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HomeMy WebLinkAboutEmpire Center Phase 2 - Lines A&B - Fully Developed ConditionH YDRA UL IC CA L CUL A TIONS FOR EMPIRE CENTER PHASE 2 LINES A & B FULLY DEVELOPED CONDITION IN THE CITY OF FONTANA PREPAR�E-MBY: HALL & FOREMAN, INC. 3170 REDHILL AVENUE COSTA MESA, CA 92626 (714) 641-8777 JOHN C. HOGAN R.C.E. 26229 73 } s 72.34- 51 - V-' 7 7 a 51.57 $ .. 7. 78 9 -0 7- 4 `a 3Z g 17"- 91• 7 2i = 62.4 22. :. G4-•�-3 23 4- 2-5- 51-4 1-4 °7 73 3 51 - V-' 7 INDEX SECTION ITEM I. DESCRIPTION FOR STORM DRAIN ANALYSIS PROGRAM General Description Description of Input Parameters Pressure Plus Momentum Equation Calculated Results II. HYDRAULIC CALCULATIONS Line "A" - Fully Developed Portion of Line "B" - Fully Developed III. CATCH BASIN HYDRAULIC IV. CATCH BASIN HYDROLOGY V . TEMPORARY INLETS VI. MAPS 1- Hydraulic Flow Calculation JOB #4013 42,202 N11 r NORM DRAIN ANALYSIS \CENERAL DESCR IP TION The Storm Drain Analysis program calculates the hydraulic grade line elevations of a proposed or existing stoma drain system given the physical characteristics. the discharge (0) and the downstream water surface elevation. The program starts the computation for the hydraulic grade line by eval— uating the friction losses and the minor losses throughout the system. The function losses are evaluated by equating pressure plus momentum for the incoming and outgoing flows through the ,function. A backwater curve is calculated from the downstream dater surface elevation and the program determines whether subcritical or supercritical flow dominates within each line of the storm drain system. when the flow changes from partial to full or from full to partial, the program determines and prints the location where this change occurs. If the flow reaches normal depth within a line, the program determines and prints this location. When the flow changes from supercritical to sub— critical because of aownstream conditions, it happens through a hydraulic jump, the program determines the precise location of the ,lump by equating the pressure plus momentum for the two kinds of flow. It prints the dump location, pressure plus momentum at the lump and the depth of water before and after the jump. La Line number of conduit. MAX ® Maximum design ® (cfs). ADJ O Adjusted O (cfs) for ,unction calculations. Adjusted O equals maximum G if no entry is made. Used for laterals when adjust— ing times of concentration. In all cases the sum of mainline Omax and each lateral's Oadl must equal mainline Oma: down— stream of the ,unction.;. LENGTH Line length L (feet). FL 1 Flow line elevation FL I (feet) of conduit at downstream end of line. F1 2 Flow line elevation FL 2 .(feet) of conduit at upstream end of line. CTL/TW. For line number 1 this represents the -hydraulic grade line ele- -vation or water surface elevation i.n the channel or conduit at i the downstream end into which the system discharges. For all other entries it represents the maximum allowable hgdraulic grade line ®lavation at the upper end a# the line for structure type 3. -or the maximum allowable top of water elevation for structure types 1 and a. This entry is required for line 1. For other lines this entry is optional and is printed in the output as a tailwater check value for structure types 1 and a. r Diam®ter D (inches) oP circular conduit or Depth D (inches) oP rectangular conduit. V/ Width u (inches) of rectangular conduit For a rectangular. section. A circular cross section is as-sumed when W m 0, a rectangular section is assumed when W > 0. Structure type at the upstream end of the line. 1m Catch basin, headwall, or similar inlet structure for the first upstream line. 2- Bos inlet structure with a trash rack For the first upstream line. 3- Manhole, Junction structure, in line catch basin. or similar structure for an intermediate line only. KJ Junction loss coefficient (Kj) for use with structure t ype When an entry is made and there is full flow, ion loss,3 u calculated as Kj times the outlet velocity head�uandthepres— sra plus momentum equation is not applied. If no entr or there is partial flow, the y is Bad* pressure plus momentum. To evaluateothloss is a calculated by at stics thia junction the pressure plus momentum equation is applied at the end points of the ,unction to determine the control compute the conjugate depth at the other and of the point and function. ' Pressure Plus Momentum Equation (Z * D1 — 02) (Al o A23/2 (C2/A2-g) — C(al/A1•g) cos 1917 C(0b/A3•9) cos 033 — C(04/A4.9) coo 843 where Z - Drop in invert through the ,unction, feet. D - Hydraulic gradient. feet above invert, i. ®. , depth Of water in feet A m Area of flow at a given section. square feet. 0 - Quantity of flow, cfs. 9 m Angle of convergence between the center line of the downstream main line and the center line of the lines carrying the incoming flow (upstream main line and laterals), degrees. g m Gravitational acceleration. Kf Entrance logo co@#ficient (Ke) for use with structure. types i, 2, or 3 when applicable. When an entry is made, the entrance loss Is calculated as Ke times the outlet velocity head. At functions, this loss is considered only in the case of full flomd. r The minor loss coefficient (Kw) is the summation of •�hm Ioss ' ficients for bends. �wanAol®®, ®@c, Th total sinew loss is Coat— in puted as Km tines the velocity head h tconduit. Typical values for Km are: Manholes: Km - 0.03 Bends: Km - 0. a-5 /9 minor losses are a0ded to the friction losses in the hydraulic analysis for full flow duly. LC Control line number. An entry is made for the downstream.line only of a wain or lateral line system. For the main line of the entire storm drain system. the control line will be that which was entered on line 1. For a lateral, the control line is the upstream line from the function where the lateral con— nects to the main line or another lateral. L1. 3.4 L1. L3. L4 line numbers entering the structure at the upstream end of the line for structure type 3. Ll is the main line. L3 and L4 are the laterals. Al. 3. 4 Al: A3. A4 (degrees) c onf l uence angles of lines L1. L3 and L4 to the nearest degree measured from the prolongation of La. Example— Flow direction ' L1 LZ -1: e1 AA L 4 jJ J (Feet) is the function length for structure type 3. This to an entry for obtaining the friction loss across a juncti®n, man® hole or transition structure for full flow. N N is Planning's roughness cooPficient. CALCULATED RESULTS LINE NO Line number of conduit. 0 Ma:imim design ® (c!s). D Diameter or depth of conduit (Dj inches). I Width of rectangular conduit (mei .Inches). DN Normal depth of flow (DNi feet). DC Critical deprth (DC; feet). FLOW 1. Part (Partial Flow), TYPE 2. Full (Pressure flow). t 3. Seal (Flow changes from part to full or from full to part). SF Friction slope (SFj feet/foot) for full flow regardless o4 actual flow type. u1.2 Conduct flow velocities (V1. V2j fps). FL 1, ` Conduit Plow line elevations (FL1. FLa; Peet). HG 1.` Calculated hydraulic grade line elevations at downstranom (HCI► feet) and upstream (HGaj feet) ends of line. DI,2 Calculated depth of floe (or the difference between the hydraulic grade line elevation and the invert elevation for pressure flow). (DI, feet) at downstream and (D2; feet) at upstream ends of the line. TW Calculated top of water elevation for structure types 1 CALC and 2 (TW; Peet). TW, These tailwater check elevations are entered by the designer to CHECK check the top of water elevation on structure types i and 2 for adequate freeboard. Gutter flow line elevations are usually entered as a check (TW; feet). LOss �'o�jF/G'/�rr/TS Jknc f oW Loss G'og��ieic� f kJ f', ,,rs5cbe4e- f'LuS / 1a.,416"NraAf f*00,417'10AI 70 7. I,F Lo 5 -5d --s . T-,eAV51- 7roN o,e //t/lE 7 lwl;lol" LOSS G'oe�ii°%G� ��f' Kr" K.7 is �I e 5��,�a�1o� 7 o l c l� ss 67ae-A,�c.c�fs Stan a%8, el'. 7'y�ie.O l "/M,03- ,fir A.w ar& : t a. Conduit diameter 30 Inches or smaller: Manholes shall be spaced at intervals of approximately 300 feet. Where the proposed conduit is less than 30 inches in diameter and the horizontal alignment has numerous bands or angle points, the manhole spacing shall be reduced to approximately 200 Nat. b. Conduit diameter larger than 30 inches but smaller than 45 inches: Manholes shall be spaced at intervals of approximately 400 feet. c. Conduit diameter 45 inches or larger: Manholes shall be spaced at intervals of approximately 500 feet. j� The spacing requirements shown above apply regardless of design velocities. Deviations from the above criteria shall be subject to District approval. B -4.i.2 Location Manholes should not be located In street Intersections, 031,et.lally wliun uiis ur nwre streets ars heavily traveled. In situations where the proposed conduit is to be aligned both in easement and in street right of way, manholes should be located in street right of way, wherever possible. Manholes hall be located as close to changes in grade as yFeasi¢lc when' the-F'oifowing'conditions exist.— a. When the upstream conduit has a steeper slope than the downstream conduit and the change in grade is greater than 10 percent, sediment tends to deposit at the point where the change in grade occurs. b. When transitioning to a smaller downstream conduit due to an abruptly steeper slope downstream, debris tends .to accumulate at the point of transition. Please refer to Section B-3.1 above and to Chart No. B-20. PROJECT : EMPIRE CENTER LINE "A" file:EMLA2.DAT by:J.K. DATE: 5/24/1991 TIME: 8:32:41 ----------------------------------------------------------------------------------------------------------------------------- INPUT DATA LISTING ------------------ L/Ne' A CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N -- -- ----- ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ---- 8 1 1043.00 2 2 488.0 488.0 241.00 1030.70 1031.20 .00 102. 0. 3 .00 .00 .00 1 3 0 6 0. 0. 90. 3.00 .013 2 3 488.0 488.0 50.00 1031.20 1031.25 .00 102. 0. 3 .00 .00 .00 0 0 0 7 0. 0. 60. 5.00 .013 2 4 422.0 422.0 35.00 1031.25 1031.29 .00 102. 0. 3 .00 .00 .00 0 0 8 0 0. 60. 0. 8.00 .013 2 5 391.0 391.0 112.00 1031.30 1031.52 .00 96. 0. 1 .00 .00 ..00 0 0 0 0 0. 0. 0. .00 .013 2 6 6.5 6.5 20.00 1034.50 1034.80 .00 24. 0. 1 .00 .20 .00 3 0 0 0 0. 0. 0. .00 .013 2 7 59.3 59.3 15.00 1034.30 1034.78 .00 39. 0. 1 .00 .00 .00 4 0 0 0 0. 0. 0. .00 .013 2 8 47.3 47.3 50.00 1034.04 1034.26 .00 36. 0. 1 .00 .00 .00 5 0 0 0 0. 0. 0. .00 .013 8 9 1045.10 2 10 34.7 34.7 288.00 1034.26 1036.70 .00 36. 0. 3 .00 .00 .06 9 11 18 0 0. 45. 0. 6.00 .013 2 11 26.5 26.5 290.00 1036.72 1037.88 .00 36. 0. 3 .00 .00 .00 0 0 21 20 0. 30. 54. 6.00 .013 2 12 21.6 21.6 102.00 1038.90 1039.31 .00 24. 0. 3 .00 .00 .00 0 0 0 22 0. 45. 0. 6.00 .013 2 13 9.7 9.7 150.00 1039.33 1041.93 .00 24. 0. 3 .00 .00 .05 0 0 0 0 0. 0. 0. .00 .013 2 14 9.7 9.7 256.00 1041.94 1042.97 .00 24. 0. 3 .00 .00 .11 0 0 0 0 0. 0. 0. .00 .013 2 15 9.7 9.7 252.00 1042.98 1044.49 .00 24. 0. 3 .00 .00 .14 0 0 17 16 0. 30. 45. 6.00 .013 2 16 4.9 4.9 60.00 1044.80 1049.73 1052.73 18. 0. 1 .00 .20 .00 0 0 0 0 0. 0. 0. .00 .013 2 17 4.8 4.8 43.00 1044.80 1045.73 1052.73 18. 0. 1 .00 .20 .00 16 0 0 0 0. 0. 0. .00 .013 2 18 13.5 13.5 110.00 1034.96 1039.09 .00 24. 0. 1 .00 .20 .00 10 0 0 0 0. 0. 0. .00 .013 2 19 9.0 9.0 80.00 1037.20 1038.80 .00 24. 0. 1 .00 .20 .00 11 0 0 0 0. 0. 0. .00 .013 2 20 2.8 2.8 65.00 1038.90 1041.97 1050.47 18. 0. 1 .00 .20 .00 12 0 0 0 0. 0. 0. .00 .013 2 21 2.8 2.8 45.00 1038.90 1043.47 1050.47 18. 0. 1 .00 .20 .00 12 0 0 0 0. 0. 0. .00 .013 2 22 13.2 13.2 120.00 1039.34 1041.79 .00 24. 0. 1 .00 .20 .00 13 0 0 0 0. 0. 0. .00 .013 8 23 1045.00 2 24 59.3 59.3 30.00 1034.78 1035.93 .00 39. 0. 3 .00 .00 .00 23 25 0 28 0. 0. 90. 3.00 .013 y 2 25 59.3 59.3 55.00 1035.93 1037.99 .00 39. 0. 3 .00 .00 .00 0 0 0 26 0. 0. 0.10.00 .013 0 f PROJECT : EMPIRE CENTER LINE "A" file:EMLA2.DAT by:J.K. DATE: 5/24/1991 TIME: 8:32:43 ----------------------------------------------------------------------------------------------------------------------------- INPUT DATA LISTING ------------------ CD L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N -- -- ----- ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ---- 2 26 15.7 15.7 30.00 1038.76 1039.41 1047.99 30. 0. 1 .00 .20 .00 0 0 0 0 0. 0. 0. .00 .013 2 2T 22.1 22.1 30.00 1035.74 1043.99 1047.99 30. 0. 1 .00 .20 .00 24 0 0 0 0. 0. 0. .00 .013 2 28 2.3 2.3 312.00 1036.84 1042.98 1049.48 18. 0. 1 .00 .20 .00 25 0 0 0 0. 0. 0. .00 .013 STORM DRAIN ANALYSIS RESULTS ---------------------------- 2 LINE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO ---- (CFS) (IN) (IN) (FT) (FT) TYPE ----- ---- ---- ---- ---- ---- (FT/FT) ------- (FPS) ----- (FPS) ----- (FT) ------ (FT) ------ CALC ------ CALC ------ (FT) ----- (FT) ----- CALC ------ CK ------ 0 1 HYDRAULIC GRADE LINE CONTROL = 1043.00 0 2 488.0 102 0 6.97 5.52 FULL .00207 8.6 8.6 1030.70 1031.20 1043.00 1043.50 12.30 12.30 .00 .00 0 0 3 488.0 102 0 8.50 5.52 FULL .00207 8.6 8.6 1031.20 1031.25 1043.51 1043.61 12.31 12.36 .00 .00 0 0 4 422.0 102 0 8.50 5.13 FULL .00155 7.4 7.4 1031.25 1031.29 1044.08 1044.14 12.83 12.84 .00 .00 0 0 5 391.0 96 0 6.34 5.01 FULL .00184 7.8 7.8 1031.30 1031.52 1044.11 1044.32 12.81 12.80 1045.26 .00 0 0 0 0 0 3 HYDRAULIC GRADE LINE CONTROL = 1043.50 0 6 6.5 24 0 .66 .90 FULL .00082 2.1 2.1 1034.50 1034.80 1043.50 1043.52 9.00 8.72 1043.60 .00 0 0 0 0 0 4 HYDRAULIC GRADE LINE CONTROL = 1043.84 0 7 59.3 39 0 1.43 2.46 FULL .00516 7.1 7.1 1034.30 1034.78 1043.84 1043.92 9.54 9.14 1044.72 .00 0 0 0 0 0 4 HYDRAULIC GRADE LINE CONTROL = 1044.12 0 8 47.3 36 0 3.00 2.24 FULL .00503 6.7 6.7 1034.04 1034.26 1044.12 1044.38 10.08 10.11 1045.07 .00 0 0 0 0 0 0 0 0 9 HYDRAULIC GRADE LINE CONTROL = 1045.10 0 10 34.7 36 0 1.61 1.91 FULL .00271 4.9 4.9 1034.26 1036.70 1045.10 1045.90 10.84 9.20 .00 .00 2 0 0 11 26.5 36 0 1.72 1.66 FULL .00158 3.7 3.7 1036.72 1037.88 1046.05 1046.50 9.33 8.62 .00 .00 0 0 12 21.6 24 0 2.00 1.66 FULL .00912 6.9 6.9 1038.90 1039.31 1046.20 1047.13 7.30 7.82 .00 .00 0 0 13 9.7 24 0 .78 1.11 FULL .00184 3.1 3.1 1039.33 1041.93 1047.78 1048.07 8.45 6.14 .00 .00 0 0 14 9.7 24 0 1.21 1.11 FULL .00184 3.1 3.1 1041.94 1042.97 1048.07 1048.55 6.13 5.58 .00 .00 0 0 15 9.7 24 0 1.06 1.11 FULL .00184 3.1 3.1 1042.98 1044.49 1048.55 1049.04 5.57 4.55 .00 .00 0 STORM DRAIN ANALYSIS RESULTS ---------------------------- 2 LINE Q D W ON DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK ---- ----- ---- ---- ---- ---- ----------- ----- ----- ------ ------ ------ ------ ----- ----- ------ ------ 0 16 4.9 18 0 .41 .85 SEAL .00218 2.8 4.7 1044.80 1049.73 1048.99 1050.58 4.19 .85 1051.00 1052.73 HJ 0 X = 33.43 X(N) _ .00 X(J) = 33.43 F(J) = 1.78 D(BJ) _ .45 D(AJ) = 1.51 0 0 0 0 15 HYDRAULIC GRADE LINE CONTROL = 1049.02 0 17 4.8 18 0 .57 .84 FULL .00209 2.7 2.7 1044.80 1045.73 1049.02 1049.10 4.22 3.38 1049.24 1052.73 0 0 0 0 0 10 HYDRAULIC GRADE LINE CONTROL = 1045.10 0 18 13.5 24 0 .76 1.32 FULL .00356 4.3 4.3 1034.96 1039.09 1045.10 1045.49 10.14 6.40 1045.84 0 0 0 0 0 11 HYDRAULIC GRADE LINE CONTROL = 1045.97 0 19 9.0 24 0 .72 1.07 FULL .00158 2.9 2.9 1037.20 1038.80 1045.97 1046.10 8.77 7.30 1046.25 0 0 0 0 00 .00 0 11 HYDRAULIC GRADE LINE CONTROL = 1046.35 0 20 2.8 18 0 .35 .63 FULL .00071 1.6 1.6 1038.90 1041.97 1046.35 1046.40 7.45 4.43 1046.44 1050.47 0 0 0 0 0 11 HYDRAULIC GRADE LINE CONTROL = 1046.35 0 21 2.8 18 0 .29 .63 FULL .00071 1.6 1.6 1038.90 1043.47 1046.35 1046.38 7.45 2.91 1046.43 1050.47 0 0 0 0 0 13 HYDRAULIC GRADE LINE CONTROL = 1047.46 0 22 13.2 24 0 .89 1.30 FULL .00340 4.2 4.2 1039.34 1041.79 1047.46 1047.86 8.12 6.07 1048.19 .00 0 0 O 3 3 0 0 0 STORM DRAIN ANALYSIS RESULTS ---------------------------- 2 LINE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK ---- ----- ---- ---- ---- ---- ---- ------- ----- ----- ------ ------ ------ ------ ----- ----- ------ ------ 0 23 HYDRAULIC GRADE LINE CONTROL = 1045.00 0 24 59.3 39 0 1.36 2.46 FULL .00516 7.1 7.1 1034.78 1035.93 1045.00 1045.16 10.22 9.22 .00 .00 0 0 25 59.3 39 0 1.37 2.46 FULL .00516 7.1 7.1 1035.93 1037.99 1045.17 1045.45 9.24 7.46 .00 .00 0 0 26 15.7 30 0 .87 1.33 FULL .00146 3.2 3.2 1038.76 1039.41 1047.01 1047.05 8.25 7.64 1047.24 1047.99 0 0 0 0 0 24 HYDRAULIC GRADE LINE CONTROL = 1045.00 0 27 22.1 30 0 .54 1.59 SEAL .00290 4.5 6.7 1035.74 1043.99 1045.00 1045.58 9.26 1.59 1046.42 1047.99 HJ 0 X = 24.46 X(N) _ .00 X(J) = 24.46 F(J) = 9.74 D(BJ) _ .94 D(AJ) = 2.60 0 0 0 0 25 HYDRAULIC GRADE LINE CONTROL = 1045.16 0 28 2.3 18 0 .40 .57 FULL .00047 1.3 1.3 1036.84 1042.98 1045.16 1045.31 8.32 2.33 1045.34 1049.48 0 LIST OF ABBREVIATIONS --------------------- V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END 0 V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END 0 X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION 0 X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACK 0 X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE 0 F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP 0 D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) 0 D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) 0 SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART 0 HJ INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP 0 HJU INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE 0 HJD INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE 1 N PROJECT : STORM ANALYSIS FOR EMPIRE CENTER. file:EML82.DAT by:J.K. DATE: 5/24/1991 TIME: 8:33:13 ----------------------------------------------------------------------------------------------------------------------------- INPUT -DATA -LISTING ZINC/his 11 CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N -- -- ----- ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ---- 8 1 1047.00 2 2 243.0 243.0 110.00 1039.92 1040.12 .00 72. 0. 3 .00 .00 .12 1 3 17 0 0. 65. 0. 3.00 .013 2 3 243.0 243.0 30.00 1040.12 1040.18 .00 72. 0. 3 .00 .00 .00 0 0 0 18 0. 0. 90. 3.00 .013 2 4 243.0 243.0 93.00 1040.18 1040.36 .00 72. 0. 3 .00 .00 .00 0 0 19 0 0. 45. 0. 3.00 .013 2 5 219.0 219.0 277.13 1040.36 1040.92 .00 72. 0. 3 .00 .00 .06 0 0 0 20 0. 0. 90. 3.00 .013 2 6 219.0 219.0 591.78 1040.92 1042.11 .00 72. 0. 3 .00 .00 .10 0 0 21 0 0. 45. 0. 3.00 .013 2 7 215.0 215.0 124.59 1042.11 1042.36 .00 72. 0. 3 .00 .10 .02 0 0 36 22 0. 45. 45.10.00 .013 2 8 194.0 194.0 123.37 1043.43 1044.24 .00 60. 0. 3 .00 .00 .02 0 0 23 0 0. 90. 0. 3.00 .013 2 9 194.0 194.0 70.57 1044.24 1044.71 .00 60. 0. 3 .00 .00 .01 0 0 24 0 0. 45. 0. 3.00 .013 2 10 175.0 175.0 522.70 1044.71 1048.16 .00 60. 0. 3 .00 .00 .10 0 0 0 25 0. 0. 90. 3.00 .013 2 11 175.0 175.0 76.98 1048.16 1048.67 .00 60. 0. 3 .00 .00 .00 0 0 27 26 0. 45. 90. 3.00 .013 2 12 161.0 161.0 53.26 1048.67 1049.02 .00 60. 0. 3 .00 .10 .00 0 0 29 28 0. 45. 45. 3.00 .013 2 13 136.0 136.0 968.10 1050.07 1059.75 .00 48. 0. 3 .00 .00 .20 0 0 0 30 0. 0. 45. 3.00 .013 2 14 126.0 126.0 384.48 1060.31 1064.15 .00 42. 0. 3 .00 .10 .00 0 0 35 31 0. 45. 30.10.00 .013 2 15 101.0 101.0 84.58 1064.40 1066.35 .00 39. 0. 3 .00 .00 .00 0 0 0 32 0. 0. 45. 5.00 .013 2 16 87.0 87.0 20.00 1066.35 1066.81 .00 39. 0. 3 .00 .00 .00 0 0 0 33 0. 0. 90. 5.00 .013 2 17 87.0 87.0 547.00 1066.81 1078.27 .00 39. 0. 1 .00 .00 .00 0 0 0 0 0. 0. 0. .00 .013 2 18 2.0 2.0 18.00 1044.20 1054.57 1061.07 18. 0. 1 .00 .20 .00 3 0 0 0 0. 0. 0. .00 .013 2 19 41.3 41.3 190.00 1042.18 1050.84 .00 30. 0. 1 .00 .20 .00 5 0 0 0 0. 0. 0. .00 .013 2 20 1.7 1.7 22.00 1044.90 1056.75 1063.25 18. 0. 1 .00 .20 .00 6 0 0 0 0. 0. 0. .00 .013 2 21 9.0 9.0 80.00 1045.10 1056.46 1059.46 18. 0. 1 .00 .20 .00 7 0 0 0 0. 0. 0. .00 .013 2 22 43.3 43.3 392.00 1043.75 1044.53 .00 39. 0. 1 .00 .10 .15 8 0 0 0 0. 0. 0. .00 .013 2 23 3.1 3.1 52.00 1045.96 1051.37 1059.37 18. 0. 1 .00 .20 .00 9 0 0 0 0. 0. 0. .00 .013 2 24 31.7 31.7 130.00 1046.30 1053.33 .00 24. 0. 1 .00 .20 .00 10 0 0 0 0. 0. 0. .00 .013 r 2 25 3.5 3.5 134.00 1050.21 1058.81 1061.81 18. 0. 1 .00 .20 .00 11 0 0 0 0. 0. 0. .00 .013 I PROJECT : STORM ANALYSIS FOR EMPIRE CENTER. file:EMLB2.DAT by:J.K. DATE: 5/24/1991 TIME: 8:33:15 ----------------------------------------------------------------------------------------------------------------------------- INPUT DATA LISTING ------------------ CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N -- -- ----- ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ---- 2 26 8.3 8.3 120.00 1050.70 1058.51 1061.41 18. 0. 1 .00 .20 .00 12 0 0 0 0. 0. 0. .00 .013 2 27 5.9 5.9 50.00 1051.20 1060.43 1063.43 18. 0. 1 .00 .20 .00 12 0 0 0 0. 0. 0. .00 .013 2 28 12.5 12.5 82.00 1050.00 1052.11 .00 24. 0. 1 .00 .20 .00 13 0 0 0 0. 0. 0. .00 .013 2 29 29.7 29.7 125.00 1050.00 1050.61 .00 24. 0. 1 .00 .20 .00 13 0 0 0 0. 0. 0. .00 .013 2 30 11.8 11.8 80.00 1060.81 1062.59 .00 24. 0. 1 .00 .20 .00 14 0 0 0 0. 0. 0. .00 .013 2 31 38.1 38.1 105.00 1064.80 1066.11 .00 30. 0. 1 .00 .20 .00 15 0 0 0 0. 0. 0. .00 .013 2 32 14.1 14.1 30.00 1066.50 1067.99 1074.99 18. 0. 1 .00 .20 .00 16 0 0 0 0. 0. 0. .00 .013 2 33 5.9 5.9 50.00 1067.69 1071.99 1074.99 18. 0. 1 .00 .20 .00 17 0 0 0 0. 0. 0. .00 .013 2 34 8.6 8.6 70.00 1043.04 1057.80 1060.80 18. 0. 1 .00 .20 .00 4 0 0 0 0. 0. 0. .00 .013 2 35 14.1 14.1 75.00 1064.78 1066.22 .00 24. 0. 1 .00 .20 .00 15 0 0 0 0. 0. 0. .00 .013 2 36 9.0 9.0 100.00 1044.36 1046.20 .00 24. 0. 1 .00 .20 .00 8 0 0 0 0. 0. 0. .00 .013 8 37 1052.40 2 38 24.2 24.2 85.00 1044.91 1047.50 .00 30. 0. 1 .00 .20 .00 37 0 0 0 0. 0. 0. .00 .013 2 39 19.2 19.2 114.00 1045.00 1045.23 .00 24. 0. 1 .00 .20 .00 37 0 0 0 0. 0. 0. .00 .013 STORM DRAIN ANALYSIS RESULTS ---------------------------- 2 LINE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO ---- (CFS) ----- (IN) ---- (IN) ---- (FT) ---- (FT) ---- TYPE ---- (FT/FT) ------- (FPS) ----- (FPS) ----- (FT) ------ (FT) ------ CALC ------ CALC ------ (FT) ----- (FT) ----- CALC ------ CK ------ 0 1 HYDRAULIC GRADE LINE CONTROL = 1047.00 0 2 243.0 72 0 6.00 4.2T FULL .00329 8.6 8.6 1039.92 1040.12 1047.00 1047.50 7.08 7.38 .00 .00 0 0 3 243.0 72 0 6.00 4.27 FULL .00329 8.6 8.6 1040.12 1040.18 1047.51 1047.61 7.39 T.43 .00 .00 0 0 4 243.0 72 0 6.00 4.2T FULL .00329 8.6 8.6 1040.18 1040.36 1047.62 1047.92 7.44 7.56 .00 .00 0 0 5 219.0 72 0 6.00 4.04 FULL .00267 7.7 7.7 1040.36 1040.92 1048.09 1048.89 7.73 7.97 .00 .00 0 0 6 219.0 72 0 6.00 4.04 FULL .00267 7.7 7.7 1040.92 1042.11 1048.90 1050.57 7.98 8.46 .00 .00 0 0 7 215.0 72 0 6.00 4.00 FULL .00258 7.6 7.6 1042.11 1042.36 1050.61 1050.95 8.50 8.59 .00 .00 0 N rr 0 8 194.0 60 0 3.78 3.98 FULL .00555 9.9 9.9 1043.43 1044.24 1050.49 1051.20 7.06 6.96 .00 .00 0 0 9 194.0 60 0 3.76 3.98 FULL .00555 9.9 9.9 1044.24 1044.71 1051.22 1051.63 6.98 6.92 .00 .00 0 0 10 175.0 60 0 3.47 3.79 FULL .00451 8.9 8.9 1044.71 1048.16 1051.85 1054.33 7.14 6.17 .00 .00 0 0 11 175.0 60 0 3.46 3.79 FULL .00451 8.9 8.9 1048.16 1048.67 1054.34 1054.69 6.18 6.02 .00 .00 0 0 12 161.0 60 0 3.27 3.64 FULL .00382 8.2 8.2 1048.67 1049.02 1055.06 1055.27 6.39 6.24 .00 .00 0 0 13 136.0 48 0 3.11 3.47 SEAL .00896 10.8 15.2 1050.07 1059.75 1054.65 1062.43 4.58 2.68 .00 .00 HJ 0 X = 555.09 X(N) = .00 X(J) = 616.30 F(J) = 69.73 D(BJ) = 3.09 D(AJ) = 3.86 0 14 126.0 42 0 3.50 3.28 SEAL .01568 13.4 13.1 1060.31 1064.15 1063.59 1069.75 3.28 5.60 .00 .00 0 X = 16.45 X(N) = .00 0 15 101.0 39 0 2.21 3.03 FULL .01496 12.2 12.2 1064.40 1066.35 1070.16 1071.43 5.76 5.08 .00 .00 0 0 16 87.0 39 0 2.00 2.89 FULL .01110 10.5 10.5 1066.35 1066.81 1072.32 1072.54 5.97 5.73 .00 .00 0 0 17 87.0 39 0 2.06 2.89 SEAL .01110 10.5 11.2 1066.81 1078.27 1072.54 1081.16 5.73 2.89 1083.09 .00 HJ 0 X = 186.61 X(N) _ .00 X(J) = 186.61 F(J) = 47.17 D(BJ) = 2.08 D(AJ) = 3.89 0 0 0 0 3 HYDRAULIC GRADE LINE CONTROL = 1047.51 0 18 2.0 18 0 .16 .53 SEAL .00036 1.1 3.6 1044.20 1054.57 1047.51 1055.10 3.31 .53 1055.34 1061.07 HJ 0 X = 3.14 X(N) _ .00 X(J) = 3.32 F(J) = 1.21 D(BJ) _ .16 D(AJ) = 1.38 0 0 0 0 5 HYDRAULIC GRADE LINE CONTROL = 1048.01 0 19 41.3 30 0 1.21 2.15 SEAL .01014 8.4 9.2 1042.18 1050.84 1048.01 1052.99 5.83 2.15 1054.56 .00 HJ 0 X = 60.04 X(N) _ .00 X(J) = 60.04 F(J) = 22.83 D(BJ) = 1.26 D(AJ) = 3.69 0 STORM DRAIN ANALYSIS RESULTS ---------------------------- 2 LINE G D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK ---- ----- ---- ---- ---- ---- ----------- ----- ----- ------ ------ ------ ------ ----- ----- ------ ------ 0 6 HYDRAULIC GRADE LINE CONTROL = 1048.90 0 20 1.7 18 0 .15 .49 SEAL .00026 1.0 3.4 1044.90 1056.75 1048.90 1057.24 3.99 .49 1057.45 1063.25 HJ 0 X = 4.63 X(N) = 20.58 X(J) = 5.11 F(J) _ .95 D(BJ) _ .15 D(AJ) = 1.23 0 0 0 0 7 HYDRAULIC GRADE LINE CONTROL = 1050.59 0 21 9.0 18 0 .48 1.16 SEAL .00729 5.1 6.1 1045.10 1056.46 1050.59 1057.62 5.49 1.16 1058.32 1059.46 HJ 0 X = 20.47 X(N) _ .00 X(J) = 20.47 F(J) = 4.93 D(BJ) _ .51 D(AJ) = 2.73 0 0 0 0 7 HYDRAULIC GRADE LINE CONTROL = 1050.72 0 22 43.3 39 0 3.25 2.09 FULL .00275 5.2 5.2 1043.75 1044.53 1050.72 1051.86 6.97 7.33 1052.33 .00 0 0 0 7 3 0 9 HYDRAULIC GRADE LINE CONTROL = 1051.21 0 23 3.1 18 0 .31 .67 SEAL .00087 1.8 4.1 1045.96 1051.37 1051.21 1052.04 5.25 .67 1052.35 1059.37 HJ 0 X = 36.35 X(N) _ .00 X(J) = 39.49 F(J) _ .96 D(BJ) _ .37 D(AJ) = 1.15 0 0 0 0 10 HYDRAULIC GRADE LINE CONTROL = 1051.74 0 24 31.7 24 0 1.12 1.88 SEAL .01963 10.1 10.3 1046.30 1053.33 1051.74 1055.21 5.44 1.88 1057.20 .00 NJ 0 X = 70.45 X(N) _ .00 X(J) = 70.45 F(J) = 16.25 D(BJ) = 1.25 D(AJ) = 3.00 0 0 0 0 11 HYDRAULIC GRADE LINE CONTROL = 1054.34 0 25 3.5 18 0 .37 .71 SEAL .00111 2.0 4.2 1050.21 1058.81 1054.34 1059.52 4.13 .71 1059.86 1061.81 NJ 0 X = 41.67 X(N) = 93.25 X(J) = 44.97 F(J) = 1.19 D(BJ) _ .37 D(AJ) = 1.27 0 0 0 0 12 HYDRAULIC GRADE LINE CONTROL = 1054.88 0 26 8.3 18 0 .57 1.12 SEAL .00624 4.7 5.9 1050.70 1058.51 1054.88 1059.63 4.18 1.12 1060.27 1061.41 HJ 0 X = 35.71 X(N) _ .00 X(J) = 35.71 F(J) = 3.55 D(BJ) _ .58 D(AJ) = 2.06 0 0 0 STORM DRAIN ANALYSIS RESULTS ---------------------------- 2 LINE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK ---- ----- ---- ---- ---- ---- ---- ------- ----- ----- ------ ------ ------ ------ ----- ----- ------ ------ 0 12 HYDRAULIC GRADE LINE CONTROL = 1054.88 0 27 5.9 18 0 .37 .94 SEAL .00316 3.3 5-1 1051.20 1060.43 1054.88 1061.37 3.68 .94 1061.85 1063.43 NJ 0 X = 8.18 X(N) _ .00 X(J) = 8.18 F(J) = 3.16 D(BJ) _ .38 D(AJ) = 2.18 0 0 0 0 12 HYDRAULIC GRADE LINE CONTROL = 1054.95 0 28 12.5 24 0 .81 1.27 FULL .00305 4.0 4.0 1050.00 1052.11 1054.95 1055.20 4.95 3.09 1055.50 .00 0 0 0 0 0 12 HYDRAULIC GRADE LINE CONTROL = 1054.95 0 29 29.7 24 0 2.00 1.86 FULL .01723 9.5 9.5 1050.00 1050.61 1054.95 1057.11 4.95 6.50 1058.78 .00 0 0 0 0 0 14 HYDRAULIC GRADE LINE CONTROL = 1063.01 0 30 11.8 24 0 .82 1.23 SEAL .00272 3.8 5.8 1060.81 1062.59 1063.01 1063.82 2.20 1.23 1064.45 .00 HJ 0 X = 10.24 X(N) _ .00 X(J) = 21.30 F(J) = 3.85 D(8J) _ .86 D(AJ) = 1.74 0 0 0 0 15 HYDRAULIC GRADE LINE CONTROL = 1069.95 t 0 31 38.1 30 0 1.74 2.08 FULL .00863 7.8 7.8 1064.80 1066.11 1069.95 1070.86 5.15 4.75 1071.98 .00 I 4 0 0 0 0 16 HYDRAULIC GRADE LINE CONTROL = 1071.88 0 32 14.1 18 0 .84 1.38 FULL .01802 8.0 8.0 1066.50 1067.99 1071.88 1072.42 5.38 4.43 1073.60 1074.99 0 0 0 0 0 17 HYDRAULIC GRADE LINE CONTROL = 1072.54 0 33 5.9 18 0 .44 .94 SEAL .00316 3.3 5.1 1067.69 1071.99 1072.54 1072.93 4.85 .94 1073.41 1074.99 HJ 0 X = 40.46 X(N) _ .00 X(J) = 41.33 F(J) = 1.81 D(BJ) _ .60 D(AJ) = 1.41 0 0 0 STORM DRAIN ANALYSIS RESULTS ---------------------------- 2 LINE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK ---- ----- ---- ---- ---- ---- ---- ------- ----- ----- --- --- ------ ------ ------ ----- ----- ------ ------ 0 4 HYDRAULIC GRADE LINE CONTROL = 1047.61 0 34 8.6 18 0 .43 1.13 SEAL .00669 4.9 6.0 1043.04 1057.80 1047.61 1058.94 4.57 1.14 1059.60 1060.80 HJ 0 X = 7.08 X(N) _ .00 X(J) = 7.08 F(J) = 5.50 D(BJ) _ .44 D(AJ) = 3.12 0 0 0 0 15 HYDRAULIC GRADE LINE CONTROL = 1069.95 0 35 14.1 24 0 .94 1.35 FULL .00388 4.5 4.5 1064.78 1066.22 1069.95 1070.25 5.17 4.03 1070.62 .00 0 0 0 0 0 7 HYDRAULIC GRADE LINE CONTROL = 1050.72 0 36 9.0 24 0 .74 1.07 FULL .00158 2.9 2.9 1044.36 1046.20 1050.72 1050.88 6.36 4.68 1051.03 .00 0 0 0 0 0 0 0 0 37 HYDRAULIC GRADE LINE CONTROL = 1052.40 0 38 24.2 30 0 1.00 1.67 FULL .00348 4.9 4.9 1044.91 1047.50 1052.40 1052.70 7.49 5.20 1053.15 .00 0 0 0 0 0 37 HYDRAULIC GRADE LINE CONTROL = 1052.40 0 39 19.2 24 0 2.00 1.58 FULL .00720 6.1 6.1 1045.00 1045.23 1052.40 1053.22 7.40 7.99 1053.92 .00 0 LIST OF ABBREVIATIONS --------------------- t V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END 0 V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END 0 X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION 0 X(N) DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACK 0 X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE 0 F(J) THE COMPUTED FORCE AT THE HYDRAULIC JUMP 0 D(BJ) DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) 0 D(AJ) DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) 0 SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART 0 HJ INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP 0 HJU INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE 0 HJD INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE 1 6 CATCH BASIN HYDRAULIC CIVIL ENGINEERING o LAND PLANNING o LAND SURVEYING 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (7 14) 641-8777 a .aW ■ W.. ■ ..■W MEM �r��n• - .W arA! �,.�lu IFIA Ar sm ��i`�"■m:� • ten..:"": ENER�..■ m...m. i 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Ll%r ■■■ M■Wn■n ■n M IN ■ ■ �y 1 o 3170 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 9 (714) 641-8777 in we g- 5po"W40'4 gmee CIVIL ENGINEERING O LAND PLANNING O LAND SURVEYING 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 mro ..... cA .D ■ rivv 717. j ■■■.■■ MEN • • • • 7 m— Ill 111111111110 b■ ■ 111111 ■.N�■.. ■�.. ■.. +74 ft, i ■■n...�.n�iivi � i�� .m.n.■■ .■ou..i.■.n■■■i..■■.■■.■mmMMEMmMMM 11101 ON NO ........n■C■�..a.�crn�nin■■n■■� .: ■ n■■.nw■.n.u® � ■ ■. ■■ MR- �i�i■.uiiiii.MMMi.iiid .i MINE. aii■`1i -- ■.�Om■�.H .� WWAQW-9 i MENEM .■.....■nn.■ ..■ ■u....■�r■■ .■..■iiiiu�i � �■■�iius�.�i`iw ■..�■u��� oil s I 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 CIVIL ENGINEERING a LAND PLANNING a LAND SURVEYING rG/� BY DATE JOB NO. SHEET OF ` F=�I 0. S� Fr•�CJOOrd 4 Q A V_ rklI! i- /VG. for Amo 4 {,pow Q •• ; I t- 4: S7 or'm Oro117 — ! t I 1 Q i I I i!! ,t 1 1 ; I_ ! I I i '-r I. i �- , � ! 1! I It - i i! ' I l i i I I ! It 14 T _ wader- �s-vr;a:c 4efe_a_�_' ;a6z`a:n�_:.- 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 • (7 14) 641-8777 Z_ M h g g gxco CIVIL ENGINEERING 0 LAND PLANNING LAND SURVEYING SUBJECT ■ ■u I' L� ■ ■ • .,,Lim ■■ 0■�■■ ■/■ . ■■■■ �'■ ■a..' KEEZZI `��ii■■ ar��� �� m■ iriii■u■■■i■�■■w � ME■■■■ iii`�d■i ■� ��e7i�■■■■MEEM ■■■■■■■■■a■ ■W"W1IB ■■■■■■■■■■■■■ ■ ii�n■■Y■■■■■iii:. Ems MEMMMM ��■®■■■���■� A■■� ■■ Il1I `.�iW-Alr4fEms M ■ �M■■■■�■■■ ■� rf■:,1 I �hif■tit■t■�■'�t.J�A�_= 9■_4��-� � �y■p■■IO�/■■ ■■■■■■■■■■■■■ s■N0Iml i r / r 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 r a CIVIL ENGINEERING LAND PLANNING LAND SURVEYING 8Y SUBJECTC'i�TCH,BHS�N ANi9� sis y J ICANANI DATE JOB N0. �%3-0/¢ SHEET OF — , ...I'�•- , I , I r f I F I -TTY , �-�--�-�� '- 1 -- '- HT1-. -'Tf� I._ :- �--•�'--j-+�--�— -1 I � �� c 12 --i O.S F-cc300rd :4 I 1 tl I t itll II i V I '411 1 1 11 i 1I Vi I I I! 1 I i i t 1 I- I 1 I TI ' I� • i I I I ♦ 1 �r--� "'___ - . -- -- - -- l---- • , _ _. - t _ . + ! Y-� _�� , III .V --.-\-VV/- ' - - � ��J?�"�'•- ' -... _ t ,8a '�r:: f _ Zc _ � :Ana ,�i;S ; rescl�ts.: 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 • (714) 641-8777 <..1 a h e 9 20"Wew-oo goto CIVIL ENGINEERING u LAND PLANNING • LAND SURVEYING SUBJECT .: ■ ■■■MEMEM OREMMM M �p■�/ u E■�� ■■.■■ ■ W , ■ ■■■W■ ■■ O. ■u■.■ ME W■ ■l�qwEll-P.2 MIKE �r�sn s�► u sommo ■■m ■■■■..ri■FJ ■ EMM ■■■u■u■®. '.^r/�6/i .�■■■■■■■■■■ ■■ u■■■■■■■■■■u■■W■■® _.. ■■u■ ■Wi .■ SCC::■::®': :.::' ® ■I' no _ok AW --- ii■Wi■■■uiiumui■i ®�■i® ■ ■■■■■■■■■■u■■■■ ■ moan / ^ /!1.■■■■■rte//1/■C .i�/ ■ uWu■■^ ■ u 41 s A 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 3� CATCH BASIN HYDROLOGY 3170 8E011ILL AVENUE COSTA MES& UA pft26�2d CIVILlIN11NE[MNO . LANG PLANNING . LANDsUNVE37N0 JOB 4- D 13 FREQUENCY 21:5 YEAR BY Given: Solution: From Chart: Use: C. B. NO. I STA. 4S+70,00 EMPr/ Gi.0 CURB OPENING (SUMP) (a) discharge Q 2_5:z-, = .3 if CFS (b) curb type 8 (c) top of curb elev. = 75'yy (d) flow line elev. = 7, •Jl (e) high point elev. = 7S45 H (depth at opening) = 5-,5-2- inches h (height of opening) _ lg,5 inches +--------+ H/h = 5.321 /O S = ✓.� 3 +--------+ Q/ft, of opening = / o L required = 4.3 ¢ / / U = CFS ft . M- **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB # 19 * Q 25 YR * JN 4013 ************************************************************************** FILE NAME: CB19.DAT TIME/DATE OF STUDY: 11:45 8/ 9/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 ':OMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 920.00 UPSTREAM ELEVATION = 1093.37 DOWNSTREAM ELEVATION = 1075.00 ELEVATION DIFFERENCE = 18.37 TC = .304*[( 920.00** 3.00)/( 18.37)]** .20 = 10.194 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.087 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 4.34 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.34 END OF STUDY SUMMARY: 'OTAL AREA(ACRES) = 1.60 EFFECTIVE AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.34 -------------------------------------- END OF RATIONAL METHOD ANALYSIS 3170 REDHILL AVENUE C08TA NE3A. G 92d2a-342, dWLENDINEEMND . LANDPLANNIND LAND WRVEYIMp JOB �- d 3 FREQUENCY LS YEAR BY r"I Given: Solution: From Chart: C. B. NO. 20 STA. 415 + %O,Od CURB OPENING (SUMP) (a) discharge Q Z5 CFS (b) curb type (c) top of curb elev.= �S9y (d) flow line elev. = (e) high point elev. = 75-4-S H (depth at opening) = h (height of opening) = +--------+ H/h = J�SZ / /O 5 = I U, 5 ? +--------+ Q/ft. of opening = L required = 5.5V Use: /,0 /a = inches inches CFS Cr/O ft. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB # 20 * Q 25 YR * JN 4013 ************************************************************************** FILE NAME: CB20.DAT TIME/DATE OF STUDY: 15:46 5/21/1990 ---------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 665.00 UPSTREAM ELEVATION = 1090.30 DOWNSTREAM ELEVATION = 1075.00 ELEVATION DIFFERENCE = 15.30 TC = .304*[( 665.00** 3.00)/( 15.30)]** .20 = 8.702 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.395 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 5.98 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 5.98 ------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.00 EFFECTIVE AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 5.98 ________________________________________________________________ END OF RATIONAL METHOD ANALYSIS r 3170 REDHILL AVENUE COSTA VESA -92626,3426 CMI. ENGINEEIMNG • LAND PLANNING LAl10 EU11VE1rING JOB FS FREQUENCY Z S YEAR BY Given: Solution: From Chart: C. B. NO. 2-1 STA. � �t ZS,00 5An-A A n A CURB OPENING (SUMP) (a) discharge Q 25 = 9.30 (b) curb type �IC �- (c) top of curb elev. (d) flow line elev. (e) high point elev. H (depth at opening) = h (height of opening) = H/h = 5" /0. 5 CFS inches inches Q/ft. of opening = -I, CFS L required = 9, 3 0/ 0, • t = 3 % ft. Use: r *********************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ********************** * CB # B21 * Q 25 YR * JN 4013 ********************************************************************** FILE NAME: CB2I.DAT TIME/DATE OF STUDY: 12:36 8/ 9/1990 ----------------------------------------------------------------------- ----------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ----------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 800.00 UPSTREAM ELEVATION = 1075.00 DOWNSTREAM ELEVATION = 1068.80 ELEVATION DIFFERENCE = 6.20 TC = .304*[( 800.00** 3.00)/( 6.20)]** .20 = 11.648 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.850 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 3.25 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.25 1 *********************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 ----------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1068.80 DOWNSTREAM ELEVATION = 1062.00 STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 26.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .43 HALFSTREET FLOODWIDTH(FEET) = 13.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.89 PRODUCT OF DEPTH&VELOCITY = 1.25 STREETFLOW TRAVELTIME(MIN) = 3.46 TC(MIN) = 15.11 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.438 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 5.53 EFFECTIVE AREA(ACRES) = 3.90 AVERAGED Fm(INCH/HR) _ .075 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 8.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = 15.41 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY = 1.51 ---------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.90 EFFECTIVE AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 8.30 ----------------------- END OF RATIONAL METHOD ANALYSIS 2 at 70 REDNILL AVENUE COSTA MES^ CA 9Mp 3428 G CIVILENOINEtlNG . LANDPIANNIND . LANDyuRvKn"G JOB 4 0l� FREQUENCY YEAR BY �M Given: Solution: From Chart: Use: C. B. NO. ZZ STA. 3 O CURB OPENING (SUMP) (a) discharge Q (b) curb type (c) top of curb elev. (d) flow line elev. = 63 43 (e) high point elev. H (depth at opening) = h (height of opening) = H/h = %• Ob' / /O• S = % Off' /D• s +--------+ �,/) � /7 1 +--------+ CFS inches inches Q/ft. of opening = 1.40 CFS L required = S•87/ 1.4 b = 4. 11 ft. r **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB # 22 * Q 25 YR * JN 3952 ************************************************************************** FILE NAME: CB22.DAT TIME/DATE OF STUDY: 15:31 5/21/1990 ----------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 550.00 UPSTREAM ELEVATION = 1075.00 DOWNSTREAM ELEVATION = 1071.00 ELEVATION DIFFERENCE = 4.00 TC = .304*[( 550.00** 3.00)/( 4.00)]** .20 = 10.155 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.095 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.53 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< TTPSTREAM ELEVATION = 1071.00 DOWNSTREAM ELEVATION = 1063.40 rREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6. ,iTREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 26.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.24 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 14.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33 PRODUCT OF DEPTH&VELOCITY = .97 STREETFLOW TRAVELTIME(MIN) = 7.15 TC(MIN) = 17.30 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.248 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.32 EFFECTIVE AREA(ACRES) = 3.00 AVERAGED Fm(INCH/HR) _ .075 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 5.87 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLOODWIDTH(FEET) = 15.41 FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY = 1.02 --------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.00 EFFECTIVE AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 5.87 END OF RATIONAL METHOD ANALYSIS 3170 REDMILLAVENUE COSTA MEM CA 02026,1426 MO CrALEWEE111MO . LAND F"XA 1M0 . LAMDEUIIVEWMO JOB 4 C) 13 FREQUENCY Z S YEAR BY Given: Solution: From Chart: Use: C. B. NO. J STA. �3} X1010 5,n7A Anq CURB OPENING (SUMP) (a) discharge Q ZS = 3 CFS (b) curb type ,Y (c) top of curb elev.= 6o 37 (d) flow line elev. = sq. 3-7 (e) high point elev. - 3 9.81 H (depth at opening) _ 5,Z 9 inches h (height of opening) _ /U,S inches +--------+ H/h +--------+ Q/ft. of opening = o,1 Z L required = 3,10 0,1Z - 4•n CFS 3 7 ft. r **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB # 23 * Q 25 YR * JN 4013 ************************************************************************** FILE NAME: CB23.DAT TIME/DATE OF STUDY: 15:43 5/21/1990 -- ----------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE _ .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 660.00 UPSTREAM ELEVATION = 1064.00 DOWNSTREAM ELEVATION = 1059.40 ELEVATION DIFFERENCE = 4.60 TC = .304*[( 660.00** 3.00)/( 4.60)]** .20 = 11.017 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.947 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.10 --------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.20 EFFECTIVE AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.10 ________________________________________________________________ t END OF RATIONAL METHOD ANALYSIS 9, 7,7 0 REDMILI AvEmM COSTA Y[[A, CA 22026,U" rI GMl[MY[['00 • LAMD VLAIMMMG • LAIfD MM,Y[YIMG JOB 4- 0 13 FREQUENCY7 S YEAR BY = K Given: Solution: From Chart: C. B. NO. 2-61- S TA. 6i - STA. 2 2400.0 nTA p,h r< CURB OPENING (SUMP) (a) discharge Q ZS = Z - Z CFS (b) curb type $I C . r (c) top of curb elev. =. 60.4 6 (d) flow line elev. = Z5-9,4 6 (e) high point elev. = G'9, c69 H (depth at opening) _ h (height of opening) _ H/h = 5 -IG / le�, S _ inches inches +--------+ (24y +--------+ Q/ft. of opening = O ' g 7 CFS L required = 2,2-9 / 0,e7 = r? 6 ft. Use: Z :5- 4,o, S- **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # 100908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB # 24 * Q 25 YR * JN 4013 ************************************************************************** FILE NAME: CB24.DAT TIME/DATE OF STUDY: 15:42 5/21/1990 -- ------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - - --------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE _ .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)1(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 450.00 UPSTREAM ELEVATION = 1063.51 DOWNSTREAM ELEVATION = 1059.46 ELEVATION DIFFERENCE = 4.05 TC = .304*[( 450.00** 3.00)/( 4.05)]** .20 = 8.981 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.331 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 2.29 TOTAL AREA(ACRES) _ .78 PEAK FLOW RATE(CFS) = 2.29 ------------------------------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ .78 EFFECTIVE AREA(ACRES) _ .78 PEAK FLOW RATE(CFS) = 2.29 END OF RATIONAL METHOD ANALYSIS r „70REDH, lL AIEMUE OOQTA 11E8A CA 92626,Un MR, OWERO N . LANDPWAM7MO . LAND K"MM"0 JOB 401 3 FREQUENCY Z S YEAR BY -M Given: Solution: From Chart: C. B. NO. -L ' STA. 12YAn74 A/1A . CURB OPENING (SUMP) (a) discharge Q ZS S q CFS (b) curb type (c) top of curb elev.=- 1. & (d) flow line elev. _ 60,36 (e) high point elev. _ 6 Q .3 S H (depth at opening) = Z aI/ inches h (height of opening) = /O1S inches +--------+ H/h /os +--------+ Q/ft. of opening = S'4 L required = 6"S S 4 = Use: )477, CFS I c 1,51 ft. r RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB # 25 * Q 25 YR * JN 4013 ************************************************************************** FILE NAME: CB25.DAT TIME/DATE OF STUDY: 15:38 5/21/1990 ------------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 540.00 UPSTREAM ELEVATION = 1063.43 DOWNSTREAM ELEVATION = 1058.65 ELEVATION DIFFERENCE = 4.78 TC = .304*[( 540.00** 3.00)/( 4.78)]** .20 = 9.692 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.182 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 3.08 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 3.08 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< r -------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: IME OF CONCENTRATION(MINUTES) = 9.69 RAINFALL INTENSITY (INCH./HOUR) = 3.18 EFFECTIVE STREAM AREA(ACRES) = 1.10 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.08 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 2 -------------------------------------------------------------------------- »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------- ------------------ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 900.00 UPSTREAM ELEVATION = 1070.96 DOWNSTREAM ELEVATION = 1058.65 ELEVATION DIFFERENCE = 12.31 TC = .304*[( 900.00** 3.00)/( 12.31)]** .20 = 10.899 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.966 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 5.72 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 5.72 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ----------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 10.90 RAINFALL INTENSITY (INCH./HOUR) = 2.97 EFFECTIVE STREAM AREA(ACRES) = 2.20 TOTAL STREAM AREA(ACRES) = 2.20 'EAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER -------------------------------------------------------------- RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 3.08 9.69 3.182 .08 1.10 2 5.72 10.90 2.966 .08 2.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 8.55 3.06 2 8.59 3.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.59 TIME(MINUTES) = 10.899 EFFECTIVE AREA(ACRES) = 3.30 TOTAL AREA(ACRES) = 3.30 --------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.30 EFFECTIVE AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 8.59---------------- t ---------------------------------------- END OF RATIONAL METHOD ANALYSIS g! 9�c 3170 REDMILL AVENUE DD6TA MESA CA t o CMLiM"ERI1IM0 • LAMDPLAMMIMD • LAMD@U r gV MG JOB 4 013 FREQUENCY ZS YEAR BY t� Given: Solution: From Chart: Use: C. B. NO. Z 6 STA. 12>< Z .0() SkviA Al -14, CURB OPENING (SUMP) (a) discharge Q ZS = C), 00 CFS (b) curb type Y11-', r (c) top of curb elev.- (d) flow line elev. (e) high point elev. = 6o G6 H (depth at opening) _ h (height of opening) _ Zv�4 +--------+ H/h = o,u +--------+ inches inches Q/ft. of opening = S. + CFS L required = ),0 / 54 = (),-S7 ft. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB # 26 * Q 25 YR * JN 4013 ************************************************************************** FILE NAME: CB26.DAT TIME/DATE OF STUDY: 15:39 5/21/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE _ .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 250.00 UPSTREAM ELEVATION = 1061.53 DOWNSTREAM ELEVATION = 1058.96 ELEVATION DIFFERENCE = 2.57 TC = .304*[( 250.00** 3.00)/( 2.57)]** .20 = 6.913 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.898 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) _ .58 PEAK FLOW RATE(CFS) = 2.00 END OF OF STUDY SUMMARY: TOTAL AREA(ACRES) _ .58 EFFECTIVE AREA(ACRES) _ .58 PEAK FLOW RATE(CFS) = 2.00 END OF RATIONAL METHOD ANALYSIS 31 TO REDHILLAVENUE DDCTA MEM G RZb2,M, CNL. LANDPLUM M . VAND[URV[V1N0 JOB 4 U y 3 FREQUENCY 2-S YEAR BY M Given: Solution: From Chart: C. B. NO. ?.7 Sm. i 5 4 4 0,17 CURB OPENING (SUMP) (a) discharge Q z5 = CFS (b) curb type 8 r (c) top of curb elev.:-- (d) lev.=(d) flow line elev. (e) high point elev. = 6►'s H (depth at opening) _ �y'O ,9 h (height of opening) _ +----C� ---+ H/h = I 0, 0 +--------+ Q/ft. of opening //= L required = X46 / 0.5 = Use: L- 40 CFS inches inches ft. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # 100908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB # 27 * Q 25 YR * JN 4013 ************************************************************************** FILE NAME: CB27.DAT TIME/DATE OF STUDY: 16:10 5/21/1990 - ------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - ----------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 210.00 UPSTREAM ELEVATION = 1063.43 DOWNSTREAM ELEVATION = 1060.69 ELEVATION DIFFERENCE = 2.74 TC = .304*[( 210.00** 3.00)/( 2.74)]** .20 = 6.147 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.182 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) _ .45 PEAK FLOW RATE(CFS) = 1.66 -------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ .45 EFFECTIVE AREA(ACRES) _ .45 PEAK FLOW RATE(CFS) = 1.66 ------------------------------------------------------------------ It - END OF RATIONAL METHOD ANALYSIS 3170 FIEDNILL AVENUE 006TA LLE8A G 82e29,U2E C7NL EN611=rdNO . LAND/LANNLNO . LANOSUWR VINO JOB 4013 FREQUENCY ZS YEAR BY -Z t -A Given: Solution: From Chart: C.B. NO. 2-8 STA. A6rl CURB OPENING (SUMP) (a) discharge Q ZS = % CFS (b) curb type (c) top of curb elev..= 59G5 (d) flow line elev. (e) high point elev. = d o•2 Q H (depth at opening) = '� = inches h (height of opening) = inches +--------+ H/h +--------+ Q/ft. of opening = 3, 0 L required = S,0 Use: CFS ft. r ************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************ * CB # 28 * Q 25 YR * JN 4013 ************************************************************************ FILE NAME: CB28.DAT TIME/DATE OF STUDY: 8:23 5/30/1991 ----------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .9 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 ************************************************************************* FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 700.00 UPSTREAM ELEVATION = 66.72 DOWNSTREAM ELEVATION = 63.00 ELEVATION DIFFERENCE = 3.72 TC = .304*[( 700.00** 3.00)/( 3.72)]** .20 = 11.908 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.813 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 2.96 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.96 ************************************************************************* FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 l ------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< 1 UPSTREAM ELEVATION = 63.00 DOWNSTREAM ELEVATION = 58.65 STREET LENGTH(FEET) = 560.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 26.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.20 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 12.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY = .94 STREETFLOW TRAVELTIME(MIN) = 4.16 TC(MIN) = 16.07 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.350 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.46 EFFECTIVE AREA(ACRES) = 2.40 AVERAGED Fm(INCH/HR) _ .075 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 4.91 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLOODWIDTH(FEET) = 13.78 FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY = 1.02 -- ------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.40 EFFECTIVE AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 4.91 END OF RATIONAL METHOD ANALYSIS t N 3170 REDH0.L AVENUE CORIA MEM CA 92t2eOAU pMI RNWNERNND . LAND RAMMMO . LANDRUIIVRWND JOB 40 FREQUENCY YEAR BY Given: Solution: From Chart: C. B. NO. 2 q STA. -7j1+ t CO. 4-,( CURB OPENING (SUMP) (a) discharge Q 2-S = �- CFS (b) curb type g "C • r• (c) top of curb elev.- s,� �S (d) flow line elev. = S g •6'5 (e) high point elev. = 60,1Z H (depth at opening) _ h (height of opening) _ H/h = 12 / �G S = i0 inches A7-5- inches +--------+ A +--------+ Q/ft. of opening = �� CFS L required = . 3's/ 3. o = 7, 6 5 ft. Use: (" 6 ************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************ * CB # 29 * Q 25 YR * JN 4013 ************************************************************************ FILE NAME: CB29.DAT TIME/DATE OF STUDY: 9:49 5/30/1991 ------------------------------------------------------------------------- ------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------------- ------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .9 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 ************************************************************************* FLOW PROCESS FROM NODE 221.00 TO NODE 400.01 IS CODE = 2 ------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------------------------------- ------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1093.00 DOWNSTREAM ELEVATION = 1088.00 ELEVATION DIFFERENCE = 5.00 TC = .304*[( 1000.00** 3.00)/( 5.00)]** .20 = 13.902 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.563 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 2.91 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.91 t FLOW PROCESS FROM NODE 400.01 TO NODE 1041.01 IS CODE = 6 ------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< 1 UPSTREAM ELEVATION = 1088.00 DOWNSTREAM ELEVATION = 1077.80 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 26.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.16 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .40 HALFSTREET FLOODWIDTH(FEET) = 12.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49 PRODUCT OF DEPTH&VELOCITY = 1.00 STREETFLOW TRAVELTIME(MIN) = 6.68 TC(MIN) = 20.59 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.025 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.46 EFFECTIVE AREA(ACRES) = 2.70 AVERAGED Fm(INCH/HR) _ .075 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 4.74 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 12.97 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY = 1.06 ************************************************************************* FLOW PROCESS FROM NODE 1041.01 TO NODE 402.01 IS CODE = 6 ------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1077.80 DOWNSTREAM ELEVATION = 1058.00 STREET LENGTH(FEET) = 2000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 26.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.59 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 14.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84 PRODUCT OF DEPTH&VELOCITY = 1.28 STREETFLOW TRAVELTIME(MIN) = 11.74 TC(MIN) = 32.32 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.545 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.70 EFFECTIVE AREA(ACRES) = 5.50 2 AVERAGED Fm(INCH/HR) _ .075 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 7.28 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = 15.41 FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY = 1.32 ************************************************************************* FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 ------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 32.32 RAINFALL INTENSITY (INCH./HOUR) = 1.54 EFFECTIVE STREAM AREA(ACRES) = 5.50 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.28 ************************************************************************* FLOW PROCESS FROM NODE 405.00 TO NODE 405.01 IS CODE = 2 ------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 800.00 UPSTREAM ELEVATION = 1066.70 DOWNSTREAM ELEVATION = 1060.50 ELEVATION DIFFERENCE = 6.20 TC = .304*[( 800.00** 3.00)/( 6.20)]** .20 = 11.648 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.850 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 17.48 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 17.48 ************************************************************************* FLOW PROCESS FROM NODE 405.01 TO NODE 402.01 IS CODE = 6 ------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1060.50 DOWNSTREAM ELEVATION = 1058.00 STREET LENGTH(FEET) = 500.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 26.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ HALFSTREET FLOODWIDTH(FEET) 3 MEAN FLOW(CFS) _ .66 25.16 18.38 r **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB ## 41 * Q 25 YR * JN 4013 ************************************************************************** FILE NAME: CB4I.DAT TIME/DATE OF STUDY: 8:33 5/22/1990 --------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------ --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED,FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 ^OMPUTED RAINFALL INTENSITY DATA: TORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE _ .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 -------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 985.00 UPSTREAM ELEVATION = 1061.74 DOWNSTREAM ELEVATION = 1050.51 ELEVATION DIFFERENCE = 11.23 TC = .304*[( 985.00** 3.00)/( 11.23)]** .20 = 11.718 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.840 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 5.57 TOTAL AREA(ACRES) = 2.24 PEAK FLOW RATE(CFS) = 5.57 END OF STUDY SUMMARY: :DTAL AREA(ACRES) = 2.24 ,rFFECTIVE AREA(ACRES) = 2.24 PEAK FLOW RATE(CFS) = 5.57 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * CB # 38 * Q 25 YR * JN 4013 ************************************************************************** FILE NAME: CB38.DAT TIME/DATE OF STUDY: 8:11 5/22/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: .TORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 116.00 UPSTREAM ELEVATION = 1056.40 DOWNSTREAM ELEVATION = 1054.80 ELEVATION DIFFERENCE = 1.60 TC = .304*[( 116.00** 3.00)/( 1.60)]** .20 = 4.794 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.734 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) _ .33 PEAK FLOW RATE(CFS) = 1.38 t ------------- IND OF STUDY SUMMARY: TOTAL AREA(ACRES) _ .33 EFFECTIVE AREA(ACRES) _ .33 PEAK FLOW RATE(CFS) = 1.38 END OF RATIONAL METHOD ANALYSIS 7170 11EDNILL AVENUE COSTA MESq CA M2"4H CIVIL MOM EMMD LAND/IAJOWMa . LANDOLWo Y1M0 JOB '401 FREQUENCY Ioo YEAR BY -T M Given: Solution: From Chart: Use: C.B. NO. --3,/ STA. 2.9 `f Z g- 61i TU icQ ,,A CURB OPENING (SUMP) (a) discharge Q _I00 CFS (b) curb type SIC F (c) top of curb elev. = Q y• 2 V (d) flow line elev. = 141 � Z 8 (e) high point elev. _ +-7 „SO H (depth at opening) = h (height of opening) _ H/h= _ /9 //U5 = 1.2 inches /O s inches ---------- ---------- Q/ft. --------++--------+ Q/ft. of opening = J. L required = /3, 39/ 3 = CFS ft. 7- PROJECT : EMPIRE CENTER LINE "A". file:EMLA.DAT by:J.K. DATE: 10/ 6/1990 TIME: 16:11: ---------------------------------------------------------------------------------------------------------------------------- INPUT DATA LISTING // N ------------------ ZIiU4 ,� CD L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N -- -- - ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- --- 8 1 1043.50 2 2 488.0 465.0 13.00 1030.79 1030.85 .00 102. 0. 3 .00 .00 .00 1 3 0 7 0. 0. 60. 3.00 .01 2 3 488.0 479.0 558.00 1030.85 1032.78 .00 102. 0. 3 .00 .00 .17 0 0 0 8 0. 45. 0. 3.00 .01 2 4 488.0 482.0 50.00 1032.78 1032.93 .00 102. 0. 3 .00 .00 .00 0 0 0 9 0. 0. 60. 5,00 .01 2 5 422.0 422.0 35.00 1032.93 1033.04 .00 102. 0. 3 .00 .00 .00 0 0 10 0 9. 60. 0. 5.00 .01 2 6 391.0 377.0 112.00 1033.05 1033.27 .00 96, 0. 1 .00 .00 .00 0 0 0 0 0. 0. 0. .00 .01 2 7 9.4 9.2 20.00 1034.15 1034.30 .00 24. 0. 1 .00 .20 .00 3 0 0 0 0. 0. 0. .00 ,01 2 8 6.5 6.4 20.00 1036.08 1036.23 .00 24. 0. 1 .00 .20 .00 4 0 0 0 0. 0. 0. .00 .01 2 9 59.3 59.3 9.00 1035.80 1036.01 .00 39. 0. 1 .00 .00 .00 5 0 0 0 0. 0. 0. .00 .01 2 10 47.3 45.7 9.00 1035.83 1035.86 .00 30. 0. 1 .00 .00 .00 6 0 0 0 0. 0. 0. .00 .01 8 11 1047.10 2 12 47.3 45.7 44.00 1035.86 1036.25 .00 36. 0. 3 .00 .00 .03 8 13 0 19 0. 0. 45. 6.00 .01 2 13 34.7 34.1 288.00 1036.25 1038.70 .00 36. 0. 3 .00 .00 .06 0 0 20 0 0. 45. 0. 6.00 .01 2 14 26.5 25.9 295.00 1038.72 1039.88 .00 36. 0. 3 .00 .10 .00 0 0 22 21 0. 30. 54. 6.00 .01 2 15 21.6 21.0 109.00 1040.90 1041.32 .00 24. 0. 3 .00 .00 .00 0 0 0 23 0. 45. 0. 6.00 .01 2 16 9.7 9.2 670.00 1041.32 1044.00 .00 24. 0. 3 .00 .00 .15 0 0 0 0 0. 0. 0. .00 .01 2 17 4.9 4.9 60.00 1044.30 1049.73 1052.73 18. 0. 1 .00 .20 .00 0 0 0 0 0. 0. 0. .00 .01 2 18 4.8 4.8 43.00 1044.30 1045.73 1052.73 18. 0. 1 .00 .20 .00 16 0 0 0 0. 0. 0. .00 .01 2 19 13.5 13.2 115.00 1036.79 1039.09 .00 24. 0. 1 .00 .20 .00 13 0 0 0 0. 0. 0. .00 .01 2 20 9.0 8.8 80.00 1039.20 1040.80 .00 24. 0. 1 .00 .20 .00 14 0 0 0 0. 0. 0. .00 .01 2 21 2.8 2.8 65.00 1041.00 1047.47 1050.47 18. 0. 1 .00 .20 .00 15 0 0 0 0. 0. 0. .00 .01 2 22 2.8 2.8 45.00 1041.00 1043.47 1050.47 18. 0. 1 .00 .20 .00 15 0 0 0 0. 0. 0. .00 .01 2 23 13.2 12.5 124.00 1041.34 1043.79 .00 24. 0. 1 .00 .20 .00 16 0 0 0 0. 0. 0. ,00 .01 1 1 11 8 24 1046.10 2 25 59.3 59.3 9.00 1036.01 1036.47 .00 39. 0. 3 .00 .00 .00 24 25 0 28 0. 0. 50. 3.00 .01 PROJECT : EMPIRE CENTER LINE "A". file:EMLA.DAT by:J.K. DATE: 10/ 6/1990 TIME: 16:11: ---------------------------------------------------------------------------------------------------------------------------- INPUT DATA LISTING ------------------ CD L2 -- -- MAX Q ----- ADJ Q ----- LENGTH FL 1 FL 2 CTL/TW ------ ---- ---- ------ D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N 2 26 59.3 59.3 30.00 1036.47 1038.08 .00 --- 39. --- 0. - 3 ---- .00 ---- .00 ---- .00 -- 0 -- 0 -- 0 -- 29 --- 0. --- 0. --- 70. ---- 3.00 --- .01 2 27 59.3 59.3 55.00 1038.08 1040.99 1047.99 39. 0. 1 .00 .20 .00 0 0 0 0 0. 0. 0. .00 .01 2 28 22.1 22.1 30.00 1037.33 1043.99 1047.99 30. 0. 1 .00 .20 .00 26 0 0 0 0. 0. 0. .00 .01 2 29 2.3 2.3 312.00 1039.01 1042.98 1049.48 18. 0. 1 .00 .20 .00 27 0 0 0 0. 0. 0. .00 .01 STORM DRAIN ANALYSIS RESULTS ---------------------------- 2 LINE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 NG 1 HG 2 D 1 D 2 TW TW NO ---- (CFS) ----- (IN) (IN) ---- ---- (FT) ---- (FT) ---- TYPE ---- (FT/FT) ------- (FPS) ----- (FPS) ----- (FT) ------ (FT) ------ CALC ------ CALC ------ (FT) ----- (FT) ----- CALC ------ CK ------ 0 1 HYDRAULIC GRADE LINE CONTROL = 1043.50 0 2 488.0 102 0 5.10 5.52 FULL .00207 8.6 8.6 1030.79 1030.85 1043.50 1043.53 12.71 12.68 .00 .00 0 0 3 488.0 102 0 5.62 5.52 FULL .00207 8.6 8.6 1030.85 1032.78 1043.53 1044.88 12.68 12.10 .00 .00 0 0 4 488.0 102 0 5.91 5.52 FULL .00207 8.6 8.6 1032.78 1032.93 1044.88 1044.98 12.10 12.05 .00 .00 0 0 5 422.0 102 0 5.26 5.13 FULL .00155 7.4 7.4 1032.93 1033.04 1045.45 1045.51 12.52 12.47 .00 .00 0 0 6 391.0 96 0 6.34 5.01 FULL .00184 7.8 7.8 1033.05 1033.27 1045.47 1045.68 12.42 12.41 1046.61 .00 0 0 0 0 0 2 HYDRAULIC GRADE LINE CONTROL = 1043.53 0 7 9.4 24 0 .97 1.09 FULL .00172 3.0 3.0 1034.15 1034.30 1043.53 1043.56 9.38 9.26 1043.73 .00 0 0 0 0 0 3 HYDRAULIC GRADE LINE CONTROL = 1044.88 0 8 6.5 24 0 .79 .90 FULL .00082 2.1 2.1 1036.08 1036.23 1044.88 1044.89 8.80 8.66 1044.97 .00 0 0 0 2 0 0 5 HYDRAULIC GRADE LINE CONTROL = 1045.22 0 9 59.3 39 0 1.57 2.46 FULL .00516 7.1 7.1 1035.80 1036.01 1045.22 1045.26 9.42 9.25 1046.06 .00 0 0 0 0 0 5 HYDRAULIC GRADE LINE CONTROL = 1045.49 0 10 47.3 30 0 2.50 2.26 FULL .01330 9.6 9.6 1035.83 1035.86 1045.49 1045.61 9.66 9.75 1047.05 .00 0 0 0 0 0 0 0 0 11 HYDRAULIC GRADE LINE CONTROL = 1047.10 0 12 47.3 36 0 1.95 2.24 FULL .00503 6.7 6.7 1035.86 1036.25 1044.22 1044.46 8.36 8.21 .00 .00 0 STORM DRAIN ANALYSIS RESULTS ---------------------------- 2 LINE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK ---- ----- ---- ---- ---- ---- ---- ------- ----- ----- ------ ------ ------ ------ ----- ----- ------ ------ 0 13 34.7 36 0 1.61 1.91 FULL .00271 4.9 4.9 1036.25 1038.70 1044.95 1045.76 8.70 7.06 .00 .00 0 0 14 26.5 36 0 1.73 1.66 FULL .00158 3.7 3.7 1038.72 1039.88 1046.00 1046.47 7.28 6.59 .00 .00 0 0 15 21.6 24 0 2.00 1.66 FULL .00912 6.9 6.9 1040.90 1041.32 1046.19 1047.18 5.29 5.86 .00 .00 0 0 16 9.7 24 0 1.21 1.11 FULL .00184 3.1 3.1 1041.32 1044.00 1047.89 1049.15 6.57 5.15 .00 .00 0 0 17 4.9 18 0 .40 .85 SEAL .00218 2.8 4.7 1044.30 1049.73 1049.35 1050.58 5.05 .85 1051.00 1052.73 H 0 X = .00 X(N) _ .00 X(J) = 40.12 F(J) = 1.76 D(BJ) _ .45 D(AJ) = 1.50 0 0 0 0 16 HYDRAULIC GRADE LINE CONTROL = 1047.54 0 18 4.8 18 0 .51 .84 FULL .00209 2.7 2.7 1044.30 1045.73 1047.54 1047.63 3.23 1.90 1047.76 1052.73 0 0 0 0 0 13 HYDRAULIC GRADE LINE CONTROL = 1044.71 0 19 13.5 24 0 .91 1.32 FULL .00356 4.3 4.3 1036.79 1039.09 1044.71 1045.12 7.92 6.03 1045.46 .00 0 0 0 0 0 14 HYDRAULIC GRADE LINE CONTROL = 1045.88 0 20 9.0 24 0 .72 1.07 FULL .00158 2.9 2.9 1039.20 1040.80 1045.88 1046.01 6.68 5.21 1046.16 .00 0 0 0 0 0 14 0 21 0 0 0 0 0 14 0 22 0 0 0 0 0 16 0 23 0 HYDRAULIC GRADE LINE CONTROL = 1046.33 2.8 18 0 .29 .63 SEAL .00071 1.6 3.9 1041.00 1047.47 1046.33 1048.10 5.33 .63 1048.39 1050.47 H X = 38.72 X(N) = .00 X(J) = 42.01 F(J) _ .93 D(BJ) = .32 D(AJ) = 1.15 HYDRAULIC GRADE LINE CONTROL = 1046.33 2.8 18 0 .34 .63 FULL .00071 1.6 1.6 1041.00 1043.47 1046.33 1046.36 5.33 2.89 1046.41 1050.47 HYDRAULIC GRADE LINE CONTROL = 1047.54 13.2 24 0 .90 1.30 FULL .00340 4.2 4.2 1041.34 1043.79 1047.54 1047.96 6.20 4.17 1048.29 STORM DRAIN ANALYSIS RESULTS ---------------------------- 00 2 LINE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK ---- ----- ---- ---- ---- ---- ---- ------- ----- ----- ------ ------ ------ ------ ----- ----- ------ ------ 0 24 HYDRAULIC GRADE LINE CONTROL = 1046.10 0 25 59.3 39 0 1.26 2.46 FULL .00516 7.1 7.1 1036.01 1036.47 1046.10 1046.15 10.09 9.68 .00 OC 0 0 26 59.3 39 0 1.24 2.46 FULL .00516 7.1 7.1 1036.47 1038.08 1045.92 1046.08 9.45 8.00 .00 .00 0 0 27 59.3 39 0 1.25 2.46 FULL .00516 7.1 7.1 1038.08 1040.99 1046.09 1046.37 8.01 5.38 1047.32 1047.99 0 0 0 0 0 25 HYDRAULIC GRADE LINE CONTROL = 1046.03 0 28 22.1 30 0 .57 1.59 SEAL .00290 4.5 5.2 1037.33 1043.99 1046.03 1046.02 8.70 2.03 1046.52 1047.99 0 X = 28.32 X(N) _ .00 0 0 0 0 27 HYDRAULIC GRADE LINE CONTROL = 1046.08 0 29 2.3 18 0 .44 .57 FULL .00047 1.3 1.3 1039.01 1042.98 1046.08 1046.23 7.07 3.25 1046.26 1049.48 0 LIST OF ABBREVIATIONS --------------------- V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END 0 V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END 0 X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION 0 X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BA 0 X(J) DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE 4 0 F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP 0 D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) 0 D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) 0 SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART 0 HJ INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP 0 HJU INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE 0 HJD INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE 1 5 3170 AEDHILL AVENUE CD6TA MEM CA tte20.U" CIMLEMIMEENNO • IAND rLANNNIO . LANp MM1Vi71N0 JOB 4 013 FREQUENCY /O0 YEAR BY J�11 Given: Solution: From Chart: Use: C. B. NO. .3 STA. /S,</f' 73 ✓�,c �Psj CURB OPENING (SUMP) (a) discharge Q _/00 = Sd b curb type (c) top of curb elev. _ 5�. 2c-, (d) flow line elev. = S?. Z (e) high point elev. _ 54-1 59 CFS H (depth at opening) _ /Z inches h (height of openingS inches +--------+ H/h = �z / /U• _ I /, / �,t +--------+ Q/ft. of opening = L required = "),5 -4 - AZ = ), 4- ,L= 400 3.0 CFS 3.6 = 0-85 ft. TEMPORARY INLETS 0. 26"W44tp oto . CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBIECT pa p d p �/ /� T BY T, DATE JOB NO. SHEET OF a --...:. 7.71 > C / 84-, 11 - N4 - D2 30: c, DoE- •�. P' 12 L. Q�•3.oPiy�S = 7-5- (370, 70 = 3 03 \T %:' J.,� , t 26"W40-ep got* CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING r A, 20"mwto got* CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT N pQ p /J O� /C� BY j.DATE JOB NO. SHEET OF /o 9 /. 7 _- r� # C / I • a a, \3 30- r - �� I _. _.� �Z ... Z o /SGC. ¢4-a,26=io8 L 3 Z , EL ''— G. L. � 0 9 ' = /n p�, � + . s= A vZ S _ ' t ;!✓��� ,mac Q- 21 3r 2- i.rvN we g 26"W4004 gwo CIVIL ENGINEERING o LAND PLANNING • LAND SURVEYING SUBJECT JOB NO. ■ ■ ■ ■■ i ..MMI B MIMI ■ u nn X �n / � �Q �® mom■■ ■■gym■ ui■■iii■mi■■■■uu■■ ■` si ■ii Auam■m■■m■ ■■■ ■ N M■■■■"■■■■■■w ■■■■�I•■■■■� ■■■■■■■■■■■ Q■® J► Y■®�■�■■p■� ■■■ IIS n■■■■MEN ■■N■■ r 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641.8777 j"..:_. we g 20"W40,4 pot'o CIVIL ENGINEERING ® LAND PLANNING • LAND SURVEYING MINESi EMMEMENNEM ■!a ■ ■■ SIMMONS!)■.8 L 4 ■ T ■12■■ ■ ■U ■ ■!!■! ■ ■ • MESSES OEM NEESE , all" m■ ■E........ ..s�WMM&MMMMMMMMM■■a .�C .. MENE■MMEKE. .. EEM lMMM:.MM■Mu■m ul=■ SMSM■UlUM■m■ n ■■W !m■MM M! MEMSMMMUlMEENU % ®■=m MMEE■!■MUMM! n y ■■w UUMU�S■Mm 1 on Sp a j �U�EEEU■■■vSEv Iltl•,C,. � M■M WINSOME - - ■EM mmomi■■li om Mi e ■ MlMMUM■■MU i■m NEN EUUUMlUMm SE MUM mEElm■MMES! ■ ■ Mows al FLo 3170 3170 REDHILL AVENUE 0 COSTAMFSA, CALIFORNIA 92626.3428 • (714) 641-8777 3- ^l t' 1 / / ��-' c�`_ F!01; WA SUBJECT �� ;•.� [ L �� � / ��. l •-- _., �� �_ f i= / �r t�>>.: fr" �: �� �. . - L f�� � / �.: f r: -;t � � {'._ f�� � / ��_T.. k� ,i' 73� CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF 102 �' + ►� ii I zz i 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 JUNCT/D� STi�I�CTU�' + 77 66 - _ ZIA167 Srzr t z wag g 20"W40., -p p4co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF e # I f j( t� J i- 3170 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 a, h 9 g 20"W40" 99co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. I SHEET OF I i 3+39. I III 5111A T 3+5.05- - -- -- \ I STi¢• �3�-0.00 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 • (714) 641-8777 wig g ;?o"w4o,,v goto CIVIL ENGINEERING • LAND PLANNING 0 LAND SURVEYING I SUBJECT BY 1 DATE I JOB NO. I SHEET OF I 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 w4e g 2W,0,0000� got* CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY 1 DATE JOB NO. SHEET OF I Z//�e� sr� 7f -a Y 7+47 g° 3170 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 M h e g 20v000im� pmeo CIVIL ENGINEERING LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF � z¢ Z11e-4 15 7r4 . /4 fi 1�4 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 • (714) 641-8777 r Mt- Arm MI. CIVIL ENGINEERING o LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF '-- - --"--• ----/'-�---_ •--}_-._--._r-+�• _ ._.� _ _rte. _ .---,--_,� .._ __.. .-_...y-. .--_ ..� .._ —17 —1 ---t - - -- - ' �------- �-- 7 .: — ------ — --�� JV - - ---- •_. — ---- •—•—•--i —tea_. _ .�..-- —._ f� � _w�._ _ - _ I 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 t JIIAIC7-/0/l 571- &CTZ11 i �'E AT ST.Q '17 .3 .5 / ne4eX Ove. -- - 9= /o x �� L .. Z3, _, 3.3 - = /2 uP_ ST3-17--7 ..._---.. - - - �Z ( S r M h g g 26"W40.00 99ce CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF 20,00 /NT, JuJ'Ite 31 t23 �r'o C� OF .3ZS,83 TU JV c 7 -AW S TelliC 7`do'6- A JT 57-,4. 314- Z'a. C 3170 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 JUNCT/OI(/ 571 -if &C7&-,4�� e KT CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT 7 BY DATE JOB NO. SHEET OF 5� n 374-87, �9 37+89,27 i �I �I 37*9�•35 JZINCT/artl S%CZ/G 7L1.C5 loq7' srl,,I• 3 7-�- 89.2 7 S lz.61" IMF i 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 fflh e Fr :: �o " W -v t, got, CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF � r r► D� a� JuYc T1nA1 57)e Ucr U g5 Tyler ,2 r5 r,4 -Z� c"I 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF DZ a 5/ r� I I 5Z+ 2d,a v / '• . - -- I 5Z#2¢•98 4i i JUlJrtfot-J s Tye 1111(5C 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 M- t W?g g gmeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF 36 //' Co 2f 5-5-.47 lf::� 1AIr. S u N c rl o f 5 rjcuc -r U k -c /rvr. 6 z --�- �z 7 LlAxe- "c p 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626.3428 0 (714) 641-8777 CIVIL ENGINEERING a LAND PLANNING a LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF -__--ter., . - _. - -- ; �Ll -rte �- ._ . r�_-. .___• .___. _ _ __._ __ ^--.--. �_• _y _ ... _-_� . _ jC�... ..1 _ __ _ _ �- •�T 1---�- -'� ��� -—�«1rG+�-� lily i� �►.Y�•• I •-�.^. --- - -- - --- - — — -•- ; r---' ;-� - —r a - , 1./� �-!E -• ,.�: --- r Thi?—G --__. _. ___._ ____.•-_ _'' «_ .__�I.-_ _../ T -1 -•^, - �T... �8 .��r-.+.ri.... � -�_„y , T ' - —•—' , ,—*—!_.._cam_ _.—.. .� ., —' — , — J. I I 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 `t JUNCT/O1V STieL/CTU�F LINE "c" P -3'y 9G _ - P d ",--eve LAXGi5C Ti VIV _ 9 G" r _ Y. 37.-_ ,Z� n .•-- 2 ? l P -3'y 9G _ - P d ",--eve LAXGi5C Ti VIV _ 9 G" r err ..,20"W400-0 poto CIVIL ENGINEERING 0 LAND PLANNING o LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF 71 —�—._ __. �_--•_-�-�. •---r-_- I_' - _ ^�-I^-•-__ _ r� -44 _' ---rte I .I ------------ , • .'---'- • -• - ' `- -- -._._._._—_{__-._t_. _-.-._mac--.�-L—i - - _ •_..__.-i_- .. __. -- - --• _. ��-a_+-�--j---r-'--i---'T `T+� t-;--•--��-_ ' �T; I � I I I I I � `-ITS I ). • '"i � � I�-♦ -~�` � �-rte-� -� -- � I -----. i------` I .: '-^--_y �--.-.T�--� I � 1 _I I I I -_^rte-_'----t-'•- ._—.. ..moi_ - --`}- ... .--__... ! _� _ • .---. _•_ _� -.-'_ 'T- I _- �_ . __ _ �t�... ---: I f_ .7 ---- -, - --- - �. _.--�-i I I 3170 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 • (714) 641-8777 M- We 9 2ft~00, RMC* CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF JvAICTlolv 5T1fz1oc7-L1Rc f17- 17, 52 stemACle A& T ->Lm +2 i1 4 7 64 13,71 5r, S 704 i f i i l + �x -- 72, /Z 6af-2,3.47 { DI L 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 t W?e g 26"W40,4 gmeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO, SHEET OF 75,gl zip?z. Z n sr i i 1Jh 73+91, 71 J1J#Cr1,oA1 1-q 7' sT/�- 73 f 75. 3 LiNEG j 3170 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 g W?g g 20"Wew,",p pmet CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT 771�m� DATE lOB NO. SHEET OF T)2-;3&ii J-0,Mf T10 Al 5 7X U1- T Ll r� E TyP� l 7- 1117-6x 5Z -r -zm / 3170 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 7;- Fv, I i � ------- - -- -f 11 J-0,Mf T10 Al 5 7X U1- T Ll r� E TyP� l 7- 1117-6x 5Z -r -zm / 3170 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 7;- 2� Jl1/1/CT/01V 57i1 rf' &C7&— to X7'- S7W.. 3 2.5 % sANT Ai�l� r�v�: 79 79 -9P. r err 20"Wwc 99co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF 1�Z' (O0 5 1 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 • (714) 641-8777 a, h 9 99! 2woow� 99co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF r 3 � 1 � t �i �✓ 1 �. Y• ♦ C V ° -4s� I L� �o -f-�G . uQ < � l r f��+l''" L Y / 3170 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 W?g g t'70,6"w4seep gmeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF c 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 I CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. I SHEET OF C,1 .3 , 3170 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 X?e g! 20"Mwfo-p goto CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE lOB NO. I SHEET OF _mm 0 -t7c%33 j, $ 7rP6r 1 z 51" ssTA , 79.7.3 3170 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 9 (714) 641.8777 L111111T/D/fl 571 (�dC7&1 X7- 57-,< 14,00 1,A r/ a, r .J t JZIWc71-OW sTievc7_61le5 /f 7' srA _. ALJ =- -.3 D" -- - ID 54 -V"! -7 -- . 7, 99 7, 54 -V"! -7 -- 9G��SM�C_..-- . -96 VI lk � L f. 11 i 2.75_ '� �t t /2M r Jl1/I/CT/DA/ STiel1CTU�E f AT STA. h I wa i -P- 8 "fors' LA.�Ii�II 7,-,cW/V - 2.75' r Jl�/I/CT/Orli 57i��CTU��' fIT ,57".Q _ L - h �✓ 2 IV LA.�G-ie 7".1rS�i�/ - - - S �a JU/1/CT/DIOV STieE/CTU�E � fIT STA. - -- -- -.-- -- � 1. t _ - - 9 G" \ z w4e g 20"Mew--o gmeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF 3-f 91� 8 0 4 1117, �T s Ty/E l LANE Sri. 3fs2. 25 t 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 • (714) 641-8777 JU/{/CT/DW ST�I�CT&14 �P,! 4 5 __ - AT - STS /� � .r�• � 5 L/rt/� �'� -- 3 o' L 9, 2.75t D I&AICr�orV sr�evcr��eE Aft h 9- - 9 20"wwtp got* CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT ��,y pO,4ffW p v /11LET BY j ���/ // DATE JOB NO. SHEET OF z Q .3 Q= S37�H�s= i �I CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT rE�fo��� BY j, •�A�/��� DATE JOB NO. 7/1 2 SHEET OF z /Z � ,yam v;?6"W40-ep got* - CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT yE� p0 p l/ p y I/FLET BY T, •�ANll I DATE !OB NO. SHEET OF 2 .do12 s'_ t I- i- i M. h e g 26"W400-0 gmeo ® CIVIL ENGINEERING LAND PLANNING • LAND SURVEYING SU764.re-H BY DATE 108 NO. SHEET OF s4sN xi A.LYsIs ,T �I 6/14 A0 4C,�2�, cg 1 v= Q/A - 7 FPS NGL SFL -(0/K)ZL-(6_s�J'osl% Fr AVAILABLE F}= -(CF +FB) = IZEQ'D. N OK q4 Q- : cF5 K= � 0 5 KCP LF OF- `) CF +FB + 1.2 Y1129 +d • FT A- I .� 67 sF USE -V bEPrt r m h err 20VAea4L 99co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY GATE JOB.NO. SHEET OF CRTC f� sAsN Ai`IA,LY515 TO 4 0\3 (-5 C2 V= Q/A - FP5 7/h VZ129 = 0.17 1.2 V'2/29 - C ? I NGL AVAILABLE Fla '(Cf +FB) = ; ;;FW . H OK Alla Q= 5, q 4 F Kr 105 RCP LF of (Lf CF +FB + 1.2 V2129 +d - FT A- 00 SF vsa ``V" ter -r i 1.2 h e gwo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF CATct� BWN AINAILY5l5 --� lY1 �,/ Oqo 4a1 CB c V= Q%A = Z? FP5 -r,/4 Vz/23 = c- 1.2 VYl29 NGL SFL=(Q�!��ZL� (5-;69% 22 FT AVAILABLE : ndQ . H OK �G a= z5.6q CF5 K= \05 gr -P-' LF of CF +FB + 1.2 V'2129 +J - FT A.- 1,167 SF USE `1Vof bF—Fp i t Mh g g Ro"Maoop gee CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING FSBIECT/ w TGiT SA51�1 A�IALYS i5 BY rI DATE /% I W /4 J JOB NO.SHEET OF �g C� Y= QIA = 4 d1 r- P5 TA Vz/29 = o -31 1.2 V2/2s = NGL 5FL=(QIK�ZLs (�-4IIos �� FT AVA1La8LE m E;E4,D. H oK q4 Q = -7.14 G F5 K= 10 RGF LFOF�' CFSIFS +M0129+J- FT A.- 1.15 7 SF USE ``v0 DF -F" i t we g 20VAWO"o Rgeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT A �G ANA Lys 1S " -1- m DATE A /� � JOB NO. v SHEET OF ce C5 V= Q/A = i /9 FF5 V1/29 =-G2 1.2 V4l23 = �3 H4L :5 FL -(Q/K)ZL-(�% 5) FT AVAILABLE F�= -(GF +FB� = � >zEQ`D. H OK q,4 4F5 RCP LF OF /� CF+FB + 1.2 Y1i2� +cl - `` ' FT AA■ 1,W SF USE "y' ``Vof 1>F—pp i r we g t*?O""OO-0 Rxes CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING F ECT BY DATE JOB NO. SHEET OF CATCH 5AS11J ��JALYSIS M 6M-1qo 6�3 cB �� v= v'/29 = U 6 1.2 v9/2g - G, 7 NGL 5FL=(Q/K)'Ls(3-=55���°S�Z FT AVAILAZLE gedb. H oK r (q Q= CFS tzGP LF of CF+FBt1.2VZi23+j • FT A. 1.767 SF USE ,, `'vo DEPTH t M. h g g 26"M40,4 Rgeo CIVIL ENGINEERING LAND PLANNING • LAND SURVEYING F ECT BY DATE J08 NO SHEET OF CA.TGH 5& -sl � )WALYSIS �M 6/I � �� �J4,� Cg ' v= Q/A - --,.44 FPS "r�/4 v"/ -Zs = (i l 1.2 V4/2s = C . Z Z of AVAILAZLE = it dG . H oK Hl� r �r RCP LF OF CF +FS + 1.2 V'/29 t d A. SF USE "V0 t>F-F" 1 FT r we g 26""O"p Rget CML ENGINEERING • LAND PLANNING • LAND SURVEYING FECT/ATG i7 $AS�� �tVFiL1SIS 9Y OATE�/+���� JOB NO �� I� SHEET OF CB C. J il= Q/A = / 9�' FPS ,7 T,/y Nf L SFL=(Q/K)ZL• (3'Sf /US�x FT AVAILABLE F#a -(GF +FB) = = zeal . H OK qeq Q. 50 CFS K= EZGP LF OF /? CF+Fg+1.20129td . s Fr A= /767 SF USE fi V0 DEP� t err 20"M4404 99co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECTBY DATE Joe NO SHEET OF CA.TCf� 54SIN AAA.LYSiS `� �'/Id-%�� 40 � 3 �.=%. 4F ce C 7 V= Q/A : FPs -A Vzf25 : 1. 9Z 1.2 VQ/29 HSL SFL=(Q�k)ZLL (— % �2 = 0, a 1 FT AVAILb2�LE m 9EQ . H oK q.,G°CFS K= RGP LF of A= SF USE 7.5 ``V0 b -p—r� err v:;?ovAf44to 99co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY T�6ATE JOB NO. SHEET OF CATGN �,ASi[J �i`IALYSIS �� %(4–� o ���� (5 C lo T,/4 NGL AVAILISLE Q= GFS tzCP LF OF A= SF V =t?'z' FPS VZ/23 - 1.2 V2/29 = x 5FL =(Q/K)ZL- (— / FT ZE4'D. H oK K4 K= CF+FS+I.2V2129+J - FT tlSE � "V" DFP -r} CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT A TG �T E�&s IN W4LYs Is BY DATE,6 �)4- A JOB NO.A O`� SHEET Of CB r, l I V= QJA = a - �5 FP5 -V, V,lz3 = C . I Z 6 1.2 VY/29 = l H4L 5FL =(Q/K)ZL` (� q4% AVAILABLE M 9E-Q'D. H oK q4 6? = 8. q4 C FS K- zZ 6 -z RCF LF OF Z4 CF +FS + 1.2 V2129 td - FT A=3-1�1 SF USE "V" bF-Fw i FT CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT E M Po ZA KY t IJ L ET A SIA LYSI " -�I DATE /1 ,. lOB MO O I SHEET of T -Z---- c I2 T/G WCL AVAILAgLI= R= FT 6065s K•_ RGP LF of of (25-/v 6Lo46IN6) V -Q/h. _ F I- V?N = 1.2 623 FT SFL -, 4a/OZL= (-- /—)2 FT ZF4, D }l FT A = s.F. ELEV. 'A�: L,= LZ = D= Dz M. h e g ?OvAw000 g4co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE J08 N0SHEET OF core -H E54SIN XNA-L"sis SM 6/i4-Ao .? 4o� (-5 BIZ v= Q/A - FP5 -r/4 2 HAL :5 FL =(Q/K)ZL• Fr AvAILASLE It REQ'D. N oK q4 a-- c F5 K= RCP LF of CF +FS + 1.2 V2123 +J - Fr A� SF USE ``vof t>w;, i r X?e g 20VAMO-00 gmeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF SUBJECT 54SIN AAALYSIS I 6/i4-lqo I ce C l3 V- Q/A = S FP5 7/4VZ�-z - D. � 4 1.2 V4/2S ' NGL 5FL=(Q1K)ZLi (=—� fias �Z FT AVAILABLE Fts -(CF +FB) = ; izea'D. H oK q4 GFS 10 RCP LF of CF +FS, + M V1129 td - FT A= 1167 SF USE ``V'' DEPT{ we g po"W400,v mel ®® CML ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE 108 NO.SHEET OF 7EMFOZA�Y ISLET ANOSi S M /I j!� 4� T? - C 14-- Y/G HQL AVAILL. i�,LF N= FT CSS K. - F16 P °_RGP LF of (Z5 % GLO( 61 N Q -- 0.1s r3F'H""] Q = 0.15 [3 (7t D,) (N''6 v- QIA a FFS v2/29 = FT I; ECS' D FT ELEV Liz L2 D= �)2 we g po"W40-00 Rmco CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING F ECT BY OATS JOB NO. SHEET OF cATcR BAsN A� k-LYsis M C5 c 4 v= Q/A = FPs 7/( VZ%2s = 1.2 vY/2g = H4L SFL iQ�K)ZL•(_ /—)1 FT AVAILABLE = >zE.Q'D. H oK q4 Q = C FS K= RGP LF OF �CF +FS + 1.2 VZ129 +cl - FT A} SF USE ''V" DEPTH X?e g 20"owo,4 gel CIVIL ENGINEERING LAND PLANNING a LAND SURVEYING SUBJECT CDATE 108 NO. SHEET OF A-r(—H PmjN AiJA.LY5I5lay-TM 6/foo CB C (15- V= Q/A - 1.5 FP5 VZ/23 = • 0 4 1.2 V4/2y HGL SFL=(Q�k)ZLs ('4/12E) FT AVAILAZLE 14_ -(CF +FB) = = i ea$. H oK q4 4 F K= \ os RCP LF OF -1 CF +FB + Il V1123 +d - F? A. 1 1 SF QSF- '`Vof bF-F;p� i M h g g 20""00-0 gmeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBIECT/ATGrT EwSIN A NA.LYs Is BY *,� DATE /4 /q 1OB NO4 bI� SHEET OF (-e 16 7/4 H4L AVAILABLE a= ) 67 GFS RCF LF OF// A- /, ?n 7 SF V��23 = o• 0 4 1.2 V��29 = G • 0 4 Z--6 � z SFL =(Q/K)Z L ( f ►051 F? _ = zedD. H oK 4 4 K= /os CF+IFS +I.2VZi29+J - FT USE to v" baf;, i r we g 20"Maoo-t gmeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE 108 NO. SHEET OF CATGFI $ASIN Ai�ALY515 zM 6/14 0 401 Cg t)"1 TA H4L AVAILABLE Q= GFS IZe—P LF of As SF V-- Q/A = PPS vZA23 = 1.2 V4/29 ir S FL =(Q/K)Z L• (— /—)% = K= CF +FS + 1.2 V2l2q +J --FT USE `'v0 bEP-r i FT r CIVIL ENGINEERING LAND PLANNING LAND SURVEYING FSUBJECT BY DATE JOB NO. SHEET OF TEMP6MY FILET afJALYSI 1 0/�� �q � T7- VwQIAs FPS 7/4 v2�� = LZ V�/� _ NAL SFL ZL- (— _ `z AVAILAF,LF- N= FT A= s.F F16 LF O F of EL=-V A = (Z5% 6L6�,61N(4) L, = Q : Is [3 PH' -5 ] L2 = Q = M6 [3 (-Tr DI) (HI.6 D, �)Z FT FT FT M h e g 20"Mao-wo gmeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING F BJECT BY OATS JOB NO. SHEET OF CQ.T(-N E,&SIN kNALYSIS 3M 6/!+ a 4a' (-56/9 V= Q/A VA v As = 1.2 V2/2y - H4L SFL(-- /—)% c FT AVAILAS,LE m I;EQ$. H OK q4 Q C FS K= RGP LF OF CF + FB + 1.2 VZi23 +a1 --F? A= SF USE "V" bEPTti r a h e g- po"W4000 gmet CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT-remmzAFI 19LET aNA�Ys15, BY i / I DATE/ I� I JOB NO•4v I � SKEET OF II L' T/G Nl L AVAILABLE N- FT Q -Z CFS K K(—P LF OF " �25°l CLDG�C�I►J�� a = o. -76 Q = 0.75 [3 (7t' t).) H'Q Va Q/A = FPS v 2/23 - L2 v2/ss SFL=(G/K)' L=(— /— )Z - FT IZE6�'D. FT A= SF ELEV. `A' l = L, - L z. _ p� DZ = we g 26""o -'o gmee CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF CATGf� BASIN ANA,L`(515 SNI /Id-/qJ d of � C5 `� V= Q/A FP5 Vz/29 = o o 1.2 V4%29 = c . NGL SFL=(Q�K)ZLL (d—�z j io5�z FT AVAI LAZLE W - (CF + F B) = m 9EQ . H oK r14 Q= 4 -IL GFS K= 10 S RCP LF of l 91 CF +F5 + 1.2 Vli2g +d - FT SF USE `'V0 ln-p-r i we g 470"W""p gmee CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB N0, SHEET OF CATC.I� $A,slN ANAL` IS 1 4o13 cg 'x;20 T,/! HGL AVAILABLE Q= S-9 $ 4F5 1CCP LF of 18 Af ),16-7 SF v= Q/A - 3,3 FPS v 2 = cls 1.2 vY/Zy = 0 2 SFL -(Q/K)ZL, (518/'0 )% F? i;E4'A. N oK q4 K= Io5 CF +FB + 1.2 0/23 t J - FT use ``v0 DEF' Y M h g g 26""got gmco CIVIL ENGINEERING LAND PLANNING • LAND SURVEYING SUBJECT Llfs BY DATE lOB NO. SHEET OF = Q JA FPS V�/2s - 0,13 1.2 vY/29 - G' z H4L :5 FL =(Q/K)ZL- (S % FT AVAILABLE Z ZEQ'D. H ok 44 Q= 9.11 G FS K= I o S RCP LF OF 8 CF +FS + 1.2 VZ125 tel = FT A= 1,161 SF VSE `tv0 DF-Fw i t CIVIL ENGINEERING LAND PLANNING 0 LAND SURVEYING SUBJECT BY _TM DATE lOB NO. SHEET OF cATcN �,slrl �r�aLYsls �/i��19 0 4 U13 Cg �Z Z v= QUA 3 2 FF5 71 jo5- AVAILAZLE 4!__- ((.F +FB} = ; 9E4'D. H oK �e. Q= S('7 e- F5 K= 10, RCF LF of /� '' �F +Fg t 1.2 YZ%2� +� • FT A■ / 7W SF Qsa '`V0 t>EF rf we g 20""oop mel CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT 8Y DATE JOB NO. SHEET Of CATCFI �,AS11� ANALYSIS By 6/i��o 4.013 G g Z V= Q/A = I T5 -FP5 -V/ VZ/29 = v. 1.2 VZ/2y = d H4L SFL =(Q/k)ZL- (' 10 �Z FT AVAILABLE = Ezea'D. H oK ql4 Q= 1,1d CFS K= 105 RCP LF OF IF CF +FS + 1.2 V2129 +cl - FT A- SF vSE ``V" bEPTti r CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING F 7TEMPOZAKY BY DATE JOB NO. SHEET OF IlJLETAlJALYS!ZM ��/�4013 -T t Za V - QIA = F F5 T/A V2/29 = 1.2 V'/23 FT HQL SFL %� /OZL- (— /—) - FT AVAiLA0,LF- kc. FT m F,EGA'D FT G1= CFS Kt A= S.>= KG P LF o F ELEV 'A = (?.50/v 6LO(46I N 4) L, = Q= 0."15 [-3P'H"6] (,Z= D.) (H t we g 476""Orp mel CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE 1)013 NO. SHEET OF CATGN EASIN A A.LY515 M 6/la / 1 4� 1 C B C !/-I- 7/� HG L AVAILABLE Fps �(CF +Fgi Q= GFS IZCP LF OF If A' SF vZ/2s = 1.2 v!I/2s 2 .5 FL =(Q�K�ZL• (— f �F�'D. H oK rl� K= CF +FB + 1.2 V2129 +c1 d FT USE `,V0 bEP rt FT we g 26""0,4 gmeo ®� CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY GATE JOB NO. ,., SHEET OF caTe-H 8A►SIN XNA-LYs IS S M 61,1111+0 40 � -5 V= QUA FP5 'r,/4 V z/,23 - B I Z 1.2 Vt/29 % HGL SFL =(Q14)'L. (=59 fz25 ` FT AVAILABLE 4 -(CF +FS) = m PE4,D. H 014 r 4 Q = G F5 RGP LF of -' CF +FS + 1.2 V1129 + J • FT L sF USE "Vo DEPTH t CIVIL ENGINEERING LAND PLANNING LAND SURVEYING SUBJECT BY JOB N04 . SHEET OF cArcR I ASN xNaLYs►s -T�IDATE(,'-//4 /, 0 cg t/ 6 v= Q/A = //2 FP5 Vz/2a - c. b 2 1.2 Y"/29 = G OZ H4L 5FL =(Q/K)ZL- ( ° 1��2 FT AVAILABLE Ft= -(CF +�8� = : i;EQ'D. H oK r 4 Q= o 6 F RCP LF OF -Lf CF +FS + 1.2 VZ/23 td - FT A- /,7V sF USE ``V'f bF-F` l r we g 94co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF cATc.R s�s��l XNALYSIS .� M i`a o v= Q/A = y FPs vZ/2s = 0 1.2 v2/29 = o o z AVAILABLE. = ;ZEQl H oK X14 C F5 RGP LF of ZL CF +FS + 1.2 V2129 +d - FT Ai �6 SF qsF- `'Y 0 bEPTt! r M h g g 470""oop gmes CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING F BJECT BY DATE JOB NO. SHEET OF 77 -re -7757W Ai�A.LYSiS T'M 6`=i 9 dof Gg i V= Q/A = d so FPS VA VZ/25 /0 1.2 Vll/29 = 6 S • � `- H4L FL =(Q/k�ZL- ( 212 1Z) FT AVAILABLE = IZEQ'D. H oK q4 a: f 4 F5 K= z Z6• z RCP LF of Z CF+FIS +1.2V2129 td • FT A- 3,i 4 SF USE `V" 1>F-Fw I r CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECTCATGR P,wN A Nk-LYS is I BY -I- M JOATE/)4/90 JOB NO. 4 (-) 1;s SHEET OF Cg 142-11 v= QjA = a-75 FPS 7/61vi*/2� = 0?5 1.2 vY/2y 2 NGL SFL =(Q/K)ZL- (— /—) FT AVAILABLE ;zEa'D. H oK r4 Q : / 4F5 K= RCP LF of �'� (.F +F$ + 1.2 V'/29 +d - FT An -T SF USE `tv0 DEPTH M h g g 20"Mao.-I gmeo ®® CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY GATE JOB NO. SHEET OF cATcN 5ASIN �tJaLYsIs -TM 6/14/9 Tov), C B f',3 0 _ VZ 7/4 v2A29 1.2 VY/29 _ t J> . NGL F'f AVAILAZLE �a -(C� +FB) = PEQ'D. H oK K4 a-- 4.-17 c F5 RCP LF OF W CF +1=8 + M v1/29 td - FT A- 1"W SF QSE p v 0 DEPTH . Mo. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF CATG�I Pm iS AAALY5f5 TM 6/v,/90 4. C) CB A3� TJ/4 NGL AVAILASLE Q= 4.1i CF5 RCP LF OF � V= QIA FPS Vz/.23 = < / ? 1.2 Ve/29 = a -v7 z SFL=(Q�K�ZL�(— JL -5) FT _ = IZEQ'D. H oK r4 CF +FB + 1.2 Vzi29 +cl • F -r ASF - "Vo t>E.PTti r CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BYDATE JOB N0, -� SHEET OF CATCH E,ASIN xNALYSIS So p � ¢O 1 C g 43 Z V= Qfp = 2. / FP5 -V� v"/.z = c U % !.2 Vg/29 = d H4L SFL=(Q�K)ZL�(37�% �v512 FT AVAILABLE 14s--- (CF +FB) = = ZE $. H oK H4 Q= - .7'71 GFS K= X05 RCP LF of � " CF +FB + 1.2 V2123 +d - FT A= / 7y Z SF USE "V0 DEP?ti i we g 20VAMO.00 gmeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT8Y DATE /� / JOB N0. SHEET OF 441MR E54SI l XNALYSIS S M 6 IL o 4a'I � c5 X33 V= Q%A - / q7 FPS 7/4 V112s = 0 1.2 VY/2g = � ✓ � HGL SFL=(Q�k)zL= (=.�o j�o� \z FT AVAIW�LE PE b. H OK r 4 Q= ? :�U 4F5 K= /d5 IMP LF OF—IL, CF +FB + 1.2 V1i29 +d = FT A= 1,767 SF v5E "vo DEP"tti t we g 5�6"W4000 get CIVIL ENGINEERING LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET Of CATGl� BA511J �i�ALY515 �M S� ��-/q d 4 b� 3 NGL AVAILABLE Q= CF5 MP LF OF I L A- � ,l 6 I SF V= Q/A = I • ? 1 F P5 v2/29 = (",Ds 1.2 vg/z9 = S FL =(Q/K)2 Ls (-? f � ' Z F? q4 K= Io5 CF +F5 + 1.2 V2129 +J • FT USE `'v'' bePTf CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT 8Y DATE JOB NO. SHEET Of CATGF� BASIN AINALYSIS t v= Q/A = FP5 T,/y vz/2s v2/2g = H4L 5FL/-) % FT AVAILABLE Fi= -{Ci+ +FB) = = ZE-Q'D. H OK Q: CF5 K= RGF LF OF if CF +FS + 1.2 V2/29 +al - FT A= SF USE ''v" DEP N t we g 47o""o.-p gmeo CIVIL ENGINEERING o LAND PLANNING ® LAND SURVEYING SUBJECTCATGH ►sly! XNA,LYS IS I BY I DATE I JOB NO. I SHEET Of 9 c5 ,q zn V= Q/A = FFS T,/� VZ/23 = 1.2 V4/Z9 = H4L 5FL =(Q/k)ZL- (— %—�Z F1 AVAILABLE 4= -(,CF +FB) = = i;Ed> . H oK q4 Q - C F5 K= RCP LF OF (.F+=g + 1.2V112) +d m FT A+. SF QsF- t(V0 DEPT} We 9 26"W44to RgCo CIVIL ENGINEERING a LAND PLANNING O LAND SURVEYING SUBJECT E M PI ZA KY I IJ L ET A hI b LYA BY I GATE f 108 N0. 1 SHEET Of 11 T/G NQL AVAILALF `N= FT �i• CSS Ks_ RGP LF of (ZS�a GLo��iN�) & m CIS Is F -H 1.51 Q = 0.T5 C3 (-r D1) (N�.s V' Q/b. a F Y2/22 = I. Z vl/2 FT SFL L= (— -)z Fi FT A ELEV A�= L,= LZ = D= �Z CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING FSUB7JECT BY DATE lOB NO. SHEET Of ATCH SIN ANALYSIS 3 (� 6/ OO d r', Gg �- dl v= Q/A = FP5 7/L VZ/29 = 1.2 V2/2y = NGL SFL (— % JZ FT AVAILAZLE = ; 9E-Q'D. H oK ► 4 Q : CFS r RSP LF OF CF+Fg + 1.2 Y'1i29 tc1 - FT As ► ,76 SF USE ``V0 DEPTH r CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY ; OATE61 /, U JOB W. SHEET OF ck,TC.H 8ASN xNalfSlS �, 4. ) CB T,3 7 V= GIA. = 1,� Ll FPS VA VV2.= . 03 1.2 VeIZ5 = �' U 4- H4L 5FL =(Q/K)ZL-_- AVAILABLE = 1;E4'D. H oK q4 Q = 2 sa- CF5 K= I Us RCP LF OF 18 '' CF+I'S + 1.2V2%23 +c1 - FT A-- 1,-1 67 SF USE `oV" DEPTH FT t we g ;?o"w4o,-p gmet CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT 8Y DATE 108 NO. SHEET Of CATC.N BASIN AtAALYsis 4 M 6/4 /q � Q o13 H4L AVAILABLE 14a -((-F +FB) = Q: 175 6F5 RCP LF OF A. 1.767 s>= v= Q/A FP5 vl/2jol 6 1.2 v2/2y SFL=(Q�K�ZLs (f=�51 Ll—sF? _=ZE ,'. H oKr4 K= /0 CF+IFS +1.2V2/29+d • FT USE `ivof b -p-r i t we g ?0""oop get CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT C w TC�i E,ASN AAA -Lysis BY l` , DATE✓ /�� ��� 106 N14 O 0 I SHEET OF -t Cg V= QIA - (7 FPS V2/,Zi = 1.2 VY%29 = z AVAILAZLE : ZE4'A. H oK K4 Q- 1' � ' GFS Kr- P LF of Z- CF+IFIS+IlVZi29+c1 - Fr A- 7 % '� SF USE 14V0 bEPTi FT we g ?6"W44-wo pmeo CIVIL ENGINEERING LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF CA.TGR BASN AAA,LY515 I S tl I 6/I4./G d0 J -- - C5 S v= Q/A s FPS TJ/4 Vz/,z9 = C ,G�1 1.2 Vllf 2g = G .1 Q H4L SFL =(Q/K)ZL- FT AVAILAaLE i;E4'D. H oK 144 Q: 4- = CF5 K= RCP LF OF I,� ' CF +FB + 1.2 V1129 +J - FT As C Z G� SF QSE 'tVo DEPTH we g 26"W400,t gmee CIVIL ENGINEERING LAND PLANNING • LAND SURVEYING SUBJECT CBY DATE 108 NO. SHEET Of A& -m H BASIN N A A.LYS IS CB -1-41 Y= Q/A = %� FP5 7/[ VZ/23 1.2 v2/29 = 30 H4L SFL =(Q/K)ZL• (7`� J�vs } FT AVAILABLE 1#= -(CF +FB) = = ZF-QED. H (OK t 4 Q= 7C: 4 F K=/0!�;_ RCP LF OF /6' CF +FS + 1.2 V*1/29 +cl - FT t 3� JOB 4 O FREQUENCY 2 S YEAR BY Given: Solution: From Chart: C.B. NO. 4 STA. 14 CURB OPENING (SUMP) 3170 IIEDHILL AVENUE COQTA AIEBA, CA p2626'Un CMLEMDIMIEIMMD LAMD PL MMIND LAMOMMIN[1'1MD C, /X' 4111 /- (a) discharge Q = r% • ! / CFS (b) curb type - �F (c) top of curb elev. - u (d) flow line elev. (e) high point elev. _ ¢ �• t'6 H (depth at opening) = h (height of opening) = L> inches inches +--------+ +--------+ Q/ft. of opening CFS L required C.1C = ' ZQ- ft. Use: _ Ci r TEMPORARY INLETS CATCH BASIN HYDROLOGY