The URL can be used to link to this page

Home My WebLink AboutEmpire Center- Jurupa Ave Storm Drain Preliminary Hydrology and Hydraulic Calculation9", CIVIL ENGINEERING a LAND PLANNING 0 LAND SURVEYING FONTANA EMPIRE CENTER ALEXANDER HAAGEN COMPANY PRELIMINARY HYDROLOGY AND HYDRAULIC CALCULATIONS FOR JURUPA STORM DRAIN PREPARED BY HALL & FOREMAN, INC. JANUARY 27, 1989 JN 4013-013 42,202 CE2 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 �1 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING January 30, 1989 Job #4013-003 42,202 L16 City of Fontana P.O. Box 518 Fontana, CA 92334-0518 Attention: Jim Mocalis, Director of Public Works Regarding: Empire Center - Jurupa Ave. Storm Drain Design Hall & Foreman, Inc. is preparing the development plans for the Empire Center. Much of our technical effort to date has focused on drainage issues. We have concluded that a proposed segment of the City's storm drain system is not adequately sized to accommodate the drainage requirements of the Empire Center. Specifically, we are concerned with the segment of the proposed storm drain within Southridge Village from the upstream end of the Declez Channel to Jurupa Ave. at Cypress Ave. The issue is as follows: Approximately two-thirds of the undeveloped Empire Center property currently drains westerly towards the Declez Channel. Since there are no existing or near-term proposed storm drain improvements east of the site, we sought to include the entire Empire Center within the Declez watershed. We performed a hydrologic analysis which determined that the Declez Channel would have adequate capacity to accept the storm runoff from the entire Empire Center property (an additional 127 acres). This analysis was reviewed and accepted by the Flood Control District (see letter dated October 17, 1989, attached). It was our understanding that this hydrology would then be the basis for the design of the proposed Jurupa Avenue storm drain leading from Sierra Avenue, along Jurupa Avenue to the upstream end of the Declez Channel at Oleander Ave. Indeed, plans prepared by Psomas and Associates, entitled "Off-site Storm Drain Plans for Tract 13332" call for a 14' x 9' reinforced concrete box storm drain in Jurupa from Sierra Ave. to Cypress Ave. with a design Q corresponding to the aforementioned hydrology. However, the segment between Cypress Ave. and the Declez Channel, (within Southridge) as shown on preliminary plans prepared by A.S.L. Consulting Engineers, has a much lower design Q and is sized only to be a 14' x 7' RCB. The design Q for that reach was established prior to the inclusion of the additional acreage in the watershed. 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 • (714) 641-8777 City of Fontana -2- January 30, 1989 The hydraulic losses within that reach will be excessive with the new design Q. It will not be possible to adequately drain the revised watershed area. In order to provide for adequate drainage,of the entire Empire Center site, we are hereby requesting that the City take action to ensure that the Cypress. Ave. to Declez Channel reach of the Jurupa Avenue storm drain be upsized in accordance with the revised watershed area. The enclosed report provides the specific areas and design flows. We would be pleased to discuss this matter further with you and/or your technical staff. Please contact me if you have any questions. HALL & FOREMAN, INC. Encl. cc: Wally Franz - Webb & Associates Mark Beers, Corde Carillo - A. Haagen Co. George Shambeck, Shou-tai An, Joe Majdalani - H&F Bob Street — City of Fontana TRANSPORTATION/ FLOOD CONTROL COUNTY OF SAN BERNARDINO ENVIRONMENTAL DEPARTMENT��'�'f `/��%� PUBLIC WORKS AGENCY 'i 825 East Third Street • San Bernardino, CA 92415-0835 • (714) 387-2800 t, KEN A. MILLER IT� Director October 17, 1988 File: 2-124/1.00 202.0416 Hall & Foreman Inc. 3170 Redhill Avenue Costa Mesa, CA 92626-3428 Attention: John C. Hogan Re: Zone 2, Declez Channel, Empire Center Dear Mr. Hogan: Reference is made to your letter dated August 24, 1988, with accompanying hydrologic analysis for an additional area of 127 acres to be included in the Declez watershed, requesting the District's review. The additional area is located on the east side of Palmetto Avenue, between Slover Avenue and Jurupa Avenue, in the southeastern portion of the City of Fontana. Our review of the material submitted indicates that the method of analysis is in accordance with the District's current hydrology manual and that the parameters used are reasonable. Hence, the hydrologic analysis is acceptable and it appears that the Declez Channel has adequate capacity to accept the storm runoff from the additional tributary drainage area as described - Should you have any further questions concerning this matter, please feel free to contact Mr. Jay J. Johnson or the undersigned at (714) 387-2515. PJM:JJJ:snm Very truly yours, /,/ 7�L v'd�..Y aCJ PATRICK J. MEAD, Chief y) y R, rf�tE!•=' �� Water Resources Division 'I r; T 1 '1988 r- 0 SnAk:nEC:C C�GLrI'f J ❑ Fpi_AN, a TY.UMAS SUMMARY ° PRELIMINARY HYDROLOGY STUDY FOR FONTANA EMPIRE CENTER ° PRELIMINARY HYDROLOGY STUDY FOR JURUPA STORM DRAIN FROM SIERRA TO OLEANDER HYDROLOGY STUDY FOR SOUTHRIDGE VILLAGE PHASE III BY ASL (FOR REFERENCE ONLY) PRELIMINARY HYDRAULICS ANALYSIS FOR JURUPA STORM DRAIN FROM SIERRA TO OLEANDER EXHIBITS I i I L CIVIL ENGINEERING o LAND PLANNING o LAND SURVEYING 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 1 1 5 1 S 1 1 � 1` 1 1 1 1 .�- � 1 11 1 1 1 1 • Ll 1 - 1 n 1 1 1 1 _. ■1 ' ti L ■_ L y ' L 1 � 1 � 1 �r 1 a 1 ■ FI - ti �• 1 1 1 V61• LIN J 1 1 1 � ■ 1 1+ 1 1 7 ■ 1■ 1 ■ 1 1 ■ 1 1 1 1 L 1 1 ■ 1 ■�f• 1 1 -10 1 ; Y •� 1• 1 ■% 'r 1 1 1.11 1■■�■1' I a■ 1 1 7 ■ 1 I IN IN ■ N. l la V ■ L f ■L VO y■1 1 ■I 1 7 1 • ■ , 1 1,,� �1�1 Y 1 ■ c , 5■ �. 1 , No -e 1 � . ; ■ i ti mc F 1 0 No III1 li • 1 1 1 '��1 ■ r J7 ■ I 1■ 711 1 1 No L 1` a■ 1 1 1 '1 1 1 ■ r Ar - 1 + 7.%6 or 1 ■ ■ % ' ■ jr I.L Li __ F N M. NJ ELIN ININ IN4 7 r 1 r r T,1 i- A. ti . r � ♦ 1 , r . r ; �� • ' 1 7 1 ti . 1' 'I' 1 ' ' '�'Ole iil 17�� .� 11 - �• 1 m. Nis is PiF _ Ll Em IN 16 0 IN Eli 1 06 • ' 1 ' -• 1 Ai • 1 �I - `+ it L 1 - 1 ' 1 ■ 1 • ' 1 7 1 • ■+ ti + ■ L ■ 1 1 1 1 1 1 ; 1 1 1 • 1 ` I� 1 - 1 ■ j � ■ � 1 ti � a �� 1 I ■ 1 �1 •1 1 L I V � 1 ' ' SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilCadd , 1988 Rational Hydrology Study Date: 8- 5-88 -------------------------------------------------------------------------- PRELIMINARY HYDROLOGY STUDY FOR FONTANA EMPIRE CENTER 100 -YEAR IN THE CITY OF FONTANA , JN 4013, 8/5/88 ---------------------------------------------------------------------- *USER SPECIFIED HYDROLOGY INFORMATION* ---------------------------------------------------------------------------- Specified storm year = 100.00 100.0 year storm 1 hour rainfall (Inches) = 1.350 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall (Inches) = 1.3500 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 3 ++++++++++++++++++f++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.00 to Point/Station 27.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Subarea is COMMERCIAL Initial subarea flow length = 900.00 Upstream elevation = 86.40 Downstream elevation = 84.50 Elevation difference = 1.90 Tc = K*[(Length^3)/(Elevation Change) ]^0.2 Tc = .304*[( 900.00**3)/( 1.90)]**.2 = 15.837 100.00 Year computed rainfall (In./Hr.) = 3.002 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .887 Subarea runoff (CFS) = 31.95 Total area(ACRES) = 12.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.00 to Point/Station 27.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------- 100.00 Year computed rainfall (In./Hr.) = 3.002 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 15.84 Rainfall intensity (in./hr/) = 3.00 Total flow area (Acres) = 12.00 Total runoff (CFS) at confluence point = 31.95 Area averaged loss rate (FM) _ .044 Area averaged pervious ratio (AP) _ .100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.00 to Point/Station 27.00 *** INITIAL AREA EVALUATION *** Subarea is COMMERCIAL Initial subarea flow length = 900.00 Upstream elevation = 92.00 Downstream elevation = 84.50 Elevation difference = 7.50 Tc = K*[(Length^3)/(Elevation Change)]^0.2 Tc = .304*[( 900.00**3)/( 7.50)]**.2 = 12.034 100.00 Year computed rainfall (In./Hr.) = 3.540 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .889 Subarea runoff (CFS) = 28.32 Total area(ACRES) = 9.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.00 to Point/Station 27.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 100.00 Year computed rainfall (In./Hr.) = 3.540 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 12.03 Rainfall intensity (in./hr/) = 3.54 Total flow area (Acres) = 9.00 Total runoff (CFS) at confluence point = 28.32 Area averaged loss rate (FM) _ .044 Area averaged pervious ratio (AP) _ .100 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 31.95 15.84 3.002 2 28.32 12.03 3.540 QSMX(1) _ +1.000*1.000* 31.9) + .846*1.000* 28.3) = 55.908 QSMX (2 ) _ +1.182* .760* 31.9) +1.000*1.000* 28.3) 57.005 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 31.95 28.32 Possible confluenced flow values are: 55.91 57.00 Individual Stream Area values are: 12.00 9.00 Effective Total Area values are: 21.00 18.12 Computed confluence estimates are: Runoff(CFS) = 57.00 Time(min.) = 12.034 Effective area as adjusted for time (Acres) = 18.12 Total main stream study area (Acres) = 21.00 ++-f.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.00 to Point/Station 29.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 84.50 Downstream Elevation (Ft.) _ Street Length (Ft.) = 1400.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 97.91 (CFS) Depth of flow = .64 (Ft.) Average Velocity = 4.78 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 4.77 Depth*Velocity = 3.06 Travel time (Min.) = 4.88 TC(min.) = 16.92 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 2.885 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .889 Subarea runoff = 55.82 (CFS) for 26.00 Acres Total runoff = 112.82 (CFS), Total area = 44.12 Acres Area averaged FM value = .044 Depth of flow = .67 (Ft.) Average Velocity = 5.03 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = .357 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 5.03 Depth*Velocity = 3.39 70.50 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.00 to Point/Station 25.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 70.50 Downstream Elevation (Ft.) = 62.00 Street Length (Ft.) = 2400.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 133.92 (CFS) Depth of flow = .88 (Ft.) Distance that curb overflow reaches into property is = 10.587 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 26.41 Flow Velocity(Ft./Sec.) = 3.65 Depth*Velocity = Travel time (Min.) = 10.96 TC(min.) = 27.88 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 2.138 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil (AMC 2) = 56.0 3.21 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .884 Subarea runoff = 1.44 (CFS) for 16.50 Acres Total runoff = 114.26 (CFS), Total area = 60.62 Acres Area averaged FM value = .044 Depth of flow = .83 (Ft.) Average Velocity = 3.42 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 8.340 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 28.66 Flow Velocity(Ft./Sec.) = 3.43 Depth*Velocity = 2.85 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.00 to Point/Station 25.00 *** CONFLUENCE OF MAIN STREAMS *** ----------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year computed rainfall (In./Hr.) = 2.138 The flow values used for the stream: 1 are: Time of concentration(min.) = 27.88 Rainfall intensity (in./hr/) = 2.14 Total flow area (Acres) = 60.62 Total runoff (CFS) at confluence point = 114.26 Area averaged loss rate (FM) = .044 Area averaged pervious ratio (AP) = .100 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.00 to Point/Station 21.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Subarea is COMMERCIAL Initial subarea flow length = 830.00 Upstream elevation = 100.70 Downstream elevation = 96.60 Elevation difference = 4.10 Tc = K*[(Length^3)/(Elevation Change) ]^0.2 Tc = .304*[( 830.00**3)/( 4.10)]**.2 = 12.935 SCIO Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .888 Subarea runoff (CFS) = 24.99 Total area(ACRES) = 8.30 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.00 to Point/Station 22.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 96.60 Downstream Elevation (Ft.) = 93.70 Street Length (Ft.) = 560.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .020 Slope from Grade Break to Crown (Ft./Ft.) _ .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) _ .020 Estimated mean flow rate at MIDPOINT of street = 38.09 (CFS) Depth of flow = .52 (Ft.) Average Velocity = 2.85 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 25.83 Flow Velocity(Ft./Sec.) = 2.85 Depth*Velocity = 1.47 Travel time (Min.) = 3.27 TC(min.) = 16.20 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 2.961 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .887 Subarea runoff = 19.64 (CFS) for 8.70 Acres Total runoff = 44.63 (CFS), Total area = 17.00 Acres Area averaged FM value = .044 Depth of flow = .55 (Ft.) Average Velocity = 2.97 (Ft./Sec.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 27.42 Flow Velocity(Ft./Sec.) = 2.97 Depth*Velocity = 1.63 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.00 to Point/Station 19.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 93.70 Downstream Elevation (Ft.) = 91.50 Street Length (Ft.) = 450.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .020 Slope from Grade Break to Crown (Ft./Ft.) _ .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Average Velocity = 3.15 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.15 Depth*Velocity = 1.93 Travel time (Min.) = 2.38 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max SCS Curve Number for Soil(AMC TC(min.) = 18.59 (In./Hr. ) = 2.727 loss rate(FM) _ .044 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .885 Subarea runoff = 22.98 (CFS) for 11.00 Acres Total runoff = 67.61 (CFS), Total area = 28.00 Acres Area averaged FM value = .044 Depth of flow = .64 (Ft.) Average Velocity = 3.32 (Ft./Sec.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.32 Depth*Velocity = 2.12 ++++++++++++++++++++++++++++++f+++++f+++++....-++++++++++++++++++++++++++++ Process from Point/Station 22.00 to Point/Station 19.00 *** CONFLUENCE OF MINOR STREAMS *** ----------------------------------------------- 100.00 Year computed rainfall (In./Hr.) = 2.727 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 18.59 Rainfall intensity (in./hr/) = 2.73 Total flow area (Acres) = 28.00 Total runoff (CFS) at confluence point = 67.61 Area averaged loss rate (FM) = .044 Area averaged pervious ratio (AP) = .100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.00 to Point/Station 18.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Subarea is COMMERCIAL Initial subarea flow length = 760.00 Upstream elevation = 98.00 Downstream elevation = 94.20 Elevation difference = 3.80 Tc = K*[(Length^3)/(Elevation Change) ]^0.2 Tc = .304*[( 760.00**3)/( 3.80)]**.2 100.00 Year computed rainfall (In./Hr.) _ Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 12.457 3.467 _ .044 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.00 to Point/Station 19.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 94.20 Downstream Elevation (Ft.) = 91.50 Street Length (Ft.) = 550.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 41.90 (CFS) Depth of flow = .54 (Ft.) Average Velocity = 2.86 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 27.05 Flow Velocity(Ft./Sec.) = 2.86 Depth*Velocity = 1.55 Travel time (Min.) = 3.20 TC(min.) = 15.66 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 3.023 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .887 Subarea runoff = 17.60 (CFS) for 8.00 Acres Total runoff = 47.18 (CFS), Total area = 17.60 Acres Area averaged FM value = .044 Depth of flow = .57 (Ft.) Average Velocity = 2.95 (Ft./Sec.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 28.27 Flow Velocity(Ft./Sec.) = 2.95 Depth*Velocity = 1.67 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.00 to Point/Station 19.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------- 100.00 Year computed rainfall (In./Hr.) = 3.023 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 15.66 Rainfall intensity (in./hr/) = 3.02 Total flow area (Acres) = 17.60 Total runoff (CFS) at confluence point = 47.18 Area averaged loss rate (FM) = .044 Area averaged pervious ratio (AP) = .100 1 67.61 18.59 2.727 2 47.18 15.66 3.023 QSMX (1) = +1.000*1.000* 67.6) + .901*1.000* 47.2) 110.114 QSMX(2) = +1.110* .842* 67.6) +1.000*1.000* 47.2) 110.414 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 67.61 47.18 Possible confluenced flow values are: 110.11 110.41 Individual Stream Area values are: 28.00 17.60 Effective Total Area values are: 45.60 41.19 Computed confluence estimates are: Runoff(CFS) = 110.41 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) 15.658 (Acres) = 41.19 45.60 Total study area average pervious area fraction(AP) _ .100 Total study area average soil loss rate(FM) = .044 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.00 to Point/Station 23.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 91.50 Downstream Elevation (Ft.) _ Street Length (Ft.) = 1345.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 154.65 (CFS) Depth of flow = .81 (Ft.) Average Velocity = 4.84 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 7.364 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 29.64 Flow Velocity(Ft./Sec.) = 4.84 Depth*Velocity = 3.94 Travel time (Min.) = 4.63 TC(min.) = 20.29 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 2.588 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 81.40 Area averaged FM value = .044 Depth of flow = .84 (Ft.) Average Velocity = 5.03 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 8.609 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 28.39 Flow Velocity(Ft./Sec.) = 5.03 Depth*Velocity = 4.22 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.00 to Point/Station 24.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 81.40 Downstream Elevation (Ft.) _ Street Length (Ft.) = 1850.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 216.77 (CFS) Depth of flow = .91 (Ft.) Average Velocity = 5.54 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 12.222 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 24.78 Flow Velocity(Ft./Sec.) = 5.55 Depth*Velocity = 5.05 Travel time (Min.) = 5.56 TC(min.) = 25.85 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 2.238 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .886 Subarea runoff = 57.56 (CFS) for 41.00 Acres Total runoff = 227.40 (CFS), Total area = 115.19 Acres Area averaged FM value = .044 Depth of flow = .93 (Ft.) Average Velocity = 5.65 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 12.979 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 24.02 Flow Velocity(Ft./Sec.) = 5.65 Depth*Velocity = 5.23 67.50 Upstream Elevation (Ft.) = 67.50 Downstream Elevation (Ft.) _ Street Length (Ft.) = 730.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 229.38 (CFS) Depth of flow = .93 (Ft.) Average Velocity = 5.68 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 13.101 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 23.90 Flow Velocity(Ft./Sec.) = 5.68 Depth*Velocity = 5.27 Travel time (Min.) = 2.14 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max SCS Curve Number for Soil(AMC TC(min.) = 27.99 (In./Hr.) = 2.133 loss rate(FM) _ .044 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 The Area added to the existing stream causes a a lower flow rate of Q = 220.34 (CFS) therefore the upstream flow rate of Q = 227.40 (CFS) is being used. Effective Runoff Coefficient used for total area (Q=CIA) is C = .885 Subarea runoff = .00 (CFS) for 2.00 Acres Total runoff = 227.40 (CFS), Total area = 117.19 Acres Area averaged FM value = .044 Depth of flow = .93 (Ft.) Average Velocity = 5.66 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 12.955 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 24.05 Flow Velocity(Ft./Sec.) = 5.66 Depth*Velocity = 5.24 62.00 ++++++....+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.00 to Point/Station 25.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year computed rainfall (In./Hr.) = 2.133 The flow values used for the stream: 2 are: Time of concentration(min.) = 27.99 Area averaged pervious ratio (AP) _ .100 Confluence information: Stream runoff Time Intensity Number (CFS) --------------------------------------- (min.) (inch/hour) 1 114.26 27.88 2.138 2 227.40 27.99 2.133 QSMX(1) _ +1.000*1.000* 114.3) +1.003* .996* 227.4) = 341.301 QSMX (2 ) _ + .997*1.000* 114.3) +1.000*1.000* 227.4) = 341.376 Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: 114.26 227.40 Possible confluenced flow values are: 341.30 341.38 Individual Stream Area values are: 60.62 117.19 Effective Total Area values are: 177.33 177.81 ------------------------------------------------------- Computed confluence estimates are: Runoff(CFS) = 341.38 Time(min.) = 27.992 Effective area as adjusted for time (Acres) = 177.81 Total main stream study area (Acres) = 177.81 Total study area average pervious area fraction(AP) _ Total study area average soil loss rate(FM) _ .044 .100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.00 to Point/Station 30.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 62.00 Downstream Elevation (Ft.) = 51.60 Street Length (Ft.) = 1390.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .020 Slope from Grade Break to Crown (Ft./Ft.) _ .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) _ .020 Estimated mean flow rate at MIDPOINT of street = 363.45 (CFS) Depth of flow = 1.10 (Ft.) Average Velocity = 6.81 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 21.841 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 15.16 Flow Velocity(Ft./Sec.) = 6.81 Depth*Velocity = 7.51 Travel time (Min.) = 3.40 TC(min.) = 31.39 Adding Area Flow To Street COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .888 Subarea runoff = 10.55 (CFS) for 23.00 Acres Total runoff = 351.93 (CFS), Total area = 200.81 Acres Area averaged FM value = .044 Depth of flow = 1.09 (Ft.) Average Velocity = 6.72 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 21.158 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 15.84 Flow Velocity(Ft./Sec.) = 6.72 Depth*Velocity = 7.32 ++++++++++++++++++++++++++++++++++++.........+++++++++++++++++++++++++++++ Process from Point/Station 30.00 to Point/Station 15.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 39.77 Downstream point elevation = 35.22 Flow length(Ft.) = 910.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = 351.93 Nearest 3 Inch Pipe Diameter (In.) = 75.00 Calculated Individual Pipe flow (CFS) = 351.93 Normal flow depth in pipe = 66.00 (In.) Flow top width inside pipe = 48.74 (In.) Travel time (Min.) = 1.23 TC(min.) = 32.62 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.00 to Point/Station 15.00 *** CONFLUENCE OF MAIN STREAMS *** -------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year computed rainfall (In./Hr.) The flow values used for the stream: 1 Time of concentration(min.) = 32.62 Rainfall intensity (in./hr/) = 1.95 Total flow area (Acres) = 200.81 Total runoff (CFS) at confluence point Area averaged loss rate (FM) = .044 = 1.946 are: Area averaged pervious ratio (AP) = .100 351.93 Program is now starting with MAIN STREAM No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.00 to Point/Station 2.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Subarea is COMMERCIAL Initial subarea flow length = 932.00 Upstream elevation = 66.00 Downstream elevation = 59.40 Elevation difference = 6.60 COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .888 Subarea runoff (CFS) = 30.59 Total area(ACRES) = 10.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.00 to Point/Station 3.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 59.40 Downstream Elevation (Ft.) = 54.70 Street Length (Ft.) = 941.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 74.93 (CFS) Depth of flow = .66 (Ft.) Average Velocity = 3.48 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.48 Depth*Velocity = 2.29 Travel time (Min.) = 4.50 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max SCS Curve Number for Soil(AMC TC(min.) = 17.11 (In./Hr.) = 2.866 loss rate(FM) _ .044 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .886 Subarea runoff = 68.46 (CFS) for 29.00 Acres Total runoff = 99.05 (CFS), Total area = 39.00 Acres Area averaged FM value = .044 Depth of flow = .74 (Ft.) Average Velocity = 3.72 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 3.629 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.72 Depth*Velocity = 2.75 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.00 to Point/Station 3.00 *** CONFLUENCE OF MINOR STREAMS *** ---------------------------------------------------------------------------- 100.00 Year computed rainfall (In./Hr.) = 2.866 Rainfall intensity (in./hr/) = 2.87 Total flow area (Acres) = 39.00 Total runoff (CFS) at confluence point = 99.05 Area averaged loss rate (FM) _ .044 Area averaged pervious ratio (AP) _ .100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.00 to Point/Station 5.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Subarea is COMMERCIAL Initial subarea flow length = 800.00 Upstream elevation = 61.00 Downstream elevation = 57.00 Elevation difference = 4.00 Tc = K*[(Length^3)/(Elevation Change)]^0.2 Tc = .304*[( 800.00**3)/( 4.00)]**.2 = 12.715 100.00 Year computed rainfall (In./Hr.) = 3.425 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .888 Subarea runoff (CFS) = 30.43 Total area(ACRES) = 10.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.00 to Point/Station 3.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 57.00 Downstream Elevation (Ft.) = 54.70 Street Length (Ft.) = 450.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .020 Slope from Grade Break to Crown (Ft./Ft.) _ .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) _ .020 Estimated mean flow rate at MIDPOINT of street = 44.12 (CFS) Depth of flow = .55 (Ft.) Average Velocity = 2.95 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 27.37 Flow Velocity(Ft./Sec.) = 2.95 Depth*Velocity = 1.61 Travel time (Min.) = 2.55 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max SCS Curve Number for Soil(AMC TC(min.) = 15.26 (In./Hr.) = 3.069 loss rate(FM) _ .044 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .887 Depth of flow = .58 (Ft.) Average Velocity = 3.06 (Ft./Sec.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 29.05 Flow Velocity(Ft./Sec.) = 3.07 Depth*Velocity = 1.78 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.00 to Point/Station 3.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ------------------------------------------------------------------------- 100.00 Year computed rainfall (In./Hr.) = 3.069 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 15.26 Rainfall intensity (in./hr/) = 3.07 Total flow area (Acres) = 19.00 Total runoff (CFS) at confluence point = 51.74 Area averaged loss rate (FM) _ .044 Area averaged pervious ratio (AP) _ .100 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ------------------------------------------------ 1 99.05 2 51.74 QSMX (1) _ +1.000*1.000* 99.0) + .933*1.000* 51.7) 147.301 QSMX(2) _ +1.072* .892* 99.0) +1.000*1.000* 51.7) 146.451 17.11 2.866 15.26 3.069 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 99.05 51.74 Possible confluenced flow values are: 147.30 146.45 Individual Stream Area values are: 39.00 19.00 Effective Total Area values are: 58.00 53.78 Computed confluence estimates are: Runoff(CFS) = 147.30 Time(min.) = 17.111 Effective area as adjusted for time (Acres) _ Total main stream study area (Acres) = 58.00 Total study area average pervious area fraction(AP) _ .100 Total study area average soil loss rate(FM) _ .044 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.00 to Point/Station 6.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 54.70 Downstream Elevation (Ft.) = 47.60 Street Length (Ft.) = 1424.00 Curb Height (In.) = 8. Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) _ .020 Estimated mean flow rate at MIDPOINT of street = 210.79 (CFS) Depth of flow = .97 (Ft.) Average Velocity = 4.85 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 15.176 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 21.82 Flow Velocity(Ft./Sec.) = 4.85 Depth*Velocity = 4.70 Travel time (Min.) = 4.90 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max SCS Curve Number for Soil(AMC TC(min.) = 22.01 (In./Hr.) = 2.464 loss rate(FM) _ .044 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .890 Subarea runoff = 87.95 (CFS) for 50.00 Acres Total runoff = 235.25 (CFS), Total area = 108.00 Acres Area averaged FM value = .044 Depth of flow = 1.01 (Ft.) Average Velocity = 5.07 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 17.178 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 19.82 Flow Velocity(Ft./Sec.) = 5.07 Depth*Velocity = 5.12 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.00 to Point/Station 6.00 *** CONFLUENCE OF MINOR STREAMS *** ---------------------------------------------------------------------- 100.00 Year computed rainfall (In./Hr.) = 2.464 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 22.01 Rainfall intensity (in./hr/) = 2.46 Total flow area (Acres) = 108.00 Total runoff (CFS) at confluence point = 235.25 Area averaged loss rate (FM) _ .044 Area averaged pervious ratio (AP) _ .100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.00 to Point/Station 11.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Downstream elevation = 52.00 Elevation difference = 5.00 Tc = K*[(Length^3)/(Elevation Change)]^0.2 Tc = .304*[( 1014.00**3)/( 5.00)]**.2 = 14.019 100.00 Year computed rainfall (In./Hr.) = 3.230 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .888 Subarea runoff (CFS) = 28.67 Total area(ACRES) = 10.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 6.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 52.00 Downstream Elevation (Ft.) = 47.60 Street Length (Ft.) = 870.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .020 Slope from Grade Break to Crown (Ft./Ft.) _ .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) _ .020 Estimated mean flow rate at MIDPOINT of street = 48.75 (CFS) Depth of flow = .57 (Ft.) Average Velocity = 3.01 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 28.47 Flow Velocity(Ft./Sec.) = 3.01 Depth*Velocity = Travel time (Min.) = 4.82 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max SCS Curve Number for Soil(AMC TC(min.) = 18.84 (In./Hr.) = 2.705 loss rate(FM) _ .044 2) = 56.0 1.71 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .885 Subarea runoff = 28.81 (CFS) for 14.00 Acres Total runoff = 57.48 (CFS), Total area = 24.00 Acres Area averaged FM value = .044 Depth of flow = .60 (Ft.) Average Velocity = 3.15 (Ft./Sec.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.15 Depth*Velocity = 1.90 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 6.00 *** CONFLUENCE OF MINOR STREAMS *** The flow values used for the stream: 2 are: Time of concentration(min.) = 18.84 Rainfall intensity (in./hr/) = 2.71 Total flow area (Acres) = 24.00 Total runoff (CFS) at confluence point = 57.48 Area averaged loss rate (FM) = .044 Area averaged pervious ratio (AP) = .100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.00 to Point/Station 8.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Subarea is COMMERCIAL Initial subarea flow length = 917.00 Upstream elevation = 60.00 Downstream elevation = 54.50 Elevation difference = 5.50 Tc = K*[(Length^3)/(Elevation Change)]^0.2 Tc = .304*[( 917.00**3)/( 5.50)]**.2 = 12.949 100.00 Year computed rainfall (In./Hr.) = 3.388 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .888 Subarea runoff (CFS) = 30.09 Total area(ACRES) = 10.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.00 to Point/Station 6.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 54.50 Downstream Elevation (Ft.) = 47.60 Street Length (Ft.) = 1376.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 67.71 (CFS) Depth of flow = .64 (Ft.) Average Velocity = 3.35 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.35 Depth*Velocity = Travel time (Min.) = 6.85 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max SCS Curve Number for Soil(AMC TC(min.) = 19.80 (In./Hr.) = 2.626 loss rate(FM) _ .044 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 2.13 Depth of flow = .68 (Ft.) Average Velocity = 3.57 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = .626 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.57 Depth*Velocity = 2.43 +++++++++++++++++++++++++++-f-+++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.00 to Point/Station 6.00 *** CONFLUENCE OF MINOR STREAMS *** 100.00 Year computed rainfall (In./Hr.) = 2.626 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(min.) = 19.80 Rainfall intensity (in./hr/) = 2.63 Total flow area (Acres) = 35.00 Total runoff (CFS) at confluence point = 81.33 Area averaged loss rate (FM) = .044 Area averaged pervious ratio (AP) = .100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.00 to Point/Station 13.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Subarea is COMMERCIAL Initial subarea flow length = 1000.00 Upstream elevation = 55.00 Downstream elevation = 50.00 Elevation difference = 5.00 Tc = K*[(Length^3)/(Elevation Change) ]^0.2 Tc = .304*[( 1000.00**3)/( 5.00))**.2 = 13.902 100.00 Year computed rainfall (In./Hr.) = 3.246 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .888 Subarea runoff (CFS) = 28.82 Total area(ACRES) = 10.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.00 to Point/Station 6.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 50.00 Downstream Elevation (Ft.) = 47.60 Street Length (Ft.) = 472.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Depth of flow = .54 (Ft.) Average Velocity = 2.92 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 27.18 Flow Velocity(Ft./Sec.) = 2.93 Depth*Velocity = 1.59 Travel time (Min.) = 2.69 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max SCS Curve Number for Soil(AMC TC(min.) = 16.59 (In./Hr.) = 2.919 loss rate(FM) _ .044 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .886 Subarea runoff = 22.94 (CFS) for 10.00 Acres Total runoff = 51.76 (CFS), Total area = 20.00 Acres Area averaged FM value = .044 Depth of flow = .58 (Ft.) Average Velocity = 3.06 (Ft./Sec.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 29.08 Flow Velocity(Ft./Sec.) = 3.06 Depth*Velocity = 1.78 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.00 to Point/Station 6.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ------------------------------------------------------------- 100.00 Year computed rainfall (In./Hr.) = 2.919 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 4 are: Time of concentration(min.) = 16.59 Rainfall intensity (in./hr/) = 2.92 Total flow area (Acres) = 20.00 Total runoff (CFS) at confluence point = 51.76 Area averaged loss rate (FM) _ .044 Area averaged pervious ratio (AP) _ .100 Confluence information: Stream runoff Time Intensity Number ---------------------------- (CFS) (min.) (inch/hour) 1 235.25 22.01 ------------------------- 2.464 2 57.48 18.84 2.705 3 81.33 19.80 2.626 4 51.76 16.59 2.919 QSMX (1) _ +1.000*1.000* 235.3) + .909*1.000* 57.5) + .937*1.000* 81.3) + .842*1.000* 51.8) = 407.333 QSMX (2 ) _ +1.100* .856* 235.3) +1.000*1.000* 57.5) +1.067* .900* 235.3) + .970*1.000* 57.5) +1.000*1.000* 81.3) + .898*1.000* 51.8) 409.321 QSMX (4 ) _ +1.188* .754* 235.3) +1.081* .881* 57.5) +1.114* .838* 81.3) +1.000*1.000* 51.8) 393.081 Rainfall intensity and time of concentration used for 4 streams. Individual stream flow values are: 235.25 57.48 81.33 51.76 Possible confluenced flow values are: 407.33 406.58 409.32 393.08 Individual Stream Area values are: 108.00 24.00 35.00 20.00 Effective Total Area values are: 187.00 169.76 176.15 151.89 Computed confluence estimates are: Runoff(CFS) = 409.32 Time(min.) = 19.796 Effective area as adjusted for time (Acres) = 176.15 Total main stream study area (Acres) = 187.00 Total study area average pervious area fraction(AP) _ .100 Total study area average soil loss rate(FM) _ .044 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.00 to Point/Station 14.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 43.83 Downstream point elevation = 41.47 Flow length(Ft.) = 800.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = 409.32 Nearest 3 Inch Pipe Diameter (In.) = 87.00 Calculated Individual Pipe flow (CFS) = 409.32 Normal flow depth in pipe = 81.00 (In.) Flow top width inside pipe = 44.09 (In.) Travel time (Min.) = 1.30 TC(min.) = 21.10 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.00 to Point/Station 15.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 41.47 Downstream point elevation = 35.22 Flow length(Ft.) = 1250.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = 409.32 Nearest 3 Inch Pipe Diameter (In.) = 81.00 Calculated Individual Pipe flow (CFS) = 409.32 Normal flow depth in pipe = 66.28 (In.) Flow top width inside pipe = 62.47 (In.) Travel time (Min.) = 1.60 TC(min.) = 22.69 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.00 to Point/Station 15.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- The flow values used for the stream: 2 are: Time of concentration(min.) = 22.69 Rainfall intensity (in./hr/) = 2.42 Total flow area (Acres) = 176.15 Total runoff (CFS) at confluence point = 409.32 Area averaged loss rate (FM) = .044 Area averaged pervious ratio (AP) = .100 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 351.93 2 409.32 QSMX (1) = +1.000*1.000* 351.9) + .801*1.000* 409.3) 679.672 QSMX (2 ) = +1.249* .696* 351.9) +1.000*1.000* 409.3) 715.073 32.62 1.946 22.69 2.419 Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: 351.93 409.32 Possible confluenced flow values are: 679.67 715.07 Individual Stream Area values are: 200.81 176.15 Effective Total Area values are: 376.96 315.84 ---------------------------------------------------------------------------- Computed confluence estimates are: Runoff(CFS) = 715.07 Time(min.) = 22.695 Effective area as adjusted for time (Acres) = 315.84 Total main stream study area (Acres) = 376.96 Total study area average pervious area fraction(AP) _ .100 Total study area average soil loss rate(FM) = .044 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.00 to Point/Station 16.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 35.22 Downstream point elevation = 31.70 Flow length(Ft.) = 730.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = 715.07 Nearest 3 Inch Pipe Diameter (In.) = 99.00 Calculated Individual Pipe flow (CFS) = 715.07 Normal flow depth in pipe = 85.31 (In.) Flow top width inside pipe = 68.34 (In.) Travel time (Min.) = .83 TC(min.) = 23.53 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.00 to Point/Station 16.00 *** CONFLUENCE OF MAIN STREAMS *** ------------------------------------------------ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year computed rainfall (In./Hr.) = 2.367 Total runoff (CFS) at confluence point = 715.07 Area averaged loss rate (FM) _ .044 Area averaged pervious ratio (AP) _ .100 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.00 to Point/Station 31.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Subarea is COMMERCIAL Initial subarea flow length = 760.00 Upstream elevation = 100.70 Downstream elevation = 94.70 Elevation difference = 6.00 Tc = K*[(Length^3)/(Elevation Change) ]^0.2 Tc = .304*[( 760.00**3)/( 6.00)]**.2 = 11.369 100.00 Year computed rainfall (In./Hr.) = 3.663 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .889 Subarea runoff (CFS) = 26.05 Total area(ACRES) = 8.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.00 to Point/Station 32.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 94.70 Downstream Elevation (Ft.) = 92.00 Street Length (Ft.) = 540.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .020 Slope from Grade Break to Crown (Ft./Ft.) _ .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) _ .020 Estimated mean flow rate at MIDPOINT of street = 59.44 (CFS) Depth of flow = .61 (Ft.) Average Velocity = 3.18 (Ft./Sec.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.18 Depth*Velocity = 1.94 Travel time (Min.) = 2.83 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max SCS Curve Number for Soil(AMC TC(min.) = 14.20 (In./Hr.) = 3.205 loss rate(FM) _ .044 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .888 Subarea runoff = 55.02 (CFS) for 20.50 Acres Average Velocity = 3.57 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = .601 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.57 Depth*Velocity = 2.42 +++++++++++++++++++++++++++++++++++++++++++f+++++++++++++++++++++++++++++++ Process from Point/Station 32.00 to Point/Station 33.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 92.00 Downstream Elevation (Ft.) = 89.00 Street Length (Ft.) = 610.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .020 Slope from Grade Break to Crown (Ft./Ft.) _ .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) _ .020 Estimated mean flow rate at MIDPOINT of street = 81.08 (CFS) Depth of flow = .68 (Ft.) Average Velocity = 3.54 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = .723 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.54 Depth*Velocity = 2.41 Travel time (Min.) = 2.87 TC(min.) = 17.07 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 2.870 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .886 Subarea runoff = .00 (CFS) for .00 Acres Total runoff = 81.08 (CFS), Total area = 28.50 Acres Area averaged FM value = .044 Depth of flow = .68 (Ft.) Average Velocity = 3.54 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = .723 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 3.54 Depth*Velocity = 2.41 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.00 to Point/Station 34.00 Upstream Elevation (Ft.) = 89.00 Downstream Elevation (Ft.) _ Street Length (Ft.) = 1065.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 121.62 (CFS) Depth of flow = .71 (Ft.) Average Velocity = 4.89 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 2.310 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 4.88 Depth*Velocity = 3.48 Travel time (Min.) = 3.63 Adding Area Flow To Street 100.00 Year computed rainfall Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max SCS Curve Number for Soil(AMC TC (min.) = 20.70 (In./Hr.) = 2.556 loss rate(FM) _ .044 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .885 Subarea runoff = 47.80 (CFS) for 28.50 Acres Total runoff = 128.88 (CFS), Total area = 57.00 Acres Area averaged FM value = .044 Depth of flow = .73 (Ft.) Average Velocity = 4.95 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 3.189 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 4.95 Depth*Velocity = 3.61 79.50 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.00 to Point/Station 35.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 79.50 Downstream Elevation (Ft.) _ Street Length (Ft.) = 925.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 152.62 (CFS) Depth of flow = .78 (Ft.) Average Velocity = 5.15 (Ft./Sec.) 71.20 Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 5.15 Depth*Velocity = 4.03 Travel time (Min.) = 2.99 TC(min.) = 23.70 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 2.357 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .883 Subarea runoff = 33.51 (CFS) for 21.00 Acres Total runoff = 162.40 (CFS), Total area = 78.00 Acres Area averaged FM value = .044 Depth of flow = .80 (Ft.) Average Velocity = 5.22 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 6.802 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 30.00 Flow Velocity(Ft./Sec.) = 5.22 Depth*Velocity = 4.19 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.00 to Point/Station 36.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 71.20 Downstream Elevation (Ft.) = 57.30 Street Length (Ft.) = 1541.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 190.40 (CFS) Depth of flow = .85 (Ft.) Average Velocity = 5.56 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 8.926 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 28.07 Flow Velocity(Ft./Sec.) = 5.56 Depth*Velocity = 4.70 Travel time (Min.) = 4.62 TC(min.) = 28.31 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 2.119 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 Effective Runoff Coefficient used for total area (Q=CIA) is C = .881 Subarea runoff = 33.46 (CFS) for 26.90 Acres Total runoff = 195.85 (CFS), Total area = 104.90 Acres Area averaged FM value = .044 Depth of flow = .85 (Ft.) Average Velocity = 5.63 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 9.317 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width(Ft.) = 27.68 Flow Velocity(Ft./Sec.) = 5.62 Depth*Velocity = 4.80 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.00 to Point/Station 37.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation (Ft.) = 57.30 Downstream Elevation (Ft.) = 47.40 Street Length (Ft.) = 1090.00 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 30.00 Distance From Crown to Crossfall Grade Break (Ft.) = 23.00 Slope from Gutter to Grade Break (Ft./Ft.) = .020 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 7.00 Slope from curb to property line (Ft./Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 216.39 (CFS) Depth of flow = .88 (Ft.) Average Velocity = 5.86 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 10.733 (Ft.) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width(Ft.) = 26.27 Flow Velocity(Ft./Sec.) = 5.87 Depth*Velocity = 5.17 Travel time (Min.) = 3.10 TC(min.) = 31.41 Adding Area Flow To Street 100.00 Year computed rainfall (In./Hr.) = 1.991 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .880 Subarea runoff = 26.46 (CFS) for 22.00 Acres Total runoff = 222.31 (CFS), Total area = 126.90 Acres Area averaged FM value = .044 Depth of flow = .89 (Ft.) Average Velocity = 5.93 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 11.124 (Ft.) Streetflow Hydraulics at ENDPOINT of street travel +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.00 to Point/Station 37.00 *** CONFLUENCE OF MINOR STREAMS *** ---------------------------------------------------------------------------- 100.00 Year computed rainfall (In./Hr.) = 1.991 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 31.41 Rainfall intensity (in./hr/) = 1.99 Total flow area (Acres) = 126.90 Total runoff (CFS) at confluence point = 222.31 Area averaged loss rate (FM) = .044 Area averaged pervious ratio (AP) = .100 ++++++++++++++++++....++++++++++++++++++++++++++++++++++++.....++++++++++++ Process from Point/Station 38.00 to Point/Station 37.00 *** INITIAL AREA EVALUATION *** ASSUMED INITIAL SUBAREA UNIFORM Subarea is COMMERCIAL Initial subarea flow length = 1000.00 Upstream elevation = 55.00 Downstream elevation = 47.40 Elevation difference = 7.60 Tc = K*[(Length^3)/(Elevation Change) ]^0.2 Tc = .304*[( 1000.00**3)/( 7.60)]**.2 = 12.785 100.00 Year computed rainfall (In./Hr.) = 3.413 Soil classification is "B" COMMERCIAL subarea type Pervious ratio(AP) = .10 Max loss rate(FM) _ .044 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 3 = 75.8 Effective Runoff Coefficient used for total area (Q=CIA) is C = .888 Subarea runoff (CFS) = 36.39 Total area(ACRES) = 12.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.00 to Point/Station 37.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** 100.00 Year computed rainfall (In./Hr.) = 3.413 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 12.79 Rainfall intensity (in./hr/) = 3.41 Total flow area (Acres) = 12.00 Total runoff (CFS) at confluence point = 36.39 Area averaged loss rate (FM) = .044 Area averaged pervious ratio (AP) = .100 Confluence information: Stream runoff Time Intensity Number ---------------------------------------------------------------------------- (CFS) (min.) (inch/hour) 1 222.31 31.41 1.991 2 36.39 12.79 3.413 QSMX(2) = +1.731* .407* 222.3) +1.000*1.000* 36.4) 193.025 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 222.31 36.39 Possible confluenced flow values are: 243.34 193.02 Individual Stream Area values are: 126.90 12.00 Effective Total Area values are: 138.90 63.65 Computed confluence estimates are: Runoff(CFS) = 243.34 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) = 31.412 (Acres) = 138.90 138.90 Total study area average pervious area fraction(AP) _ .100 Total study area average soil loss rate(FM) = .044 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.00 to Point/Station 16.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 35.57 Downstream point elevation = 31.57 Flow length(Ft.) = 763.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = 243.34 Nearest 3 Inch Pipe Diameter (In.) = 66.00 Calculated Individual Pipe flow (CFS) = 243.34 Normal flow depth in pipe = 54.19 (In.) Flow top width inside pipe = 50.60 (In.) Travel time (Min.) = 1.09 TC(min.) = 32.50 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.00 to Point/Station 16.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year computed rainfall (In./Hr.) The flow values used for the stream: 2 Time of concentration(min.) = 32.50 Rainfall intensity (in./hr/) = 1.95 Total flow area (Acres) = 138.90 Total runoff (CFS) at confluence point Area averaged loss rate (FM) = .044 = 1.950 are: Area averaged pervious ratio (AP) = .100 243.34 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ------------------------------------------------------------------------- 1 715.07 23.53 2.367 2 243.34 32.50 1.950 QSMX(1) = +1.000*1.000* 715.1) +1.219* .724* 243.3) 929.777 830.003 Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: 715.07 243.34 Possible confluenced flow values are: 929.78 830.00 Individual Stream Area values are: 315.84 138.90 Effective Total Area values are: 416.39 454.74 ---------------------------------------------------------------------------- Computed confluence estimates are: Runoff(CFS) = 929.78 Time(min.) = 23.528 Effective area as adjusted for time (Acres) = 416.39 Total main stream study area (Acres) = 454.74 Total study area average pervious area fraction(AP) _ .100 Total study area average soil loss rate(FM) = .044 End of computations.. , the following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. TOTAL STUDY AREA(ACRES) = 534.00 AREA AVERAGED PERVIOUS AREA FRACTION(AP) _ .100 AREA AVERAGED SCS CURVE NUMBER = 56.0 ADJUSTED SCS CURVE NUMBER FOR AMC 3 = 75.8 =�###•4e••fi•##•3e•ii••!e•##-1E•#•�F•#•)f••1E•####•32•#•§i•#•lE�(•-)E-•iE--1i•###iF####-)E•##•le•#•�i•#•3E•#•iF•iE•#•#•IFSE#iE•iF######•lE•#########iF# RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE :Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Coovr^ight 1983. 8a, 87 Advanced Engineering Software (maces) Ver. 4.1C Release Date: 5/11/37 aerial 4 100908 Esoeciail'v oreoared for: HALL ? FOREMAN • ### �i k ## #�i # ### ## # DESCRIPTION OF STUDY PRELIMINARY HYDROLOGY STUDY FOR J•URUPA 5. D. FROM SIERRA TO OLEANDER # 0 100 YR. AREA COVERED 1697.23 PC . SEE EXHIBIT "All # IN THE CITY OF FONTANA. JN 4013 •####ii••i(•ii•#ai•########•ii•#######•ii•######iF###-k##################•1i•##9r ii•############# FILE NAME: {CYPRESS. DAT T IME/ DATE OF STUDY: 8:41 2/26/1988 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------- --*TIME-OF-CONCENTRATION MODEL#-- U:;ER SPECIFIED STORM EVENT(YEAR) -. iOO.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFT. NED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER ':SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3500 :e•####•iP########•it••ie•##•3E•###•x•�E•#####•iE•ii•##•x•##•1E•##•iE••�•#•SE######•iE••!f••�f•#•!f•##•3E••�:####•3�#•i4-•1i-#•lE-•i(•#•f�##�f•-x-# PLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE _ ---------------------------------------------------------------------------- >>>)USER SPECIFIED HYDROLOGY INFORMATION AT NUDE<<<(( USER-SPECIFIED VALUES ARE AS FOLLOWS: 'TC(MIN) = 1S.63 ;CAIN INTENSITY ( INCH/HOUR) 2.91 EFFECTIVE AREA (ACRES) = 268.01 TOTAL AREA (ACRES) = 302.90 PEAK FLOW RATE (CFS) = 619.91 91 AVERAGED LOSS RATE, r=m(IN/HR) _ .472 P=LOW PROCESS FROM NODE 1.00 TO NODE 25.00 IS CODE = _._--------------------------------------------------------------------------- ))>)>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 16.65 RAINFALL 1 NTENS I TY (INCH./HOUR) = h 9l EFFECTIVE STREAM AREA(ACRES) = 268.01 TOTAL STREAM AREA(ACRES) = 302.90 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 619.91 ��P#af•####################•!i•#####jf•##########•!i•#################•ii-•3r•#•�••R•#•k••)t•#•if•#iF##•16•tEaE FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE )i>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: KHRECTIVE AREA (ACRES) = 416.39 ,_./ j�//�r- '(O 1 -AL AREA (ACRES) =534.00 PEAK PLOW RATE (CFS) _ 9 2 9. 78 AVERAGED LOSS RA'T•E� }=m (IN/ HR) _ .044 *•3e••��i•�-�i--k-��•*-k�•�•*�•�•��i-*3i-i6•ti•**�••��•�*•�*•�•�****�*lE�•-k-*-�*•*•��•�*�•�•k-a�;��••��-��-�•�a�•��•��•�•�r�• PLOW PROCES ' FROM NODE 2.00 TO NODE 23.00 IS CODE J. .----------------------------------------------------------------------------- >) >) > DES'IGNPTE 1NDEPENDENT STREAM FOR CONFLUENCE < < < < < CONFLUENCE. VnLUES USED FOR INDEPENDENT STREAM L ARE: TIME OF CONCENTRATION(MINUTES) 32.53 RAINFALL INTENSITY (INCH./HOUR) = 1.95 EFFECTIVE STREAM AREA (ACRES) = 4I& S9 TOTAL STREAM AREA (ACRES) = 534. 00 PEAK FLOW FATE (CFS) AT CONFLUENCE = 929.76 'A �• •�'jk"'jF'�t' � }c -1I- * * �E"I!'yt 3f• �f• * * * df' * *" )E'ieiF i(- •3E• jE• * •�• •� �!' �f• •�• Ih')E •J!"IF•'iF' *'!F -It'lE"Ik"IE' lf• * *'1e' * -!E" 3h -k •�E �c• j'F fit• * * •It• •IF •i4• ii•� * * *'iE• •!F• ?F •1F iF *'IE"IE"�E' FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 19 CODE _--------------------------------------------------------------------------- > > > ) RATIONAL METHOD INITIAL SUBAREA ANALYSIS G (( ( < NATURAL PVERAGE COVER +C .._. K*E (LENGTH*-* ,,-. 00) /!ELE:VATION CHANGE) ]** .20 s: N T T T qL 'SUBAREA FLOW -LENGTH == i OOO. 4:'0 UPSTREAM ELEVATION = 2040.00 DOWNSTREAM ELEVATION = i800. 00 ELEVATION DIFFERENCE = 240.OQ-I TC = . 706*C ( 1000.00** 3.00)/( 240.00)3** .20 ._ 14.885 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.116 SOIL CLASSIFICA'T'ION IS "91, NATURAL PVERAGE COVER "GRASS" SUBAREA LOSS RATE. Fm(:(NCH/HR) _ .5600 SUBAREA RUNOFF(CFS) _ 22.98 TOTAL AREA (HI "RES) = 0.99 PEAK FLOW RATE(CFS) = 22.9s -fi• ar •!6 dr * jE• Yr � * * iF � ii• •f �f• * * •k• AE * * � �c dF iE •# * •� iF 3i#iF * iF• if• •!F * •�f• it iF• iF * iE• fie• *� * * le• �f• IE• •it -li• •!t• •Yr •ir •3E -If• iF •IE• if• #=* * iF * * �4• •!t •le• * •iE •�• -1%* •1E• FLOW PROCES1 FROM NODE 52.00 TO NODE 53.00 IS CODE = ----------------------------------------------------------------------------- f)>)COMPUTE TRAPEZOIDAL -CHANNEL FLOW((((( )))) > 'RAVEL^IME THRU SUBAREA < < (< ( PSTRE{asst NODE ELEVATION = 800. 00 DOWNSTREAM NODE ELEVATION = 1420.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 900. 00 CANNEL _SASE FEET) = 1 o. 00 "Z" FACTOR •= 2. O+ tL) MANN I NGS FACTOR = .020 0 MAXI MUM DEP'T'H (FEET) 3.00 CHANNEL '"LOW THRU SUBAREA (CFS) = 22.98 PLOW VELOCITY (FEF_•T/ SEC:) =- !2.63 PLOW DEPTH (FEET) = 1,y TRAVEL 7 ME CNIN.) ._ i.19 i C (MIN.) = 16.07 FLOW PROCESS FROM NODE 52.00 TO NODE 53. 00 0 I S CODE = 8 ^ ----------_ _ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 2.976 ECIL CLASSIFICATION IS "B" kFATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm?INCH/HR) _ .5600 SUBAREA AREA (ACRES) = 19.85 SUBAREA RUNOFF (CFS) __ o3.15 EFFECTIVE_ AREA(ACRES) = 29.64 AVERAGED Fm(INCH/HR) = .560 T; TAI QPPQta0RK•K1 = 05 QA . -11- . . _..... 11111-1 -1 -- _T . V TC(MIN) = 16. 07 7i• •� •k -3t• •k at• di• •!i• •ii-�i• •�• •ii• •ii• •li•-14• �F � •ii•iE •ii• •�i• 9i• •it•-)E� � if• •k •#� #•+E• •)i• •!i• •� �i-�i••7i-�f• •iE• •k •3i••i►ii• •k #•k• •�(•-x• •li••if• •�E• •�E•-3i• 9E •)i• �ii• •3e•-r�-k• dE •�• •!E••3t •�•-k• •3i•iE if••1E• •R•�i• �E•-k •li••)E •!f• •ii• FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 13 CODE = C >`r)>>COMPUTE TRAPEZOIDAL -CHANNEL PLOW(<(<< >>)>>TRAVELTIME THRU SUBAREA((<(( UPSTREAM NODE ELEVATION 1420. 00 DOWNSTREAM NODE ELEVATION = 1110.01 CHANNEL LENGTH THRU SUBAREA (FEET) = iBOO. Oo CHANNEL LASE(FEET) = 10.00 " FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) 3.020 CHANNEL FLOW THRU ;SUBAREA (CFS) = 84.87 PLOW VELOCITY (FEET/SEC) == 16.27 FLOW DEPTH (FEET) = .37 TRAVEL TIME (MIN.) = 1.84 TC (MIN.) = 17.92 �• •iE• # � �• iri6 dE•�f•yi• •�• •it�•li• � iF � -1F •ii• if• jE dE iF-JF aF•�•�F�•x•�E• �� E �• •� if• •K• 1FiE•iF iFi(• � � •ii• •iE• � •�•�••le• �F •ii• �• #�• � it• iF•iE• •3i• it � ��-Ii• � �E••IEiP�EiF•�E •iF �E• �E-k• FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 5 ----------------------------------------------------------------------------- ))>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<(((( 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.788 SOIL CLASSIFICATION 13 "D'' NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, ;=m(INCH/HR) = .5600 SUBAREA AREA(ACRES) = 59.71 SUBAREA RUNOFF(CFS) = 119.2 EFFECTIVE AREA(ACRES) = 39.55 AVERAGED Fm(INCH/HR) _ .560 TOTAL AREA(ACRES) = 89.55 PEAK FLOW RATE (CPS) - 179.55 1"C(MIN) = 17.92 '.E •3i• •k+• •�i• fie• 3i•-7E•k-k•-k• •if• � � ii• •�•-li••3t••ii• •k-li••iE •li•-li•-�i• -1E-k •k• 9i• di••�E •�i••!f• •3e• •ii• d6 fie• �i••� ir-N• •IF iE-•ii-iE •!E• iE •it•k• �i••3F it-li••�t• di• •fir -!i• •3i• �E �• •If• iE •�i-•3i•�i•-lt• •3t••k• •)t-�d6•)f• •!f• •k •iE ie• FLOW PROCESS FROM NODE 54.00 TO NODE 25.00 IS CODE = 5 ---------------------------------------------------------------------------- >) > > > COMPUTE TRAPEZOIDAL -CHANNEL FLOW (< < < < > > > TRAVELTIME THRU SUBAREA < < < ( < UPSTREAM NODE ELEVATION = 1110.OQf DOWNSTREAM NODE ELEVATION = 1056.01 CHANNEL LENGTH THRU SUBAREA (FEET) = 1650.00 CHANNEL BASE(FEET) = 10.00 " Z " FACTOR = 2.000 MANN I NGS FACTOR = .020 MAXIMUM DEPTH(FEET) - 3.00 CHANNEL FLOW THRU SUBAREA (CFS) = 179.55 FLOW VELOCITY (F•EET/SEC) = 12.66 FLOW DEPTH(FEET) = 1.15 TRAVEL TIME (MIN.) = 2.17 TC (MIN.) = 20.09 #• ii• �4• fit• •�• iPii• ir•3i-•iE •x � iE •k iP•�••�• � •# #•3i• dE iF •iE jE•iF•fE• •3i• •!f• •fF •le• •iF •ti• �f• �i• •x••�• •)f• iE �E• iF•if••�i•#�•3E••!e•i6•k � iF iE dF it• it �4• �E• # ji• �E •)f••�• •lF�dF•�•iE• •!F iEii•�i••lE-1f• iE•iF •iE• FLOW PROCESS FROM NODE 54.00 TO NODE 25.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<(<<( 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = E.603 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) _ .5600 SUBAREA AREA(ACRES) = E8.86 'SUBAREA RUNOFF(CFS) = 53.06 EFFECTIVE AREA(ACRES) = 118.41 AVERAGED (=m ( INCH/HR) _ . 560 TOTAL AREA(ACRES) = 118.41 PEAK FLOW RATE(CFS) _ 21.7.71 Tr,rniirt) _ ?ct_ jAq :..�. ��-k •k •k �-lt-�E �•� �• �t• �• •?(-fie• �E �• •3i•� •3f• •M• �f•�f-�i-•� •x• •3r �•�i•if• k••3e •k •�i• �• •k i�••�•� �• � � �• at at• ye• �••�• �•-k• � li• k-•�i-k �• •x• •�F � iE �• �t �e• �E-k •x• �iF �• •!E•k�e• �E It FLOW P'ROCES'S FROM NODE 34.00 TO NODE Q.00 IS CODE .-.--------------------------------------------------------------------------- ` ) > > > DESIGNATE 1NDEPENDENT STREAM FOR CONFLUENCE < ((Y ( ,,>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUE.S(((<( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM _--- ARE: ----------------_-___ TIME OF CONCENTRATION(MINUTES) -- 20.09 RAINFALL INTENSITY (INCH./HOUR) = 2.60 EFFECTIVE STREAM AREA(ACRES) == 118.41 _ 0TAL STREAM AREA(ACRES) = 118.41 ;WEAK, FLOW RATE(CFS) AT CONFLUENCE _ 217.71 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME I INTENS I TY RM EFFECTIVE NUMBER RATE(CFS) -------------------------------------------------------------- (MIN.) (INCH/HOUR) (IWIHR) AREA(ACRES) 1 819.91 16.65 2.913 .47 ; 88. 01 2 929. 78 8 32. 53 1.949 .04 416.39 3 217.71 20. 09 2.603 .5s 118.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR S STREAMS. ': UMiMARY RESULTS: STREAM CONFLUENCE EFFECTIVE. NUMBER Q(CFS) --------------------------------------------- AREA(ACRES) i 1544.49 579.29 12 1453.18 802.81 5 1530.08 643.57 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.544.4' TIME(MINUTES) - iG.650 EFFECTIVE AREA (ACRES) - S79.29 TOTAL AREA (ACRES) = 955.31 =DOW PROCESS FROM NODE 25.00 TO NODE 46.00 IG CODE == ---------------------------------------------------------------------------- ' ! > .'.) COMPUTE PIPEFL.-OW TRAVELTIME T40U UXREA (((< ( j) > >) USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) (< (< ( DEPTH OF FLOW IN 114.0 INCH PIPE IS 93.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.9 UPSTREAM NODE ELEVATION _ 1056.00 DOWNSTREAM NODE ELEVATION = 1040.00 FLOWLENGTH ( FEET) = !320.00 0 ,MANN I NGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = QTPEFLOW THRU SUBAREA(CFS) = 1544.49 TRAVEL i IME (MIN.) = . B8 TC (MIN.) t7.53 =• •� � �• fie• •k• � �F if• -1i• •K• iF �e••ii• it •it• •�►�f• •�•� 9F � � � •)f• � � � �-k• � iF�-l� fie• ii• •k •#•-li• ii••�(-ii•-X• �i•-M li••rE•�••ii•�i• �• � •3e• �-lf• � •li•-k �•iE •x• � •!i• � � � � ��FdE �i• •k•9E •k �E••!6 FLOW PROCESS FROM NODE 25.00 TO NODE 46.00 IS CODE = L _--------------------------------------------------------------------------- >)>>)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<(<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.53 €{A I NFALL ? NTEN S I TY (INCH./HOUR) 2.82 EFFECTIVE S'T'REAM AREA(ACRES) = 579.29 TOTAL STREAM AREA(ACRES) = 55.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1544,.49 # tiE• dF # •k # # # # •f1- tiE # tif• tif• •!i• # •!f• tiE tiF # tif• tit iP # tir tit• tit-tir •li-•3E• �i• •3e• it •if• •!i• # •3E• 9E •iE # # •!E• �f• •!f• •!t••iff• •lE �f• •lr •le• -k •li• •ii• # dt-3e• fit• •it -lf• fit• #i• it •iE• df• # �E• iF # •�• di�i•-}E•iF iF•iE # FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE _ _------------------------------------...--------------------------------------- > > > > RATIONAL METHOD INITIAL SUBAREA ANALYSIS < (? ( ( NATURAL AVERAGE COVER TC = V* C (LENGTH*# 3.00)/(ELEVATION CHANGE) 3 ** .20 INITIAL SUBAREA FLOW -LENGTH = 1.1700.00 UPSTREAM ELEVATION = 1500.00 DOWNSTREAM ELEVATION = 1120.00 ELEVATION DIFFERENCE = 370.00 TC'. = . 706*E ( 1000.00** 3.00)/v 370.00)1** _o 100 YEAR RAINFALL INTENSITY (I NCH/HOUR) _ 3.282 SOIL CLASSIFICATION I;:; „B„ NATURAL AVERAGE COVER "GRASS" :SUBAREA LOSS RATE. Fm ( INCH/ HR) ;- .5600 ;SUBAREA RUNOFF ( CFS) = 18.54 TOTAL AREA (ACRES) = 7.57 PEAK FLOW RATE (CFS) = 18.54 =LOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = `s ' > > > > C•OMPUTE TRAPEZOIDAL -CHANNEL ! LOW < (< ( ( ) )> > > T RAVELTIME THRU :_SUBAREA (< (< <: UPSTREAM NODE ELEVATION = i iao. 00 DOWNSTREAM NODE ELEVATION = 1070.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 554.7. 00 CHANNEL BASE (FEET) = 1o.00 "Z" FACTOR = 2.400 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 18.54 FLOW VELOCITY (FEET/ SEC) ._ G.28 PLOW DEPTH(FEET) .21 TRAVEL TIME(MIN.) = 1.11 TC(MIN.) = 14.76 '�• #3r # tiE• #tit• # # tiE# tit• •!t• •14• tit••!i•#it• # •k -•3i• •!�# # •iF •!i• •le• •k• •3f•# #-1N•!t••3i••R• �i• # �F• �i• •!f•-lr �f• •3E• •ii�ai• •3t• ai• # # # #tit-•i�• �i•ii• # •?�• ii• •it •x•# # # �• •it -Ir # •lf• •!t• # •3€• •k• •!f •!F •it •# FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 I3 CODE = ;y ------------- > > > > > ADDITION OF SUBAREA TO MAINLINE 1 E04 FLOW i (< < ( 100 YEAR RAINFALL INTENSITY(.INCH/HOUR) 1.132 SOIL CLASSIFICATION IS "N" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Frn (I NCH/ HR) SUBAREA AREA(ACRES) = i3.63 'SUE AREA RUNOFF(CFS) _ a i . 55 EFFECTIVE AREA(ACRES) = 21. 20 AVERAGED Frn ( INCH/HR) _ . 5So TOTAL =AREA (ACRES) = 21. Lo WEAK FLOW RATE QFS) 49.07 TC(MIN) = 14.7E, r•# •)f• •!t• •iEtit••,! tit• # # tir #•li• # tii• tir •R•tit• tit• -1E• #tit• tit• # tii� # •ri• •� tir •►t• #* tit• ib •k• tir -� tit•9t- tit• •►E #tic tit• tii• tit• tii• # •it• tii-tii• •lf•-li•-k• •ti• ar,!••lt.•ii••!i• tit• it -le• •x -•ii• •iE•-tf•a;• •ii• •!i• # # 9t• -;i• •3t• •3i• FLOW PROCESS FROM NODE 142.00 TO NODE 46.00 IS CODE >>)>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< >>>>)TRAVELTIME THRU SUBAREA<(((( UPSTREAM NODE ELEVATION 1070.00 DOWNSTREAM NODE ELEVATION = ;041.00 CHANNEL. LENGTH THRU SUBAREA (r EET) = 300.00 - CHANNEL SASE(FEET) = 10.00 " 4 " FACTOR = 2.000 0 MAdNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) 3.00 CHANNEL FLOW THRU SUBAREA (CFS) =. 49.07 Pi nw vpi nP T TV ( 7PPT /PPP I = i ? S Pi nu np0T'i- l PPQ T') :. 0 1 11 1 .. , s..,._ I I I. Y. . - . •YA I Ll %[It A 114. � = L ). A r --•*••)s••9E�•e•#•ie•ii••3e••�i••if••ii•iE#�i-•iEdf•ii••!e••1e••�f•df•dFif•-!E••�r•)E#•ie•-1e••k•3riF-ii••iE••ittif••ii••ie••3i--k••ii-�i•cif•�••k�a•df••�i•-k•�yi•�f••k�•aE•(-•�ti�•if•�•ie••k �c••?E,w•fr-iF•�••!t••iv•?r•+i•# 7_0j PROCESS FROM NODE _42.00 TO NUDE 46.00 IS CODE _ s _-- --------------------- i >))) ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( ;00 YEAR ffi=►It\fFALL .I NTENS I "i Y ( I NCHlHOUR) --- 3.061 SOIL 2LASSIFICATION IS "B'' 'aATURAL t=1VERAGF COVER "GRASS" SUBAREA LOSf'-.i RATE, jm QNCi i /'•- R) .3600 USAREA AREA (ACRES) 17.41 `:SUBAREA RUNOFF(CFS) _- S9.30 FECTIVE AREA(ACRES) lVERA ED F'm ( INCH/HR) _ . C60 TOTAL nREA (ACRES) = 38.61 PEAK , ...OW I -TATE (CFS) = 37.61 "•_ (MIN) = �•:��••��•a��••��•��•a�•��•-x••�•��••��••��•�•�--��•��•�•�•k••�••�•�••�#•�c••k••��••�•�•��••�••+�••��••�•-k•-��•-h••x••��••�;••x••�•�-k••x••K•a�••�•�•¢•�•�••�••�•�•�•x-•�•��•a�•��••��••�•�•�•�a�a�•� PLOW PROCESS FROM NODE i42.00 'T O NODE 46-00 Q CODE = :t -----------------------------------.-.---------------------------------------- ;)) >) DESIGNATc`"-_ INDEPENDENT STREAM FOR CONFLUENCE 0 (( ( C_UENCE VALU'E'S` USED FOR INDEPENDENT ,._'•REAM _ ARE. Gi CONCENTRATION(MINUTES) -• i5.18 RAINFALL ANTENS I T Y (INCH./HOUR) i. 08 .=FECT:VE STREAM AREA(ACRES) = 38.61 TOTAL STREAM AREA ( ACRES) = 38.6i �:cF•.AK FLOW BATE (CFS) AT CONFLUENCE .•••�•�•��•��•�•�•�•��••rt•a��••*••�•��••�e••��••�•��••�••��•�••�•��••oaf•�•�•�•��•��••��•-�•�•�=�•��•-s�-•��•��s••�•��•�-�a�••��••�•��•��••��••�••�•ae•�••x••�•�•�•��•�•�••�••� � =LOW PROCESS FROM NODE 41.00 Tib NUDE 42.00 00 I S CODE _ ----------------------------------------------------------------------------- >) > RATIONAL METHOD INITIAL SUBAREA i=NALYSIFS i ((( ( DEVELOPMENT IS ;SINGLE FAMILY RESIDENTIAL -t 2 DWELLINGS/ACRE------------Y~ = •- * C (Lt i' GTH** 3.00) /(ELEVATION C> ::ANGE) 7 ** .&D " I T I AL SUBAREA FLOW -LENGTH = G50.00 W 'STREAM ELEVA'T'ION = : " ti=x4�i.tit% 0 . iOWzNST REAM ELEVATION = 1095.0141 ZLEVAT i ON DIFFERENCE = 10.00 O =-'r33*C( 550.00•i* 3.4:0).i( 10.00)3** .20 100 YEAR RAINFALL z4'•iTENSITY(INCH/HOUR) _ 2.004 SOIL CLASSIFICATION IS "A" SESIDENTIAL-) 2 DWELLINGS/ACRE SUBAREA !_LOSS RATE. 7m(INCHi:•& i790 SUBAREA RUNOFF(CFS) _- 19.74 TOTAL AREA (ACRES) = 9.43 PEAK FLOW RATE(CFS) = 19.74 �•�• •�• � •.��.• •,�•�• •�� a� * ac• •3r �• •ie• ae••�• •�e••� •��••�ie• •� •�•ii• �;e• �•ar�••�•;e• ie•�-�••�•� �•�e•�e• •� •�e••�••�••�• �• •��••�r�•��••��• •�i• ji• •;r •x• �-�••x• •sr•��• �•ae•-� -h-•� � •� -x• •� � •� -� =LOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE _ S ------------------------ )>>)COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION - 1095.00 DOWNSTREAM -ELEVATION -- 1065.00 -=------_- STREET LENGTH(FEET) 700.00 CURB HE I GTH (INCHES) 8. 1TREET i- tALFWIDTHEFEET) = SE.Ov-1 DISTANCE FROM CROWN TO C:ROSSFALL GRADEBREAK - 16.00 INTERIOR STREET CROSSFALL (DECIMAL) = .017 f;1UTSIDE S'T'REET CRO SSFALLIDECIMAL) = . 01 7 %.;^r=07=TTn nir iNll=tP0 nC c. nl CQT=TA PAPPVT M At 3Kn= - ., **TRAVELTIME COMPUTED USING MEAN FLOW(CFE) = 16.05 17REETFLOW MODEL RESULTS: ATREE?' T-SADEPTH(FEET) = ZE "ALF5T2EET OLOODWlDTH(FEET} = AVERAGE FLOW V2LOCITY(FEET/SEC./ PRODUCT OF DEPTH&VELOCITY = 2.25 27REETFLOW TRAVB-TIME(MIN) = 2.84 -c(MIn) . 10 YEAR RAINFALL iNTENSITY(INCH/HOUR) = 2.72! SOIL CLASSIFICATION IS "A" &ESIDENTIAL-} 2 DWELLINGS/ACRE SUBAREA LOSS OATE. j/x(ZKCH/HR) = 'E790 SUBAREA AREA(ACRES) = 18.73 4UBAREA FUNOFF(CFB) EFFECTIVE AREA(ACRES) = 28.21 AVERAGED Fm(INCH/HR) = .679 rOTAL AREA(ACRES) = 28.21 7RAK F�DW PATE(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: JEPTH(FEET) = .61 HALFSTREET FLOODWIDTH;"EET} = a6.33 FLOW VELOCI7Y(FEET/SEC.) = 4.28 DEPTH*VELOCITY = a.36 �LOW PROCESS FROM NODE 43.00 TO NODE ^4.00 IS CODE = s '--------------------------------------------------------------------------- .,`:CCMPUTE STREETFLOW TRAVELTINE T�RU OU2XREA<k`�� PSTREAM ELEVATION = 1085.00 DOWNSTREAM ELEVATION = 270.00 ?TREET LENGTH`FEET) = i300.00 CL/RB HEISTS(INCHES) = �. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = '017 SPECIFIED NUMBER OF HALFSTREETS CARRVING RUNOFF = 2" +*TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 03.65 ***STREET FLOWING FULL*** ?TREETFLOW MODEL RESULTS: 'OTE: ATREETFLOW EXCEEDS 71P 07 CURB. 7HE FOLLOWING STREETFLOW RESULTS ARE :ABED ON THE n3SUMPTION THAT >'EGLI2LE FLOW OCCURS OUTSIDE CF -WE 2TREET CHANNEL. 7HAT IS. ALL FLOW ALONG THE PARKWAY. ETC., 1S NEGLECTED. STREET FLOWDEPTH(FEET) = .73 HALFSTREET FLOODWlDTH(FEET) = Z2.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.E3 oRO0UCT OF DEPTH&VELOCITY = 1.29 STREETFLOW TPAVEL71ME(MIN) = 7.09 ',C(MIN} = Z5,77 :00 YEAR RAINFALL INTENSITY(1NCH/HOUR) SOIL CLASSIFICATION IS "B" RESIDENTIAL-) 2 DWELLINGS/ACRE SUBAREA LOSS PATE. AMVINCH/HA> = .5250 hUBAREA AREA(ACRES) = 53.51 SUBAREA RUNOFF(EFS) = 32.7Z EFFECTIVE AREA(ACRES) = 81.72 AVERAGED Fm(INCH/HR) = .578 70TAL AREA(ACRES) = 81.72 GEAK FLQW RATE(CFS) = !22.43 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .84 HALFSTREET FL8ODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY = 0.94 FLOW PROCESS PROM NODE 44.00 TO NODE n5.00 IS CODE = Is ____________________________________________________________________________ }>}})COMPUTE STREETPLOW TRAVELTIME 74RU SUBAREA<((<< Wk -11-3 1 MMI -1111 C -L -MVH i l U.", .- I W %14. felt 1f -E 0OWNST RE1- M SLL.VA T ION STREET LENGTH(FEET) 3300.00 CURB HEIGH (I; lCHES) . TREET HALF1WIDTH (F=EE•) = 12.00 ZSTANCE FROM C.i20ir•N TO C: 'OSSFALL GRADEBREAK = E,00 tiERIOR STREET tCAUSSFAL.L (DECIh'!r=)4__) = , 01 7 allT IDE STREET CROSSFAL.L C OEC I MAL) = .017 APEC.:I7+_D NUMBER - HALFSTREET';.. CARRYING AwNOFF _. **TRAVEL T INE COMPUTED USING MEAN F LOW iCFS) -,*:=-TREET FlOWING WLL*** ,_;TREETFLCW MODEL : ESULT:S: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOW INS S T REETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NE GL_ I BLE FLOW OCCURS OU•'•SIDE EF THE STREET CHANNEL. .HAT 13. AwL FLOW ALONG THE PARKWAY. 17.... S NEGLECTED. STREET F'LOWDEPTH ( FEE T•) -• .315 HALFSTREET .=LOODWIDTH(FEF_T) = 32.00 AVERAGE r-�OW VELOCITY (FEET/SE•C.) -_ 1.94 PRODUCT OF E EF+TH&VELOC I TY = 5.66 TREET'FI._OW TRAVEL T IME (MIN) = 9.26 TC (MIN) = Z3.06 6 %30 YEAR '=+='tTNFALL :NTENSITY(INCH/HOUR) ..365 ..'.,LL .._LASSIFTCf=•1T _: • 1S "'i" - S'D NT I AL-. 2 ;WEnLINGSi ACRE SUBAREA 4CS S :AEE, - s(� :CHr-) ._,_II:AREA AREA(ACRES) -- 05.7', { • _ SUBAREA _i;.CiFF �':, ,.•) EFFECTIVE AREA (ACRES) - a07.3.1. AVERAGED Ff^, 4 INCH/ bRI = .346 OTAL... AREA (P RES) -- 207.51 PEAK FLOW RATE (EFS) E46.m.'' END OF SUBAREA STREETFL._OW HYDRAULICS: ::'•EPTH (FEE:T) = 1.03 WALFSTRE:ET FLOODWIDTH (FEET) - i2.00 SLOW VELOCITY (FEET .EC.) = 2.41 DEPTH*VELOCITY ,.. 'f• •fe• •lt• •le• •k• •it � •3i• # •)i• -ie• •k di• •)• •1► •le• •li• -It •il• •li-tee. yi• •ir ii• •if• •k •k •ii• •iE •3r #• i► it• •le• -1E• •ii• •!f••k •H• •!f• •li• •h• yi• •ik• it tit •ff• •it• •?E• •iF �)F• •lf••i�• •i!••ik•-k •k •#• •if• •k• tii• -ie• •it• •3t••)t• -k• •ir •ii• -!�• •�o �ii� -ie• •R• •if• �i• •iE• FLOW PROCESS FROM r ODE 45.00 'T O NODE %.00 IS CODE - • % l i COMP ETE ;,+IPEFL W TRAVELT139E "; HRU SUBAREA < < < < < , )> .1 SING &3M1-UTE_...-t tAlED ;=TPE:SIZE ., 0 ;E - ~- :.ST i r 1 `•lf.);�.I- "+• S'�tlfCc ?EF°Ti-i OF F=._O6J : N _;.0 INCH PIPE 15--,:i8, 0--4CFlES =' IPE:FL_OW VELOCITY (FEET/SEC.) = 9.3 - '.. PSTREAM NODE ELEVATION = t042.00 DOWNSTREAM NODE _LE V A i1:ON - 1040.00 PLOWLENGTH t F FET) - 700.00 00 NANN I Nf S N _ .013 ESTIMATED PIPE DIAMETER(INCH) =- 78.00 , .UMBER OF P T PES = •-'IPF_FL_OW THRU SsUBAREA4C`'F=S) 246.40 TRAVEL TIME(MIN.) = 1.23 C(MIN.) = 38. EE :....if.•li• •iF• •if•dr-E••ii••le••�••)t• de• de• •k• •� •k• •1F•�r••1r• ds••�:• •i •#i•iE •iE• •ii••ir ir• •)f• •lE• •lE•-li• •IE• •lE••fi• •)i•9E+• * •1i• •1i••k••ii• ^3!• •1e• •�• •:rde•r.• •3i• •ii• ar•+e••1r •if• ab •)e• %�••b;• �f• •3E •ti•;ti •;i•?t•-k••!i• # •ii•dr•tr •!e• •9i•+•k• 7nOW PROCESS FROM °. SDE 45.00 TO NODE -0.00 IS CODE - __~_________________ ') >)) DESIGNA T E _ ADEPENDENT STREAM FOR CONFLUENCE < ti < ' !) ?) AND COMPUTE VARIOUS CONFLUENCED STREAM ,./:=CLUES (< (( ( CONFLUENCE VALUES USED FOR INDEPENDENT -STREAM AµARE: TIME OF CONCENTRAT? DN I M I NUTES) 36.26 6 = A I NFALL INTENSITY INCH.,'HOUR) `-- i.63 ='F'E'C:`IEIE STREAM P;EA(ACRES) - =07.51 3TAL_ ;STREAM AREA (ACRES) = 207.51 PEAK FLOW RATE ( CFS) AT CONFLUENCE == 246.4(71 CONFLUENCE INFORMATION: OTP06M L:+1±J'w G•1 1 w 'TTMT TMTTM0TTV :vI*Irian ;H I t k1,1- ',INCH/HOUR) ! IN/HR) PREA (ACRES) ----------------------------------------------------•-------- -_ 544. 49 17.53 2.824 , 23 379.0? ( c �� r _-------___.------------- COMPUTER -ESTIMATED rT PESI ZG NON -PRESSURE ; ._W) ... , ( DEPTH 1 t" _ FLOW TN 144.0 I ,'Ci -1 P!_rr"'r'. _.]—:13.3 ACHG:'y......—.--_-,—....-----__. - TPEFL': W VELOCITY (F•EE /SEC. , -- - :;.:=' QA I NFALL #TENS I T•Y AND TIME OF CONCENTRATION RATIO "._ ONFLL ENCE FORMULA USED FOR 3 STREAMS. - JMMPR P _SULT S : STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA (ACRES) ------------------------------------------- 335.19 .(.i6.25 765. 04 626. 4;✓ :217.38 R5. 41 ::jMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK _0W RATE (CFS) =- 035.i9 ; IME (MINU T E5) . 7. `334 lFFEC T : VE AREA (ACRES) — 718.23 TOTAL AREA(ACRES) = .12411.4:3 :i• # # •it• •�• # •k••ti• •te• •k •If•-lf-Ii• # if• # •li• •lf•ii• at• # di• �F• •ii• •it # •!i• iP •ii• •ii• # if• # •Ii -•fie •>f• •li• •x• •i[• •ii• •+e• •ii• fit• •3i• •le• •!i• •t*• •k• -li• •k• ai• •Ji• •ti• •N• •;r •ii• •ti••x-ar •!�• •n••t• i:• •te• •ib •It• •1e• •ii• •1i• •k• ai• •14• •�E• •ir -ii• •Ji• •='f_OW PROCESS FROM NUDE: 46.00 TO NODE 65.00 IS CODE = 3 .=_��fE=�1_s'T'FPIPEFLOW I'i•.H'V'f=L"1"1;�' _ .Ifis,-.f i_ILcAiac=l� w ( c �� r _-------___.------------- COMPUTER -ESTIMATED rT PESI ZG NON -PRESSURE ; ._W) ... , ( DEPTH 1 t" _ FLOW TN 144.0 I ,'Ci -1 P!_rr"'r'. _.]—:13.3 ACHG:'y......—.--_-,—....-----__. - TPEFL': W VELOCITY (F•EE /SEC. , -- - :;.:=' UPSTREAM NODE ELEVATION = 1040. t,.: 0 DOWNSTREAM NODE ELEVATION -_ 1033.00 . LOWLENOTH ( FEET) = 1320.00 MANN I NGS N _. .013 ESTIMPTED PIPE: DIAMETER(INCH) =- 144.00 gUMBER OF r'• -,=E P PEFLOW THRU SUBAREA(CFS) _ 935.10 ;-RAVEL 7IME (M IN. ) -- !.14 "CCM N.) - r3. (•r3 :- •3i• •)i••ir• •k �• *•fir # •)i -•ii• •k-li• •li•di•-k di• •ii•9i• •li• •is• •ii••h• •ii -•}:••ii-*• ab •�: �c• •k••li••k •3r yi• •�e•?i• •!e• ii• •k •�i• •i+• si• �e•�e• it •i:• �i• •;t• •ie• •Y: •fi••s• •�• •�• .,..•..;:. •!i• dc• �• �i• ii• df• •li• fie• 3:•+• •x• di• •ii• •r• •;f -k• •�E ar _0W r DCESS FROM NODE. -E.00 O NODE G3.00 is CODE . % • ZZSlGNATE INDEPENDENT ='T'F?EAM FOR r:;;"NF L`�a:i`iCE____._._______.._-_.._...__....__....._..__...__ .ZNFL__ACrE VALUES USED FOR INDEPENDENT STREAMyr._,_._ ARE: _ � ' 0 01C:F. NTRAT 1 ON (MINUTES) = 18,68 :f) I N;= = _,_ i NT'Ef••i;S I T'Y (INCH./HOUR) _ _. 7 E EF;EC77VE STREAM AREA(ACRES) - 718,25 07AL_ : 1 REl• M AREA(ACRES) CRES) = i201.43 TEAK 110W RATE(CFS) AT &ONFLUENCE - .835.19 . - •r •If• •:t+• -:• •s• •�• ••e• # •k• •ii• •;i• •ii• •IE• # •!`r # •iE• •I(• Ali• •� •Rr � # •+�• •if ii• �• :�-� # •of• •# Vie• s•?f• •i~• tii• •i4• •?E•!'=^{r x• •ir #• •ti •fi• •#f• Jr dE •�:• •A• # •)f• •� dt• #• •!f• :�• •�• ai• •i4• # # •ii• dt• •!t• •3F• "!• •!{• •k• •1;• •#? x• •!F• -Sj 050CESS FROM NODE t;: 0 TD NODE,- O 1 GGOE �- ) `s� I .r.0:�NML :t1ETF'iOD T�'�1.1-i' i -ii_ �:1.,%<}-ir1E.A-i i^'�'•ol-•Ii...�f;:J?. ).....»—_. �—_...___.—_—_—_.__._,.__.—_—..........—._ lr^! t U„i-+= AVERAGE COVER — �__.__..........--_-..__......_—__--____...__........--_._---•_.._—..._._—_... 7C = - C i LENGTH•te•* .3. 411) / ; EL: YPT I CJN CHANGE)!** , 21 A I •TIAL L-UBAREA FLOW -LENGTH = i ,00. 00 UPSTREAM ELEVATION -- _300.00 DOWNSTREAM ELEVATION = 1480.00 _-EJa .JJ DIFFERENCE - , _o. 7k —C _ 36*E ( 1000 ,00** ... O.i0) / . 320.0033** - 30 YEAR RA i NFALL I NTENS i T'• ( is NCH/HOUR) _ 7.225 TOIL ::.ASSIFICAT•ION IS un'' YA ! f XA .a:IFS, om= r''i-t:Ji- p wAGi"•Q" :-7 I€:tom n I r mo o ,a —•r . . ..'NOTE: STREETFLOW EXCEEDS TOP OF CURE. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS. ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .94 HALFSTREET FLOODWIDTH(FEET) - 32.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.11 PRODUCT OF DEPTH&VELOCITY = 5.76 bTREETFLOW TRAVELTIME(MIN) = 11.05 TC(MIN) _ .6.16 100.) YEAR RAINFALL INTENSITY (I NCH/HOUR) = 1.829 _OIL CLASSIFICATION IS "A" RESIDENTIAL 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6790 -UBAFREA AREA(ACRES) = 151.74 SUBAREA RUNOFF (CFS) 157. t:it:► F=ECTIVE AREA(ACRES) _ _276.91 AVERAGED Fm(INCH/HR) _ ,679 TOTAL AREA(ACRES) = 236. 91 PEAK FLOW RATE(CFS) = 245.1' vD OF SUBAREA STREETFLOW HYDRAULICS: _F=''H (FEET) = 1.0-n HALFSTREET FLOODW I DTH ( FEET) _ ". c:►t1 FLOW VELOCITY(FEET/SEC.) 6.4.3 DEPTH#VELOCITY = 6.57 #***##*##*#**####*#######*##*#*#######*####**############►kit########*####### r7`_OW PROCESS FROM NODE~3. ! �� ► TO NODE 74.00 IS CODE'- 1 ---------------------------- , _, DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<. ; •;. .:; AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<::*4': )NFLUENCE VALUES USED FOR INDEPENDENT STREAM ARE: - TIME OF CONCENTRATION(MINUTES) _ 36,18 F")INFALL INTI NSITY (INCH. /HOUR) = 1. 8:7. r `FECTIVE STREAM AREA(ACRES) = 2-7.6.91 TOTAL STREAM AREA(ACRES) = 236.91 PEAkm FLOW RATE(CFS) AT CONFLUENCE _ 245.13 r_JNFL! iENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE P MBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 1708.72 22.6: ----•-------------------- 2.4264 .50 915.11 2-45.17-1 '6. I8 1.829 .68 236.91 Fir-iINFAL!. INTF_NSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. E IiMARY RESULTS: REAM CONFLUENCE EFFECTIVE 'J UMBF_R Q(CFS) AREA(ACRES) 1466.25 1152.02 :OMPUTED CONFLUENCE ESTIMATES ARE A9 � OL =,K FLOW RATE(CFS) s - 20u1.32 TIME(MINli- � j_%'►!.) ^.618 _ r- ECT I VE AREA(ACRES) - 1 t:►6._�j' 1 , r'v -OTAL AREA(ACRES) = 1503. 174 `; l •i OW PROCESS FROM NODE 80. (0 TO NODE 81 . Cji i IS CODE C `RATIONAL METHOD INITIAL SUBAREA ANALYSIS,, =____=====a=s=a==ss=a-=a=c=st==cassa�ssaaasmcaas=s===a====aaaaem=s===a=m=saa i 1ELOPMENT IS SINGLE FAMILY RESIDENTIAL 2 DWELLINGS/ACRE • .re= .moo. �iif�.�r .r..L.'`+ - S �. �."v� .-.. =.'1.-` .� ':�"'n fp' 14AF3M , ino Pr. N07E: STREETFLOW EXCEEDS TOP OF CURB. THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS. ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .92 HALFSTREET FLOODWIDTH(FEET) = 32.60 AVERAGE FLOW VELOCITY(FEET/SEC.) - S.37" PRODUCT OF DEPTH&VELOCITY - 4.93 STREETFLOW TRAVELTIME(MIN) = 12.66 TC(MIN) _ _8.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.756 SOIL CLASSIFICATION IS "A" RESIDENTIAL-` 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .679( SUBAREA AREA(ACRES) = 121.21 SUBAREA RUNOFF(CFS) R 117.53 EFFECTIVE AREA(ACRES) 200.20 AVERAGED Fm(INCH/HR) _ .679 TOTAL AREA(ACRES) = 200.20 PEAK FLOW RATE(CFS) = 194.12 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .96 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH#VELOCITY = 5.44 FLOW PROCESS FROM NODE 64.00 TO NODE 415.01" IS COVE 1 >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -, -`AND COMPUTE VARIOUS CONFLUENCED STREAM VALUC:S:`r:<.c* =====ax.===c=eau==�aaaacaccae==a.ss3�saga��assnncionra��oaa�sosa�saaa:a===c==oo CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 AREi TIME OF CONCENTRATION(MINUTES) - 38.70 RAINFALL INTENSITY (INCH./HOUR) a 1.76 EFFECTIVE STREAM AREA(ACRES) = 200.20 TOTAL STREAM AREA(ACRES) - 200.20 PEAK FLOW RATE(CFS) AT CONFLUENCE 194,12 CONFLUENCE INFORMATIONt STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 1484.43 21.65 2.489 .47 744,43 2 120.98 17.27 2.850 .56 58►69 194.12 38.70 1.756 .68 200,20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATTO CONFLUENCE FORMULA USED FOR S STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER O(CFS) AREA(ACRES) -------------------------------------- 1 1768.72 915.11 2 1691.57 741.77�:{�t �. 3 12.03.40 100.;. 32 COMPUTED CONFLUENCE ESTIMATES AREbAFOLLOWS: , PEAK FLOW RATE(CFS) Q 1768.72 T Mftf ;�NUTES) 210648 EFFECTIVE AREA(ACRES) = 915.Irl '�� TOTAL AREA(ACRES) = 1266.21 FLOW PROCESS FROM NODE 65.00 TO NODE 74.00 IS CODE 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >» >>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< �LOW PROCESS FS3M vo= �2.00 �7 NODE "WA ii CODE ---------------------------------------------------------------------------- l d / DES1ONATE 1ADEPINDENT CTREAM FOR COUFLULNCE( V ' / . ====== =========================================================== TONFLUENCE VALUES USED FOR INDEPENDENT STREnM ARE: 7AE CT CONCENTRATZON(MINUTES> = 17.27 QINFALL INTENSI7Y /!ACH./HOUR) = 1.65 0FECTZVE STREAM AREA(ACRES) 10TAL STREAM AREA(ACRES) = QAK FLOW RATEQFS) A- CONFLUENCE ?LOW PROCESS FROM NODE 61.00 TO NUDE RE -10 12 CEDE = � ---------------------------------------------------------------------------- .?>})RATIONAL NETHOD :AITlAL 5UBAREA ANALY5IS(<((( ============================================================================ 5EVELOPMEH7 12 TINGLE 5AMILY RESIDENTIAL -/ 2 EWELLIN8S/ACRG 7C = A*[(LENGTH** Z.00)/(ELEVATION CHANGE}]** .Z0 :NlT:AL SUBAREA FLOW -LENGTH = 100.00, -PST7EAM ELEVATION '` 100.00 T3WNSTREAM ELEVATICP = i090.00 ��VATION DIFFERENCE -1 = . '38*[( 000, to** 1.Q0)/( 'O0 YEAR RAINFALL -�TEHSITY(INCH/HOUR) 30IL ILA8SIFICATICN !S "A" 1ESII}ENTIAL-/ 2 DWELL:NGG/A[RE SUBAREA LOSE NATE. T.ov-��H/��R> = 3790 SUBAREA RUNOFF(CFS) w 16.75 - ^ T�OW PROCESS FROM MODE 62.00 TO NODE S3.00 is CODE = � ____________________________________________________________________________ `>}}CCMPUTE STREE7FL[W TRAVELTIME T]RU SUBAREA<�,(| =========================================================================== 0STREAA ELEVATION = 090.00 wOWNSTREAM E"EVATION = 082.00 1TREET LENGTH(FEET) = 700.00 CURB HEI8TH(lNCHES) = S. iTREET HALFWIDTH(FEET) = 32.00 !!STANCE FROM CROWN -7 CROSSFALL ORADEBREAK !NTERlOR GTREET CROSSFALL(DECINAL) = .017 :UTSIDE STREET CROSSFPLL(DECIMAL) = .017 GPECZFIED NUMBER OF HqLFSTREE7S CARRYING RUNOFF = � -*TRAVELTIME nTMPUTED USING NEAN =LOW(CFS) = 35.10 7TREETFLOW MODEL 3E5ULT8: GTREET PLOWDEP74(FEET) HALFSTREE7 FLOODW1DTH(FEET) AVERAGE FLOW vELOCITY(FEET/5EC.} nRODUCT OF UEPTH&VELOCITY = 2^02 3TREE7FLOW TRAVELTIME(MIN) = 1.85 7C(MIN) = j9.01 100 YEAR RAINFALL iITENSlTY(INCH/HOUR) q8IL CLASSIFICATION 0 "A" 48IDENTIAL-/ 2 DWELL:..GS/ACRE SUBAREA 08AREA AREA(ACRES) = ;8.37 3UBAREA EFFECTIVE AREA(ACRES) = 27.57 nVERAGED Fm(INCH/HR) = .679 -OTAL AREA(ACRES) = 0'57 PEAK SCOW Awn AT o//nonpo oTnp"rqnv wvnmn,x rrc' = A. 640 LUSS AI?F' cn(lNCH/HR) = RATE(CFS) = 08.66 OULiFAHLH r(UNUFF (UF:i) TOTAL AREA :"ACRES) = 3.39 VEAN ;=t..f. W tCt=}T;.:_';i..' S) _. L . ;iii .•.#••+e•#�i'•r'•i^yi•�h•ii••ri•##•3t#di••fr##ir#'k")i•tir�i••3f##dE••ir•u•iE•4-h•#•r sr�•#'N'-:'•r••:^'' k -F -•3i• -;+r# •YE'.u,.•k•x#•3E•?E•;E•de••if'=E•:�•�;•�-�•-�-•ii •#••ii'ib't•lE••ii"9�#•3E'ie• 7_0W F<"{OCE SS FROM NODE . OZ - NODE L.00 19 CODE -- ._.------------------------ ----..-._._—_—__•..._......_--------...__•--.^__--__.-------'---`.'---- ) >))) t:;CMP t i E TRAPEZOIDAL -CHANNEL .-"Ove < ( ai1Vi='` i T MC:__-1RU- SUI:iARE:-; t ( UPSTREAM NODE ELEVATION ION - 1480.00 i DOWNSTREAM Nt.:;:DE ELEVA T I DN -• �1!40.00 L S< _il�i'df'�'r.'_ :::1dtR i -i '�'4ntt.} :c1I:lAFt:rr'•: i= 300. 001 CANNEL EASE(FEET) = 10.03 7" FACTOR - 1.000 WANNIf' GS ;=ACTOR = .020 ;AXIMUM DEPTH i}='EET) CANNEL FLOW 'i'r•iF:U SUBAREA(CFS) X40W VELI. CITY (FEET/Si:C) -- .1. ✓. _ _FOW DEP H (r s_ •- , <' RAVEL 7:ME(MIN.) 8 ".. TMTN. ) - ,4,w -af' •3E'x•'!F di•tif•'aEyi•# �'?t•ii'i4•�,f• ## #•3E• yi •R•'k• #•�••fi'�•iE # # •� •!i•'+i•if• yf• •iE•fi•�• •�••it•ir•Yi-•1!• •!e'Yi• •�•# ## i4 •ii• -?t• •sE �••!F•�t # # #•:�••y •ick': y; -? :�:• # ii•# -ii• # # tii• •iE• •}f' iF # -LUid PROCESS FROM NODE ! 00 '__ < IS t.lijt}ir-, J •) : ADD I I : t_1N OP SUBAREA _ `<��• IAL. .._ . !-fin, F ..;. W ((. . � __ — __—------__ _ 100 YEAR kAlAtF=AF_L:ii`•lE•ENS.iT`.'(T`.iGNi.-it.-iE3R)___�-.�_;..__.__..----..__._--_---------------------_--_- ._a OIL SLASSIFICA!•'i:ON 13 "t•s,! NATURAL PVERAGE COVER " RASS ' 10BAREA _158 RATE. . .'t t f P•ff':F e m& ! SUBAREA AREA(ACRES) = 17.7E USAREA AUNOFr e :FS) .. _ EFFECTIVE AREA(ACRES) - a8.67'', AVERAGED Fm(INCH./HR) - EO TOTAL A AEA (AC::RE ,•) = 26.67 PEAK FLOW RATE(CFS) TC(MIN) = 14.93' .'1!'jl••)i'i('�..p..�..y<.iF')l..k.jh'�b'j!••)!'•It•#.�"�!"#.#�")t..k.d!"7t";t"/..++'j!'.kR'9FA"!R''+t•!!"ii••><••it'fr•3r-i••k••p-•3�'•ie.•3b'if'}iG.:!'.y!`.h.it..ie.�,..�..g........{,.�;,.1t.�..k'7k':!•'�yR'.1!.'k"k"j4'•7M 7 LGW PROCESS FROM NODE i i. = T! NODE ._5, ;io IS CODE ' ; } i_••DMP t i % •T' iAP PDI DAL - _:: ?NNi_L - i a <: ,))) . RAVELT.%ME -HRU SUBARE& (< , Crr7fEEAN—!'`itll—lc cLcvATIE.3i'J___�--1<'t4:t.:c;1<'__.___-___._.____._—•_---.__.-.__--•_-----___.-_.__ DOWNSTREAM NODE ELEVATION CHANNEL LENGTH THRU <.SUBAR'._•A 4F ET) i CHANNELBASE(FEET) = 10. 00 2" FACTOR MANN I NSS FACTOR = .020 KAX I i1tt. M DEPTH(FEET) 1.00 HANNF_-L . _OW .:•'SRU SUBAREA(CFS) = :1.21 OW VELCC I Tor (FEE'T / SEC) = n.42 42 ='LOW 13I::P"i H (F' rG1., i •" ) j 7 AVEL ! IME (MIN.) = 2.34 C (M IN.) = 17.27 F UOW PROCESS FROM NODE: 00 70 NODE 3.00 IS CODE = _•----------------------------------------------------------------------------- )))) AD'DI T ION OF SUBAREA TO MAINLINE PEAK 100 YEAR RAINFALL ! PJTENS I T`i . I NCt-il!-ii"!UE() _=- - 0.850 SOIL ..9`0SOIL CLASSIFICATION IS "B'' NIATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, i n ( INCH/HR) >UBAREA AREA(ACRES) = i2.02 _UBARE'A '_#NC3;=F<:C:FS) 66.4..:L'_t EFFECTIVE AREACACRES) 18.69 AVERAGED Fm (INCH/HE:) _ .560 TOTAL AREA (ACRES) = 0. 613 PEAK FLOW RATE(CFS) :bt.1j(HKtH(L;~;a) ••- ;;127. TRAVEL ....y (i+'iIN. ) =- .94 7C (MIN. ; • ..•k••ii••ir•it••ii•-:tt•3e••ii••ie••ii••?t•►--i: �P9f••ie••is••!i••ii••if•##•it••k•k•#ii••1¢••)f••it•-M••k•it•tE•y;.-«;-•»•+•i-•it•�••h••r'•ie••+F•K••;E?t••x••?£••.•'••ri••3f••3f••1+•it•r•its••3!•-ir•s..i,:•M••k•#•3�•�••ii••rr•kdb# . ._vW PROCESS i-RfaM NODE 6S.00 TO MgDE 74.00 IS CODE _ � 1 ! !�CSi�_ivla f E .. ,`}J..�CI-'°E,r}vt��}�• �� ^•___•-it� _.- It�....�___-.-__..-_.. _.._-_-----___------ STREAM FOR CCNFi._UENCE : (: 0 _:;;ii'`}FLUEMCE VALUES USED FOR I NDEPE NDEI'} T STREAM _ -PRE: ?7 1 � 1 'IME EZNCENTRPT tt. N(1`�ylt�UTES) Q.0:1 + -:'fdINFALL :., TENSITY (INCH./HOUR) =_ _. E4 -FFE CTIVE 17REAM AREA (ACRES) -_•, 4. O T AL STREAM RREA (Af_RES) = 1460.3a�:� WEAK FLOW PATE (CFS) AT CONFLUENCE -_ 1127.47 ::<• �••�• �• •n• •t,• •�• �••�•-,� � �•*•�••:�•�• •?e• # •ie••*• •�• # # ••+�••## ##de•#•� •�•# ## :� •�• •;�• �#•�• ## •• a►•##•� #•1r•#•►•#•li•#aF•;e•-,4••��r �i••x•t �• �•;e--tt-�• a�-x-� •t,--ri• �• FLOW i='ROCE=iS FROM NODE 70.00 TO NODE 71-00 - ) } 113t=3TF _.:wL METHOD INITIAL SUBAREA __,-__-_-_-_------------------------ . t .I.A. •-f,41•-3i._liSIV w L%E'JELU"•MFN7 ..a SINGLE --FAMILY RESIDENTIAL :� ::_._.-:=`:__-_.:__--___--_•=--___ .K -t -E GTH** 1. 00) / (ELEVATION C.:raNGE) 3 - :NITIAL __EtiirREA FLOW -LENGTH = 173.00 DOWNS FEAn ELEVATION ._�: 89. 0i_i -.._E VFjTI O. _ I F F FRENCE = 11. J'0 71 = . *38* C i 675. yyijy* , I� 0) / ( 11.00)3** .20 = � -- 100 YEAR ;AINFALL ;:NTENSITY(lNCHr'i-NObW) 1.007 -OIL CLASSIFICATION S „A„ RESIDENT:A -) .. DWELLINGS/ACRE .;UBAREI :.OSS RATE:., C'm(INr'•i/H45 __.670.1 .1 .SUBAREA -_NOFF (i_FS) 20. 70TAL A EA ({ACRES) •-- 9.79 PEAK 10.52 -r •}!• •?R• # # yi-•ii• •!i •br •ir •z �-•} 4• •3�• •!E• # •if• ## •it• # # dt• •iE ii• # •1t• # i.= # �f• # # •3F• # •k •ii• •Xr+- �k i?• •it• �i• •rt• •k •#• •a• •^FLOW PROCESS FROM NODE 71.00 70 NODE 7000 IS CODE c de• •i�• •ir •k •iF#•iM •#• •iti,+-R• •f •fe # •3t• #�;• ie• •lf••k •k• iF di •ii• # -)i- i£• _,='STFti'c:t=s;,1 _ a.JiaTIEirti-----Q69.4:10_.� 0CtbJiJST;;;":=1h1 ELEVATION_�._.-_=.....___�-_:�_-.-_�-_�_� 8.00 STREET LENOTH(FEET) - 700.00 CURB P IST•H (1Nt: HES) -- a. 3TREE T PAIF 1l + DTH(F =ET) = 32.00 DISTANCE FROM CROWN TO CROSSF'•ALL SRADEBREAK %,00 :NTERIOR 17REET CRO SSFALL(DECIt*AL) - . :1! OUTSIDE _ ..,EE';• CROSSFALL IUECIMAL) -_ . 0 1 7 SPECIFIED ' '._MBER OF HALFSTREET S CARRYING RUNOFF =,... -* r IAVELT :;s COMPUTED USING KE=N =tiW i fS) 37.&1 S 7.cES REE FIDW MODEL RESULTS: STREET ;=LOWDEPTH (FEET) - . 0,5 AALFS REE T FLOODWIDTH (FEET) - 12.51,21 AVERAGE FLOW VELOCI i•Y (FEET SEC. ` PRODUCT OF DE.1=TH&VELOCIT`r' r 2.213 _yTREETFLCWi TRAVEL'T'IME(MIN) = 2.79 "C(MIN) 8.58 100 YEAR ;PINFALL !NTENSITY(INCH/HOLR) �5 SOIL CLRSS ICATlON IS -A,, RESIDENTIAL -i 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm ( INCH/HR) SUBAREA PREA (ACRES) = 18.60 SUBAREA RUNOFF (CFS) EFFECTIVE AREA(ACRES) 28.31:4 C3i1'.= Pop n w" f 'E h. rH / 1-3R 1 071-1 ..� r„- :�,�Gf••Y l l•y 4.t�� ) -' :�w �'� ;..-I }• K -LOW f{!.-� E C, t �.'�:�) -= �2 "-' ND i SUBAREA S'i RE:E T F LOW HYDRAULICS: DEPTH(FEET) FE E T) = .:sal TLF ST RE `” �' r ' _ • _ _ __ E7 r•• �_,.�1'SI}r1 r. Di'i-f �: µ _E7') ._ •-'.� •�+• •?!• •N• •lt• •k Yt• •A• it• iE• iE• •k •if• i* it•i!• i!• •i� tie• •k •if• •lf• it• ii• •k it• it• iE ii -•if• •!i• d!• •!f -•3t• •ii• •it' •3t• •i!• -!e• •?�••?f• il• •)t• •3!• •)t• •k :'t •fi•')t' •ii• it• i! yi• •5i• •1t••k• tiF •EE •1t• # iE •iE •Ei--Ef• # �f• # •EF •it -k• i4 -•if -•k• •jE• 7• •It -C;W PROCESS FROM NODE 78.00 TO MODE 73-00 0 CODE - .__.-......--------_-••__.....--_..._...-- _._.....-_---..--.--._ .� . .:E=iil�'f_�'T E STi?E'Ei'F=i_i�E�ri .';=A�IEi...-F'::;�iE . '�U�_..------__.-----_•-----___...-------___--------- r. :UBAREA (t • ' { O7!'RE AM ELEVATION - 078.00 DOWNS r; A ELEVAT79N,EGES9. sz, --__=-- 7TREET i...s=r` GTH (FEE T) 1200.00 JR8 H IG H (" "_ - 'REET ;-ALF^'WIDTH ( EIT) 3:_.'0ZE isaCfic�) A. DISTANCE FROM CROWN TO OPOSSFALL GRADEBRE -. - E=ar; ' T Ef= Lei? STREET isROSSFPL QECINAL) 3.7 7;.1TaIDE STREET :ROSSFALL';DECIr"''!AL_) ._ I jI7 .,-`EC7; lFD ,r'•.r,1_JMBER l..ti- WALF=STREEi S C;'RRYIN,i•, RUNOFF Y h -- -•ii i RAVELT I ME COMPUTED USING MEAN , ) -**STREET FLOWING FULL** _ , R ,_.. ='L OW MODEL , ESUL S w -OTE: STREETFLOW EXCEEDS TOP ON cuRB. HF" FOLLOWINGREE!_LOW OOSUL'. -RE " a D .1 THE ASSUMPTION 'Al KEBL12LE ._A OCCURS UTSIDE rJ•i. a, .., „h= 7—ATET HAT 1S. ",;_r- 710W ALONG TSE :°aRKWAYw _ :��:k�? t:.0r•._T7Jw STREET roc ;") =_rC.. STREET F Gi.•iDEPTHI:= '" - _1 KALFSTREE i 7LOODWID T H (FEET) = 12.0-1 ..yy AVERAGE F --OW 'ELECT 3'Y (FEET/SEC.) .= 4.7S =°RODUCT L -1F IEE-'TH 1•VLLDC I T Y = 3.50 =`REETF LOW TRAVEL F IME :!' 1N) = 6.32 'C(MIN)_ YEAR RAINFALL ..NTENSI•! Y( i.N(_H/'F-rt. UR) -' 0.286 O _ IL CLASSIFICATION .IC1N _ _ "m . _SIDENTIAL-) 2 DWELLINGS/'ACRE ;SUBAREA LOSS PATE. .- (INCH/'Hp -- -i aQ)SUBAREA AREA(ACRES) - fG.�8 SUBAREA RUNOFF(CFE) aSwEy E-FECfrVFREAi a1:(=Ll ;—LUWU& VH (FEET) = , 9j. -,ALFSTRtEE T =LOODWIDTH (FEE ; ) = i2. X-11 AVERAGE FLOW V =L.GCIT'V FEE', _... i = :. 48 _TREET _-._:: s'f AVELTIME (MIN) _ .._. 7 (;-:tIN, -- 0. _,.. 100 `;'BAR RAINFALL ..NTENSI T . (.li'3f.H/;7Oi_.R) 901L CLASSIFICATION IS npl, ^ES IDEN T ISL-) 2 DWELLINGS/ACRE ... s.IBl ;EA LOSS RATE. RAT . -, i i{% -K - � iJr�u'BAREi ?SEA(ACRES) 121._, �L�=rEA Kt1i'Jlij='F 'O;='`._;)••- FECT_"Vr i• AEA (ACRES) - : , ,200,20 ='t1� - 20 AVERAGED F M (INC! -;/i -;R) i 0_4 } OT��-�L. <EA .'Ai. RES) - X00, •' .� - wA:' j -- -- AND OF _ UBAREA STR ET'FL.OW i- V ORAUL: 0 DEP= .97 -= _F -7 tFr= i :Lr tDT? ( _T)FLOW /=LOCI!r(}EET/-EC.) = _.ba !L--;_•VELtLi,,-- Z.47 :• •t• •kib •it••3i• •�.•k •lt••k• •ie•yE •if• •�• # •?r •k• iE• •fi•ic tit• tif• •iF• it• tie• #tit -•3c ii• •Y=•1i• •k••3e• tiF•ie••k• i• de• •ir •iE•i• tii• •)i• tie• tit• if••!i• ii tir rt •3t• -k •k •=LOW PROCESS FROM NODE S4.00 TT NODE ;3.00 10 CCDE R• iE••ii• •le• •k••)d•-k•ti~tit-tt � tie•-le••3f•ai••li•tiF•1i•iE•->F•)(-dE•it• DESIGNATE-------------------------------------------------------------------------------------- TNDEPENDENT STREAM PGR CONFLUENCE NCE < t < < COMPUTE < ii -K0 VAF[JLS C14FF' rL STREAM VfLULSC<; ( C _..jNT'._...._..C_ VALUES W•:.E.i.1 OC{.. MEE~`='-'� i'=., 1 '.''. .^-,---.. C:.3...1A 1ARE. ..'i;=' 1�.. .a.:L,E .•iT�;ATI�_I'. (1y1?;'`;Li?Er-) - 13,s2 _FFEC'i r . - 17 Et= N AREA(ACRES) -.i T AL ZTRE:- M AREA(ACRES) -• _ D8, - DEAK PLOW SATE (CFS) AT CONFLUENCE --- CONFL_LE NCE I NFCfRi+ AT I1: N: STREAM - EAK FLOW TIME TNTENS171 Am AFF .E 'T ':?r= NUMBER NATE(CFS) WIN.) yNCH/,-I_!UR) 'N/HR) RRES, l ... -835.19 0.27 t3n Sri . _ = J ---._..»_.-' Y .---_.._--.-- f S -Y --._..-. .. '20.�— &I*---. iii*lt*l�`S7RE11�f7'r� .: SUL T ,'.-"� E EFFECTIVE !UMBER (CFS) AREA(ACRES) ------------------------------------------------- L127.47 874.02, COMPUTED ED C'7NFLUENCE ESTIMATE'S ARE X3 FOLLOWS: F+._OW RATE: QFS) .:::1; :7. -, i• - M>_' ; M I NUTj :S) 3.076' EF EC.1VE AREA(ACRES)y = x74.4'2 :� QTAt AREA(ACRES) 460. il-- :• •+e• •1e• •ir •1+• �•-li-•iE •�i• •3f• •it• •!f• •!f• •if• •le• •it• •!i� •!E •)f• •If• •ii• •3e• •if• •lf• •3i• •1i• it• •3e• •!e• •k• •� it• dF• •It• •i!• •le• -i�ir •ie• •le• •R• •le• •?F• •!F• •!i• •if• ie• •�a• -;i• •k- # fE• •fi• •ie• •bf• # •?t •k• •r'• •rt• •3e• •�• •h• �t• •h• y'• •h• •3?'• •?f• •if• •}• •Yi• •k •Yi• •3E• •k• _Eur P30CE='S FROM NODE i5.00 TO kODE 74.00 - CoDE - —_--------._------_--_^------ — ) .'•• ; Ct)"�PUTE' PIPEFLOW •T 'AVELT'IME THRU Su AREA < < < < < -----____--____-- ))))USI NG COMPUTER -ESTIMATED P I PES I ZE (NON• --PRESSURE. FLOW)(KK _)=. ,'6-y OF -"OW IN 138.0 14C; : ^.".^ ----- 112.6 ---C:6-iF=5-�--=---_----_. • TPEFLOW =LOCIT4' (FEE•i /SE C. ) -- _-,_,, 4 _ PST RE AM NODE ELEVATION = !033.00 DOWNSTREAM AM NODE ELEVATION - 1022.00 COWLEi•.IGTF. KEi ET) = 1320.00 MANN I NGS til -•- w:E 1 E =3= ;'TMO-'EM o•r3 c i-1?•01vt6:T•=0 TMrU% _. ism .... ...�i, ,vt,_lJLllt•Lf=_ i LLtl UL.,UUN• t 1 �+� �:r— ... i L:.2:, CHANNEL. 5 UJ ws 'DE CN,- = FREE 1 i L ,� �_CW ►LUNG T: E �� _5.1..f� •-.w CYC_ — t -51-t ,`{K4ti 1'•151''. .._ v. , .v r•1��7LL. L~"f � t.%w REST LOWDEP i =ET) _: _•i RE` .."LOW 7RAVELT_•":E(MIN) -_ il.07 .+(MIN) 120 NEAR RAIP:;`Ai.._i_ :TE?GT . ,'QNC::l:"r•:I_JUR) w lJ "Jv r.. ESIDENT IAL-) :' DWELLINGS/ACRE SUBAREA LOSS RATE. -n i N CHi fR) .6790 F;�AitCaF�) -, - _U fREA 1•E=F ) --no7.G7 .CTw-E AREA(ACRES) _ :Z6,91 VERAGED Fm(IA5H/: ;) = 73 DTA9._ nREA (AC RE:S) = , G, --PEAK =xM. - _ JW EATE:r S) 046.t, 46 !NO O SUBAREA �?RET=LUW .YDRAULICa: --L.)'TH(FEE ) 1,01 ' ALS -- EE!�-i.l E..iDW1j. T ii;=EET) VELOCITY (FEET/SEC. r 6,63 f }C.PT`F" i'VE LL7U I TSi' -- S. '/ >L'i . •r• •lf• •3k• •1:• •t!•'Fi• •Xr ?4• •tt •1t• •ih •t!• •)S••:'t•it• ii• •k• •Jf• # * iE •tf• •iN it �!• �f• # -! y6 •tF •tt• •t!••k- # •tE•di• •{�• •h• •le• •I?• •le• ;k •71 -OW PROCESS FROM NODE 71.00 TO NODE CODE )i• •t• •It• •k # if• •iN •if• •tf• T # T• •tt• •3i• •!t• •tf• � •iF •tt• •k• •1e• it• •!i• # -k * �F # # # •ti• fit• # " :' '�,5r3S : i:i,.A"i'1_y � 'cP r i ;- - '7E"t'-?i I-- ----------------••-------•---------- "AND COMPFri .,tea =:uFLUENCED ::i 7REt"3M '• A _ (. . . :ME OF 7:'ZNCEi'd.r'RAT11N(Mf;'-#tfTF'S) 03, 97 - NFAL.!_ MTE:tM S.I TY • 7 wC:E-f.. -tJUR) Ja -' "OFECTIVE STREAM HREA TAC RES) = 136.91 0TAL. STREAM AREA (A=CRES) _ 236, 1 'EAK FLOW RATE (CFS) AT CONFLUENCE - 246.46 DNFL.(.:ENCE INF=L'tF{MATTON, S7REAM PEAK FLOW 7ME r m EFFECTIVE :UMBER NATEiC=3•iT#,i (INCH/HOUR) _VN-';-:F"/+)--:`�Ri;'A i gat:REr',;) ....._ Ei27.47 oh&E S.640 .02 174.02 2 246.46 15.07 1.635 .68 _,.j1Jw1?. AINFALL •77 1 L.rSti:34LL.:•d`i itl-? , ��:•j i -<:-i 1 J ;— ONFL.LENC:E FORMULA USED ..R S7 REAMS. - _ =UMMARY RESULT': -_ 7REAM CONFLUENCE lF EC ; i E 'UMBERT(CFS) REA %AC RES) ------------------------------------------------- 2355.51 1003.a- 1602.97 1110. T.S _.JM#—'1. E T ED ..;O('+Jl-LUENCL EE T IMA T'ES ARE AS FOLLOWS: .AK FLOW RATE(CFS) R ATE (lFS) - E255.51 "IME(MINUTES) _w:Jf__FEC7 ._ AREACACAES) 1303.21 —7TALAREAlACRES) - END OF .._i'UiiY :UlyiMF?+?`r'. _-_-__-_.._�____.___•---_.___•___-___=--__------=._......-_---__- 0TAL AREA(ACRES) - - .. EFFECTIVE AREA C f:CRES)• _ ( . ,1 TEAK FLOW RATE(CFS) - ::5 s. _ Ei'•.:p OF RATIONAL METHOD •==_.______-._________________..__.__.._._.•-__.____-_� ^ANALYSIS o",.m`rc='/ w .6i lHQh4/xQm/ "uUUVWlDTH(FEET) %.5Z 110W PROCESS FROM NODE G3.069 TO MODE :1 CODE = .� ___2 ------------------------------------------------------------------------ ,0>!COMPUTE STREETFLOW TRAVELTIME 7HRU iUBAREA<<((( -PSTREAM ELEVATION = 082.00 NOWNSTREAN ELEVATION = :065.00 STREET LENGTH(FEET) = 1700.00 DURB HEISTH(lNCHES) = 8. 7REET WALFWIDTH(FEE7) = 32.80 DISTANCE FROM CROWN 7: =SGFALL 2RADEBREAK = Q.00 !NTERI[}R STREET C3OSSFALL(DECIMAL) = .017 ]UTSIDE STREET CROSSFAL,(DECIMAL) , .317 iPECIFIED NUMBER OF PPoFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING NeAN PLOWICFS} = 34.63 "`**STREET FLOWING FULL*** 3TREETFLOW MODEL AESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. 74E FOLLOWING 37REETFLOW TESULTS AOE O;5E: ON T�E OOSUMITIC� 74AT NEGLISLE 7�DW [CCURS OUTSIDE 07 -41 :71EE7 M`ANNEL. 7HAT 75. ALL FLOW ALONG THE PARKWAv' Y-7', 0 N28LEC77D. STREET FLOWDEPrH(FEET) = .7;1 AALFSTREET 7LnODWlDTH(FEET) - 12.00 AVERAGE FLOW 4ELOCITY(FEET/SEC.) = -,021 PRODUCT OF DEPTH&VELOCITY = 3.17 3TREETFLOW TRAVELTIME(MIN) = 6.59 FC(MIN) = �6.21 100 YEAR RAINFALL lNTENSITY(INCH/HOUR) = 0.212 SOIL CLASSIFICATION TS "A" AESIDENTIAL-} 2 DWELLINGS/ACRE SUBAREA LOSS RATE. MlNCH/HR} SUBAREA ARER(ACREB) = 51.42 SUBAREA RUNGFPVCFS) = 71.27 lFFECTIVE AREA(ACRES) = 78.99 AVERAGED Fm(INCH/HR) = .603 70TAL AREA(ACRES) = 73.99 PEAK PLOW RATE(CFS) = 109.117) 2ND C7 SUBAREA STREETF(-OW HYDRAULICS: DEPTH(FEET) = ,76 -ALFSTREET FLOODWlDTH(FEET) OLOW VELOCITY(FEET/SEC.; = 4.94 OEPTH*VELOCI7y = �.83 YLOW PROCESS FROM NODE 64.00 TO NODE �3.00 is CODE = � ____________________________________________________________________________ !}))>COMPUTE STREETFLOW TRAVELTIME THRU SU8AREA<1((< ============================================================================ �PSTREAM ELEVATION = 0065.00 DOWNSTREAM ELEVATION = 103z.00 TTREET LENGTH(FEET) = 4050.00 OURB HEIGTH(INCHES} = 8. 2TREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TZ C20SSFALL GRADEBREAK - 3.00 �NTERIOR STREET [ROSSFALL(DECIMAL) = '017 2jTSIDE STREET CROSSFAL�:bECIMAL> = .317 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~ a **TRAVELTIME COMPUTED USING MEAN 4'-1W(C7S> '**STREET FLOWING FULL-* 3TREETFLOW MODEL RESULTS: NOTE: GTREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE FASED ON THE OSSUMPTTON THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. ��Clr 7 r,' u'/ ;:/ nu u/nmr-' TWI= o/zpxuCsv = "i" r. ,, ^'r-,.�~�__ Ile 14C, C 0 a, A rn z O rj "t; i(o Ic OL - N Z a 0 m P) _ Ao"' ---------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE _ (References 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) ### PRELIMINARY/EXPERIMENTAL VERSION *** Copyright 1983.86.87 Advanced Engineering Software (aes) Ver. 4.1B Release Date: 2/2t:1/87 Serial 0 BETA0�1 Especially prepared for: # FETA TEST SITE EVALUATION ONLY # ########K##*############*# DESCRIPTION OF STUDY #****###**#**############# SOUTHRIDGE VILLAGE PHASE = # OFF-SITE_ HYDROLOGY CALCULATIONS J.N. 14i)i1. -i1i1 3-28-88 ? # FILE NAME: A:S-RIDGEI.DAT TIME/DATE OF STUDY: 14:35 3/28/1988 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:• --#TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100.i40s,, SPECIFIED MINIMUM F'IF'E SIZE(INCH) = 24.00 :�PEC[FIED PERCENT OF GRADIENTS (DECIMAL) TO USE ,m(ACTION SLOPE _ .95 #tlSER-DEFINED LOGARITHMIC INTERPOLATION USE INFALL* O� SLOPE OF INTENSITY DURATION CURVEORb%" USER SPECIFIED 1 -HOUR I NTENS I Tj6INH/HOUR) = 1 .3 500,j 1,PRS 0�\, . S=LOW PROCESS FROM NODE 1.00 TO NODE 21.00 IS CODE = 2 ---------------------------------------------------------------------------------- RAT I OVAL MC rHOD INITIAL SUE10PEA ANALYSIS-. ' < NAI'URAL AVERAGE COVER TC = F1:4 [ ( LENGTH * * 7-00) /(ELEVATION CHANGE)]** .211.) INITIAL SUBAREA FLOW -LENGTH = 1 w:i0 ►, c' 0 UP',ITREAM ELEVATION = 1840. 00 DOWNSTREAM ELEVATION = 17,00. 00 11:1 ELEVATION DIFFERENCE = 540,i0 TC = ,7(jfa*C ( 1(ai1i,.(:►(:1#* ._.i1i1) :'! 54il.ri(_)) J** .20 12.657 ' 1'.*)(._) r'EAR RAINFALL INTENSITY (I NCH/HOUR) 7.434 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE. Fm(INCH/HR) _ .5600 SUBAREA RUNOFF(CFS) = 25.87 TOTAL AREA(ACRES) = 1 ( 1. (.) (- PEAK FLOW RATE (CFS) = 25.87 FLOW PROCESS FROM NODE 2.00 TO NODE ?.o0 IS CODE = 5 --------------------------------------------------------------------------- .>:-'COMPUTE TRAPEZOIDAL -CHANNEL FLOW<:. ••'..,'.is ' `-TRAVELT I ME THRU SUBAREA,, ,' <:: ==--exaaa�==sa=sans:asrasmsa>oaas=�amas�asa�saQaamx�=tsstscamsa=mmanaxno=sassa UPSTREAM NODE ELEVATION = 1 Z i0. t )0 r%n I. IN I CTC•C^M n,nnr ri C-1 )/%T Tr1kI m 1P1P6 ,lll r i PRELIMINARY STUDY FOR JURUPA STORM DRAIN, FONTANA EMPIRE CENTER T2 Q 100 YR, AREA COVERED 1679.23 AC, Q=2355.51 CFS, WSP=1012.6 " IN THE CITY OF FONTANA, JN 4013 ,-AD-7 SiEPPfi Tv oLE/�rir�F 7990.501005.50 1 1012.60 8000.501005.52 1 .014 .00 .00 0 R 8141.871005.80 1 .014 90.00 .00 0 1 8430.001006.32 1 .014 .00 .00 1 8463.561006.39 3 2 .014 231.0 1006.40 1.00 R 8534.441006.53 3 .014 90.00 .00 0 R 9765.001012.89 3 .014 .00 .00 3 1 9796.001014.54 6 4 5.014 111.0 178.01014.541014.54 45.00 45.00 i 11081.451024.75 6 .014 .00 .00 1 JX 11090.451024.95 8 7 .014 290.0 1024.95 45.00 r 12445.391031.57 8 .014 .00 .00 3 12445.391031.57 8 1031.57 L. 1 3 0 .00 9.50 14.00 .00 .00 .00 CD 2 4 0 .00 5.50 .00 .00 .00 .00 ( 3 3 0 .00 9.50 14.00 .00 .00 .00 c 4 4 0 .00 3.50 .00 .00 .00 .00 CD 5 4 0 .00 5.50 .00 .00 .00 .00 CD 6 3 0 .00 9.50 14.00 .00 .00 .00 c 7 4 0 .00 6.00 .00 .00 .00 .00 ( 8 3 0 .00 9.50 14.00 .00 .00 .00 Q 1544.5 ,0 R WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING PRELIMINARY STUDY FOR JURUPA STORM DRAIN, FONTANA EMPIRE CENTER Q 100 YR, AREA COVERED 1679.23 AC, 0=2355.51 CFS, WSP=1012.6 IN THE CITY OF FONTANA, JN 4013 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR x,rwxxxwwxxxwxxxxwwxxxxxxwwxxxxxxxxxxw,txxwwwwwwxwxxxx,txwwwxxxxxxxxxxxxxxxxwwxxwwxx,txxxwww*wwxwwwwxxwxxxwxxwxxwxwxxwxxxxwxxxxxxxxwwww 7990.50 1005.50 9.500 1015.000 2354.5 17.74 4.885 1019.885 .00 9.500 9.50 14.00 .00 0 .0 10.00 .00200 .006994 .07 9.499 .00 0 8000.50 1005.52 9.550 1015.070 2354.5 17.74 4.885 1019.955 .00 9.500 9.50 14.00 .00 0 .0 141.37 .00198 .006994 .99 9.499 .00 t 8141.87 1005.80 11.236 1017.036 2354.5 17.74 4.885 1021.921 .00 9.500 9.50 14.00 .00 0 .0 G 288.13 .00181 .006994 2.02 9.499 .00 0 8430.00 1006.32 12.975 1019.295 2354.5 17.74 4.885 1024.180 .00 9.500 9.50 14.00 .00 0 .0 JNCT STR .00209 .006341 .21 .00 8463.56 1006.39 14.415 1020.805 2123.5 16.00 3.973 1024.778 .00 8.943 9.50 14.00 .00 0 .0 0 70.88 .00197 .005689 .40 9.499 .00 0 8534.44 1006.53 15.473 1022.003 2123.5 16.00 3.973 1025.976 .00 8.943 9.50 14.00 .00 0 .0 I 1230.56 .00517 .005689 7.00 8.197 .00 [ 9765.00 1012.89 16.709 1029.599 2123.5 16.00 3.973 1033.572 .00 8.943 9.50 14.00 .00 0 .0 OJUNCT STR .05322 .004967 .15 .00 P 9796.00 1014.54 16.796 1031.336 1834.5 13.82 2.965 1034.301 .00 8.110 9.50 14.00 .00 0 .0 t 1285.45 .00794 .004246 5.46 6.247 .00 11081.45 1024.75 12.192 1036.942 1834.5 13.82 2.965 1039.907 .00 8.110 9.50 14.00 .00 0 .0 OJUNCT STR .02222 .003628 .03 .00 l 11090.45 1024.95 13.260 1038.210 1544.5 11.63 2.102 1040.312 .00 7.232 9.50 14.00 .00 0 .0 l 1354.94 .00489 .003009 4.D8 6.585 .00 0 12445.39 1031.57 11.032 1042.602 1544.5 11.63 2.102 1044.704 .00 7.232 9.50 14.00 .00 0 .0 1 PRELIMINARY STUDY FOR JURUPA STORM DRAIN, FONTANA EMPIRE CENTER Q 100 YR, AREA COVERED 1679.23 AC, Q=2355.51 CFS, WSP=1012.6 0 IN THE CITY OF FONTANA, JN 4013 7990.50 I X E 8081.42 I X E R 8172.33 I X W E R 8263.25 R 8354.16 8445.08 I X W E 8536.00 I CH W E JX 8626.91 I CH W E R 8717.83 R 8808.75 8899.66 8990.58 9081.49 9172.41 9263.33 9354.24 9445.16 9536.07 9626.99 9717.91 9808.82 1 C H W E 9899.74 1 C H W E JX 9990.65 R 10081.57 10172.49 10263.40 10354.32 1 t Hn tp -77 S �J h_., � V + Q V y, d y. CJ •1 y, tIV �0 +10 V Cc j ,2la `��.i h� Q v,0 Q SIJ ? i:�f;m tt y In y�Ql �,'� rj`i Ci a % iIn v, v, ,1`im ct 1 2 .r " f k71NO N91S30 1d30NO3 �' W �S83H10 AG 1SN0O 3uning , 1HSIU 33S 00* IPS - ' VIS 311 HO1d1N (� 90/az 'ON''�i10 V k/ /./ -N C, '; o - t—"-, I N , I, n F 4- !n 00 �1 t v •_, j• I: IS,, 1 � ,• 1, , w 11 o <L I 1111 u 1`, li m if I I MY i CID 11 t r' 7 s • a ti ..tit � I, ;i ,li •1 Q tl M OD I I ,.1 III ;I, •.,, }1 } 1 { I11, it 1 � •� 1�1 !••4 -•`i �'i '�'• 'I' !I' � rJi .,. ,M t•f i !t i !, wt 1.4 Ir rT !tft ,• I I ; , •+ ,,' ai t 'aI 1 I I�.tl t111 ,'•'' ! [, !• Citi 1 CD 114 I.'1 I ;il: I.I• 'IF' / I'' IH/ 11» Ih Jt•i II �µ, �i� • �! tl!' k' X111 li; ijil 1HTM i !}. ti ,'VII I� ,11` ' 1 t! �li : i I I.1 y. 4.11 lilt tl rtl ' nn Ii 1 ! t-'. OD 7i IvA M/• M•, i 11 i 11t T; 1111 i, IIS' I, ,,I. ., 11 !• 11 11,. J1 HP if 14 ..+.-. E 4 '.1 I;M i '111 r -77 S �J h_., � V + Q V y, d y. CJ •1 y, tIV �0 +10 V Cc j ,2la `��.i h� Q v,0 Q SIJ ? i:�f;m tt y In y�Ql �,'� rj`i Ci a % iIn v, v, ,1`im ct 1 2 .r " f k71NO N91S30 1d30NO3 �' W �S83H10 AG 1SN0O 3uning , 1HSIU 33S 00* IPS - ' VIS 311 HO1d1N (� 90/az 'ON''�i10 V k/ /./ -N C, '; o - t—"-, I N , I, n F v 1, 14 w 11 o <L I u 1`, li m _U r1► i If 1 1 J7 LB/b7/� Yl IF QO W1 It I y V� ... ..N L / 111 III fl. tl