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J 11 1 I/ TABLE B -1 11 STORM DRAIN UNIT PRICES Unit Price Diameter (in) S /Foot 42 190 45 200 48 210 51 225 I/ 54 229 57 234 60 243 63 253 66 263 72 282 78 312 84 336 90 361 96 385 I/ 102 425 108 485 1 1 11 1 1 1 11 II I/ TABLE B -2 COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 11 Description Size /Ouantity Length Unit Cost Total Cost (ft) ($) ($) II Facility No. XIV -la North of LADWP Right -Of -Way, Westerly of Etiwanda Avenue RCP Storm Drain 45" 1,750 200 350,000 II Manhole 4 5,000 20,000 Catch Basins 8 168 300 50,400 Connector Pipe 30" 400 120 48,000 II Total Facility No. XIV -1a 468,400 II Faciltiy No. XIV -1 Etiwanda Ave. from north of LADWP Right -Of -Way, southerly RCP Storm Drain 51" 850 225 191,250 II Manhole 2 5,000 10,000 Catch Basins 2 56 300 16,800 Connector Pipe 30" 100 120 12,000 I , Total Facility No. XIV -1 230,050 II Facility No. XIV -2 Etiwanda Ave. from north of LADWP Righ- of-Way to south of LN WP Right -of- -Way II RCP Storm Drain 57" 450 234 105,300 Manhole 1 5,000 5.000 II Total Facility No. XIV -2 110,300 II Facility No. XIV -3 South of LADWP Right -of -Way, to Etiwanda Spreading Grounds 1 RCP Storm Drain 72" 1700 282 479,400 Manhole 4 5,000 20,000 Catch Basins 6 168 300 50,400 I Connector Pipe 30" 300 120 36,000 Total Facility No. XIV -3 585,800 II il II II II TABLE B -2 1 COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 Description Size /Quantity Length Unit Cost Total Cost (ft) ($) ($) 1 II Facility No. XIV -4 Future Street, from extension of Hanley Avenue to II Etiwanda Avenue RCP Storm Drain 48" 2700 210 567,000 li Manhole 6 4,000 24,000 Catch Basins 6 168 300 50,400 Connector Pipe 30" 300 120 36,000 I I/ Total Facility No. XIV -4 667,400 1 11 Facility No. XIV -5 Future Street, from Etiwanda Avenue, easterly 11 RCP Storm Drain 63" 1325 253 335,225 Manhole 3" 5,000 15,000 Catch Basins 4 112 300 33,600 1 Connector Pipe 30" 200 120 24,000 il Total Facility No. XIV -5 407,825 il Facility No. XIV -6 Future Street, easterly of Etiwanda Avenue to Etiwanda Spreading Grounds I RCP Storm Drain 66" 1675 263 440,525 Junction Structure 1 10,000 10,000 Manhole 4 5,000 20,000 Catch Basins 6 168 300 50,400 Connector Pipe 30" 300 120 36,000 Total Facility No. )IV -6 556,925 II Facility No. XIV -7 24th Street from Extension of Hanley Avenue to 1 Etiwanda Avenue RCP Storm Drain 51" 2500 225 562,500 Manhole 5 5,000 25,000 Catch Basins 10 224 300 67,200 Connector Pipe 30" 500 120 60,000 II Total Facility No. XIV -7 714,700 1 II II TABLE B -2 II COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 11 Description Size /Ouantity Length (ft) Unit Cost Total Cost ($) ($) Facility No. XIV -8 24th Street from Etiwanda Avenue, easterly II RCP Storm Drain 72" 2000 282 564,000 Manhole 4 5,000 20,000 I Catch Basins 8 3 168 300 50,400 Connector Pipe 0" 400 120 48,000 II Total Facility No. XIV -8 682,400 1 Facility No. XIV -9 24th Street, from east of Etiwanda Avenue to Etiwanda Spreading Grounds il RCP Storm Drain 84" 1900 336 638,400 Junction Structure 1 10,000 10,000 Manhole 4 6,000 24,000 I/ Catch Basins 10 210 300 63,000 Connector Pipe 30" 500 120 60,000 I il Total Facility No. XIV-9 9 795,400 II Facility No. XIV -10 Summit Avenue from Hanley Avenue, easterly I RCP Storm Drain 48" 850 210 178,500 Manhole 2 4,000 8,000 Catch Basins 4 84 300 25,200 II Connector Pipe 30" 200 120 24,000 II Total Facility No. ) V-10 235,700 Facility No. XIV -11 Summit Avenue, westerly of Etiwanda Avenue II RCP Storm Drain 60" 1800 243 437,400 Manhole 4 5,000 20,000 I Catch Basins 6 126 300 37,800 Connector Pipe 30" 300 120 36,000 II Total Facility No. XIV -11 531,200 II 1 II TABLE B -2 II COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 II Description Size /Quantity Length (ft) Unit Cost Total Cost ($) ($) II Facility No. XIV -12 Etiwanda Avenue, from Summit Avenue, southerly RCP Storm Drain 60" 1425 243 346,275 11 Manhole 3 5,000 15,000 Catch Basins 6 126 300 37,800 Connector Pipe 30" 300 120 36,000 II Total Facility No. XIV -12 435,075 II Facility No. XIV -13 Etiwanda Avenue, northerly of future Foothill 1 Freeway RCP Storm Drain 63" 925 253 234,025 Manhole 2 6,000 12,000 1/ Catch Basins 2 56 300 16,800 Connector Pipe 30" 100 120 12.000 1 II Total Facility No. XIV -13 274,825 II Facility No. XIV -14 Northerly of future Foothill Freeway, from Etiwanda Avenue, easterly II RCP Storm Drain 84" 1250 336 420,000 Manhole 3 6,000 18,000 II Catch Basins 6 126 300 37,800 Connector Pipe 30" 300 120 36,000 II Total Facility No. NEV-14 511,800 II II 1 II 1 II TABLE B -2 II COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 Description Size /Ouantity Length Unit Cost Total Cost II (ft) ($) ($) Facility No. XIV -15 Northerly of future Foothill Freeway, westerly of II East Avenue RCP Storm Drain 90" 1350 361 487,350 I Manhole 3 6,000 18,000 Catch Basins 6 126 300 37,800 Connector Pipe 30" 300 120 36,000 I/ Total Facility No. XIV -15 579,150 II Facility No. XIV -16 Northerly of future Foothill Freeway, easterly of East I Avenue RCP Storm Drain 108" 1000 485 485,000 I Junction Structure 1 10,000 10,000 Manhole 1 6,000 6,000 Catch Basins 2 42 300 12,600 Connector Pipe 30" 100 120 12,000 II Total Facility No. XIV -16 525,600 II Facility No. XIV -17 Northerly of future Foothill Freeway, easterly of East I Avenue Trap Channel 510 250 127,500 1 Total Facility No. XIV -17 II Facility No. XIV -18 Northerly of Victoria Basin RCP Storm Drain 108" 512 485 248,300 1 Total Facility No. XIV -18 II I/ II ! TABLE B -2 I COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 Description Size /Ouantitv Length Unit Cost Total Cost II (ft) ($) ($) Facility No. XIV -19 Northwesterly of Victoria Basin II Trap Channel 1 391 250 P , 347,800 1 Total Facility No. XIV -19 1 Facility No. XIV -20 Summit Avenue, westerly of East Avenue 1 II RCP Storm Drain 57" 1450 234 339,300 Manhole 3 5,000 15,000 Catch Basins 6 140 300 42,000 Connector Pipe 30" 300 120 36,000 11 Total Facility No. XIV -20 432,300 III Facility o. XIV -21 East Avenue, from Sunni y , t Avenue, southerly II RCP Storm Drain 57" 1350 234 315,900 Manhole 3 5,000 15,000 Catch Basins 4 98 300 29,400 II Connector Pipe 30" 200 120 24.000 Total Facility No. XIV -21 384,300 II Facility No. XIV -22 East Avenue, from future Foothill Freeway, northerly I RCP Storm Drain 63" 1000 253 253,000 Manhole 2 5,000 10,000 Catch Basins 4 98 300 29,400 II Connector Pipe 30" 200 120 24,000 Total Facility No. XIV -22 316,400 II II II 11 1 II TABLE B -2 II COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 II Description Size /Quantity Length (ft) Unit Cost Total Cost ($) ($) Facility No. XIV -23 Surrunit Avenue, westerly of Etiwanda Channel ill RCP Storm Drain 60" 2000 243 486,000 Junction Structure 1 10,000 10,000 I Manhole 4 5,000 20,000 Catch Basins 8 182 300 54,600 Connector Pipe 30" 400 120 48,000 1 Total Facility No. XIV -23 618,600 II Facility No. XIV -24 Westerly of Victoria Basin I RCP Storm Drain 39" 700 190 133,000 Junction Structure 1 10,000 10,000 Manhole 1 4,000 4,000 Catch Basins 2 56 300 16,800 I/ Connector Pipe 24" 100 96 9,600 Total Facility No. XIV -24 173,400 1 Facility No. XIV -25 East Avenue, from Victoria Street to AT &SF Railroad II RCP Storm Drain 66" 1200 263 374,400 0 Manhole 3 5,000 15,000 I Catch Basins 6 140 300 42,000 Connector Pipe 30" 300 120 36,000 II Total Facility No. XIV -25 447,800 Facility No. XIV -26 East Avenue, from AT &SF Railroad to Base Line Road II RCP Storm Drain 78" 1200 312 374,400 Junction Structure 1 10,000 10,000 II Manhole 2 5,000 10,000 Catch Basins 4 98 300 29,400 Connector Pipe 30" 200 120 24,000 II Total Facility No. XIV -26 447,800 II I II II TABLE B -2 COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 1 Description Size /Ouantity Length Unit Cost Total Cost ft Facility No. XIV -27 East Avenue, from Base Line Road, southerly II RCP Storm Drain 90" 1600 361 577,600 Junction Structure 1 10,000 10,000 II Manhole 2 6,000 12,000 Catch Basins 4 98 300 29,400 Connector Pipe 30" 200 120 24,000 II Total Facility No. XIV -27 653,000 II Facility No. XIV-28 East Avenue, northerly of Miller Avenue 11 RCP Storm Drain 90" 675 361 243,675 Manhole 2 6,000 12,000 Catch Basins 2 56 300 16,800 Connector Pipe 30" 100 120 12,000 1 Total Facility No. XIV -28 284,475 II Facility No. XIV -29 East Avenue, northerly of Miller Avenue II RCP Storm Drain 96" 700 385 269,500 Junction Structure 1 10,000 10,000 Manhole 2 6,000 12,000 II Catch Basins 4 3 112 300 33,600 Connector Pipe 0" 200 120 24,000 il Total Facility No. XIV -29 349,100 II II II II II II i II TABLE B-2 II COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 II Description Size /Ouantity Length Unit Cost Total Cost (ft) ($) ($) II Facility No. XIV -30 East Avenue, from Miller Avenue to Foothill Boulevard RCP Storm Drain 96" 2550 385 981,750 II Junction Structure 1 10,000 6,000 10,000 Manhole 3 18,000 Catch Basins 6 154 300 46,200 I Connector Pipe 30" 300 120 36,000 Total Facility No. XIV -30 1,091,950 II Facility No. XIV -31 Victoria Street, from Pecan Avenue to East Avenue II RCP Storm Drain 63" 1400 253 354,200 Manhole 3 5,000 15,000 Catch Basins 6 140 300 42,000 1 Connector Pipe 30" 300 120 36,000 Total Facility No. XIV -31 447,200 II II Facility No. XIV -32 AT &SF Railroad, westerly of East Avenue RCP Storm Drain 57" 1400 234 327,600 Manhole 3 5,000 15,000 II Catch Basins 6 140 300 42,000 Connector Pipe 30" 300 120 36,000 II Total Facility No. XIV -32 420,600 II Facility No. XIV -33 AT&SF Railroad easterly of East Avenue RCP Storm Drain 48" 700 210 147,000 I Manhole 2 4,000 8,000 Catch Basins 2 56 300 16,800 Connector Pipe 30" 100 120 12,000 II Total Facility No. XIV -33 183,800 I II II TABLE B -2 II COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 Cost Unit C Length Description Size /Ouantity Lh Uniost Total II (ft) ($) ($) I Facility No. XIV -34 Base Line Road, from Etiwanda Avenue, easterly RCP Storm Drain 45" 1290 200 258,000 I Manhole 3 4,000 12,000 Catch Basins 6 140 300 42,000 Connector Pipe 30" 300 120 36,000 II Total Facility No. XIV -34 348,000 II Facility No. XIV -35 Base Line Road, westerly of East Avenue RCP Storm Drain 66" 1400 263 386,200 Manhole 4 5,000 20,000 11 Catch Basins 8 168 300 50,400 Connector Pipe 30" 400 120 48,000 I Total Facility No. XIV -35 486,600 II Facility No. XIV -36 Miller Avenue, westerly of East Avenue RCP Storm Drain 45" 1000 200 200,000 Manhole 2 4,000 8,000 I Catch Basins 4 98 300 29,400 Connector Pipe 30" 200 120 24,000 11 ,Total Facility No. XIV -36 261,400 1 II 1 1 1 1 II 1 TABLE B -2 II COST ESTIMATE FOR FACILITY NO XIV -1 TO XIV -40 Description Size /Quantity Length Unit Cost Total Cost 1 (ft) ($) ($) I Facility No. XIV -37 North of Miller Avenue /Devore Freeway, Southerly RCP Storm Drain 63" 1500 253 379,500 II Manhole 4 5,000 20,000 Catch Basins 4 112 300 33,600 Connector Pipe 30" 200 120 24,000 1 Total Facility No. XIV -37 457,100 II Facility No. XIV -38 Etiwanda Avenue, northerly of F Y y Foothill Boulevard I ,RCP Storm Drain 66" 660 263 173,580 Manhole 2 5,000 10,000 Catch Basins 2 56 300 16,800 1 Connector Pipe 30" 100 120 12,000 II Total Facility No. XIV -38 212,380 Facility No. XIV -39 Etiwanda Avenue northly of Foothill Boulevard 1 RCP Storm Drain 72" 660 282 186,120 Manhole 1 5,000 5,000 1 Total Facility No. XIV -39 191,120 II Facility No. XIV -40 Foothill Boulevard, from Etiwanda Avenue to San Sevaine Channel I RCP Storm Drain 108" 2860 485 1,387,100 Manhole 6 6,000 36,000 Catch Basins 12 280 300 84,000 II Connector Pipe 30" 600 120 72.000 Total Facility No. XIV -40 1,831,575 TOTAL DRAINAGE AREA XIV (Upper Etiwanda) $18,831,575 1 1 II I TABLE B -3 II COST ESTIMATE FOR FACILITY NO XV -1 to XV -5 Description Size /Quantity Length Unit Cost Total Cost II (ft) ($) ($) II Facility No. XV -1 Future Street from west of Wardman-Bullock Road, easterly II RCP Storm Drain 57" 1200 234 280,800 Manhole 3 5,000 15,000 Catch Basins 6 140 300 42,000 Connector Pipe 30" 300 120 36.000 II Total Facility No. XV -1 373,800 II Facility No. XV -2 Future Street from east of Warman - Bullock Road to San II Sevaine Spreading Grounds RCP Storm Drain 66" 2000 263 526,000 II Junction Structure 1 10,000 10,000 Manhole 4 5,000 20,000 Catch Basins 8 168 300 50,400 I Connector Pipe 30" 400 120 48.000 Total Facility No. XV -2 654,400 II Facility No. XV -3 24th Street, west of WardmazrBullock Road, easterly 1 RCP Storm Drain 63" 1000 253 253,000 Manhole 2 5,000 10,000 II Catch Basins 4 98 300 29,400 Connector Pipe 30" 200 120 24.000 Total Facility No. XV -3 316,400 II II II II II TABLE B -3 II COST ESTIMATE FOR FACILITY NO XV -1 to XV -5 II Description Size /Ouantity Length Unit Cost Total Cost (ft) ($) ($) I Facility No. XV -4 24th Street, east of Warcinan- Bullock Road to San Sevaine Spreading Grounds 11 RCP Storm Drain 84" 2500 336 840,000 Junction Structure 1 10,000 10,000 Manhole 4 6,000 24,000 Catch Basins 10 210 300 63,000 II Connector Pipe 30" 500 120 60,000 II Total Facility No. XV - 997,000 II Facility No. XV -5 San Sevaine Basin No. 5, Northerly RCP Storm Drain 48" 800 210 168,000 II Manhole 2 4,000 8,000 Catch Basins 4 84 300 25,200 Connector Pipe 30" 200 120 24,000 II Total Facility No. XV - 225,200 II TOTAL DRAINAGE AREA XV (San Sevaine) $2,566,800. II II II II II 11 II TABLE B -4 II COST ESTIMATE FOR FACILITY NO XVI -1 to XVI -9 II Description Size /Ouantity Length Unit Cost Total Cost (ft) ($) ($) II Facility No. XVI -1 Arrow Route, Pecan Avenue to Existing Etiwanda Creek II RCP Storm Drain 72" 660 282 186,120 Manhole 1 5,000 5,000 Catch Basins 2 56 300 16,800 II Connector Pipe 24" 100 96 9,600 Total Facility No. XVI -1 217,520 II II Facility No. XVI -2 Along Existing Laver Etiwanda Creek from Arrow Route to AT &SF RR RCP Storm Drain 72" 1600 282 451,200 I Junction Structure 1 10,000 10,000 Manhole 3 5,000 15,000 II Total Facility No. XVI -2 476,200 II Facility No. XVI -3 Whittram Ave., Pecan Ave., to Existing Etiwanda Creek RCP Storm Drain 60" 700 243 , 170,100 I Manhole 1 5,000 5,000 3 Catch Basins 4 112 300 33,600 Connector Pipe 30" 200 120 24,000 1 Total Facility No. XVI -3 232,700 II Facility No. XVI -4 Along Existing Laver Etiwanda Creek from Whittram Ave. to AT &SF RR I RCP Storm Drain 78" 600 312 187,200 Junction Structure 1 10,000 10,000 II Total Facility No. XVI -4 197,200 II II 1 1 TABLE B -4 1 COST ESTIMATE FOR FACILITY NO XVI -1 to XVI -9 Description Size /Ouantity Length Unit Cost Total Cost 1 (ft) ($) ($) I Facility No. XVI -5 AT&SF Railroad west of Etiwanda Avenue to Existing Etiwanda Creek RCP Storm Drain 54" 600 229 137,400 1 Manhole 2 5,000 10,000 Catch Basins 6 140 300 42,000 Connector Pipe 30" 300 120 36,000 1 Total Facility No. XVI -5 225,400 1 Facility No. XVI -6 Along Existing Lower Etiwanda Creek from AT&SF RR 1 to South of 6th Street RCP Storm Drain 90" 3450 361 1,245,450 I Junction Structure 1 10,000 10,000 Manhole 11 6,000 66,000 1 Total Facility No. XVI -6 1,321,450 I Facility No. XVI -7 Along Existing Lower Etiwanda Creek from South of 6th Street to 4th Street I RCP Storm Drain 96" 2400 385 6000 924,000 Manhole 4 24,000 Junction Structure 1 10,000 10,000 I Total Facility No. XVI -7 958,000 1 Facility No. XVI -8 6th Street, Westerly to Etiwanda Avenue I RCP Storm Drain 57" 450 234 105,300 Manhole 1 5,000 5,000 Catch Basins 2 56 300 16,800 Connector Pipe 30" 100 120 12,000 1 Total Facility No. XVI -8 139,100 1 1 II II TABLE B -4 II COST ESTIMATE FOR FACILITY NO XVI -1 to XVI -9 Cost Length Description Size /Ouantity Lh Unit Cost Total 1 (ft) ($) II Facility No. XVI -9 Etiwanda Avenue - Southerly of 6th Street II RCP Storm Drain 57" 2,000 234 5,000 468,000 Manhole 4 20,000 Catch Basins 6 168 300 50,400 Connector Pipe 30" 300 120 36,000 II Total Facility No. XVI -9 574,400 II Facility No. XVI -10 Etiwanda Avenue - Northerly of 4th Street RCP Storm Drain 60" 1,300 243 315,900 I Manhole 3 5,000 15,000 Catch Basins 4 112 300 33,600 Connector Pipe 30" 200 120 24.000 II Total Facility No. XVI -10 388,500 II Facility No. XVI -11 RCP Storm Drain 108" 3,465 485 1,680,525 I Junction Structure 2 10,000 20,000 Manhole 6 6,000 36,000 II Total Facility No. XVI -7 1,736,525 TOTAL DRAINAGE AREA XVI (Lower Etiwanda) $6,467,995 II II II II II II Z !• W 1 ; 2 Ci I L -z-- °` 1 r z 5 w 511 0 11:, 1 _ An ,LZI� „13�0'JS O O V1aa. 66Lt 6 g o Z5 a f� 15 1 \ \ 1 "Pb- ' '•, i ‘, \I 'I '', ' \''FlpyrAlitiL : / '''' ( 1 1 , \ .,\ \ \ w arm i t r ' \ 1 I 1, '\, \ ' 1"'rr ��► / ; j . ., \\ . ,-, , „,,1 44 Tri*H z 1 i-- ,,, i \ \ I „ ,.,! , i __ _\.,emogit. .....sswi. l' ' - ', I 1 s...' -4401.*inwinv I - --.., , ) .••• ,L,i , 1 *aril , ., , . .,._ . 07,11 i - i .- 1 ,0 r ___ i I - 1 - — J - x ' -. 4 r it , , . 1 ., 1 , • , 44. -l , _ 1 i .s � � I , / ,+ , I NI 3 n;ves 1 - , 9' illPligill ID 441V/Ib ; . 444 ' 1 1:1 V- ' -4 - , , , i ' 1 11 - ' - / MI ) i 1 . ; a. 4) f r 1 ,f,rip , •a- ', -, „ct 1, b., 0 i AIL • ° Ilk • :' v „,..• ., _ `_:I0• a VQNV 113 — - - --(---(- . 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' / | _~ i ; �� / �� / / i �� | o u ~~ / "' �� / | | ! i | / .... | _, �� | ....... - �� | ) | | | | / `` | ! � / ____________-_-_-- ----------------| i i .. � � � / / � #� � | C' Cr / � � ! ^� | •-•• | � � n / n` i re i �� i � i � + � i ^ | 1 ^ ! / i �� ~- | | cc. | i / m .. ~ / � � / � 7 ! � � � > LI � � ' m | 1:13 c� m IN m 1 | ! �c � � i | I.-- i | / `` 11/ �� _ ! / +, | / i ). �� ^ | 2: � + / I-- �� ' 1 i � i i / LIT: �| • � i i~ m ! 0 | } [ � - \ i i } .- i I i ° � ! | i / u] ! | | �� | � • � ! ! | / / C1 CO ____ 1 1 I TABLE C -1 il Cost Estimate for Blue Gum Drive Storm Drain II Size/ Description Ouantity Length Unit Cost Total Cost 1 (ft) ($) RCP Storm Drain from II Westerly end to Blue Gum Court 24" 735 96 70,560 Catch Basins 6 - 3,000 18,000 I/ Connector Pipe 18" 240 72 17,280 II Manholes /Junctions 5 - 2,500 12,500 TOTAL $118,340 II II TABLE C -2 Cost Estimate for Catalpa I Storm Drain Size/ I/ Description Ouantity Length Unit Cost Total Cost (ft) ($) II RCP Storm Drain from East Avenue to Pear Avenue and in East 11 Avenue from Catalpa, Northerly 36" 345 144 49,680 RCP Storm Drain from II Pear Avenue to Ash Avenue 30" 275 120 33,000 II Catch Basins 10 - 3,000 30,000 Connector Pipe 18" 265 72 19,080 I Manhole /Junctions 5 - 2,500 12,500 TOTAL $134,260 11 II II II TABLE C -3 II Cost Estimate for Pecan Avenue Storm Drain 11 Size/ Description Ouantity Length Unit Cost Total Cost I/ (ft) ($) RCP Storm Drain from II Victoria Street to Los Cedros Avenue 36" 665 144 95,760 I RCP Storm Drain from Los Cedros Avenue to Vista Street 30" 590 120 70,800 II Catch Basins 16 - 3,000 48,000 Connector Pipe 18" 740 72 53,280 II Manholes /Junctions 7 - 2,500 17,500 II TOTAL $285,340 II TABLE C -4 Cost Estimate for So. Pecan Avenue II Storm Drain I/ Size/ Description Quantity Length Unit Cost Total Cost (ft) ($) I/ RCP Storm Drain from Arrow Route to Whittram II Avenue 30" 1,000 120 120,000 Catch Basins 4 - 3,000 12,000 II Connector Pipe 18" 120 72 8,640 Manholes /Junctions 3 - 2,500 7,500 1/ TOTAL $148,140 1 ill A 1 1 I Detention Basin Design Criteria 1 for San Bernardino County I - 1 5 II =MENTION BASIN DES= CRITERIA FOR SAN BERNARDINO COUNTY The following design parameters and procedures are listed as guidelines to insure proper detention basin operation. When necessary, these guidelines may be modified if approved in writing by both the Flood Control District 1 and Land Management Department. I. Definitions II A. Regional Detention Basin II 1. A basin which can be incorporated into the Flood Control District's existing or proposed drainage system, I 2. Basin owned and operated by the Flood Control District, although it may be joint use, and 3. A basin which will reduce the downstream peak flow rate and II the necessary downstream storm drain size. B. Local Detention Basin 1 II 1. A basin which will not be incorporated into the Flood Control District's existing or proposed drainage system, II 2. A basin owned by an individual or organization other than the Flood Control District, and 3. A basin which will reduce the downstream peak flow rate, but will not be considered in downsizing future downstream storm drains. II C. Joint Use Detention Basin: A regional or local detention basin which has an additional use such as football field, parking 11 lot, golf course, lake or etc. D. Temporary Detention Basin II 1. A local detention basin used to reduce downstream peak flow rates until ultimate storm drain facilities can be constructed as part of a phased development, and 1 2. Generally the life of the basin shall not exceed 10 years. 1 1 1 1 I/ I 1 Detention Basin Design Criteria For San Bernardino County c -� Page 2 II ` O z 1 II. Basin Capacity and Outlet Drain W A. When a basin (regional, local, temporary or joint use) is to be Ca 1 used to mitigate downstream impacts due to increased flows W generated by a development, the basin capacity and outlet size Id shall be such that the post- development peak flow rate generated Q by the site shall be less than or equal to 90% of the pre- develop- 11 went peak flow rate from the site for all frequency storms up Q to and including 100 -year (i.e. the peak 2 year post - development V flow rate is equal to or less than 90% of the peak 2 year I Iij 1 pre - development flow rate from the site and etc. for all ` frequency storm events through 100- year). w i 1. Only 2, 10, 25 and 100 -year storms need to be analyzed. i q 2. Additional studies shall be submitted where there exists more , Q than one basin in the drainage area under review. The I II studies shall address the timing of the peak flow rates 1 from the basins to ensure downstream flow rates are not � W increased. ° i 1 B. When a basin (generally regional or regional joint use) is to • be used to reduce the size of a master planned downstream drainage facility, the basin capacity and outlet size shall be ' I/ such that the 100 year basin peak outflow rate is no greater than the downstream facility's design capacity. 1 1. Open channel design capacities shall be per the San Bernardino County Flood Control District Standard Plat 100 ( "San Bernradino County Standards and Specifications "). A bulking II factor is not necessary when the basin is designed to handle debris and the downstream channel is lined. 2. Pressure flow closed conduits shall be designed such that II the hydraulic grade line is below the ground or street surface. In those reaches where no surface flow will be intercepted (now or in the future), a hydraulic grade line II which encroaches on or is slightly higher than the ground or street surface will be acceptable. 3. Non - pressure flow closed conduit capacities shall be based II on a flow depth no greater than 0.8 times the conduits diameter or height. 1 11_ 1 i 4 II . 1 Detention Basin Design Criteria For San Bernardino County Page 3 If II C. Where downstream erosion is a concern the duration of erosive flow velocities for all frequency storms shall not be substantially increased unless other forms of mitigation are provided. This 1 can be accomplished by reducing the peak flowrate further than that required above. Refer to "Handbook of Hydraulics" by Horace Williams King and Earnest F. Brater, and "Open- Channel Hydraulics" by Ven Te Chow, Ph.d. for erosive flow velocities. 1 D. When there exists a potential for debris entering the basin, the basin capacity shall be increased or a desilting basin II provided to accomodate the debris production generated from a 100 -year storm four years after a burn (over the entire watershed) , plus 20% due to maintenance uncertainties. II 1. For all basins where a significant amount of debris accumulation is anticipated, a debris disposal area or areas shall be provided within a reasonable hauling distance. I 2. "A New Method of Estimating Debris - Storage Requirements for Debris Basins" by Fred E. Tatum of the U.S. Army Corps of II Engineers shall be used for determining the 100 -year debris volume. 3. Local basins shall not be located in desert areas where there 1 exists the potential for debris entering the basin (i.e., locations where flows are directed to the basin by natural drainage courses or earth graded channels which handle e flows from undeveloped watersheds). It is recommended that the flows from the development be conducted to the basin in a hardlined facility (i.e. street or concrete II channel), then outletted into the natural drainage course or earth channel. 4. Local detention basins shall not be fed by natural drainage II courses or earth channels with undeveloped watersheds greater than 0.5 square mile. I 5. The basin capacity for local detention basins fed by natural drainage courses or earth channels with undeveloped watershed less than 0.5 square mile, shall be enlarged to II handle an additional 5 years of accumulated annual debris based on the attached figure 1. 6. Generally regional detention basins with undeveloped 11 watersheds shall be flow -by basins or have a separate debris basin upstream of the detention basin. 1 1 II Detention Basin Design Criteria for San Bernardino County Page 4 r 7. The basin capacity for detention basins located in watersheds known to have a high risk of burning, shall be increased as determined by the Flood Control District. E. Outlet Drain 1. The outlet pipe for all basins except temporary basins shall be a minimum 24" RCP (1350 D minimum) for local basins and a minimum 36" RCP (1350 D minimum) for regional basins. The outlet pipe or conduit shall be encased with cut -off collars per the "Los Angeles County Flood Control Design Manual - Debris Dams and Basins" or designed per "Section 242. Cut - and -Cover Conduit Detail" of the Bureau of Reclamation's publication "Design of Small Dams ". a) Reinforced concrete collars generally from 2 to 3 feet high, 12 to 18 inches wide, and spaced from 7 to 10 times their height shall be provided. b) All joints for pipes not encased shall be rubber gasketed. c) The pipe shall be capable of withstanding H2O live loads plus the applicable dead loads. d) Erosion control measures shall be provided at the outlet of the basin outlet pipe. e) Temporary basin outlet pipes may be a minimum 24" C.M.P., 12 gauge with seep rings. Design considerations shall be as stated above. ' 2. A metered outlet structure may be necessary to provide the necessary flow attenuation for all frequency storms. ' "V "- shaped weirs and notched weirs are preferred over other alternates because they do not'plug with debris and trash as easily as other designs. 3. All detention basin outlets should be sized so the basin will drain within 24 hours after the basin reaches its 100 year peak depth /volume. If the basin does not drain in 24 hours, further studies using longer duration storms will be necessary. The basin storage volume (capacity) may need to be increased to accomodate subsequent storms. 4. Trash racks shall be provided at the inlet to the basin outlet structure(s). e 1 Detention Basin Design Criteria For San Bernardino County Page 5 II 1 5. Anti- vortex devises shall be provided where warranted. 6. A depth gauge shall be provided on the basin outlet structure in order to monitor debris deposition and basin operation. F. Analysis Methodology 1. Pre and post development peak flow rates shall be developed using the procedures outlined in the San Bernardino County's Hydrology Manual. 2. Basin inflow hydrographs shall be developed using the procedures outlined in the San Bernardino County's Hydrology Manual. 3. Basin outflow hydrographs shall be developed by the Modified Puls Method. 1 4. Channel hydrograph routing shall be calculated by the convex channel routing method or by moving the hydrograph utilizing travel time. III. Water Surface Elevation and Depth e A. Local Basins 1. When feasible the 100 year design water surface elevation should be at or below existing natural ground. Generally no more than 50% of the basins 100 year storage depth should be above existing ground (i.e., 50% or more of the 100 -year minimum storage depth must be below the lowest ground outside basin). 1 2. The necessary storage depth for debris plus the two year flow attenuation shall be below existing ground. 3. The basin's maximum water depth for 100 -year design should be 6 feet or less. 4. When site conditions warrant and safety can be assured, the above depth requirements may be modified if the following conditions are met. a) The detention basin is designed in accordance with the Los Angeles County Flood Control Distrit's "Design Manual - Debris Dams and Basins ". 1 1 II Detention Basin Design Criteria For San Bernardino County Page 6 II I b) The basin embankment is constructed of material, or has a solid core, which does not allow seepage or piping to occur due to rodent holes. II B. Regional Basins 1. Depths shall be as approved by the Flood Control District. 1 e 2 . Basins with heights greater than or equal to 25 feet and capacity greater than or equal to 15 Ac.ft., or a capacity II greater than or equal to 50 ac. ft. and a height greater than or equal to 6 feet, shall be reviewed and approved by the State's Division of Safety of Dams. (See figure 2) II C. Joint Use Basins 1. Depths should be shallow and compatible with the secondary II use. 2. Depths for parking lot, tennis court or other similar joint I use basins should be no greater than 6 inches to 12 inches. . The allowable depth in most cases will be site specific and shall be approved by all agencies involved. 1/ IV. Emergency Spillway II A. All detention basin spillways shall be designed to pass the fully developed 1000 year peak flow rate (Q1000 =1 Q100) or that peak flow rate required by the State's Division of Safety I of Dams, whichever is greater. B. Spillway outflows shall be adequately conveyed to a storm II drain, drainage channel, street or established watercourse. C. Generally, all spillway structures shall be constructed of reinforced concrete. For temporary detention basins with an 1 II expected life less than 10 years the spillway may be constructed with grouted rock or other forms of approved protection designed to resist maximum design velocities. D. When the spillway crest is more than 3 feet above the flowline of the facility the spillway outlets into, the spillway shall be II constructed of reinforced concrete. II ' Detention Basin Design Criteria For San Bernardino County Page 7 E. Generally the spillway crest shall be at, or above the basin's design 100 year high water line. V. Freeboard to the Top of Embankment A. Local and temporary basins shall have a minimum 1 -foot of freeboard above the 1000 -year HWL on the emergency spillway or 2 -feet of freeboard above the 100 -year HWL in the basin, whichever is more stringent. B. Regional basins shall have a minimum 2 -feet of freeboard above the 1000 year HWL on the emergency spillway. For basins with larger surface areas the freeboard shall be increased due to possible wave action. Also, a Seismic Seiche analysis shall be provided to determine necessary freeboard. Reference "Design of Small Dams" by the United States Department of Interior. C. Joint use basins shall conform to the applicable local or regional freeboard requirements. For smaller basins such as parking lot and tennis court basins, the freeboard conditions may be reduced. VI. Basin Embankment A. Basin side slopes should be of 3H:1V or flatter on the wet side and 2H:1V or flatter on the dry side. Steeper slopes may be acceptable on a case by case basis if rock lined and recommended in the soils and geotechnical report. (See items C and D below for expanded requirements for report.) B. Top Width of Levee 1. Regional and local basins - 15 feet minimum 2. Joint use - site specific 3. Refer to Section IX.C. ' C. For design of the embankment abutments and adjacent slopes, a soils and geotechnical report shall be prepared by a soils and geotechnical engineer with a demonstrated expertise in earth fill dam design. The report shall be reviewed and approved by the Land Management Department and the San Bernardino County Flood Control District. The report shall include: a) Site geology including bedding, foliation, fracture, joint, fault and land slide plane attitudes. e II II Detention Basin Design Criteria For San Bernardino County ,- Page 8 li 1 b) Seismic conditions including fault locations and potential seismic surface movements respective loadings and parameters of seismic shaking. 1 c) Potential impact of reservoir loading on geologic structure should be evaluated. Id) Detailed descriptions, locations, and logs of all field explorations. 1 e) Field and laboratory tests and analysis descriptions and results. II f) Ground water table elevation and analysis of near surface groundwater movement. g) Recommended design parameters including, but not limited to 1 the following for the dam and its natural abutments and slopes adjacent reservoir areas: 1 1. Lateral earth loadings 2. Shear strengths II 3. Bearing capacities II 4. Permeability 5. Slope stability analysis when saturated and during II rapid drawdown conditions 6. Seive analysis II 7. Sand equivalents 8. Liquefaction analysis and if appropriate; mitigation II 9. Seismic Seiche analysis 10. UBC Chapter 70 II I 1 II 1 1 1 Detention Basin Design Criteria For San Bernardino County Page 9 h) Special design and construction recommendations including, ' II but not limited to the following: 1. Foundation preparation requirements II 2. Suitability of materials for embankments (gradation, sand equivalent, etc.) and abutments 11 3. Compaction methods and minimum requirements II 4. Seepage and piping control provisions 5. Potential for settlement ' ,, 6. Seismic considerations 7. Minimum design factors of safety are: II Without Seismic With Seismic 1 Embankment, Abutment 1.5 1.1 and Adjacent Slope Stability 1 Seepage - Piping 1.5 - -- 1 8. Necessity of impervious core or shear key 9. Erosion control of abutments. II D. Regional basins and local basins not meeting the depth and side slope requirements setforth previously shall be designed in accordance with the Los Angeles County Flood Control District's II "Design Manual - Debris Dams and Basins ". VII. Basin Floor I A. A low flow channel shall be provided from the basin inlet(s) to the basin outlet. 1 1. Where basin slopes exceed 2% or produce erosive flow velocities the low flow channel should be protected from 1 erosion with reinforced concrete, rock lining or other form of approved erosion protection. 1 1 II Detention Basin Design Criteria For San Bernardino County Page 10 j ?) 2. Joint use basins 1 a) A low flow channel or conduit should be provided to conduct minor flows around the dual use facilities wherever possible. Low flow channels may not be necessary 1 II for parking lot basins or other similar joint uses. b) Low flow channel may be grass lined if there exists a maintenance program which includes mowing and maintenance 1 II of turf in good condition and velocities of flow through the various stages of discharge are low enough to be II nonerosive. B. Earth basin floors shall slope at a minimum 0.5% grade to the low flow channel. II C. Earth basin floors shall have a minimum grade of 0.5% from the inlet to the outlet. 1 VIII. Inlet Structures II A. Where storm drains enter the basin, energy dissipators and/or erosion protection shall be provided. Plans must be approved by the San Bernardino County Flood Control District Permit I Section before plan approval if the basin is to be operated and maintained by the Flood Control District. 1 B. Where natural drainage courses or channels enter the basin some form of invert stabilization such as a reinforced concrete spillway shall be provided. II C. Energy dissipators may be required when the inletting flow velocities exceed 5 fps. II D. Inletting storm drains shall be a minimum 24" RCP (1350 D). 1 IX. Access A. Access to any type of detention basin area shall be provided by a roadway capable of handling two way traffic (from a public 1 street or public access to the parcel upon which the basin is constructed). II B. Access shall be maintained under all weather conditions. II 1 Detention Basin Design Criteria For San Bernardino County 1 --� Page 11 1 C. A 15 -foot wide roadway shall be provided along the top of embankment, across the spillway and around the basin. The intent of this criteria is to have continuous access around, ig and to, the basin for maintenance purposes. Under certain circumstances where it can be shown the recommended top width is not necessary for structural safety and maintenance, the I/ criteria may be modified. Approval will be required by both the Land Management Department and the Flood Control District. 1. If access across the spillway is not provided minimum 11 40' X 60' turn arounds shall be provided on both sides of the spillway. I/ 2. If there exists adequate access for maintenance, this requirement may be amended for local, temporary or joint use basins. D. Access ramps shall be provided to the basin floor. 1. Minimum of one - 15 foot wide ramp for local basins. 2. Minimum of two - 15 foot wide ramps for regional basins. E. The maximum roadway or access ramp slope shall be 10 %. F. The minimum access and roadway inside turning radius shall be 35 feet. X. Fencing A. All basins shall be fenced with 6 -foot chain link fencing per Cal Trans standards or other approved barrier unless otherwise approved by the Land Management Department and the Flood Control District. Joint use basin fencing will be site specific and must meet the needs of all agencies utilizing the basin. B. All regional basin chain link fencing shall have a 1 foot wide painted horizontal orange stripe at the mid height of the fence. C. Access to the basins shall be gated and locked. XI. Rights -of -Way A. Sufficient rights -of -way shall be provided for the construction and economical maintenance of the basin(s), (including all fill and cut slopes) and shall include sufficient area to provide for an access road from a dedicated public street to the basin. 1 Y A LONG —TERM EROSION RATES o 1 1 1 1 1 1 I I I I I T T - I I ! I 1 1 1 0 I _ cti O — o �+ — " O — w ,► _ _ •r1 _ CJ ■ _ L I � U ID - - 41 w d0 /• 0 1 i _ - a 1 / -" J 1 /� .- / r u') W 4.1 ¢ . Q 1 / _ — / 1n b U / c N ■ W Q CU — / W / _ C7 i-1 Q Z (b i ..,.. 7 — .:, -, / o QJ / .. I 00 1 i ... / • / 1 r I / • — • II i cd 0 r H W 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 j o 0 0 0 O 0 0 0 0 0 if c HV3A Had 311W 3dVf1O: dad SOHVA 319n3 NI 0131A SIdg30 Detention Basin Design Criteria For San Bernardino County Page 13. I B. Regional basins shall be dedicated to the District in fee title. C. Local basins shall be covered by an adequate San Bernardino County Drainage Easement. 1 XII. References to be Used in Design. r "A New Method of Estimating Debris - Storage Requirements for Debris Basins," Tatum, U.S. Army Engineer District, Los Angeles, • CA, 1963 "Design of Small Dams ", U.S. Bureau of Reclamation, 1977 1/ "Handbook of Hydraulics ", King and Brater, McGraw Hill Book Company, 1954 "Los Angeles County Flood Control Manual - Debris Dams and Basin ", Los Angeles County Flood Control District "Open- Channel Hydraulics ", Ven Te Chow, Ph.d., 1959 1 "San Bernardino County Hydrology Manual ", San Bernardino County, May 1983 "San Bernardino County Standards and Specification ", San Bernardino County Department of Transmportation /Flood Control /Airports 1/ • 1 1 1 r 1 1 . STATE, OF CALIFORNIA i THE RESOURCES AGENCY _ DEPARTMENT OF WATER RESOURCES DIVISION 3 OF WATER CODE 35 - d 10 KS SECTION I 6003 / . SGs,v - �C� 3 0 ?> • 1 /. ° s /, ae/ 8 /, 0 25 -Z 1- i 0 SECTION 6002 (a) C' ° a) - E / / i 20 _ H I U d. , x � D s SECTION 15 - �v� 6002 (b) / I 4' 10 - -ds' ii II G0? ds,6. .e'' C , 2 - I 1 7 .(/////77/ s 1 j 1 I SECTION 6003 ' 1 i CAPACITY (10 m t 10 120 30 40 50 60 70 1 1 1 I r 0 10 20 30 40 50 60 I ■ CAPACITY (Ac Ft) Figure 2 1 k,JTEROFFICE MEN.. -0 1853 DATE Septe e 4 1987 PHONE 2515 \` %11111 / //v FROM ROBERT W. CORCHERO, Chief ...0.-- • 1 Water Resources Division � � / \ TO CHARLES L. LAIRD, Acting Director County of San Bernardino Transportation /Flood Control File: 1(FC) -53 1 . li SUBJECT SAN BERNARDINO COUNTY DETENTION BASIN DESIGN CRITERIA II 11 As requested the subject criteria was reviewed with respect to the determination of pre - development peak flow rates. According to the existing criteria the County can be 85% confident that the calculated peak flow rate will equal or exceed the peak flow rate I at a given concentration point if adequate streamflow data was available. Therefore, the County can only be about 15% confident - detention basin outflow will not adversely affect downstream 1 properties (not considering erosion). The County should be at least 50% confident a detention basin I outflow will not adversely impact properties downstream of the basin. Based on the calibration study of the county's hydrology method the input parameters (procedures) described in the Manual II should be modified as follows: a) 10 year peak flow rates should be calculated using 5 -year rainfall, 11 b) 25 -year peak flow rates should be calculated using 10 -year rainfall, and II c) 100 -year peak flow rates should be calculated using 25 -year rainfall and AMC II. it If these design parameters are used for determining the pre - development peak flow rates, the basin outflow metered to 90% of lia these calculated pre - development pgak flow rates and the post - development peak flow rates to the basin calculated in accordance with County Hydrology Manual, the County will be over 50% confident the resulting basin design will not adversely affect adjacent or II downstream properties (not considering erosion). The desired confidence level for detention basin outflow is a I/ policy decision. Once the desired confidence level is determined the required input rainfall amounts can be developed to calculate the peak flow rate at the corresponding confidence level. I have discussed this policy issue_y John Pederson of the U.S. Army II Corps of Engineers, Ron Moore of the Soil Conservation Service and Al Nessinger of Orange County. Al Nessinger pointed out by using basin inflow hydrographs based on a 85% confidence level 1 1 12.13157.000 R.v. 9185 . I Memo to Charles Laird September 4, l9.. . Page 2 11, • I/ and by creating adequate storage to reduce the peak flow rate from the basin to 90% of pre - development condition based on a 50% confidence level, the resulting confidence level that downstream 11 conditions have not changed will be greater than 50 %. Also, the rainfall pattern used in the hydrograph method was chosen to be the most severe test on basin design. When these facts are combined with criteria of using multi -day storms, the resulting basin design should be adequate to ensure downstream properties will not be subject to increased peak flow rates. Ron Moore felt the revised criteria better fit the actual pre - development conditions in the field. John Pederson and Al Nessigner both felt the criteria should.be tested against actual occurrences in gaged watershed. Attached is page 2 of the design criteria with the proposed changes shown in bold type. Should you have any questions, please call. 1 RWC:mjs Attachment • cc: Ken Miller 11 1 1 1 • 1 1 11 Basin Desir^t Criteria for San Bernardino County � ://(Cetention Page 2 II. Basin C and Outlet Drain 1/ A. When a basin (regional, local, temporary or joint use) is to be used to mitigate downstream impacts due to increased flows generated by a development, the basin capacity and outlet size shall..be such that the post- devela��t peak flaw rate generated by the site shall be less than or equal to 90% of the pre- develoment peak flaw rate fran the site for all frequency storms up to and including 100 -year (i.e.) the peak 2 year post - development flaw rate is equal to or less than 90% of the peak 2 year pre - development flow rate from a site and etc. for all frequency storm events through 100 year) . 1. Only 2, 10, 25 and 100 -year storms need to be analyzed. 2. Post - development peak flow rates shall be calculated in accordance with the "San Bernardino County Hydrology Manual ". 3. Pre - development peak flow rates shall be calculated - in accordance with the "San Bernardino County Hydrology Manual" with the following exceptions. 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'. r . . .... n •• .., .... .... .., - .. _ _ .. r 1 Interim Master Plan Detention Basins 1 ________ _______ ____ ______________ ��*********************************************************************** tt FLOOD ROUTING ANALYSIS Y USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) UNIT-HYDROGRAPH GENERATOR VERSION Copyright 1983,1986 Advanced Engineering Software (aes) I Ver. 2.7C Release Date: 6/07/87 Serial # I00948 11 Especially prepared for: BSI CONSULTANTS, INC. . ************************** DESCRIPTION OF STUDY ************************** It CITY OF RANCHO CUCAMONGA * WATERSHED AREA XIV-a • * 1 MASTER PLAN BASIN # 1 � INTERIM M p, * .**********^*************************************************************** FILE NkME: A:BASIN1.DAT • TIME/DATE OF STUDY: 11:31 9/20/1988 ' *************************************************************************** L FLQW PR8CESS FROM NODE 1.00 TO NODE 25.00 IS CODE = t >>>>YUNIT-HYDROGRAPH ANALYSIS<<<<< ==== = === (UNIT-HYDROGRAPH ADDED TO STREAM #1) II *USER ENTERED "LAG" TIME = .230 HOURS ` UNIT HY[ROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.232 �� - WATERSHED AREA = 3:81.000 ACRES BASEFLOW = 10.000 CFS/SQUARE-MILE I VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .520 LOW LOSS FRACTION = .420 I *HYD<OGRAPH MODEL #1 SPECIFIED* .` • SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .59 I SPECIFIED PEAK 30-MJNUTES RAINFALL(INCH) = 1.22 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.64 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.05 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.57 J SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.00 PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .983 u� 30-MINUTE FACTOR = .983 1-HOUR FACTOR = .983 I 3-HOUR FACTOR = .997 6-HOUR FACTOR = .999 24-HOUR FACTOR = .999 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 . MODEL TIMEM FOR END OF RESULTS = 21.00 - . . ` UNIT HYDROGRAPH DETERMINATION Y INTERVAL NUMBER "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.466 113.622 I 2 16.085 627.546 3 41.397 1166.276 4 69.908 1313.729 ' 5 86.829 779.669 /� 6 94.520 354.365 7 97.754 149.028 II 8 98.689 43.066 9 99.338 29.897 10 99.735 18.312 11 99.934 9.156 il 17 100.000 3.052 I TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 138.5085 , TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 222.6243 il II ^ II . II it 1/ II r ' -- 11 li ======================== === =============================_================== II Y 2 4-HOUR STORM HYD RUNOFF ROGRAPH 11 __ --__ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) (HRS) VOLUME(AF) Q(CFS) 0. ITIME 250. 0 500.0 750.0 1000.0 .L. _ r 10.083 66.1264 97.28 . Q .V . . . II 10.167 66.7996 97.74 . Q . V . . ~ 10.250 67.4758 98.20 . Q . V . . ~ 10.333 68.1554 98.67 . Q . V . . . 10.417 68.8382 99.14 . 0 . V . . . 10.500 69.5244 99.63 . Q . V . . . 10.583 70.2139 100.13 . 0 . V . . . 10.667 70.9070 100.64 . 0 . V . . . II 10.750 71.6036 101.15 . Q . V . . . 10.833 72.3039 101.68 . 0 . V . . ~ 10.917 73.0079 102.22 . 0 . V . . . I 11.000 73.7157 102.77 . 0 . V . . . 11.083 74.4273 103.33 . Q . V . 11.167 75.1429 103.91 . Q . V . . . 11.250 75.8625 104.49 . 0 . V . . . 11 11.333 76.5863 105.10 . 0 . V . . . 11.417 77.3143 105.70 . Q . V . . . 11.500 78.0467 106.34 . Q . V . . . 11 11.583 78.7834 106.98 . Q . V . . . �� 11.667 79.5248 107.64 �. Q . V . . . �= 11.750 80.2707 108.31 . 0 . V . . . 11.833 81.0215 109.01 . 0 . V . . . 11.917 I 12.000 109.72 . Q . V . . . I 12.000 82.5379 110.46 . 0 . V . ~ . il 12.083 83.3023 111.00 . 0 . V . . . 12.'167 84.0643 110.65 . 0 . V . . . 12.250 84.8175 109.35 . 0 . V . . . 12.333 85.5601 107.84 . 0 . V . . . � 11 12.417 86.2991 107.30 0 . . . V . . . 'N� . 12.500 87.0399 107.57 . Q . V . . . �� 12.583 87.7853 108.23 . 0 . V . . . It 12.667 88.5368 109.12 . 0 . V . . . 2.750 1 89.2947 110.05 . Q . V . . . 12.873 90.0596 111.05 . Q . V . , . 12.917 90.8316 112.09 . 0 . V . . . I 13.000 91 .6112 113.20 . Q . V . 13.083 92.3986 114.33 . 0 . V . . . 13.167 93.1942 115.52 . Q . V . . . 13.250 93.9982 116.74 . 0 . V . . . . U�� 13.333 94.8111 118.03 . 0 . V . . �� 13.417 95.6330 119.35 . 0 . V ~ . . 13.500 96.4646 120.75 . 0 . V . . . J 13.583 97.3061 122.18 . Q . V . 13.667 98. 1580 123.70 . Q . V . . , 13.750 99.0207 125.26 . 0 . V . . . I 13.833 99.8949 126.93 . 0 . V . . . 13.917 100.7809 128.65 . Q . V . 14.000 101.6796 130.49 . Q . V . . . 14.083 102.5910 132.35 . 0 . V • . . �� 4'�67 1 03'5151 134'17 . Q . V . . . �� "4.5� 1.4 q5 135.88 . Q . V . . . ,' �-` i^t- �o97 1 -°4 n _ y _ _ J4.41/ 1 [ ?b. 6:;_ :_ 1 _ cf : . l:! . . 14.52: 108. 7406 144.97 . 0 . v. . 14.667 109.7594 594 147.9":' 0 V V. . 14.750 110. 7998 151.06 . 0 . v. il . . 14.873 1 1 1.46•_ 9 154.51 0 . V 14 112.5574 158.19 0 V 15.000 113. 6710 162.28 . 0 . V . II 15.087 114.8190 166.68 . 0 . V . - . 15.167 116.0010 171.63 0 V 15.^50 117.2203 177.04 . 0 . . .V . 15.333 118.4822 183.22 0 .V . . 15.417 119.7822 188.77 0 .V 15.540:1 121.0868 189. 43 . 0 . .V . 15.583 122.3607 184.97 . 0 . .V . . II 15.667 123.6064 180.88 . 0 . V . 15.750 124.8829 185.34 0 . V 15.837 126.2472 198.10 . 0 . . V . 11 15.917 127.7655 220.45 . 0 . . V . 16.000 129.6203 269.31 V 16.083 132.4080 404.79 . 0 . V il 16.167 137.3290 714.52 . V 0 . . 16.250 ! 144. 0459 975.30 V 0. 16.373 150. 8244 984.23 . V . 0. 16.417 155.4324 669.08 . OV 1/ 16.500 158.3058 417.22 . 0 . V . . 16.583 160.2961 289.00 . .0 . V . 16.667 161.8477 225.28 . 0. V. 11 16.750 167.2695 206.45 . 0! L•? . . V. 16.8 164.5729 189.26 V. 16.917 165.7734 174.31 . 0 . V. . 17.000 166.8898 162. 10 . 0 . V . 17.083 167.9444 153.12 G! . V . 17.167 168.9561 146.90 . 0 . . V . 17 .250 169. 9324 141.76 . 0 . V 11 17.333 170.8782 137.32 . 0 . . V . 17.417 171.7958 133.25 . 0 . . V . 17.500 172. 6876 129.49 . 0 . . .V . II 17..58 ' 173.5557 126.04 0 . .V . 17.667 174.4019 122.88 0 .V 17.750 175. 228.3 119.98 . 0 . . .V . ill 17.837 176. 0363 117.32 . 0 . . .V . 17.917 176.8273 114.86 . 0 . . .V . 18.000 177. 6026 112.57 0 .V . 18.083 178.3646 110.64 . 0 . . . V . II 18.167 179.1206 109.78 . 0 . . . V 18.250 179.8783 110.02 '. 0 . . . V 18.373 180.6404 110.65 . 0 . . . V . 18.417 181.4010 110.44 . 0 . . V . 18.500 182. 1556 109.57 0 . V 18.583 182.902: 108.41 . 0 . . . V . 18.667 183.6400 107.13 . 0 . . . V . 18.750 184. 3693 1n5.90 . . . . 0 V . 18.833 1.85. 0904 104.70 0 V 18.917 185. 8035 107.54 . 0 . . V . 11 19.000 186.5089 102.42 . 0 . . • V w 19.087 187.2069 1x:11. - 5 0 V 19.167 187.8978 100.31 . 0 . . V . 1/ 1. . 9.:'50 188. 5818 99.72 . 0 . . V 19.7 1.29.:59: 98.37 0 . V . 19.d17 189. 9304 97.45 . 0 „ . . V . - 19.500 1.90.5955 96.57 . 0 . V C:,. _ 1 54 r; « : '5.:'1 . t.. . . . c , ••z :1 {. r_', . r. 1 r 5! :! 9: :. 5562 9 4.09 V ' 1"'.91/ 193 83�� 9 -2.57 Q ^ ^ . ' . . 20.000 194,4690 91.85 . Q . ' . . v ' II 20.083 195.0967 91.15 . Q . . . V ^ 20.167 195.7198 90.47 . Q . . . V . 20.250 196.3383 89.81 . 0 . . . V ^ �� 20.333 196.9524 89.17 . 0 . . . V ^ - � 20.417 197.5622 88.54 . 0 . . . V . 20.500 198.1678 87.94 . 0 . . . V . . II 20.583 198.7694 87.35 . Q . V . . 20.667 199.3670 86.77 . 0 . . . V . 20.750 199.9607 86.21 . 0 . . . V . 11 20.877 200.5507 85.67 . 0 . . . V . 20:917 201.1370 85.13 . Q . • . . V . 21.000 2O1 7198 84 61 0 ^ ^ ~ . . . . V . ' ENDOF FLOOD ROUTING ANALYSIS 1/ 1/ ' II , � � �� U� _ - '�� ii It ii II I/ _ ,_ IN II STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA I CITY OF RANCHO CUCAMONGA DATE: 20-Sep-88 WATERSHED AREA XIV-a INTERIM MASTER PLAN BASIN # 1 11 907. OF 25 YEAR RUNOFF(025) = 705 cfs X .90 = 635 cfs . AREA 0100 VOLUME OF ^ 0100 BYPASSING BASIN I TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 635 CFS N (AF) � ----- ,- 10.083 97.28 97.28 0.00 10.167 97.74 97.74 0.00 10.250 98.20 98.20 0.00 II 10.333 98.67 98.67 0.00 10.417 99.14 99.14 0.00 10.500 99.63 99.63 0.00 I 10.583 100.13 100.13 0.00 ^ 10.667 100.64 100.64 0.00 10.750 101.15 101.15 0.00 10.833 101.68 101.68 0.00 I 10.917 102.22 102.22 0.00 11.000 102.77 102.77 0.00 11.083 103.33 103.33 0.00 �� 11.167 103.91 103.91 0.00 11.250 104.49 104.49 0.00 ^ 11.333 105.10 105.10 0.00 II 11.417 105.70 105.70 0.00 11.500 106.34 106.34 0.00 11.583 106.98 106.98 0.00 ' 11.667 107.64 107.64 0.00 11 11.750 108.31 108.31 0.00 11.833 109.01 109.01 0.00 11.917 109.72 109.72 0.00 II 12.000 110.46 110.46 0.00 12.083 111.00 111.00 0.00 12.167 110.65 110.65 0.00 I 12.250 109.35 109.35 0.00 12.333 107.84 107.84 0.00 12.417 107.30 107.30 0.00 12.500 ' 107.57 107.57 0.00 �� 12.583 109.23 108.23 0.00 12.667 109.12 109.12 0.00 I 12.8 12.750 110.05 . 110.05 . 0.00 . 33 111 05 111 O5 0 00 12.917 112.09 112.09 0.00 13.000 113.20 113.20 0.00 I 13.083 114.33 114.33 0.00 13.167 115.52 115.52 0.00 13.250 116.74 116.74 0.00 13.333 118.03 118.03 0.00 J 13.417 119.35 119.35 0.00 13.500 120.75 120.75 0.00 I/ 13 .583 122.18 122.18 0'00 / II STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA II CITY OF RANCHO CUCAMONGA DATE: 20-Sep-88 WATERSHED AREA XIV-a INTERIM MASTER PLAN BASIN # 1 90% OF 25 YEAR RUNOFF(025) = 705 cfs X .90 = 635 cfs I . AREA 0100 VOLUME OF 0100 BYPASSING BASIN V TIME (HRS) TO BASIN BASIN (CFS) ABOVE FLOW TIME (HRS) (CFS) OF 635 CFS (AF) I 13.667 123.70 123.70 0.00 13.750 125.26 125.26 0.00 13.833 126.93 126.93 0.00 �� 13.917 128.65 128.65 0.00 �� 14.000 130.49 130.49 0.00 14.083 132.35 132.35 0.00 14.167 134.17 134.17 0.00 14.250 135.88 135.88 0.00 �� 1 14.333 137.71 137.71 0.00 14.417 139.82 139.82 0.00 I 14.500 142.30 142.30 0.00 14.583 144.97 144.97 0.00 14.667 147.93 147.93 0.00 14.750 151.06 151.06 0.00 �� 14.833 154.51 154.51 0.00 ' 14.917 158.19 158.19 0.00 15.000 162.28 162.28 0.00 15.083 166.6B 166.68 0.00 v� 15.167 171.63 171.63 0.00 ' �� 15.250 177.04 177.04 0.00 �� 15.333 183.22 183.22 0.00 15.417 188.77 188.77 0.00 15.500 189.43 189.43 0.00 15.583 184.97 184.97 0.00 m� 15'667 180.88 180.88 0.00 15.750 185.34 185.34 0.00 15.833 198.10 198.10 0.00 I 15.917 220.45 220.45 0.00 16.000 269.31 269.31 0.00 16.083 404.79 404.79 0.00 I 16.167 714.52 635.00 0.55 16.250 975.30 635.00 2.89 16.333 984.23 635.00 5.30 16.417 669.08 635.00 5.53 11 16.500 417.22 417.22 5.53 16.583 289.00 289.00 5.53 16.667 225.28 225.28 5 II 16.750 206.45 206.45 5.53 16.833 189.26 189.26 5.53 16.917 174.31 174.31 5.53 N� 17.000 162.10 162.10 5.53 U� �- 17.083 153.12 153.12 5.53 17.167 146.90 146.90 5.53 I/ II il STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 20-Sep-88 I WATERSHED AREA XIV-a INTERIM MASTER PLAN BASIN # 1 I I 90% DF 25 YEAR RUNOFF(Q25) = 705 cfs X .90 = 635 cfs . AREA Q100 VOLUME OF Q100 BYPASSING BASIN V TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 635 CFS (AF) N� � 17 250 141 76 141 76 5 53 �� . . . . 17.333 137.32 137.32 5.53 17.417 133.25 133.25 5.53 �� 17.500 129.49 129.49 5 m� 17.583 126.04 126.04 5 17.667 122.88 122.88 5.53 17.750 119.98 119.98 5.53 I 17.833 117.32 117.32 5.53 17.917 114.86 114.86 5.53 18.000 112.57 112.57 5.53 if 18.083 110.64 110.64 5.53 18.167 109.78 109.78 5 18.250 110.02 110.02 5 IF 18.333 110.65 110.65 5.53 18.417 110.44 110.44 5.53 ^ 18.5()0 109.57 109.57 5.53 18.583 108.41 108.41 5.53 II 18.667 107.13 5.53 18.750 105.90 105.90 5.53 11 ' 18.833 18.917 104.70 103.54 104.70 103.54 5.53 5.53 19.000 102.42 102.42 5 19.083 101.35 101.35 5.53 '�� 19.167 100.31 100.31 5.53 V� 19.250 99.32 99.32 5.53 19.333 98.37 98.37 5 19.417 97.45 97.45 5.53 II 19.500 96.57 96.57 5.53 19.583 95.71 95.71 5.53 19.667 94.89 94.89 5.53 I 19.750 94.09 94.09 5.53 19.833 93.32 93.32 5.53 19.917 92.57 92.57 5.53 �� 20.000 91.85 91.85 5.53 �� 20.083 91.15 91.15 5,53 20.167 90.47 90.47 5.53 20.250 89.81 89.81 5.53 II 20.333 89.17 89.17 5.53 20.417 95.54 88.54 5.53 20.500 87.94 87.94 5 II 20.583 87.35 87.35 5 53 20.667 86.77 86.77 5 20 86.21 86.21 5 1/ STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA I CITY OF RANCHO CUCMONGA DTE: 20-Sep-88 WATERSHED AREA XIV-a INTERIM MASTER PLAN BASIN # 1 ' ' 90% OF 25 YEAR RUNOFF(025) = 705 cfs X .90 = 635 cfs - AREA 0100 VOLUME OF 0100 BYPASSING BASIN TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 635 CFS (AF) J ------ 20.833 85.67 85.67 5 .53 20.917 85.13 85.13 5.53 21.000 84.61 84.61 5.53 ` . . .�� ' "- *********************************.****************************************** F L O O D R O U T I N A N A L Y S I S S USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) UNIT-HYDROBRAPH GENERATOR VERSION II Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # 100948 N� Especially prepared for: BSI CONSULTANTS, INC. 11 ************************** DESCRIPTION OF STUDY ************************** * CITY OF RANCHO CUCAMONGA * II WATERSHED AREA XIV-a * INTERIM MASTER PLAN BASIN # 2 * ************************************************************************** FILE NAME: A:BASIN2.DAT TIME/DATE OF STUDY: 11:34 9/20/1988 1 .*************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 75.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< �� (UNIT-HYDROGRAPH ADDED TO STREAM #1) *USER ENTERED "LAG" TIME = .300 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES . UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.778 • I/ WATERSHED AREA = 303.000 ACRES BASEFLOW =. 10.000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED I MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .520 LOW LOSS FRACTION = .410 *HYDROGRAPH MODEL #1 SPECIFIED* 1, SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.21 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.62 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.10 -- SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.55 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.70 I/ PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .986 30-MINUTE FACTOR = .986 1-HOUR FACTOR = .986 3-HOUR FACTOR = .998 6-HOUR FACTOR = .999 I 24-HOUR FACTOR = .999 �� RUNOFF HYDROGRAPH LISTING LIMITS: �� MODEL TIME<HOURS) FOFOR BEGINNING OF RESULTS = 10.00 ~~ MODEL TIME(HOURS) FOR END OF RESULTS = 21.00 I/ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH �� NUMBER MEAN VALUES ORDINATES(CFS) �� 1 1.701 62.320 I 2 9.283 277.836 3 25.290 586.563 4 46.957 793.965 5 68.983 807.118 II ' 6 83.469 530.82� 7 91.365 289.341 8 95.710 159.248 �� 9 97 845 78 234 �� . . 10 98.542 25.515 11 99.062 19.083 II 12 99.583 19.0B3 13 100.000 15.273 1 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 104.6182 ��- TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 175.0886 �� ~_ �N �� II I/ II . II II I/ I/ I/ II � � ___________ ______==== 24-HOUR STORM II RUNOFF HYDROGRAPH =_ _ _ _ _ = _ ______ _ __ II HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.175.0 350.0 525.0 700.0 10.083 50.7107 75.51 . 0 .V . . . 10.167 51.2333 75.87 . 0 .V . . . �� 10.250 51.7584 76.24 . 0 .V . . . �� =~ 10.333 52.2860 76.62 . 0 .V . . . 10.417 52.8163 77.00 . 0 . V . ` V . I 10.500 53.3493 77.39 . 0 . V . . . 10.583 53.8851 77.79 . 0 . V . . . 10.667 54.4236 78.19 . 0 . V . . . il 10.750 54.9650 78.61 . Q . V . . . 10.833 55.5093 79.03 . 0 . V . . . ^ 10.917 56.0566 79.46 . 0 . V . . . 11.000 56.6069 79.90 . 0 . V . . . I 11.083 57.1603 80.36 . 0 . V . . . 11.167 57.7169 80.81 . Q . V . . . 11.250 58.2767 81.29 . 0 . V . . . gp 11.333 58.8398 81.77 . 0 . V . . . 11.417 59.4063 82.26 . 0 . V . . . __ 11.500 59.9763 82.76 . 0 . V . . . II 11.583 60.5499 83.28 . 0 . V . . . ^ ^ ^ . ^ 11 667 61 1271 83 81 0 V . ^ ^ 11.750 61.7080 84.35 . 0 . V . . . 11.833 62.2928 84.91 . 0 . V . . . II 11.917 62.8815 85.48 . 0 . V . . . 12.000 63.4742 86.06 . 0 . V . . . 12.083 64.0700 86.52 . 0 . V . . . 11 12.167 64.6657 86.49 . 0 . V . . . 12.250 65.2565 85.78 . 0 . V . . . 12.333 65.8391 84.60 . 0 . V . . . II 12.417 66.4137 83.42 . 0 . V . . . 12.500 66.9847 82.91 . 0 . V . . . 12.583 67.5562 82.98 . 0 . V . . . 12.667 68.1304 83.38 . 0 . V . . . ' il 12.750 68.7089 84.00 . 0 . V . . . 12.833 69.2926 84.76 . 0 . V . . . 12.917 69.8819 85.57 . 0 . V . . . I 13.000 70.4770 86.40 . 0 . V . . . 13.083 71.0780 87.28 . 0 . V . . . 13.167 71.6856 88.22 . 0 . V . . . 13.250 72.3000 89.21 . 0 . V . . . ^ �� 13.333 72.9214 90.23 . 0 . V . . 0� 13.417 73.5502 91.29 . 0 . V . . . 13.500 74.1865 92.40 . 0 . V . . . I 13.583 74.8308 93.56 . Q . V 13.667 75.4834 94.76 . 0 . V . . . 13.750 76.1447 96.02 . 0 . V . . . II 17..8:7 76.8151 97.34 . Q . V . . . 13'917 77.4951 98.73 . 0 . V . . . 14'000 78.1850 100.18 . Q . V . . . 11 [4.083 78.8865 101.86 . 0 . V . . . l4.1,:,' 79'6036 104'12 . Q . V . ' . 14'250 80'3418 1�7'20 . 0 ' V . . . ^" �� c,i '^�� i^c. QA n o . . , . . . . . . • . . 14.5.1 82.7061 117.84 . 0 . V . I . 1 87.5769 120.64 0 . V. . 14.667 84.3858 123.25 0 V. 85.2525 125.85 . 0 . V. . II 14.833 86.1374 128.49 0 V. . 14.917 87.0420 131.34 0 V. 15.000 87.9677 134.41 . 0 . V . . II 15.083 88.9165 137.77 0 . V . 15.167 89.8902 141.38 0 . V 15.250 90.8916 145.40 0 . V . 15.373 91.9236 149.85 . 0 . .v . II 15.417 92.9842 154.00 . 0 . .V . 15.500 94.0569 155.75 . 0 . .V . 15.583 95.1181 154.09 . 0 . .V II 15.667 96.1558 150.67 . 0 . .V . 15.750 97.1808 148.83 . 0 . . V . 15.833 98.2359 153.20 . 0 . . V . 15.917 99.3790 165.97 . Q. . V 1 100.7076 192.92 . . 0 . V . 16.083 102.5409 266.20 0 . V . 16.167 105.3924 414.03 . . OV . . 16.25t:i 109.4321 586.57 . . V 0 16.337 114.1.074 678.85 V 0 16.417 118.5703 648.01 . . . V . 0 . 11 16.500 121.8859 481.43 . . . 0 . 16.583 124.2177 338.57 0. V 16.667 125.9833 256.37 . . 0 . V . . 16.750 127.3992 205.58 . .0 . V. . I 16.833 128.5850 172.18 0. V. . 16.917 129.6921 160.75 . 0. . V. . 17.000 130.7440 152.74 . 0 . V. . 11 17.08.3 131.7289 143.01 . 0 V . 17.167 132.6179 129.08 0 V . 17.250 133.4600 122.27 . 0 . . V . 17.333 134.2585 115.94 . 0? . V 17.417 135.0172 110.17 0 V 17.500 135.7424 105.30 . 0 . . .V . 17.583 136.4407 101.39 . 0 . . .V . II 17.667 177.1163 98.10 . 0 . . .V . 17.750 137. 7725 95.28 0 . .V . 17.833 138.4117 92.81 . 0 . . .V . 17.917 139. t:r353 90.55 C) . .V 18.000 1.39. 6446 88.47 0 .V - 18.083 140. 2416 86.69 0 . . V . II 18.167 140.8310 85.58 . 0 . . . V . 18.250 141.4185 85.31 0 . V 18.333 142. 0082 85.63 . 0 . . . V . 18.417 142.6011 86.08 . 0 . . V 18.500 147.1933 85.99 . 0 . . . V . 18.583 143.7816 85.42 0 V 18.667 144. 3644 84.62 . 0 . . . V . Al 18.750 144.9408 83.70 Q . V . II 18.833 145.5104 82.70 0 . V 18.917 146.0733 81.74 . 0 . V . II 19.000 1.46. 6300 80.87 . 0 . V V 19.083 147.1806 79.95 0 19.167 1.47.7252 79.07 . 0 . V 19.250 148.2640 78.23 0 . V il IP 19.733 148.7972 77.42 . 0 . . V . 19.417 149.7251 76.65 0 V 19.500 14 .8479 - 75.90 . 0 . 75.90 V 1 19.58- 150.7656 7 8 �. . -•r 0 . V . 19 . 91).8/ yC' 49� 0 . V 1 "' . ? .J o �.: 1. .. .',871 7 ? 0 . , V t ' • • � • ` z�.�z/ 1: /.2.b5 . u . ' . V . �� 20.000 152.8861 71.94 ' Q . . . V �� . 20.083 153'3776 71.36 . Q . . . v . 20.167 153.8651 70.79 . Q . . . v . il 20.25O 154.3488 70.24 . Q . . . V . 20.333 154.8289 69.70 . Q . . . V . 20.417 155.3054 69.18 . Q . . . V . II 20.500 155.7784 68.68 . 0 . . . V '. 20.583 156.2480 68.19 . 0 . . . V . 20.667 156.7143 67.71 . 0 . . . V . 11 20.750 157.1775 67.25 . 0 . . . V . 20.:877 157.6375 66.80 . 0 . . . V . 20.917 158.0945 66.36 . 0 . . . V . I 21.000 158.5485 65.93 . 0 . . . V . I = END OF FLOOD ROUTING ANALYSIS II I/ II II I 1 ^ II . �� ' 0� ^� II II 1/ I/ 1/ II II - STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA 1 I CITY OF RANCHO CUCAM8NGA DATE: 20-Sep-88 WATERSHED AREA XIV INTERIM MASTER PLAN BASIN # 2 90% OF 25 YEAR RUNOFF(025) = 439 cfs X .90 = 395 cfs I/ ` AREA 0100 VOLUME OF I Q100 BYPSSING BASIN TO BSIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 395 CFS I (AF) ---- - 10.083 75.51 75.51 0.00 10.167 75.87 75.87 0.00 10.250 76.24 76.24 0.00 �� 10.333 76.62 76.62 0.00 10.417 77.00 77.00 0.00 10.500 77.39 77.39 0.00 10.583 77.79 77.79 0.00 �� 10.667 78.19 78.19 0.00 10.750 78.61 78.61 0.00 �� 10.833 79.03 79.03 0.00 U� ~~ 10.917 79.46 79.46 0.00 11.000 79.90 79.90 0.00 11.083 80.36 80.36 0.00 I 11.167 B0.81 80.81 0.00 11.250 81.29 81.29 0.00 ` 11.333 81.77 81~77 0.00 11.417 82.26 82.26 0.00 -- 11.500 82.76 82.76 0.00 . 11.583 83.28 83.28 0.00 �� 11.667 83.81 83.81 0.00 �� °- 11.750 84.35 84.35 0.00 11.833 84.91 84.91 0.00 11.917 85.48 85.48 0.00 I 12.0()0 86.06 86.06 0.0O 12.083 86.52 86.52 0.00 12.167 86.49 86.49 0.00 12.250 85.78 85.7B 0.00 �� 12.333 84.60 84.60 0.00 12.417 83.42 83.42 0.00 II 12.500 82.91 82.91 0.00 12.583 82.98 82.98 0.00 12.667 83.38 83.38 0.00 I 12.750 84.00 84.00 0.00 12.833 84.76 84.76 0.00 12.917 85.57 85.57 0.00 I 13'000 86.40 86.40 0.00 13.083 87.28 87.28 0.00 13.167 88.22 88.22 0.00 13.250 89.21 89.21 0.00 111 13.333 90.23 90.23 0.00 13.417 91.29 91.29 0.00 13.500 92.40 92.40 0.00 13.583 93'56 93'56 0.00 I/ il II STREAMFLOW ROUTING. SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 20-Sep-88 I WATERSHED AREA XIV-a INTERIM MASTER PLAN BASIN # 2 II 90% OF 25 YEAR RUNOFF(Q25) = 439 cfs X .90 = 395 cfs . AREA 0100 VOLUME OF 0100 BYPASSING BASIN I lIME (HRS) TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 395 CFS (AF) II 13 667 94 76 94 76 0 00 . ~ . . 13.750 96.02 96.02 0.00 13.833 97.34 97.34 0.00 I 13.917 98.73 98.73 0.00 14.000 100.18 100.18 0.00 14.083 101.86 101.86 0.00 14.167 104.12 104.12 0.00 I 14.250 107.20 107.20 0.00 14.333 110.84 110.84 0.00 14.417 114.62 114.62 0.00 14.500 117.84 117.84 0.00 - 14.583 120.64 120.64 0.00 14.667 123.25 123.25 0.00 I 14.750 14.833 125.85 125.85 0.00 128.49 128.49 0.00 ' 14.917 131.34 131.34 0.00 15.000 134.41 134.41 0.00 II 15.083 137.77 137.77 {).00 . 15.167 141.38 141.38 0.00 15.250 145.40 145.40 0.00 15.333 149.85 149.85 0.00 �� 15.417 154.00 154.00 0.00 15.500 155.75 155.75 0.00 15.583 154.09 154.09 0.00 �� 15.667 150.67 150.67 0.00 15.750 148.83 148.83 0.00 15.833 153.20 153.20 0.00 I 15.917 165.97 165.97 0.00 16.000 192.92 192.92 0.00 16.083 266.20 266.20 0.00 I 16.167 414.03 395.00 0.13 16.250 586.57 395.00 1.45 16.333 678.85 395.00 3.41 �� 16.417 648.01 395.00 5.15 N� =� 16.500 481.43 395.00 5.74 16.583 338.57 338.57 5.74 16.667 256.37 256.37 5.74 �� 16.750 205.58 205.58 5.74 16.833 172.18 172.18 5.74 16.917 160.75 160.75 5.74 17.000 152.74 152.74 5.74 V� 17.083 143.01 143.01 5.74 17.167 129.08 129.08 5.74 II II II STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 20-Sep-88 WATERSHED AREA XIV-a �� INTERIM MASTER PLAN BASIN # 2 90% OF 25 YEAR RUNOFF(025) = 439 cfs X .90 = 395 cfs I . AREA 0100 VOLUME OF 0100 BYPASSING BASIN TO BASIN BASIN ABOVE FLOW NI TIME (FIRS) (CFS) (CFS) OF 3g� FS (AF) II 17 250 122 27 122 27 5 17.250 5.74 . . ~ 17.333 115.94 115.94 5.74 17.417 110.17 110.17 5.74 1 17.500 105.30 105.30 5.74 �� - 17.583 101.39 101.39 5.74 17.667 98.10 98.10 5.74 17.750 95.28 95.28 5.74 II 17.833 92.81 92.81 5.74 17.917 90.55 90.55 5.74 18.000 88.47 88.47 5.74 I 18.083 86.69 86.69 5.74 18.167 85.58 85.58 5.74 18.250 85.31 85.31 5.74 18.333 85.63 85.63 5.74 m� 18.417 86.08 86.08 5.74 ' 18.500 85.99 85.99 5.74 18.583 85.42 85.42 5.74 II 18.667 84.62 84.62 5.74 18.750 83.70 83.70 5.74 . 18.833 82.70 82.70 5.74 I 18.917 81.74 81.74 5.74 19.000 80.83 80.83 5.74 19.083 79.95 79.95 5.74 19.167 79.07 79.07 5.74 �� 19.250 78.23 78.23 5.74 19.333 77.42 77.42 5.74 19.417 76.65 76.65 5.74 II 19.500 75.90 75.90 5.74 19.583 75.18 75.18 5.74 19.667 19.750 74.49 74.49 5.74 I 73 82 73 82 5.74 . . 19.833 73.17 73.17 5.74 19.917 72.55 72.55 5.74 20.000 71.94 71.94 5.74 I 20.083 71.36 71.36 5.74 20.167 70.79 70.79 5.74 20.250 70.24 70.24 5.74 20.333 69.70 69.70 5.74 �� 20.417 69.18 69.18 5.74 20.500 20.58 68.68 68.68 5.74 II 68.19 68'19 5.74 2 6 6 7 71 67 71 5.74 . . 20.750 67.25 67.25 5.74 II STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 28-Sep-88 U� WATERSHED AREA XIV-a INTERIM MASTER PLAN BASIN # 2 . 90% OF 25 YEAR RUNOFF(025) = 439 cfs X .90 = 395 cfs AREA {]100 VOLUME OF 0100 BYPASSING BASIN N� TO BASIN BASIN ABOVE FLOW m� TIME (HRS) (CFS) (CFS) OF 395 CFS (AF) 20.833 66.80 66.80 5.74 20.917 66.36 66.36 5.74 21.000 65.93 65.93 5.74 I/ , -- � �� *************************************************************************** F L O O D R O U T I N G A N A L Y S I S USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) UNIT-HYDROGRAPH GENERATOR VERSION Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # 100948 Especially prepared for: U� BSI CONSULTANTS, INC. II ************************** DESCRIPTION OF STUDY ************************** * CITY OF RANCHO CUCAMONGA * I * WATERSHED AREA XIV-a * * INTERIM MASTER PLAN BASIN # 3 * ' ************************************************************************** II FILE NAME: A:BASIN3.DAT TIME/DATE OF STUDY: 11:38 9/20/1988 1**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 120.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< �� (UNIT-HYDROGRAPH ADDED TO STREAM #1) *USER ENTERED "LAG" TIME = .320 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 26.042 WATERSHED AREA = 476.000 ACRES BASEFLOW = 10.000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED U� �� MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .520 LOW LOSS FRACTION = .430 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.20 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.59 I SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.00 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.52 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.30 I PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .979 30-MINUTE FACTOR = .979 I 1-HOUR FACTOR = .979 3-HOUR FACTOR = .997 6-HOUR FACTOR = .998 24-HOUR FACTOR = '999 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 �� MODE i TIME(HOURS) FOR END OF RESULTS = 21.00 II UNYI WyDROGRAPH DETERMINATION I/ INTERVAL NUMBER "S" GRAPH MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) II 1 1.572 8.065 377.816 22.451 90.472 2 - 828.148 4 41.727 1109.646 II b 67.41 79.425 1249.420 6 920.668 7 88.790 579.136 9 II 8 94 .038 96.928 702.109 166.393 10 98.232 75.031 II 11 12 98.721 99.209 28.137 28.109 13 , 99.684 27.323 14 99.921 13.662 II 15 100.000 4.554 1 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 165.3974 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 258.1224 I 1 II il • 11 II II I/ I/ II 1 IF 24-HOUR STORM RUNOFF HYDROGRAPH I ______-=== _ _ = === il HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ' TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.{) 500.0 750.0 1000.0 . I 10. 083 72.4553 109.01 . Q .V . • . 10.167 73.2098 109.55 . Q .V . . . II 10.250 73.9682 110.11 . 0 .V . . . 10.333 74.7305 110.68 . 0 .V . . , 10.417 75.4967 111.26 . 0 .V . . . 11 10.500 76.2671 111.85 . 0 .V . . . 10.583 77.0416 112.46 . 0 .V . . . 10.667 77.8203 113.07 . 0 . V . . . 10.750 78.6034 113.70 . 0 . V . . . II 10.833 79.3909 114.34 . Q . V . . . 10.917 80.1829 115.00 . 0 . V . . . 11.000 80.9795 115.67 . 0 . V . . . 11 11.083 81.7809 116.36 . Q . V ° . . 11.167 82.5870 117.05 . 0 . V . . . 11.250 83.3981 117.77 . 0 . V . . . I 11.333 84.2142 118.50 . Q . V . . . 11.417 85.0355 119.25 . Q . V 11.500 85.8621 120.01 . 0 . V . . . 11.583 86.6941 120.81 . 0 . V . . . I 11.667 87.5316 121.61 . Q . V 11.750 B8 3748 122 44 0 V . . . . . ~ . . 11^833 89.2238 123.28 . 0 . V . . . II 11.917 90.0788 124.15 . 0 . V . . . 12.000 90.9400 125.04 . 0 . V . . '. 12.083 91.8074 125.95 . 0 . V . . . I 124167 92.6812 126.88 . 0 . V . . . 12.250 93.5615 127.82 . 0 . V . . . 12.333 94.4484 128.77 . 0 . V . . . 12.417 95.3421 129.76 . 0 . V . . . II 12.500 96.2428 130.78 . Q . V . . . 12.583 97.1509 131.86 . 0 . V . . . 12.667 98.0666 132.96 . 0 . V . . . il 12.750 98.9903 134.12 . 0 . V . . . 12.833 99.9221 135.31 . 0 . V . . . 12.917 100.8625 136.55 . 0 . V . . . I 13.000 101.8117 137.82 . ` 0 . V . . . 13.083 102.7700 139. 15 . Q . V 13.167 103.7377 140.51 . Q . V . . . 13.250 104.7152 141.94 . 0 . ' V . . . II 13.337 105.7029 143.40 . 0 . V . . . 13.417 106.7011 144.95 . 0 . V . . . 13.500 107.7103 146.53 . 0 . V . . . II 13.583 108.7309 148.20 . 0 . V . . . 13.667 109.7635 149.92 . 0 . V . . . 13.750 110.8085 151.74 . 0 . V . . . I 13.833 111.8665 153.62 . 0 . V . . . 13.917 112.9382 155.61 . Q . V 14.000 114.0241 157.67 . 0 . V . . . 14, 115.1252 159.87 . 0 . V . . . II 14'167 116.2420 162.17 ' Q . V . . . 1 4 ' 250 1 17 . 3759 164. 64 . 0 . V . . . 14.3_3 118.5276 167.22 . 0 . V . ~ . . . . . _ _ n s. . . 14.500 1.,'0.88 172.89 ., 0 . V . . II 14.583 12::. J 175.99 . 0 . V . . . 14.667 123.3356 179.25 0 V. . 14.75r1 124. 5944 182.78 0 . V. . . II 14.833 125.8789 1 0 . V. . 1 4.917 127. 1916 190.60 0 V. 15.000 128.5344 194.97 . 0 . V. . . I 15.083 129.9104 199.80 . 0 . V . . 15.167 1 31 . 3:24 205. 03 0 V 15.250 132. 7747 21u.87 0 . V . 15.333 134.2711 217.28 . 0 . V . 15.417 135. 809. 223.3 . 0 . .V . . 15:500 137.3 675 226.28 0. .V 15.583 138.9123 224.30 0 . .V . II 15.667 140.4272 219.96 0 . .V . 15.750 141.9169 216.30 0 , .V 15.833 143.4362 220.60 . 0 . . V . 15.917 145.0751 237.98 . 0. • V 11 16.000 146. 9759 276.00 . .0 . V . 16.083 149. 5992 380.90 . . 0 . V . 16.167 153.6142 582.97 . . . 0 . II 16.250 159. 4033 840.58 . . V 0 . 16.333 166.1544 960.25 . . V 0. 16.417 173.0320 998.64 . V 0. I 16.500 178.4673 789.20 . V : 0 16.583 182.3471 563.35 0 V 16.667 185.2200 417.13 . . 0 . V . . 16.750 187. 4991 330.94 . 0 V. . 11 16.8.3 189.3752 272.41 . 0 . V. . 16.917 191.0161 238.26 . 0. V. 17.000 192.5760 226.49 . 0. V. . II 17.083 194.0568 215.02 . . . V . 17.167 195.4257 198.76 0 V 17.250 196.7051 185.76 . 0 . . V II 1.733 197. 9207 176.52 0 . V 17.417 199.0947 170.45 . 0 . . V . 17.500 200.27:16 165.08 . 0 . .V . 17. ' 160.2 . 0 . .V . 1 17.667 202.4087 155.86 . 0 . . .V . 17.750 203.4548 151.91 0 . . .V . 17.833 204. 4 148.31 . 0 . . .V . • 17.917 205.4749 145.01 . 0 .V . 18.000 206. 4526 141.96 0 . .V 18.083 207.4109 139.15 . 0 . . . V 18.167 208.351.3 136.54 . 0 V . 18.250 209.2750 174.12 0 . . V 18.333 210.1832 131.87 . 0 . . . V . 18.417 211.0769 129.76 0 . . . V II 18.500 211.9568 127.76 . 0 . , V 18.583 212.8236 125.87 0 . V 18.667 213.6781 124.07 . 0 . V . II II 18.750 2' 14.5208 122.36 . 0 0 . . . V . 18.833 .8.8 21 .}522 120.73 V 18.917 216. 1730 119.17 . 0 . • . V • 19.000 216.9835 117.69 . 0 . . . V 1 19.o83 2 17.7843 116.28 . 0 . . . V . 19.167 218.5758 114.92 . 0 . . . V . J9.250 21.9. =584 113.63 . 0 . . V . II V.777 2 2 0. 1.324 112.36 . 0 V • 19.417 22f).8961 1 1 1.1 . . . V • 9.500 . V • II 14 !.. ..'..... 6 [ J c�. !- J I i "1 r "'% is' V • r - :. c, ., .8849 J t.".. : s 4 1 . .. . i • .�. , ` , . , y , 20.000 226.052., 103.96 . U . ' . V . I 20.083 226.7621 103.07 . Q . . . V . 20.167 227'4660 102.20 . Q . . ~ V . 20.250 228.1640 101.36 . 0 . . . V . II 20.333 228.8564 100.54 . Q . . . V . 20.417 229.5434 99.75 . 0 . . . V ~ 20.500 230.2251 98.98 . 0 . . . V . 20.583 230.9016 98.23 . Q . . . V . . I 20.667 231.5731 97.51 . Q . . . V 20.750 232.2398 96.80 . 0 . . . V . 20.833 232.9017 96.11 . 0 . . . V , II 20:917 233.5590 95.44 . 0 . . . V , 21.000 234.2118 94.79 . 0 . . . y , _ END OF FLOOD ROUTING ANALYSIS �� il II . 11 11 � II , II II II II II II II II II li II NI STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 20-Sep-88 I WATERSHED AREA XIV-a INTERIM MASTER PLAN BASIN # 3 I 90% OF 25 YEAR RUNOFF(Q25) = 650 cfs X .90 = 585 cfs . AREA 0100 VOLUME OF 0100 BYPASSING BASIN I TIME (HRS) TO BASIN BASIN ABOVE FLOW TIME (HRS> (CFS) (CFS) OF 585 CFS (AF) I 10 083 109 01 109 01 0 � . 0.00 109.01 . . 10.167 109.55 109.55 0.00 10.250 110.11 110.11 0.00 I 10.333 110.68 110.68 0.00 10.417 111.26 111.26 0.0 ^ 10.500 111.85 111.85 0.00 10.��B3 112.46 112.46 0.00 I 10.667 113.0� 113.07 0.00 I 10.750 113.70 113.70 0.00 10.833 114.34 114.34 0.00 I 10.917 115.{»} 115.00 0.00 1 11.000 115.67 115.67 0.00 11.083 116.36 116.36 0.00 I 11.167 117.05 117.05 0.00 11.250 117.77 117.77 0.00 ^ 11.333 118.50 118.50 0.00 11.417 119.25 119.25 0.00 II 11.500 120.01 120.01 0.00 11.583 120.81 120.81 0.00 ' 11.667 121.61 121.61 0.00 11.750 122.44 122.44 0.00 o� 11.833 123.28 123.28 0.00 11.917 124.15 124.15 0.00 I 12.000 125.04 125.04 0.00 12.083 125.95 125.95 0.00 12.167 126.88 126.88 0.00 12.250 127.82 127.82 0.00 I 12.333 128.77 128.77 0.00 12.417 129.76 129.76 0.00 12.500 130.78 130.78 0.00 I 12.583 11.86 11.86 0.00 12.667 132.96 132.96 0.00 12.750 134.12 134.12 0.00 12.833 135.31 135.31 0.00 �� 12.917 136.55 136.55 0.00 13.000 137.82 137.82 0.00 13.083 139.15 139.15 0.00 I 13.167 140.51 140.51 0.00 13.250 141.94 141.94 0.00 13'333 143.40 143.40 0.00 I 13 417 144 95 144 95 0.00 . . . 13.500 146.53 146.53 0.00 13.583 148.20 148.20 0.00 II II STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMON8A DATE: 20-Sep-88 I WATERSHED AREA XIV-a INTERIM MASTER PLAN BASIN # 3 I 90% OF 25 YEAR RUNOFF(Q25) = 650 cfs X .90 = 585 cfs . �� AREA 0100 VOLUME OF 0100 BYPASSING BASIN I TO BASIN BASIN ABOVE FLOW TIME (HRS> (CFS) (CFS) OF 585 CFS (AF) 0.00 _ 13.667 149.92 149.92 0.(`0 13.750 151.74 151.74 0.00 13.833 153.62 153.62 0.00 I 13.917 155.61 155.61 0.00 14.000 157.67 157.67 0.00 14.083 159.87 159.87 0.00 I 14.167 162.17 162.17 0.00 14.250 164.64 164.64 0.00 14.333 167.22 167.22 0.00 14.417 170.00 170.00 0.00 I 14.500 172.89 172.89 0.00 14.583 175.99 175.99 0.00 14.667 179.25 179.25 0.00 14.750 182.78 182.78 0.00 ' �� 14.833 186.51 186.51 0.00 ` 14.917 190.60 190.60 0.00 I 15.O00 194.97 194.97 0.00 15.083 199.80 199.80 0.00 15.167 205.03 205.03 0.00 ' 15.250 210.87 210.87 0.00 I 15.333 217.28 217.28 0.00 15.417 223.32 223.32 0.00 15.500 226.28 226.28 0.00 15.583 224.30 224.30 0.00 �� 15.667 219 96 219 96 0 00 ~ ~ . . 1 15.750 216.30 216.30 ' 0.00 15.833 220.60 220.60 0.00 I 15.917 237.98 237.98 0.00 16.000 276.00 276.00 0.00 16.083 380.90 380.90 0.00 I 16.167 582.97 582.97 0.00 16.250 840.58 585.00 1.76 16.333 980.25 585.00 4.48 16.417 998.64 585.00 7.33 �� 16.500 789.20 585.00 8.74 16.583 563.35 563.35 8.74 I 16.667 417.13 417.13 8.74 16.750 330.94 330.94 8.74 16.833 272.41 272.41 8.74 16.917 238.26 238.26 8.74 II 17.000 226.49 226.49 8.74 17.083 215.02 215.02 8.74 II 17.167 198.76 . 198.76 8.74 ^ II II STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA I CITY OF RANCHO CUCAMONGA WATERSHED AREA XIV-a DATE: 20-Sep-88 ' INTERIM MASTER PLAN BASIN # 3 90% OF 25 YEAR RUNOFF(Q25) = 650 cfs X .90 = 585 cfs II ` AREA 0100 VOLUME OF Q100 BYPASSING BASIN 1� �� TO BASIN BASIN ABOVE FLOW TIME (HRS> (CFS) (CFS) OF 585 CFS (AF) I -- 17.250 185.76 185.76 8.74 17.333 176.52 176.52 8.74 17.417 170.45 170.45 8.74 I 17.500 165.08 165.08 8.74 17.583 160.25 160.25 8.74 17.667 155.86 155.86 8.74 II 17.750 151.91 151.91 8.74 17.833 148.31 148.31 8.74 17.917 145.01 145.01 8.74 18.000 141.96 141.96 8.74 18.083 139.15 139.15 8.74 18.167 136.54 136.54 8.74 18.250 134.12 134.12 8.74 18.333 131.87 131.87 8.74 �� 18.417 129.76 129.76 8.74 ` 18.500 127.76 127.76 8.74 II 18.583 125.87 125.B7 B.74 � 18.667 124.07 124.07 8.74 18.750 122.36 122.36 8.74 ' 18.833 120.73 120.73 8.74 II 18.917 119.17 119.17 8.74 19.000 117.69 117.69 8.74 19.083 116.28 116.28 8.74 I 19.167 114.92 114.92 8.74 19.250 113.63 113.63 8.74 19.333 112.38 112.38 8.74 I 19.417 111.19 111.19 B.74 19.500 110.04 110.04 8.74 19.583 108.93 108.93 8.74 19.667 107.87 107.87 8.74 I 19.750 106.84 106.B4 8.74 19.833 105.85 105.85 8.74 19.917 104.89 104.89 8.74 I 20.000 103.96 103.96 B.74 20.083 103.07 103.07 8.74 20.167 102.20 102.20 8.74 II 20.250 101.36 101.36 8.74 20.333 100.54 100.54 8.74 20.417 99.75 99.75 8.74 20.500 98.98 98.98 8.74 II 20'583 98.23 98.23 8.74 20.667 97.51 97.51 8.74 II 20.750 96.80 96.80 8.74 0� STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 20-Sep-66 N� WATERSHED AREA XIV U� ~� INTERIM MASTER PLAN BASIN # 3 90% OF 25 YEAR RUNOFF(Q25) = 650 cfs X .90 = 585 cfs AREA 0100 VOLUME OF 0100 BYPASSING BASIN TO BASIN BASIN ABOVE FLOW N� TIME (HRS) (CFS) (CFS) OF 585 CFS (AF) N� 20.833 96.11 96.11 8.74 U� 20.917 95.44 95.44 B.74 21.000 94.79 94.79 8.74 v� \ U� *************************************************************************** ~~ FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) I UNIT-HYDROGRAPH 8ENERATOR VERSION Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # 100948 II ` Especially prepared for: . II BSI CONSULTANTS, INC. ************************** DESCRIPTION OF STUDY ************************** * CITY OF RANCHO CUCAMONGA * It WATERSHED AREA XIV-b * INTERIM MASTER PLAN BASIN # 4 * ************************************************************************** FILE NAME: A:BASIN4.DAT m� TIME/DATE OF STUDY: 11:42 9/20/1988 I ** ***************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 240.00 IS CODE = 1 I >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< �= ======= = II (UNIT-HYDROGRAPH ADDED TO BTREAM #1) ` *USER ENTERED "LAG" TIME = .260 HOURS I UNIT HYDROGRAPH TzME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 32.051 . U WATERSHED AREA = 114.000 ACRES BASEFLOW = 10.000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED I MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .480 LOW LOSS FRACTION = .400 *HYDROGRAPH MODEL #1 SPECIFIED* I SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.19 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.57 I SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.95 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.00 I PRECIPITATION DEPTH-AREA REDUCTION FACTORS: � 5-MINUTE FACTOR = .995 I 30-MINUTE FACTOR = .995 1-HOUR FACTOR = .995 3-HOUR FACTOR = .999 6-HOUR FACTOR = 1.000 II 24-HOUR FACTOR = 1'000 RUNDcF HYDROGRAPH LISTING LIMITS: ML0EL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 v� MODEL 7lME/HOURS/ FOR END OF RESULTS = 21.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) w� ------ - 1 2.050 28.259 2 12.541 144.641 N� 3 32.899 280.669 367.169 4 59 530 367 . . � 5 79.750 278.761 6 90.409 146.958 7 95.683 72.708 8 97.996 31.888 9 98.702 9.738 10 99.294 8. 169 11 99.718 5.837 12 99.929 2.919 N� 13 100.000 .973 IF TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 35.7026 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 82.9253 -- ___ ________________================_____== 24-HOUR STORM RUNOFF HYDROGRAPH �� __ _ _ ____ II HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _ I _IME(HRS) VOLUME(AF) Q(CFS> 0. 75.0 150.0 225.0 300.0 _ 10.083 17.4615 26.41 . Q .V . . . 11 10.167 17.6443 26.55 . Q .V . . ^ 10.250 17.8281 26.69 . 0 .V . . . 10.333 18.0130 26.84 . 0 .V . ~ . 10.417 18.1988 26.98 . 0 .V • • . 1 10.500 18.3857 27.14 . 0 .V . . . 10.583 18.5737 27.29 . 0 .V . • • 10.667 18.7627 27.45 . 0 .V . • • il 10.750 18.9529 27.61 . 0 . V . . , 10.833 19.1442 27.78 . 0 . V . . , 10.917 19 3366 27 94 0 V ~ . . . . . . • 11.000 19.5303 28.12 . 0 . V � I 11.083 19.751 2B.29 . Q . V . • 11.167 19.9212 28.47 . 0 . V . . • 11.250 20.1186 28.66 . 0 . V • . • 11.333 20.3173 28.85 . 0 . V . • . 11.417 20.5173 29.04 . 0 . V . • • 11.500 20.7186 29.24 . 0 . V . • • II 11.583 20.9214 29.44 . 0 . V • • • 0I 11.667 21.1256 29.65 . 0 . V . • • 11.750 '1.3312 29.86 . 0 . V . • • 11 11.833 '1.5384 30.08 . 0 . V . • • 11.917 21.7471 30.31 . 0 . V . . • 12.000 21.9574 30.54 . 0 . V • • . II 12.083 22.1696 30.81 . 0 . V . ~ • . 12.167 22.3847 31.24 . 0 . V . • • 12.250 22.6040 31.84 . 0 . V . • • 12.333 22.8283 32.56 . 0 . V . • • II 12.417 23.0567 33.17 . 0 . V . . • 12.500 23.2883 33.63 . 0 . V . ^ ^ 12.583 23.5224 33.99 . 0 . V . I 12.667 23.7588 34.32 . 0 � . V . . . 12.750 23.9972 34.62 . Q . V . . 12.833 24.2378 34.94 . 0 . V ~ ~ . 12.917 24.4807 35.26 . 0 . V . . . 13.000 24.7257 35.59 . 0 . V . . ~ II 13.083 24.9731 35.92 . 0 . V . • . 13.167 25.2229 36.27 . 0 . V . . . 13.250 25.4752 36.63 . 0 . V . . . �� 13.333 25.7300 37.00 . 0 . V ~ �� ~ . 13.417 25.9875 37.39 . 0 . V . • . 13.500 26.2479 37.80 . 0 . V . . . . I 13.583 26.5111 38.22 . Q . V 13.667 26.7773 38.66 . 0 . V . , . 13.750 27.0467 39.12 . 0 . V . . . I 13'833 27.3194 39.60 . 0 . V , , . 13.917 27.5956 40.10 . Q . V , , . 14.000 27.8755 40.63 . 0 . V . . • II 14.03 28.1588 41.14 . 0 . V ' . . 14'z�� . �8.4*46 41.50 . Q . V . . . ;. 28.7317 41.b8 . 0 . V . . ^ ~" �__ `" .^'`. :. Li ,. ,a0(_1 - .29.6021 42.57 !';? .. . 1 14.5B7 _ r_. 9000 t 25 1 , • 14.667 7 44.07 0 1 14.750 30.51 44.98 . 0 V. . 14.63: 30.8 '.99 45.97 . 0 . V. . • 11 14.917 =:1..1.5 .8 47.04 0 V. • l_) 15.00 31.4859 48.22 . 0 V . 15.081 31.8269 49.50 . 0 . V 1 11 15.167 32.1776 50.93 . 0 . V . 15.250 . 52.50 . 0 . V . 15.333 =2.9130 54.28 . 0 . V . • 1 15.417 = = 73.2978 55.87 . 0 . .V . 15:500? 6845 56.15 0 .V 15.584 34.0625 54.88 . 0 . .V . . 15.667 44.4273 52.96 . 0 . .V 15.750 34.7924 53.00 4 :' . 0 . V . • 15.835.7.795 56.22 0 . V 15.917 35.6130 62.95 . 0 . . V 16.000 46.1416 76.75 . 0 . V 16.083 36.9098 111.55 . 0 . V . 16.167 38.1882 185.62 . . . 0 . 1.6.250? 39.9566 256.78 . . V 0 16.333 41.9195 ^85.01 . . V . 0 . 16.417 43.4746 225.80 V 0 . 16.500 44.4979 148.57 . . 0. V . . 16.583 45.2027 102.35 . . 0 . V 16.667 45.7751 77.30 . 0 . V. . 16.750 46.1732 63.60 . 0 . . V. . li 16.833 46.5816 59.70 0 V. 16.917 46.9605 55.02 0 V. 17.000 47.3101 50.76 . 0 . . V . 17.083 47.6361 47.33 . 0 . . V 17.167 47.9461 45.02 0 V . 17.250 48.2471 43.69 0 V 17.333 48.5414 42.73 . 0 . . V . I , 17.417 48.8293 41.81 . 0 . . .V . 17.5 49.1105 40.83. 0 .V 17.583 49.3850 39.86 . 0 . . .V . 17.667 49. 653 1 38.93 . 0 . . .V . 17.750 49.9151 38.05 . 0 . . .V , 17.833 50.1716 77.24 . 0 . . .V . 17.9 50.4229 36.49 . 0 . . . V . 1 it 18.000 50.6694 3.5.79 0 V 18.083 50.9111 35.10 . . . . 0 V . 18.167 51.1474 34.31 . 0 . . . il . V 18.250 51.3773 = 433 0 V 18.333 51..6003 32 . . 0 . 48 V . 18.417 51.8173 41.51 . 0 . . V . 18.500 52.0297 30.84 . 0 . . V . 18.584 52.2387 30.28 0 V 18.667 52.4435 29.80 . 0 . . . V . 11 18.750 52.6458 29.37 . 0 . . V 18.833 52.8453. 28.97 . 0 . . . V . 18.917 53.0?421 X8.58 0 V 19.000 5 28.21 . 0 . . . V . 19.08.3 53.4284 27.87 . 0 . . . V 19 ,.167 .61.80? :.7.54 0! V 1.9.250 54.8055 w' C? . . V . 19.777 57.9909 26.92 l~? . V 19.417 54.1742 ?6.6G 0 V 1 9 5_ : r' � 35..5_ �' f ' 4 . 0 . . . V . - F .1 _) _4'. J,.J .�.�Ci. _ 19.5b- 54.57.!.l' r I i _ r :: c. r r y .T .tit ti 1 ' , i 1 , to Cy C ? ': : ' � ... J t . p 1 s $::1 .. . ' r- r; it..- " 4. ' °.� � _•. 1.1 _ l J 2 ( 1 . ..) ( 1 I ) 55. 4072 24.85 . 0 . :4 55.5769 I/ 20.16 55.7451 Y4.67, . 0 . 24.42 . 0 . . . V V 2().250 55.9118 24.21 . 0 . . . tv, - '0.7.77 56.0772 24.01 . 0 . . . V E0.417 li _0.500 56.2417 56.4040 27.82 . 0 21%67. . 0 . . . . . V . V II 20.587 56.5655 '':.45 . 0 . V 20.667 20.750 56.7258 56.8848 ^ 3.^7 . 0 2.7..09 . 0 • • • • . . . V V 20.873 57.0427 22.93 . 0 V . . . I/ 20.917 57.1995 22.76 . 0 . • . 21h000 57.3551 22.60 . 0 . . . ., ‘ V 11 END OF FLOOD ROUTING ANALYSIS 1 1 , 11 II 1 ii 1 ii I/ / II It II ' I/ 11 STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA J CITY OF RNCHO CUCAMONGA WTERSHED AREA XIV-b DATE: 20-Sep-88 INTERIM MASTER PLAN BASIN # 4 90% OF 25 YEAR RUNOFF<025> = 178 cfs X .90 = 160 cfs It . AREA 0100 VOLUME OF 0100 BYPASSING BASIN OVE FLOW II TO BASIN BASlN AB TIME (HRS) (CFS) (CFS) OF 160 CFS (AF) I/ 10.083 26.41 26.41 0.00 10.167 26.55 26.55 0.00 10.250 26.69 26.69 0.00 10.333 26.84 26.84 0.00 �� 10.417 26.98 26.98 0.00 10.500 27.14 27.14 0.00 I 10.583 27.29 27.29 0.00 10.667 27.45 27.45 0.00 10.750 27.61 27.61 0.00 10.833 27.78 27.78 0.00 I 10.917 27.94 27.94 0.00 11.000 28.12 28.12 0.00 11.083 28.29 28.29 0.00 11.167 28.47 28.47 0.00 �� 11.250 28.66 28.66 0.00 ^ 11.333 28.85 28.85 0.00 I 11.417 29.04 29.04 0.00 11.500 29.24 29.24 0.O0 11.583 29.44 29.44 0.00 . 11.667 29.65 29.65 0.00 1� 11.750 29.86 29.86 0.00 11.833 30.08 30.08 0.00 11.917 30.31 30.31 0.00 �� 12.000 30.54 30.54 0.00 n� 12.083 30.81 30.81 0.00 12.167 31.24 31.24 0.00 � � 12.250 31.84 31.84 0.00 ' �� °- 12.333 32.56 32.56 0.00 12.417 33.17 33.17 0.00 12.500 33.63 33.63 0.00 I 12.583 33.99 33.99 0.00 12.667 34.32 34.32 0.00 12.750 34.62 34.62 0.00 12.833 34.94 34.94 0.00 �� 12.917 35.26 35.26 0.00 13.000 35.59 35.59 0.00 �� 13.083 35.92 35.92 0.00 �� -- 13. 167 36.27 36.27 0.00 13.250 36.63 36.63 0.00 13.333 37.00 37.00 0.00 I 13.417 37.39 37.39 0'00 . 13.500 37.80 37.80 0.00 I 13'583 38'22 38.22 0'00 � , II 11 STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 20-Sep-88 I WATERSHED AREA XIV-b INTERIM MASTER PLAN BASIN # 4 11 . 90% OF 25 YEAR RUNOFF(025) = 178 cfs X .90 = 160 cfs AREA 0100 VOLUME OF I Q100 BYPASSING BASIN TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 160 CFS (AF) I 13.667 38.66 38.66 0.00 13.750 39.12 39.12 0.00 13.833 39.60 39.60 0.00 I 13.917 40.10 40.10 0.00 14.000 40.63 40.63 0.00 14.083 41.14 41.14 0.00 li 14.167 41.50 41.50 0.00 14.250 41.68 41.68 0.00 14.333 41.77 41.77 0.00 14.417 42.04 42.04 0.00 I 14.500 42.57 42.57 0.00 14.583 43.25 43.25 0.00 14.667 44.07 44.07 0.00 I 14.750 44.98 44.98 0.00 14.833 45.97 45.97 0.00 ` 14.917 47.04 47.04 0.00 15.000 48.22 48.22 0.00 �� 15.083 49.50 49.50 0.00 . 15.167 50.93 50.93 ' 0.00 15.250 52.50 52.50 0.00 II 15.333 54.28 54.28 0.00 15.417 55.87 55.87 0.00 15.500 56.15 56.15 0.00 �� 15.583 54.88 54.88 0.00 �� 15.667 52.96 52.96 0.00 15.750 53.00 53.00 0.00 �� 15.833 56.22 56.22 0.00 �� - 15.917 62.95 62.95 0.00 16.000 76.75 76.75 0.00 16.083 111.55 111.55 0.00 0 16.167 185.62 160.00 0.18 16.250 256.78 160.00 0.84 16.333 285.01 160.00 1.70 ~ �� 16.417 225.80 160.00 2.16 �� 16.500 148.57 148.57 2.16 16.583 102.35 102.35 2.16 I 1.667 77.30 77.30 2.16 16.750 63.60 63.60 2.16 16.833 59.30 59.30 2.16 16.917 55.02 55.02 2.16 ii 17'000 50'76 50.76 2.16 17.083 47.33 47.33 2.16 /I 17'167 45.02 45.02 2.16 li STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMON8A DATE: 20-Sep-88 I WATERSHED AREA XIV-b INTERIM MASTER PLAN BASIN # 4 90% OF 25 YEAR RUNOFF(025) = 178 cfs X .90 = 160 cfs li . AREA 0100 VOLUME OF 0100 BYPASSING BASIN TO BASIN BASIN ABOVE FLOW li TIME (HRS) (CFS) (CFS) OF 160 CFS (AF) � � �� 17.250 43.69 43.69 2.16 `= 17.333 42.73 42.73 2.16 17.417 41.81 41.81 2.16 0� 17.500 40.83 40.83 2.16 �� `- 17.583 39.86 39.86 2.16 17.667 38.93 38.93 2.16 17.750 38.05 38.05 2.16 J 17 833 37 24 37 24 2 16 . . . . 17.917 36.49 36.49 2.16 18.000 35.79 35.79 2.16 18.083 35.10 35.10 2.16 w� 18.167 34.31 34.31 2.16 18.250 33.38 33.38 2.16 �� 18.333 32.38 32.38 2.16 �� 18.417 31.51 71.51 2.16 ' 18.500 30.84 30.84 2.16 18.583 30.28 30.28 2.16 II 18.667 29.80 29.80 2. 16 18.750 29.37 29.37 2.16 ' 18.833 28.97 28.97 2.16 18.917 28.58 28.58 2.16 w� 19.000 28.21 28.21 2.16 19.083 27.87 27.87 2.16 I 19.167 27.54 27.54 19.250 27.22 27.22 2.16 . 19.333 26.92 26.92 2.16 19.417 26.62 26.62 2.16 I 19.500 26.34 26.34 2.16 19.583 26.07 26.07 2.16 I 19.667 25.81 25.81 2.16 19.750 25.56 25.56 2.16 19.833 25.32 25.32 2.16 19.917 25.08 25.08 2.16 20.000 24.85 24.85 2.16 il 20.083 24.63 24.63 2.16 20.167 24.42 24.42 2.16 20.250 24.21 24.21 2.16 �� 20.333 24.01 24.01 2.16 20.417 23.82 23.82 2.16 20.500 23.63 23'63 2.16 w� '�� 20'583 23.45 23.45 2.16 20.667 23.27 23. 2.16 I/ ':.." '., : ':'.16 - STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 20-Sep-88 WATERSHED AREA XIV-b INTERIM MASTER PLAN BASIN # 4 90% OF 25 YEAR RUNOFF(Q25) = 178 cfs X .90 = 160 cfs I AREA 0100 VOLUME OF 0100 BYPASSING BASIN TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 160 CFS (AF) N� - �� 20.833 22.93 22.93 2.16 20.917 22.76 22.76 2.16 21.000 22.60 22.60 2.16 11 I/ 111 I/ 1/ It �� = U�K /I - • • II ________________________________ ********************************************************* ******************* II FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) UNIT GENERATOR VERSION I Copyright 1983,1986 Advancd Enginering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # 100948 ' Especially prepared for: 1 • BSI CONSULTANTS, INC. II * ** *********************** DESCRIPTION OF STUDY ************************** -* CITY OF RANCHO CUCAMONGA * II * WATERSHED AREA XIV-c * INTERIM MASTER PLAN BASIN # 5 * ************************************************************************** * 11 FILE NAME: A:BASIN5.DAT TIME/DATE OF STUDY: 11:49 9/20/1988 ' I **************************************-************************************ * ** *********** FLOW PROCESS FROM NODE 200.00 TO NODE 260.00 IS CODE = 1 It >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< I I (UNIT - HYDROGRAPH ADDED TO STREAM #1) ' *USER ENTERED "LAG" TIME = .300 HOURS J UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.778 . I WATERSHED AREA = 491.000 ACRES BASEFLQW = 10.000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .440 �� LOW LOSS FRACTION = .420 *HYDROGRAPH MODEL #1 SPECIFIED* - II SPECIFIED PEAK 5-MINUTES RAINFALL(rNCH)= .55 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.14 SPECIFIED PEAK.1-HOUR RAINFALL(INCH) = 1.52 . I SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2 85 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.30 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.60 it PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .978 30-MINUTE FACTOR = .978 L 1-HOUR FACTOR = .978 3-HOUR FACTOR = .997 6-HOUR FACTOR = .998 24-HOUR FACTOR = .999 '�� RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 j MUDFL 7]ME FOR END OF RESULTS = 21.00 ' 11 ========== ================================================================= UNIT HYDROGRAPH DETERMINATION j 1NTERVPL "S" GRAPH UNIT HYDROGRPH NUMBER MEAN VALUES ORDINATES(CFS) �� 1 1.701 100.987 �� 2 9.283 450.222 3 25.290 950.503 4 46.957 1286.590 j ` 5 68.983 1307.904 6 83.469 860.185 7 91.365 468.866 I 8 95.710 258.056 9 97.845 126.775 10 98.542 41.347 11 99.062 30.923 it 12 99.583 30.923 II 13 100.000 24.749 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 154.5226 II TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 253.6182 I/ �____ II II il II ` /I ^ II II �� / It ==================================================================== ======= 2 4-HOUR STORM ' RUNOFF HYDROGRAPH ~~ =====__________ _________ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) I_____ TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 . 10.083 I 70. . ~ 70.1700 106.04 Q .V . . 10.167 70.9041 106.59 . Q .V . . . 10.250 71.6421 107.15 . Q .V . . . N� 10.333 72.3840 107.73 . Q .V . ~ . 10.417 77.1300 108.31 . Q .V . . . 10.500 73.8800 108.91 . 0 .V . . . 10.583 74.6343 109.52 . 0 .V . . . NI 10.667 75.3928 110.14 . 0 .V . . . 10.750 76.1557 110.78 . 0 . V . . . 10.833 76.9231 111.42 . 0 . V . . ^ �0 10.917 77 6950 112 09 0 V �� . . . . . , . . 11.000 78.4716 112.76 . 0 . V . . . 11.083 79.2530 113.45 . 0 . V . . ~ I 11.167 80.0392 114.16 . 0 . V ~ . . 11.250 80.8304 114.88 . 0 . V . . . 11.333 81.6267 115.62 . 0 . V . . . II 11.417 82.4282 116.38 . 0 . V . . . 11.500 83.2350 117.15 . 0 . V . . . 11.583 84.0474 117.95 . 0 . V . . . il 11.667 84.8653 118.76 . 0 . V . . . 11.750 85.6890 119.60 . 0 . V . . ^ 11.833 86.5186 120.46 . 0 . V . . 11.917 87.3543 121.34 . 0 . V . . . . �� 12.000 8B.1962 122.24 . Q . V ��` . . �- 12.083 89.0449 123.23 . 0 . V . . . 12.167 89.9018 124.43 . 0 . V . . . 11 12.250 90.7691 125.94 . 0 . V . . • 12.333 91.6482 127.65 . 0 . V . . . 12.417 92.5394 129.41 . 0 . V . . . II 12.500 93.4412 130.94 . 0 . V . . . 12.587 94.3523 132.29 . 0 . V . ' . 12.667 95.2722 133.56 . 0 . V . . . 12.750 96.2005 134.80 . 0 . V . . . . li 12.833 97.1372 136.01 . Q . V . . 12. 917 98. 0827 137. 28 . 0 . V . . ~ 13.000 99.0370 138.57 . 0 . V . . . 11 13.083 100.0007 139.92 . 0 . V . . • 13.167 100.9738 141.29 . 0 . V . . . 13.250 101.9567 142.73 . 0 . V . • • 11 13.333 102.9499 144.20 . 0 . V . . • 17.417 103.9537 145.75 . 0 . V . . • 13.500 104.9685 147.35 . 0 . V . . . 13.583 105.9949 149.03 . 0 . V • • • . �� 13.667 107.0332 150.76 . 0 . V . . �� - 13.750 108.0841 152.59 . 0 . V . . • 13,833 109.1480 154.48 . 0 . V . . . 13'917 110.2257 156.49 . 0 . V . . . I/ 14.000 111.3178 158.57 . 0 . V • . . 14.083 112.4249 160.75 . 0 . V . . . 14.167 113.5469 162.92 . Q . V . . . �� 4'�5� It4'6839 1� . 0 . V . ~ ~ - �4'��3 115.8360 167.29 . 0 . V . . . 118.1911 172.71 . u . . . 11.58 119. ..' 7987 175.9 . 0 . l i 7 . . 14.b67 120.6278 178.52 . 0 . k.'. . . 14.750 121.8816 182.06 . 0 . . - 14.833 123.1616 185.86 . 0 . V. . . 14.917 124.4707 190.01 . 0 . V. . . , 15.000 125.8097 194.48 . 0 . V. . . 15.087 127.1830 199.40 . 0 . V 11 . . , 15.167 128.5973 2°4.77 . 0 . V . . 15.250 170.0447 210.75 . 0 . V . 15.377 131.5417 217.77 . 0 . V . . , 15.417 137 . .0817 227.60 0 . V il . 15,500 174.6412 226 . 0 . .44 .V . 15.583 136.1868 224.42 . 0 . .V . . 11 15.667 137.7016 219.94 . 0 . .V . . 15.750 139.2017 217.82 . 0 . .V . . 15.873 140.7504 224.87 . 0 . . V . 15.917 142.4386 245.13 . 0 . . V . . il 16.000 144.4251 288.44 . 0 . V . . 16.087 147.2097 404.32 . . 0 . V . . 16.167 151.5843 675.20 . . 0 . . . il 16.250 157.8052 907.27 . . . V . 0 16.777 165.0072 1045.73 . . . . V . 0 . 16.417 171.8716 996.71 . V . 0 . . . 16.500 176.9528 777.80 . . . OV . 16.583 180.4942 514.21 . . . 0 V . . . 16.667 183.1442 784.78 . . 0 . V . . 16.750 185.2441 704.90 . I .0 . V. . 16.873 186 -' .9846 25.7') . 0. . V. . 16.917 188.6020 234.85 . 0 . V. . . 17.000 190.1751 ' 0 . V. . . . 11 17.083 191.5682 208.09 . 0 . V . . 17.167 192.8633 188.05 . 0 . . V . 17.250 194.1041 180.15 . 0 . V . . II 17.333 195.3021 173.96 . 0 . V . 17.417 196.4637 168.66 . 0 . V . . 17.500 197.5908 163.66 . 0 . .V . . 17.583 198.6867 159.12 . 0 . .V . . 11 17:667 199.7540 154.98 . 0 . .V . . 17.750 200.7954 151.20 . 0 . . .V . 17.873 201.8128 147.73 . 0 . . 11 17.917 202.8082 144.53 . 0 • .V . . 18.000 207.7872 141.58 . 0 . V . . . 18.083 204.7391 138.79 . 0 . . . V . II 18.167 205.6756 175.98 . 0 . . . V . 18.250 206.5921 177.07 . 0 . • . V . 18.777 207.4881 130.11 . 0 . . . V 18417 208647 ' . ..7 127.27 . CI . . 11 . t,, . 18.500 209.2242 124.80 . CI . . . V 18.587 210.0689 122.65 . 0 . . . V . 18.667 210.900" 120.71 . 0 . . . V . II 18.750 211.7197 118.94 . 0 . . . V . 18.837 212.5272 117.30 . 0 . . . V . 18.917 217.7242 115.74 . 0 . . . V . I/ 19.000 214.1111 114.25 . 0 . . . V 19.087 214.8881 112.83 . CI . V . . . . 1 215.6559 111.48 . 0 . . . V . 19.250 216.4149 110.20 . 0 11 . v .. . . 1 21 lue.96 . 0 v . . . . 19.417 217.9076 107.78 . 0 . V . . . 1 218.6420 106.64 . 0 . . . 1 . . . . . . 9.5;(7 I) - !-, -'-- ..'1c-,%89 ::_*... 11.1.1 :,.:.;....,(10 1(15.54 . 0 ,, 0 ic %-16 . 0 . V . • . n 1 1 �'.'`' ��."'' ...� . ` . . . � . 20.083 223.5858 99.72 . 0 . . . V ~ 20.167 224.2666 98.86 . Q . . 11 V . �� 20.250 224.9417 98.03 . Q . . . V . 20.333 225.6113 97.22 . 0 . . . V . 20.417 226.2754 96.43 . 0 . . . V . 20.500 226.9343 95.67 . 0 V . . . . - 20.583 227.5881 94.93 . 0 . . . iy, . 11 20.667 228.2369 94.21 . 0 . . . V ' . 20.750 228.8809 93.51 0 . . . . . V . 20.833 229.5203 92.83 . 0 . . . V . 20.917 230.1550 92.17 . 0 . . . V . :000 230.7853 91.52 . 0 . . . V . l= ____-_ .. ___ II END OF FLOOD ROUTING ANALYSIS II II II I! • II 11 II II II II II ' 1r )1 STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 21-Sep-88 I WATERSHED AREA XIV-c INTERIM MASTER PLAN BASIN # 5 90% OF 025 = .90 X 679 cfs = 610 cfs I . AREA Q100 VOLUME OF 0100 BYPASSING BASIN I TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 610 CFS (AF) I ---- - 10.083 106.04 106.04 0.00 10.167 106.59 106.59 0.00 10.250 107.15 107.15 0.00 �� 0 10.333 107.73 107.73 0.00 10.417 108.31 108.31 0.00 10.500 108.91 108.91 0.00 10.583 109.52 109.52 0.00 �� 10.667 110.14 110.14 0.00 10.750 110.78 110.78 0.00 1 I 10.833 111.42 111.42 0.00 10.917 112.09 112.09 0.00 11.000 112.76 112.76 0.00 11.083 113.45 113.45 0.00 I 11.167 114.16 114.16 0.00 11.250 114.88 114.88 0.00 ' 11.333 115.62 115.62 0.00 11.417 116.38 116.38 0.00 ml 11.500 117.15 117.15 0.00 11.583 117.95 117.95 0.00 11.667 118.76 118.76 0.00 I 11.750 119.60 119.60 0.00 11.833 120.46 120.46 0.00 11.917 121.34 121.34 0.00 II 12.000 122.24 122.24 0.00 12.083 123.23 123.23 0.00 12.167 124.43 124.43 0.00 0� 12.250 125.94 125.94 0.00 �� 12.333 127.65 127.65 0.00 12.417 129.41 129.41 0.00 12.500 130.94 130.94 0.00 I 12.583 132.29 132.29 0.00 12.667 133.56 133.56 0.00 12.750 134.80 134.80 0.00 I 12.833 136.01 136.01 0.00 12.917 137.28 137.28 0.00 13.000 138.57 138.57 0.00 13.083 139.92 139.92 0.00 I 13.167 141.29 141.29 0.00 13.250 142.73 142.73 0.00 13.333 144.20 144.20 0.00 I 13'417 145.75 145.75 0'00 13.500 147.35 147.35 0.00 13'583 149.03 149.03 0.00 II I/ STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 21-Sep-88 WATERSHED AREA XIV-c �� INTERIM MASTER PLAN BASIN # 5 90% OF 025 = .90 X 679 cfs = 610 cfs . 11 AREA 0100 VOLUME OF 0100 BYPASSING BASIN I TIME (HRS) TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 610 CFS (AF) li 13.667 150.76 150.76 0.00 13.750 152.59 152.59 0.00 13.833 154.48 154.48 0.0() 13.917 156.49 156.49 0.00 I 14.000 158.57 158.57 0.00 14.083 160.75 160.75 0.00 14.167 162.92 162.92 0.00 II 14.250 165.09 165.09 0.00 14.333 167.29 167.29 0.00 14,417 169.66 169.66 0.00 I 14.500 172.31 172.31 0 00 14.583 175.29 175.29 0.00 14.667 178.52 178.52 0.00 I 14.750 1B2.06 182 06 0 00 . . 14.833 185.86 185.86 0.00 • 14.917 190.01 190.01 0.00 15.000 194.48 194.48 0.00 I 15.083 199.40 199.40 0.00 . 15.167 204.77 204.77 0.00 15.250 210.75 210.75 0.00 111 15.333 217.37 217 37 0 . . 15.417 223.60 223.60 0.00 15.500 226.44 226.44 0.00 15.583 224.42 224.42 0.00 II 15. 667 219. 94 219. 94 0.00 15.750 217.82 217.82 0.00 � 15.833 224.87 224.87 0.00 II 15.917 245.13 245.13 0.00 16.000 288.44 288.44 0.00 16.083 404.32 404.32 0.00 . 16.167 635.20 610.00 0 17 �� 16.250 903.27 610.00 2.19 16.333 1045.73 610.00 5.19 16.417 996.71 610.00 7.86 11 16.500 737.80 610.00 8.74 16.583 514.21 514.21 8.74 16.667 384.78 384.78 8.74 �� 16.750 304.90 304.90 8.74 16.833 252.72 252.72 8.74 �� 16.917 234.85 234.85 8.74 �� 17.000 222.61 2 . ' 22 61 8 74 `_ 17. 083 :Y)9,09 208.( 9.74 17. J 1R6. 05 1 88. 05 8,74 li il STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA I CITY OF RNCHO CUCAMONGA DATE: 21-Sep-88 WATERSHED AREA XIV-c INTERIM MASTER PLAN BASIN # 5 90% OF 025 = .90 X 679 cfs = 610 cfs il . AREA 0100 VOLUME OF I Q100 BYPASSING BASIN ABO TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 610 CFS ` (AF) II 17.250 180.15 180.15 8.74 17.333 173.96 173.96 8.74 17.417 168.66 168.66 8.74 I 17.500 163.66 163.66 8.74. 17.583 159.12 159.12 8.74 17.667 154.98 154.98 8.74 I 17.750 151.20 151.20 8.74 17.833 147.73 147.73 8.74 17.917 144.53 144.53 8.74 18.000 141.58 141.58 8.74 I 18.083 138.79 138.79 8.74 18.167 135.98 135.98 8.74 18.250 133.07 133.07 8.74 18.333 130.11 130.11 8.74 �� 18.417 127.27 127.27 8.74 I ^ 18.500 124.80 124.80 8.74 18.583 122.65 122.65 8.74 18.667 120.71 120.71 8.74 18.750 118.94 118.94 8.74 ' 18.833 117.30 117.30 8.74 I 18.917 115.74 115.74 8.74 19.000 114.25 114.25 8.74 19.083 112.83 112.83 8.74 I 19.167 111.48 111.48 8.74 19'250 110.20 110.20 8.74 19.333 108.96 108.96 8.74 I 19.417 107.78 107.78 8.74 19.500 106.64 106.64 8.74 19.583 105.54 105.54 8.74 19.667 104.48 104.48 8.74 1/ 19.750 103.46 103.46 8.74 19.833 102.48 102.48 8.74 19.917 101.53 101.53 8.74 20.000 100.61 100.61 8.74 �� 20.083 99.72 99.72 8.74 20.167 98.86 98.86 8.74 0� 20.250 98.03 98.03 8.74 �� -- 20.333 97.22 97.22 8.74 20.417 96.43 96.43 8.74 �` 20.500 95.67 95.67 8.74 II 20.583 94.93 94.93 8.74 20.667 94.21 94.21 8.74 II 20'750 93'51 93.51 . 8.74 1 II I STREAMFLOW ROUTING, SAN BERNARD1NO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 21-Sep-88 I WATERSHED AREA XIV-c INTERIM MASTER PLAN BASIN # 5 90% OF 025 = .90 X 679 cfs = 610 cfs ili . AREA 0100 VOLUME OF Q100 BYPASSING BASIN I TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 610 CFS (AF) NI 20.833 92.83 92.83 8.74 20.917 92.17 92.17 8.74 il 21.000 91.52 91.52 8.74 II II . ,~ 1 . �� 1 II II II - N/ II If ********************************************* *** *************************** FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) UNIT-HYDROGRAPH GENERATOR VERSION �� Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # I00948 ill Especially prepared for: I I BSI CONSULTANTS, INC. ************************** DESCRIPTION OF STUDY ************************** * CITY OF RANCHO CUCAMONGA * It WATERSHED AREA XIV-c * INTERIM MASTER PLAN BASIN # 6 * ************************************************************************** I FILE NAME: A:BASIN6.DAT TIME/DATE OF STUDY: 11:51 9/20/1988 t *************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 390.00 IS CODE = 1 t >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< = = �� (UNIT-HYDROGRAPH ADDED TO STREAM #1) _ • *USER ENTERED "LAG" TIME = .320 HOURS ii UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 26.042 . 0/ WATERSHED AREA = 924.000 ACRES BASEFLOW = 10.000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED I MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .360 LOW LOSS FRACTION = .640 *HYDROGRAPH MODEL #1 SPECIFIED* II SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.14 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.52 j SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.85 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.30 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.50 I PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .959 I 3O-MINUTE FACTOR = .959 1-HOUR FACTOR = .959 3-HOUR FACTOR = .994 J 6-HOUR FACTOR = .997 24-HDUR FACTOR = .998 li RUNOFF HYDROGRAPH LISTING LIMITS: MODEL T]ME(HOURS) FOR BE OF RES = 10.00 MUDEL TlMt (HOURS' FOR END OF RESULiS = 21.0 ======= ====------=== UNIT HYDROGRAPH DETERMINATION il - INTERVAL "S" GRAPH UNIT HYDROGRAPH ii NUMBER MEAN VALUES ORDINATES(CFS) 1 1.572 175.623 2 8.065 725.642 II 3 22.451 1607.582 4 41.727 2154.019 5 63.431 2425.345 '�� ' 6 79.425 1787 179 �� . 7 88.790 1046.559 B 94.038 586.448 I 9 96.92B 322 ~ 999 10 98.232 145.648 11 98.721 54.619 12 99.209 54.564 13 99.684 53.038 14 99.921 26.520 15 100.000 8.839 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 410.8719 I TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 349.1336 II II ` II II II I II II 24-HOUR STORM HYD RUNOFF ROGRAPH =___ _ ______ _ __ I/ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) I TIME(HRS) VOLUME(F) Q(CFS) 0. 475.0 950.0 1425.0 1900.0 10.083 84.8029 127.23 . 0 V. . . . 10.167 85.6836 127.87 . 0 V. . ~ . I I 10.25O 86.5687 128.53 . Q V. . . . 10.333 87.4585 129.19 . 0 V . . V . 10.417 88.3530 129.88 . 0 V . . . I V 10.500 89.2522 130.56 . Q 10.�83 90.1563 131.28 . Q V . . . 10.667 91.0653 132.00 . 0 V . . . 10.750 91.9795 132.74 . 0 V . . N� 10.833 92.8988 133.49 . 0 V . . . m� 10.917 93.8235 134.26 . 0 V . . . 11.000 94.7535 135.04 . 0 V . . . II 11.087 95.6892 135.85 . Q V . . . 11.167 96.6304 136.67 . 0 .V . . . 11.250 97.5775 137.51 . 0 .V . . . II 11.333 98.5304 138.37 . 0 .V . . . � l 11.417 99.4895 139.26 . 0 .V . . . -� 11.500 100.4547 140.15 . 0 .V . . ~ II 11.583 101.4264 141.08 . 0 .V . . . 11.667 102.4045 142.03 . Q .V . . . 11.750 103.3894 143.00 . 0 .V . . . - 11.833 104.3811 143.99 . 0 .V . . , il 11.917 105.3799 145.03 . 0 . V . . . 12.000 106.3859 146.07 . 0 . V . . , 12..083 107.4000 147.25 . 0 . V . . . I/ 12.167 108.4244 148.75 . 0 . V . . . 12.250 109.4627 150.76 . 0 . V . . . 12.333 110.5170 153.08 . 0 . V ' . . . 11 12.417 111.5886 155.60 . 0 . V . . . . 12.500 112 6753 15� 79 0 V . . . . . . . - 12.583 113.7746 159.62 . 0 . V . . . 12.667 114.8851 161.24 . 0 . V . . . 11 12.750 116.0060 162.76 . 0 . V . . ~ 12.833 117.1370 164.22 . 0 . V . . . 12.917 118.2781 165.69 . 0 . V . . , I 13.0O0 119.4296 167.19 . 0 . V . . , 13.083 120.5919 168.77 . 0 . V . . . 13.167 121.7652 170.36 . 0 . V . . . I 13.250 122.9499 172.02 . 0 . V . . . 13.333 124.1463 173.72 . 0 . V . . . 13.417 125.3551 175.51 . Q . V . . . 13.500 126.5765 177.35 . 0 . V . . . I 13.583 127.8112 179.28 . 0 . V . . . 13.667 129.0597 181.28 . 0 . V . . . 13.750 130.3227 183.39 . 0 . V . . . 11 13.833 131.6007 185.56 . 0 . V . . . 13.•1 132-8945 187.87 . 0 . V . . . 14.000 134.2049 190.26 . 0 . V . . . 14 - 1 35.5337 192.95 . Q . I/ V . . ' 1J -- 136.8852 196'24 . 0 . V . . . :4.��5o 138.2�80 20�.�� . Q . V . . . o ,. 14.2._.(. 142. 6999 222.69 G'! v . 1 1 144.299 2 U . V il 1.4.667 145.9688 242.42 0 V . 1.4.750 147.7152 - ''53.59 . 0 . V . 14.8:: 1 5474 265.44 G? V . il 14.917 151.4609 278.47 0 V 15.000 157. 4.742 292.33 . 0 V . II 15.087 155. 5977 707.70 0 . V . . . 15.167 157.8269 7 "24.72 V 15.250 160.1886 742.91 . 0 . V . . 15.7_7_ 162.6904 763.27 0 V . . 15.417 165.7240 782.40 0 V . . 15.500 168.0210 391.59 0 V. 15.587 170. 6720 784.97 . 0 . V. . li 15.667 177. 2'49 370.68 0 V. . 15.750 175. 6928 758.34 0 V 15.877 178.246: 770.77 0 . V . 15.917 181.1755 419.51 . 0 . V . 11 16.000 184. 6742 517.81 . G? .V . . 16.083 189.7160 732.07 . . 0 .V . 16.167 197.4521 1127.29 . . VG? . 1/ 16.250 208.5159 1606.46 . . . V 0 1.6.777 221.7475 1867.15 V 0. 16.417 274.7775 1885.56 . . V 0. 16.500 244.5764 1487.28 . V .0 16.587 251.8482 1055.87 . 0 V 16.667 257.1566 770.77 . 0 . V. . 16.750 261.2986 601.42 . . 0 . V. . II . 16.877 264. 6202 482.0 r . G? . V 16.917 267.4145 405.72 • 0 . . V . 17.000 269.9621 369.91 . 0 . V . II 17.083 272.2760 335.98 0 .V . 17.167 274.3026 294.27 0 .V 17.250 276.0908 :59.65 . 0 . . .V . I 17.337 277. 7062 274.56 0 . .V 17.417 279.2097 218.25 0 .V 17.500 280.6295 206.22 . 0 . . . V . 17..587 281.9887 197.29 0 . . . V . II 17.667 287. 2991 190.33 . 0 . • • . . V . 17.750 284.5714 184.75 0 . . . V . 17.87' 285.8115 180.06 . 0 . . . V . II 17.917 287.0274 175.96 . 0 . . V 18.000 288. 2096 172.24 0 V 18.083 289.7718 168.75 . 0 . . . V . 1 ' 18.167 290. 5100 165.27 . 0 . . V 1 250 291.6226 161.55 0 V 18.777 292.7088 157.72 . 0 . . . V . 18.417 29.7. 7687 153.90 0 . . V 18.500 rC >. 294.8056 150.56 0 . . . V . 18.587 295. 8271. 147.74 V 0 18.667 296. 82 78 145.70 0 . V . II 18.750 297.8094 147.10 . 0 . . V . 18.877 298.7811 141.10 . 0 V 18.917 299.7401 179.24 . 0 . V . II 19.000 300. 6869 177.47 . 0 . . . V . 19.087 70 1.6220 175.78 0 V 19.167 - :02.5461 1 . 0 . . . V . 19.250 707.4596 1 . 0 . . V . 19.777 7n4.7671 17119 . 0 . . . V . 19.4' 705. 2570 129.79 0 . . V . 1.9. SOu : *06. 141 : 128.44 . 0 . . . V . I/ r . r.: - 'i M2 :.r 7s �. . . ` • ' � � . ^ . . ; . 20.000 311.227 121.34 . Q . . . V . 3 20'083 12'10z1 120.29 . Q . . . V . I/ 20.167 312.9226 119.28 . 0 . ~ ' V . 20.250 313.7373 118.30 . 0 . . . V . I 314.5455 117.34 . 0 . . . V . 20.417 315.3473 116.42 . Q . . . V . 20.500 316.1429 115.53 . 0 . . . V . 20.583 316.9326 114.66 . 0 . . . V . I 2o,7 317.7164 113.81 . Q . . . V 20.750 318.4946 112.99 . Q . . . V . 20.833 319.2673 112.19 . 0 . . . V . I -, 0.917 320.0346 111.41 . 0 . . . V . 21.000 320.7967 110.65 . Q . . . V ~ II END OF FLOOD ROUTING ANALYSIS I' II II II I/ , . li I/ 11 _ I/ II II il I/ II II STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA �� CITY OF RANCHO CUCAMONGA DATE: 21-Sep-88 . �� WATERSHED AREA XIV-c INTERIM MASTER PLAN BASIN # 6 90% OF 025 = .90 X 1074 cfs = 965 cfs ��. . �� AREA 0100 VOLUME OF 0100 BYPASSING BASIN TO BASIN BASIN ABOVE FLOW I TIME (HRS> (CFS) (CFS) OF 965 CFS (AF) �� 10.083 127.23 127.23 0.00 �� 10.167 127.87 127.87 0.00 10.250 128.53 128.53 0.00 10.333 129.19 129.19 0.00 �� 10.417 129.88 129.88 0.00 10.500 130.56 130.56 0.00 10.583 131.28 131.28 0.00 10.667 132.00 132.00 0.00 �� 10.750 132.74 132.74 0.00 10.833 133.49 133.49 0.00 II 10.917 134.26 134.26 0.00 11.000 135.04 135.04 0.00 11.083 135.85 135.85 0.00 11.167 136.67 136.67 0.00 II 11.250 137.51 137.51 0.00 ^ 11.333 138.37 138.37 0.00 11.417 139.26 139.26 0.00 11.500 140.15 140.15 0.00 �m 11.583 141.08 141.08 0.00 • 11.667 142.03 142.03 0.00 I 11.750 143.00 143.00 0.00 11.833 143.99 143.99 0.00 11.917 145.03 145.03 0.00 12.000 146.07 146.07 0.00 I J2.087. 147.25 147.25 0.00 12.167 148.75 148.75 0.00 12.250 150.76 150.76 0.00 12.333 153.08 153.08 0.00 n� 12.417 155.60 155.60 0.00 12.500 157'79 157.79 0.00 �� 12.583 159.62 159.62 0.00 0� ~~ 12.667 161.24 161.24 0.00 12.750 162.76 162.76 0.00 12.833 164.22 164.22 0.00 II 12.917 165.69 165.69 0.00 13.000 167.19 167.19 0.00 13.083 168.77 168.77 0.00 13.167 170.36 170.36 0.00 �� 13.250 172.02 172.02 0.00 13.333 173.72 173.72 0.00 II 13.417 175.51 175.51 0.00 13.500 177.35 177.35 0.00 13.583 179.28 179.28 0.00 1/ II ~~ STREAMFLOW ROUTIN8, SAN BERNARDINO COUNTY HYDROLOGY MA I Y CIT OF RNCHO CUCAMONGA DATE: 21-Sp-88 WATERSHED AREA XIV-c INTERIM MASTER PLAN BASIN # 6 90% OF 025 = .90 X 1074 cfs = 965 cfs il . AREA 0100 VOLUME OF 0100 BYPASSING BASIN �� TO BASIN BASIN ABOVE FLOW �� TIME (HRS) (CFS) (CFS) OF 965 CFS (AF) 0.00 13.667 181.28 181.28 0.00 1 13.750 183.39 183.39 0.00 13.833 185.56 185.56 0.00 � I 13.917 187.87 187.87 0.00 14.000 190.26 190.26 0.00 14.083 192.95 192.95 0.00 N� 14.167 196.24 196.24 0 �� . ~� 14.250 200.77 200.77 0.00 14.333 206.65 206.65 0.00 14.417 214.17 214.17 0.00 I 14.500 222.69 222.69 0.00 14.583 232.22 232.22 0.00 14.667 242.42 242.42 0.00 14.750 253.59 253.59 0.00 m� 14.833 265.44 265.44 0.00 ' 14.917 278.43 278.43 0.00 �� 15.000 292.33 292.33 0.00 N� 15.083 307.70 307.70 0.00 15.167 324.32 324.32 0.00 ' 15.250 342.91 342.91 0.00 �� 15.333 363.27 363.27 0.00 15.417 382.40 382.40 0.00 15.500 391.59 391.59 0.00 � 15.583 384.93 384.93 0.00 ~� 15.667 370.68 370.68 0.00 15'75(} 358.34 358.34 0.00 �� 15.833 370.77 370.77 0.00 15.917 419.51 419.51 0.00 16.000 513.81 513.81 0.00 16.083 732.07 732.07 0.00 II 16.167 1123.29 965.00 1.O9 16.250 1606.46 965.00 5.51 16.333 1863.15 965.00 11.69 I 16.417 1885.56 965.00 18.03 16.500 1487.28 965.00 21.63 16.583 1055.87 965.00 22.26 I 16.667 770.77 770.77 22.26• 16.750 601.42 601.42 22.26 16.833 482.30 482.30 22.26 16'917 405.72 405.72 22.26 I 17'000 369.91 369.91 22.26 7.083 335.98 335.98 22.26 I/ 17.167 2--4.27 294'27 22.26 II -- STREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA I CITY OF RNCHO CUCAMONGA DATE: 21-Sep-88 WATERSHED AREA XIV-c INTERIM MASTER PLAN BASIN # 6 il 90% OF 025 = .90 X 1074 cfs = 965 cfs AREA 0100 VOLUME OF I Q100 BYPASSING BASIN TO BASIN BASIN ABOVE FLOW TIME (HRS) (CFS) (CFS) OF 965 CFS (AF) I 17.250 259.65 259.65 22.26 17.333 234.56 234.56 22.26 17.417 218.25 218.25 22.26 I 17.500 206.22 206.22 17.583 197.29 197.29 22.26 17.667 190.33 190.33 22.26 II 17.750 184.75 184.75 22.26 17.833 180.06 180.06 22.26 ' 17.917 175.96 175.96 22.26 18.000 172.24 172.24 22.26 II 18.083 168.75 168.75 22.26 18.167 165.27 165.27 22.26 ' 18.250 161.55 161.55 22.26 II 18.333 157.72 157.72 22.26 18.417 153.90 153.90 22.26 18.500 150.56 150.56 22.26 �� 18.583 147.74 147.74 22.26 0� 18.667 145.30 145.30 22.26 18.750 143.10 143.10 22.26 1/ 18.833 141.10 141.10 22.26 18.917 139.24 139.24 22.26 19.000 137.47 137.47 22.26 19.083 135.78 135.78 22.26 I 19.167 134.17 134.17 22.26 19.250 132.65 132.65 22.26 19.333 131.19 131.19 22.26 I 19.417 129.79 129.79 2 19.500 128.44 128.44 22.26 19.583 127.15 127.15 22.26 19.667 125.90 125.90 22 .26 I 19.750 124.70 124.70 22.26 19.833 123'54 123.54 22.26 19.917 . 122.42 . 122.42 . 22.26 I 20 000 121 34 121 34 22.26 ' 20.083 120.29 120.29 22.26 20.167 119.28 119'28 22.26 �� 20.250 118.30 118'30 22.26 �� 20.333 117.34 117.34 22.26 20.417 116.42 116.42 22.26 20.500 115.53 115.53 22.26 �� 20.583 114'66 114.66 22.26 20.667 113.81 113.81 22.26 20.7�/' 112.7 � 112'99 22.26 ~~ � | 8TREAMFLOW ROUTING, SAN BERNARDINO COUNTY HYDROLOGY MA CITY OF RANCHO CUCAMONGA DATE: 21-Sep-88 I WATERSHED XIV-c INTERIM MASTER PLAN BASIN # 6 . 90% OF 025 = .90 X 1074 cfs = 965 cfs N� AREA 0100 VOLUME OF Q100 BYPASSING BASIN TO BASIN BASIN ABOVE FLOW 0� TIME (HRS> (CFS) (CFS) OF 965 CFS (AF) 20.833 112.19 112.19 22.26 20.917 111.41 111.41 22.26 21.000 110.65 110.65 22.26 �m ^ -- , �� @� 1/ ~~ � 'r 1 I 1 - Q N P N h`1 N .0 N o Q N P N 40 1 W •+• . • a- . w •+- • W r- • W W W Y- • • •• • W A 1 y UW Q ... 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'-'k»t'r'r'��3YC�tr> man - • v 1 ..c; ` ' ' j , , �k �� h F � w <:✓ R f'z ,^ ,�*'�"" �'� >� f :wy�,,,�...-,,J� ��„ . -w: %�zw.",�;;✓..'r`,� �"e�-'�"�' REGIONAL MAINLINE FACILITIES (sr <' it Cii s:s ,r� �,y��. �,.r•`'�' ""'r ^i €s ,w i s f tt A ...+.- •'. ✓"`�•--^^" ""'s.�, war' x SECONDARY REGIONAL FACILITIES ,.,� M ■eeeeeeeeoe*ete■ EXISTING MASTER PLAN FACILITY ...•w::t:srx+-..,' P '�^ROPOSED MASTER PLAN FACILITY >'t ! `s � it §� £ #;E s� ,�""• ^._.,:�, �H. x ut r 1111111111111111111111111 DRAINAGE AREA BOUNDARY SUBAREA DRAINAGE BOUNDARY L J ��XIV 1 b9 s fes' I a �� g 1 - MASTER PLAN STORM DRAIN DESIGNATION 100 YR FLOW RATE (cfs) S APPROXIMATE NATURAL SLOPE OR PIPE SLOPE ✓ D PIPE DIAMETER IN INCHES OR CHANNEL 'st�i HEIGHT IN FEET B BASE WIDTH- IN FEET f J$ IDE SLOPE ` ' S :J % � 3 jE fE {^� aft 3 3 � NNN t✓. 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SF XIV -1 10 15 445' 61, 8.33 j _ `16.2 �� . w XIV -2 15 20 540 57 7.58 1 F ' ..txsTf�,.` <..•�....,>a,., f«x F,�� 'q`��j: .s''�e„ � � � WINE ®A(�l6.3 2-.UU/ .� g =;m � 0 , aVm a I==I Y . ^� a :. 6 XIV -6 70 .aaomw > cwQ : ° sem• • a , �� DU/AC SFwu, » a, � IrMI a:� r � a xlv-� 10416.25`72� .� x Iv -s 1010 w. - �•XIV- 9 115 10.0 AC - It �� • =10.0 A CR = A w E • 2 DU/AC SF DU/AC SF . �• • - � 52 � • 15. • 160.0 AC • ETI a 2 DU/AC SF "A" y • A - 2> U/AC SF 61NO • 40.0 AC a~ • • OWN00A • NOW 2 DU/AC SF3E • 2 DU/AC SF �• • 00 7.0 C A _...... _ 2 DU SF ♦ 101 60 ,� 7p �• 48 65 3 OWED_ _ _ . •_ - 515 63 3.50 75 620 6 6 4.00 110 190 51 1.69 115 515 .69- 2.26 120 805 84 2.00 /91 _D DA CHANNEL " ALE: 1 " = 500' XIV --6 ; 7•t4 • F 76. C • 'ETIW "A" z• SPR ADINQ 2 DU/AC SF • of 3r RRF"J'� 1� yTyd� �`��E�e„w3r� >�• XIV- 9 => • 115 84 • `�° 20 CITY OF RANCHO CUCAMONGA ETIW ANDA AREA MASTER PLAN OF DRAINAGE WATERSHED' AREA . X IV UPPER ETIWANDA CONSULTANTS,INC. Consultants to Governmental Agencies 1415 East Seventeenth St.. Santa Ana, CA 92701 (714) 558-1952 FIGURE B 3a a 1�_ 1 164 1 1 Lwa A I I U F-1 i J11111111 ill 6AC: 'RB%l 8 6 -AC, 00. 8. AC comm. A :A". 5-2 IN OTIME I DUST. it 144A 12 =11111 all evil-' 1111 1 [28AC 4-8DU/AC 160 A 1 10 .38mc "A" 4-8DU/AC B 15.4 .:164 M z - -SDU/AC .4 .15 6 48AC -16AC "Alf. 4-8DWAC 8-14D6/AC w C35DO 30 -158 148 72 250 AR OW ROUTE HH11 M 500 8 2 AC. 140** 15AC ..---AO SCALE: 1" = A A =�60MMERCI COMM. 254 21 17AC -2 7 COMMERCIAL' 25 wo -.260 AG "A "B" 1 AC COMM-: HYDRAULIC 'b*TA '• j' � 33AC HYDRAU Q'i 00:�� S� B XVI "A" D' Comm TO NODE LINE. f NODE (C S 354 Comm. X' ' 1 166' 140 '200:..:,- .72 Z. :140'240 -007"' 360 S7 /kC 7.8. X VF . 4 �'256` 24-0 .0.4t!- COMMERCIA AC "A XV 0 256 o2' loss XW-4. 340, 590-.. - '78; 4'80' '3r • C mm R, --.XVt- 356.:, 340 16.5 0 54 17.2- AC • 8AC— 31 AG "XVj7,.-6 -3'4'0� X380 90: A Xvi COMMERCiAL I - - - 0 400. '845 '96 1`25 7 "A" M" XVII * .38 .356,) CO MER L 5 540 1.85 57 36 „w 1 0`1 154" ,XVI -9 , 540 .566, '85 57 VI -10 560 570 305 60 1.50 x 3 0, -1--1 1 40 —71-10 1210 1 (5:0 XVI -5 XVI 0 1 108 90 14AC AC J En 14AC "B" "B" "A" COMM. =COMMERCIAL comm! 02 370 C3 504 w 36 > 42AC A. •"B" omm w. = _ COMMERCIAL 7 520 6TH ST 540. 04 1 XVI -6] 20AC xvl"81. CITY. OF RANCHO CUCAMONGA – COMMERCIAL ETIWANDA AREA .-.-- MASTER.*PLAN. OF. DRAINV 0 E Lo Lo mu WATERSHED -AREA XV -I w 36AC ETIWANDA. COMMERCIAL LEGEND. _. = _ _ .5711 _96-a I.XVI LINK NODE LINK NODE NUMBER' C7 [Xvl:"] 35 .10.0 AC' SUBAREA ,ACA--EAqE Is IV SOIL TYPE' Com 1/4 AC_ S_E-_ LAND .USE CONCENTRATION POINT SUBAREA BOUNDARY LxV1_10 0 36 AC ��♦r�� . REGIONAL MAINLINE FACILITIES 60 "B" SECONDARY REGIONAL FACILITIES COMMERCIAL EXISTING MASTER PLAN FACILITY PROPOSED MASTER PLAN FACILITY 1. DRAINAGE AREA BOUNDARY SUBAREA DRAINAGE BOUNDARY 0 MASTER PLAN STORM. -DRAIN DESIGNATION Q 1 -FLOW. RATE -(C'fsl'- 57 00 YR r S APPROXIMATE NATURAL SLOPE OR' PIP1E-:SLOPE.`,': SAN BERNARDINO -AVENUE D PIPE DIAMETER. IN INCHES OR CHANNEL'. HT IN FEET V HEIGHT [x B BASE WIDTH. IN -FEET 108 .. . . Z' SIDE SLOPE ... , EXT1. N_01'71;' -T'0 --L 1 11 P. R15 5 Y - FIGURE ".L ONSULTANTS, .NC.... r3 A a, .92701. A' '1415-E'st.Sevente _n -Sints CA Consultants'tof i5o%mrnmdnta�'.'genaes a a th fit. (7.14) 556-195L2 AC Irk, 1:0 0 .T - C2_5 DO I,All RCIA Comh 252 3 -2 5- -� ti\ \ �\/�_ \� _`_"` �%' % ti �� V% �,/' 1 ((s�� f �- J r.....� �'\'� t` \\ Lam' �' 1 �\,z � �``�--� i s - , ` , \ t �--- - // / r \ t r/. ; \./ �f fit/ v��'' ,fAl �i� V �� t ` /� �' J f� ` ! , . �.. ,% •.\ 1 �� :3 t �..__-- 111 11 \ -1 _ •' J It it \\��q -.- tJ �� t __ • c 1 \ \l I� \ ,"-. & .. 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MASTER PLAN OF DRAINAGE _7,1Is * ; V = I il,c XVI -7. - -fir - • +I+r ; =Yy= �1 S MASTER PLAN FACILITY WITH SIZE _ _.. _0. __ . . -- = I • • �!- �I; t a I N_ ULTIMATE MASTER PLAN FACILITIES ' �''�� I.: REGIONAL MAINLINE FAC I L I TY z. - J • , - ,,,,, �, t 1 1.1 / + 1 as • ' ;+ tom,�': 1 + / /, / , /., ,! -•• - ' t '•�= X I >� I, '.•.•��( 1 SECONDARY REGIONAL FACILITY �� - ?+�V = a ,, - Vii' 1n • I .10 I I =--,//,-) - --`�_ �' f, / /; I 11111//1 l l 111111111111 BENEFIT �`.:� E A BOUNDARY ES�� TS NC. 1, CORS App d °___ -'' _., +5 -.r- LTA . - : -- _-_ W�_ -__ _ _:_ _____ -==- �.__ .__ �___. - - - - . _ --_ -= f�--��__� ti .. • �__ -- .:: -- b A W D f t - . _ --- _ 1 1 r �I j- f- „- ,:_ -_ ... B ,SE I TH . , ti_- . . �� t - -�.. { Consultants to Governmental Agencies 1415 East Seventeenth St. Sante Ane, CA 92701 ii,', . - -. _ . .. . . _ . . ' ♦ // d HEIGHT (ft.) W<� XVI -1 1 1 08 (714) 558-1952 . TO I - 10 . . Z SIDE SLOPE . . . . I . . . .. . . . " I:GU . 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