOTAL RUNOFF(CFS) _ X3.82 7-loo END OF SUBAREA STR.E4i FLOW HYDRAULICS: DEPTH(FEET) Fr'.29 IHALFSTREET FLOODWIDTH(FEET) = 6.76 '•�l' FLOW VELOCIT, FEET/?7EC_ ') = 5.88 DEPTH*VELOCITY = 1-73 /� .eq ��a- FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 6 ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL ' USER SPECIFIED TC(MIN.) = 5.000 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.903 SOIL CLASSIFICATION IS "D': COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .892: SUBAREA RUNOFF(CFS) .04 TOTAL AREA(ACRES) _ _00 TOTAL RUNOFF(CFS) = Oa ' FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE 6 -------------- ----------- ----------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION `- 1088.40- DOWNSTREAM ELEVATION = 1080.14 STREET LENGTH(FEET) = 200.00. CURB HEIGHT(INCHES) = B. STREET HALFWIDTH(FEET) = 20.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 I' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ' **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 73 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .20 HALFSTREET FLOODWIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET%SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY = _87 STREETFLOW TRAVELTIME(MIN) = .76 TC(MIN) = 5.76 (' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.538 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8920 SUBAREA AREA(ACRES) _ .34•� SUBAREA RUNOFF(CFS) = 1.38 SUMMED AREA(ACRES) _ .35•- TOTAL RUNOFF(CFS) = 1.42 END OF SUBAREA STREETFLOW HYDRAULICS: ' DEPTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) = 4.53 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH#VELOCITY = .90 FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE = 6 ----------------------------------------IWO �- -- ------------------------- ' ->>>>>COMPUTE-STREETFLOW-TRAVELTIME-THRU-SUBAREA<<<<<--- - ----------- --- UPSTREAM ELEVATION = 1080.14 DOWNSTREAM ELEVATION = 1048.14 ' STREET LENGTH(FEET1 = 400.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ _020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.27 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .26 HALFSTREET FLOODWIDTH(FEET) = 5.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = S.06 I2cL-1203 7710/) Al. -fi 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.052 SOIL CLASSIFICATION IS "D" ✓ ' i COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =_-:6911 SUBAREA AREA(ACRES.l _ .47 S�gAREA'RUNOFF(CFS) - 1.70 SUMMED AREA(ACRES) = 8 TDTAL RUNOFF(CFS) = 3.12 \ �• (� END OF SUBAREAL4 TF HYDRAULICS: f 1 DEPTH(FEET) _ ''8 HALFSTREET FLOODWIDTH(FEET) = 6.2.2 FLOW VELOCITY( EE EC.) = 5.41 DEPTH*VELOCITY = 1.53 *7* * * *.* * Gm.- =.*,4-N* FLOW PROCESS FROM NODE 1203.00 TO NODE 1204.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< --------------------------------------------------- - ----------------------- UPSTREAM ELEVATION = 1048.14 DOWNSTREAM ELEVATION = 1031.34_ ' STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = -02.0 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = i **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.44 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .29 HALFSTREET FLOODWIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.30 PRODUCT OF DEPTH&VELOCITY = 1.56 STREETFLOW TRAVELTIME(MIN) = _66 TC(MIN) = 7.73 I' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.858 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907 SUBAREA AREA(ACRES) _ .19t SUBAREA RUNOFF(CFS) _ .65 SUMMED AREA(ACRES) := 1.01 TOTAL RUNOFF(CFS) = 3.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 6.78 FLOW VELOCITY(FEET/SEC_) = 5_B1 DEPTH*VELOCITY = 1.71 ' FLOW PROCESS FROM NODE 1204.00 TO NODE 1205.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION 1031.34 DOWNSTREAM ELEVATION = 1007.34 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8. ' STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROESFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 ' **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.20 STREETFLOW MODEL RESULTS: STREET FLOWOEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 7.34 AVERAGE FLOW VELOCITY(FEET/SEC_) = 5.77 PRODUCT OF DEDTH&VELOCITY = 1 7,1, 100 -YEAR "Off-site" HYDROLOGIC CALCULATIONS Armstrong & Brooks Consulting Engineers Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/28/06 File:102313existing100.out ----------------------------------------------------------------- 100-Year Hydrology Study Sub -Areas "A-1" to "A-2" 102.313 Habitat for Humanity Armstrong & Brooks Consulting Engineers ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ----------------------------------------------------------------- Armstrong & Brooks Consulting Engineers - SIN 785 ----------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1560.000(Ft.) Bottom (of initial area) elevation = 1544.400(Ft. Difference in elevation = 15.600(Ft.) Slope = 0.01560 s(percent)= 1.56 TC = k(0.577)*[(length"3)/(elevation change)]^0.2 Initial area time of concentration = 21.001 min. Rainfall intensity = 2.316(In/Hr) for a 100 USER INPUT of soil data for subarea Runoff Coefficient = 0.855 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 0 year storm RI index for soil(AMC 3) = 91.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.979(CFS) Total initial stream area = 3.020(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 15.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 26.211(CFS) Depth of flow = 0.880(Ft.), Average velocity = 14.973(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 17.00 2 45.00 0.00 3 90.00 24.00 Manning's 'N' friction factor = 0.030 ----------------------------------------------------------------- Sub-Channel flow = 26.211(CFS) flow top width = 3.979(Ft.) velocity= 14.973(Ft/s) ' area = 1.750(Sq.Ft) Froude number = 3.978 Upstream point elevation = 1544.400(Ft.) Downstream point elevation = 1020.000(Ft Flow length = 1700.000(Ft.) Travel time = 1.89 min. Time of concentration = 22.69 min. Depth of flow = 0.880(Ft.) Average velocity = 14.973(Ft/s) Total irregular channel flow = 26.211(CFS) Irregular channel normal depth above invert elev. = 0.880(Ft. Average velocity of channel(s) = 14.973(Ft/s) Adding area flow to channel USER INPUT Of soil data for subarea Runoff Coefficient = 0.853 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 91.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.208(In/Hr) for a 100.0 year storm Subarea runoff = 38.495(CFS) for 20.440(Ac.) Total runoff = 44.474(CFS) Total area = 23.460(Ac End of computations, total study area = 23.46 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 81.0 Ares B-1 A= o.oq AL, ��oM �/Rr�2SN�p I"/)" sTOO`C LFS PeK J. vo CWS/A(A-t Lo.oci RL) A� o. 1.7 C, FS FLOW c /-- NC�TN = 135' 0P EIF--VAT10N = IOD-jb,8�I �o?�oM C�EUf�TIaN = lozl, o� F(ZoM NzMoC,�►��I► rte- L 1000 900 800 700 Tc' 100 90 B0 70 60 C 600 0 50 0 � C 500 c k 400 i C 350 0 300 e e 250 J c a J 200 1135 ss 0 35 a O 0 30 25 c �E g20 19 Is F 17 I `2 1 65 14 1 7 6 3 LIMITATIONS: I. Maximum length= 1000 2. Maximum area = 10 Acres a H c a 3 b 300 _ 200 Ce V O 100 - ee0 e S4Bpe E g $ c v 30 20 " Oc 0 I l K A' fl) Undeveloped _ Good Cover . f 2 Undevelop 0 c 1.0 Fair ver X Un vel ed --0:3 r ver 2� .2 .2 in Family (1/4 Acre) > i y � 4 RCFC 8 WCD HYDROLOGY MANUAL Tc -1S J 14 -4" 15 0 16 17 E 18- 19 8 19 F 20—a 0 0 `c 25- 0 5 C KEY U L- Tc -K -Tc e 30 EXAMPLE: E (1) L=550', H = 5.0, K =Single Family (1/4 Ac.) 35 Development , Tc = 12.6 min. (2) L=550', H=5.0', K=Commercial 40 Development , Tc = 9.7 min Reference: Bibliography item No. 35. PLATE D-3 CONFLUENCE CALCULATIONS Armstrong & Brooks Consulting Engineers Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/29/06 File:102313CONF.out ----------------------------------------------------------------- TRACT 30990 100 YEAR STUDY CONFLUENCE AREAS ARMSTRONG & BROOKS CONSULTING ENGINEERS ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ----------------------------------------------------------------- Armstrong & Brooks Consulting Engineers - SIN 785 ----------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ) area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 Process from Point/Station 15.000 to Point/Station 18.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 4.188(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 91.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 7.15 min. Rain intensity = 4.19(In/Hr) Total area = 1.03(Ac.) Total runoff = 3.70(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.030(Ac.) Runoff from this stream = 3.700(CFS) Time of concentration = 7.15 min. Rainfall intensity = 4.188(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 18.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 4.030(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 91.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 7.67 min. Rain intensity = 4.03(In/Hr) Total area = 0.82(Ac.) Total runoff = 2.80(CFS) Process from Point/Station 16.000 to Point/Station ' 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.820(Ac.) Runoff from this stream = 2.800(CFS) Time of concentration = 7.67 min. ' Rainfall intensity = 4.030(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 3.700 7.15 4.188 2 2.800 7.67 4.030 Largest stream flow has longer or shorter time of concentration Qp = 3.700 + sum of ' Qa Tb/Ta 2.800 * 0.932 = 2.610 Qp = 6.310 ' Total of 2 streams to confluence: Flow rates before confluence point: 3.700 2.800 ' Area of streams before confluence: 1.030 0.820 Results of confluence: Total flow rate = 6.310(CFS) Time of concentration = 7.150 min. Effective stream area after confluence = 1.850(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1036.410(Ft.) Downstream point/station elevation = 1023.810(Ft.) Pipe length = 210.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.310(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 6.310(CFS) Normal flow depth in pipe = 4.63(In.) Flow top width inside pipe = 26.30(In.) Critical depth could not be calculated. Pipe flow velocity = 10.93(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 7.47 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.850(Ac.) Runoff from this stream = 6.310(CFS) Time of concentration = 7.47 min. Rainfall intensity = 4.089(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 4.878(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea ' Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 91.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 5.42 min. Rain intensity = 4.88(In/Hr) Total area = 5.46(Ac.) Total runoff = 25.00(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.460(Ac.) Runoff from this stream = 25.000(CFS) Time of concentration = 5.42 min. Rainfall intensity = 4.878(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.310 7.47 4.089 2 25.000 5.42 4.878 Largest stream flow has longer or shorter time of concentration Qp = 25.000 + sum of Qa Tb/Ta 6.310 * 0.726 = 4.578 QP = 29.578 Total of 2 streams to confluence: Flow rates before confluence point: 6.310 25.000 Area of streams before confluence: 1.850 5.460 Results of confluence: Total flow rate = 29.578(CFS) ' Time of concentration = 5.420 min. Effective stream area after confluence = 7.310(Ac.) Process from Point/Station 20.000 to Point/Station 25.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1023.810(Ft.) Downstream point/station elevation = 1002.580(Ft.) Pipe length = 353.83(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 29.578(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 29.578(CFS) Normal flow depth in pipe = 9.82(In.) Flow top width inside pipe = 35.55(In.) Critical Depth = 20.15(In.) Pipe flow velocity = 17.27(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 5.76 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 25.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.310(Ac.) Runoff from this stream = 29.578(CFS) Time of concentration = 5.76 min. Rainfall intensity = 4.717(In/Hr) Process from Point/Station 26.000 to Point/Station ' 27.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.209(In/Hr) for a 100.0 year storm ' USER INPUT of soil data for subarea Runoff Coefficient = 0.853 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 91.60 ' Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 22.89 min. Rain intensity = 2.21(In/Hr) Total area = 23.46(Ac.) Total runoff = 44.50(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 29.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1011.090(Ft.) Downstream point/station elevation = 1006.370(Ft.) Pipe length = 106.26(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.500(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 44.500(CFS) Normal flow depth in pipe = 13.92(In.) Flow top width inside pipe = 35.06(In.) Critical Depth = 26.07(In.) Pipe flow velocity = 17.64(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 22.99 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ , Process from Point/Station 28.000 to Point/Station 29.000 **** SUBAREA FLOW ADDITION **** ' USER INPUT of soil data for subarea Runoff Coefficient = 0.853 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 3) = 91.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 22.99 min. Rainfall intensity = 2.203(In/Hr) for a 100.0 year storm ' Subarea runoff = 0.169(CFS) for 0.090(Ac.) Total runoff = 44.669(CFS) Total area = 23.550(Ac Process from Point/Station 29.000 to Point/Station 25.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1006.370(Ft.) Downstream point/station elevation = 1002.580(Ft.) Pipe length = 90.93(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.669(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 44.669(CFS) Normal flow depth in pipe = 14.19(In.) Flow top width inside pipe = 35.18(In.) Critical Depth = 26.13(In.) Pipe flow velocity = 17.25(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 23.08 min. f '+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 25.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 23.550(Ac.) Runoff from this stream = 44.669(CFS) Time of concentration = 23.08 min. Rainfall intensity = 2.199(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 29.578 5.76 2 44.669 23.06 Largest stream flow has longer time of Qp = 44.669 + sum of Qb Ia/Ib 29.578 * 0.466 = 13.788 Qp = 58.457 Total of 2 streams to confluence: Flow rates before confluence point: 29.578 44.669 Area of streams before confluence: 7.310 23.550 Results of confluence: Rainfall Intensity (In/Hr) 4.717 2.199 concentration ' Total flow rate = 58.457(CFS) Time of concentration = 23.078 min. ' Effective stream area after confluence = 30.860(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 25.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ' Upstream point/station elevation = 1002.580(Ft.) Downstream point/station elevation = 995.490(Ft.) Pipe length = 123.23(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 58.457(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 58.457(CFS) Normal flow depth in pipe = 14.07(In.) ' Flow top width inside pipe = 39.65(In.) Critical Depth = 28.74(In.) Pipe flow velocity = 20.67(Ft/s) ' Travel time through pipe = 0.10 min. Time of concentration (TC) = 23.18 min. ++++++++++++++++++++++++++++++++++++++4++4+++++++++4++4++++++++++ Process from Point/Station 25.000 to Point/Station 35.000 ' **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 30.860(Ac.) Runoff from this stream = 58.457(CFS) Time of concentration = 23.18 min. Rainfall intensity = 2.194(In/Hr) ++++++++++++++++++++++++++++++++++++++4++4++4++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 ' **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.784(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 91.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 8.60 min. Rain intensity = 3.78(In/Hr) Total area = 1.28(Ac.) Total runoff = 3.60(CFS) Process from Point/Station 34.000 to Point/Station ' 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1004.650(Ft.) Downstream point/station elevation = 995.490(Ft.) Pipe length = 44.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.600(CFS) ' Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.600(CFS) Normal flow depth in pipe = 3.35(In.) Flow top width inside pipe = 14.01(In.) ' Critical Depth = 8.69(In.) Pipe flow velocity = 15.88(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 6.65 min. Process from Point/Station 34.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 ' Stream flow area = 1.280(Ac.) Runoff from this stream = 3.600(CFS) Time of concentration = 8.65 min. ' Rainfall intensity = 3.773(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 58.457 23.18 2.194 2 3.600 8.65 3.773 Largest stream flow has longer time of concentration QP = 58.457 + sum of Qb Ia/ib 3.600 * 0.581 = 2.093 QP = 60.550 Total of 2 streams to confluence: Flow rates before confluence point: 58.457 3.600 ' Area of streams before confluence: 30.860 1.280 Results of confluence: Total flow rate = 60.550(CFS) Time of concentration = 23.178 min. Effective stream area after confluence = 32.140(Ac.) End of computations, total study area = 32.14 (Ac.) ' The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 81.0 APPENDIX "A" Armstrong & Brooks Consulting Engineers s CONSTRUCTION RECORD Contractor Inspector Date Completed TEI BY I REVISIONS 200 0 200 400 600 SCa/e 1 " = 200' Mimi TE' BENCH MARK ' SCALE ! SEAL: N� �a IP. 9/30/8 AS SHOWN a gyp' ���� Designed By Drawn By Checked By Plans Prepared Under Supervision Of Date R.C.E. No. Expires LEGEND WATERSHED BOUNDARY SUBAREA BOUNDARY NODAL PO/NVELEVAP/ON n SUBAREA/ACREAGE 7176 CATCH BAS/N/LOCAL DEPRESS/ON RECOMMENDED BY: DATE ACCEPTED BY: DATE: DEPUTY DIRECTOR OF PUBLIC WORKS RONALD J. PARKS R.C.E. No 19744 Expires: 9/30/01 u WC/N17Y MAP NTS 100 -YEAR HYDROLOG/C DATA TABLE EX/ST/NG COND/T/ONS AREA ACRES TC (M/N) (S&1) ��T J COMMENT A-1 3.02 19.30 6.4 6.4 A-1154 A-2 20.44 21.16 41.3 47.7 �� 9-1 0.09 7.40 0.2 0.2 AREA CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS 100 -YEAR HYDROLOGY STUDY HAB/TAT FOR HUMAN/7Y - 777W 30990 OFF -SME HYDROLOGY MAP Drawing No, Sheet 1 of 1 Worksheet Worksheet for Circular Orifice Project Description Worksheet 42" CMP Type Circular Orifice Solve For Headwater Elev; Input Data Discharge 44 50 cfs Centroid Elevatlor,015.10 ft Tallwater Elevatio ,011 09 it Discharge Coeffic 0.60 Diameter 36 In Results Headwater Elevation 01681 ft Headwater Height Above - 1.71 ft Tailwater Height Above Ci -4.01 ft Flow Area 71 ft2 Velocity 6.30 ft/s Project Engineer William D. Brooks g:\data\102\313\hydraulics\project1 fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6 0 [614b] 11/30/06 01 55:32 PM ® Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of i Worksheet Worksheet for Circular Orifice Project Description Worksheet 36" CMP Type Circular Orifice Solve For Headwater Elevi Input Data Discharge 32 30 cfs Centroid Elevatior,009.50 ft Tailwater Elevatio ,004 65 It Discharge Coeffic 060 Diameter 36 in Results Headwater Elevation ,010.40 ft Headwater Height Above - 0.90 ft Tailwater Height Above Ci -4.85 ft Flow Area 7.1 ft' Velocity 4 57 ft/s Project Engineer William D Brooks g \data\102\313\hydraulics\project1 fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 11/30/06 01 55 51 PM © Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Grate Inlet In Sag Project Description Worksheet LANDSCAPE DRAIN ON < Type Grate Inlet In Sag Solve For Spread Input Data Discharge 020 cfs Gutter Width 3.00 It Gutter Cross SlopE 0.020000 ft/ft Road Cross Slope 0.010300 ft/ft Grate Width 1.00 ft Grate Length 1.00 ft Local Depression 0.2 in Local Depression l 2.00 ft Grate Type D mm (P-1-7/8") Clogging 50.0 % Results Spread 5.61 ft Depth 0.10 ft Gutter Depression 0.3 in Total Depression 0.5 in Open Grate Area 0.5 W Active Grate Weir LE 2.00 It Project Engineer. William D Brooks g \data\102\313\hydraulics\project1 fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 11/30/06 10:45 33 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page i of 1 Worksheet Worksheet for Circular Orifice Project Description Worksheet 36" CMP - First Sir Type Circular Orifice Solve For Headwater Elevalic Input Data Discharge 4 60 cfs Centroid Elevatior,00950 ft Tailwater Elevatio ,009 38 It Discharge Coeffic 0.60 Diameter 36 in Results Headwater Elevation ,009.52 ft Headwater Height Above 1 0.02 ft Tailwater Height Above Ci -0.12 ft Flow Area 71 ft' Velocity 0.65 ft/s Project Engineer: William D. Brooks g:\data\102\313\hydrau-1\ornice2.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v8 0 [614b) 11/16/06 03:37 28 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Trapezoidal Channel Project Description 111 ft Worksheet Guinite Swale Flow Element Trapezoidal Cha Method Manning's Formi Solve For Channel Depth Critical Slope 0.003125 ft/ft Input Data 1385 ft/s Mannings Coeffic 0.013 Slope 025000 tuft Left Side Slope 1.00 V: H Right Side Slope 1.00 V: H Bottom Width 2.00 It Discharge 47.70 cis Results Depth 111 ft Flow Area 3.4 ft' Wetted Perim, 5 13 It Top Width 422 ft Critical Depth 1.90 it Critical Slope 0.003125 ft/ft Velocity 1385 ft/s Velocity Head 2.98 It Specific Enerc 409 It Froude Numb, 270 Flow Type Supercritical Project Engineer: William D. Brooks gAdata\102\313\hydrau-1\orifce2 fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 11/16/06 0339 15 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Circular Channel Project Description Worksheet First Street SD - Full CapE Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Top Width 0.00 ft Input Data 4.00 ft Mannings Coeffic Slope Diameter 0.013 005600 f tft 48 in Flow Area 12.6 ft' Results 12.57 ft Depth 4.00 ft Discharge 10749 cfs Flow Area 12.6 ft' Wetted Parma 12.57 ft Top Width 0.00 ft Critical Depth 3.14 It Percent Full 100.0 % Critical Slope 006102 ft/ft Velocity 8.55 ft/s Velocity Head 1.14 ft Specific Energ� 5 14 ft Froude Numbe 0.00 Maximum Disc 115.62 cfs Discharge Full 10749 cfs Slope Full 005600 ft/ft Flow Type N/A Project Engineer. William D. Brooks g:Ndala\102\313\hydraulicslstreet fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6 0 [614b] 11/29/06 03:17 20 PM 0 Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet FIRST STREE Flow Element Irregular Cham Method Manning's Forr Solve For Discharge Input Data Slope 041000 ft/ft Water Surface Elev 9.96 ft Options Current Roughness Methc)ved Letters Method Open Channel Weighting )ved Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coeffc 0.015 Elevation Range 26 to 10.00 Discharge 6274 cfs Flow Area 85 ft' Wetted Penmetei 3752 ft Top Width 37.00 ft Actual Depth 0.70 ft Critical Elevation 10.18 ft Critical Slope 0.004474 ft/ft Velocity 7.43 fVs Velocity Head 0.86 ft Specific Energy 10.82 ft Froude Number 274 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00.00 -0+39.00 0 015 Natural Channel Points Station Elevation (ft) (ft) 0+00.00 10.00 -0+27.00 9.46 -0+29.00 926 -0+2900 9.76 -0+39.00 996 Protect Engineer William D. Brooks 9.\data\102\313\hydraulics\street fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 11/28/06 02.19 58 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Protect Description Worksheet FIRST STREE Flow Element Irregular Cham Method Manning's Forr Solve For Discharge Section Data Mannings Coefficiel 0.015 Slope 0.041000 ft/ft Water Surface Elev 9.96 ft Elevation Range 26 to 10.00 Discharge 62.74 cfs �UL-t- STfLCET- r=dkFRC�T��; b a .-� x 2- = 12-S . 10.00 C 9.20 - - - - ----- - -' - -- --` -- -- - - - -- - - -0+40.00 -0+35.00 -0+30.00 -0+25.00 -0+20.00 -0+15.00 -0+10.00 -0+05.00 0+00.00 V:1 u H.1 NTS Project EngineerWilliam D Brooks g \data\102\313\hydraulics\street fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6 0 [6141b] 11/28/06 02:19:47 PM ® Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet FIRST STREET (CURB C Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coeffciei 0 015 Slope 0 041000 ft/ft Water Surface Elev 9.76 ft Elevation Range 26 to 10.00 Discharge 19.08 cfs LOF6 'To CAPPACITr 19 u a- = 3li� C- FS 10.00 9.20 ---------- -- - - - - -------- --- ---- ---- ----- -0+30.00 -- -0+30.00 -0+25.00 -0+20.00 -0+15.00 -0+10.00 -0+05.00 0+00.00 VIN H:1 NTS Project Engineer: William D Brooks g.\data\102\313\hydraulics\street.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6 0 [614b] 11/28/06 02:18:46 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 APPENDIX "B" Armstrong & Brooks Consulting Engineers PREPARED BY- CONFL UENCE MAP PAGE 1 OF 1 _ PREPARED FOR.- ARMSTRONG & 8ROOKS CONSUL ANG ENC/NEERS WITAT FOR HU,1 M17Y 1590 CONSUMER CIRCLE, UNIT 9 27475 YNEZ R049 1J90 CORONA, C.A. 92880 TEMECM4 CA 92591 PH. (951) 372-8400 FAX (951) 372-8430 PH. (951) 296-3362 LEGEND U --O AREA (REA a) 0(100) = 47.7 CFS; X - 21.16 AAN Ung AREA (AREA b7 0(100) = 0.1 QS 7C = 7.40 MON U -D AREA (NODE 11Q - 2.8 CYN 70C(T)767 MIN U -D AREA (NOLM 0(/00) = 3.7 1 R' = 7.15 MW S/TE 8OUN0.4RY NODAL POINT/EMYAAON FROM MORRIS-REPKE STUDY 2 LOT 3 r`— AREA (NODE 1 IM)=1501 = 541 MIN LOT 5 I LOT 4 11 / _ /w = 860 FIRST STREET 100—YEAR HYDROLOGIC DATA TABLE CONFL UENCES LGL^M W ACRES 1C MIN 0 100 LtOMMENT NODE 18 ---- 7.15 63 6MR4VENCE NODE 10 ---- 5.42 29.6 CONRUENLE MH NO. 3 ---- 23.08 58.5 CONRUENCE MN. NO. 2 ---- 23.18 60.5 CONRUENCE SCALE 1" = 60' APPENDIX "C" Armstrong & Brooks Consulting Engineers APPENDIX "D" Armstrong & Brooks Consulting Engineers FILE: 102313firststreet WSW W S P G W - CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:34: 5 First Street Storm Drain - Existing HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vol Vel I Energy I Super ICriticallFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIProude NINorm Dp I "N" I X -Fall) ZR IType Ch 3367.320 990.190 15.000 1005.190 193.10 11.39 2.01 1007.15 .00 3.54 .00 4.000 .000 .00 1 .0 248.310 .0056 I I _I_ .0099 2.46 .00 .00 4.00 .013 .00 .00 PIPE 3615.630 991.530 16.447 1007.977 193.10 11.39 2.01 1009.99 .00 3.54 .00 4.000 .000 .00 1 .0 JUNCT STR .0057 .0080 .05 16.45 .00 .013 .00 .00 I- PIPE 3621.630 991.564 18.017 1009.581 112.10 8.92 1.24 1010.82 .00 3.20 .00 4.000 .000 .00 1 .0 138.370 .0057 .0061 .84 18.02 .00 3.43 .013 .00 .00 1- PIPE 3760.000 992.348 18.075 1010.423 112.10 8.92 1.24 1011.66 .00 3.20 .00 4.000 .000 .00 1 .0 JUNCT STR .0802 .0045 05 18.08 .00 .013 .00 .00 PIPE 3770.000 993.150 18.590 1011.740 78.10 6.22 .60 1012.34 .00 2.68 .00 4.000 .000 .00 1 .0 35.170 .0577 .0030 .10 18.59 .00 1.29 .013 .00 .00 PIPE 3805.170 995.180 16.664 1011.844 78.10 6.22 .60 1012.94 .00 2.68 .00 4.000 .000 .00 1 .0 JUNCT STA .0572 .0029 .02 16.66 .00 .013 .00 .00 I- PIPE 3811.290 995.530 16.391 1011.921 76.00 6.05 .57 1012.49 .00 2.64 .00 9.000 .000 .00 1 .0 117.040 .0576 .0028 .33 16.39 .00 1.28 .013 .00 .00 1- PIPE 3928.330 1002.270 9.979 1012.249 76.00 6.05 .57 1012.82 .00 2.64 .00 9.000 .000 .00 1 .0 JUNCT STR .0980 .0016 .01 9.98 .00 .013 .00 .00 I- PIPE 3934.450 1002.870 9.838 1012.708 31.30 3.25 .16 1012.87 .00 1.73 .00 3.500 .000 .00 1 .0 65.438 .0974 .0010 .06 9.84 .00 .75 .013 .00 .00 1- PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:34: 5 First Street Storm Drain - Existing HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super CriticallFlow ToplHeight/IBase Wtl No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D. ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I I "N" I X -Fall) ZR I IType Ch 3999.888 1009.247 3.526 1012.773 31.30 3.25 .16 1012.99 .00 1.73 .00 3 500 .000 .00 1 .0 HYDRAULIC SUMP (- 3999.888 1009.247 .757 1010.003 31.30 20.44 6.49 1016.99 .00 1.73 2 88 3.500 .000 .00 1 .0 45.517 .0974 .0879 4.00 .76 4.94 .75 .013 .00 .00 1- PIPE 4045.405 1013.682 .774 1014.456 31.30 19.77 6.07 1020.53 .00 1.73 2.91 3.500 .000 .00 1 0 27.769 .0974 .0785 2.18 .77 4.72 .75 .013 .00 .00 1- PIPE 4073.174 1016.388 .801 1017.189 31.30 18.85 5.52 1022.71 .00 1.73 2.94 3.500 .000 .00 1 .0 16.499 .0974 .0687 1.13 .80 4.42 .75 .013 .00 .00 PIPE 9089.673 1017.996 828 1018.824 31.30 17.97 5.02 1023.84 .00 1.73 2.97 3.500 .000 .00 1 .0 11.440 .0974 .0600 .69 .83 4.14 .75 .013 .00 .00 PIPE 9101.113 1019.110 .856 1019.966 31.30 17.14 4.56 1024.53 .00 1.73 3.01 3.500 .000 .00 1 .0 8.557 .0974 .0525 .45 .86 3.88 .75 .013 .00 .00 PIPE 4109.669 1019.949 .886 1020.830 31.30 16.34 4.15 1024.98 .00 1.73 3.04 3.500 .000 .00 1 .0 6.732 .0974 .0459 .31 .89 3.63 .75 .013 .00 .00 PIPE 4116.402 1020.600 .916 1021.516 31.30 15.58 3.77 1025.29 .00 1.73 3.08 3.500 .000 .00 1 .0 5.423 .0974 .0402 .22 92 3.40 .75 .013 .00 .00 I_ PIPE 4121.825 1021.129 .948 1022.077 31.30 14.85 3.43 1025.50 .00 1.73 3.11 3.500 .000 .00 1 .0 4.471 .0974 .0351 .16 .95 3.18 .75 .013 .00 .00 I_ PIPE FILE. 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:34: 5 First Street Storm Drain - Existing HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL JPrs/Pip L/Elem +...+....�..«+w«.aal+a,..a..�+++a..a..I.....,...I.......I.......Iw...+....I....+..I+a++aa..I.a..a+gala+.aa.+I.,+«..«I..... SCh Slope I I I SF Avel HE ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I...+++a 9126.296 1021.564 .981 1022.545 31.30 14.16 3.12 1025.66 .00 1.73 3.14 3.500 .000 .00 1 .0 3.737 .0974 .0308 .11 .98 2.98 .75 .013 .00 .00 PIPE 9130.033 1021 928 1.015 1022.944 31.30 13.50 2.83 1025.78 .00 1.73 3.18 3.500 .000 .00 1 .0 3.140 .0974 .0269 .08 1.02 2.79 .75 .013 _I_ .00 .00 I PIPE 4133.173 1022.234 1 051 1023.286 31.30 12.88 2.57 1025.86 .00 1.73 3.21 3.500 .000 .00 1 .0 2.681 .0974 .0236 .06 1.05 2.61 .75 .013 .00 .00 PIPE 4135.854 1022.496 1.087 1023.583 31.30 12.28 2.34 1025.92 .00 1.73 3.24 3.500 .000 .00 1 .0 2.262 .0974 .0206 .05 1.09 2.44 .75 .013 .00 .00 I_ PIPE 4138.116 1022.716 1.126 1023.842 31.30 11.71 2.13 1025.97 .00 1.73 3.27 3.500 .000 .00 1 .0 1.946 .0974 .0181 .04 1.13 2.28 .75 .013 00 .00 1- PIPE 4140.062 1022.906 1.165 1029.0"11 31.30 11.16 1.93 1026.01 .00 1.73 3.30 3.500 .000 .00 1 .0 1.640 .0974 .0158 .03 I_ 1.17 2.13 .75 .013 .00 .00 PIPE 4141.702 1023.065 1.207 1024.273 31.30 10.64 1.76 1026.03 .00 1.73 3.33 3.500 .000 .00 1 .0 1.398 .0974 .0139 .02 1.21 1.99 .75 .013 .00 .00 PIPE 4193.100 1023.202 1.250 1024.452 31.30 10.15 1.60 1026.05 .00 1.73 3.35 3.500 .000 .00 1 .0 1.188 .0974 .0122 .01 1.25 1.86 .75 .013 .00 .00 PIPE 4144.288 I I 1023.318 1.294 I I 1024.612 I 31.30 I 9.67 1.45 1026.06 I .00 I 1.73 I 3.38 I 3 500 I I .000 .00 I 1 .0 981 .0974 .0107 .01 1.29 1.74 .75 .013 .00 .00 I_ PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4.34: 5 First Street Storm Drain - Existing HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow TOPIHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Elem +++a.....I.«.aa+a++I.+....a.l.........1.........I..,....I.......I.........1.....+.I.+.a....I+...+...I++.++++I+«+++w«l.ww++ ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type I++w«w.. Ch 9195.269 1023.413 1.391 1024.754 31.30 9.22 1.32 1026.08 .00 1.73 3.40 3.500 .000 .00 1 .0 .818 .0974 .0094 .01 1.34 1.63 .75 .013 .00 .00 PIPE 4146.087 1023.493 1.389 1024.882 31.30 8.79 1.20 1026.08 .00 1.73 3.42 3.500 000 .00 1 .0 .652 .0974 .0082 .01 1.39 1.52 .75 .013 .00 .00 PIPE 4146.739 1023.556 1.440 1024.997 31.30 8.39 1.09 1026.09 .00 1.73 3.49 3.500 .000 .00 1 .0 .513 .0974 0072 .00 1.44 1.42 75 .013 .00 .00 PIPE 4147.252 1023.606 1.493 1025.099 31.30 7.99 .99 1026.09 .00 1.73 3.46 3.500 .000 00 1 .0 .387 .0974 .0063 .00 1.49 1.32 .75 .013 .00 .00 1- PIPE 4147.639 1023.644 1.548 1025.192 31.30 7.62 .90 1026.09 .00 1.73 3.98 3.500 .000 .00 1 .0 .272 .0974 .0056 .00 1.55 1.24 .75 .013 .00 .00 PIPE 4197.911 1023.671 1.605 1025.276 31.30 7.27 .82 1026.10 .00 1.73 3.99 3.500 .000 .00 1 .0 .157 .0974 _ .0049 .00 1.61 1.15 .75 .013 .00 .00 PIPE 4198.0681 1023.686 1.665 1025.351 31.30 6.93 .75 1026.10 .00 1.73 3.50 3.500 .000 .00 1 .0 .042 .0974 .0043 .00 1.67 1.07 .7S .013 .00 .00 PIPE 4148.110 1023.690 1.730 1025.420 31.30 6.60 .68 1026.10 .00 1.73 3.50 3.500 .000 .00 1 .0 JUNCT SIR .0600 .0021 .01 1.73 1.00 .013 .00 .00 PIPE 4152.110 1023.930 2.160 1026.090 6.30 1.01 .02 1026.11 .00 .75 3.40 3.500 .000 .00 1 .0 1.393 .0600 .0001 .00 2.16 .13 .39 .013 .00 .00 PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:34: 5 First Street Storm Drain - Existing NGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem .,..«....I.a...,a,.l...,....I«..,+.«.«I+...,..,.I..,..,.I...,...I...,.....I.,,...,1.a,..,..I.,....,.I,......I..«.««.1..«.. ICh Slope II I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType i.,..,., Ch 4153.503 1024.019 2.075 1026.089 I 6.30 1.06 .02 1026.11 .00 .75 3.44 I 3.500 .000 .00 I 1 .0 1.306 .0600 .0001 .00 2.08 .14 .39 .013 I_ .00 .00 i PIPE 9154.809 1024.092 1.995 i 1026.087 6.30 1.11 .02 1026.11 .00 .75 3.47 I 3.500 I .000 .00 1 .0 1.237 .0600 _I. .0001 .00 2.00 .15 .39 .013 I 00 .00 I_ PIPE 4156.096 1024.166 1.919 1026.085 6.30 1.17 .02 1026.11 .00 .75 3.48 3.500 .000 .00 1 .0 1.167 .0600 .0001 .00 1.92 .17 .39 .013 .00 .00 1- PIPE 4157.213 1024.236 1.847 1026.083 6.30 1.22 .02 1026.11 .00 .75 3.49 3.500 I .000 .00 1 .0 1.114 .0600 .0001 .00 1.85 .18 .39 .013 .00 .00 PIPE 4158.327 1024.303 1.778 1026.081 6.30 1.28 .03 1026.11 .00 .75 3.50 3.500 .000 .00 1 .0 1.043 .0600 .0002 .00 1.78 19 .39 .013 .00 .00 1- PIPE 4159.370 1029.366 1.713 1026.079 6.30 1.35 .03 1026.11 .00 .75 3 50 3.500 000 .00 1 .0 .989 .0600 .0002 .00 1.71 .20 .39 .013 .00 .00 I_ PIPE 4160.359 1024.925 1.651 1026.076 6 30 1 41 .03 1026.11 .00 .75 3 49 3.500 .000 .00 1 .0 .952 .0600 .0002 .00 1.65 .22 .39 .013 .00 .00 I_ PIPE 4161.311 1024.982 1.591 1026.073 6.30 1.48 .03 1026.11 .00 .75 3.99 3.500 .000 .00 1 .0 .897 .0600 .0002 .00 1.59 .24 .39 .013 .00 .00 I_ PIPE 4162.208 1024.536 1.539 1026.070 6.30 1.55 .04 1026.11 .00 .75 3.47 3.500 .000 .00 1 .0 .841 .0600 0003 .00 1.53 .25 .39 .013 .00 .00 PIPE FILE: 102313frrststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:34: 5 First Street Storm Drain - Existing HGL Habitat for Humanity Temecula Project Armstrong 5 Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow TOPIHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HE ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 4163.049 1024.586 1.480 1026.067 6.30 1.63 .04 1026.11 .00 .75 3.46 3.500 .000 .00 1 .0 .802 .0600 .0003 .00 1.48 .27 .39 .013 .00 .00 PIPE 4163.852 1024.635 1.428 1026.063 6.30 1.71 .05 1026.11 .00 .75 3.44 3.500 .000 .00 1 .0 .779 .0600 .0003 .00 1.43 .29 .39 .013 .00 .00 PIPE 4169.630 1024.681 1.377 1026.058 6.30 1.79 .05 1026.11 .00 .75 3.42 3.500 .000 .00 1 .0 .709 .0600 .0004 .00 1.38 .31 .39 .013 .00 .00 1- PIPE 4165.340 1024.724 1.329 1026.053 6.30 1.88 .05 1026.11 .00 .75 3.40 3.500 000 .00 1 .0 HYDRAULIC JUMP 9165.340 1024.724 .385 1025.109 6.30 10.92 1.85 1026.96 .00 .75 2.19 3.500 .000 .00 1 .0 93.647 .0600 .0600 5.62 .39 3.75 .39 .013 .00 .00 PIPE 4258.987 1030.343 .385 1030.728 6.30 10.92 1.85 1032.58 .00 .75 2.19 3.500 .000 .00 1 .0 41.097 .0600 .0586 2.41 .39 3.75 .39 .013 .00 .00 1- PIPE 4300.083 1032.806 .390 1033.198 6.30 10.73 1.79 1034.99 .00 .75 2.20 3.500 .000 .00 1 0 22.876 .0600 .0534 1.22 39 3.66 39 .013 .00 .00 I_ PIPE 4322.960 1034.181 .402 1034.583 6.30 10.23 1.63 1036.21 .00 .75 2.23 3.500 .000 .00 1 .0 9.987 .0600 I_ I_ .0466 .47 .40 3.43 .39 .013 .00 .00 I_ PIPE 4332.947 1034.780 .416 1035.196 6.30 9.76 1.48 1036.67 .00 .75 2.27 3.500 .000 .00 1 .0 6.237 .0600 I_ .0407 .25 .42 I_ 3.22 .39 013 .00 .00 I_ PIPE FILE: 102313firststreet.WSW W S P G W - CIVILDESIGN Version 14 01 PAGE 7 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:34: 5 First Street Storm Drain - Existing HGL Habitat for Humanity Temecula Project Armstrong S Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super CriticallFlow ToplHeight/IBase WtI No Wth Station ' Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthJFroude NINorm Dp I "N" I X -Fall ZR (Type Ch 4339.184 1035.159 .430 1035.584 6.30 9.30 1.34 1036.93 .00 .75 2.30 3.500 .000 .00 1 .0 4.418 I_ .0600 .0355 .16 .43 3.02 .39 .013 .00 .00 I_ PIPE 4393.603 1035.920 .494 1035.864 6 30 8.87 1.22 1037.09 .00 .75 2.33 3.500 .000 .00 1 .0 3.313 .0600 .0310 .10 .44 2.83 .39 .013 .00 .00 PIPE 4396.915 1035.618 .459 1036.0'17 6.30 8.46 1.11 1037.19 .00 .75 2.36 3.500 .000 .00 1 .0 2.610 .0600 .0271 .07 .46 2.65 .39 .013 .00 .00 PIPE 4349.525 1035.775 .479 1036.249 6 30 8.06 1.01 1037.26 .00 .75 2.40 3.500 .000 .00 1 .0 2.083 .0600 I .0236 _I_ .05 .47 2.49 .39 .013 .00 .00 I PIPE 4351.606 1035.900 .490 1036.390 6.30 7.69 .92 1037.31 .00 .75 2.43 3.500 .000 .00 1 .0 1.712 .0600 .0206 .04 .49 2.33 .39 .013 .00 .00 PIPE 9353.320 1036.003 .506 1036.509 6.30 7.33 .83 1037.34 .00 .75 2.46 3.500 .000 .00 1 .0 1.401 .0600 .0180 .03 .51 2.19 .39 .013 .00 .00 PIPE 4359.722 1036.087 .523 1036.610 6.30 6.99 .76 1037.37 .00 .75 2.50 3.500 .000 .00 1 .0 1.151 .0600 I _I_ .0157 .02 .52 2.05 .39 013 .00 .00 PIPE 4355.873 1036.156 .541 1036.697 6.30 6.66 .69 1037.39 .00 .75 2.53 3.500 .000 .00 1 .0 .966 .0600 .0137 .01 .54 1.92 .39 .013 .00 .00 PIPE 4356.838 1036 214 .559 1036.773 6.30 6.35 .63 1037.90 .00 .75 2.56 3.500 .000 .00 1 .0 .812 .0600 .0120 .01 .56 1.80 .39 .013 .00 .00 PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 8 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:34: 5 First Street Storm Drain - Existing HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem aaaaa,,,,l,.,.a««,wlwwwaaaawla,aa+aa,al,.,.,a+w«Iwwa«ww«Ia,wa+wwl++a+aaa+al+as,aaal,a++aaaalaa,,,aa,Ia,aa,a,I ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) „a,a,+l ZR „aaa (Type Ch Iw+wwa„ 4357.650 1036.263 .577 1036.890 6 30 6.06 .57 1037.41 .00 .75 2.60 3.500 000 .00 1 .0 .642 .0600 .0105 .01 .58 1.69 .39 .013 .00 .00 I_ PIPE 4358.292 1036.301 .597 1036.898 6.30 5.78 .52 1037.42 .00 .75 2.63 3.500 .000 .00 1 .0 .533 I _I_ .0600 .0091 .00 .60 1.58 .39 .013 .00 .00 I_ PIPE 4358.825 1036.333 .617 1036.950 6.30 5.51 .47 1037.92 .00 .75 2.67 3.500 .000 .00 1 .0 .419 .0600 .0080 .00 .62 1.48 .39 .013 .00 .00 1- PIPE 4359.245 1036.358 .638 1036.996 6.30 5.25 .43 1037.92 .00 .75 2.70 3.500 .000 .00 1 .0 338 .0600 .0070 .00 .64 1.39 .39 .013 .00 .00 1- PIPE 9359.583 1036.379 .659 1037.038 6.30 5.01 .39 1037.93 .00 .75 2.74 3.500 .000 .00 1 .0 .249 .0600 0061 .00 .66 1.30 .39 .013 .00 .00 PIPE 4359.831 1036.393 .681 1037.075 6.30 9.77 .35 1037.93 .00 .75 2.77 3.500 .000 .00 1 .0 .149 .0600 .0053 .00 .68 1.22 .39 .013 .00 .00 1- PIPE 4359.980 1036.402 .705 1037.107 6.30 4.55 .32 1037.93 .00 .75 2.81 3.500 .000 .00 1 .0 .113 .0600 .0047 .00 .71 1.14 .39 .013 .00 .00 PIPE 4360.093 1036.409 .728 1037.137 6.30 4.34 .29 1037.43 .00 .75 2.84 3.500 .000 .00 1 .0 .017 .0600 .0041 .00 .73 1.07 .39 .013 .00 .00 PIPE 4360.110 -I- 1036.410 -I- .755 -I- 1037.165 -I- 6.30 -I- 4.13 .26 1037.43 -I- -I- -I- .00 -I- .75 -I- 2.88 -I- 3.500 -I- .000 -I- .00 1 I- 0 FILE: 1023131ineb100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number- 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 5: 5:11 Tract 30990 line "b" -existing HGL Armstrong & Brooks Invert Depth Water Q Vel Vel I Energy I Super (Critical Flow TopIKeight/(Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 1002.490 9.840 1012.330 94.70 6.32 .62 1012.95 .00 2.18 .00 3.000 .000 .00 1 .0 5.620 .0445 .0045 .03 9.84 .00 1.16 .013 .00 .00 PIPE 1005.620 1002.790 9.615 1012.355 44.70 6.32 .62 1012.98 .00 2.18 .00 3 000 .000 .00 1 .0 84.310 .0426 I I_ .0045 .38 9.62 .00 1.18 .013 .00 .00 I_ PIPE 1089.930 1006.330 6.496 1012.826 44.70 6.32 .62 1013.45 .00 2.18 .00 3.000 .000 .00 1 .0 JUNCT SIR .7700 .0045 .01 6.50 .00 .013 .00 .00 PIPE 1091.930 1007.870 4.976 1012.846 44.50 6.30 .62 1013.46 .00 2.17 .00 3.000 .000 .00 1 .0 75.593 .0306 .0044 .33 4.98 .00 1.28 .013 .00 .00 1- PIPE 1167.523 1010.183 3.000 1013.183 49.50 6.30 .62 1013.80 .00 2.17 00 3.000 .000 .00 1 .0 3.121 .0306 .0041 .01 3.00 .00 1 28 .013 .00 .00 PIPE 1170.644 1010.278 2.905 1013.184 44.50 6.36 .63 1013.81 .00 2.17 1.05 3.000 .000 .00 1 .0 HYDRAULIC JUMP 1170.649 1010.278 1.588 1011.866 44.50 11.72 2.13 1014.00 .00 2.17 2.99 3.000 .000 .00 1 .0 5.156 .0306 .0141 .07 1.59 1 83 1.28 .013 .00 .00 PIPE 1175.800 1010.436 1.630 1012.066 94.50 11.33 1.99 1014.06 .00 2.17 2.99 3.000 .000 .00 1 .0 6.498 .0306 .0127 .08 1.63 1.74 1.28 .013 .00 .00 PIPE 1182.298 1010.635 1.695 1012.330 94.50 10.81 1.81 1014.14 .00 2.17 2.97 3.000 .000 .00 1 .0 5.048 .0306 .0112 .06 1.70 1.62 1.28 .013 .00 .00 PIPE FILE: 1023131ineb100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 5: 5:11 Tract 30990 line "b" -existing HGL Armstrong & Brooks Invert Depth Water Q Vol Vel I Energy I Super ICriticallFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1187.346 1010.789 1.762 1012.551 44.50 10.30 1.65 1014.20 .00 2.17 2.95 3.000 .000 .00 1 .0 3.765 .0306 .0099 .04 1.76 1.50 1.28 .013 .00 .00 PIPE 1191.111 1010.904 1.839 1012.738 44.50 9.82 1.50 1014.24 .00 2.17 2.92 3.000 .000 .00 1 .0 2.762 .0306 .0088 .02 1.83 1.39 1.28 .013 .00 .00 PIPE 1193.872 1010.989 1.910 1012.899 94.50 9.37 1.36 1014.26 .00 2.17 2.89 3.000 .000 .00 1 .0 1.880 .0306 .0078 .01 1.91 1.29 1.28 .013 .00 .00 PIPE 1195.752 1011.046 1.991 1013.037 94.50 8.93 1.29 1014.28 .00 2 17 2.83 3.000 .000 .00 1 .0 1.082 .0306 .0069 .01 1.99 1.19 1.28 .013 .00 .00 PIPE 1196.834 1011.079 2.078 1013.158 44.50 8.52 1.13 1014.28 .00 2.17 2.77 3.000 .000 .00 1 .0 346 .0306 .0062 .00 2.08 1.09 1.28 013 .00 .00 PIPE 1197.180 1011.090 2.173 1013.263 44.50 8.12 1.02 1014.29 .00 2.17 2.68 3.000 000 .00 1 .0 _I_ _I_ _I_ -I- -I- -I- . I- -I -I- _�_ _�_ _�_ I- I_ FILE: 1023131inec100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 5:12:16 Tract 30990 line "c" - existing HGL Armstrong & Brooks Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtl No Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip I _I L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 996.490 15.360 1011.850 3.60 2.09 .06 1011.91 .00 .72 .00 1.500 .000 .00 1 .0 44.540 .1832 .0012 .05 15.36 .00 .29 .013 .00 .00 PIPE I I I I I I I I I I I I I 1044.540 1004.650 7.262 1011.912 3.60 2.04 .06 1011.98 .00 .72 .00 1500 .000 .00 1 .0 _I_ _I_ . I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I- -I- I- ' WSPGN CALCULATIONS (ULTIMATE CHANNEL CONTROLLING.WATER SURFACE) Armstrong & Brooks Consulting Engineers FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:27: 7 First Street Storm Drain - Ultimate HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers axaaxa+++w++aaa.a.axw««««aa+a+axaaaxxx ax ax.axxww«awwwaxa+w«wwwa++aaaaaaaaaaaaaaaaaaxaaxxxxxxx.a+aaw«ww«w«w«+wwx+«w+wa+wwaw «wax x««« Invert I Depth I Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lEase WtI INo Wth Station I Elev ' (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I D.I ZL IPrs/Pip L/Elem .+axaxawalaaaaaa.,.�+xxxx««wlaaaaaaaaa�a.aa.a.aal,a.aaa.Ixaaxxxwlx«xwwwxx.Ixxxwxxwl«aaaaaa.Ia.wx+x..I.a,wxaxl+++,wwxlw.«xa ICh Slope I SF Avel HE ISE DpthlFroude NINOM Dp I "N" I X-Falll ZR IType Ch �wxxx«xw 3367.320 990.140 7.360 997.500 193.10 11.39 2.01 999.51 .00 3.54 .00 4.000 .000 00 1 .0 248.310 .0056 .0099 2.46 .00 .00 4.00 .013 .00 .00 PIPE 3615.630 991.530 8.807 1000.337 143.10 11.39 2.01 1002.35 .00 3.54 .00 4.000 000 .00 1 .0 JUNCT SIR .0057 I .0080 _I_ .05 8.81 I _I_ .00 .013 .00 .00 I_ PIPE 3621.630 991.564 10.377 1001.991 112.10 8.92 1.24 1003.18 .00 3.20 .00 4.000 .000 .00 1 .0 138.370 .0057 .0061 .84 10.38 .00 3.43 .013 .00 00 1- PIPE 3760.000 992.348 10.935 1002.783 112.10 8.92 1.24 1009.02 .00 3.20 .00 4.000 .000 .00 1 .0 JUNCT SIR .0802 .0045 .05 10.44 .00 .013 .00 .00 PIPE 3770.000 993.150 10.950 1004.100 78.10 6.22 .60 1009.70 .00 2.68 .00 4.000 .000 .00 1 .0 35.170 .0577 .0030 .10 10.95 .00 1.29 .013 .00 00 PIPE 3805.170 995.180 9.024 1004.204 78.10 6.22 .60 1004.80 .00 2.68 .00 4.000 .000 .00 1 .0 JUNCT -I- SIR -I- .0572 -I- -I- -I- -I- -I- .0029 -I- .02 9.02 I- -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 3811.290 995.530 8.751 1004.281 76.00 6.05 .57 1004.05 .00 2.64 .00 4.000 .000 .00 1 .0 83.601 .0576 .0028 .23 8.75 .00 1.28 .013 .00 .00 PIPE 3894.891 1000.344 9.167 1009.511 76.00 6.05 .57 1005.08 .00 2.64 .00 4.000 .000 .00 1 .0 HYDRAULIC JUMP (- 3894.891 1000.344 1.592 1001.937 76.00 16.29 9.12 1006.06 .00 2.64 3.92 4.000 .000 .00 1 .0 1.985 .0576 .0248 .05 1.59 2.63 1 28 .013 .00 .00 1- PIPE FILE 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:27: 7 First Street Storm Drain - Ultimate HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIOr I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINOrm Dp I "N" I X-Fa11I ZR IType Ch 3896.875 1000 459 1.603 1002.062 76.00 16.15 4.05 1006.11 .00 2.64 3.92 9.000 .000 .00 1 .0 8.963 .0576 .0230 .21 1.60 2.60 1.28 .013 .00 .00 PIPE 3905.839 1000.975 1.661 1002.636 76.00 15.40 3.68 1006.32 .00 2.69 3.99 9 000 .000 .00 1 .0 7.317 .0576 .0202 .15 1.66 2.43 1.28 .013 .00 .00 I_ PIPE 3913.156 1001.396 1.722 1003.118 76.00 19.68 3.35 1006.47 .00 2.64 3.96 9.000 .000 .00 1 .0 6.028 .0576 .0177 .11 1.72 2.26 1.28 .013 .00 .00 PIPE 3919.184 1001.743 1.786 1003.529 76.00 19.00 3.04 1006.57 .00 2.64 3.98 4.000 .000 .00 1 .0 5.014 .0576 .0156 .08 1.79 2.11 1.28 .013 .00 .00 PIPE 3924.198 1002.032 1.852 1003.884 76.00 13 35 2.77 1006.65 00 2.64 3.99 4.000 000 .00 1 .0 4.133 .0576 .0137 .06 1.85 1.97 1.28 .013 .00 .00 PIPE 3928.330 1002.270 1.922 1004.192 76.00 12.73 2.51 1006.71 00 2.64 4.00 4.000 .000 .00 1 .0 .IUNCT STR .0980 .0472 .29 1.92 1.83 013 .00 .00 PIPE 3934.450 1002.870 .748 1003.618 31.30 20.80 6.72 1010.33 .00 1.73 2.87 3.500 .000 .00 1 .0 34.270 .0974 .0963 3.30 .75 5.06 .75 013 .00 .00 PIPE 3968.720 1006.209 .749 1006.959 31.30 20.79 6.68 1013.64 .00 1.73 2.87 3.500 .000 .00 1 .0 76.685 .0974 .0899 6.89 .75 5.04 .75 .013 .00 .00 PIPE 4045.405 1013.682 .779 1014.456 31.30 19.77 6.07 1020.53 .00 1.73 2.91 3.500 .000 .00 1 .0 27.769 .0974 .0785 2.18 .77 4.72 .75 .013 .00 .00 PIPE FILE- 102313firststreet WSW W S P G W - CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:27: 7 First Street Storm Drain - Ultimate HGL Habitat for Humanity Temecula Project Armstrong s Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem SCh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch 4073.174 1016.388 .801 1017.189 31.30 18.85 5.52 1022.71 .00 1.73 2.94 3.500 .000 .00 1 .0 16.499 .0974 .0687 1.13 .80 4.42 .75 .013 .00 .00 PIPE 4089.673 1017.996 .828 1018.824 31.30 17.97 5.02 1023.84 .00 1.73 2.97 3.500 .000 .00 1 .0 11.440 .0974 I_ .0600 .69 .83 4.14 .75 .013 I_ .00 .00 I_ PIPE 4101.113 1019.110 .856 1019.966 31.30 17.19 4.56 1024.53 .00 1.73 3.01 3.500 .000 .00 1 .0 8.557 .0974 .0525 .45 .86 3.88 .75 .013 .00 .00 1- PIPE 4109.669 1019.944 .886 1020.830 31.30 16.39 4.15 1024.98 .00 1.73 3.04 3 500 .000 .00 1 .0 6.732 .0974 .0459 .31 I .89 I_ 3.63 .75 .013 .00 .00 I_ PIPE 4116.402 1020.600 .916 1021.516 31.30 15.58 3.77 1025.29 .00 1.73 3.08 3.500 .000 .00 1 .0 5.423 .0974 .0402 .22 .92 3.40 .75 .013 .00 .00 PIPE 4121.825 1021.129 .948 1022.077 31.30 14.85 3.93 1025.50 .00 1.73 3.11 3.500 .000 .00 1 .0 4.471 .0974 .0351 .16 .95 3.18 .75 .013 .00 .00 PIPE 4126.296 1021.564 .981 1022.545 31.30 19.16 3.12 1025.66 .00 1.73 3.14 3.500 .000 .00 1 .0 3.737 .0974 .0308 .11 .98 2.98 .75 .013 .00 .00 PIPE 4130.033 1021.928 1.015 1022.944 31.30 13.50 2.83 1025.78 .00 1.73 3.18 3.500 .000 .00 1 .0 3.140 .0974 .0269 .08 I _I_ 1.02 2.79 .75 .013 .00 .00 PIPE 4133.173 1022.234 1.051 1023.286 31.30 12.88 2.57 1025.86 .00 1.73 3.21 3.500 .000 .00 1 .0 2.681 .0974 .0236 06 1.05 2.61 .75 .013 .00 .00 PIPE M M r M M M IIIIIIIIIIIIIIIIIIIN M M M IIIIIIIIIIIIIIIIIIIN M M M M M IIIIIIIIIIIIIIIIIIIN M M FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:27: 7 First Street Storm Drain - Ultimate HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers ...........«+x«:x..««+xxx+ ...............«..««««+«..«««««++«+x..xx..x..x.+xx..............................«.x«x.......xx++ «..x«..+ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFrcude NlNorm Dp I "N" I X -Fall) ZR IType Ch 4135.859 1022.496 1.087 1023.583 31 30 12.28 2.34 1025.92 .00 1.73 3.24 3.500 .000 .00 1 .0 2.262 .0974 .0206 .05 1.09 2.44 .75 .013 .00 .00 PIPE 4138.116 1022.716 1.126 1023.892 31.30 11.71 2.13 1025.97 .00 1.73 3.27 3.500 .000 .00 1 .0 1.946 .0974 .0181 .04 1.13 2.28 .75 .013 .00 .00 I_ PIPE 4140.0621 1022.906 1.165 1024.071 31.30 11.16 1.93 1026.01 .00 1.73 3.30 3.500 .000 .00 1 .0 1.640 .0974 .0158 .03 1.17 2.13 .75 .013 .00 .00 PIPE 4141.702 1023.065 1.207 1024.273 31.30 10.64 1.76 1026.03 .00 1.73 3 33 3.500 .000 .00 1 .0 1.398 .0974 I_ .0139 .02 1.21 1.99 .75 .013 .00 .00 PIPE 9143.100 1023.202 1.250 1029.952 31.30 10.15 1.60 1026.05 .00 1.73 3.35 3.500 .000 .00 1 .0 1.188 .0974 .0122 .01 1.25 1.86 .75 .013 .00 .00 PIPE 4144.288 1023.318 1.294 1029.612 31.30 9.67 1.45 1026.06 .00 1.73 3.38 3.500 .000 .00 1 .0 .981 .0974 .0107 .01 1.29 1.74 .75 .013 .00 .00 PIPE 4195.269 1023.413 1.341 1024.754 31.30 9.22 1.32 1026.08 .00 1.73 3.40 3.500 .000 .00 1 .0 .816 .0974 .0094 .01 1.34 1.63 75 .013 .00 .00 PIPE 4146.067 1023.493 1.389 1024.882 31.30 8.79 1.20 1026.08 .00 1.73 3.42 3.500 .000 .00 1 .0 .652 .0974 .0082 .01 1.39 1.52 .75 .013 .00 .00 1- PIPE 4146.739 1023.556 1.440 1024.997 31.30 8.39 1.09 1026.09 .00 1.73 3.99 3.500 .000 .00 1 .0 .513 .0974 .0072 .00 1.44 1.42 .75 .013 .00 .00 1- PIPE FILE: 102313£irststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:27: 7 First Street Storm Drain - Ultimate HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers .x.+.x.«x.x.xxw+ .............+.+...xxxx+..«w..+.a.xx.....x...........xa.x..............+.x..x.+«.+.ax..x..xx.......«...... a..x.a.. Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow TOPIHeight/ Base Wtl No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIor I.D.I ZL IPYS/Pip L/Elem a.xx.x««wlw«««w«wxwlw.«.w...I.xxa.x...I««xw.ww..I...a.aalx...«..1......a.al..x.,x.I.xa....al+.....x.l..+..x.I..a....Ia.... ICh Slope I I I I SF Avel HF ISE Dpthl Froude NINorm Dp I "N" I X-Fal1I ZR (Type �....a.. Ch 4147 252 1023.606 1.493 1025.099 31.30 7.99 .99 1026.09 .00 1 73 3.96 3.500 .000 .00 1 .0 .387 .0974 .0063 .00 1.49 1.32 .75 .013 .00 .00 PIPE 4147.639 1023.694 1.548 1025.192 31.30 7.62 .90 1026.09 .00 1.73 3.48 3.500 .000 .00 1 .0 .272 .0974 .0056 .00 1.55 1.24 .75 .013 .00 .00 PIPE 4147.911 1023.671 1.605 1025.276 31.30 7.27 .82 1026.10 .00 1.73 3.49 3.500 .000 .00 1 .0 .157 .0974 0049 .00 1 61 1.15 .75 .013 .00 .00 PIPE 4148.068 1023.686 1.665 1025.351 31.30 6.93 .75 1026.10 .00 1.73 3.50 3.500 .000 .00 1 .0 .042 .0974 .0043 .00 1.67 1.07 .75 .013 .00 .00 1- PIPE 4148.110 1023.690 1.730 1025.920 31.30 6.60 .68 1026.10 .00 1.73 3.50 3.500 .000 .00 1 .0 JUNCT SIR .0600 .0021 01 1.73 1.00 .013 .00 .00 PIPE 4152.110 1023.930 2.160 1026.090 6.30 1.01 .02 1026.11 .00 .75 3.40 3.500 .000 .00 1 .0 1.393 .0600 .0001 .00 2.16 13 .39 .013 .00 .00 PIPE 4153.503 1024.014 2.075 1026.089 6.30 1.06 .02 1026.11 .00 .75 3.49 3.500 .000 .00 1 .0 1.306 .0600 .0001 .00 2.08 .14 .39 .013 .00 .00 PIPE 9154.809 1024.092 1.995 1026.087 6.30 1.11 .02 1026.11 .00 .75 3.47 3.500 .000 .00 1 .0 1.237 .0600 .0001 .00 2.00 .15 .39 .013 .00 .00 PIPE 4156.046 1024.166 1.919 1026.085 6.30 1.17 .02 1026.11 .00 .75 3.98 3.500 .000 .00 1 .0 1.167 .0600 .0001 .00 1.92 .17 .39 .013 .00 .00 I_ PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:27: 7 First Street Storm Drain - Ultimate HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super CriticallFlow ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Eleni Ch Slope SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 4157.213 1024.236 1.847 1026.083 6.30 1.22 .02 1026.11 .00 .75 3.49 3.500 .000 .00 1 .0 1.114 .0600 0001 .00 1.85 .18 .39 .013 .00 .00 I_ PIPE 4158.327 1024.303 1.778 1026.081 6.30 1.28 .03 1026.11 .00 .75 3.50 3.500 .000 .00 1 .0 1.043 .0600 .0002 .00 1.78 .19 .39 .013 .00 .00 1- PIPE 4159.370 1024.366 1.713 1026.079 6.30 1.35 .03 1026.11 .00 .75 3.50 3.500 .000 .00 1 .0 .989 .0600 .0002 .00 1.71 .20 .39 .013 .00 .00 PIPE 4160.359 1024.425 1.651 1026.076 6.30 1.41 .03 1026.11 .00 .75 3.49 3.500 .000 .00 1 .0 952 .0600 .0002 .00 1.65 22 .39 .013 .00 .00 I_ PIPE 4161.311 1024.482 1.591 1026.073 6.30 1.48 .03 1026.11 .00 .75 3.49 3.500 .000 .00 1 .0 .897 .0600 .0002 .00 1.59 .24 .39 .013 .00 .00 1- PIPE 9162.208 1024.536 1.539 1026.070 6.30 1.55 .04 1026.11 .00 .75 3.47 3.500 .000 .00 1 .0 .841 .0600 .0003 .00 1.53 .25 .39 .013 .00 .00 I PIPE 4163.099 1029.586 1.480 1026.067 6.30 1.63 04 1026.11 .00 .75 3.46 3.500 .000 .00 1 .0 .802 .0600 .0003 .00 1.48 .27 .39 .013 .00 .00 PIPE 4163.852 1024.635 1.928 1026.063 6.30 1.71 .05 1026.11 .00 .75 3.44 3.500 .000 .00 1 .0 .779 .0600 .0003 .00 1.43 .29 .39 .013 .00 .00 1- PIPE 4169.630 1024.681 1.377 1026.058 6.30 1.79 .OS 1026.11 00 .75 3.42 3.500 .000 .00 1 .0 .709 .0600 .0004 .00 1.38 31 .39 .013 .00 .00 I PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 7 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:27: 7 First Street Storm Drain - Ultimate HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor T.D.I ZL IPrs/Pip L/Eleni ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 4165.340 1029.729 1.329 1026.053 6.30 1.88 .05 1026.11 .00 .75 3.40 3.500 .000 .00 1 .0 HYDRAULIC SUMP 4165.340 1024.729 .385 1025.109 6.30 10.92 1.85 1026.96 .00 .75 2.19 3.500 .000 .00 1 .0 93.647 0600 .0600 5.62 .39 3.75 .39 .013 .00 .00 I_ PIPE 9256.967 1030.393 .385 1030.728 6.30 10.92 1.85 1032.58 .00 .75 2.19 3.500 .000 .00 1 .0 41.097 .0600 .0586 2.41 .39 3.75 .39 .013 .00 .00 PIPE 9300.083 1032.808 .390 1033.198 6.30 10.73 1.79 1034.99 .00 .75 2.20 3.500 .000 .00 1 .0 22.876 .0600 .0534 1.22 .39 3.66 .39 .013 .00 .00 1- PIPE 4322.960 1034.181 .402 1034.583 6.30 10.23 1.63 1036.21 .00 .75 2.23 3 500 .000 .00 1 .0 9.987 .0600 .0466 .47 .40 3.43 .39 .013 .00 .00 I_ PIPE 4332.947 1034.780 .416 1035.196 6.30 9.76 1.48 1036.67 .00 .75 2.27 3.500 .000 .00 1 .0 6.237 .0600 .0407 .25 .42 3.22 .39 .013 .00 .00 PIPE 4339.184 1035.159 .430 1035.584 6.30 9.30 1.34 1036.93 .00 .75 2.30 3.500 .000 .00 1 .0 4.418 0600 .0355 .16 .43 3.02 .39 .013 .00 .00 PIPE 9343.603 1035.420 .449 1035.864 6.30 8.87 1.22 1037.09 .00 .75 2.33 3.500 .000 .00 1 .0 3.313 .0600 .0310 .10 .44 2.83 .39 .013 .00 .00 PIPE 4346.915 1035.618 .459 1036.077 6.30 8.46 1.11 1037.19 .00 .75 2.36 3.500 .000 .00 1 .0 2.610 .0600 .0271 .07 .46 2.65 .39 013 .00 .00 I_ PIPE FILE: 102313firststreet_WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 8 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:27: 7 First Street Storm Drain - Ultimate HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width Dia.-FTIor I.D.I ZL IPYS/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINOrm DP I "N" I X -Fall) ZR IType Ch 4349.525 1035.775 .474 1036.249 6.30 8.06 1.01 1037.26 .00 .75 2 40 3.500 .000 .00 1 .0 2.083 .0600 .0236 .05 .47 2.49 .39 .013 .00 .00 I_ PIPE 4351.606 1035.900 .490 1036.390 6.30 7.69 .92 1037 31 .00 .75 2.43 3.500 .000 .00 1 .0 1.712 .0600 .0206 .04 .49 2.33 .39 .013 .00 .00 I_ PIPE 4353.320 1036.003 .506 1036.509 6.30 7.33 .83 1037.34 .00 .75 2.46 3.500 .000 .00 1 .0 1.401 .0600 .0180 .03 .51 2.19 .39 .013 00 .00 PIPE 4359.722 1036.087 .523 1036.610 6.30 6.99 .76 1037.37 .00 .75 2.50 3.500 .000 .00 1 .0 1.151 .0600 .0157 .02 .52 2.05 .39 .013 I _I_ .00 .00 I PIPE 4355.873 1036.156 .541 1036.697 6.30 6.66 .69 1037.39 .00 .75 2.53 3.500 .000 .00 1 .0 .966 .0600 .0137 .01 .54 1.92 .39 .013 .00 .00 PIPE 4356.838 1036.214 .559 1036.773 6.30 6.35 .63 1037.90 .00 .75 2.56 3.500 .000 .00 1 .0 .812 .0600 .0120 .01 .56 1.80 .39 .013 .00 .00 PIPE 4357.650 1036.263 .577 1036.840 6.30 6.06 .57 1037.41 .00 .75 2.60 3.500 .000 .00 1 .0 .642 .0600 .0105 .01 .58 1.69 .39 .013 .00 .00 PIPE 9358.292 1036.301 .597 1036.890 6.30 5.78 .52 1037.42 .00 .75 2.63 3.500 .000 .00 1 .0 .533 .0600 .0091 .00 .60 1.58 .39 .013 .00 .00 PIPE 4358.825 1036.333 .617 1036.950 6.30 5.51 .47 1037.92 .00 .75 2.67 3.500 .000 .00 1 .0 .419 .0600 .0080 .00 .62 1.48 .39 .013 .00 .00 1- PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 9 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 4:27: 7 First Street Storm Drain - Ultimate HGL Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 4359.245 1036.358 .638 1036.996 6.30 5.25 .43 1037.42 .00 .75 2.70 3.500 .000 .00 1 .0 .338 .0600 .0070 .00 .64 1.39 .39 .013 .00 .00 PIPE 4359.583 1036.379 .659 1037.038 6.30 5.01 .39 1037.43 .00 .75 2.74 3.500 .000 .00 1 .0 .249 .0600 .0061 .00 .66 1 30 .39 .013 .00 .00 1- PIPE 4359.831 1036.393 .681 1037.075 6.30 4.77 .35 1037.43 .00 .75 2.77 3.500 .000 .00 1 .0 .149 .0600 .0053 .00 .68 1.22 .39 .013 .00 .00 1- PIPE 4359.980 1036.902 .705 1037.107 6.30 4.55 .32 1037.43 .00 .75 2.81 3.500 .000 .00 1 .0 .113 .0600 .0047 .00 .71 1.14 .39 .013 .00 .00 PIPE 4360.093 1036.909 .728 1037.137 6.30 4.34 .29 1037.43 .00 .75 2.84 3.500 .000 .00 1 .0 .017 .0600 .0041 .00 .73 1.07 .39 .013 .00 .00 1- PIPE 9360.110 _I_ 1036.410 _I_ .755 1037.165 I_ _I_ 6.30 _I_ 4.13 .26 _I_ _I_ 1037.43 _I_ .00 _I_ .75 _I_ 2 88 _I_ 3.500 .000 _I_ _I_ . 00 1 .0 I_ FILE: 1023131ineb100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 5: 1:48 Tract 30990 line "b" -ultimate HGL Armstrong & Brooks Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 1000.000 1002.490 1.173 1003.663 44.70 17.95 4.73 1008.39 .00 2.18 2.93 3.000 .000 .00 1 .0 5.620 .0445 .0429 .24 1.17 3.29 1.16 .013 .00 .00 PIPE 1005.620 1002.740 1.179 1003.914 44.70 17.93 4.72 1008.63 .00 2.18 2.93 3.000 .000 .00 1 .0 84.310 .0426 I _I_ .0433 3.65 1.17 3.28 1.18 .013 .00 .00 I_ PIPE 1089.930 1006.330 1.167 1007.497 44.70 17.58 4.80 1012.29 .00 2.18 2.93 3.000 .000 .00 1 .0 JUNCT STR .7700 0343 .07 1.17 3.32 .013 .00 .00 I- PIPE 1091.930 1007.870 1.369 1009.234 44.50 14.23 3.15 1012.38 .00 2.17 2.99 3.000 .000 .00 1 .0 26.346 0306 .0236 .62 1.36 2.45 1.28 .013 .00 .00 1- PIPE 1118.276 1008.676 1.403 1010.079 44.50 13 71 2.92 1013.00 .00 2.17 2.99 3.000 .000 .00 1 .0 22.246 .0306 .0210 .47 1.40 2.32 1.28 .013 .00 .00 PIPE 1140.524 1009.357 1.456 1010.813 94.50 13 OB 2.66 1013.47 .00 2.17 3.00 3.000 .000 .00 1 .0 15.435 .0306 .0185 .29 1 46 2.16 1.28 013 .00 .00 PIPE 1155.959 1009.829 1.511 1011.390 44.50 12.47 2.41 1013.75 .00 2.17 3.00 3.000 .000 .00 1 .0 11.301 .0306 .0163 .18 1.51 2.01 1.28 .013 .00 .00 PIPE 1167.261 1010.175 1.569 1011.794 94.50 11.89 2.19 1013.94 .00 2.17 3.00 3.000 .000 .00 1 .0 8.539 .0306 .0144 .12 1.57 1.87 1.28 .013 .00 .00 I_ PIPE 1175.8001 1010.436 1.630 1012.066 44.50 11.33 1.99 1014.06 .00 2.17 2.99 3.000 .000 .00 1 .0 6.498 .0306 .0127 .08 1.63 1.74 1.28 .013 .00 .00 PIPE FILE: 1023131ineb100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 5: 1:48 Tract 30990 line "b" -ultimate HGL Armstrong 6 Brooks .+.+.++a+.+..++.+......+.......xx»+.a.,,.++.++...+....+..+.+......++.+.+a.aa.+a ..............+..a...«..«x»,».++++a+..+..a. ...+++.. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wt1 No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.1 ZL 1prs/Pip L/Eleni ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 1182.298 1010.635 1.695 1012.330 94.50 10.81 1.81 1014.14 .00 2 17 2.97 3.000 .000 .00 1 .0 5.048 .0306 .0112 .06 1.70 1.62 1.28 .013 .00 .00 1- PIPE 1187.346 1010.789 1.762 1012.551 94.50 10.30 1.65 1014.20 .00 2.17 2.95 3.000 .000 00 1 .0 3.765 .0306 I _I_ .0099 .04 1.76 1.50 1.28 .013 .00 .00 PIPE 1191.111 1010.904 1 834 1012.738 49.50 9.82 1.50 1014.24 .00 2.17 2.92 3.000 .000 .00 1 .0 2.762 .0306 .0088 .02 1.83 1.39 1.28 .013 .00 .00 PIPE 1193.872 1010.989 1.910 1012.899 44.50 9.37 1.36 1014.26 .00 2.17 2.89 3.000 .000 .00 1 .0 1.880 .0306 .0078 .01 1.91 1.29 1.28 .013 .00 .00 1- PIPE 1195.752 1011.046 1.991 1013.037 49.50 8.93 1.24 1014.28 .00 2.17 2.83 3.000 .000 .00 1 .0 1.082 .0306 .0069 .01 1.99 1.19 1.28 .013 .00 .00 PIPE 1196.834 1011.079 2.078 1013.158 44.50 8.52 1.13 1014.28 .00 2.17 2.77 3.000 .000 .00 1 .0 .346 .0306 .0062 .00 2.08 1.09 1.28 .013 .00 .00 PIPE 1197.180 -I- 1011.090 -I- 2.173 -I- 1013.263 -I- 44.50 -I- 8.12 -I- 1.02 -I- 1019.29 -I- .00 -I- 2.17 -I- 2.68 -I- 3.000 -I- .000 -I- .00 1 .0 I- FILE: 1023131inecl00.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number. 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 5: 9 8 Tract 30990 line "c" - ultimate HGL Armstrong & Brooks Invert Depth Water Q Vel Vel I Energy I Super CriticallFlow ToplHeight/IBase WtI No Wth Station Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTlor I.D.I ZL IPrs/Pip L/Eleni xxxwaaa.ala...a..x.I..xxx+w+I.aa.«....I,..x..x.xlw+waa.wl«w..a.«I.w.....a.I.......1....x...I.....x..I.......I......ala..aa ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fal1I ZR (Type Ch �....,.x 1000.000 996.990 7.720 1009.210 3.60 2.09 .06 1004.27 .00 .72 .00 1.500 .000 .00 1 .0 34.223 _I_ .1832 I _I_ _I_ I_ _I_ _I_ .0012 .04 _I_ d- 7.72 _I_ .00 .29 _I_ _I_ .013 _I_ .00 .00 I- PIPE 1034.223 1002.760 1.500 1004.260 3.60 2.04 .06 1004.32 .00 .72 00 1.500 .000 .00 1 .0 .727 .1832 I _I_ I _I_ .0011 .00 1.50 .00 .29 .013 .00 .00 I_ PIPE 1034.950 1002.893 1.360 1004.253 3.60 2.14 .07 1004.32 .00 .72 .87 1.500 000 .00 1 .0 .050 .1832 .0010 .00 1.36 .27 .29 .013 .00 .00 I PIPE 1035.000 1002.902 1.360 1004.262 3.60 2.14 .07 1004.33 .00 .72 .87 1.500 .000 .00 1 .0 HYDRAULIC JUMP 1035.000 1002.902 .347 1003.249 3.60 11.62 2.10 1005.35 .00 .72 1.27 1.500 .000 .00 1 .0 .618 .1832 .0797 .05 .35 4.14 .29 .013 .00 .00 PIPE 1035.617 1003.015 .359 1003.375 3.60 11.07 1.90 1005.28 .00 .72 1.28 1.500 .000 .00 1 .0 1.415 .1832 .0695 .10 .36 3.87 .29 .013 .00 .00 I_ PIPE 1037.032 1003.275 .371 1003.646 3.60 10.55 1.73 1005.38 .00 .72 1.29 1.500 .000 .00 1 0 1.178 .1832 .0608 .07 .37 3.62 .29 .013 .00 .00 I_ PIPE 1038.210 1003.490 .384 1003.875 3.60 10.06 1.57 1005.45 .00 .72 1.31 1.500 .000 .00 1 .0 .999 .1832 .0531 .05 .38 3.39 .29 .013 00 .00 PIPE 1039.209 1003.673 .397 1004.071 3.60 9.59 1.43 1005.50 .00 .72 1.32 1.500 .000 .00 1 .0 .848 .1832 .0465 .04 .40 3.18 29 .013 .00 .00 I PIPE FILE: 1023131inec100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 5. 9 8 Tract 30990 line "c" - ultimate HGL Armstrong & Brooks Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj [NO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIProude NINorm Dp I "N" I X-Fa11I ZR (Type Ch +++++awa.Iwaxa«+««ala+as++aalwwawwwwwalxwwxa++a+Iaaaaanal+aa+++alwaawaaaawlxaawa.al+ax«xwawlw«xw«x«aI«+wwwawla«aw«awlxw.++ I++++www 1090.057 1003.829 .411 1004.240 3.60 9.15 1.30 1005.54 .00 .72 1.34 1.500 .000 .DO 1 .0 I _I_ I_ I _I_ I _I_ I_ .731 .1832 .0407 .03 .91 2.97 .29 .013 .00 .00 PIPE 1040.787 1003.963 .425 1004.388 3 60 8.72 1.18 1005.57 .00 .72 1.35 1.500 .000 .00 1 .0 .626 .1832 .0356 .02 .43 2.78 .29 .013 .00 .00 PIPE , 1041.413 1004.077 .440 1004.517 3.60 8.32 1.07 1005.59 .00 .72 1.37 1.500 .000 .00 1 .0 .543 .1832 .0312 .02 .44 2.60 .29 .013 .00 .00 PIPE 1041.957 1004.177 .955 1004.632 3.60 7.93 .98 1005.61 .00 .72 1.38 1.500 .000 .00 1 .0 .467 .1832 .0273 .01 .46 2.44 .29 .013 .00 .00 PIPE 1042.423 1004.262 .471 1009.733 3.60 7.56 .89 1005.62 .00 .72 1.39 1.500 .000 .00 1 .0 .400 .1832 .0239 .01 .47 2.28 .29 .013 .00 .00 PIPE 1042.823 1004.336 .488 1004.824 3.60 7.21 .81 1005.63 .00 .72 1.41 1 500 .000 .00 1 .0 I_ .347 .1832 .0209 .01 .49 2.13 .29 .013 .00 .00 PIPE 1043.170 1004.399 .505 1004.909 3.60 6.87 .73 1005.64 .00 .72 1.42 1.500 000 .00 1 .0 I_ .295 .1832 .0183 .01 .51 1.99 .29 .013 .00 .00 PIPE 1093.465 1004.453 .523 1004.976 3.60 6.55 .67 1005.64 .00 .72 1.43 1.500 .000 .00 1 .0 .249 .1832 .0161 .00 .52 1.86 .29 .013 .00 .00 PIPE 1043.714 1004.499 .542 1005 091 3.60 6.25 .61 1005.65 .00 .72 1.44 1.500 .000 .00 1 .0 .214 .1832 .0141 .00 .54 1.74 .29 .013 .00 .00 PIPE FILE: 1023131inec100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date: 3-14-2007 Time: 5: 9 8 Tract 30990 line "c" - ultimate HGL Armstrong & Brooks Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Eleni ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fal1I ZR IType Ch 1093.920 1009.538 .561 1005.099 3.60 5.96 .55 1005.65 .00 .72 1.45 1.500 .000 .00 1 .0 .170 .1832 .0124 .00 .56 1.63 .29 .013 .00 .00 PIPE 1044.098 1004.569 .582 1005.151 3.60 5.68 .50 1005.65 .00 .72 1.96 1.500 .000 .00 1 .0 .142 .1832 .0109 .00 .58 1.52 .29 .013 .00 .00 I_ PIPE 1044.240 1004.595 .603 1005.198 3.60 5.42 .96 1005.65 .00 .72 1.47 1.500 .000 .00 1 .0 .112 .1832 .0095 .00 .60 1.42 .29 .013 .00 .00 I_ PIPE 1044.352 1004.616 .625 1005.241 3.60 5.16 .91 1005.65 .00 .72 1.48 1.500 .000 .00 1 .0 .084 .1832 .0084 .00 .63 1.33 .29 .013 .00 .00 PIPE 1094.436 1009.631 .698 1005.279 3.60 9.92 .38 1005.66 .00 .72 1.49 1.500 .000 .00 1 .0 .058 .1832 .0073 .00 .65 1.24 .29 .013 .00 .00 PIPE 1044.999 1004.642 .672 1005.314 3.60 4.69 .34 1005.66 .00 .72 1.49 1.500 .000 .00 1 .0 .035 .1832 .0065 .00 .67 1.15 .29 .013 .00 .00 PIPE 1044.529 1004.648 .697 1005.345 3.60 4.48 .31 1005.66 .00 .72 1.50 1.500 .000 .00 1 .0 .011 .1832 .0057 .00 .70 1.08 I_ .29 .013 .00 .00 PIPE 1094.590 -I- 1004.650 -I- .724 -I- 1005.374 -I- 3.60 -I- 4.26 -I- .28 -I- 1005.66 .00 -I- -I- .72 -I- 1.50 -I- 1 500 -I- .000 -I- .00 1 I- .0 WSPGN CALCULATIONS (CRITICAL DEPTH +1' CONTROLLING WATER SURFACE) Armstrong & Brooks Consulting Engineers FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:22.11 First Street Storm Drain Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem +a+++x+x.Iww+a+a+++Ia+x«+wwwl«++.++..xl.«wx.+.+.Ia.+a.x«I««w«wwwlww+w+w+w+I+,+a+x.Ix+wwxwwxl««««+.xwlxwx««wwlww+w+x«Ix«xwx ICh Slope II SF Avel HF ISE DpthlFroude NINOrm Dp I "N" I X-Falll ZR IType Ch Ixx+«««« 3367.320 990.190 4.540 994.680 143.10 11.39 2.01 996.69 .00 3.54 .00 4.000 .000 .00 1 .0 248 310 .0056 0099 2.46 .00 .00 4.00 .013 .00 .00 PIPE 3615.630 991.530 5.987 997.517 143.10 11.39 2.01 999.53 .00 3.54 .00 4.000 .000 .00 1 .0 JUNCT STR .0057 .0080 .05 5.99 .00 .013 .00 .00 PIPE 3621.630 991.564 7.557 999.121 112.10 8.92 1.29 1000.36 .00 3.20 .00 4.000 .000 .00 1 .0 138.370 .0057 .0061 .84 7.56 .00 3.43 013 00 .00 1- PIPE 3760.000 992.398 7.615 999.963 112.10 8.92 1.24 1001.20 .00 3.20 .00 4.000 .000 .00 1 .0 JUNCT STR .1052 .0045 .05 7.62 .00 .013 .00 .00 PIPE 3770.000 993.400 7.880 1001.280 78.10 8.12 1.02 1002.30 .00 2.76 .00 3.500 .000 .00 1 .0 35.170 .0577 I _I_ .0060 .21 7.88 .00 1.37 .013 .00 .00 I_ PIPE 3805.170 995.430 6.114 1001.544 78.10 8.12 1.02 1002.57 .00 2.76 .00 3.500 .000 .00 1 .0 JUNCT STR .0572 .0059 .04 6.11 .00 .013 00 .00 I- PIPE 3811.290 995.780 5.902 1001.682 76.00 7.90 .97 1002.65 .00 2.73 .00 3.500 .000 .00 1 .0 22.270 .0576 .0057 .13 5.90 .00 1.35 .013 00 .00 PIPE 3833.560 997.063 4.754 1001.817 76.00 7.90 .97 1002.79 .00 2.73 .00 3.500 .000 .00 1 .0 HYDRAULIC JUMP 3833.560 997.063 1.511 998.573 76.00 19.12 5.68 1004.25 00 2.73 3.47 3.500 .000 .00 1 .0 16.824 .0576 .0363 .61 1.51 3.15 1.35 .013 .00 .00 1- PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:22:11 First Street Storm Drain Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super (Critical Flow ToplHeight/(Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width (Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem «x+a+aa..Ixxxwa.+..I.xx.xw..I+..x.xawwl++++a...xlxxax«w+Ia.....,Ix..x..x.xlxw+a.+al..a++a.xl....xxaxlx.«xxwwlwx««w«xI«x..x ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ix«xwx«x Ch 3850.385 998.031 1.554 999.585 76.00 18.41 5.26 1004.85 .00 2 73 3.48 3.500 .000 .00 1 .0 16.683 .0576 I_ .0324 .54 1.55 2.98 1.35 .013 .00 .00 PIPE 3867.068 998.992 1.612 1000.609 76.00 17.56 4.79 1005.39 .00 2.73 3.49 3.500 .000 .00 1 .0 12.881 .0576 .0285 .37 1.61 2.78 1.35 .013 .00 .00 1- PIPE 3879.949 999.734 I 1.672 1001.406 76.00 16.74 9.35 1005.76 .00 2.73 3.50 3.500 .000 .00 1 .0 10.190 _I_ .0576 .0250 .26 1.67 2.59 1.35 .013 .00 .00 PIPE 3890.139 1000.321 1.736 1002.057 76.00 15.96 3.96 1006.01 .00 2.73 3.50 3.500 .000 .00 1 .0 8.263 .0576 .0221 .18 1.74 2.41 1.35 .013 .00 .00 PIPE 3898.902 1000.797 I_ 1.802 1002.599 76.00 15.22 3.60 1006.19 .00 2.73 3.50 3.500 .000 .00 1 .0 6.734 .0576 .0194 .13 1.80 2.24 1.35 .013 .00 .00 I_ PIPE 3905.136 1001.184 1.872 1003.056 76.00 14.51 3.27 1006.33 .00 2.73 3.49 3.500 .000 .00 1 .0 5.543 .0576 .0171 .10 1.87 2.09 1.35 .013 .00 .00 I_ PIPE 3910.679 1001.504 1.945 1003.949 76.00 13.83 2.97 1006.42 .00 2.73 3.48 3.500 .000 .00 1 .0 4.550 .0576 .0151 .07 1.95 1.94 1.35 .013 .00 .00 PIPE 3915.229 1001.766 2.022 1003.788 76.00 13.19 2.70 1006.49 .00 2.73 3.46 3.500 .000 .00 1 .0 3.701 .0576 .0134 .05 2.02 1.80 1.35 .013 .00 .00 1- PIPE 3918.930 1001.979 2.109 1004.083 76.00 12.58 2.96 1006.54 .00 2.73 3.43 3.500 .000 .00 1 .0 2.979 .0576 .0118 .04 2.10 1.67 1.35 .013 .00 .00 PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:22:11 First Street Storm Drain Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vol I Energy I Super CriticalIFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X-Fa11I ZR IType Ch 3921.909 1002.150 2.191 I 1004.341 76.00 11.99 2.23 1006.57 .00 2.73 3.39 3.500 .000 .00 1 .0 2.357 .0576 _I_ I _I_ .0105 .02 2 19 1.54 1.35 .013 .00 .00 I_ PIPE 3924.266 1002.286 2.283 1004.569 76.00 11.43 2.03 1006.60 .00 2.73 3.33 3.500 .000 .00 1 .0 1.793 .0576 .0093 .02 2.28 1.43 1.35 .013 .00 .00 1- PIPE 3926.059 1002.389 2.381 1004.770 76.00 10.90 1.85 1006.62 .00 2.73 3.26 3.500 .000 .00 1 .0 1.253 .0576 .0083 01 2.38 1.31 1.35 .013 .00 .00 PIPE 3927.313 1002.461 2.487 1009.949 76.00 10.39 1.68 1006.63 .00 2.73 3.17 3.500 .000 .00 1 .0 .768 .0576 .0074 .01 2.49 1.21 1.35 .013 .00 .00 I PIPE 3928.080 1002.506 2.601 1005.107 76.00 9.91 1.53 1006.63 .00 2.73 3.06 3.500 .000 .00 1 .0 .250 .0576 .0067 .00 2.60 1.10 1.35 .013 .00 .00 PIPE 3928.330 1002.520 2.728 1005.298 76.00 9.45 1.39 1006.63 .00 2.73 2.90 3.500 .000 .00 1 .0 JUNCT STR .0572 0036 .02 2.73 1.00 .013 I_ .00 .00 I_ PIPE 3934.450 1002.870 3.863 1006.733 31.30 3.25 .16 1006.90 .00 1.73 .00 3.500 .000 .00 1 .0 3.044 .0974 I_ .0010 .00 3.86 .00 .75 .013 .00 .00 I PIPE 3937.494 1003.167 3.569 1006.736 31.30 3.25 .16 1006.90 .00 1.73 .00 3.500 .000 .00 1 .0 HYDRAULIC JUMP 3937.994 1003.167 .748 1003.914 31.30 20.80 6.72 1010.63 .00 1.73 2.87 3.500 .000 .00 1 .0 31.226 .0974 .0963 3.01 .75 5.06 75 .013 .00 .00 1- PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:22:11 First Street Storm Drain Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev ICh (FT) Elev (CFS) (FPS) Head I Grd E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem Slope SF Avel HF ISE DpthFroude NNorm Dp I "N" I X-Falll ZR IType Ch +......«.�.+a....«+I......x,�+.++++»..I.......,.�...+x..�+.aa,..I.......««I.a.a..,I........I.»«x+«««I.a«++«.Ia..«+«.I..».. I.+».... 3968.720 1006.209 .749 1006.959 31.30 20.74 6.68 1013.64 .00 1.73 2.87 3.500 000 .00 1 .0 76.685 .0974 .0899 6.89 .75 5.04 .75 .013 .00 .00 1- PIPE 9095.405 1013.682 .774 1014.456 31.30 19.77 6.07 1020.53 .00 1.73 2.91 3.500 .000 .00 1 .0 27.769 .0974 .0785 2.18 .77 4.72 .75 .013 .00 .00 1- PIPE 4073.174 1016.388 801 1017.189 31.30 18.85 5.52 1022.71 .00 1.73 2.94 3.500 .000 .00 1 .0 16.499 .0974 .0667 1.13 .80 4.42 .75 .013 .00 .00 PIPE 4089.673 1017.996 .828 1018.824 31.30 17.97 5.02 1023.84 .00 1.73 2.97 3.500 .000 .00 1 .0 11.440 .0974 I _I_ .0600 .69 .83 4.14 .75 I_ .013 .00 .00 I_ PIPE 4101.113 1019.110 .856 1019.966 31.30 17.14 4.56 1024.53 .00 1.73 3.01 3.500 .000 .00 1 .0 8.557 .0974 I_ .0525 .45 .86 3.88 .75 .013 .00 .00 I_ PIPE 4109.669 1019.944 .886 1020.830 31.30 16.34 4.15 1024.98 .00 1.73 3.04 3.500 .000 .00 1 .0 6.732 .0974 .0459 .31 .89 3.63 .75 .013 .00 .00 I_ PIPE 4116.402 1020.600 .916 1021.516 31.30 15.58 3.77 1025.29 .00 1.73 3.08 3.500 .000 .00 1 .0 5.423 .0974 .0402 .22 .92 3.40 .75 .013 .00 .00 PIPE 4121.825 1021.129 .948 1022.077 31.30 19.85 3.43 1025.50 .00 1.73 3.11 3.500 .000 .00 1 .0 4.471 .0974 .0351 .16 .95 3.18 .75 .013 .00 .00 PIPE 9126.296 1021 564 .981 1022.595 31.30 14.16 3.12 1025.66 .00 1.73 3.19 3.500 .000 .00 1 .0 3.737 .0974 .0308 .11 .98 2.98 .75 .013 .00 .00 PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:22:11 First Street Storm Drain Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Up I "N" I X-Falll ZR (Type Ch 4130.033 1021.928 1.015 1022.949 31.30 13.50 2.83 1025.78 .00 1.73 3.18 3.500 .000 .00 1 .0 3.140 .0974 .0269 .08 1.02 2 79 .75 .013 .00 .00 PIPE 4133.173 1022.234 1.051 1023.286 31.30 12.88 2.57 1025.86 .00 1.73 3.21 3 500 .000 .00 1 .0 2.681 .0974 .0236 .06 1.05 2.61 .75 .013 .00 .00 PIPE 4135.854 1022.496 1.087 1023.583 31.30 12.28 2.34 1025.92 .00 1.73 3.29 3.500 .000 .00 1 .0 2.262 .0974 .0206 .05 1.09 2.44 .75 .013 .00 .00 PIPE 4138.116 1022.716 1.126 1023.642 31.30 11.71 2.13 1025.97 .00 1.73 3.27 3.500 .000 .00 1 .0 1.946 .0974 .0181 .04 1.13 2.28 .75 .013 .00 .00 PIPE 4140.062 1022.906 1.165 1029.071 31.30 11.16 1.93 1026.01 .00 1.73 3.30 3.500 .000 .00 1 .0 1.640 .0974 .0158 .03 1.17 2.13 .75 .013 .00 .00 PIPE 4141.702 1023.065 I_ I_ 1.207 1024.273 31.30 10.64 1.76 1026.03 .00 1.73 3.33 3.500 .000 .00 1 .0 1.398 .0974 .0139 .02 1.21 1.99 .75 .013 .00 .00 PIPE 9143.100 1023.202 1.250 1024 952 31.30 10.15 1.60 1026.05 .00 1.73 3.35 3.500 .000 .00 1 .0 1.188 .0974 .0122 .01 1.25 1 86 .75 .013 .00 .00 PIPE 4144.288 1023.318 1.294 1024.612 31.30 9.67 1.45 1026.06 .00 1.73 3.38 3.500 .000 .00 1 .0 .981 .0974 .0107 .01 1.29 1.74 .75 .013 .00 .00 I_ PIPE 9145.269 1023.913 1.341 1024.754 31.30 9.22 1.32 1026.08 .00 1.73 3.40 3.500 .000 .00 1 .0 .818 I_ .0974 .0094 .01 1.34 1.63 .75 .013 .00 .00 PIPE FILE: 102313firststreet.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:22:11 First Street Storm Drain Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super CriticallFlow TOPIHeight/IBase WtI No wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL JPrs/Pip L/Elem ....._+..�++....+..I.x«...,.I.....x.«+I++..x.x..I.«,+.x«I+.+++..I.++.+....I.,x..x.I..x.x...I•+++++.+I.+.+++.I++++..«I«+«++ ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch �xx+++.+ 4146.087 1023.493 1.389 1024.882 31.30 8.79 1.20 1026.08 .00 1.73 3.92 3.500 .000 .00 1 .0 .652 .0974 .0082 .01 1.39 1.52 .75 .013 .00 .00 PIPE 4146.739 1023.556 1.990 1024.997 31.30 8.39 1.09 1026.09 .00 1.73 3.44 3.500 .000 .00 1 .0 .513 .0974 .0072 .00 1.44 1.42 .75 .013 .00 .00 PIPE 4147.252 1023.606 1.493 1025.099 31.30 7.99 .99 1026.09 .00 1.73 3.46 3.500 .000 .00 1 .0 .387 .0974 .0063 .00 1.49 1.32 .75 .013 .00 .00 PIPE 4147.639 1023.644 1.548 1025.192 31.30 7.62 .90 1026.09 .00 1.73 3.48 3.500 .000 .00 1 .0 .272 .0974 I_ I_ I_ .0056 .00 1.55 1.24 I _I_ .75 .013 .00 .00 I_ PIPE 4147.911 1023.671 1.605 1025.276 31.30 7.27 .82 1026.10 .00 1.73 3.49 3.500 .000 .00 1 .0 .157 .0974 .0049 .00 1.61 1.15 .75 .013 .00 .00 1- PIPE 4148.068 1023.686 1.665 1025.351 31.30 6.93 .75 1026.10 .00 1.73 3.50 3.500 .000 .00 1 .0 .042 .0974 .0043 .00 1.67 1.07 .75 .013 .00 .00 PIPE 9148 110 1023.690 1.730 1025.420 31.30 6.60 .68 1026.10 .00 1.73 3.50 3.500 .000 .00 1 .0 JUNCT STR .0600 .0020 .01 1.73 1.00 .013 .00 .00 I- PIPE 1 I ------- 1 1 WARNING - Junction I Analysis I - Large Lateral Flow(s) ------------------ 4152.110 1023.930 2.525 1026.455 6.30 .85 .01 1026.47 I .00 I .75 I 3.14 I 3.500 I I . 000 .00 I 1 .0 JUNCT _I_ SIR _I_ .0600 -I- _I_ �_ -I _I_ .0019 _I_ .00 _I_ 2.53 -I- .10 _I- _I_ .013 -I_ 00 .00 I_ PIPE FILE: 102313firststreet.WSW W S P G W - CIVILDESIGN Version 14 01 PAGE 7 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:22:11 First Street Storm Drain Habitat for Humanity Temecula Project Armstrong & Brooks Consulting Engineers Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch 5358.110 1036.410 2.525 1038.935 6.30 .99 .02 1038.95 .00 .79 2.19 3.000 .000 .00 1 .0 FILE: 1023131ineb100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:44: 7 Tract 30990 line --b-- b"Armstrong Armstrong & Brooks Invert Depth Water Q Vel Vel I Energy I Super jCriticallFlow TOplHeight/IBase Wtl No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Eleni ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR (Type Ch 1000.000 1002.580 1.179 1003.759 44.70 17.33 4.66 1008.42 .00 2.18 2.93 3.000 .000 .00 1 .0 89.930 .0417 .0430 3.87 1.18 3.26 1.18 .013 .00 .00 1- PIPE 1089.930 1006.330 1.167 1007.497 44.70 17.57 4.80 1012 29 .00 2.18 2.93 3.000 .000 .00 1 .0 JUNCT STR .7700 .0343 .07 1.17 3.32 .013 .00 .00 PIPE 1091.930 1007.870 1.364 1009.234 44.50 14.23 3.14 1012.36 .00 2.17 2.99 3.000 .000 .00 1 .0 26.159 .0305 0236 .62 1.36 2.45 1.29 .013 .00 .00 PIPE 1118.089 1008.668 1.403 1010.071 44.50 13.71 2.92 1012.99 .00 2.17 2.99 3.000 .000 .00 1 .0 22.418 .0305 .0210 .47 1.40 2.32 1.29 .013 .00 .00 1- PIPE 1140.507 1009 353 1.956 1010.809 44.50 13.06 2.66 1013.46 .00 2.17 3.00 3.000 000 .00 1 .0 15.528 .0305 .0185 .29 1.46 2.16 1.29 .013 .00 .00 PIPE 1156.035 1009.827 1.511 1011.338 44.50 12.47 2.41 1013.75 .00 2.17 3.00 3.000 .000 .00 1 .0 11.359 .0305 .0163 .19 1.51 2.01 1.29 .013 .00 .00 1- PIPE 1167.399 1010.173 1.569 1011.742 44.50 11.89 2.19 1013.94 .00 2.17 3.00 3.000 .000 .00 1 .0 8.578 .0305 .0144 .12 1.57 1.87 1.29 .013 .00 .00 1- PIPE 1175.972 1010.435 1.630 1012.065 49.50 11.33 1.99 1019 06 .00 2.17 2.99 3.000 .000 .00 1 .0 6.524 .0305 .0127 .08 1.63 1.74 1.29 .013 .00 .00 I_ PIPE 1182.496 1010.634 1.695 1012.329 49 50 10.81 1.81 1014.14 .00 2.17 2.97 3.000 .000 .00 1 .0 5.067 .0305 .0112 .06 1.70 1.62 1.29 .013 .00 00 PIPE FILE: 1023131ineb100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:44: 7 Tract 30990 line "b" Armstrong & Brooks Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR (Type Ch 1187.563 1010.789 1.762 1012.551 94.50 10.30 1.65 1014.20 .00 2.17 2.95 3.000 .000 .00 1 .0 3.778 .0305 .0099 .04 1.76 1 50 1.29 _I .013 I .00 .00 1- PIPE 1191.341 1010.904 1.834 1012.738 94.50 9.82 1.50 1014.24 .00 2.17 2.92 3.000 .000 .00 1 .0 2.771 .0305 .0088 .02 1.83 1.39 1.29 .013 .00 .00 I_ PIPE 1194.112 1010.989 1.910 1012.899 94.50 9.37 1.36 1014.26 .00 2.17 2.89 3.000 .000 .00 1 .0 1.885 .0305 .0078 .01 1.91 1.29 1.29 .013 .00 .00 PIPE 1195.997 1011.046 1.991 1013.037 94.50 8.93 1.24 1014.28 .00 2.17 2.83 3.000 .000 .00 1 .0 1.085 .0305 .0069 .01 1.99 1.19 1.29 .013 .00 .00 PIPE 1197.083 1011.079 2.078 1013.158 94.50 8.52 1.13 1014.28 .00 2.17 2.77 3.000 .000 .00 1 .0 .347 .0305 .0062 .00 2.08 1.09 1.29 .013 .00 .00 PIPE 1197.430 -I- 1011.090 -I- 2.173 -I- 1013.263 -I- 44.50 -I- 8.12 -I- 1.02 -I- 1019.29 -I- .00 -I- 2.17 -I- 2.68 -I- 3.000 -I- .000 -I- .00 1 I- .0 FILE: 1023131inec100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date 11-29-2006 Time: 2:50:14 Tract 30990 line "c" Armstrong & Brooks .....u. x.....xxx.+.++u+++ Invert ............................................u..y+«x++x«x.....x«x«x«.x........................++....... Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ..::.....I....,....I....,..,I.,.......I.........I..,....I.......1.«.xxx++xlx«+..«xlx+x«x...I........I,......I....x..I..... ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Up I "N" I X-Fa11I ZR (Type Ch I....+.+ 1000.000 996.490 5.080 1001.570 3.60 2.04 .06 1001.63 .00 .72 .00 1.500 .000 .00 1 .0 19.549 .1832 .0012 .02 5.08 .00 .29 .013 .00 .00 I_ PIPE 1019.549 1000.071 1.529 1001.600 3.60 2.04 .06 1001.66 .00 .72 .00 1.500 .000 .00 1 .0 I_ HYDRAULIC JUMP 1019.549 1000.071 .303 1000.375 3.60 19.10 3.09 1003.96 .00 .72 1.20 1.500 .000 .00 1 .0 5.670 .1832 .1370 .78 .30 5.40 .29 .013 .00 .00 I_ PIPE 1025.219 1001.110 .314 1001.424 3.60 13.39 2.79 1004.21 .00 .72 1.22 1.500 .000 .00 1 .0 3.783 .1832 I_ .1189 .45 .31 5.03 .29 .013 .00 00 I_ PIPE 1029.002 1001.803 .324 1002.128 3.60 12.77 2.53 1009.66 .00 .72 1.23 1.500 .000 .00 1 .0 2 762 .1832 .1039 .29 .32 4.71 .29 .013 .00 .00 I_ PIPE 1031.764 1002.310 .335 1002.695 3.60 12.18 2.30 1004.95 .00 .72 1.25 1.500 I .000 .00 1 .0 2.135 .1832 .0908 .19 .34 4.41 .29 .013 .00 .00 I_ PIPE 1033.899 1002.701 .397 1003.098 3.60 11.61 2.09 1005.19 .00 .72 1.27 1.500 .000 .00 1 .0 1.718 .1832 I_ .0795 .14 .35 4.13 .29 I_ .013 .00 .00 I_ PIPE 1035.617 1003.015 .359 I 1003.375 3.60 I 11.07 1.90 1005.28 .00 I .72 1.28 i 1.500 .000 .00 I 1 .0 1 415 .1832 I_ .0695 .10 .36 3.87 .29 I_ .013 .00 .00 I_ PIPE 1037.032 1003.275 371 1003.696 3.60 10.55 1.73 1005.38 .00 .72 1.29 1 500 .000 .00 1 .0 1.178 I_ .1832 .0608 .07 .37 3.62 .29 .013 .00 .00 I_ PIPE M M M M M M M M M IM M M M M M M M M FILE: 1023131ineC100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time. 250:14 Tract 30990 line "c" Armstrong & Brooks 1 Invert 1 Depth 1 Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase WtI INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width Dia.-FTIor I.D.I ZL 1Prs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm DP I "N" I X -Fall] ZR IType Ch .,.,,.,..�.,...«+..�........I.x...x..xl....x..x.I..x..xx�x.x....�x.x....x.Ix..+.x.�.....+.+I++..+«+«I..x«x++I«......I....+ I««.«.xx 1038.210 1003.490 .384 1003.875 3.60 10.06 1.57 1005.45 .00 .72 1.31 1.500 .000 .00 1 .0 .999 .1832 .0531 .05 .38 3.39 .29 .013 .00 .00 PIPE 1039.209 1003.673 .397 1009.071 3.60 9.59 1.43 1005.50 .00 .72 1.32 1.500 .000 .00 1 .0 I_ I_ .848 .1832 .0465 .04 .40 3.18 .29 .013 .00 .00 PIPE 1040.057 1003.829 .411 1009.240 3.60 9.15 1.30 1005.54 .00 .72 1.34 1.500 .000 .00 1 .0 .731 .1832 .0407 .03 .41 2.97 .29 .013 .00 .00 PIPE 1040.787 1003.963 .425 1009.308 3.60 8.72 1.18 1005.57 .00 .72 1.35 1.500 .000 .00 1 0 .626 .1832 .0356 .02 .43 2.78 .29 .013 .00 .00 PIPE 1041.413 1004.077 .490 1009.517 3.60 8.32 1.07 1005.59 .00 .72 1.37 1.500 .000 .00 1 .0 1- .543 .1832 .0312 .02 .44 2.60 .29 .013 00 .00 PIPE 1041.957 1004.177 .455 1004.632 3.60 7.93 .98 1005.61 .00 .72 1.38 1.500 .000 .00 1 .0 1- .467 .1832 .0273 .01 .46 2.44 .29 .013 .00 .00 PIPE 1092.423 1004.262 .471 1004.733 3.60 7.56 .89 1005.62 .00 .72 1.39 1.500 .000 .00 1 .0 .400 .1832 .0239 .01 .47 2.28 .29 .013 .00 .00 PIPE 1042.823 1004.336 488 1004.824 3 60 7.21 .81 1005.63 .00 .72 1.91 1.500 .000 .00 1 .0 .347 .1832 .0209 .01 .49 2.13 .29 .013 .00 .00 PIPE 1043.170 1004.399 .505 1009.904 3.60 6.87 .73 1005.64 .00 .72 1.42 1.500 .000 .00 1 .0 I_ I _I_ .295 .1832 .0183 .01 .51 1.99 .29 .013 .00 .00 PIPE FILE: 1023131inec100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:50:14 Tract 30990 line -'c-- c"Armstrong Armstrong s Brooks Invert Depth Water Q Vel Vel I Energy I Super jCriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ....«:...Ix«.«.....I.......,I........xl««+x«+..xlx..««.«I..x..««Ix........Ixx..x..I....x...I.«......I.......I.......I.x... ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR IType Ch I....... 1043.465 1004.453 .523 1004.976 3.60 6.55 .67 1005.69 .00 .72 1.43 1.500 .000 .00 1 .0 .249 .1832 I _I_ I_ .0161 .00 .52 1.86 .29 .013 .00 .00 PIPE 1043.714 1004.499 .542 1005.041 3.60 6.25 .61 1005.65 .00 .72 1.44 1.500 000 .00 1 .0 .214 .1832 .0141 .00 .54 1.74 .29 .013 .00 .00 PIPE 1043.928 1004.538 .561 1005.099 3.60 5.96 .55 1005.65 .00 .72 1.45 1.500 .000 .00 1 .0 .170 .1832 .0124 .00 .56 1.63 .29 .013 .00 .00 I_ PIPE 1094.098 1004.569 .582 1005.151 3.60 5.68 .50 1005.65 .00 .72 1.46 1.500 .000 .00 1 .0 .142 .1832 .0109 .00 .58 1.52 .29 .013 .00 .00 PIPE 1044.290 1004.595 .603 1005.198 3.60 5.42 .46 1005.65 .00 .72 1.47 1.500 .000 .00 1 .0 .112 .1832 .0095 .00 .60 1.42 .29 .013 .00 .00 I_ PIPE 1044.352 1004.616 .625 1005.241 3.60 5.16 .41 1005.65 .00 .72 1.48 1 500 .000 .00 1 .0 .084 .1832 .0084 .00 .63 1.33 .29 .013 .00 .00 PIPE 1044.936 1004.631 .648 1005.279 3.60 9.92 .38 1005.66 .00 .72 1.49 1.500 .000 .00 1 .0 .058 .1832 .0073 .00 .65 1.24 .29 .013 .00 .00 PIPE 1049.494 1004.642 .672 1005.314 3.60 9.69 .34 1005.66 .00 72 1.49 1.500 .000 .00 1 .0 .035 .1832 .0065 .00 I_ .67 1.15 .29 .013 .00 00 PIPE 1044.529 1004.648 .697 1005.395 3.60 4.48 31 1005.66 .00 .72 1.50 1.500 .000 .00 1 .0 .011 .1832 .0057 .00 .70 1.08 .29 .013 .00 .00 1- PIPE FILE: 1023131inec100.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1254 WATER SURFACE PROFILE LISTING Date:11-29-2006 Time: 2:50:14 Tract 30990 line "c" Armstrong & Brooks Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Eleni ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Up I "N" I X-Fa11I ZR IType Ch 1044.540 1004.650 .724 1005.374 3.60 4.26 .28 1005.66 .00 .72 1.50 1.500 .000 .00 1 .0 _I_ _I_ _I_ I_ _I_ _I_ _I_ _I_ _I_ I APPENDIX "E" Armstrong & Brooks Consulting Engineers