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Tract 13694 Hydraulic Calculations
• CIVIL ENGINEERING C P Laflge LAND SURVEYING ENGINEERS LAND PLANNING HYDRAULIC CALCULATIONS for ONSITE STORM DRAIN for Tract No. 13694 In the City of Fontana, CA APPENDICES A B C & E ok ovESSl0N 9 v . „ 2, = ..,-- r. ,,, . No• C 29022 4( • ; 4 101 0. - - ../. " OF WO "( i A L . / / . e . ' N / ./ C. Phillip nge RCE 922 y authority t s 3-31-94 94 4VaP,g, +aao iUo' 9 ;94 840 -K W. 9TH ST. • UPLAND, CA 91786 • (714) 946 -9919 • FAX (714) 982 -4199 SHEET A 1 op nL • .0 CIVIL ENGINEERING ,/OB No. p Lange LAND SURVEYING inNazignons LAND PLANNING LOCAT /ON 8 40 -K W. 9TH ST. • UPLAND CA 91786 • (714) 946 -9919 B CK'0 DATE __ r ._.p _. ._ .. _ _.. , . .. .. . _ 1 _ ______. _ _ . . . . _. .. . - ' - . so S O F ( 0 -1.E ¢— S CSR- „F -/ ,o W5 _ r►�) . M }S OF Lid S . A _. A ._ . _ 5 ft T 1. ,e u SUMP ... -- _. — -- .- - - -- _ — -- -- -' QN.D -1- __P - -- .0Z NS�_Taf- 1-PtOt —.— -'W `r`D EAS -- - - -. . IN : _ 10 ? — y �Pr? , CArPA G .. _ Tt Q2s.M9 ? P A ikJ 4 ■ D' • IN Its .111 ► S - - , s 4 . MI ,. 6 _ t . • V '' 1 v$4 P • - . A cocv.s 4 1v , - -- •. .D - ' -ate 1h tS • -- - 5 ■ tJD&$ t . Q �o l'.._ PcPPRox , L. CPS IOMP .... _ _ kit 4 5 -� �-�4' L-- . Q 3s'9 cr-s • . st s or _'(J • ICJ Ipe _ 1 °I '- S T1fhT IN . IOC - ' ". _ S • t - 4 IIu- — — — - - '7 • • .- U-'-� -' . L • 511 LTr9$ . I jJt F(of) D (AA' . _ • I ,1L APPENDIX "A" EFFECTS OF 100 -YEAR STORM ON LINE "B" UNDEVELOPED CONDITION Water from that area which would be tributary to Line "B" flows by overland flow to a low point on Locust Avenue. Its flow path is then over the crest of Locust Avenue and continues east through the Crestmore subdivision. Q25 undeveloped = 359.0 CFS (from the previously approved study on file with the City for the previously designed "Detention Basin ".) This flow passes through a natural weir section of streets and yards along the east side of Locust Avenue herein referred to as the "Locust Weir ". DEVELOPED CONDITION The flow in Line "B" is carried to the County of San Bernardino Master Plan storm drain, project 3 -4 model 1 at Locust Avenue and 7th Street. The Master Plan storm drain is designed for 25 -year Q's. A portion of this off -site master plan storm drain is being constructed to carry the flows from the tract to an outfall drainage collection sump borrow pit, south of 5th Street and east of Pepper. The 25 -year flows from the tract will be carried in the storm drain. The 100 -year flows will exceed the off -site storm drain capacity to carry all the water from the tract. The water above the capacity of the off -site storm drain will be outletted to flow following its historic flow path through Crestmore subdivision. To prevent ponding above the right -of -way inside the tract it is necessary to route the 100 -year Q's to, 1) the Master Plan storm drain and 2) overland through Crestmore subdivision. The 100 -year Q's are analyzed in all pipes in the hydraulic calculations. Line "B" has a limited flow into the off -site storm drain and the remainder of the flow must be diverted to the Locust Weir and through Crestmore neighborhood. In summary, the 100 -year Q from Line "A" and "C" and part of the 100 -year Q from Line "B" flow through the off -site storm drain. The remainder of the 100 -year flow in line "B" flows out of Line "B ", across the Locust Weir and overland through the Crestmore area. HYDRAULIC CALCULATIONS Preliminary calculations (verified in LTB100.OUT) showed that to provide a storm drain to remove the water from the sump on Slate Creek Drive through lateral B -1 the highest HGL 100 at the confluence of lateral B -1 and Line "B" could be 1004.00. Using this as control, calculations show 92 CFS can be carried in Line "B" down stream of lateral B -1. From the hydrology if 92 CFS of 237.9 CFS flows into the off -site storm drain the remaining 145.9 CFS flows through the Locust Weir. From sheet A -20 the water surface at the weir and in the street is 1003.61. Using this as control the Q out of the storm drain through CP B -001 and CP B -003 was calculated, and the HGL100 in Line "B" to Lateral B -2. The HGL at Lateral B -2 is higher than the opening to the catch basins on lateral B -2, therefore A3 water will flow out of the storm drain through lateral B -2. The total incoming Q of 141.5 CFS (hydrology node 42) can be outletted through lateral B -2, CP B -001, CP B -003, and Line "B" to the off -site storm drain. Hydraulic calculations for this analysis are on sheets A4 through A8. The hydraulic calculations for Lateral B -1 are on sheet A9 and LTB100.OUT of main report. The above calculations assumed that the 141.5 CFS from the hydrology study was in the pipe at Line "B" and Lateral B -2 intersection. A second brief analysis was run to determine what the Q in the pipe likely would be. This was accomplished by checking the mainline HGL at a lateral. If the HGL was higher than the opening of the catch basin the Q entering from the lateral would be reduced to 0. Due to this reduction the Q in Line "B" south of Lateral B -2 would be approximately 104.3 CFS vs. the original 114.2 CFS. Since the larger Q could be removed from the storm drain system, using the smaller Q thus provides a more conservative system. The calculations for this analysis are on sheets A10 through A19. A check of the street capacity of 11th street 100 -year Q at Locust Avenue (from catch basin analysis is 120.6 CFS which is greater than (141.5- 104.3) + 1.7 +4.3 +5.9 +1.5 = 50.6 (street Q's from catch basin analysis). The Q 100 capacity of Locust Avenue at the intersection of 11th Street is 135.2 CFS, which is greater than the 50.6 +37.0 (Locust Avenue) = 87.6 CFS. Therefore, both 11th and Locust can carry the flow generated by the 100 -year storm within the public streets and easements constructed as a part of Tract No. 13694. Sheets A -21 through A -35 are the 100 -year Q for off -site and on -site storm drain combined. Stationing is on off -site storm drain stations. Station 140 +97.34 off -site is station 7 +20.82 of the on -site storm drain. The HGL 100 at station 140 +16.65 provides starting HGL for Line " A " (LNA.OUT) and hand calculations of Line "B" (Sheet A5). CONCLUSIONS The incoming flow to the sump area on Locust Avenue is discharged via 1) Line "B" to the off -site storm drain and 2) through the Locust Weir. Flow in Line "B" in excess of capacity to the off -site storm drain can flow out of the storm drain system and through the Locust Weir. The flow through the Locust Weir at Q100 is less than the historic Q25. 11th Street and Locust Avenue have adequate capacity to handle the flow in the 100 -year storm attributed to restricted pipe capacity. Finally, the flows in lateral B -1 can exit the tract without causing ponding above right -of -way inside the tract. Thus the system has been shown to function satisfactorily in a 100 -year storm. LATEM 1B-2 8 2 cFs ZT 3 CPS F IG.I GFS W L N E "8" 1 1 2 s y r 6. &f: C F _ LOCUST AVE, cP 8 -04>2 CP B -coI ra9cFS 52 CFS LATEQ. l 5- 00 I q8.% CFS SLATE C eZE K D K S u MM A Q Y of Q's F - IQo#+ NYDWLC(qY 145.9 7742 LOCUST WEIP- 237,4 Crs q2 CFS NODE e ?o OFFSiTC S.D. N r r OFFS ME rig 13(oq 4- STOfCM MAIN AQM MOM* RDAD sCA.E I "= Ivo' n HYDRAULIC GRADE LINE Sht of CALCULATION SHEET PROJECT Le 1369"-/ CALCULATED BY , T 2 G LINE " B " 100 y Q Los Angeles County Flood Control District O Conduit unseals when D is less than d DATE 1,9 7,9 STA. ELEV. INV. * D ELEV. H.G.L SEC- TION d A Q V v 2q K Sf Av. Sf L h h h• ht ELEV. E.G. L. ;t - 4.8 P0,7/ /o /y 05 oa?•yo 60, .5 / .135 Z yG 0.3yaj 21oy p.00� n 4.002 828 4. 995 Q, Go 9��' /11,9 /lv 6 9.. V. /9 ca34 i /�G3S' 6.8 O• FyF 0 AuOy O.Ari1r? 116./7 D.e Doak 7 1147 ' Imy, S /I•G3� ,. ,, ao?.9G" 17f - 115.77 88%.77 /51 07 /639W 60 "0 $ N,435 45,Z 2,36z O.00 XCOY 063 /v�l,0t 0.0003 Z3 0,06'10 t 99/. 77, 12 Z6 100401 61 '0 6 i� >, i �, n „ �any,b4� , a, 3 /0 0,033 G. fB7 19t25-0 23/00•/6 191•79 9`7`�.bs /2•o 1 2.33 boil 12 5. - IS `f B� yB�� /2.566 //y,Z 9088 /.2825 1'136 0. 006 0-00(6"S '0134 375.16 S .2.3727 0.0652 0.1761 ,5517 ' /2.5(/0 //./.z JI . 11 II ,, IodI.6b4 23 +05. /t g .3c 1000142 � S' 21 Hb S IAI 07 3.3588 vo6 0,0/18 /010.1$ B+lo,ll I6 +y h - �� lG �9y G0 zz /715. F -c tA)ATEQ t,R.e (rot -e I TO c. h =0,00 t /S. D l ,vD hat BQA N i�/ C = C F I ,1 0' IS - 6,7T 1,2Q 26 �fr o. q S i - 0�2 �l•Za 5) = 176 ! Y t2S Z 3� lG K� = l3 p, /37 HYDRAULIC GRADE LINE Sht o CALCULATION SHEET p PROJECT � � � CALCULATED ti LINE -P 8",20/ Los /Angeles County Flood Control District 3 'Conduit unseals when D is less than d DATE 10- �,+ ^ v STA. ELEV. INV. D ELEV. H.G.L SEC- TION d A Q V v 2y K Sf Av. Sf L h hb hj qtr ELEV. E.G. L. n w n .00 x,/ D.DIoq 0.130' 6 !� (.'� 9 ,3� l .07 lD•y8 lo.9 AP°Js4 1vo3.B2 1003 l9•G3s 52 ?.G4B ll a. /os9 2Go� o.oc, 1 I?L3 5 5Z II /I fl mb3.93o s I f xri 10 0,0002. 0 X057 ? 1 / C=! =517 � v• 7(o S Z �_ 1.7n m.0 2. 12 S5 S 1 -k 1603.82D Jory oaf /, la ' m3,W $3 ,OD �.y76 D•09SZ ;vG3.7ob 40ATE r#wff AP P 06 = 63.11 - GJ 1 LL PLO r uN . E-g _ 04 u 0 � �t Su HoD A 4 . 17 bi 4 TES C D S / //E ,vc.T on! FRDi -- D /K� T /ON S rn I�J�T Ce o�N 7a A 57*0� /,Z VYz Ta J ,,vn Pl,- -, G t . /oe )r- 5,1/30 7 1 24,I7 04 Cx T S or C�1 -- 7v e -I.OV 0110 z o. it z ti15iAE G 7 ur i G$_ ,(/r •+' E Los j/ n = / Z Q 47�D. � — I Z 8 8 A:f - //y 3 17 �" 317 l . . p y STA. �.. ,amp ice. P . d� dMW ddW d. 4 . do" . am � HYDRAULIC GRADE LINE Sht�of : CALCULATION SHEET ' PROJECT CALCULATED BY E to LINE CP ' -023. Los !Angeles County Flood control District V Conduit unseals when D is less than d DATE p y STA. ELEV. INV. 0 ELEV H.G.L SEC- TION d A Q V v 29 K S Av. Sf L hf h h� ht ELEV. E.G. L. a ll C1 too 99/ 1 2.28 10 , 101 _6q 3S D, /qIS ?Goy 0. 0007 lDO�{ z ol D.0007 24l o.0/Sy H.76./ MR/ 1 1.58 L0Djgq 1 N GD � i �' � y� Gas 88 76 � _ 9 (c� -- —_ i� io oQ. i83 2.9r�o s Ib 0.0003 a, /7 f8 iNS�D� ll ll.57 $S 8 ?,grlo _ 0 o v� s oZ 0 !"sY • i�::.62 — ' t� d,B3 �l • oa 284. . -- W& D, -- .4Triz sv e rAer ? L /b -3, b I ,' .4 4� W F w F/10 U DC-Z - _6 - L6 -- PE _ Tb 4u e t o It rp I v slDL- G.8 !J/l i - b -2 s 8 io c.o = .2 - /.Z .1676 — 0 0 � V � FLOW lu T� It ZD �i�7� ii� .- Fm C" I FfsM .. /AJ G JZ ' 33` 2. S 9.31 HYDRAULIC GRADE LINE =o,z 4 Sht of ._83x. �3.11 O,1ys4 o.a h 3111 G2 CALCULATION 0,83 SHEET MAJ De FM C.S. CAL gZ.y1l 71 2903, /3695/ -/ PROJECT - K►, = 0.14 1,0 v% , , 4 Hl, - 0.141 DAi CALCULATED BY INC ft GB, LINE 4471 8'2. Los Angeles County Flood Control District +c D Sion C y1 N y '+c = CP $ - Z DI Conduit unseals when D is less than d �/) DATE STA. ELEV• +► O ELEV. SEC- d A Q V v K S� Av. L hf hb h• 2 �� ELEV. C .' q` INV. H.G.L TION 29 Sf Qcu E.G. L. 1100 ligU, 11.70 looi63 33` 1.7c, 5.539 V3 q.&W 0.3181 5m.7 O.OD2 5v f IfSZ.44 4giS.g11 l o.vz oo .S3 5.939 27.3 '� 11 528.7 �� 33�" -I.-75 d,0017 0.13q$ O.o471 0.2625 IooG. 9. im.11 33 -7 D,DIOZ D•Cb'f2 f 63. 117.A 2.75 5'.135 8.20 1. 381 0.0,29E 5� •7 V. 0002- /on6.2N'( N /A/5�ArL 997./6 9ps _• loot - V 03.1 - 8 .76 X5,70 0.0 0.0001 2,g5�3 �r /0 /O" 0.02'b �OOGIJS 002.5 trr /DE . /005. o.SB /vo�.Zl DQ" D.$3 -'/• 0,1 0,391 ocozy �Ozz-, 0 � V � FLOW lu T� It ZD �i�7� ii� .- Fm C" I FfsM .. /AJ G JZ ' 33` 2. S 9.31 12 k =o,z 4 B ._83x. �3.11 O,1ys4 o.a h 3111 G2 0,83 7.5 *A MAJ De FM C.S. CAL Q, =1 /OOS.3 'q/ 3.211. 1 0 . 1010 52xA O.DOI C.00l� W015 0.081/8 It ►t i s 1. 0.0013 1 0.603 o.ab Ho .2x10' .2� lo 8 • S 0.0002 11 2.SN7 D.lorll SNt _ � _ L 1005•(0 .'. Id 'ii„ LL, R OU y.ArB zll +DO Th I St.yv h _K k =o,z 4 C "2. V 3 = = ,7 is O,1ys4 o.a h he" ee z�_ 5000 Fo2 D._ PA ` ,Cb&3 - 03 gZ.y1l 71 2903, h�, - K►, = 0.14 1,0 v% , , 4 Hl, - 0.141 DAi " +o3,5G INC ft GB, 6 S E - • 1 o It15 /�lE C.6 +c D Sion C y1 4 T y '+c = I , ?- (D b0 �/) D•C / / (� ' TU / SJG� • 8 - 1. D 2 �� D. �� C .' (,3LB1) 104.011 J�oS• 8 0.1208 ,vrJS �2l' v to a n a IIIINIIII am am No a" t 1 t t rEj an an No ® . !r 00 ri AN it i mm M i 1W dME Mll �■II i ..� ,�-, HY CALCULATION SHEET ._ ' Los Angeles County Flood Control District Q LINE L F i i %onduit unseals when D is less than . DATE / M mm I IRMO S ki`_. /<.J404 !rM MM dr dr 011111111 MM dMill d=d MW Ms rte! HYDRAULIC GRADE LINE Shtd. CALCULATION SHEET PROJECT Tie 1369 CALCULATED BY gz LINE j' B " loo YQ Q Los Angeles County Flood Control District w it /t &DOZED 42's Conduit unseals when 0 is less than d DATE STA. ELEV. INV. * ELEV. H.G.L SEC- TION d A Q V Y 2q K S t AV. S L h f h b h• h 1 ELEV. E.G.L. t -4 .e a*' ' P, .10 111105 Ofl2 60 .`� / .635 9 7- a--Of ?Goy 0. /490q �� m q �. -4 0 p.002 D. 9 S 14 0 281 77 /y/>' 1(o b r. S. 7,ff 77 p&A9 /11 yD7 ' vo3. 4Z i '� _ S /11035' �7.G3s 6•9 �� O.70% ,. " ,, loa3' .�rt�7 G /7 0. Doccl3 /7 989.77 1-q 07 /cn3EFG,r GO V S"' 1x1.635 x/5,2 o•o8t3 , 0.0003 /,D A P 9'71. /ppN.Dl (v0 � raoy.o9�} or�33 10 v-0003 375 oA33 ./ 97`f 0.11169 .8t 37 t_ 19 s•Aa zsmo •16 11179 q99 - Z•o 12-33 bbd �o ` #91 � 2.5 66 104.30 8.300 1069 8, _ 1H36 o oos3 loo�f9s 12 10430 It 11 1 1 It 1007.07 0 0.O e� 23,o6. /(o Y. 30 Ioos.29 42 S " ll 10 ;30 /0,8*1� 02# oofi D.o107 1007,117 B+lo.'1 Iv R. 1G f9r 60 l7,ys, F7 p up EIFL& 04 Wane - o _ h = o, 0 03 A- _ _ A 033 C I s n. _ •2 = (l. 0698) _ , l3 D . 111 / l2,� 23+ 1G -- K � _ 0,/37 b i� A 1 Z File DSK9:LNB100.OUT[216,01 printed on 06-Hoy-9O 09:02:07 Page 2 F0515P PAGE 1 FONTANA HYDRAULIC WATER CALCULATIONS SURFACE PROFILE LISTING LINE "B' HGL100 = 1006.92 8 23 +05.16 FROM HAND CALCULATIONS 100 YR O'S JRC11 -140 PRESSURE MH LID CALCS ONLY STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER l /ELEM SO SF AVE HF NORM DEPTH ZR ##### t### t############## t######## 1##### t## t######## t###### t##### t###### t# ##### t# tt# t#t###### # # # #t #tt # #ttt# JUNCT STR .00000 .012464 .00 .00 2305.16 994.51 10.720 1005.290 104.3 10.84 1.815 1007.115 .00 3.115 3.50 .00 .00 0 .0 257.87 .00880 .010747 2.77 3.500 .00 2563.03 996.84 11.526 1048.366 104.3 10.84 1.825 1010.191 .00 3.115 3.50 .00 .00 0 .0 JUNCT STR .04762 .020412 .21 .00 �oo(o,g W4HEST CMT - TO L-AT. 8 -3 100 -D& :. wAI M w1Ll.. M*T FL ow it4, 2573.53 997.34 9.720 1007.060 104.3 14.75 3.380 1010.440 .00 2.910 3.00 .00 .00 0 .0 433.73 .02301 .024453 14.61 2.550 .00 3007.16 1007.32 10.730 1018.050 144.3 14.15 3.380 1421.430 .00 2.914 3.00 .00 .00 0 .0 JUNCT STR .05238 .036734 .39 .00 iYf 101(bAD 14149FST E1ir"AON - r o J-+4T. - 8.4 [ I01 ; WATM Wi t-L ,VDT Ftok.) iM 3017.76 1007.87 9.169 1017.039 104.3 17.56 4.788 1021.827 .00 2.715 2.75 .00 100 0 .0 311.92 .02741 .038894 12.13 2.750 100 3329.68 1016.42 13.288 1029.708 104.3 17.56 4.788 1034.495 .00 2.715 2.75 .00 .00 0 .0 ew JUNCT STR .06211 .043913 .21 .00 ■, 3334.51 1016.12 13.687 1030.407 101.5 17.09 4.534 1034.941 .00 2.711 2.75 .00 .00 0 .0 396.25 .05941 END dF CoNST. -r 130LI-1 .036833 14.60 1.640 .00 !! 3730.76 1040.26 5.308 1045.568 101.5 17.09 4.534 1050.102 .00 2.711 2.75 .00 .00 0 .0 JUNCT STR .05365 .036058 .17 .00 3735.42 1040.51 7.622 1048.132 84.2 14.18 3.120 1051.252 .00 2.669 2.75 .00 'co 0 .0 162.62 .04509 .025347 4.12 1.775 .00 3898.04 1047.84 4.563 1052.406 84.2 14.18 3.120 1055.526 .00 2.669 2.75 .00 .00 0 .0 HYDRAULIC JUMP .00 3898.04 1047.84 1.820 1049.663 84.2 20.19 6.328 1055.991 .00 2.669 2.75 .00 .00 0 .0 b i� 1 n L File DSK9:LNB100.DUT1216,01 printed on 06-Nov -90 09:02:10 Page 3 A �. F0515P PAGE 2 HATER SURFACE PROFILE LISTING FONTANA HYDRAULIC CALCULATIONS LINE 'B' HGL100 = 1006.92 1 23 +05.16 FROM NAND CALCULATIONS 100 YR U'S JRCII -1-90 PRESSURE MH LID CALCS ONLY STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLON ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 46.15 .04509 .041543 1.92 1.775 .00 3944.19 1049.92 1.837 1051.761 84.2 19.96 6.188 1051.949 .00 2.669 2.75 .00 .00 0 .0 75.65 .04509 .038727 2.93 1.775 .00 4019.84 1053.33 1.918 1055.253 84.2 19.03 5.625 1060.878 .00 2.669 2.75 .00 .00 0 .0 40.27 .04509 .034553 1.39 1.775 .00 4060.11 1055.15 2.005 1057.156 84.2 18.15 5.113 1061.269 .00 2.669 2.75 .00 .00 0 .0 26.19 .04509 .030933 .81 1.775 .00 ri 4086.30 1056.33 2.099 1058.431 84.2 17.30 4.649 1063.080 .00 2.669 2.75 .00 .00 0 .0 PR 18:41 .04509 .027837 .51 1.775 .00 4104.71 1057.16 2.204 1059.366 84.2 16.50 4.126 1063.592 .00 2.669 2.75 .00 .00 0 .0 13.37 .04509 .025255 .34 1.775 .00 4118.08 1057.77 2.323 1060.088 84.2 15.73 3.842 1063.930 .00 2.669 2.75 .00 .00 0 .0 9.49 .04509 .023240 .22 1.775 .00 4127.57 1058.19 2.465 1060.658 84.2 15.00 3.493 1064.151 .00 2.669 2.75 .00 .00 0 .0 5.04 .04509 .022361 .11 1.775 .00 4132.61 1058.42 2.669 1061.089 84.2 14.30 3.174 1064.263 .00 2.669 2.75 .00 .00 0 .0 JUNCT STR .03101 .024211 .12 .00 4137.77 1058.58 3.994 1062.574 73.7 12.41 2.390 1064.964 .00 2.618 2.75 .00 .00 0 .0 25.55 .03061 .019420 .50 1.853 .00 4163.32 1059.36 3.740 1063.102 73.7 12.41 2.390 1065.492 .00 1.618 2.75 .00 .00 0 .0 HYDRAULIC JUMP .00 4163.31 1059.36 1.885 1061.247 73.7 16.99 4.480 1065.727 .00 2.618 2.75 .00 .00 0 .0 1 n L -vo.OUT1216,01 printed on 06- Nov -90 49:42:31 Page 4 A ) 7 F0515P PAGE 3 WATER SURFACE PROFILE LISTING 0 FONTANA HYDRAULIC CALCULATIONS LINE 'B' HGL100 = 1006.92 Q 23+05.16 FROM HAND CALCULATIONS 100 YR Q'S JRCII-1-90 PRESSURE NH LID CALCS ONLY STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE NF NORM DEPTH ZR #tt####ft tttttttttlt # #t # # #tttt # #t # # #tttt 45.07 .03061 .028945 1.30 1.853 .00 4208.39 1060.74 1.902 1062.644 73.7 16.81 4.390 1067.034 .00 2.618 2.75 .00 .00 0 .0 88.40 .03061 .027056 2.39 1.853 .00 4296.79 1063.45 1.987 1065.435 73.7 16.03 3.991 1069.426 .00 2.618 2.75 .00 .00 0 .0 42.11 .03061 .024202 1.02 1.853 .00 4338.90 1064.74 2.080 1066.817 73.7 15.29 3.629 1070.446 .00 2.618 2.15 .00 .00 0 .0 25.64 .03061 .021759 .56 1.853 .00 2.15 0 4364.54 1065.52 2.183 1067.704 73.7 14.57 3.198 1071.002 .00 2.618 .00 .04 .0 ! ► 16.94 .03061 .019700 .33 1.853 .00 4381.48 1066.04 2.198 1068.338 73.7 13.90 2.998 1071.336 .00 2.618 2.75 .00 .00 0 .0 10.81 .03061 .018062 .20 1.853 .00 4392.29 1066.37 2.435 1068.806 73.7 13.25 2.726 1071.532 .00 2.618 2.75 .00 .00 0 .0 4.88 .017097 .08 1.853 .00 .03061 4397.17 1066.52 2.618 1069.138 73.7 12.63 2.477 1071.615 .00 2.618 2.75 .00 100 0 .0 PR t JUNCT STR .00859 .016842 .08 .00 4401.83 1066.56 3.438 1069.998 73.7 10.43 1.688 1071.686 .00 1.704 3.00 .00 .00 0 .0 406.38 .00861 .012210 4.96 3.000 .00 4808.11 1070.06 5.270 1075.330 73.7 10.43 1.688 1077.018 .00 2.704 3.00 .00 .00 0 .0 JUNCT STR .00999 .013485 .09 .00 4815.21 1070.13 5.603 1075.733 70.1 9.92 1.527 1011.260 .00 2.659 3.00 .00 .00 0 .0 320.31 .01011 .011046 3.54 2.600 .00 5135.52 1073.37 6.119 1079.489 70.1 9.92 1.527 1081.016 .00 2.659 3.00 .00 .00 0 .0 0 h A �s File DSK9:LH1100.OUT[216,0l printed an 06- Nov -90 09:03:02 Page 5 F0515P PAGE 4 FONTANA HYDRAULIC WATER CALCULATIONS SURFACE PROFILE LISTING LINE 'B' HGL100 = 1006.92 E 23 +05.16 FROM HAND CALCULATIONS 100 YR U'S JRC11 -1-90 PRESSURE NH LID CALLS ONLY STATION INVERT DEPTH A.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOA ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ################################################################################ # # #t # # # # # # # ## # # # # # # # # # # # # # # # # ## JUNCT STR .14491 .021374 .10 .00 5140.35 1074.07 4.495 1078.565 65.9 13.42 2.198 1081.363 .00 2.425 2.50 .00 .00 0 .0 56.65 .03991 .025813 1.46 1.700 .00 5197.00 1076.33 3.769 1080.100 65.9 13.42 2.798 1082.898 .00 2.425 2.50 .00 .00 0 .0 HYDRAULIC JUMP .00 5197.00 1076.33 1.735 1078.066 65.9 18.12 5.098 IOB3.164 .00 2.425 2.50 .00 .00 0 .0 18.41 .03991 .037412 .69 1.700 .00 l 5215.41 1077.07 1.743 1078.809 65.9 18.03 5.048 1083.857 .00 2.425 2.50 .00 .00 0 .0 ! 80.72 .03991 .035204 2.84 1.700 .00 5296.13 1080.29 1.822 1082.109 65.9 17.19 4.588 1086.697 .00 2.415 2.50 .00 .00 0 .0 39.47 .03991 .031520 1.24 1.700 .00 5335.60 1081.86 1.908 1083.770 65.9 16.39 4.171 1087.941 .00 2.425 2.50 .00 .00 0 .0 24.63 .03991 .028366 .70 1.700 .00 5360.23 1082.84 2.003 1084.848 65.9 15.63 3.792 1088.640 .00 2.425 2.50 .00 .00 0 .0 W 16.69 .03991 .025729 .43 1.700 .00 5376.92 1083.51 2.111 1085.622 65.9 14.90 3.447 1089.069 .00 2.425 2.50 .00 .00 0 .0 11.36 .03991 .023674 .27 1.700 .00 5388.28 1083.96 2.240 1086.205 65.9 14.21 3.134 IOB9.339 .00 2.425 2.50 .00 .00 0 .0 5.89 .03991 .022766 .13 1.700 .00 5394.17 1084.20 2.425 1086.625 65.9 13.54 2.848 1089.473 .00 2.425 2.50 .00 .00 0 .0 JUNCT STR .02148 .018147 .13 .00 5398.83 1084.30 2.506 1086.806 65.9 13.42 2.798 1089.604 .00 2.425 2.50 .00 .00 0 .0 h C A16 File DSK9:LNb100.0UTE216,0I printed on 06- Nov -90 09:03:27 Page 6 F0515P PAGE 5 DATER SURFACE PROFILE LISTING FONTANA HYDRAULIC CALCULATIONS LINE 'A' NGL100 = 1006.92 4 23 +05.16 FROM HAND CALCULATIONS 100 YR O'S JRCII-1 -90 PRESSURE MH LID CALCS ONLY HGT/ BASE/ ZL NO AYBPR STATION INVERT DEPTH H.S. 8 VEL VEL ENERGY SUPER CRITICAL DIA ID H0. PIER ELEV OF FLOH ELEV HEAD GRD.EL. ELEV DEPTH L /ELEM SO SF AVE HF NORM DEPTH ZR im 395.34 .00430 .025813 10.20 2.500 .00 r 5794.17 1086.00 11.522 1097.522 65.9 13.42 2.798 1100.320 .00 2.425 2.50 .00 .00 0 .0 JUNCT STR .14375 .00 5798.83 1086.67 .958 1087.628 65.9 38.05 22.480 1110.108 .00 2.425 2.50 .00 .00 0 .0 13.49 .36241 .253619 3.42 .880 .04 5812.32 1091.56 .983 1092.542 65.9 36.75 20.916 1113.518 .04 2.425 2.50 .00 .00 0 .0 im 13.78 .36241 .226698 3.12 .880 .00 .; is 5826.10 1096.55 1.019 1097.512 65.9 35.03 19.059 1116.631 .00 2.425 .54 .00 .00 0 we 10.38 .36241 .199012 2.07 .830 .00 5836.48 1100.31 1.056 1101.370 65.9 33.40 17.323 1118.693 .00 2.425 2.50 .00 .00 0 .0 8.19 .36241 .174771 1.43 .880 .00 5844.67 1103.28 1.495 1104.376 65.9 31.65 15.753 1120.129 .00 2.425 2.50 .00 .00 0 .0 6.66 .36241 .153596 1.02 .880 .00 5851.33 1105.70 1.136 1106.832 65.9 30.37 14.321 1121.153 .00 2.425 2.,50 .00 .00 0 .0 irk 5.54 .36241 .135033 .75 .880 .00 5856.87 1107.70 1.178 1108.882 65.9 28.95 13.018 1121.900 .00 2.425 2.50 .00 .00 0 .0 4.61 .36241 .118186 .55 380 .04 5861.54 1109.40 1.223 1110.621 65.9 27.61 11.835 1122.456 .00 2.425 2.50 .00 .00 0 .0 4.00 .36241 .104566 .42 .880 .00 5865.54 1110.84 1.269 1112.114 65.9 26.32 10.755 1122.869 .00 2.425 2.50 .00 .00 0 .0 3.43 .36241 .092099 .32 .880 .00 5868.97 1112.09 1.318 1113.409 65.9 25.10 9.779 1123.168 .00 2.425 2.50 .00 .00 0 .0 C 1417 File DSK9:LNB100.OUTi216,0I printed on 06- Nov -90 09:03:53 Page 7 11 F0515P PAGE 6 WATER SURFACE PROFILE LISTING FONTANA HYDRAULIC CALCULATIONS LINE 'B' HGL100 = 1006.92 1 23 +05.16 FROM HAND CALCULATIONS 100 YR O'S JRCII -1 -90 PRESSURE MH LID CALCS ONLY STATION INVERT DEPTH U.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FIOU ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 2.9B .36241 .081196 .24 .880 .00 5871.95 1113.17 1.369 1114.540 65.9 23.93 8.891 1123.431 .00 2.425 1.50 .00 .00 0 .0 2.59 .36241 .071666 .19 .880 .00 5874.54 1114.11 1.424 1115.534 65.9 12.82 8.065 1123.619 .00 2.415 2.50 .00 .00 0 .0 2.27 .36241 .063334 .14 .880 .00 5876.81 1114.93 1.481 1116.413 65.9 21.76 7.350 1123.763 .00 2.425 2.50 .00 .00 0 .0 1.99 .36241 .056019 .11 .880 .00 5878.80 1115.65 1.541 1117.192 65.9 20.74 6.681 1123.873 .00 2.425 2.50 .00 .00 0 .0 1.73 .36241 .049622 .09 .880 .00 T 5880.53 1116.28 1.645 1117.885 65.9 19.18 6.074 1123.959 .00 2.425 2.50 .00 .40 0 .0 1.52 .36241 .444055 .07 .880 .00 5882.05 1116.83 1.674 1118.504 65.9 18.86 5.521 1124.025 .00 2.425 2.50 .00 .00 0 .0 JUNCT STR .26608 .041720 .19 .00 err 5B86.71 1118.07 1.890 1119.960 65.9 16.55 4.255 1124.215 .00 2.425 2.50 .00 .00 0 .0 2.72 .11287 .112716 .31 1.890 .00 5889.43 1118.38 1.890 1120.267 65.9 16.55 4.255 1124.522 .00 2.425 2.50 .04 .00 0 .0 46.76 .11287 .111489 5.21 1.890 .00 5936.19 1123.65 1.908 1125.562 65.9 16.39 4.171 1129.733 .00 2.425 2.50 .00 .00 0 .0 35.68 .11287 .104904 3.74 11890 .00 5971.87 1127.68 2.003 1129.685 65.9 15.63 3.792 1133.477 .00 2.425 2.50 .00 .00 0 .0 13.37 .11281 .095153 1.27 1.890 .00 5985.24 1129.19 2.111 1131.301 65.9 14.90 3.447 1134.748 .00 2.425 2.50 .00 .00 0 .0 11 A A / B File DSK9:LNB100.DUTI216,01 printed on 06- Nov -90 09:04:16 Page 8 F0515P PAGE 7 WATER SURFACE PROFILE LISTING FONTANA HYDRAULIC CALCULATIONS LINE 'B' HGL100 = 1006.92 1 23 +05.16 FROM HAND CALCULATIONS 100 TR D'S JRCII -1-90 PRESSURE MH LID CALCS ONLY STATION INVERT DEPTH H.S. O VEL VEL ENERGY SUPER CRITICAL BASE ZL NO AVBPR ELEV OF FLOP ELEV HEAD GRD.EL. ELEV DEPTH DIA DIA ID N0. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR # # # #t # #t #t #tt #t # # # t#t tits# #ttttt#tt # #tttt #tt #tt$$0$ 00 hit$ ## 10 t ###t 00 Wtt# t#### tt tit t#### tit # tit$tt$0 # tit t #t### #t tit #t# # # t## 7.28 .11287 .087549 .64 1.890 .00 5992.52 1130.01 2.240 1132.253 65.9 14.21 3.134 1135.386 .00 2.425 2.50 .00 .00 0 .0 3.52 .11287 .084193 .30 1.890 .00 5996.04 1130.41 2.425 1132.835 65.9 13.54 2.848 1135.683 .00 2.425 2.50 .00 .00 0 .0 E IF � Al? ��"K File DSK9:LNB1OO.WSP[216,0] printed on 06-Nov-90 09:04:29 Page 1 fl T1 FONTANA HYDRAULIC CALCULATIONS T2 LINE "B" HGL1OO = 1006.92 @ 23+05.16 FROM HAND CALCULATIONS 7*3 100 YR Q'S JRC11-1-90 PRESSURE MH LID CALCS ONLY SO 2305.16 994.57 12 62.61 .00 O 30.00 .00 O 28.98 1005.29 JX 23O5.16 994.57 12 28.32 .00 O .014 .00 O 35.03 .00 O 30.00 R 2563.03 996.84 12 .00 0 3O.00 .013 22.09 .00 O JX 2573.53 997.34 4 .014 999.34 R 3007.261007.32 4 .013 JX 3017.761007.87 5 .014 1007.62 R 3329.681016.42 5 .013 JX 3334.511016.72 5 6 .014 2.8 1017.23 R 3730.761040.26 5 .013 JX 3735.421040.51 5 3 .014 17.3 1040.79 R 4132.611058.42 5 .013 ix 4137.771058.58 5 3 .014 10.5 1058.89 R 4397.171066.52 5 .013 JX 4401.831066.56 4 .014 R 4808.211070.06 4 .013 JX 4815.211070.13 4 6 .014 3.6 1070.87 R 5135.521073.37 4 .013 JX 5140.351074.07 7 6 .014 4.2 1074.12 R 5394.171084.20 7 .013 JX 5398.831084.30 7 .014 R 5794.171086.00 7 .013 JX 5798.831086.67 7 .014 R 5882.051116.83 7 .013 JX 5886.711118.07 7 .014 R 5996.041130.41 7 .025 SH 5996.041130.41 7 1130.41 CD 1 4 O .00 3.25 .00 .00 .00 .00 CD 2 4 O .00 4.50 .00 .00 .00 .00 CD 3 4 O .00 2.00 .00 .00 .00 .00 CD 4 4 O .00 3.00 .00 .00 .00 .00 CD 5 4 O .00 2.75 .00 .00 .00 .00 CD 6 4 O .00 1.50 .00 .00 .00 .00 CD 7 4 O .00 2.50 .00 .00 .00 .00 CD 8 4 O .00 5.00 .00 .00 .00 .00 CD 9 4 O .00 4.00 .00 .00 .00 .00 CD 10 4 O .00 5.50 .00 .00 .00 .00 CD 11 4 O .00 2.25 .00 .00 .00 .00 CD 12 4 O .00 3.50 .00 .00 .00 .00 Q 65.9 .O 45.00 .00 O 62.61 .00 O 30.00 .00 O 28.98 .00 O 30.00 .00 O 28.32 .00 O 26.75 .00 O 35.03 .00 O 30.00 2O.66 .00 0 3O.00 22.09 .00 O 108.10 .00 O 65.O0 46.090 .00 O 30.00 19.31 .00 O 75.19 .00 O 47.63 .00 O .00 .O0 O t t a 0 e i i Gu PIT F79- WWST WFrt 64�c Iz S 9 -1 -88 100 -year storm 1002.5 0.0 1003.0 0.5 1003.5 1.0 1004.0 1.5 1004.5 2.0 Use power curve r .9994 a = 106.2188 b = 2.8921 b q = a (depth) Project for 0.1' water surfaces: 0.0 13.9 112.3 345.0 763.6 water water surface Q depth elevation 100 0.979 1003.48 105 0.996 1003.50 110 1.012 1003.51 115 1.028 1003.53 120 1.043 1003.54 125 1.058 1003.56 130 1.072 1003.57 135 1.086 1003.59 140 1.100 1003.60 145 1.114 1003.61 150 1.127 1003.63 155 1.140 1003.64 160 1.152 1003.65 165 1.165 1003.67 170 1.177 1003.68 175 1.188 1003.69 180 1.200 1003.70 185 1.211 1003.71 190 1.223 1003.72 195 1.234 1003.73 200 1.245 1003.75 210 1.266 1003.77 0.0 13.9 112.3 345.0 763.6 f File DSK9:LANA. OUT[ 216,01 printed on 06- Nov -90 11:32:01 Page 2 Z z F0515P PAGE 1 PATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER i0 5TH TO BO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT1216,01 JRC 7111190 STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID MO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 0 8327.33 928.13 8.500 936.630 1066.5 17.14 4.561 941.191 .00 7.907 9.00 .00 .00 .0 112.69 .00401 .006699 .75 9.000 .00 8440.02 928.58 9.000 937.582 1066.5 16.76 4.364 941.946 .00 7.907 9.00 .00 .00 0 .0 233.80 .00401 .007192 1.68 9.000 .00 8673.82 929.52 10.485 940.005 1066.5 16.76 4.364 944.369 .00 7.907 9.00 .00 .00 0 .0 JUNCT STR .03968 .008142 .15 .00 8692.72 930.27 9.652 939.922 1016.5 17.91 4.983 944.905 .00 7.711 8.50 .00 .00 0 .0 mill 13.96 .01380 .008989 .13 5.788 .00 8706.68 930.46 9.614 940.077 1016.5 17.91 4.983 945.060 .00 7.711 8.50 .00 .00 0 .0 HYDRAULIC JUMP .00 8706.68 930.46 5.929 936.392 1016.5 24.05 8.984 945.376 .00 7.711 8.50 .00 .00 0 .0 109.03 .01380 .012814 1.40 5.788 .00 so i 8815.71 931.97 5.975 937.943 1016.5 23.85 8.831 946.774 .00 7.711 8.50 .00 .00 0 .0 w 296.55 .01380 .012011 3.56 5.788 .00 60 9112.26 936.06 6.247 942.307 1016.5 22.74 8.028 950.335 .00 7.711 8.50 .00 .00 0 .0 O 142.13 .01380 .010762 1.53 5.788 .00 9254.39 938.02 6.545 944.567 1016.5 11.68 7.298 951.865 .00 7.711 8.50 .00 .00 0 .0 81.28 .01380 .009698 .79 5.788 .00 9335.67 939.14 6.875 946.019 1016.5 20.67 6.635 952.654 .00 7.711 8.50 .00 .00 0 .0 45.35 .01380 .008814 .40 5.788 .00 9381.02 939.77 7.252 947.021 1016.5 19.71 6.032 953.053 .00 7.711 8.50 .00 .00 0 .0 15.98 .01380 .008141 .13 5.788 100 f e n Z 3 File DSK9:LANA.OUT[216,03 printed an 06- Nov -90 11:31:06 Page 3 F0515P PAGE 2 WATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO BO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN STATION INVERT FILE DEPTH LHA.OUT[216,03 JRC W.S. 0 7/11/90 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL HD AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM 50 SF AVE HF NORM DEPTH ZR # ## 1111 # ## # # #1 # #1 # # # # # # #1 # # #1# 11111 # #11 # ## 111# 111 # # # #11 # # ## 111 1111 11 #### 11 ## 1 ## 1 #### lI### 1### # # # # # # # # # # # # # # # # # # # # # #11 # #1 # # ## #111 9391.00 939.99 7.711 947.701 1016.5 18.79 5.481 953.183 .00 7.711 8.50 .00 .00 0 .0 ±. 1 JUNCT SIR .00645 .008124 .13 .00 9412.50 940.09 8.868 948.958 981.5 17.30 4.646 953.604 .00 7.626 8.50 .00 .00 0 .0 604.56 .00529 .008381 5.01 8.500 .00 10017.06 943.19 10.967 954.257 981.5 17.30 4.646 958.903 .00 7.626 8.50 .00 .00 0 .0 50.04 .00540 .008381 .42 8.500 .00 10067.10 943.56 11.117 954.611 981.5 17.30 4.646 959.323 .00 7.626 8.50 .00 .00 0 .0 am j 26.90 .00520 .008381 .23 8.500 .00 10094.00 943.70 11.202 954.902 981.5 17.30 4.646 959.548 .00 7.616 8.50 .00 .00 0 .0 JUNCT SIR .00000 .008338 .00 .00 10094.00 943.70 11.296 954.996 976.5 17.21 4.598 959.594 .00 7.613 8.50 .00 .00 0 .0 103.67 .00531 .008296 .86 8.500 .00 dw 10197.67 944.25 11.836 956.086 976.5 17.21 4.598 960.6B4 .00 7.613 8.50 .00 .00 0 .0 ims 4.66 .00644 .008296 .04 8.500 .00 oft 10202.33 944.28 11.844 956.124 976.5 17.21 4.598 960.722 .00 7.613 8.50 .00 .00 0 .0 Yrr 484.67 .00668 .008296 4.02 8.500 .00 10687.00 947.52 12.625 960.145 976.5 17.21 4.598 964.743 .00 7.613 8.50 .00 .00 0 .0 JUNCT SIR .06141 .009528 .18 .00 10705.40 948.65 12.089 960.739 196.5 18.03 5.047 965.786 .00 6.940 7.50 .00 .00 0 .0 692.27 .00669 .010760 7.45 7.500 .00 11397.67 953.26 15.159 968.439 796.5 18.03 5.047 973.486 .00 6.940 7.50 .00 .00 0 .0 4.66 .02145 .010760 .05 4.660 .00 e Ili] D File DSK9:LANA.OUT[216,03 printed on 06- Nov -90 11:32:19 Page 4 /¢ Z F0515P PAGE 3 WATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO BO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LHA.OUT[216,03 JRC 7/11/90 STATION INVERT DEPTH W.S. B VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID HO. PIER L /ELEM SO SF AVE HF MORM DEPTH ZR .... 0 11402.33 953.38 15.362 968.142 196.5 18.03 5.041 973.789 00 6.940 1.50 .00 .40 .0 315.61 .02900 .010760 3.40 4.227 .00 11717.94 962.53 9.836 972.367 796.5 18.03 5.047 977.414 .00 6.940 7.50 .00 .00 0 .0 HYDRAULIC JUMP .00 11717.94 962.53 4.858 967.389 796.5 26.31 10.746 978.135 .00 6.940 7.50 .00 .00 0 .0 9IA 28.81 .02900 .018613 .54 4.227 .00 11746.75 963.37 4.928 968.295 796.5 25.88 10.399 978.694 .00 6.940 7.50 .00 .00 0 .0 62.25 .02900 .017230 1.07 4.227 .00 !�* 11809.00 965.17 5.141 970.313 796.5 24.67 9.454 979.767 .00 6.940 7.50 .00 .00 0 .0 Wr 46.20 .02900 .015349 .71 4.227 .00 11855.20 966.51 5.370 971.881 796.5 23.53 8.594 980.475 .00 6.940 7.50 .00 .00 0 .0 34.85 .02900 .013720 .48 4.227 .00 11890.05 967.52 5.619 973.141 796.5 22.43 7.813 980.954 .00 6.940 7.50 .00 .00 0 .0 26.14 .02900 .012321 .32 4.127 .00 11916.19 968.28 5.893 974.173 796.5 21.39 7.103 981.276 .00 6.940 7.50 .00 .00 0 .0 4.66 .02145 .011606 .05 4.660 .00 11920.85 968.38 5.928 974.308 796.5 21.27 7.022 981.330 .00 6.940 7.50 .00 .00 0 .0 301.48 .01201 .011100 3.35 5.816 .00 12222.33 972.00 6.178 978.178 796.5 20.46 6.499 984.677 .00 6.940 7.50 .00 .00 0 .0 131.42 .01198 .010261 1.35 5.823 .00 11353.75 973.57 6.503 980.077 796.5 19.57 5.949 986.026 .00 6.940 7.50 .00 .00 0 .0 43.92 .01198 .009588 .42 5.823 .00 Ili] D r File DSK9:LANA.OUT[21-6,01 printed on 06- Nov -90 11:32:54 Page 5 Z j F0515P PAGE 4 WATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO Be TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT[216,01 JRC 7/11/90 ' STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ RASE/ ZL NO AVBPR ELEV OF FLOP ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR �ts t���r����i: ���z�: �tt�t# �: t���ttt► tt�tt: �t��t�stttxtr���tttti�t: Y::a t�: t: �tttxt: st: tttr�����: �:: �: ��������t�t� :���r�ix :x :���t�ti� 12397.67 974.10 6.940 981.040 796.5 18.66 5.407 986.441 .00 6.940 7.50 .00 .00 0 .0 ' 4.66 .00859 .009310 .04 7.500 .00 12402.33 974.14 7.017 981.157 796.5 18.53 5.333 986.490 .00 6.940 7.50 .00 .00 0 .0 ' 83.19 .00750 .009863 .82 7.500 .00 11485.62 974.77 7.500 981.265 796.5 18.03 5.047 987.312 .00 6.940 7.50 .00 .00 0 .0 424.61 .00750 .010593 4.50 7.500 .00 12910.23 977.95 9.094 987.044 796.5 18.03 5.047 992.091 .00 6.940 7.50 .00 .00 0 .0 1158.16 .00701 .010760 12.46 7.500 .00 . 14068.49 986.07 14.122 1000.192 796.5 18.03 5.047 1005.239 .00 6.940 7.50 .00 .00 0 .0 18.85 .00659 .010760 .31 7.500 .00 14097.34 986.26 14.495 1000.755 796.5 18.03 5.047 1005.802 .00 6.940 7.50 .00 .00 0 .0 JUNCT STR .05852 .011121 .21 .00 14116.65 987.39 15.515 1002.905 704.5 15.95 3.949 1006.854 .00 6.689 7.50 .00 .00 0 .0 168.31 .02858 .008418 1.42 3.938 .00 1 14184.97 992.20 12.998 1005.198 704.5 15.95 3.949 1009.147 .00 6.689 7.50 .00 .00 0 .0 JUNCT STR .00611 .006990 .13 .00 14302.91 991.31 15.268 1007.578 463.1 10.48 1.706 1009.284 .00 5.576 7.50 .00 .00 0 .0 191.17 .00526 .003637 .70 5.224 .00 14495.14 993.32 15.260 1008.580 463.1 10.48 1.706 1010.286 .00 5.576 7.50 .00 .00 0 .0 JUNCT STR .00663 .004126 .01 .00 14496.64 993.33 15.386 1008.716 452.8 10.25 1.631 1010.347 .00 5.513 7.50 .00 .00 0 .0 1 31.32 .00543 .003477 .11 5.076 .00 File DSK9:LANA.OUT[216,07 printed an 06- Nov -90 11:33:20 Page 6 / F0515P PAGE 5 WATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO BO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT[216,0] JRC 7/11/90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID HO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR tttt ttttttttttttttttttttttuttttttuttttttttttttttttttttttttttttttttttttttttttttt$ MMIttttttttttttutttttttttttttttttt ttttttttt 14527.96 993.50 15.488 1008.988 452.8 10.25 1.631 1010.619 .00 5.513 7.50 .00 .00 0 .0 JUNCT STR .00849 .003213 .05 .00 14544.46 993.64 15.836 1009.476 417.0 9.44 1.383 1010.859 .00 5.291 7.50 .00 .00 0 .0 386.61 .00869 .002949 1.14 4.111 .00 14931.07 997.00 13.812 1010.812 417.0 9.44 1.383 1012.195 .00 5.291 7.50 .00 .00 0 .0 445.84 .01121 .002949 1.31 3.806 .00 15376.91 1002.00 10.561 1012.561 417.0 9.44 1.383 1013.944 .00 5.291 7.50 .00 .00 0 .0 JUNCT STR .30916 .00 15388.91 1005.71 2.603 1008.313 339.9 32.90 16.809 1025.122 .00 4.787 5.00 .00 .00 0 .0 166.80 .05941 .059556 9.93 2.604 .00 15555.71 1015.62 2.601 1018.221 339.9 32.93 16.835 1035.056 .00 4.787 5.00 .00 .00 0 .0 JUNCT STR .05900 .069439 .69 .00 15565.71 1016.21 2.595 1018.805 339.9 33.03 16.943 1035.748 .00 4.787 5.00 .00 .00 0 .0 133.81 .05941 .060490 8.09 2.604 .00 15699.52 1024.16 2.585 1026.745 339.9 33.18 17.099 1043.844 .00 4.787 5.00 .00 .00 0 .0 JUNCT SIR .72672 .068356 .10 .00 15701.02 1025.25 2.628 1027.878 338.1 32.34 16.236 1044.114 .00 4.783 5.00 .00 .00 0 .0 24.50 .01836 .059551 1.46 3.921 .00 15725.52 1025.70 2.562 1028.262 338.1 33.39 17.311 1045.573 .00 4.783 5.00 .00 .00 0 .0 JUNCT STR .17383 .072774 .34 .00 15730.18 1026.51 3.046 1029.556 335.6 32.69 16.591 1046.147 .00 3.979 4.00 .00 .00 0 .0 41.87 .07027 .062662 2.62 2.915 .00 E File DSK9: LANA. OUT [216, 01 printed on 06- Nov -90 11:33:45 Page 7 A-2-7 F0515P PAGE 6 WATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO BO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT[216,01 JRC 7111190 STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM 50 SF AVE HF NORM DEPTH ZR ######################################################################i############################ t # # # # # # # # # # # # # # # # # # # # # # # # # # ## ### 4.00 0 15772.05 1029.45 3.078 1032.530 335.6 32.34 16.238 1048.168 .00 3.979 .00 .00 .0 116.57 .07027 .058936 6.87 1.915 .00 15888.62 1037.64 3.233 1040.877 335.6 30.83 14.761 1055.637 .00 3.979 4.00 .00 .00 0 .0 69.67 .07027 .053562 3.73 2.915 .00 15958.29 1042.54 3.411 1045.950 335.6 29.40 13.419 1059.369 .00 3.979 4.00 .00 .00 0 .0 48.36 .07027 .049469 2.39 2.915 .00 16006.65 1045.94 3.625 1049.562 335.6 28.03 12.200 1061.762 .00 3.979 4.00 .00 .00 0 .0 36.47 .07027 .049570 1.81 2.915 .00 16043.12 1048.50 3.979 1052.479 335.6 26.72 11.090 1063.569 .00 3.979 4.00 .00 .00 0 .0 JUNCT STR .05400 .050287 .75 .00 16058.12 1049.31 11.742 1061.052 270.1 21.49 7.174 1068.226 .00 3.952 4.00 .00 .00 0 .0 171.76 .06629 .035357 6.07 2.537 .00 16229.88 1060.70 7.237 1067.934 270.1 21.49 7.174 1075.108 .00 3.952 4.00 .00 .00 0 .0 HYDRAULIC JUMP .00 flu 1622938 1060.70 2.882 1063.579 270.1 27.87 12.060 1075.639 .00 3.952 4.00 .00 .00 0 .0 21.46 .06629 .045841 .98 2.537 .00 16251.34 1062.12 2.934 1065.054 270.1 27.34 11.607 1076.661 .00 3.952 4.00 .00 .00 0 .0 38.55 .06629 .042530 1.64 2.537 .00 16289.89 1064.66 3.073 1067.748 270.1 26.07 10.551 1078.299 .00 3.952 4.00 .00 .00 0 .0 28.73 .06629 .038309 1.10 2.537 .00 16318.62 1066.58 3.228 1069.808 270.1 24.86 9.593 1079.401 .00 3.952 4.00 .00 .00 0 .0 22.10 .06629 .034800 .77 2.537 .00 E lid D File DSK9:LANA. OUT[ 216,01 printed an 06- Nov -90 11:34:10 Page 8 F0515P PAGE 7 WATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO BO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT[216,01 JRC 7/11/90 STATION INVERT DEPTH Y.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM 50 SF AVE HF NORM DEPTH ZR ###########################################################ttt# t# t# t## #t #t # ##tt # #t # #t # #tt # #ttt #t #tt ## # #t # #t #tt #t # # # # # #ttt# 16340.72 1068.04 3.404 1071.449 270.1 23.70 8.720 1080.169 .00 3.952 4.00 .00 .00 0 .0 16.96 .06619 .032113 .54 2.537 .00 16357.68 1069.11 3.617 1072.787 270.1 22.59 7.928 1080.714 .00 3.952 4.00 .00 .00 0 .0 11.17 .06629 .031611 .35 2.537 .00 16368.85 1069.91 3.952 1073.862 270.1 21.54 7.206 1081.068 .00 3.952 4.00 .00 .00 0 .0 JUNCT STR .10261 .035140 .40 .00 16380.35 1071.09 9.265 1080.355 205.4 16.35 4.149 1084.504 .00 3.861 4.00 .00 .00 0 .0 9.95 .10243 .020447 .20 1.813 .00 16390.30 1072.11 8.449 1080.559 205.4 16.35 4.149 1084.708 .00 3.861 4.00 .00 .00 0 .0 HYDRAULIC JUMP .00 16390.30 1072.11 2.265 1074.375 205.4 11.98 12.156 1086.531 .00 3.861 4.00 .00 .00 0 .0 11.39 .10243 .052404 .60 1.873 .00 16401.69 1073.28 2.316 1075.592 205.4 17.13 11.511 1087.103 .00 3.861 4.00 .00 .00 0 .0 ow 17.38 .10243 .047633 .83 1.873 .00 16419.07 1075.06 2.410 1077.466 205.4 15.96 10.465 1087.931 .00 3.861 4.00 .00 .00 0 .0 14.14 .10243 .042167 .60 1.873 .00 16433.21 1076.51 2.509 1079.014 205.4 24.75 9.514 1068.526 .00 3.861 4.00 .00 .00 0 .0 11.67 .10243 .037387 .44 1.873 .00 16444.88 1077.70 2.615 1080.315 205.4 23.60 8.649 1088.964 .00 3.861 4.00 .00 .00 0 .0 JUNCT STR .10002 .042635 .06 .00 16446.36 1077.85 1.491 1080.341 199.9 24.30 9.170 1089.511 .00 3.846 4.00 .00 .00 0 .0 6.63 .10260 .037080 .25 1.843 .00 lid D Fl File DSK9:LANA. OUT [216,01 printed on 06- Nov -90 11:34:33 Page 9 F0515P PAGE 8 WATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO BO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT[216,0I JRC 7/11/90 STATION INVERT DEPTH Y.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER ZR L /ELEM SO SF AVE HF MORN DEPTH 16453.01 1078.53 2.550 1081.080 199.9 23.64 8.680 1089.760 .00 3.846 4.00 .00 .00 0 .0 9.90 .10260 .033795 .33 1.843 .00 16462.91 1079.55 2.658 1082.204 199.9 22.54 7.890 1090.094 .00 3.846 4.00 .00 .00 0 .0 8.28 .10160 .030050 .25 1.843 .00 16471.19 1080.40 2.114 1083.170 199.9 21.49 7.173 1090.343 .00 3.846 4.00 .00 .00 0 .0 6.96 .10160 .026795 .19 1.843 .00 16478.15 1081.11 2.899 1084.009 199.9 20.49 6.521 1090.530 .00 3.846 4.00 .00 .00 0 .0 5.81 .10260 .023918 .14 1.843 .00 16483.96 1081.71 3.035 1084.741 199.9 19.54 5.928 1090.669 .00 3.846 4.00 .00 .00 0 .0 4.80 .10260 .021563 .10 1.843 .00 16488.76 1082.20 3.185 1085.383 199.9 18.63 5.389 1090.772 .00 3.846 4.00 .00 .00 0 .0 3.85 .10260 .019536 .08 1.843 .00 16492.61 1082.59 3.355 1085.948 199.9 17.76 4.899 1090.847 .00 3.846 4.00 .00 .00 0 .0 1.89 .10260 .017931 .05 1.843 .00 16495.50 1082.89 3.556 1086.446 199.9 16.94 4.454 1090.900 .00 3.846 4.00 .00 .00 0 .0 JUNCT SIR .02360 .019943 .09 .00 16500.16 1083.00 3.576 1086.576 199.9 16.86 4.417 1090.992 .00 3.846 4.00 .00 .00 0 .0 3.57 .01376 .017180 .06 4.000 .00 16503.73 1083.05 3.561 1086.610 199.9 16.91 4.442 1091.052 .00 3.846 4.00 .00 .00 0 .0 58.70 .01376 .017889 1.05 4.000 .00 16562.43 1083.86 3.359 1087.216 199.9 17.74 4.886 1092.102 .00 3.846 4.00 .00 .00 0 .0 55.70 .01376 .019483 1.09 4.000 .00 Fl 1 i File DSK9: LANA. OUT[ 216, 01 Printed on 06- Nov -90 11:34 :58 Page 10 4,3 F0515P PAGE 9 PATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO 80 TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT[216,0I JRC 7/11/90 STATION INVERT ELEV DEPTH OF FLOW U.S. 0 ELEV VEL VEL HEAD ENERGY GRD.EL. SUPER ELEV CRITICAL DEPTH HIT/ DIA BASE/ ID NO. IL HO PIER AVBPR L /ELEM SO SF AVE HF NORM DEPTH ZR 1087.812 5.375 1093.1B7 3.846 4.00 0 16618.13 1084.62 3.189 199.9 10.61 .00 .00 .00 .0 50.07 .01376 .021502 1.08 4.000 .00 16668.20 1085.31 3.039 1088.351 199.9 19.51 5.913 1094.264 .00 3.846 4.00 .00 .00 0 .0 44.78 .01376 .023906 1.07 4.000 .00 16712.90 1085.93 2.902 1088.831 199.9 20.47 6.505 1095.335 .00 3.846 4.00 .00 .00 0 .0 40.58 .01376 .026710 1.08 4.000 .00 16753.56 1086.49 2.777 1089.264 199.9 21.46 7.154 1096.418 .00 3.846 4.00 .00 .00 0 .0 37.02 .01376 .029955 1.11 4.000 .00 16790.58 1087.00 2.661 1089.658 199.9 22.51 7.871 1097.529 .00 3.846 4.00 .00 .00 0 .0 34.44 .01316 .033681 1.15 4.000 .00 16824.62 1087.46 2.552 1090.017 199.9 23.61 8.657 1098.674 .00 3.846 4.00 .00 .00 0 .0 31.60 .01376 .037958 1.20 4.000 .00 16856.22 1087.90 2.451 1090.351 199.9 24.76 9.523 1099374 .00 3.846 4.00 .00 .00 0 .0 JUNCT STR .01326 .048561 .07 .00 16857.72 1087.92 2.359 1090.279 196.0 25.42 10.032 1100.311 .00 3.835 4.00 .00 .00 0 .0 19.14 .01463 .045339 .87 4.000 .00 1687636 1088.20 2.299 1090.499 196.0 26.23 10.682 1101.180 .00 3.835 4.00 .00 .00 0 .0 JUNCT STR .04935 .060123 .28 .00 16881.52 1088.43 2.094 1090.524 184.5 27.70 11.913 1102.437 .00 3.794 4.00 .00 .00 0 .0 116.50 .05461 .057770 6.73 2.116 .00 16998.02 1094.79 2.067 1096.859 184.5 28.16 12.313 1109.172 .00 3.794 4.00 .00 .00 0 .0 137.43 .05461 .063010 8.66 2.116 .00 1 i D File DSK9:LANA. OUT[ 216,01 printed on 06- Nov -90 11:35:23 Page 11 F0515P PAGE 10 PATER SURFACE PROFILE LISTING STORM DRAIN INSIDE 1TRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO BO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT[216,01 JRC 7/11/90 Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR STATION INVERT DEPTH Y.S. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM 50 SF AVE HF ttt### tXtttt# t# ttt# itttXtXtttt NORM XX tXtt# t# tt## DEPTH XX iX #X #tt # #ttt #X #t #tt ZR #tt #ttX # # #ttt# ## t## X# XXXX# ttt### t## t###### tX## Xt## tt## Xttt1## it## 6 17135.45 1102.30 1.990 1104.287 184.5 19.53 13.545 1117.831 .00 3.794 4.00 .00 .00 0 .0 75.68 .05461 .071556 5.42 2.116 .00 c o 17211.13 1106.43 1.918 1108.348 184.5 30.98 14.900 1123.248 .00 3.794 4.00 .00 .00 0 .0 A 53.17 .05461 .081318 4.32 2.116 .00 17264.30 1109.33 1.848 1111.162 184.5 32.49 16.389 1121.571 .00 3.794 4.04 .00 .00 0 .0 41.55 .092467 3.84 2.116 .00 .05461 17305.85 1111.60 1.782 1113.385 184.5 34.07 18.026 1131.411 .00 3.794 4.00 .00 .00 0 .0 34.37 .05461 .105125 3.62 1.116 .00 17340.22 1113.48 1.719 1115.199 184.5 35.74 19.829 1135.028 .00 3.794 4.00 .00 .00 0 .0 JUNCT STR .04000 .137611 1.79 .00 17353.22 1114.00 1.582 1115.582 184.5 36.97 21.228 1136.810 .00 3.922 4.50 .00 .00 0 .0 .00 JUNCT STR .04000 .135305 0.00 17353.11 1114.00 1.582 1115.582 184.5 36.97 21.228 1136.810 .00 3.421 4.50 .00 .00 0 .0 � 5.86 .34389 .119905 .10 1.218 .00 17359.07 1116.01 1.620 1117.632 184.5 35.79 19.891 1137.523 .00 3.922 4.50 .00 .00 0 irr 7.40 .34389 .107463 .80 1.216 .00 17366.47 1118.56 1.678 1120.236 184.5 34.13 18.087 1138.323 .00 3.922 4.50 .00 .00 0 .0 6.34 .34389 .094236 .60 1.216 .00 17372.81 1120.74 1.738 1122.478 184.5 32.54 16.441 1138.919 .00 3.922 4.50 .00 .00 0 .0 5.48 .34389 .082668 .45 1.216 .00 17378.29 1122.62 1.801 1124.425 184.5 31.02 14.946 1139.371 .00 3.922 4.50 .00 .00 0 .0 4.77 .072561 .35 1.216 .00 .34389 D t l� 1 File DSK9:LANA.DUT[216,0I printed on 06-Nov -90 11:35:49 . Page 12 143 F0515P PAGE 11 WATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO AO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT[216,01 JRC 7/11/90 STATION INVERT DEPTH W.S. D VEL YEL ENERGT SUPER CRITICAL HIT/ BASE/ IL NO AVBPR ELEY OF FLOW ELEY HEAD GRD.EL. ELEY DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 17383.06 1124.26 1367 1126.130 184.5 29.58 13.588 1139.718 .00 3.922 4.50 .00 .00 0 .0 4.16 .34389 .063111 .27 1.216 .00 0 17387.22 1125.69 1.935 1127.630 184.5 28.20 12.351 1139.980 .00 3.922 4.50 .00 .00 .0 3.65 .34389 .055967 .20 1.216 .00 17390.87 1126.95 2.007 1128.957 184.5 26.89 11.129 1140.186 .00 3.922 4.50 .00 .00 0 .0 3.22 .34389 .049188 .16 1.116 .00 17394.09 1128.05 2.081 1130.136 184.5 25.64 10.208 1140.344 .00 3.922 4.50 .00 .00 0 .0 P 2.82 .34389 .043249 .12 1.116 .00 17396.91 1129.03 2.159 1131.186 184.5 24.45 9.280 1140.466 .00 3.922 4.50 .00 .00 0 .0 1.216 2.49 .34389 .038051 .09 .00 17399.40 1129.88 2.241 1132.125 184.5 23.31 8.435 1140.560 .00 3.921 4.50 .00 .00 0 .0 2.20 .34389 .033514 .07 1.216 .00 F" ifw 17401.60 1130.64 2.327 1132.965 184.5 22.21 7.669 1140.634 .00 3.922 4.50 .00 .00 0 .0 1.93 .34389 .029536 .06 1.216 .00 P 17403.53 1131.30 2.417 1133.719 184.5 21.19 6.972 1140.691 .00 3.922 4.50 .00 .00 0 .0 1.69 .34389 .026053 .04 1.216 .00 3.922 4.50 0 17405.22 1131.89 2.512 1134.397 184.5 20.20 6.338 1140.735 .00 .00 .00 .0 1.49 .34389 .023005 .03 1.216 .00 17406.71 1132.40 2.612 1135.008 184.5 19.26 5.762 1140.770 .00 3.922 4.50 .00 .00 0 .0 1.19 .34389 .020338 .03 1.216 .00 17408.00 1132.84 2.718 1135.558 184.5 18.37 5.239 1140.797 .00 3.922 4.50 .00 .00 0 .0 1.12 .34389 .018006 .02 1.216 .00 t l� 1 11 91 t", A 93 File DSK9:1111.OUT[216,03 printed on 06- Nov -90 11:36:15 Page 13 F0515P PAGE 12 PATER SURFACE PROFILE LISTING STORM DRAIN INSIDE TTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO BO TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN FILE LNA.OUT[216,01 JRC 7111/90 STATION INVERT DEPTH W.S. O VEL VEL ENElll SUPER CRITICAL HGT/ BASE/ IL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH NORM DEPTH DIA ID N0. PIER ZR L /ELEM SO SF AVE HF 11409.12 1133.22 2.830 1136.054 184.5 17.51 4.762' 1140.816 .00 , 3.922 4.50 .00 .00 0 .0 .95 .34389 .015961 .02 1.216 .00 17410.07 1133.55 2.949 1136.502 184.5 16.70 4.329 1140.831 .00 3.922 4.50 .00 .00 0 .0 .81 .34389 .014189 .01 1.216 .00 17410.88 1133.83 3.077 1136.901 184.5 15.92 3.936 1140.843 .00 3.922 4.50 .00 .00 0 .0 .67 .34389 .012640 .01 1.216 .00 17411.55 1134.06 3.214 1137.274 184.5 15.18 3.578 1140.852 .00 3.922 4.50 .00 .00 0 .0 .53 .34389 .011297 .01 1.216 .00 17412.08 1134.24 3.363 1137.605 184.5 14.47 3.253 1140.858 .00 3.922 4.50 .00 .00 0 .0 .40 .34389 .010141 0.00 1.216 .00 !!�! 17412.48 1134.38 3.526 1137305 184.5 13.80 2.957 1140.862 .00 3.922 4.50 .00 .00 0 .0 .25 .34389 .009162 0.00 1.216 .00 17412.73 1134.47 3.709 1138.176 184.5 13.16 2.688 1140.864 .00 3.922 4.50 .00 .00 0 .4 .10 .34389 .008364 0.00 1.216 .00 17412.83 1134.50 3.922 1138.422 184.5 12.54 2.443 1140.865 .00 3.922 4.50 .00 .00 0 .0 17413.14 1134.50 3.922 1138.422 184.5 12.54 2.443 1140.865 .00 3.922 4.50 .00 .00 0 .0 11 91 t", ���� ^_--� File DSK9:LANA.WSP[216,0] printed on 06-Nov-90 11:36:37 Page 1 T1 STORM DRAIN INSIDETTRACT TO LOCUST TO 7TH TO CEDAR TO PEPPER TO 5TH TO BORROW 1 TR. 13694, FONTANA STATIONING FROM OFFSITE STORM DRAIN T3 FILE LNA.OUT[216,O] JRC 7/11/90 SO 8327.33 928.13 2 936.63 R JX 8673.82 929.52 8692.72 930.27 2 3 6 .013 .013 50.0 931.86 90.00 35.00 .00 O ~~ R 9397.00 939.99 3 .013 90.00 .00 1 JX 9412.50 940.09 3 20 .013 35.0 942.57 35.00 R 10017.06 943.29 3 .013 .00 .00 1 R 10067.10 943.56 3 .013 .00 .00 O R 10094.00 943.70 3 .013 0.00 .00 0 JX R 10094.00 943.70 10197.67 944.25 3 3 17 .013 .013 5.0 947.55 60.00 .00 .00 1 R 10202.33 944.28 3 .013 0.00 R 10687.00 947.52 3 .013 .00 .00 O J% 10705.40 948.65 4 6 .013 180.0 949.66 30.00 R 11397.67 953.28 4 .013 .00 .00 1 R 11402.33 953.38 4 .013 .00 .00 1 R 11916.19 968.28 4 .013 10.79 .00 O R 11920.85 968.38 4 .013 .00 .00 1 m� R 12222.33 972.00 4 .013 7.17 .00 O R 12397.67 974.10 4 .013 .00 .00 O w� R 12402.33 974.14 4 .013 .00 .00 1 ' R 1291O 23 9�7 95 . . 4 . O13 . OO 4 . 67 1 R 14068.49 986.07 4 .013 16.57 .00 1 R 14097.34 986.26 4 .013 .00 .00 1 JX 14116.65 987.39 4 9 .014 92.0 98B.10 30.00 G� R 14284.97 992.20 4 .013 110.78 ' .00 O JX 14302.97 992.31 4 6 .014 241.4 993.70 30.00 R 14495.14 993.32 4 .013 71.35 .00 0 JX 14496.64 993.33 4 8 .014 10.3 996.32 60.00 ~~ R 14527.96 993.50 4 .013 22.61 .00 O JX 14544.46 993.64 4 21 17.O13 14.1 21.7 995.88 995.75 30.00 30.00 O R 14931.07 997.00 4 � .013 45.50 .00 O 0� R 15376.911002.00 4 .013 156.56 .00 1 JX 15388.911005.71 9 13 .014 77.1 1002.62 45.00 R' 15555.711015.62 9 .013 71.95 .00 O ^ JX 15565.711016.21 9 .014 70.00 ~~ R 15699.521O24. 16 9 .013 ',.56.21 .00 O JX 15701.021025.25 9 8 .014 1.8 1025.66 30.77 R 15725.521025.70 9 .013 48.81 .00 O N� JX 15730. 181O26.51 11 8 .014 2.5 1027.80 38.99 R 16043.121048.50 11 .013 36.05 .OA O JX 16058.121049.31 11 12 .014 65.5 1056.94 30.00 R 16368.851069.91 11 .013 90.00 .00 O ~~ JX 16380.351071.09 11 14 .015 64.7 1080.86 30.00 R 16444.881077.70 11 .013 .00 .00 O JX 16446.381077.85 11 8 .014 5.5 1083.04 45.00 O N� R 16495.501082.89 11 .013 .00 .00 JX 16500.161083.00 11 .014 R 16856.221087.90 11 .013 94.03 .00 O JX 16857.721087.92 11 8 .014 3.9 1089.17 65.00 ~~ R 16876.861088.20 11 .013 30.49 .00 O J% 16881.521088.43 11 8 .014 11.5 1089.57 39.14 R 17340.221113.48 11 .013 72.05 .00 O 0� JX 17353.221114.00 6 .014 lR 17412.831134.50 6 .013 53.32 .00 O 'SH 17413.141134.50 6 .014 1134.50 �� CD 1 4' 0 .00 10..00 .00 .00 .00 .00 J M O x File DSK9: LAMA. WSF'C 16, 07 printed on 06- Nov -90 11: 37:05 Page 2 CD 2 4 0 .00 9.00 .00 .00 .00 .00 CI) 3 4 (} .00 8.50 .00 .00 .00 .00 CD 4 4 0 .00 7.50 .00 .00 .00 .00 CD i 4 0 .00 6.00 .00 .00 .00 .00 CD 6 4 0 .00 4.50 .00 .00 .00 .00 CD 7 4 0 .00 2.00 .00 .00 .00 .00 CD 0 4 0 .00 1.50 .00 .00 .00 .00 CD 9 4 0 .00 5.00 .00 .00 .00 .00 CD 10 4 0 .00 5.50 .00 .00 .00 .00 CD 11 4 0 .00 4.00 .00 .00 .00 .00 CD 12: 4 0 .00 2.50 .00 .00 .00 .00 CD 1.3 4 0 .00 4.25 .00 ' 00 .00 .00 CD 1.4 4 0 .00 2.25 .00 .00 .00 .00 CD 1 15 4 0 .00 6.50 .00 .00 .00 .00 CD .16 4 0 .00 6.00 .00 .00 .00 .00 CD 17 4 0 .00 3.00 .00 .00 .00 .00 CD 1.8 4 0 .00 1.75 .00 .00 .00 .00 CD 19 4 0 .00 8.00 .00 .00 .00 .00 CD 20 4 0 .00 3.50 .00 .00 .00 .00 CD Q 21 4 0 .00 184.5 2.75 .0 .00 .00 .00 .00 J M O x I I u i • CIVIL ENGINEERING ,/OB No, • .. LAND SURVEYING LAND PLANNING LOCAT /ON BY CK "D DATE II II ill II Ilu� Il�I I�IIllill C I' Lame lowalmolaus 1 104 CATCH BASIN LOCATIONS LEGEND • O HYDROLOGY NODE A CATCH BASIN NUMBER R AVE N 0 n 1 r U 1 1 J\ J r r 6 a t i t CATCH BASIN INDEX HYDROLOGY CATCH BASIN NODE NOS. O 0 34 1 36 2 37 4 5 38 6 7 39 3 40 10 11 41 9 12 42 13 14 15 43 16 5 17 18 6 19 20 21 7.75 23 24 7 25 26 8 27 28 9.7 29 30 31 32 9.99 33 34 35 44.3 36 37 44.9 38 39 73 40. 41 74 42 43 59.2 45 46 60.9, 47 60 48 49 50 12.7 52 53 54 55 53 56 57 58 55 60 61 56 59 62 63 57 64 65 66 ';'469r8 -3 I� T DE IA J T FLow ! ; , ,� 0(ds) 300 -) 200 (AMPLE (See Dashed Line) Gkm , 0. 82 eh S610.0% Find , 0.0.60 f f. A. S.7 H= R/W so' t) D i .10 r 4 kWr $ -4 Page G -21 THE 0 OETERMINEO FROM THIS CHART OAST 0.10 a FOR ONE HALF Of STREET. LOS ANGELES COUNTY ROAD DEPARTMENT REFERENCE SHEET STREET FLOW MAJOR HWY. -O wi 5 of 5 Smo 0(da) i CAPACITY OF CURB OPENING INLETS ON A CONTINUOUS GRADE The capacity of a curb opening inlet on a continuous grade varies directly with: A. Depth of water at the inlet entrance - B. Length of clear opening The depth of the water at the inlet entrance for a given discharge varies directly with: -32- A. Cross slope of the pavement at the curb B. Amount of warping or depression of the gutter flow line at the inlet C. Roughness of the flow line D. Longitudinal slope of the gutter The capacity of a curb opening inlet when intercepting 100 per cent of the flow in the gutter is given by formula: Q ' 0.7 L (a + y) where y - depth of flow in approach gutter a a depth of depression of F.L. at inlet L - length of clear opening To size an opening the following information must be known: S A. Height of the curb opening. B. Depth (a) of flow line depression, if any, at the inlet. C. Design discharge (Q) in the gutter (information as to drainage area, rainfall intensity and runoff coefficients from which a design dis- be charge can be estimated). Any carryover from a previous inlet must 'included. D. Depth of flow in normal gutter for the particular longitudinal determined and from cross slopes at the inlet in question. This may be the street capacity charts. The capacity of a curb opening inlet is decreased by allowing part of flow to pass the opening. A m of fifteen per of the flow is - cent . recommended passing. Procedure A. Enter Table 1.1 (a) with depth of flow, y, and gutter depression at the inlet, a, and determine Q/L the interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow. _ .. -32- B. Determine length of inlet L required to intercept 1002 of the gutter flow. L = total flow divided by gutter Q the factor Q /L. C. Compute ratio Lp /L where Lp actual length of inlet for partial interception. D. Enter Table M (b) with Lp /L and a/y and determine ratio Qp /Q, the proportion of the total gutter flow intercepted by the inlet in question. E. Flow intercepted, Qp is the ratio Qp /Q times the total gutter flow Q. F. Flow carried over to next inlet is Q — Qp. . . . . DEPTH OF FLOW -y- FEET i SN .. _ .01 C:. 03 .04 .06 .CG .06 .10 .2 .3 4 .5 6 0 10 ) 1 1 -4 I1 I i t � ; , , (ci) ' CHARGE _. ARGE PER FOOT OF • 1 .. - i _r ' 1 I l . , -�_ LEN TH OF CURB OPENING '-' _ .. J_ - ' �, ' j • _ .6 • . _ _r IN 1 WHEN INTERCEPTING 1 • - 1 ' . -- _ 1- : • 7/ ' - - - -- 1--100 % 0 GUTTER FLOW -I- ..— —1, -- - j / 1'I I - .4 • -_ I ' _ .: _LT ---: 11. /1 .1 1-_- - . ;� • I • 1 . ,/ 1 r ,, _ /2;1 • 1 1 I 1 l r tvt �T 1 I.► �' t>•ii . : 1 _ 1 Q • ,-/...!,,...:: . . ..._.„ ___i _4 S�s11s .1. .1.,r1 AK& °- /�.�N��Bt�� . oe • . • MHOMMINIMINE ` I `r ' A AO. 1 IUI111111■ .06 • ( y,s AllffIllWRIE NI - I S= 112101 • . • • . 1 .. 1 1 —I- .../ . MI '�iii -� A . , . . 1 1 1� 1 '.. .:::::! �E,P N. ' IIIIIIII 1 o - L o At. . . . . . '. II �sA I- ,A 1.0 • I. . (b) . 1 Cr - - -- a. _ . . „ . , — •--• s • PARTIAL INTER.- .1 • . ' : ',•. / 1_1._ - ' GEPTION RATIO. - -r: ° • ./� � 1 1 r • I .. • •3 ...P ?Ice. FOR INLETS OF L V e , 1 FT �' Q LENGTH LESS ' 2 THAN L j' / / 1 ii [_ . - -I— I -r- I . • • ` 1 f , j .06 AS e .06 .10 .2 .3 .4 , . - . - _ . L7 .6 9 1.0 L' TABLE •N L 6UREAJ OF PUBLIC ROADS . CAPACITY OF CUR'S OPE11:NG INLETS 7- IV. CAPACITY OF CURB OPENING INLETS IN A LOW POINT OR SUMP The capacity of a curb opening inlet in a sump or low point varies with the length of the inlet and the depth of water at the entrance. The inlet will operate as a weir until the water submerges the entrance. When the depth of . water is about twice the height of the entrance or more, it will operate as an orifice. Between these two depths it will operate somewhere between the two. The nomograph (Table L) is based on the following conditions: A. The curb opening inlet (no grate) is located at a low point in the grade. • B. All flow coming to the inlet must eventually enter the inlet and will. . pond until sufficient head is built up so the outflow through the inlet will equal the peak inflow from the gutters. The hydraulic basis of the nomograph is as follows: • • A. For heads (depths of water) up to the height of the opening. (H /h .G 1), the inlet is assumed to act as a weir with the flow passing through critical depth at the entrance and following the formula. L _ f 3 • Q I. 3.087 LH /2 50 H- l 3,00 For heads equal to or greater than twice the height of opening H/h ;?..,2, P the inlet is assumed to act as an orifice following the formula Q.(o-0L'A r :a 3L�k� . Q/L 5.62 h 3/2 (H' /h)1/2 = 95 ogt.1,0i', This is a rearrangement of the standard orifice formula Q CA x-ain with C 0.7 and H' equal to the head on the middle of the inlet opening (H' a H - h /2). C. For heads with H/h between 1 and 2, a transition was used as the opera- ' tion of the inlet is indefinite. Procedure: Enter the nomograph with any two of the three values H, Q /L, H/h and read the third. Where h total height of opening in feet . L total length of opening in feet H depth of water at the entrance in feet Q total peak rate of flow to the inlet in CFS Normally Q, H, and h will be known, and the nomograph can be used to determine the length of opening L. The spread of the water on the street will depend upon the cross slope of the pavement. • -29- w a 1 ' J S • :; � / /eigh/ of O,o�•ni..9 (hl .n !re/ tit �! <b 'v h M //o ig/S/ w a 1 ' J S • C3. ; -- ♦ Cl b foo/ of %n //f of o in. CQ /LJ in` c. ts,oc� foof n C000t!/� ,ae y , 9 . � � ( 1 � f � 1 '� 1 � 1 ! � !, 1 � 1 �• � � t � l`j L (!) 11.1 �.1 ,,,� � 1 � . � � � 1 � A cm ,.r all.V,+ of walke of opening lo hei;Zh/ of oxoino C/llh) iir ti to lil ih tp p `J1 VCR e-44wrS -to C', 0 TMIL C AP P4-.I i 4si6 24.3 11 km 'c z MEA wme�o peomcmL 67UTTE-e. C) D. s cFs 1 , �1 �i j 3 i a ii i 1 1 i i f i i CATCH BASIN SIZING, 10 YR TRACT NO. 13694 ,FONTANA CA i :51, (o /z o S/z. ( I I /1L ) = l 3 Cwb Lme - - —.. .. - .__ _ 7' -- -- -- — ,J * , l0'Rb#dW Afb* IASM,430 I ;f ;;;r I'll/ off foptic4rPle S, 'r as swftmw •4%"Mw SA*w" 84W 3 (W*6'1 A.S. or -- 7 T — ----- L Y 4 Atw A,V 4 " DE P w/ : 5 4' Ufa 11/4""e-3-li- 10 - 1.25= B.IS .. . 4 • --------- -- J'Oz JAlAw Md &w, ,W sdw W (J'AlAw Ww,,*) . ......... • prafteft- odw soo ftspe z I . .... ...... ...... Cs*. of owe* i ' b " i * deep "" on swowt too qw aw"m C-lw st-i sq&wv *060 of mfc*/" *010. S" jvd" J. .2 fsAmw dw cwo ► *Raw sill 4www face of calck adpow ow w6w., - 'S'Ist " Of A&6 "wine Systakv &fftwex I" Bill at oft tote* " ow me mpfw MOM"O' gf*t@CfAFA &W. &M AW, S ISO 4 "Apa AW# T T X fW Afi & 4W, , MOM • ! see no cowneft mlgA- roe 1 %0 001dW far WW N~ 4WAM 14 *a ww) La c e s mwA*iftAnnear FACE -PLATE END B SPLICE DETAILS IMMEOES DRAMS OF SAM9 NLM DAMP 4-1-46 LOS At FLOW CONTRM 01STR Rev DETAL OF CATCH BMW 1910"s OPENING age 1 .6 as-- oow A es 4 ko"w.;4lAPW -1 g.JA6 r twi K3 A#,I Ak.,id 48AW F-ONZANP Catch Basin Calculation Sheet PROJECT claw -wo LATiE2eA CALCULATED BY DESIGN FREQUENCY 10 4,Q DATE 1 FLOW DIAGRAM S m Drain. 0 Cap. of Gutter C. B. Connector Pi e V Indicate street slopes) Y Area AL Total Inter. j Street "d" No. Size Head L Dia. Depth 3.6 3.6 7, 4 .29 z R� � w m A � D i D ® r , . o� � J A 0 X �o ca I c M r D Z a n D v a) n • r< v DZ Zom m a co Z r CO Z -<m] m ZZZ QQQ % t� a 0 z y l �I i m o y �I W W� m+ �= I i� r 3, 1 - El! C. B. 6 CURB OPENING ( Interception ) Given: (a) discharge Q 1 = 3 , � CFS (b) street slope S (c) curb type "A -2" "D " -+ (d) half street width ft. Solution: Therefore y= , 29 4 -„ 3/Z L = 3.(. lo. (g (L for total interception) TRY: L l ft. I�/L a/y = .331 L_1 YQ Q X CFS (Intercepted) Qc- CFS(Carryover) ...��,� MA IRA WA No FoN, a N a Catch Basin Calculation Sheet PROJECT BANCNO LATIERRA CALCULATED 8Y TAG DESIGN FREQUENCY DATE /Z///89 /r FLOW DIAGRAM Drain. O Cap. of Gutter C.B. Connector Pi e V Indicate street slopes) Sym. Area Total Inter. j Street "d" No. Size Head L Dia. Depth /, t 4 a G s� f z _A S A O Do AL ALL DE—`�C D 0 A 0 �o 2 Cn C r D Z 0 0 D co V CID Q r< SZ o r co Z --< m c� ZZZ QQQ 0 C � � o y a I �o ►s A N ,a Catch Basin Calculation Sheet PROJECT RANCHO LATILRRA CALCULATED BY DESIGN FREQUENCY 10 Yk DATE IZ— �" S "�' �•� FLOW DIAGRAM S y m Drain. O Cap. of Gutter C.B. Connector Pi e v Indicate street slopes) Area Total Inter. I Street "d" No. Size Head L Dia. Depth A5 2.9 4-8F4-- 9 20,? .30 - t 4 O • o om co A 0 co 2 CD 4 C D Z v n D _m v W n v DZr 0 Z ) ��z z -<m � Z QQ 4 P a 0 Z o mZ o y i C: s. a .3 CURB OPENING ( interception ) Given: (a) discharge ( is 2 -`� CFS. in (b) street slope S -7 (c) curb type • "A -2" "D "= 4 (d) half street width = 2� ft. . Solution: ' Therefore y = ,Zy Q / L —__ 30= 0.7(0. +y�3/Z _ 0 , . 7 -'3 f L _ �, S� / 3 (L for total interception) TRY: L ft. Q�= _ j FS (Intercepted) Qc- 1, - _ - _ D CFS(Carryover) i I C. B. d 4 CURB OPENING ( Interception ) Given: (a) discharge Q ,o = ; - � CI'S (b) street slope S = 0. 0 43 1/1 (c) curb type "A -2" "D "= (d) half street width - ,fib ft. Solution: Q/S / ) = Therefore y- Q /L - 0. -0,7 L / , ,0.3.. _ 3 (L for total interception) TRY: L i ® ft. YL / _ a/y = .33/ .: Q/Q _ Q X s . CFS (Intercepted) QC= .S — a . S = CFS(Carryover) C. B. 8 5 CURB OPENING ( Interception ) Given: (a) discharge Q = 4. CFS (b) street slope S = ©, ' /' -4 (c) curb type "A - (d) half half street width = � $ ft. Solution: Q /S / ) f = = Therefore y= - 30 3 /Z 3/z Q lL - 0,35 _ O. 7 0,7 6 33 + ,30) : L = 4 3 1 -3S 3. (L for total interception) TRY: L ft. I�/ L a /y = .331 g/Q = - Q CFS (Intercepted) Q ► - LA . e> = d CFS(Carryover) ;y 0 i L Given: Solution: ft. 'lz 'fz Q js = / ) = Therefore y= � ?/ L = 4. 7 l • 36 _ 13• C (L for total interception) TRY: L / ft. Y 1 a/y = .33/ C. B. I CURB OPENI \'G ( Interception ) (al discharl;c O is = 4- .7 CFS (b) street slope S = �• S 7 ' /' (c) curb type "A -2" "D"= (d) half street width - /B S/Q = - Q X = 4• CFS (Intercepted) Qc= 0 CFS(Carryover) I�0NTA"A Catch Basin Calculation Sheet PROJECT Ruc )A5 LA TIERAA CALCULATED 8Y DESIGN FREQUENCY ID YIZ DATE (2- 2 - ,fit ✓ -r. FLOW DIAGRAM S m Drain. O Cap. of Gutter C.B. Connector Pipe V Indicate street slopes y Area Total Inter. 4 Street "d" No. Size Head L I Dia. Depth 0 7 4.7 34- a Zj 5.6 8 20,7 0, -' 8 r .O �vf D A r '+ � V a O 2. f�j �► �:Fs EL CTATO PL 14-- 03 A 0 X 2 CO c r D Z O 0 D a ° tD v 03 a� 0 � r< v DZr m oOz A VC� a) rm mm Z -< m m ZZZ G) GWQ 4 P- C) a 0 2 o y I C. B. 9 CURB OPENIN ( Interception ) Given: (a) discharge Q io CFS W (b) street slope S = 010 y 7 ' /' (c) curb type "A -2" "D" = 4 (d) half street width = 1B Solution: Q /S�2 /( )ft= Therefore y=[ 20 3/z. Q IL - `L = 0. 7 (0--f �� 0, 7 (. 33 fi . L _ / , �{� 2b 7 (L for total interception) TRY: I. ZI ft. a/y = .33/ Q _ X = CFS (Intercepted) - - g,- U CFS(Carryover) E dl I MINIM m moms mm an M�m rc Nl" NNp Catch Basin Calculation Sheet PROJECT RA&Ho LATttRRA CALCULATED BY :J DESIGN FREQUENCY 10 YR DATE FLOW DIAGRAM Drain. 0 Cap. of Gutter C.B. Connector Pi e v Indicate street slopes) Sym. Area Total Inter. Street "d" I No. Size Head L Dea. Depth p �� F , RANG Md LA TflmeA ko4,D w A 0 X m CA 4 C M r D Z O D m v e" A • DZr ? a Z CD rmZ co D < m Co Z -<m ZZZ QG)Q - o a 0 2 o m Z o y a I o i OW NNA C Catch Basin C Calculation S Sheet PROJECT R alloio LATIERRA C CALCULATED BY 1� L DESIGN FREQUENCY I IDYI D DATE 1 F FLOW DIAGRAM S S D Drain. 0 0 C Cap. of G Gutter C C.B. C Connector Pie V V Total I Inter. S No. S Size H Head L L D Dia. D Indicate street slopes) Y Area T Street " "d" N Depth 1O 3 3, 5 5' S S. / /7 , , 331 73 1 1,7,3 4 2 0. E - %d 2S y I L� p a 1Z.3 0. ZO AI r m d A co A 0 ca ca C D 2 O 0 D m v co A r< v �Zr A 0OZ w �mz `& Z -<m co ZZZ G oo o► r -t a O Z � m a ° o y I r 6 r 1 t 1 C. B. d CURB OPENING ( Interception ) Given: (a.) discharge Q I I L CFS (b) street slope S ? (e) curb type "A -2" (d) half street width = �L ft. Solution: Q /S l ) = Therefore y= z 1 Q /L L / i '. (L for total interception) TRY: LP= /-__ 4 ft. a /y = .33/ P /Q = Q P ° x CFS (Intercepted) -- Qc = CFS(Carryover) a C. B. e /D CURB OPENI \'G ( Interception ) Given: (a) discharge Q , o = 5. I CFS (b) street slope S = 0. b Z (c) curb type "A -2" (d) half street width = 2.0 it. Solution: /( )ft_ Therefore 3/3 Q /L - '� . 7 (�-►�� a iz _ 0-7(/-33 L S' / .39 = /3 -� (L for total interception) TRY: L ft. a/y = .33/ V = - Q x CFS (Intercepted) QC= J, 1 — ,1 _ CFS(Carryover) _f C. B. B 11 CURB OPENING ( Interception ) Given: (a) discharge Q is = 17- 3 CFS (b) street slope S (c) curb type "A -2" "D "• 4 (d) half street width ft. Solution: Q /S1z / ) f = = Therefore y- '9'a �/Z. Q /L = �,yy : 0.7 (a ��� 3� z J, 7 L = 12,3 / , �{�{ 28.a (L for total interception) TRY: L 2g ft. ` a/y = .33/_ _ VQ = - Q P 2 X = 12.3 CFS (Intercepted) Qc= 1:2, D CFS(Carryover) X C bb I O 7C w m � -1 ca C r D Z D 1 • n D W V W � n • r< 4 �Zr= o ° z rMZ Z_�_m qD ZZZ X00 4 n -( O a 0 2 o m � . o y a I o I s L L E y C.B. 8 /Z CURB OPENII \'G ( Interccption ) Given: (a) discl)arce Q iD CFS (b) street slope S = — • r ' /' (c) curb type "A -2" "D' 4 (d) half street width = ft. Solution: a Therefore y= L 6•q / , �5 �7 7 (L for total interception) TRY: L 21 it. Ip/ L a /y =.33/ Qs X = toy CFS (Intercepted) QC= (p r - Q CFS(Carryover) ao A 0 m 2 CD r D Z O n D m v a� n 5z� a CD A. I— Z m , <m Z m m m ZZZ O�0 O a 0 2 of o � a ° �rn o y I I I FDN7fa Catch Basin Calculation Sheet PROJECT R4,veNC, Z , 47 1elepA CALCULATED BY J PC- DESIGN FREQUENCY IDIL DA TE FLOW' DIAGRAM Indicate street slopes) S y m Drain. Area 0 Cap. of j Street Gutter `d" C. B. Connector Pi e V D epth Total Inter. No. Size Head L Dia. 13: 0 2, 2,6 7.4- .33 `\ 26,1 13.1 46,1 ,N5 2g ,. 4 ? : 6e�S i ao A 0 m 2 CD r D Z O n D m v a� n 5z� a CD A. I— Z m , <m Z m m m ZZZ O�0 O a 0 2 of o � a ° �rn o y I I I J rr 04 �i �3 Sri C.'B. e 13 CURB OPENING ( Interception ) Given: (a) discharge Q ID = 2.e CFS (b) street slope S (c) curb type "A -2" "D" _ �- (d) h; if street width = �-y ft. Solution: Q /S / ) f z = Therefore y= 33 @ /L = .3$ D -7 (C�f� 31z .7 6,7(,33 L = 2./O / . _ (o• (L for total interception) TRY: L rD it. a/y = .331 L � Q X CFS (Intercepted) Qc= a,� - ).,� _ 0 CFS(Carryover) f a C• B. 5 c CURB OPENING ( Interception ) f Given; (a) discl�arl,e Q = 2 zb, I CFS (b) street slope S iw (c) curb type "A -2" "D" _ (d) half street width = �-'— ft. Solution: Q/ P _ / ) = Therefore y= Q/ L L = 26• / .38 SZ' (L for total interception) TRY: L ft. a/y = .331= ,67 �rr Qp 0, I X . Go 13 .7 CFS (Intercepted) Qc= 2lJ•. - 13,E _ 6.4 CFS(Carryover) a c Q X CFS (Intercepted) Qc= �.' - ,�, = CFS(Carryover) C, B. I CURB OPENI \'G ( Interception ) Given: (a) discharge Q CFS ' (b) street slope S (c) curb type "A-2" "D" ft. (d) half street width = Solution: Therefore y= Q / = ,`7 - _ .36 L 7_ 7 = 23, 7 (L for total interception) TRY: L ft. I�/L a/y = .331 = C � Q X CFS (Intercepted) Qc= �.' - ,�, = CFS(Carryover) r aD A 0 m CD 4 r D 2 O n D m v 00 Qs A r< v Z i= O CD ZTT Boa 4 t� K O a 0 2 . o m :t . o y a o F c - 0NT,4A) A Catch Basin Calculation Sheet PROJECT )24A)CNO /A kg eei CALCULATED BY J �G DESIGN FREQUENCY 1D Y12 DATE S — f (P — C i O FLOW DIAGRAM Drain. 0 Cap. of Gutter C.B. Connector Pie V Indicate street slopes) S y m Area Street "d" Depth Total Inter. No. Size Head L DIG. 'A 4-1 -3 c`s J n u1 � G m � - � r tnj o c� CA w aD A 0 m CD 4 r D 2 O n D m v 00 Qs A r< v Z i= O CD ZTT Boa 4 t� K O a 0 2 . o m :t . o y a o s Go A 0 m CA D Z v D m v ao m n 5; > Zom m ° Z co rn -0 CZ z m i -<M m QQQ 4 n -C O a 0 2 3 Z rh o y ° a I o Catch Basin Calculation Sheet PROJECT �A�Cflo Z _ CALCULATED BY �- DESIGN FREQUENCY 12 U � DATE U- 12-- 81 FLOW DIAGRAM / • � � 6 Drain. 2�• q 0 Cop. of Gutter C. B. Connector Pipe V Indicate street slopes) S y m Area j Street "d" Depth Total Inter. No. Size Head L Dia. Q 4. 7 8•8 8. zo, 9 , 3 s Go A 0 m CA D Z v D m v ao m n 5; > Zom m ° Z co rn -0 CZ z m i -<M m QQQ 4 n -C O a 0 2 3 Z rh o y ° a I o � 18 / • � � 6 3, y 2�• q /D N �s O b •4 �' b � zo AN 2 / �o R s Go A 0 m CA D Z v D m v ao m n 5; > Zom m ° Z co rn -0 CZ z m i -<M m QQQ 4 n -C O a 0 2 3 Z rh o y ° a I o a a a m c a a m C. B. 8 /7 CURB OYENI ( Interception ) Given: (a) discharge Q /a = • S CFS (b) street slope S = 0. 0 (c) curb type "A - (d) hnlf street width ft. Solution: Q /P =* / ) f �= Therefore y= 3q L = 8,0 / D = _ ;Z (L for total interception) TRY: L 2 S it. a/y = .33/ TQ = Q X = 9, 19 CFS (Intercepted) Qc= g g — g ,S Q CFS(Carryover) v a. C. B. 9 /a CURB OPENING ( Interception ) Given: (a) discharge Q io = (b) street slope S = — (c) curb type "A -2" (d) half street width = CFS �8 ft. Solution: Q/S = / ) = Therefore y= •�S Q /L 7 z/Z L / 33 /Q. (L for total interception) TRY: L ft. a/y = .33/ 113 `VQ = q q Q 3• � X , �l `� ' = 3- CFS (intercepted) Qc= 3 , � CFS(Carryover) — Catch Basin Calculation Sheet PROJECT 1CgvcHO Z.� /1 CALCULATED BY DESIGN FREQUENCY /D ER DATE FLOW DIAGRAM Indicate street slopes S m y Drain. Area 0 Cap. of Street Gutter "d" C. B. Connector Pie V Depth Total Inter. No. Size Head L Dia. A 2.4 yZ `/,Z 1 7 0 8,4 � 8 ias Z74 ,37 .2 I (�) n� p A < N O ..1 z D r v m 3 3 1 1 2 ? -771 /o w A m ca C 10 D Z G n D co 4 03 W n v DZr= A ZZom o DMZ D < i -< M ZZZ Q Q Q K O a O Z C �Z o y ° a ?,\ Nf D d o y 3.3 s I C. B. I i9 CURB OYENI \'G ( Interception ) CAUY oVeR 18 Given: (a) discharge Q io = 4, t(�2" 7,�, CFS (b) street slope S = 0, (c) curb type "A-2" "D" (d) half street width it. Solution: Q /P= / ) t= Therefore y= = JL L (L for total interception) . TRY: LP= .� ft. 1� /L = —/_ l�J a/y = .33/_ _ U YQ = - X = -�4, 2 - CFS (Intercepted) QC= / —4 2 CFS(Carryover) E! a. i C J i� W s' c C. B. N �,0 — CURB OPENI \'G ( Interception ) Given: (a) discharge Q _ /3, 8 CFS (b) street slope S t�?D ' /' (c) curb type "A -2" "D" - 4 (d) half street width = 8 , ft. Solution: Q /3 • X a.7 CFS (Intercepted) Qc= /3. 8 - la. 6 _ _ 3.3 CFS(Carryover) 1 /2 --j Therefore y= 3 7 L = /3 2� / . , 41 - 33 (L for total interception) TRY: L 2 it. / L = i l 3 2 7 a [72 a/y = .33/ . - 3, Q /3 • X a.7 CFS (Intercepted) Qc= /3. 8 - la. 6 _ _ 3.3 CFS(Carryover) , i Pq PT l 1 1 E C. B. d L/ CURB OPENING ( Interception ) Cgi c�E� Given: (a) discharge Q io = 3.3 CFS (b) street slope S 4-y '/' (c) curb type "A -2" "D "= 4 (d) halt street width Solution: Q /p=, /( )ft_ Therefore Y= F, 7 7 Q IL 23 I , = 3 -3 - (L for total interception) TRY: L /D it. a /y = .33/ = U C/Q = - Q P = X = 3�.3 CFS (Intercepted) Qc= 3.3 — 3.,3 CFS(Carryover) &A IRA MM so OA Catch Basin Calculation Sheet J' PROJECT k'4Nc. -e L.v T,rxe a CALCULATED BY DESIGN FREQUENCY /4 Y/1 DATE /Z' FLOW DIAGRAM Sym. Drain. 0 Cap. of Gutter C.B. Connector Pi e V Indicate street slopes) Area Total Inter. i Street "d" No. Size Head L Dia. Depth 17.3 za 3.8 5,5 4. 4 19,3 .33 1+ - f L A v II gn � t J N erl . a 0) A O 7C ca D Z O n D m v a) W n � r< S:Z js ZOZ O CA > M Z to Z<m Z_ -< m m ZZZ QQQ A r K O a 0 2 m � o y °a C. B. I Z3 CURB OPENI \'G ( Interception ) Given: (a) discharcc Q CI'S (b) street slope S = d D27; (c) curb type "A - 2" "D" -q f (d) half street width Solution: Q /s / ) f i = Therefore y= • -�� Q /L = ..� a,7 /41y)�� 0,7 L = 15-6 .47 33.E (L for total interception) TRY: L 0 ft. 8 �- a/y = .33/ Q /S �D X 0.9 = /" .O CFS (Intercepted) c= 5, � -- /YO = /;& CFS Car over FE C: s. 8 Z� CURB OPENIING ( Interception ) Given: (a) discliarcc Q lv = S.5 CFS (b) street slope S = 0.6Z76 (c) curb type "A -2" "D"= 4' (d) half street width ft. Solution: Therefore y= 33 irr Q /L - , 3= 6. 7(�ry� G,� (,"33 +.3zj �3 /z L (L for total interception) TRY: L /D ft. Q a/y - .33/.33 = aO QP S X , 3a 4.4 CFS (Intercepted) Qc= 4, + = 1= FS(Carryover) a. a .m� r'' Catch Basin Calculation Sheet PROJECT Ow-yo Z4 Tie CALCULATED BY DESIGN FREQUENCY ��y'E' DATE /Z- 2 E' -9 -7 h �' FLOW DIAGRAM S m Drain. O Cap. of Gutter C. B. Connector Pi e V Indicate street slopes) y Area Total Inter. Street "d" Na Size Head L Dia. Depth s� 3, 7 's 4 s 74 /y7 IV 74 In � O � N r�� L c r R o� A X s CA c r D Z O D m CD n rr v DZr Z rmZ cv D <m z -<m � ADO o► � a 0 2 o m� o y ° a I o 1 _ 3 w i w C . B. Q CURB OPENING ( Interception ) CAe!'V OVER h OJEQ ST Z4\ Given: (a) discharge Q ; = Y.!o !. T CFS (b) street slope S = �'. 0 S! / (c) curb type "A -2" "D "- -t (d) half street width Solution: QjS / ) , A Therefore y= J L (L for total interception) TRY: L ft. I�/ L a/y = .33/ _ U S/Q Q X = f , b CFS (Intercepted) Qc= , 0 — CFS(Carryover) ■ ■ ■ ■ C. I3. 11 �e ,...,,,,..,,,..., , 1 CtTII n• OPENING (SUMP) v J {, i Given: / 2 � •i 33 4 - 6r5 2. 4 4a . (a) Discharge Q /0 = ai•� t / - n CFS - (b) Curb type "A -2" "D'_'4 4" Rolled 6" Rolled X 41 Solution: . ; �1- � r �r )I (depth at opening) = 5,26 1 4 ='inches . i • h (hei.ght of opening = 8,75 • inches . .. . H /h= • 9 ,Z8 / x /, .75 _, Olo ( • . • . r . From Chart: Q /ft. of opening = • 2. / CFS I • . L required = 19' 8 / , / = 7..0 . ft, • USE L= f • I ft. IL.. _ i . • • t L.- -31- Catch Basin Calculation Sheet PROJECT ���� ,l.4T�V DESIGN FREQUENCY /Dy FLOW DIAGRAM S y m Drain. Q Cap. of Gutter C.B. Connector Pipe V Indicate street slopes) Area Total Inter. Street "d" No. Size Head L Dia. Depth 1 33 7 ' 31 l� D O fi 7. v m F' cr m CALCULATED BY DATE / ? - , o) A 0 co Ca r D Z O n D to v 0 r< v �Zr A ZZom ca iA rMZ m D <m Zmm Z -< m m ZZZ rq Q Q Q O O � � o y a I C. B. 6 - 7 CURB OPENING ( Interception ) Given: (a) discharge CFS (b) street slope S d (c) curb type "A -2" "D"= \ (d) half street width Solution: = Therefore . 3 y ?/l Q /L - 3� 7i�fu� 7�.��t . �►i L (L for total interception) TRY: L ft. a/y = .331 U w to Q X CFS (Intercepted) E , CFS(Carryover) 'yam i -1 t �I N a, C. B. d �g CURB O1< ENI\IG ( Interception ) Given: (a) discharge Q lo CFS (b) street slope S = �. /�;; Z (e) curb type "A -2" "D" (d) half street width = /8 ft. Solution: QjS =' / ) = Therefore y- Q /L — 3Z 6 7�.Z sal_ o, 2 ZG L 3.5 / , 3Z /0. (L for total interception) TRY: Lp- = ft. a/y = .33/ (/Q = Q X 3.J CFS (Intercepted) Qc= 3,5 - 3 G D CFS(Carryover) _, _ Catch Basin Calculation Sheet PROJECT ��� Z- ! -&-11 CALCULATED BY -r LC DESIGN FREQUENCY iOYle DATE FLOW DIAGRAM Drain. O Cap. of Gutter C. B. Connector Pi e V Indicate street slopes) Sym Area Total Inter. Street "d" No. Size Head t_ DOG. Dep 0 -2,0 / O4 4, 7 7 s;i` `70 i X � r � Z Z �y O OF 7.3 ' . It ..v al'Q -2,0 / O4 4, 7 7 s;i` `70 1,53 1 A-v1 13.41 -41 1?.) 03 A 0 to Cn c M r D Z 0 n D V m n v D Z i= v ° z Z -<m � Z QQ 4 I� K a 0 Z m� z� o ! y a I o i X •ys �y 1,53 1 A-v1 13.41 -41 1?.) 03 A 0 to Cn c M r D Z 0 n D V m n v D Z i= v ° z Z -<m � Z QQ 4 I� K a 0 Z m� z� o ! y a I o I • .• . C. 13, H .29 4 cunr:' OPENING (SU11P) . CrMay • Given: °"` - 3t A (a) Discharge Q io = y,p + , / - //. 7 CFS • (b) Curb type "A-2" "D " -4" 4" Rolled 6" Rolled • v .�s q`� _ • • • • e a •p• Solution: . , ,9 4 if o lt ,• - 5. 25 11 (depth at opening) . 1►GS,3 - 11.31h2 4 inches , h (height of opening) = 8' 7S inches . H/h = s.z = q/ B.i5 , , !0D 1 • • • From _Chart: . • . • , • • . • Q /ft. of opening = 92 , CFS • L required = 4.7 1 . g . = c. I ft. • 1 • USE L= , 1.0 1 ft. . t . •. • ..-' ' . ) . . • • . �. -31 - yQ = �� Q X �5 = CFS (Intercepted) Qc= �.O - 2 ,C( = D. l CFS(Carryover) a. i' G C. B. 9 3a CURB OPENING ( Interception ) Given: (a) discharge Q CI S (b) street slope S \ (c) curb type "A -2" "D" (d) half street width = ft. Solution: / ( ) = Therefore y= 35 L - 7.7 (L for total interception) TRY: L - 7 ft. I = / �-1 _ l Q a/y = .331 1 S yQ = �� Q X �5 = CFS (Intercepted) Qc= �.O - 2 ,C( = D. l CFS(Carryover) a. i' G C. B. 8 ?/ CURB OPENING ( Interception ) GVEL' G cy' 6 Given: (a) discharge Q lo = /�• �- 2� - = CrS (b) street slope S = �, 1 �9 5 1 /0 W (c) curb type "A-2" "D"- (d) half street width = A it Solution: p' Therefore y= !� L (L for total interception) TRY: L ft. r t- a/y = .33/ 5 = 73 Yrr cp Q �3, �{ X CFS (Intercepted) Qc= /7�.� - CFS(Carryover) C. B. I CURB OPENING ( Interception ) Given: (a) discbarl,e CZ i - - CFS (b) street slope S = _�• `' , 6 S '/' (e) curb type "A -2" "D" (d) half street width = �� Solution: ft. Q 1S1,z= . /( )fi= Therefore y4 z - L (L for total interception) TRY: L r ft. YL a/y = .33/ (� /e = , 8� _ Q /,3.3 X CFS (Intercepted) Qc= CFS(Carryover) x�»*���������*�**»*�*�A A�*��������x�����*�xxx ��X�* ����� CHANNFL C* ALC L 3uS ** ***********A**�*************m****�*���z�� '�ALC�LATE CHANNEL CAPACI�« �IVEN: Slope = .004@00 (Ft./Ft.� �eot� nf Flow = .27g Feet *** OPEN CHANNEL FLDW - IRREGULAR CHANNEL �** NOTE: Elevation values adjusted so nininin elevation or invert elevation is set to ZEPO feet lRREGULAR CHANNEL INFORMATION - Infornation En�ered for Subchanoel Nunber 1 : Point nunber "X" Coordinate "Y" Coordinate 1 .00 i7.03 ! 2 .17 i6.53 3 1.50 16.�4 4 18.00 16.80 Mannings "n" Friction Factor ++++++++++++++++++.+++~+++++++++++++++++++++++++++++++++++++++++++++++++++++ Subchannel Flow, Calc. = 2.03 (CFS) ` Subchannel Flow Top Width (Ft. = 17.92 m� Dubchannel Flow Velocity(Ft./Sec.) = 1.252 Subchannel Flow Area(Sq. Ft,) = 1.62 Subchaonel Froude Number = .734 ---------------------------------------------------------------------------- w� Computed Irregular Channel Flow = 2.03 (CFS) Irregular Channel Nornal Depth Above Invert Elev. �Ft.) = .�7 N� Average velocity of channel(s)(Ft./Sec.) = 1.25 ---------------------------------------------------------------------------- CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 15.73 S ubchannel Critical Flow Velocity (Ft./Sec.) = 1.606 ubchannel Critical Flow Area(Sq. Ft.) = 1.26 ~~ roude Number Calculated = .999 Subchannel Critical Depth above invert elevation = .249 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -------_-------_--------_----_-----------------_-----_---------_--_-------- WE VA V CLIA 11". UA IMI Catch Basin Calculation Sheet _ PROJECT FA,x Ho Z,4 TEE'S/? CALCULATED BY Jac DESIGN FREQUENCY /D DATE 12 .p, e FLOW DIAGRAM S m y Drain. 0 Cap. of Gutter C.B. Connector Pie V indicate street slopes) Area Total Inter. Street "d" No. Size Head L Dia. Depth /3 \� 3 3.7 J n 0 C r s b P 10 a� A 0 2 ca C M r D Z a D m v ca Im n � r< Z'' Zom �Mz Z _<m � QQQ ZZZ 0 2 o y a I o I i C. I3. !! ,., CU i,I.• OPENING (SUMP) 1 - CaiteY c . `vEtc. Given: ,z‘•_ 32 t 2.1 4 1,c = 1 2,0 = 3 (a) Discharge Q /c, ., 3 4, Q. CFS . (b) Curb type "A -2" "D":4" 4" Rolled 6" Rolled . a - i Solution: � l V� a f 1 Ii (depth at opening) = ,-18 (IL) } 4 = inches . i h (height of opening) = 8,75 inches . .. y H/h - 7 7- /8.75 =! /, // 1 • • • • I - From Chart: • . • Q /it. of opening = 2. 2 CFS ' • • L required = 12.0 / 2 , 2 = 5, 5 • ft. • USE L= l -lag 1 ft. . ) `' - t s G C:s. e 34- CURB OPENING ( Interception ) Given: (a) discharge Q 10 = J l CrS (b) street slope S = n (c) curb type A-2 (d) ha1S street width D ft. 0 Solution: ' /z_. /( Ih ,Therefore y= . 3 s Q/S 3iZ Q IL _ 3q = 0,7 3�z 07 (.33 t,3.5) : L 5- �( / , 39 /�, I (L for total interception) TRY: L _ `� ft. I L = =1 /_ IS a/y = .33/ , 3S_ Q 5 , X j S = CFS (Intercepted) QC= S S • !o = 0.3 CFS(Carryover) �. c. Ct11; OP NG (SUMP) Given: (a) Discliarge Q ►o_ _ CFS "A-2 "D"= 4'4" Rolled 6 Rolled (b) Curb type A-2 D = 4 A . � 4 ' Solution: e 4- 4 _ �� a� - 17go II (depth at opening) . 1(M 4-'4 inches - � •7 � inches J . h (height of opening) _ - From Chart: Q /ft. of opening = 72 CFS +rr - ft. L required = ,Q� / �1ti = g ' • f� ft. USE L= -31- m" NO No tl m -11 I ng _ Catch Basin Calculation Sheet PROJECT ��''�� -�� �-� I�Ee�a CALCULATED BY DESIGN FREQUENCY DATE FLOW DIAGRAM S m Drain. Q Cap. of Gutter C. B. Connector Pie V Indicate street slopes) y Area Total Inter. ; Street "d No. Size Head L I Dia. Depth 6.7 n 10 m 7c fl. t" t p . ij A o c r a Z v D m V v DZ� Zvm v Z A. UCF `a z -<m ZZZ coo 4 t*- � O a 0 2 X O C� (j) j I Jo t y o 8.7 B, 9 /d 89 G o 8.9 .yS !o 5,z 17 q 17 Ll t" t p . ij A o c r a Z v D m V v DZ� Zvm v Z A. UCF `a z -<m ZZZ coo 4 t*- � O a 0 2 X O C� (j) j I Jo t y o C. 13. N C111; OPI \1 \G (SU1\1P) - 'PR�L2� Fl - vu ca.tzY c..a�. sy Given: 'S Q _ 9,a �• 0.3 + Z, — Cr. .. . ( Discharge i_o W Curb t " - 211 4 „ 4" Rolled 6" Rolled ( ) JP - a ., Solution: LP I L droTw a �eP s - `5'+ .33' .63 11 (depth at opening) _ ?..S inches - • , • h (height of opening) = 7.5 ' inches - - 61 835 jilh • From Chart; •` 6. - Q /it. of opening = �' • /c CFS , - - L required = - ' L— U S F —31 i� N, FIR Will PR ltiit- 60 on, 3 C: s. 8 3-7 CTJR13 01?El\'1"\'G tnt c P t i o n Ove-a Given: (a) discbarge Qio z -f-0-4fe"t Cr.-S- (b) street slope S = 0,00-73 0/1 (c) curb type ."A-2" (d) half street width ft Solution: 1/1 = Therefore y!=[= R iZ 3/7- - 7 3 -3 IL 48 0,7 (011,+%j) 0, L 18.57 (L for total " interception) TRY: L = l a ft. a/y = .33/ �/Q Qp= X 0 CFS (Intercepted) QC- Z.1 CFS(Carryover) 9 C. 13. C IT 1 0 P 1:1* Ni IN' G (SUMP) Given: ill (a) Discharge CF (b) Curb type '11-2" 4" Rolled 6" ]Rolled Solution: 6w if (depth at opening) arches (heightt. of opening) inches 9.2q -F1 10 From Chart: Q11t. of opening CFS L required U s E L 9 z W a OW �ro Q� kZ v Loo L/ nvi weI.• SEE SHEET // ►' U'� RWT�NfA YL�]47)G4L Q4TGM . f ELEr 997. 997 F - O DELTA RADIUS LENGTH r A 01 0 35'21" 1552.00' 43.05' B 01 0 35'21" 1570.00' 43.55' C 01 0 35'21" 1588.00' 44.05' D 23 0 33'23" 62.00' 25.49' E 89 0 55'46" 25.00' 39.24' F 137 0 02'32" 58.00' 138.73' G 89 0 55'46" 43.00' 67.49' H 89.5546" 55.00' 86.32' SLATE CREEK DRI VE * * * * ** CHANNEL FLOW CALCULATIONS CALCULATE DEPTH OF FLOW GIVEN: Channel. Slope = .007600 (Ft. /Ft.) = .7600 Given Flow Rate = 3.70 Cubic Feet /Second i Irr * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0076 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Ha'lfwidth (Ft.) = 1£3.00 Distance From Crown to Crossfal.l Grade Break (Ft.) _ 5. Slope from Gutter - to (.trade Break (Ft. /Ft.) _ .020 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope - from curb to property line (Ft. /Ft.) - .020 Gutter width (Ft.) = 1.500 Gutter hike from flowline (In.) = 1.300 Mannings "n" value for gutter and sidewalk -- .013 Depth of flow = .319 (Ft.) Average Velocity = 2.46 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 1.2.02 Flow Velocity(Ft. /Sec.) = 2.22 Depth *Velocity = .71 Calculated flow rate of total street channel m :3.70 (CFS) Flow rate in gutter -= 1.24 (CFS) Velocity of flow in gutter and sidewalk area == 3.126 (Ft. /Sec.) Average velocity of total street channel = 2.460 (Ft. /S)ec. STREET FLOW CROSS SECTION NOTE: The following critical depth calculations are fora Channel 1 - If STREET, property line to outside edne of (3t.ttter 3 - If V- GUT'rER, property line to start of.V- Gutter Channel 2 - STREET, outside edge of gutter to crown V- Gutter, in V- Gutter itself Channel 3 - V- Gutter, 2nd half of street CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical. Flow Top Width(Ft.) = 1.50 Subchannel Critical Flow Velocity (Ft. /Sec.) 2. Subchannel Critical Flow Area(Sq. Ft.) _ .42 Froude Number Calculated = 1.001 Subchannel Critical Depth above invert elevation = .3 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2: Subchannel Critical Flow Top Width(Ft.) = 11. Subchannel Critical Flow Velocity(Ft. /Sec.) =- 1.911 Subchannel Critical Flow Area(Sq. Ft.) = 1. Froude Number Calculated = 1.000 Subchannel Critical Depth above invert elevation = .335 ttt• F+ . t• F• 1•....t i•+ . .•h•h•F +i•i• +'i' ............. •..4. +t+ i••1•t•F•Fi••F..4- 4.+ +-+ + .+++ ht•F•h+•f••1 -+++ .z ` PI . . CHANNEL CROSS-SECTION PLDT l0 Depth of flow = .32 Feet ,= " . , _ HALF-STREET FLOW CROSS SECTION w� Critical depth for Channel #o.1= .33 Feet , = " Critical depth for Channel Nm.2= .34 Feet , = " w� X (Feet) Y(Feet) Y-Axis-) .O .2 .4 --------------------------------------------------------------------------- .00 .74 | | | | X -� 1.00 .72 x | 2.00 .70 % | 3.00 .68 | | | | x | � 4.00 .68 % | 5.00 .84 x � 8.00 .62 | | | | X | 7.00 .80 | | | | X | ` 8.00 .58 |X | 9.00 .56 | | | X | 20.00 .54 | | { X| | � 11.00 .52 | | | X | | 12.00 .50 | | | % | | 13.00 .07 | x | W | | | 14.00 .12 | x | Wc | | | �� . 15 �� ~ 14 | x | Wc | | | 16.00 .16 ( x | Wc | | | 17.00 .18 | X| Wc | | | ' 18.00 .20 | x Wc | | | w� 19,00 .22 | |x Wc | | | 20.80 .24 | | X Wc | | | 21.00 .26 | | X Wc | ) | WA 22.00 .38 X Wc ( | | 23.00 .30 %Wc °m 24.00 .32 | | %c | | | 35.00 .34 | | x | | | wo 38.00 .36 | | X| | | 27.00 .38 | | X | | OR 28.00 .40 | | |x | It 29.00 °42 | X | � 30°00 .44 | % | | ................................... ............. ......... ....... ` PI _ Catch Basin Calculation Sheet PROJECT � LA It�2a, CALCULATED BY -/ DESIGN FREQUENCY JOY DATE FLOW DIAGRAM S m Drain. 0 Cap. of Gutter C.8. Connector Pie V Indicate street slopes y Area I Tolall inter. 1 ; Street "d" No. I Size I Head I L I Din. Depth A I z.4 13,8 13.8 1 zz.a 1.271 1/4 //, 2 1 1B, ?- 112.4 2 z . 8 1.4 1 .12 w A O ca -+ C r Z 0 0 D 7-00 r co F N 0 r< v �Zr- k _.. Z�OZ A p y M Mz d s� m z -<m in0Q - o a O w A O ca -+ C r Z 0 0 D v co 0 r< v �Zr- Z�OZ A M Mz o m z -<m in0Q - o a O 2 O : o y . h s c C. B. 6 40 CURB OPENING ( Interception ) Given: (a) discharge Q io = F S CFS (b) street slope S = �� �7 �i (c) curb type "A -2" PO (d) halt street width 6 Solution: �= Therefore y= = /( ) --- Q /L - 3 3 - 0,7 (G { y) z iz _ 3/z 0 Z7) = . 3 I, = 3.8 f_ _ /= (L for total irterceplion) " TRY: LP 1t. /L + a/y = .331 _ P 6 C/Q - - X CFS (Intercepted) Qc= 3 _$ - 3 __. � = V CFS(Carryover) h s c m C. B. 6 41 CURB OPENINIG ( Interception ) Given: (a) discharge Q = 18,1 G Fc_ CFS (b) street slope S = 0.0 47.9 (c) curb type "A -2" "D"- 4 (d) half street width it. Solution: / )� _- Therefore y= = Q /L G,7 3/z . 0.7 (.2 J L = /g, Z / .46 = (L for total interception) TRY: L Z / ft. 1 L = 2I / 39.6 a/y = .33/.4-3 _ ___ C�/Q Q = /g,Z X 6S = /2..4- CFS (Intercepted) Qc= /9,2- - / = .S, 8 CFS(Carryover) a a Catch Basin Calculation Sheet PROJECT LATiEt�.eN CALCULATED BY J2�. DESIGN FREQUENCY - / 0 Le DATE /% iy- + FLOW DIAGRAM Indicate street slopes) Sym. Drain. Area O Cap. of j Street Gutter "d" C.B. Connector Pi e V Depth Total Inter. No. Size Head L Din. 00 D 0� N T 4z ,Z,� 3.� 3.b 3.6 ,3� Zl i �0,9 D. 3 n B a, 7 1 .25 ,3, .5 03 A 0 �o 2 C 10 D Z O 0 D m v aD A � r< SZr ZO Z O q) >rmZ z -<m � QQO 4 t� a 0 2 o y a I o I � I C. B. 8 4Z CURB OPENING ( Interception ) CA2FY ov67L 41 Given: (a) discharge Q to = 5154-518 - 5.7=3 CFS �* 0,006 (b) street slope S = iN e•• (c) curb type "A -2" "D "= 4 (d) halt street width = 1 S ' rt. P" Solution: ' •3/ / )� L= Therefore y= = Q /L 4b D 7�a 3�Z �, 3 L / .40 9 O (L for total interception) �r TRY: L it. a/y = .331 C/Q -- X .? 6 CFS (Intercepted) Qc- 3.(P -. 36 _ = D CFS(Carryover) h� C. I3. d q3 C Lj1;I, OPI. N I \G (SUAlP) � A� Given: Q o = 2 I �' 7. CFS (a) Discha 1_._— (b) Curb type "A -2" D!--' 4' 4" Rolled 6" Rolled Solution: 3� jI (depth at opening) = 47,1- 4-0 " inches h (hei.ght of opening) inches - 11 h = £,31 / , 5 From Chart: • Q/ft. of opening = /. Z CFS L required - - - ft ' USE L= " -31- s a 3 3 3 C. B. e 44 CURB OPENINIG ( Interception ) Given: (a) discharge Q = n,3 CFS (b) street slope S D D 4 (c) curb type "A -2" "W' G (d) half street width = 32 Solution: Q /S�z /( )ft= _ Therefore y= ZS 3/Z Q /L = .Ig 3/z_ 0,7 (. 17{. L (L for total interception) TRY: L 3• S ft. 1�1 = 3,S / a/y = . 33/ . - 2,5 1.3Z ` / Q - 8 7 Q SD X , a = CFS (Intercepted) Qc= _7 a = 1 0 CFS(Carryover) ra am wa IkA &A IVI U 9-1-1 Ras Vi Vi U V-11 ILIA Sims No _ Catch Basin Calculation Sheet PROJECT X.rtirHO Z CALCULATED BY DESIGN FREQUENCY �� y�' DATE /2-/41-e57 FLOW' DIAGRAM S m Drain. Q Cap. of Gutter C.B. Connector Pipe V Indicate street slopes) y Area Total Inter. � Street "d" No. Size I Head I L I Dia. Depth T N NA 1 +0 � I ✓ 17�I W r D N .i r r c r tA r� A 9.9 /z /z 8. /D 46 co A 0 m CA c D Z v D m v 00 A • r< v � A DMZ a � m acm i -<M m ZZZ Q Q Q 4 t� a O n 2 o y a I ,S `� 14 C. I3 . �1 C 111 ' 0Pl?. \TI \G (SUMP) Given- 7,1 + ; O. + 2 .4 4 q-A- = 24- = Z = 1 2 .0 cFg (a) Discharge Q ,6 = CFS (b) Curb type "A -2" "D'_' 4" 4 Rolled 6" Rolled Solution: 11 14 c 11 (deptli at opening) = S.zB +4= 9• 1 '8 inches . • h (height of opening) inche = 8.75 • ' • /. 06 From . Chart: - Q /ft. of opening = 2. i CFS L required = /Z / 2 I = . -7 ft. U S E L= � D f t. • -31- top --- — — — — — — — — — — — — — — — — — — L_ 'saw VJ' I 'rC V " It A cLn - - - - - - - - - - - ^ - - - • - - - - - - - - 9.1026 0 - - . I — — A mmm�� ' 'r I I,/ Aq I A A fi2 _2�_o -4705 - - - - KATZ.OKITSU& SSO - - - 4C AEOVP4V AP 7. STA. 4,S* q,(o:: 14.4 gE STAN 4 :1100 STA. 47.6 U_Au —,, CIO 'Lop z .14 STA. /9 V: 0!� 24-1 q ?A A 4- . eoe '5 A o v 4. Ajor (OlAl4 .44 4 a e.&NeL - 7-44 , G 1 1 f,08)-.13)A 57 o t4 r__ --a &. o o f U*l (r tr A (f) 5TAO *7 _11A so zs 34.3 STA.1bt 5. 5 N40 STA. 1(6 100. cr A 4D A • • _.NNW CD4E vc Al (.JA7ce .. 3.8S ZIA STAA6* 221 p1 S STA. i-I olA Rid 094 W L IJOU* NO. saw ILA u"I am Catch Basin Calculation Sheet PROJECT A ct�v L* �ICRAYA CALCULATED BY Ted° DESIGN FREQUENCY - /D - Y' 9 DATE 12-j4-89 FLOW DIAGRAM S m y Drain 0 Cap. of Gutter C. B. Connector Pipe V Indicate street slopes) Area Total Inter. i Street "d" No. Size Head L Dia. Depth L4 7 IB.L. L.o 26,2 29'.'7 27.7 aEpf 14.4 J fs go- os >x n o l w got Z - - -- z o f Z A r r m 0 m CA 7 C , 13 r D Z 0 0 D m v m m n . t- DZ Zom in �mz M `.°. Z -<m m G)QQ o► � a 2 k o y a I � 0 I ff / C. 13 . C111 I, 0 PF'11 \G (SU \1P) Given: ' (a) Discharge Q 10 (b) Curb type "A -2" "D " -4 4" Rolled 6" Rolled Solution: a 11 (depth at opening) _ , 446zZ � `W inches . h (hci.glit of opening) = 3 ,75 inches . 1, D� iw From Chart: - • Q/ It. of opening CFS • L required = 2 9.7 / 2 1 = .3, 8 it. r f 4 it. USE L= L____ • . i -31- MIN No &a U --,- ] t , I VA: Wtj WA am ftm &A ad mI PROJECT R-qwoo Ljie-eeA Catch Basin Calculation Sheeti CALCULATED BY DESIGN FREQUENCY DATE FLOW DIAGRAM S Drain. a Cap. of Gutter C. B. Connector ipe v Indicate street slopes) ym. Area Total Inter. Street "d" No. Size Head L Dia. Depth 0 /,'0 Z I 1,2 Z Q C1 2 2, !A o V hp 3. 21 co 4b 9 7 Z a 0 0 -4 w 0 < > 4, Zom a Z co w Q 4 - u C Z -<m ZZZ coo Z Z y t"I _ a , j [ l E l t . I g" I j j r ,..l C _ I So Catch Basin Calculation Sheet PROJECT tF, , 1-4 716";X.4 CALCULATED BY J' DESIGN FREQUENCY / YK DATE /Z— 1¢'89 FLOW DIAGRAM Drain. 0 Cap. of Gutter C.B. Connector Pi e V Indicate street slopes) S y m Area Street "d" Depth Total Inter. No. Size Head L Dia. s 2,1 Z1 ' I N O I � A N A D � 14'. p • o N 0 -c r p m x m A O 7C m C M r Z 0 0 D m v m n r< v = PZi Co aco q) D MZ m Z_ { _m m ZZZ Goo 4 P a 0 2 0 0� ..o y a I 0 I aw I`ll V __ V - 1 F"' 7 V . l f U Catch Basin Calculation Sheet PROJECT �►4�IC.}ro L- AT�e2v� CALCULATED BY T�` DESIGN FREQUENCY 1 y DATE 12- - 15" - 97 FLOW DIAGRAM S y m Drain. Q Cap. of Gutter C.B. Connector Pipe V Indicate street slopes) Area Total Inter. j Street "d" No. Size Head L Dia. Depth sz 3,4 4,9 4.9 7,4 .y0 /4- 3 S,r 60 (D,0 14 L64 q,g 1 o. l ►o.� .y l �l N 55 3, g 5 5 .�S 7.4 41 ti D 0 1 � D O o 9r a� R c� A D Z O n D � � m o to y m v co W n � r r < V DZr A Zpm O Z q �MZ m Z -<m m ZZZ L)G)O 4 h �ri n 2 OR im �i 3 3� C. B. I 5Z CURB OPENING ( Interception ) Given: (a) discharge Q i o = 4, CF (b) street slope S = 0,005 0/1 (c) curb type "A -2" "D"- 4 (d) halt street width ft. Solution: Q /P= / ) f t = Therefore y= D • 4d _ 44 / L � 3/L O Q IL _ d�7�4���� - �.7�,33 -�.� � 3 J L = 4 g / . 44 //, (L for total interception) TRY: L l� ft. 1�/ L - /-- Q a /y = .33/ _ U (/Q = - Q _ = = FS (Intercepted) Q % D CFS(Carryover) C. Ct OPF.\1N' G (SUMP) Given: CFS (a) Discharge Q /0 _ (b) Curb type "A-2" 11D11- . 4 1 Rolled 6" Rolled Solution: jl (depth at opening) = Q inches inches - h (hei.ght of opening) • Ii h = 4- / 8 5 - 4 -- From Chart: opening � � �o � CFS • Q /ft. of op g = ' - ft. L required = S • D l D- /-- l • - ft. U S E L = 14 i � -31- C. B. 8 3 CURB OPENING ( Interception )� Given: (a) discharge Q % o CFS (b) street slope S err (c) curb type "A -2" "D "= 4 (d) half street width ft. Solution: ) f L = Therefore 46 y= , I, _ /D / .4-9 - 20.4 (L for total interception) TRY: L �_ ft. 1�/ L a/y = .331 _ x %/ = 8�l CFS (Intercepted) 0 CFS(Carryover) . r C. B. �j CURB OPENING ( Interception ) Q _ = 5, S CFS (Intercepted) Q _ $ S CFS(Carryover) 7 Given: (a) discharge Q 1� _ -S J CFS (b) street slope S (c) curb type "A-2" �' (d) half street width = �� it . w� i� Solution: Therefore y= = /p_ / )f t= / L = r - 0, 7(44,1 3iz= 0 (.3 -f-, 4 )" � !� L = S S / • 4S / (L for total interception) �i TRY: L __ I __ it. a/y = .331 — = irr Q _ = 5, S CFS (Intercepted) Q _ $ S CFS(Carryover) 7 Catch Basin Calculation Sheet PROJECT �AN�No L,aTi�Qa CALCULATED BY Y DESIGN FREQUENCY 10 R DATE 1Z- (8 - 8`1 F LOW DIAGRAM Drain. 0 Cap. of Gutter C. B. Connector Pipe v Indicate street slopes) Sym. Area Total Inter. j Street "d" No. I Size I Hea4 L I Dia. Depth Z 2.3 3.5 LS, • 26 74 71 7 y /4 l �l s� -5 s 6 c, �. 6 - 1,4 44 N Go A 0 cD c r D Z a n D m V CD n r DZr a Z Co rCZ Co Z -<m ZZZ ra a 0 2 O 0 x o y ° a o I u r o x N � 7U a r � � P rt. Z 2.3 3.5 LS, • 26 74 71 7 y /4 l �l s� -5 s 6 c, �. 6 - 1,4 44 N Go A 0 cD c r D Z a n D m V CD n r DZr a Z Co rCZ Co Z -<m ZZZ ra a 0 2 O 0 x o y ° a o I Z Catch Basin Calculation Sheet PROJECT � tirtio DFSIGN FRFOUFNCY /O�X! FLOW DIAGRAM Indicate street slopes) S ym. Drain. Area 0 Cap. of Street Gutter "d C.B. Connector ipe v Depth Total Inter. No. Size Head L Dia. L" 4 ju CP V1 Ln C7 -ji Aq\ Z. 3 7-1 5, 4 86 CALCULATED BY DATE / /s - bi CO Ca C 'a r Z O 0 to ao G) 0 Z Zr ZOM Z Ca C m > m 2 -<m < (D Q G) 0 tk P- Z. o m� 6 C: s. e 5'9 • �I interception NG intercc CURB OPENING p ) Given: (a) discharge Q CrS (b) street slope S t�• DO SS ' /' w , (c) curb type "A -2" "D "= 4�� (d) half street width = ft. Solution: ) f �= Therefore Q /Sfz =• / y= � Q /L -_ = 0,7 3/z 3/z 0z.7 (.33 +•�S ) L = 7, 1p / ,49 I (L for total interception) TRY: L 3, 5� ft. Q a/y = .33/ Q 7, g X ,3Z 2 CFS (Intercepted) Qc= 2,1 = 5, ti CFS(Carryover) 6 7 J C. B. a "/go CURB OPENING ( Interception ) ' C4,ee oven Given: (a) discharge Q to = .3. �' 2 •' crs (b) street slope S (c) curb type "A-2" "D "= 4 did 4 " , (d) half street width = /8 it. to OW ■r Solution: Therefore / )fi t- y- L — , ..3 3/Z p .� L 3,9 / .33 /_ (L for total interception) TRY: Lp' I L = /_D___l l �• 8 =, 8 5 w a/y = .331 .27 90 .� QP X CFS (Intercepted) --=- -- Qc= 3-.=. 3_? = d_._ 7 CFS(Carryover) 7 J Pm it on C. B. e CURB OPENI ( interception ) Given: (a) discharge CZ ro = 5, 712,2 CFS (b) street slope S 11 (c) curb type "A-2" "D "= 4 (d) half street width ft. Solution: Therefore y= 1'33 Q IL _ 3g = 0,7 (a +��3 /Z _ 0.7 C.33 L _ (L for total interception) TRY: L /'�I ft. aly = .331 = Q P . C X ,7�{ _ (,.� CFS (Intercepted) Q s 7 70 CFS(Carryover) a t co A 4 X co S ca C M r D z ° n D m V n r< �Zr ZOM m °� z �c� DMZ z -<m m zzz QQQ 4 P a 0 n 2 . o � a I m V n r< �Zr ZOM m °� z �c� DMZ z -<m m zzz QQQ 4 P a 0 n 2 . C. I3. dl r CU I;s' OPENING (SUMP) 'Oat Given: �r v� i� Fe '.. 4 • . (a) Discharge Q % = S i ' r 7*. - CI S • • (b) Curb type "A -2" "D'14 4" Rolled 6" Rolled • • a �1u ' �J Solution: ,,, .,.) c ( 4-3. - 2 . 2._ 43 , C I.- + _ 4 6, )J (depth at opening) = ` • inches • . h (height of opening) _ g?, = • inches . .. 1-1/h r / 5•75 =I . 6/ ( • . • r . • From Chart: • • Q/ft. of opening = /, 2- CFS . L required - to 3 / ! L - 5,1/ ft. • • USE L.- C i71. 1 ft. • • i • • • . L.- -31- IL Q Solution: l�J TRY: 1 I I F I 1 0 Therefore �Z y =�' • J J L (L for total interception) L ft. Y L = / = a/y = .33/ S/Q Q X = J CFS (Intercepted) Qc= s,,,_ � - s 9 _ CFS(Carryover) C. B. I = CURB OPENING ( Interception ) Given: a G O d' T = ischarl,c Q ,o CI'S (b) street slope S J (c) curb type "A -2" "D"= `4 (d) half street width Q Solution: l�J TRY: 1 I I F I 1 0 Therefore �Z y =�' • J J L (L for total interception) L ft. Y L = / = a/y = .33/ S/Q Q X = J CFS (Intercepted) Qc= s,,,_ � - s 9 _ CFS(Carryover) ---- _ ___ _ _ _ _ __ ____ _- - - - - — — •12/16/89 09: 34 25 260 4705 KATZ. 01{ T - 21005 _ • ■ ••••....."...... /.'"°--)' at 1 —.AIL.. I . STA.' • . , — ... ,.........e.e , - ./.°.‘.....#..-' ../ ...e.-..'" . i 1 I rm. . • 1 .../.."°' — ...?".../-.'"- . cr _ _ STA. , . • . r ri - 1 0."............ _ ...„/ • A STA. e i 6 4- if pr- , M , - , . , ST. 9 I/ 1 mc . - I- f ‘ ti / ' II II 11 , ''& „ . 11 ii t1 II 1 - ( II 1. '" --j IP; 3 '' ''''' .- . a I"' •" • 0• I. , , 6 * • - 1 , i .,O STA. -9.9. I( --------- t� 4,41 ,....- ' - 1. N •st:3 .1-i9 J s 1.k. ' ri 2 I ) . 1; • 6 W '6, - .in• ? if i e 1.-- - '6."*.t, , - • 1 ' . , - ) `,/ • 9: AV • +. a ' S -) e) c• 4 . 1 1: . '. .,, 61 a: 411 ...—. .....— .......—,.....—.. . L WOIme .... Mo. i■eb .1. tw I■te tor. to.al • .•■■• tag • • en■ ot.I. ■D aotirSTS I/ "" lel '4 4 ,.. f . P L wo _ .....--- Ir ----- t h je •P : (iC -- - / .. A L4_ ,......770 / . . kt-140 ..... . v - A STA. q 7 • . , - 6 . -.,...,..... I • STA. 5 4 -7 2.. .elo Pekb4 1 -4 .., - • - ,- »- ., 'pate. (... . • - - n - . •.. . -- Job. No --- - • i l • .KO/K.C.A00 LO k t €A1131... ..- - - - - . $TREET tsIAP1Z e,icr- i4= (*7.49-'/7.L9 )Q&-S) Z 1.(Oss; Yrl + ,40 z.oss�: 3 L/3 .0 5 Z �3 - yp - Z ,'484 a/3 1 , 48 (a o ' 4 S / L ---- -- CZ, s) C 3 Z) S M Qlcot C ukO 47, /Z ( 0.067 �r. & Q,(o0 = 3.(oScFS 3 *4 im S vuSET 104 E , ,Y2 C¢cs SECTIOra STa 1 485 , 3 3S 41.4 - 47.46 7.4� 4 -- -- - 4 u 4 46.94 47.24 47. /G aPACITY (00,28 (5'lz ^ ^ A -10-74q — 4 7,? + -(47.4c% - 4 - 1.16)1 I.S:,4 f Catch Basin Calculation Sheet . PROJECT �E'r?iv�E1° �'° TC i1 CALCULATED BY _T,�G DESIGN FREQUENCY • �� yR DATE / = —/` - 5 1 FLOW DIAGRAM S m Y Drain. 0 Cap, of Gutter C. a. Conneclor Pipe V Indicate street slopes) Area Total Inter. i Street "d" No. Size Head L Dia. Depth 2,8 3 4�j - V = n r r— y -ate El a ■ ma m � v O CD Colo I - C r a Z t• m y •i v DZ r Zom A - 0 C� CP r�Z Z_ -< m ' m ZZZ tk -C O a 0 2 a mr . o y a o I a 'LA o N Z . z a ■ ma m � v O CD Colo I - C r a Z t• m y •i v DZ r Zom A - 0 C� CP r�Z Z_ -< m ' m ZZZ tk -C O a 0 2 a mr . o y a o I a CATCH BASIN SIZING 25 YR' TRACT NO. 13694 1 1 J ' 1 1` 1 FONTANA C-A Fr, Catch Basin Calculation Sheet PROJECT PA) o LATiE Pie A CALCULATED BY JeG DESIGN FREQUENCY 25 U DATE / 18g FLOW DIAGRAM S Y m Drain. O Cap. of Gutter C. B. Connector Pie V Indicate street slopes) Area Total Inter. Z Street "d No. Size Head L Dia. Depth !.S 4.3 4.3 10.2 . 14 z A M v �< A r � � A D Z wl D ca A 0 C r D 2 G 0 D f0 v w 0 n • rZ �Z� ONZ �CZ co D <m Z -<m ZZZ QOO 4 P � O a 0 Z P mz o y a I y I it 60 w in ir. her �I ti A C. B. e 1 CURB OPENING ( Interception ) Given: (a) discharCc Q 25 = 4, - 3 CE's (b) street slope S = ) b o ff (c) curb type "A-2" "D'! 4 " (d) half street width = IQj it. Solution: Q/S / ) f x = Therefore y= >!� Q /L = 3S o.7 (A�j; it _ 0.7 (, 334 .Jj)�1z L 4, 3 / . 3 S 1 1'3 (L for total interception) TRY: L ) `4 ft. ' Q a/y = .33/ = U P . Q X = 4.3 CFS (Intercepted) Qc= - _ CFS(Carryover) T0wrkNa Catch Basin Calculation Sheet PROJECT PANCUO LATIERRA nvrcmm rp;rmIFWf_Y 2 - 5 `1R- FLOW DIAGRAM Indicate street slopes) Sym Drain. Area 0 Cop, of Street Gutter "d' C.B. Connector Pi e V Depth Total Inter. No. Size Head L Dia. 0 c= Z c� _A h A D� @5% A L DE.r /2\ ' � / 3. J I o. 2 lo" ' 0 ■ CALCULATED BY DATE /z -z -89 leav I w- l� - �33 co A 0 �o 2 Cn 7 • C m r D Z 0 n D m v a� n r< v �Zr O�Z W -0 =Z CO Z<m co Z -<m � Z ZZ 0 2 k o y a° INE172 U- N'C' Q N it. Catch Basin Calculation Sheet PROJECT P AmO46 L ATE CALCULATED BY Tec DESIGN FREQUENCY 25 Yk DATE 12-Z -s34 ,env G ii yo FLOW DIAGRAM Drain. 0 Cap. of Gutter C. a. Connector Pi e v Indicate street slopes S y m Area j Street "d" Depth Total Inter. No. Size Head L Dia. 0 2, v -3./ 3 � 3�, a .28 /d 1 1 5\1 2.9 1 57 1 -5,5 1 09,9 1 , 32 1 0 n w o, a y o 14 0 Ab 0 �c co ca C T r D Z 0 0 D m V 01 a� 0 • r- < Zom r-mz `° i -<m m ZZZ O00 n x 4 t� '< O a 0 2 0 m o y I I C. B. ff .� CURB OPENING ( Interception ) " Given: (a) discharge Q 7,, = 2• `� ` CFS (b) street slope S o/ ;. (c) curb type " A -2 a " D " m 4 (d) half street width ft.: Solution: Q/ / ) .Therefore y= A Q /L - 3Z = 3/2 0,7 (a +�) - 0,.7(.33 t.?l L = ?. 1 1 / 3Z _ �_ (L for total interception) TRY: L /D ft. a/y = .33/ Q X CFS (Intercepted) Qc= .?, - �.9 0 CFS(Carryover) t7 C. B. I rd CURB OPENINIG ( Interception ) Given: (a) discharge Q Z r_ = 3.1 CFS (b) street slope S = 0, n -4 / _3 (c) curb type "A -2" "D "- 4" (d) half street width = .Zd � ft. Solution: q 1 /1 R ) = Therefore y= • z (o 3/Z Q /L = 3ti - 0.7 (a 4 t) 3 - 0. W. 33 *. Zc ) L 3, / �ti = �.� (L for total interception) TRY: L. I D ft. 1.�/L a/y = .33/ C � VQ = Q _ X 3, CFS (Intercepted) Qc= `�, j - _ CFS(Carryover) f C.* B. e J" CURB OPENIFNIG ( Interception ) Given: (a) discharge Q = 51 9 CFS (b) street slope S = 9,04- - 1/t (c) curb type "A -2" "D "- q." (d) half street width = j8 ft. Solution: !" Qj9 =' / ) f t = Therefore y= , 3 2 law d.`7 s?i .?z 1 L /,37 (L for total interception) W TRY: Le / y ft. a/y = .33/ . 32- C� /Q = 93 X . 93 = j, S CFS (Intercepted) Qc= ,� , _ 5.5 0, 4 CFS(Carryover) Fi r 0NrAN a Catch Basin Calculation Sheet PROJECT RQUC! LA TIERRA CALCULATED BY DESIGN FREQUENCY 25 ;4 r ; t0 � DATE / FLOW DIAGRAM Drain. 0 Cap. of Gutter C. B. Connector Pi e V Indicate street slopes) S y m Area Street "d" Depth Total Inter. No. Size Head L Dia. V a� n 32 D 14 Zom m ° v� Z (n m Z<m Z mm m ZZZ QQQ -7 ��` Z .yo J D � P O O O ♦ � /08crs N ` f; L CTATO PL ra w ; t0 � C M , r D O 1• A m V a� n D Zom m ° v� Z (n m Z<m Z mm m ZZZ QQQ � O a o 2 0 0 m o y o � I � H 0 E1 D C. B. I CURB OPENI IC ( Interception ) catty v�E� 4 Given: (a) discharge Q = Z-WO y = CFS (b) street slope S = �, 057 P (c) curb type "A -2" "D "= q (d) half street width = Solution: ft. Q /S / ) = Therefore y= 31. Q /L = 37 O, 7 �,*.4 adz 0, 7 / • 33f „0 / � L 3G _ (L for total interception) TRY: L ft. a/y = .33/ (�lQ = SS Q CFS (Intercepted) Qc= � b , 7 CFS(Carryover) L C. B. 8 7 CURB OYC1\ ( Interception ) Given: (a) discharge CFS (b) street slope S = 4 (c) curb type ."A-2 "D"= 4 (d) half street width ft.. - Solution: Q /S /z - / ) f t = Therefore y= �D �. Q /L 0, (0.+ 3/2 _ 0 =.7 (.33 + L /0.8 / , y `� Z� (L for total interception) TRY: L - 2-1 ft. Q I /L 2/ l V5 , 86 • . �. CVQ = 9a Q f X �V q. CFS (Intercepted) Qc= /O• - 9 7 /. / CFS(Carryover) co 0 CO CD c M r D Z O 0 D m V 0) 0 • r< � > Z p �mz ZT m ZZZ 000 4 n a 0 Z k mZ o y a I o I � I oNT`''Np Catch Basin Calculation Shest PROJECT RA mo !_A i %E;zRA CALCULATED BY T2 L DESIGN FREQUENCY 25 DATE 12 FLOW DIAGRAM Indicate street slopes) Sym Drain. Area O Cap. of Street Gutter "d" C. B. Connector Pip V Depth Total Inter. No. Size Head L Dia. ;n rtl O s tj R?ANcNo r LA Tlem 12 0AD m A U 1. 2 24 2.1 co 0 CO CD c M r D Z O 0 D m V 0) 0 • r< � > Z p �mz ZT m ZZZ 000 4 n a 0 Z k mZ o y a I o I � I r- o NTANla Catch 8astn Calculation Sheet PROJECT 2AN( LATw2RA CALCULATED BY DESIGN FREQUENCY 25YR DATE I — 4 — 8 9. v i' i✓ FLOW DIAGRAM Drain. Q Cap. of Gutter C.B. Connector Pipe V Indicate street slopes) S m Y Area Street "d" Depth Total Inter. No. Size Head L Dia. 70 o An 1 , -; lS 1 1 3, 6 z8. 0, v/ z8 J� J4 a 6 - _ 6A A fi /.l /LL n r R� d A a7 A a c0 2 7 r n 2 O n A GO v m a� n � r< v Z J_ A a Z >MZ CO Z -< m m ZZZ QQQ 4 t� K O a 0 2 c m� o y y i (�/Q = Q /0.3 X e, 75 = 7 CFS (Intercepted) i� Qc= ��' 3 t 7. 7 = CFS(Carryover) 11; El I C. B. 9 1 CURB OPENING ( Interception ) ^Aezy : II p\ 3 Given: (a) discharge 3 ChS * (b) street slope S (c) curb type "A -2" "D" r- -- rr (d) half street width = Z� ft. Solution: Therefore y= 441 IL L = /0.3 / , �7 Ll. 9 (L for total interception) TRY: L '� ft. Pa Plot a/y = .331 y'f .7S (�/Q = Q /0.3 X e, 75 = 7 CFS (Intercepted) i� Qc= ��' 3 t 7. 7 = CFS(Carryover) 11; El I a a r tr �r W IAW C. B. d 17*) CURB 0PE1\1N'G Given: (a) discharge Q _ZL_ (b) street slope S = _ (c) curb type "A -2" (d) halt street width Solution: Q IP Q /L -_ L TRY: L / T 1-�/L - a/y = .33/, i it. .3$ Interception ) F9 CFS " _ it. Therefore y = 2 _ ;0.7 (L for total interception) 20.7 = S _ .g7 /Q - 3 Q 3, X , �O = �V CFS (Intercepted) Qc= - 7. Z _ /.7 CFS(Carryover) C. B. a l! CURB OPENING ( Interception ) Given: (a) discharge Q2 = 1 �, r CIS S (b) street slope S 4 t/1 (c) curb type "A -2" "D " = (d) half street width = 18 ft. Solution: �- ;q -- Therefore y= Q /L = 0. 0,7 (af�) = 0.7 (.33 t N1 j31Z L _ /5 '1 / , �S 33. (L for total interception) TRY: Y , _ ft. YL = _ / a/y = .33/ X , I _ l3.6 CFS (Intercepted) QC= /� ( _ �3, (� 3• V CFS(Carryover) lCatch Basin calculation Sheet PROJECT --;;;f1 CALCULATED BY DESIGN FREQUENCY 2 5 DATE "qv 4 FLOW DIAGRAM Indicate street slopes) Sym. Drain. Area 0 Cap. of j Street Gutter m d" C.S. Connector P pe v Depth Total Inter. No. Size Head L Din. w� al LA Rol, cT 7.7 41— .33 .37 1 21 co A. 0 3: T r Z O 0 Z > > Z Zom a Z co CD G) CO 0 a CO r' M Z > < m Z m m Z -< m m � f 4 I , mini , = 1 w.► err err rid 1 C. B. I CURB OPENI \'G ( Interception ) Given: (a) discliarce Q CFS (b) street slope S = 7, (e) curb type "A -2" "D" (d) half street width ft. Solution: QlS =' / ) , A Therefore y= :-? L = 5 �P / .- ► _ /. d (L for total interception) TRY: L ft. I L a/y = .33/ P /Q Qp= X 6 CFS (Intercepted) 0 _ CFS(Carryover) ■ � DNTNN .v Catch Basin Calculation Sheet co PROJECT L.� rye, CALCULATED BY -� RG A y o DESIGN FREQUENCY 2 5 DATE m FLOW' DIAGRAM Drain. 0 Cap. of Gutter C.B. Connector Pi e V Indicate street slopes) S m y Area Street d Depth 7 Total Inter. No. Size Head L Dia. - l \ �.,� - 3 , 8 3.2 .zz .37 i0 � ... c Z A 25,1 is.6 �6� Sz 29 t , ` 15 3,c? z a , m G fs �3 < >Zr v z I q) r m N i m Z m ZZZ Qoo J ■ °a I ■ tr IW ii ri M F C.' B. 9 13 CURB OPENING ( Interception ) c�vc�te Given: (a) discharge Q 2-5 CI'S (b) street slope S (c) curb type "A -2" "D" 4� (d) half street width = 2.0 ft. Solution: Q /S� / ) = Therefore y= y3 L V.6 (L for total interception) TRY: L ft. I�/ L a/y = .33/ C�lQ - X A/ 1 = 3 CFS (Intercepted) Qc= 5• - 5� a 0, S CFS(Carryover) t F `r it . C. B. d 1 CURB OPENING ( Interception ) Given: (a) discharge Q .26' = 25 ' f CFS (b) street slope S (c) curb type "A -2" "D "= ,Z � (d) half street width = 3Z. ft. Solution: Q /( Q /L L = 2 5. I / ,4b TRY: L $ ft. a/y = .331 . GZ 0 )� L = Therefore y= , 5Z D, 7 (- / 7 4.5 Z) 3l Z 62.7 (L for total interception) .b3 ( - Qp' X CFS (Intercepted) Qc' - �S� _ CFS(Carryover) I r F Ls rr it e� L C B. I /S CURB Ol'ENI\IG ( Interception ) Given: (a) discharge Q = 9 s CFS (b) street slope S = 2, / (c) curb type "A -2" "D "= (d) half street width = 3 Z ft. Solution: @ /5 /I = _/ ) f t = Therefore y= @ / L = D. 7�ez -t ` 3/Z _ .7(-17 1 .35) L (L for total interception) TRY: L ft. a/y = .33/ . 3 • CV Q X • 10 = 8 _ ' CFS (Intercepted) QC b =_q CFS(Carryover) v tP v NS r O N C . . I . _ . I - I M. m ca A 0 X m S ca W.. -+ • •r C r D Z O 1 • 0 D .. m V co • 0 V DZr a Z m C0 W ;mZ Z m mm ? -< m Qoo 4 n O F - ON TANA Catch Basin Z Calculation Sheet PROJECT )24MCNO /-Kt 178Q2 CALCULATED BY DESIGN FREQUENCY '2 DATE S —!(P — q O FLOW DIAGRAM Drain. 0 Cap. of Gutter C.B. Connector Pi e v Indicate street slopes) S y m Area Total Inter. Street "d" No. Size Head L Din. Depth too /78 17.8 /j, v tP v NS r O N C . . I . _ . I - I M. m ca A 0 X m S ca W.. -+ • •r C r D Z O 1 • 0 D .. m V co • 0 V DZr a Z m C0 W ;mZ Z m mm ? -< m Qoo 4 n O Z P y a I N o I c. 13 . CUi;I.' 0 P F.N 1 \G (SU 'Al P) Given: (a) Discharge 5 CFS , (b) Curb type "A -2" '.'D'_'z" 4" Rolled 6" Rolled Solution; • ' ;' 1 , H (depth at opening) _ �' /Q inches , h (lleig' ht of opening) inches Am From Chart; E` $ Q /it. of opening CFS ' �+ L required 4.7 • it. . O■ U L L= ft. J=1 At Catch Basin Calculation Sheet PROJECT �Q,2AA o Z"a 7ieee/4 CALCULATED BY S2C DESIGN FREQUENCY 2 - 5 yR DATE Z -8q 4qv < - i3 - �� FLOW DIAGRAM S Y m Drain. 0 Cap. of Gutter C. B. Connector Pi e V Total Inter. No. Size Head L Dia. Indicate street slopes) Area Z Street "d" Depth 4.7 10 -2 zg 37 I I V,3 , ,,/"� - b A R� O N 0 4 .c 4,0% 4 3CF-T 3 z� z d r M 03 A O X m 2 C r D Z v D co v C0 � n � r< Z'' a Z r m z `° z -<m � zzz Q 1Z Q 4 I� ej a 0 2 c o x o y a o I F +rr a w 40 i im irr+ Wr C. B. e /7 CURB OPENING ( Interception ) Given: (a) discharce Q 2. _ /4J G. CFS (b) street slope S /' (c) curb type "A -2" "D" = y (d) half street width Solution: Q js ��_ /( )ft= Therefore y= x.36 ^� Q /L - - 0.7 I, , 40 (L for total interception) TRY: L 2 8 it. YL a/y = .33/_ _ U S/Q = - Q X G CFS (Intercepted) Qc= CFS(Carryover) { irr iwr �r irr C. B. 9 1 CURB OPEN1 \'G ( Interception ) Given: (a) discharge Q om _ _ y 3 CFS (b) street slope S = ©, ^ 4- (c) curb type "A -2" "D "= 4 (d) halt street width = � 8 ft. Solution: Therefore y= = L = , 3 / . 3 4 1. I7 (L for total interception) TRY: L ft. a/y C�/Q = Q,- - CFS (Intercepted) QC= �, 3 - ,�j, 7 = CFS(Carryover) 111106 ILIA WA BRA a" &A I'll U-1 r -) A VA U. l V .I U I U A 9.7-1 Catch Basin Calculation Sheet PROJECT F4,ve'No L.1 1 e CALCULATED BY DESIGN FREQUENCY 2 -T Y'e DATE FLOW DIAGRAM S y m Drain. O Cap. of Gulter C. B. Connector Pi e V Indicate street slopes Area Total Inter. 2 Street "d No. Size Head L Dia. Depth A 2.4 /2 8 - 4 o � n - cc ZF 41% s3 s S 7— r, � � nn 3b 2 < N a z D r b m a� A 0 cc to C M a Z v n D _m V CD r- < v �Zi- p iA r Dim Z_ -< � ZZZ Q Q Q `( O a 0 Z k oy a o Solution: Q/ P R ) f 1 = Therefore y= = 3/Z L = / Q, 30 _ ' 8 2 (L for total interception) TRY: L it. a/y = .33/ Q 5_ q �(^ _ 5 .3 CFS (Intercepted) Q 5, - •�, CFS(Carryover) C. B. /q CURB OPENING ( Interception ) discharge Q = .a Given: (a) Z s -4� am (b) street slope S NO (c) curb type "A -2" "D": 4 (d) half street width i = /B it. OM Solution: Q/ P R ) f 1 = Therefore y= = 3/Z L = / Q, 30 _ ' 8 2 (L for total interception) TRY: L it. a/y = .33/ Q 5_ q �(^ _ 5 .3 CFS (Intercepted) Q 5, - •�, CFS(Carryover) a 3 3 rr 1Wi c. s. a 20 CURB OPENI \G ( Interception ) Given: (a) discharge Q zs 6O CI:S (b) street slope S = �• ` �� '�' (c) curb type "A -2" D"::7 4 (d) halt street width = l0 ft. Solution: Qlp / Q /L = a.H3 4 -71 L TRY: L 21 it. 4/1 = 2-1 1 3g •(v a/y = .33/.39 )f== Therefore y= 3� 3/z 3`a (L for total interception) �5 (ve = 7, b X = /.3 CFS (Intercepted) Qc= - 5.3 CFS(Carryover) - ��- Q ` p, SO CFS (Intercepted) Qc= S .�j — � {, ?i_ _ CFS(Carryover) C. B. e 2.1 • \ Inte CURB OYCI�t� G ( r ) CpilO Given: (a) discharge Q zs = j ,� CFS (b) street slope S = D- X (c) curb type "A -2" "D" - Q .. irr (d) half street width = /8 it. 6w Solution: jfZ_ Therefore y= = I Sly° / Q IL 3 /Z : =x.31 L = G, 3 � _ /= (L for total interception) !q TRY: L I U ft. I L = _l 1 `�•�_ = 6� r. a/y = . 331 .7 - ��- Q ` p, SO CFS (Intercepted) Qc= S .�j — � {, ?i_ _ CFS(Carryover) Catch Basin Calculation Sheet PROJECT L .a T,rweA CALCULATED BY Ji "c DESIGN FREQUENCY =SY� DATE 17 _ Z 4— FLOW DIAGRAM Drain. Q Cap. of Gutter C. B. Connector Pi e V Indicate street slopes Sym Area Street "d" Depth Total Inter. No. Size Head L Dia. 24 3. $ 8, S. 3 ;:4, Z 37 a - f Z M v m 4 v p ti a r 03 A 0 V) c r D Z O C7 D v ao O v DZr o�z CO m DC z -<M m EZZ 000 4 P -C O a 0 2 m Z o y ° a I o I C. B. I CURB OPENING ( Interception ) Given: (a) discharCc Q CFS (b) street slope S PR (c) curb type "A -2" "D" y (d) half street width iw ,�. Solution: ) , A Therefore �* I, (L for total interception) �r TRY: L Q7 ft. I L a!y = .33/ .:q 5 = MW sm Q / . 3 x _ FS (Intercepted) QC= /5 .Z = 2 ( CFS(Carryover) �► Solution: C. B. I E 3 CURB OPENIII ( Interception ) Therefore y= tpw 040, b Given: (a) discharge Q2.�;- 1 I �'y CFS MR (b) street slope S = h, !'2 7 x- (L (c) curb type "A -2" "D" ' 4 TRY: LP= /0 ft. (d) half street width YL a = .331 _ �► Solution: 37 Therefore y= ** L x- (L for total interception) TRY: LP= /0 ft. YL a = .331 _ q Q P = X �. 1= = ,�J CFS (Intercepted) Qc- �, — ,5, �j �, CFS(Carryover) } a�i . Catch Basin Calculation Sheet PROJECT ��t�vt,�o Lis Trge4 CALCULATED BY J G DESIGN FREQUENCY 25 Ye DATE 12- Zo 9r /4,4 -� FLOW DIAGRAM S m Drain. O Cap. of Gutter C. B. Connector Pipe V Indicate street slopes) y Area Total Inter. Street "d" No. Size Head L Dia. Depth a .J b �1 1O E Z `u r 9.7 S.¢ ' 149 /rf _ - - 3.4 /`/. 7 /a, z D CO A 0 7C S C r a Z 0 0 a m v • 0 r< 4 �z� O Z W D MZ m CO Z Z -< .M Qoo 4 P O Z k c m (A o y a o tA Z s b �1 1O E Z `u r 9.7 S.¢ ' 149 /rf _ - - 3.4 /`/. 7 /a, z D CO A 0 7C S C r a Z 0 0 a m v • 0 r< 4 �z� O Z W D MZ m CO Z Z -< .M Qoo 4 P O Z k c m (A o y a o Solution: Q/S / C. B. 8 ZS �'� r l 3�Z r CURB OPENI NG ( Interception ) CAfty ovee i Y ,, -4 oVre L Given: (a) discharge Q . 25 = S.! 4 4 1) = 9. CFS (b) street slope S = DDS% 0 /0 (c) curb type "A -2" "D "= 4 QC= CE-S(Carryover) n (d) half street width Solution: Q/S / ) = Therefore y- �'� r l 3�Z r L =/ = _ /9•3 (L for total interception) irrr TRY: L `/ ft. i Y L a/y = .33/ on Q q X CFS (Intercepted) QC= CE-S(Carryover) • C . I3. ll . � .,..,..._,,,,,..., ,"<<". I cup, n' OPENING (SUMP) . b. L a v Given: ('411.4. cv6� y /1 A ' • z 3\ ! + 0 .1 4 1,1 S, )-7'2°.3. (a) Discharge Q :< = .'1 2, •*4.a -a. CFS - (b) Curb type "A "D'-'4 4" Rolled 6" Rolled • JA L ■ 1 . Ca �� Solution: • i �� lr L • 11 (depth at opening) = S,.20 f 4 = .7,2 nclies h (height of opening) = c 75 inches . .. . Y H Ih =• 9.251 - .75 =► /. 0 1 • • • From Chart: . , • • , (> Q/it. of opening - 2 I CFS L required = J = ft. • • • USE L-= I .7 1 it. . l_ 7(2,/)•: 14,E - . • • i • . ,0.3 - 14.7 = 5,4 • . • t\ . • . `.. -31- Catch Basin Calculation Sheet PROJECT PWICw . 47 rQa CALCULATED BY DESIGN FREQUENCY 26- ye DATE FLOW DIAGRAM Indicate street slopes) S y m Drain. Area 0 Cap. of i Street Gutter "d" C. B. Connector Pi e V Depth Total Inter. No. Size Head L Din. 33 A 1,9 1 , V 3 1 43 1 61,6 .z8 ion y r n s .O i I =. CD A 0 X cc Ca 7 c D Z O D m V O r_< V �Z r m ° C Z A - u a r M Z m Dim 2 -<_M m Z to Q Q K n a O 2 O � � o y a o I C. B. e 27 CURB OPENlNNG ( Interception ) Given: ( a) discharge Q .2S = 6. CFS (b) street slope S = D• �3. 'I' (c) curb type "A -2" "D "= 4" (d) half street width wr ,�. Solution: / ) f �= _ Therefore y= - 33 Q / L = 9 6- 7(6.7) 3iz 07 L = V 36 36 /6 (L for total interception) err TRY: L y ft. 1�lL i`� l /G•/ = S� a/y = .33/ .33 No Q C FS (Intercepted) ' — D (o Qc= �. / — S. S - CFS(Carryover) r 7 C. B. I 2� CURB OYI✓IUNIG ( Interception ) Given: (a) discharge Q _ CrS (b) street slope S �r (c) curb type "A -2" (d) half street width = 26 ft. wr +�* "r"" Solution: )fi= Q IS11A /( Therefore .. iw Q /I- = o =�aty j - ,12 L = 4 1 3 1 D (L for total interception) TRY: L / 7 ft. a/y = .33/_ _ err Q P X = 3 CFS (Intercepted) -- -- �r QC= �3 � 3 " - d CFS(Carryover) - r 7 l o X30 22 7 3, S ? �/, ,37 A R Z T 3 /2. d �� s Q. 7 D a p a � a 3\ 73 a� D (y J /G /I / I %� J -4f 7. ,�) co 0 2 Cn 7 c r D Z v 0 D (o V ca 0 DZr A Z c Mc Z to Z -<m ZZZ QQQ 4 f� -{ O a 0 z o mz o y a I o I Catch Basin Calculation Sheet PROJECT CALCULATED BY DESIGN FREQUENCY 25 Y1- DATE FLOW DIAGRAM Drain. O Cap. of Gutter C.H. Connector Pi e V Indicate street slopes) Sym. Area Street "d" Depth Total Inter. No. Size Head L Dia. 19 Yl 41 1, i l a l o X30 22 7 3, S ? �/, ,37 A R Z T 3 /2. d �� s Q. 7 D a p a � a 3\ 73 a� D (y J /G /I / I %� J -4f 7. ,�) co 0 2 Cn 7 c r D Z v 0 D (o V ca 0 DZr A Z c Mc Z to Z -<m ZZZ QQQ 4 f� -{ O a 0 z o mz o y a I o I C . I3 . J1 .2 CUP, n• OPENING (SUMP) • Given: CakKy • (a) Discharge Dischar e Q .25 = f L i/ 4- .2. = 8. 4 CFS (b) Curb type "A -2" "D "- ,/ 4" Rolled 6" Rolled • Solution: • II (depth at opening) = (' / 4 4• inches h (height of opening) = a - is inches . H/h 5.)-/1 I 'x.75 =I ,(vb 1 • • • • • From Chart: . . • Q /ft. of opening = , 9Z CFS L required = _ e, `t / 92 = •9". / ft. • • • USE L= I ft. .9Z ( 7 1 w• if • • . `.6.4 = 2,1 • • • • -31- • cp Q ? X CFS (Intercepted) 3 C• 2 CFS(Carryover) d C. B. 6 �D 'N • CUBA O1'I;I�1� G ( ercc tion Int p ) Given: (a) discharge Q zs - 3 7 CFS (b) street slope S = C e� 5= (c) curb type "A - 2" n "D"= 4 (d) half street width ft. Solution: Therefore 3/2 Q / L - =; = 0,7 (a +�) - 0:7 (. �-• J L = 7 / , �,':' ? (L for total interception) TRY: L 7 ft. /L = 7 a/y = • 3� _ 9 .33/ cp Q ? X CFS (Intercepted) 3 C• 2 CFS(Carryover) d ■ FYI Given: W to Ito C. B. e 3 1 CURB OPENING ( Interception ) (a) discharge Q 2s = ��' 9 CFS (b) street slope S n (c) curb type "A-2" (d) half street width ft. . ""' Solution: Q /sJz / ) - Therefore k Q /L - 5 = 0,7 (0. +� ) = O:7 (.33 +. ya L _ (L for total interception) rr TRY: L / y ft. to I�/L a/y = .331 cp = sg Q P = /6 5 X 9. CFS (Intercepted) Qc= 5 - 9, 7 ( CFS(Carryover) N iYfl fir �i L 6 6 E E C: s. e I CURB OPENING ( Interception ) Flow � l Given: (a) discharge Q zs CrS (b) street slope S n (c) curb type "A-2" "D "= 4 (d) half street width ft. Solution: Q /Sfz / ) f t _ Therefore y= y$ \ 3/z Q / L = 1 = 0,7 (A +��3/Z 0:7 (.33 f J L = 1 L•� I = 3 (L for total interception) TRY: L ft. a/y = .33/ X , -71 _ I3 a CFS (Intercepted) P Q /6•11 - /3- = 3- f CFS(Carryover) �.,.......- ..... It"__A Catch Basin Calculation Sheet c PROJECT FAw) L A T E464 CALCULATED BY i DESIGN FREQUENCY 1 DATE -27 FLOW DIAGRAM Sym Drain. 0 Cap. of Gutter C.B. Connector Pipe V a Indicate street slopes) Area [ TIGI Inter. j Street "d" No. Size Head L Dia. Depth o mi � 0, �> n 0 G A N O D � o D A a 0 If& -. It . 0, O . o y OEM o f i ............ ......... . ■�� ■� ■t ■�N■ 0 O O . o y o f i 0 c. 13. t1 33 CLTI:I�� OP111 \G (SUMP) rf}itQY CVEn c,4dj* OVER- 3z z5 A .� Given: 0.6 +5.3 ` 1 { Z.o ± ?. 10 _ CFS . (a) Discharge Q �� " " 4" Rolled 6" Rolled �� r (b) Curb type A- 2 D. = 4 u Solution: o jT (depth at opening) _ .4302 14: " - ?s inches inches 11 (height of opining) = - From Chart: ,Z CFS Q of opening - L required • ft. U S D L = • /D r C: B. e 34 CUR13 OPENING ( Interception ) Given: (a) discharge Q -L5 _ - 7. Z CFS (b) street slope S (c) curb type "A-2" "D "= 4�� (d) half street width = ZD ft. Solution: ,Therefore y= 36 Q /L - o = 0,7 (0. +�� = 0:7 (.33 +,36) L - 7,2 / .46 IS (L for total interception) TRY: L ft. I�/ L= a/y = .33/ , 3�- S 7 Q 72 X 87 .3 CCFS (Intercepted) Qc= 7, 2. - (e - ' Id = Q- FS(Carryover) C. 13 . !f 3E C 11 1- 0 1 \1 \G (SUAlP) Given: _ � (a) Discliarge Q 25 7 CFS (b) Curb type "D'� 4" Rolled 6" Rolled Ir�r � 2 • a � Solution: q •4 g 11 (depth at opening) _ (14-q4•iU I+'+ inches • h (height of opening) _ �`iS inches . x/ = 4 ,46 — / 8,75 5 ► -- . /tk .* From Chart; ' - • Q /ft. of opening - Z CFS Pq _ ft. L required -- ft. USE L -3t- j Catch Basin Calculation Sheet m PROJECT t-" ItEQQa CALCULATED BY o Y DESIGN FREQUENCY :Z' DATE FLOW DIAGRAM S y m Drain. Q Cap. of Gutter C.B. Connector Pi e V Indicate street slopes) Area Total Inter. i Street ~ d" No. Size Head L Dia. Deplh U A , . !o to i� ;� 3 coLv RUM 3 3 i�3 L 1 4 _ n m m P AN L_ m -I S ca C r D Z O D m V 0) Q �Z� �► O Zom r ><m (0 z -<M m ZZZ QQQ o► � K O a 0 mZ . o y a I o i c. C111,I,' OPENI \G (SUMP) Given: ' - 747 CFS (a) Discharge a (b) Curb type "A -2" "D" 4" Rolled 6 Rolled �► ��•E 4�,�..tt• iii` .. Solution: 11 (depth at opening) _ `7S inches h ( height of Opening) inches . From Chart: Q11t. of opening CFS , L required = ' q , �i / (� - • IZ .4 it. • , . . raw ' UsL L= cpc C: B. 9 3 CUR13 0PEN1 \G ( Interception ) . Given: (a) discharge Q zs 4 A77 CFS,. MR (b) street slope S = (c) curb type "A "D "= 4 irr (d) halt street width = ft.. Solution: Q /5IA= /( /t_ Therefore y = /L = . 51 = 0,7 (a, +b) a/ z - 01.7 ( .'33 �8) L = 11, / , s I = Z- (L for total interception) _ �� t. TRY. L f _•„ a/y C�/Q -_ Q 1. I X , � �' 1 CFS (Intercepted) QC- CFS(Carryover) c. 13 . 11 z 3c C111,B.' 0 P1 Ni IN' (SUMP) Given: s6 (a) Discharge Q c - �a + .� a 4 40,1 — . CFS ., (b) Curb type "A-2 "D" 4" Rolled 6" Rolled . SoluUon- J U 11 (depth at opening) = `� 4r! ' ID jinches �.. . 11 (Height of opening) inches . F rom Chart: Q /it. of opening = .2 , L required U s L L It- _ U .. . . ' -31- a A , Mkl 'a ML a mc. m =Q64=,/ §L-A IL -- i U- i W�:A u- -i u- i u i c j I PROJECT ;?Amcmo LA DESIGN FREQUENCY lCatch Basin 1 4tat ,, - 25 Yk Calculation S heet CALCULATED BY IL DATE FLOW DIAGRAM Indicate street slopes) Sym. Drain. Area 0 Cap. of I Street Gutter 'd" mt C.S. Connector ipe v Depth Total Inter. No. Size Head L Din. o A 2.4 4 4,4 34 7 1"?q /4 A4 11,2 2 223 13,4 3 7 1,46 r r = m mi 0) C13 . M D Z 0 0 -4 03 01 • r-Z 4 5: > F Z 4 Zom a Z C/3 jZ 'u CZ �<m Cb Z !! Z T m 10 �Zz G) G) a ti Z o mt o i k IRR err 0" ii r C C. B. 6 4D CURB OPEN1 \'G ( Interception ) Given: (a) discharge Q zs = 4,: CFS (b) street slope S = 0, ©47 y '/' (c) curb type "A -2" 11 1)"= 4 (d) half street width = g Solution! it. / ) f i = Therefore y =1 0 .Z9 y) 3 � Z _ . 3-3 37`312 L = 4.6 / . 34- /3.5 (L for total interception) TRY: L L I it. a/y = .33/ TQ = Q X = '7, /O CFS (Intercepted) QC-Z b — , (p = CFS(Carryover) C. B. 9 4/ CURB OPENI \G ( Interception ) Given: (a) discharge Q _ �Z.3 CFS (b) street slope S 0 1 7'79 (c) curb type "A-2" "D" : 4 (d) half street width ft. Solution: "" TRY: 04 im me IN l 1/ . 4S Therefore y= Q /L = 4-S Q, 7(��f L = .1 1 . 49 4,5 (L for total interception) L 2 / ft. 1 /L = 2 a/y = .33/ 45 73 = 6 0 Q 2 21 -3 X D = 3� 4 CFS (Intercepted) Qc= 22, 3 - /3.4 = 8, 9 CFS(Carryover) s - r 41 _. J1 ate,,_' WL—m E- -- 7 [W_..ti _ Catch Basin Calculation Sheet PROJECT AVewc 11",ea CALCULATED BY DESIGN FREQUENCY .2 6 Yee DATE 1 2 /' FLOW DIAGRAM Indicate street slopes) Sym. Drain. Area Q Cap. of Street Gutter "d" C.B. Connector Pi e V Depth Total Inter. No. Size Head L Dia. X43 o, 10. 9 o, 3 0.8 0. . ZS 1 3,,5 - N ?., p N �L CA R1 70 m A O 7C m -+ C m r D Z O n D m v m r- < �Z� 0 Q) D MZ m Z m 000 4 t� a 0 Z o y ° a n o r OR C. B. 6 ¢Z CURB OPENINIG ( Interception a` a J Given: (a) discliarcc Q Z.S = 43+g,9- Tq-= E,,3 CFS (b) street slope S = �• ��� '/' (c) curb type "A -2" (d) half street width = � ft. Solution: 1 ft Q/S q z = / ) = Therefore y =1 , a,( L 3. �� D• 7 % � i� . rd i Q /L 7C� +�►� L = S, 3 / , 3G P/ 7 (L for total interception) TRY: L Z I ft. a/y = .33/ _ LJ ( /Q - Q X 3 CFS (Intercepted) Qc= �j , 3 — , 3 b CFS(Carryover) C. I3. 11 4 3 CUT1;II OPENING (SUMP) t , V l/ - Given: (a) Discharge Q zs - 2. / f 7 / = /D, / CFS (b) Curb type "A -2" "D"-:.4"4" Rolled 6" Rolled • • Solution: S3( 17-16, SCE Q,od ]T (depth at opening) = 47.i inches ;or e+rta■t h (height of opening) = e.775 inches . • -. • • li /h 8.75 - ' 73 1 • - From Chart: Q /ft. of opening = CFS L required = /D 1 / /. 2 = e. 4 • ft. • USE L= [ /7 ft. . . • . . -31- HE *************************************************************************** CHANNEL FLOW CALCULATIONS ****** N�CALCULATE DEPTH OF FLOW GIVEN: eu Channel Slope = .006000 (Ft./Ft.) = .6000 % Given Flow Rate = 15.30 Cubic Feet/Second OPEN CHANNEL FLOW - IRREGULAR CHANNEL *** NOTE: Elevation values adjusted so mininin elevation or invert elevation is setto ZERO feet IRREGULAR CHANNEL INFORMATION - Information Entered for Subchannel Number 1 : Point number "X" Coordinate "Y" Coordinate `++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ t | Subchannel Flow, Calc. = 9.93 (CFS) Nw Subchannel Flow Top Width(Ft.) = 17.99 Subchannel Flow Velocity(Ft./Sec.) = 2.658 Subchannel Flow Area(Sq. Ft.) = 3.74 &� Subchannel Froude Number = 1.028 ---------------------------------------------------------------------------- �~ ' - Information Entered for Subchannel Number 2 : L �= Point number "X" Coordinate "Y" Coordinate 1 30.00 100.00 ' 2 46.50 99.79 100.03 6JSaLC" -- 3 47.83 99.67 � � qq.(, 1»w� " 4 48.00 100.17 ='D. k �w�er 5 60.00 100.42 � Mannings "n" Friction Factor = .015 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Subchannel Flow, Calc. = 5.37 (CFS) Subchannel Flow Top Width(Ft.) = 17.95 Subchannel Flow Velocity(Ft./Sec.) = 2.084 Subchannel plow Area (Sq. Ft.) = 2.58 ~~ Subchannel Froude Number = .969 ------------------------------------------------------------------------- Computed Irregular Channel Flow = 15.30 (CFS) U�. CL�'� o Irregular Channel Normal Depth Above Invert Elev. (Ft.) = .47+ q��� --- �� �0 Average velocity of channel(s)(Ft./Sec.) = 2.42 �- ---------------_-------------------------------------------------------_---- n CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 17.99 ' �� 1 .00 100.30 Y 2 12.00 100.06 3 12.17 99.56 4 13.50 99.67 5 30.00 100.00 6i Mannings "n" Friction Factor = .015 `++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ t | Subchannel Flow, Calc. = 9.93 (CFS) Nw Subchannel Flow Top Width(Ft.) = 17.99 Subchannel Flow Velocity(Ft./Sec.) = 2.658 Subchannel Flow Area(Sq. Ft.) = 3.74 &� Subchannel Froude Number = 1.028 ---------------------------------------------------------------------------- �~ ' - Information Entered for Subchannel Number 2 : L �= Point number "X" Coordinate "Y" Coordinate 1 30.00 100.00 ' 2 46.50 99.79 100.03 6JSaLC" -- 3 47.83 99.67 � � qq.(, 1»w� " 4 48.00 100.17 ='D. k �w�er 5 60.00 100.42 � Mannings "n" Friction Factor = .015 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Subchannel Flow, Calc. = 5.37 (CFS) Subchannel Flow Top Width(Ft.) = 17.95 Subchannel Flow Velocity(Ft./Sec.) = 2.084 Subchannel plow Area (Sq. Ft.) = 2.58 ~~ Subchannel Froude Number = .969 ------------------------------------------------------------------------- Computed Irregular Channel Flow = 15.30 (CFS) U�. CL�'� o Irregular Channel Normal Depth Above Invert Elev. (Ft.) = .47+ q��� --- �� �0 Average velocity of channel(s)(Ft./Sec.) = 2.42 �- ---------------_-------------------------------------------------------_---- n CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 17.99 ' �� \ Subchannel Critical Flow Area(Sq. Ft.) = 3.80 0� ° ~1'�roude Number Calculated = 1.001 Subchannel Critical Depth above invert elevation = .470 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2: Subchannel Critical Flow Top Width(Ft.) = 17.95 , Subchannel Critical Flow Velocity(Ft./Sec.) = 2.127 -,'Subchannel Critical Flow Area (Sq. Ft.) = 2.53 Froude Number Calculated = .999 Subchannel Critical Depth above invert elevation = .463 / +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~~ --------------------------------------------------------------------------- ) � �� | C. B. e ¢4- CURB OPENING ( Interception ) Given: (a) discharge Q 2s' CFS (b) street slope S = 0.064 t/ (c) curb type "A -2" "D "_ 7- (d) half street width = 3 Z ft. Solution: Therefore y = O.Z 3/2 3/Z Q /L 0,7(a`7) - 0,7 (, 17 L 4, Z (L for total interception) TRY: L P = 3 , S ft. I /L - 3, S / 4,Z = • 83 a/y = .33/ ,ZS = ►.3 Q/Q = 90 Q SV X 36 = - 7D CFS (Intercepted) Qc= S d - ,70 , 10 CFS(Carryover) NM am No no ad IVA rl'f " U U V11 V1 Rod Catch Basin Calculation Sheet PROJECT e*Aeqn Z* Aeeev CALCULATED BY j'jZe— — DESIGN FREQUENCY DATE 9 2 FLOW DIAGRAM Indicate street slopes) S ym. Drain. Area 0 Cap. of Street Gutter ~ d" C.B. Co nnector Pipe v Depth Total Inter. No. Size Head L Dia. A q q X 75- 17 s' 12,1 /0 17 12,1 RM A 4 ,v cri r - X 03 . I 0 C M Z a 0 as w 0 < > z am a z 42 Z zmm Z-<M zzz C1 of � � o y C . 13 . I! 4-5 1 G C111.r�' 0 P1 11 \G (SU11P) • iznuµc, w �No t acy riNa �icc> — Given: 4 5 = 35 - Z = 17 -S� • 2 '� (a) Discharge Q 7 - (4•,4 + (Z.3 + C CFS �' " " '� ► 4" Rolled 6 Rolled (b) Curb type A -2 D = 4 . Solution: 11 (depth at opening) _ (o + 4 �D inches 5 )� (height of opening) _ , 7 inches - - 11 /h From Chart; Q /ft. of opening = Z z CFS .. L required = 1 7. S I Z• Z = 71 9 5 ft. U s L L= ��a� ft• . ' -31- '_________ — - - -- �?q7 Pon — � v. ,_ nv.Tr.u.aCrn _ _ _ � � r_ LW3i89 16:18 X213 260 4705 KATZ.OKITSUM fdJ026� -- � AeovNG bo.z /O o = Z 7. Z 14.4 r F Odri ,y\ U pw� . -- �-'-- 14.7 27• Scrs pm 1 Z � v 104.28 S %_ = Z4.7CF5 A 3.3" i fLOW Nor foiNy 440.1�10 e,,Ci+CL • 4L 6.14 — 8)•.13)]tt +&MC 5 ; �01 A ^� 1 sTA. STA, Ir-f y" i" 7 STA. ig ' & I o 4 CT 7 UN s wo it 11 1 y 0 j S o . #8 . #flow t 1 � r 1 G� - \. 6 \� . �•� pct \ 1� k � �O O er WA 7ce 1 +31.6�o � �T�tMa a• � OUTC2 � \ ED4f .s► • � Q�es t y 0 j S o . #8 . #flow t 1 � r 1 G� - \. 6 \� . �•� pct \ 1� k � �O O er WA 7ce 1 +31.6�o � �T�tMa a• � OUTC2 � \ ED4f vc • � Q�es `. J b Mot31100 •!. h «.••+••rte . STA.I t • STA. 9f bJ•Ui Rt}UhIE� W'N) L.A o ...No. GEEN 1 O w l= N w c -P n on -- d r A E • D ? . R� b . w L I R O P > CIO A O m 2 C I r a Z t• 0 > .� T - v m w m 0 • r< v sZ� Catch Basin Calculation Sheet PROJECT AN (.14e) L k )CROVa m �mZ CALCULATED BY DESIGN FREQUENCY - 25 19 f CO Z <m z -<: DATE 1Z -- FLOW DIAGRAM � Drain. Q Cap. of Gutter C. B. Connector Pi e V Indicate street slopes) Sym. Area i Street "d" Depth Total Inter. No. Size Head L Dia. . o y a 0 I �2jLo 3�• /y :47 .30,9 30.9 I 1 O w l= N w c -P n on -- d r A E • D ? . R� b . w L I R O P > CIO A O m 2 C I r a Z t• 0 > .� T - v m w m 0 • r< v sZ� Zom ° NZ m �mZ W CO Z <m z -<: � o00 4 P a O Z •. k O m . o y a 0 I 4-7 T ,� 1\ P) CtTI.I: OPT?.i\I \G (SU iii ' Given; (a) Discharge Q Z_S _ = 25 4=,3 A 9 CIS (b) Curb type "A-2 "D =4" 4" Rolled 6" Rolle E irr Solution; )I (depth at opening) _ +4 = 'D„ inches �•* h (hei.gi of opening) = 8 , 7 5 inches H 1 10 8. ,75. From Chart; /it. of opening = 2. 3 CFS ft. "� • L required = 30 19 j Z- - USE L . ' -3t- Catch Basin Calculation Sheet PROJECT f2ArcHo LaT�Eeea CALCULATED BY DESIGN FREQUENCY _ 19 DATE 1 7-- la 61- FLOW DIAGRAM S Y m Drain. 0 Cap. of Gutter C.B. Connector Pi e V Indicate street slopes) Area Total Inter. 2 Street "d" No. Size Head L Din. Depth 4 0,3 I,I Z y� z N_ 2 tj- � b R O � a - r == J p i? N A a r s 3. Z► CD A 0 c M r D Z 0 D m 2 V 03 Im n r- < v �Zi= 0 Cn � m Z m Z <m aQo �o a 0 2 C � o y a 0 t l Catch Basin Calculation Sheet PROJECT tFANCyo LA 71E'rWa CALCULATED BY J' DESIGN FREQUENCY Y9 DATE /Z— FLOW ` DIAGRAM S y m Drain. 0 Cap. of Gutter C.B. Connector Pi e V Indicate street slopes) Area Total Inter. Street "d" No. Size Head L Dia. Depth sl 2, - 2- Q Al O I a _ A 0 r (�. E c .s . r � b m =m LIM 03 A O w m � -� 2 Cn :1 C T r r D 2 v 1• n D � m v ao 0 v �Z� avZ c ��z ZTm m z2 F taoo q r -t o a 0 2 o m� a I I to � 9 n A r• u R •fT . t 1 t t m m 0) A O m to -4 D Z 0 D _m V m 01 n v SZr oNz -ace Cb Z -<m ZZZ 4)00 4 Catch Basin Calculation Sheet PROJECT P*mc 4o LT�9#- CALCULATED BY ?k DESIGN FREQUENCY . 25 Yt% DATE /Z_ - /S-_81 FLOW DIAGRAM Indicate street slopes) S y m Drain. Area 0 Cap. of i Street Gutter "d" C. a. Connector Pipe V Depth Total Inter. No. Size Head L Dia. N sL 3 4 �.p �. a 0 . 43 / �l As 5, 5 , I, I S. /3, 7 /4/ 13 1 ,47 1 to � 9 n A r• u R •fT . t 1 t t m m 0) A O m to -4 D Z 0 D _m V m 01 n v SZr oNz -ace Cb Z -<m ZZZ 4)00 4 P ti 0 2 . o y a o I � I TQ =- Q x t a CFS (Intercepted) QC= 6 . 0 , 0 CFS(Carryover) C. B. SZ ) CURB OPENING ( Interception Given: (a) discharge Q zs = D CFS (b) street slope S = n • DD`.�� '/� (c) curb type "A -2" (d) half street width = � g ft. Solution: )f �- Therefore y= - �3 QjS�z= j Q / L == J . L = �, d j , �3 i?.gs" (L for total interception) irr TRY: L l4 ft. +r . j L = / l�J a /y = .331 TQ =- Q x t a CFS (Intercepted) QC= 6 . 0 , 0 CFS(Carryover) C C 111 O P1 -. \1 \G (SUMP) on Given: (a) Discharge Q >t3.Z = 11• i CFS . (b) Curb type "A-2" "D "= 4 4" Rolled 6" Rolled (fir _ Solution: I" _ _ 4 inches li (depth at opening) - • aw inches . h (height of opening) � 1 S•75 - , 4� .• ' From Chart: CFS • Q /ft. of opening = Zo. ft. - L required = - ON UsE L= l4 . • 2�,r„ - 14 Z. 6 -31- C. B. e - 64 CUR13 OPENING ( Interception ) Fe o ✓t e Given: (a) discharge Q -.s = M- - 3. 2 = L CFS (b) street slope S = e �� n Z 0/t (c) curb type "A -2" "D "= (d) half street width = ft. Solution: Q /Sfz= /( = Therefore y= • %x,4 7 / iz L _ //. / / , SD - 22• Z. (L for total interception) TRY: L / y ft. 1p1 = l4 /22.Z = /3 a/y = .33/,47 = • 7� Q _ 7:5 = g. 7 CFS (Intercepted) Q /A I - = = Z- g CFS(Carryover) C. B. I 55 CURB OPENFNG ( Interception ) Given; (a) discharge Q is CIS S (b) street slope S = D- 00 (c) curb type "A-2" "D" = =� (d) half street width = �� ft. Solution: Therefore Qlp= / ) _ y= Q /L = 47 D,/(rfl� - �. !.33- .44) L _ 6- / ,47 /4.0 (L for total interception) i�. TRY: L / y ft. rri 1�/ L a /y = .331 cp = Q X - �o�. �O CFS (Intercepted) QC= [D, �O - G �O = �_ CFS(Carryover) ram wm Catch Basin Calculation Sheet PROJECT RAAcHo LATlemeg CALCULATED BY f? L DESIGN FREQUENCY 25 _Yf:� DATE 12 - A2 FLOW DIAGRAM Indicate street slopes Sym. Drain. Area 0 Cap. of Street Gutter "d" C.8. Connector Pi e v Depth Total Inter. No. Size Head L Dia. 2-3 4,3 4.3 W • Cb Z -<m A 7.9 ��, 0 9 7 G) Q i n 'C AS 5, 5 70 7.7 ,4a 2 � `t 9 °t p b c rt. aim¢ F'S 4 0 c 8 1 C0 A 0 to S U) Z 0 0 D m C12 C3 0 r- < V y Z r Zom W ><m Cb Z -<m m G) Q 4 n 'C a o 2 M A- `I a I N o I C. B. I S� CURB OPENING ( Interception ) Given: (a) discharge' Q 2E CF (b) street slope S (c) curb type "A -2" (d) hRlf street width = l 8 it. Solution: Therefore y= Q IL 2 L = 43 / .33 1- (L for total interception) TRY: L I y it. a/y = .33/ r L � rr , Q = x 3 CFS (Intercepted) Q = _ .�3 _ ,3 � CFS(Carryover) • r" C. 13. Il \I \G (SUMP) CtT1.I� OPI.,i , Given: ' ' 1 - 2 C F. S (a) Discharge Q 25 (b) Curb type "A-2" � �" 4" Rolled 6" Rolled OM Solution: inches aw 11 (depth at opening) inches, . h (height of opening) _ � -•! . . From Chart: CFS ft. of opening = q ^ • 1 Z !•k' ft. L required = U S E L= it' -31- AR C. B. d .� CURB OPENI \G ( Interception } 4 9 T w Given: (a) discharge C� _ , , rl, - � , v Cr � (b) street slope S (c) curb type "A -2" "D' =_ 4.. (d) half street width , w Solution: a* Q /Sfz =• / Therefore y= Q /L 3iz _ 07' �?,.�8 } viz ..r L = q 0 / . SI I�, o (L for total interception) TRY: L 1-4 ft. 1�/ L= l y l 11.6 r a/y = .33/ Q > X -'s = -7 7 CFS (Intercepted) Qc= 9 • 7. 7 ;_3 CFS(Carryover) 1 to fit C: B. 1 59 CURA OPENING ( Interception ) Given: (a) discharge Q = 3.7 -4.7 -0,27 CFS (b) street slope S 11 (c) curb type "A -2" "D 4 (d) half street width = � ft. Solution: 81z- . ,( 11,= Therefore y= QI Q IL - r 0,7 (0. +b)3 /2 _ 0 - 7 (.3-3 L = r� I . S = 18'6 (L for total interception) L= 3 ,5 ft. L a/y = .33/ 1453 TRY: Z? CFS (Intercepted) Qc- 7 - 7 fin. 8 CFS(Carryover) Il• r Catch Basin Calculation Sheet) PROJECT P HO Z4 741;,64 CALCULATED BY DESIGN FREQUENCY DATE 1 tH - 0 1 FLOW DIAGRAM S m Drain. Q Cap. of Gutter C. B. Connector Pipe V Indicate street slopes) y Area Total Inter. Z Street "d" No. Size Head L Din. Depth 2.3 -5,7 4,1 3S,4 bi j0,g .36 35 .4 .36 /y it Ln m Ln � *ate E C13 A -O A -•+ Z CD . C M a o t • D m � O D C Zom A O C q z < z m M m z --< m zzz ciao tk r1% 0 2 o y . a I i Solution: Q /S�z /( )ft= Therefore y4 ,!:g. Q jL 0.7 /�� . - /z L _ 2�, 7 / _ /6.3 (L for total interception) TRY: L /0 ft. YL Irr a/y = .33/ .30 = /• Q 2 , 7 X , ; Z f CFS (Intercepted) it 4 , _ /• CFS(Carryover) J :' C. B. d OPEN CURB Ol' ( Interception Intercc ) p [pear evm Given: (a) discharge Q .2,S 4i3' 6-7 CI'S (b) street slope S 0 t/1 (c) curb type "A -2" (d) half street width = /8 ft. Solution: Q /S�z /( )ft= Therefore y4 ,!:g. Q jL 0.7 /�� . - /z L _ 2�, 7 / _ /6.3 (L for total interception) TRY: L /0 ft. YL Irr a/y = .33/ .30 = /• Q 2 , 7 X , ; Z f CFS (Intercepted) it 4 , _ /• CFS(Carryover) J :' Q = ' Q /0. X + FS (Intercepted) QC= !a. - (�.7 = 3.7 CFS(Carryover) C. B. I (� I C URA OPENII ( interception intercc ) N Given: (a) discharge Q 7 - 1 /0 , 4 US (b) street slope S (c) curb type "A -2" n "D"= 4 (d) half street width ft. " Solution: Q/S j - Therefore y= Q /L - 4 = 0.7 (0. +� l3/z = 0,7 (.3-3 + L = iD, / 40 2 (L for total interception) i�r • TRY: Lp= 14- ft. 1 4 a/y = .33/ 3(= _ Z Q = ' Q /0. X + FS (Intercepted) QC= !a. - (�.7 = 3.7 CFS(Carryover) ca A O �O S N C r D z G n D m c - n I v �Zr Q z CD 46 C m z zmm z -< m m zzz coo i a o 2 y a I C. 13. II ( Z CUT;h' OPENING (SUMP) CA(ZQy Given: ove Flow avez sr t (a) Discharge Q - 6,9; /6 4-0,q .9.6/ CFS (b) Curb type "A-2" "D': - 4" Rolled 6" Rolled • Solution: • • (43.22- 43 4 = L 11 (depth at opening) = ' • inches h (height of opening) = .P.,73' inches • . • H/h 6,0 / '4{ = . 69 j • _ • From Chart: • . • Q /ft. of opening = /- Z CFS • • L required = 9 4 / /, Z = '7 , g • ft • • USE L= I •/y 1 ft. • • • J ' -31- L r C. B. I 3 CURB OPENI \'G ( Interception ) Given: (a) discbargc (Z = 7.3 CFS (b) street slope S = ©, Od (c) curb type "A -2" "D "= 4" (d) halt street width = Za ft. Solution: Q /S z = / ) = Therefore y4 Q /L = 0,40 D.7( -aa7) 3iz _ 6.7(,334.gs)3�Z L 7,3 / ,48 - /S Z (L for total interception) TRY: L ft. a/y = .33/ 4S = • 73 Qp '• X - > _ 7 • CFS (Intercepted) Qc- T3 D, Z CFS(Carryover) AN -- � ■A fifes `:'� ��": ".) "� �` • t _ CatCll BGSin Calculat $116e C PROJECT �'.?nicf/o I,a CALCULATED BY c DESIGN FREQUENCY 2 S %��� DATE 9- •R 1 FLOW DIAGRAM Sym Drain. O Cop. of Gutter C.B. Connector Pip V Total Inter. No. Size Head L Din. Indicate street slopes) Area Street "d" Depth o ' • G=1- 7 O 7,A: L�p rb c - ZL o. 41.Z �o C ' Zl Y � � o A • r . c0 co �i • a 2 a D � w rr-- n 7�Z r o ° z � . Zmm Z -< m ZZZ Q O.O �r .o a 0 2 i O Z m m I CATCH BASIN SIZING 100 YR TRACT NO. 13694 1( 1. ( FONTANA CA n .. F,, lCatch Basin Calculation Sheet PROJECT PANC!� LATE 2_Qt1 CALCULATED BY ��- DESIGN FREQUENCY 100 Y R DATE 1 /99 FLOW DIAGRAM Indicate street slopes) S m Y Drain. Area Q Cap. of j Street Gutter "d" C. a. Connector Pipe V Depth Total Inter. No. Size Head L Dia. ma v m r � � T N D Ai 1, g 5; 7 ss 34 .1 .33 03 A 0 �c m 2 03 r D Z O 0 D m v N 0 • V AZr A. a Z CD r CO D < m `_°. z -<m m ZZZ ooa -t O a 0 2 o y a I o I C. B. 6 Intercc tion ) CURB OPENING ( !� Given: (a) discharge Q CFS (b) street slope S (e) curb type A - 2 _ (d) half street width = � Cam` ft. A Solution: /�_. Q S l ( )f =° Therefore y= � � 3 - wiz L = c / , ; �3 c o (L for total interception) TRY: LP= 1 y ft. ' 1 ` / ) F , - (-(3 Y L r a/y = .33/ vQ Q =X _ , S CFS (Intercepted) Qc= S s,� _ ^ �Z CFS(Carryover) a wag am wi am WA ma 1r-A U V ul A ir-A u I U U "I ILA ma ToN - a Na fCatch Basin Calculation Sheet PROJECT FINg-Wo LATIERRA — DESIGN FREQUENCY / YR FLOW DIAGRAM Indicate street slopes) Sym. Drain. Area a Cap. of i Street Gutter *d" C. B. Connector Pipe v Depth Total Inter. No. Size Head L Dia. 2! 1 6 e. rs AL 06,r A � 6 � �, 2 3+A .3q .. CALCULATED BY T7 - - DATE 12-1-8- -;Z"Ev I co A. 0 co r Z O 0 cc -4 co Im 0 • r-Z Zom W C q3 ;mZ <m Zmm (0 Z-<M ZZZ �o 2 o i � W r� C: s. e CURB OPENL ( Interception ) Given: (a.) discharge Q ioo = ¢ 2 CFS (b) street slope S = 1). 00'✓� 1/0 (c) curb type "A -2" (d) half street width = !g - ft. 0 Solution: Therefore y= .29 Q/ - Q /L - ,�3 = 0,7 (a +y) 3 �z _ 0:7(.33 t.3��3 L - (L for total irterception) TRY: LP =._.a it. a/y = .33/_ 7 Z CFS (Intercepted) QP X - Qc= 2 = CFS(Carryover) 0 ccl A O 2 C r D Z O n D m v co n r< v r D �= a z Co r- m Dim co _Z _-< M m ZZZ 000 4 P -( O a o 2 v y i o 4 P -( O a C. B. 6 .'�2 CURB OPENING ( Interception ) Given: (a) discharge Q lao CFS (b) street slope S (e) curb type . "A -2" "D' 4 iw (d) halt street width = �y ft.. . Yrr Solution: . Therefore y = Z 7 Q /L - �3 = 0,7 �0.t�) = 0z.7 L = 3. / , 3 3 = /d. % (L for total interception) TRY: L /D ft. 1�/ L !r, a/y = .33/ _ /Z irr - �. C/Q = 3 Qp' 3,4 X _ , 13 3,3 CFS (Intercepted) Q Qc= 3 3, 3 _ Q, 3 CFS(Carryover) OR k' 1Wi 3 iw W C. B. I 4 CURB OPENING ( Interception ) Given: (a) discharge Q 100 = q,7j CFS (b) street slope S (c) curb type "A - 2" " D ' _ - (d) half street width = Za Solution: yz '/2 Q/S / ) = Therefore y= Q /L - . 3 O. 7 ( OLI 312 _ D 7 ( 33+.3o) 3i z= I, _ /�� _ �2.�yti (L for total interception) TRY: L / D ft. I.p /L a/y = .33/ (�/Q = " f Q 3 X ,Q'� _ CFS (Intercepted) Qc= - 3 _ 0.'7 CFS(Carryover) 3 3 C. B. B -� CUBA OPENING ( Interception ) Given: (a) discharge Q 100 = S. 1 CFS (b) street slope S = 0, 0 (c) curb typ e "A -2" " "- 4 - (d) half street width it. Solution: @l Srz_ R )f �- Therefore y= 35 = 3! 5- 1 3/Z � @IL - D.39 L = 8. l / 0, 3g = Zp, g (L for total interception) TRY: L _ / 4 it. Y L = 1W a = .331. +� C�l @ Q / X .79 = 6.3 CFS (Intercepted) QC= �, - ( 3 = j• S CFS(Carryover) 0 pNTANa Catch Basin Calculation Sheet PROJECT Raucwdj LA T (E Q QA DESIGN FREQUENCY FLOW DIAGRAM Indicate street slopes S m y Drain. Area Q Cap. of Street Gutter "d" C.B. Connector Pi e v D epth Total Inter. No. Size Head L Dia. D r A n r s p f EL ¢ATO PL 2 . (o 14: 6,8 114. ,3,� � ¢ CALCULATED BY DATE 1 � - 4- t3' w A 0 m w r D z O D m V en v DZ zom v z m Z .mz <m z -<m (aOa 4 1l- � O a 0 2 ° a I o o y ° a I o C. B. I '^ CURB OPENIING ( interception ) 4� c Given: (a) discharge ' 3 CI'S (b) street slope S = U C, 7 o i l (c) curb type "A-2" "D" ' 4 (d) half street width = ?y ft. �., Solution: f l_=J Q /SIz =. / )� 2 = Therefore y= � L = 10.3 / _ _ ?�.' (L for total interception) TRY: L 'e7 ft. 1�/ y — a /y = .33/ .�5 X _; _ = CFS (Intercepted) Q = CFS(Carryover) r' hd F C. s. e CURB OPENING ( Interception .) . r Given: ( a) discharge Q la e ) = � �5.,�1 . crs. (b) street slope S (c) curb type A-2 D = 4 i (d) half street width / 8 it. , Solution: ' Q /S /� = • / _ eft . ..: ) = Therefore y= y� � i Ps 3/2 7 ( L /S,/ / X 17 3= (L for total interception) T RY: L = 21 it. 2- / 37-- 5 a/y = .33/ , yy l .75 J E Q /S, / X CFS (Intercepted) Qca /5, - ��, _ 3 CFS(Carryover) F - WIl I- DNTANH Catch Basin Calculation S lleet PROJECT aw.46 La`s u a CALCULATED BY T�-�- DESIGN FREQUENCY loo Y1? DATE Z - 4 — Z8 X 9e FLOW DIAGRAM Drain. 0 Cop. of Gutter C.B. Connector Pi e v Indicate street slopes S m Y Area Street "d" D epth Total Inter. No. Size Head L Oia. Ati 73 1 ,240 1 /6.V �vS,Z 2-8 .w "1 sa_ N� m D D r % ►ZO ja N t. P4ACE n r m d A al A 0 X co -+ CAI 2 I C r D Z O D m v w A � r< �Z� ooz D MZ 2 -< m m ZZZ QOO 4 1� -c o a O 2 mZ o y a o I 91 lu i C, B. a �? CURB OPENING ( Interception ) Given: (a) discharge Q 3.444,70 + 7,/-/5,6 CI (b) street slope S (c) curb type "A-2" "D" - 20 (d) half street width = ft. Solution: / ( )� L = Therefore y= L = /,�j / • 5Z (L for total interception) TRY: Lp= l- ft. 1� / a/y = .33/ .�/� _ • /p7 rr S/Q = �- Qp . 6 2 FS (Intercepted) = 9. 7 CF Qc= 5�_ q.7 - 5, 9 CFS(Carryover) 91 lu i C. B. 1 /b CURB OPENING ( Interception ) CAGEY OVEe 6\ Given: (a) discharge Q , 0 0 (b) street slope S = b, (c) curb type "A-2" "D "= �} (d) half street width = 2D ft. Solution: Q /S /z / - V 1 = Therefore y 3/Z Q /L 0,7 (ate) = D, L = f, 2 / , 4`J 3� , 3 (L for total interception) TRY: L 2 ft. L /L a/y = .331 •44 VQ = 7S Q _ FS (Intercepted) Qc= 51 3 A CFS(Carryover) C. B. a / CURB OPENI \'G ( Interception ) Given: (a) discharge Q ,00 = 1, 0 CFS (b) street slope S = n D 40 0/1 (c) curb type "A -2" (d) half street width = AB Solution: @ /S� / )f i= Therefore y - 4-5 Q /L - 1 48 0.7 (ek ) _ 6.7 .33 +AS ) L = fi r ��D / .4$ _ �3.� (L for total interception) TRY: L 2 E5 ft. ] p /L = 28 / X 13. 1 6 a/y = .33/ ,45 = •73 YQ = �-- Q = _ X O , - 7 S = �(�.4 CFS (Intercepted) Qc = �U _ ► �p _ CFS(Carryover) �1-- , 1 ,. "' i """ Catch Basin Calculation Sheet ' 4 m PROJECT �� ' " = ` ' -'^ T 'L CALCULATED BY 7F- 6 o DESIGN FREQUENCY I bb DATE S ►� _ w FLOW' DIAGRAM S m y Drain. 0 Cap, of Gutter C.B. Connector Pipe V m Indicate street slopes) Area Total Inter. 2 Street "d" No. Size Head L Din. Depth w '4I >1 D Z 1 D 1� -i c 0 ._ r< �Zr Zpm —_— SN m Dim ZZZ 0 0 0 o r% y . I r err irr+ OWN SIMI �r P , F, C. B. 9 CURB OPENING ( Interception ) Given: (a) discharge (� , = ��, / CFS (b) street slope S = 2.7Z (c) curb type "A -2" "D" ; 4" (d) half street width ft. Solution: / ) = Therefore L (L for total interception) TRY: L ft. a/y = .33/ Qp = - = _ r CFS (Intercepted) Qc= �Z !6- cc = i . CFS(Carryover) �aN7l+nifl Catch Basin Calculation Sheet PROJECT A C•4 111 CALCULATED BY -•I PC DESIGN FREQUENCY D ATE �5 IS - n0 (L E -/3 /o FLOW' DIAGRAM S m Drain. 0 Cap. of Gutter C. a. Connector Pi e V Indicate street slopes y Area Total Inter. j Street "d" No. Size Head L DIG. Depth � 3\ I.'7 7.. S, $ �0 0 , 3 1 y6 �o n .- `t5� 17912,1 4171 28 r ALDEe C t eff N \� 4.39 S `� ►. O i C13 A O Y X w m � 74 • ... C M r v t• A D m V C0 Q DZr- v ° z aC a m D <m CID -<_: (ID _Z_ ZZZ QQQ 4 1� K O a 0 Z o y . a I I o 1 err C. B. 6 1 3 CURB OPENING Interception CAIZOVE12 'OVE 0- Given: (a) discharge 9 too = 43 CFS,. M street slope S -7. (c) curb type ."A-2 D"= + (d) half street width = ZD ft. Solution: SI/A Therefore y=1 0,.7 -3 L (L for total interception) TRY: L IL i t. �l = � l JS`� = a/y = .33/ QPS 7 x - CFS (Intercepted) Qc-- CIFS(Carryover) C. $. I /y CURB OPENING ( Interception ) Given: (a) discharge Q loo = 37 0 CIS S (b) street slope S .r (c) curb type "A -2" "D "= Z �Z �++ (d) half street width ft. Solution: lei Q /S�z= / ) f z = Therefore y= 3/Z L = 7 , _ 90, (L for total interception) TRY: L )- ft. I� /L 80A = 35 a/y = .33/ . Sj _ _ .56 Q�= 37.6 X . S Z = CFS (Intercepted) CFS(Carryover) r 1 E C. B. I / CURB OPENING ( Interception ) Given: (a) discl)arl;e Q loo = 7 B CP'S 4" (b) street slope S (c) curb type "A - 2" "D ".= Z fir+ (d) half street width = 3Z j ft. Solution: Q/S q z = / ) = Therefore y= y7 31z, L _ 1 �j / ,3�0 �,4 (L for total interception) TRY: L !�* a/y = .33/ .41 C�/Q = o Q (�, $ X , ( $ = I Z 1 CFS (Intercepted) Qc= CFS(Carryover) m A O �O 2 W C r D z O 0 D m V Cl) Q v 46 m A m co m 4 k 0 a ° r 0 � v ° z �cQ ryz Zmm z -< m zzz 0 0.0 n O' a 0 Z o N a m o y I I - C. 13. C oVbR Given: 11,Z� i,� " �3 ' 1 r 5 (a) Discharge Q ivo = CFS (b) Curb t��pe "A -2" '•'D='Z'� 4" Rolled 6" Rolled % Solution: •' t. of go vE a�PQ�:S 11 (de ptli at opening) = I y inches iw h (hei.ght of opening) = inches From Chart: • Q /ft. of opening = .2 +5 CFS -2•s _ it. • i required = s / ire U S E L • ?<l,S I`7, s "1cF� avow -31- M Catch Basin Calculation Sheet w PROJECT ;01 i-/C NO I A%iE � I r1 CALCULATED BY J �- .4. " DESIGN FREQUENCY /00 Y /L DATE 12- 12-6 1 7 FLOW DIAGRAM Sym Drain. o 0 Cap. of Gutter C. a. Connector Pioe V Total Inter. No. I Size Head L Dia. Indicate street slopes) Area Street "d" Depth N y m o Z I /!L 4,7 117', 3 /.3. (4, 7 , ;39 28 ' �� . q S. / 3 X4,7 -3Z /D Z .� FJ v t • b n L` �5 v D 46 c0 .3 lr N .� - - C hJ n • v„ G r'Dr v ° z z Cl) m T r�Z / c Zm r �(,-7 f� _Z 1 m Y i 0 W 2 Z Z c oo -°< o a o m o Z y I °z rrri a a C. B. B ! % CURB OPENING ( Interception ) Given: (a) discharge Q i �D _ CrS (b) street slope S (c) curb type "A -2" (d) half street width = ft. Solution: Q / / ) f z = Therefore y= `' L = �; ;. / , -/3 3 (L for total interception) TRY: L ft. a/y = .33/ S/Q = -, n Q = X = / CFS (Intercepted) P Q 4 1 - /3.0 = = CFS(Carryover) C. B. 6 CUI1I3 OPENING ( Interception ) Given: (a) discharge Q /OV CFS (b) street slope S lilt (c) curb type "A -2" (d) half street width = d ft. i� Solution: ' Therefore 3Z y= L 3 _ is 7 (L for total interception) Yrr TRY: L ft. a/y = .331 , 31 _ �r rr ilr CFS (Intercepted) ,li Qc= - 4,3 CFS(Carryover) "T IRA wa-mm Catch Basin Calculation Sheet PROJECT ifr�NC�o Lr� I / -reer4 CALCULATED BY D FREQU SOD yP- DATE 12 -/a _S FLOW DIAGRAM Drain. Q Cap. of Gutter C. B. Connector Pi e V Indicate street slopes) S m Y Area Street "d Depth Total Inter. No. I Size Head L Din. A 2.4 6 ' � y, 7 � F 7f1 97 24�f m nn X. A z� N O z D r b m CD A 0 to 2 CD -4 c r D Z v n D v C13 O v DZr o vZ c �mZ Zmm Z -< m ZZZ 000 tk 1 '( O a 0 Z mz o y a J f F fr ir. 5 . l 1 C. B. 9 iq CURB OFENIN'G ( Interception ) C.AR2Y 0V6e lie Given: (a) discharge Q /,, CFS (b) street slope S O Z 7 (c) curb type "A -2" "D" - 4 (d) half street width = �8 ft. Solution: Q /P= / ) f z = Therefore y= = L _ f / , �� _ � (L for total interception) TRY: L ft. I�IL a/y = .33/ . - SIO _ • `� /Q - CFS (Intercepted) Q - �. S = CFS(Carryover) iw NFA C. B. I G� CURB OPENING ( Interception ) Given: (a) discharge Q /00 = z b � CFS (b) street slope S = 0 n`l� '/' (c) curb type "A-2" "D":: 4 (d) ha1S street width = /© ft. Solution: Q /S / z_ / ) z = Therefore y= Q 1 L % J 1 L = _�1,3 / 5 _ = Q 3 (L for total interception) TRY: L 21 ft. a/y = .33/ ,Hl _ �b yQ = = QP 1 5 X CFS (Intercepted) QC= 1 � CFS(Carryover) C. B. 9 / g4' CURB OPENING ( Interception ) Solution: it ) , A Therefore y=[= Q /L - " — �• �� L (L for total interception) n TRY: L f b ft. I L - /D a/y = . 33/ ,35 - yQ = 5� Q X 5� = 5 � CFS (Intercepted) QC= CFS(Carryover) F� 8 Given: (a) arge Q boo = discharge 2 rs - lrr (b) street slope S r (c) curb type "A -2" "D "= irr (d) half street width = �g ft. Solution: it ) , A Therefore y=[= Q /L - " — �• �� L (L for total interception) n TRY: L f b ft. I L - /D a/y = . 33/ ,35 - yQ = 5� Q X 5� = 5 � CFS (Intercepted) QC= CFS(Carryover) F� 8 Catch Basin Calculation Sheet PROJECT Z - 4 T FR-t j CALCULATED BY DESIGN FREQUENCY /1 ? DATE 12--2-z9-eV FLOW DIAGRAM S y m Drain. Q Cap. of Gutter C.B. Connector Pi e V Indicate street slopes) Area Total Inter. Street "d" No. Size Head L Di u. Depth z4 3.8 7 v' j 0. p Z M N m O J 0 I ca A 0 X 2 CO C T r D Z O A D tD v OD 0 v DZ A O Z O Z iA r cD D < m Z -<m Q2 ZZZ 000 4 P -C O a 0 2 n a ° I r�h I w o y 9 Solution: Q /L = 4e L = / ?,� / A!5 TRY: LP= ft. I�/ L = / a/y = .33/ ,q5 ),A Therefore y= -► (L for total interception) Q /7, X CFS (Intercepted) Qc= 1 8 f S 1 = �, CFS(Carryover) �i 8 C. B. e �3 IG CURB OYFrI ( Interception ) / -Low v E e Given: (a) discharge CZ ,, _ ��,2 — ,�{- 1' '. - CFS (b) street slope S \ (c) curb type "A-2" "D" i " (d) half street width = ` J ft. Solution: Q /L = 4e L = / ?,� / A!5 TRY: LP= ft. I�/ L = / a/y = .33/ ,q5 ),A Therefore y= -► (L for total interception) Q /7, X CFS (Intercepted) Qc= 1 8 f S 1 = �, CFS(Carryover) �i 8 Fl E Solution: C. B. 9 -�- ) , A Therefore y= � � CURB OPENING ( Interception ) (L for total interception) TRY: L= lD P ft. Given: (a) discharge CZ - �• �y �.'� /7,? CF (b) street slope S (c) curb type "A -2" "D" (d) half street width = ft. Fl E Solution: Qlp = / ( ) , A Therefore y= � � L = Y . (L for total interception) TRY: L= lD P ft. Poo 7 a/ y _ .33/ Q 1 - 7. X `(1 = 8,3 CFS (Intercepted) Q CFS(Car over) Fl E U I 16A bwd a a me Catch Basin Calculufion7 Sheet PROJECT F� «,5 Z4 71c-ee4 CALCULATED BY DESIGN FREQUENCY (,'LfK DATE 12 2 0 - 21 FLOW DIAGRAM S m Drain. 0 Cap. of Gutter C. B. Connector Pipe V Indicate street slopes) y Area Total Inter. A Street "d' No. I Size I Head I L I Dia. Depth Z. wl tv fi\ z T 0 r R� 0 A O 2 CD C M r D Z v a m v 00 0 • _ r<_ v DZr avZ c r co D <m Zmm co Z w WOO 4 t.. -C O a 0 Z � m � o y ° a I I (c) curb type "A-2" "D" (d) half street width ft. ter Solution: � e ft Therefore y = ,�. I, (L for total interception) TRY: L / `/ ft. OPR 6o I� /L a = .33/ - P" TQ = 7 L Q X CFS (Intercepted) QC= I - I . ! _ CFS(Carryover) Fl IP �i �C C. B. I -� CURB OPENING ( Interception ) CAUY ovEt rVeT S Given: (a) discharge Q 7. 9 ' ,�-� /• CIS (b) street slope S = 1 005") 1 / 0 (c) curb type "A-2" "D" (d) half street width ft. ter Solution: � e ft Therefore y = ,�. I, (L for total interception) TRY: L / `/ ft. OPR 6o I� /L a = .33/ - P" TQ = 7 L Q X CFS (Intercepted) QC= I - I . ! _ CFS(Carryover) Fl IP �i C z.. CLTT ;I� OPI?.111G (SUMP 4e (af OVP( ON Given: -• 21-+ CFS ( Discharge Q ioo — "" "A- p' - 2 + 'D' - =4" 4" Rolled 6" Rolled rrr (b) Curb type Solution: • G c 17 2_3 4 4 -_ q, 2h nche s II (depth at opening) _ - Yrr �,. � inches _ S )1 (liei.gl�t of opening) _ • I h = • �l; 23 / • 8,75 x = /. aG _- • From Chart: of opening CFS _/ it. ft. I L required = l U S F L — ft' Aw t R.l .CA2ay nvE/L i 31 -31- Catch Basin Calculation Sheet PROJECT A4Ae 1 , 4 ' CALCULATED BY DESIGN FREQUENCY LOLL DATE IZ-120-PY /I'-- FLOW DIAGRAM Sym. Drain. 0 Cap. of Gutter C. B. Connector ipe v Indicate street slopes) Area Total Inter. j Street *d" No. Size Head L Dia. Depth ,27\ 3 3 r V - 7 z. - 2- 72-, ly N D _ - 03 -A. 0 4 CIA) C T r Z 0 > (0 -4 0) 0 - Z4 > -& > Z .C6 Zo m a (0 U) a) C — M Z (0 Dim Zmm Z-<M CO ZZZ AGO Z (A o I I A 1 1 4 4 do z C. B. D ?7 CURB OPENI NG ( Interception ) t- Given: (a) discharge (? ChS (b) street slope S = / (c) curb type "A-2" "D "- : (d) half street width Solution: @ /s / L! TRY: TRY: L I Q- ft. I) L a/y = .33/ 4 _ )h= Therefore y= (�n vq J. (L for total interception) Q P = X = 7, CFS (Intercepted) Q 3' 6 CFS(Carryover) C C. B. d 2 CURB OPENING ( Interception ) to Given: (a) discharge Q tov _ - 7 CFS (b) street slope S = =' '� a Z rr (c) curb type "A-2" "D"= OM r ' - (d) half street width Solution: Q /S /z= j( )fz= Therefore y= 3d „�. L = 5.7 / , - 1�^13 (L for total interception) TRY: L / 4 / ft. /q j /�.3 � a/y = .33/ y = 0 7 X �0 = ��. � CFS (Intercepted) Qc= S', 7 n• 6 CFS(Carryover) C _ Catch Basin Calculation Sheet PROJECT CALCULATED BY DESIGN FREQUENCY DATE FLOW DIAGRAM S m Drain. Q Cap. of Gutter C.B. Connector Pipe V Indicate street slopes) y Area Total Inter. � Street "d No. Size Head L Dia. Depth 7h 7b . . co INNEWIPP X6 Y 0 w tp 2 C/i Y 7 c r D o t• n D CID v co 03 0 v DZ ZOM co C13 r�Z Dim Z -<m zzz 4 P '[ O a 0 Z m 2 o y a I o I � I 3, 6 P (A m 2 � 7.3 Z3. i � S. ,'. '� s3 o a N G.6 0.9�' 7Y�_�.`. 3Z � . k 4 7h 7b . . co INNEWIPP X6 Y 0 w tp 2 C/i Y 7 c r D o t• n D CID v co 03 0 v DZ ZOM co C13 r�Z Dim Z -<m zzz 4 P '[ O a 0 Z m 2 o y a I o I � I C. CLTT;I� (SUMP) Given: i % • f7 CFS Discharge Q Loo = : 4" Rolled 6" Rolled • e „"A-211 n D �� � - (b) Curb type �J v irr `� y 4 e� ) Solution: ,� V'' ` '"• = (IG;53 t637)�Z +4 inches . 11 (depth at opening) . �76, inches ' h (l1ei.gl�t of opening) _' X23 / = MY ' �. H g,75 - .: �. � • I" From Chart: Q/It. of opening = . 9 Z CFS • W 1, required = f iw it. U S E L= qz l r -31- t C."B. e CURB OPENING ( Interception ) Given: (a) discharge Q _ ' ! crs (b) street slope S = ' 'P (c) curb type "A - + (d) ha-If street width = Zb ft. Solution: Q /S /z R eft_ 'Therefore y= , -! 1 Q IL - = 0, 3/2 = 0% ( . 3-3 'i W - f 2 (L for total interception) TRY: L ft. 1 L - _l a!y = .331 Al Q _ . 3 CFS (Intercepted) QC= CFS(Carryover) - �i . C: B. d 3 ► CURB OPEN ( Interception ) r Given: (a) discharge Q iOO _ � ° I - 23,E CFS (b) street slope S = n (c) curb type "A -2" 'D' 4 ft. (d) (d) halt street width = � Solution: TRY: Slz R ) f z _ Therefore y= • .3 Q /Z+ �,I �0.+�) /Z = O%7(. y l 2 (L for total interception) L / y ft. a/y = .33/ , 5)�_ = b� s o Q X CFS (Intercepted) QC= � 3, / - Jl _ = //, 5 CFS(Carryover) i 2 C. B. e �Z CUR13 OYLIIII ( interception Given: (a) discharge Q , = %8 CFS WR i62 (b) street slope S = n (c) curb type "A-2" "D"= + (d) half street width = � � it. �• Solution: 'fz _ 5 3 Therefore y= �" 7 3J2 O %7 / 33 + Q /L - � = a +�� = l L = �3, / ,�(�_ _ (L for total interception) TRY: LP= ( it. 4/ � a/y = .33/ ,53 = .ITT Q X = ,' CFS (Intercepted) P Q �3� �5,� �T CFS(Carryover) _ 0, 11 C X Ie (Catch Basin Calculation Sheet w M PROJECT PAwwe� Z.4 TEe CALCULATED BY 4b 0 DESIGN FREQUENCY DATE c m � o FLOW DIAGRAM Drain. a Cap. of Gutter C.B. Connector ipe V (0 4 q) Indicate street slopes) S ym. Area Street md" Depth Z -< m Total Inter. No. Size Head L Dia. 013 4 33 C > Z /3\4 3.7 Z wl 0 /3 \5 �/, i - > C X Ie 1 ■ 0) M 0 < c m � o > > Z Zom a Z q) r C - m > < m CO (0 Z m m Z -< m 0 EZZ Sao 1 ■ f c m � o f 1 r° C. 13. I1 �� f l CUE Ir OPENING (SUMP) j Given: A. \ (a) Discharge Q 1,,, = 36, i CFS (b) Curb type "A -2" "D " :4 4" Rolled 6" Rolled i Solution; - -Pi. s 7 . 11 (depth at opening) = , !, - - A 17G inches • h (height of opening) _ 6,75 . inches . .. . -• 11/h =. �,,/ .- _I I .. . . From Chart: • . ' Q /ft. of opening = /-,. CFS • L required - / = ft. • • USE L= C 10' • I ft. . • • ,'li,\ 2_1..Z�T- 11,k �4�4e • • . • . -31- AM tr OR .r 40 6+ an Ow r Oft 10 CUR13 OPENING ( Interception ) F « �� EVE z Given: (a) discharge Q /c-, _ + 11.') 2�,�j CrS (b) street slope S = (c) curb type 'IA -211 " 9.. (d) half street width = } ft. Solution: S 142-.1 ► /z_,. ) Therefore y= � �{ Q l �( 3i2 3iZ Q IL = C2 — 0,7 (0. +y) = 0 =7 C.33 + L = �I'1� 5'), ,D (L for total interception) TRY: y IL a/y ED ��Q = -21- D� CFS (Intercepted) QC =. -- - � �,3 - _ f J CFS(Carryover) ter' C. F CLI 0 l 1I \G (SUI1P) Given: (a) Discharge Q Ix (b) Curb type "A -2" "D" 4" Rolled 6 Rolled e Solution: t r � _� �� .�.n .;• •. jI (depth at opening) � inches �Y.'� t - = _ 7 inches 11 (llei.gl of opening) - ,, 11 / - From . Chart: ` Q /ft. of opening = ? CFS , - 1, required = - r =0. U S F L -- r L_— _ 7,5 (ArLX-YOVCV ' -31- co A O to 2 N C T r D z 0 0 D 2 V 03 o r< v DZ� O co CO) rMZ cD Z mm `6 z -< m Qo zzz coo a� -c o a 0 2 o � � . o y a I �/ , ... • 13 JJ 36 • C11I;I� 0PI';i\1 \ ?G (SUMP) 35 , c Given: sy 33 . 7 �—: 4 8f �,(._•f�.� - 4 7 , CF (a) Discharge Q ! DD - ` ' a • (b) Curb type "A -2" '•'D" 4" Rolled- 6 Rolled Solution: • t , 11 (depth at opening) = 7 � -, inches (liei.ght of opening) _ �'7s' inches . ON 1h 8 From Chart: '• •' `�,• , • ' • • • _ � /: 6 � ' ' • . , Q /it. of opening CFS �* , • L required irr U S L L = 1 D it • 10 C 1 • (o _ Q CFS 2 N'�R.GE F?rtE'fl. • �� 6 r� 31, 6 CFS .G gQ•r 2 Y •ovEQ .' " -31- _7 C ., B 3 CURB OPENING Interception FLOW O\k." Given: (a) discharge Q lot)= N4 h6•b` 30 CFS.. (b) street slope S -7 off (c) curb type ."A-2 "D' + M half street width = S ft. Solution: Q/S Therefore y=101(116 3/ Q /L 0 0,3 (.'3 lib L 3 &q 4 (L for total Interception) TRY: L a/y = .33/ �� 3 Q SD x CFS (Intercepted) QCZ 30 CFS(Carryover) -'/ C. 13 . II 3 2) C111;I OPENING (SUMP) - Given: ,3 37 +I +� (t� _ "�Z.�,?• , I'S foe (a) Discharge C (b) Curb type "A-2" "D,' -' 4 4" Rolled 6" Rolled err .. .. . • ;:' , ; ' •' ; , • Solution: inches 11 (depth at opening) - • 1 (11eigl of opening) - g• inches 111 From Chart: r - QJit. of opening = 3• ( CFS / 3. I 'I I• � it. L required - b Q - ' d o USE L= JQ • t L-( l -31- m am son so un V - 11 .. E C'I t� I '" '.' E.''l:1 _ Catch Basin Calculation Sliest PROJECT �Aacwo La I ER2� CALCULATED 8Y \,je<. DESIGN FREQUENCY DATE - FLOW DIAGRAM Indicate street slopes S m y Drain. Area O Cap. of Street Gutter `d" C. S. Connector Pipe V Depth Total Inter. No. Size Head L Dia. I !� z,4 1y6 8,'. �y.7 -40 A4 1 11,2 I Z2,0 1 13.9 1 64.7 1 , 4 2 / Z a° P r N d r o� l to 1� co A O 2 W r D Z v 0 D m v n � r< Sz (3 Z c M D m �cm Z -< M m ZZZ aaa �s a 0 2 h . o y ° a I I I C. B. e 40 CURB 0PE1\ Given: (a) discharge Q loo (b) street slope S = _ (c) curb type "A -2" Interception OW OVEZ C Eh/TE� FL 6 +5.4-= lyb cFS o, o P toDu; 4 (d) half street width ft. � I F131 Solution: Therefore y= 4� 3iz Q /L - .4¢ �.7� 3 � Z _ 0,7(, .10 L 4 D 33 (L for total interception) TRY: L ft. I L = y / 33. a/y = .33/ Az • �Z CV =— Q / _ X CFS (Intercepted) Q ( - S,Z 6.4 CFS(Carryover) 1 C. B. 6 4� CURB OYENI\NG ( Interception ) ) f i = Therefore y= • a� , ' cZDGv OV! / Given: (a) discharge Q doe = 31 —8. = 22,6 CFS Q /L - 1*,7.4ei 61,7 Kez., 3�, _ i �, 7�.= 3 +.q�)3 z di (b) street slope S = /2, 0`/7 % 'P I (c) TRY: L curb type "A - "D"= I)L (d) half street width = '� � ft. .33/ 41c ,7Z Solution: ) f i = Therefore y= • a� , Q /S�z= / Q /L - 1*,7.4ei 61,7 Kez., 3�, _ i �, 7�.= 3 +.q�)3 z L = 7 2.8 , 49 = = (L for total interception) TRY: L 2 / it. I)L aw a/y = .33/ 41c ,7Z X , ( J = �3, CFS (Intercepted) Qc= 2 2,8 - 1'3,q 8. q CFS(Carryover) ,��� _ Catch Basin Calculation Sheet PROJECT A'� yeHd Zf l�ead CALCULATED BY DESIGN FREQUENCY -1DD y� DATE 12 ' /� - kc FLOW DIAGRAM Drain. 0 Cap, of Gutter C.B. Connector Pipe V Indicate street slopes) Sym. Area Total Inter. Street "d" No. Size Head L Dia. Depth Z,o .7 _ N c `^ F 03 A 0 �o w r D Z C n D m V n r< 'v �Zr- v Q O 1 0 m Z Z m � 000 4 n a 0 2 mz . o y a I Solution: C. B. e 4Z Therefore y= � CURB OPENING ( Interception ) 0,7(.33 *.40 3/L E;? L = 9,¢ 1 4 - 5 4� C F �vw oVE� Ge.owia for total interception) Given: (a) discharge Q ,00 = �� +8•q- S. N CFs �) M street slope S = 0• D _ U (c) curb type "A -2" " D " _ (d) half street width = J 8 ft. uw CFS (Intercepted) Q , `� - _ 0 Solution: S /z _ eft Therefore y= � Q /L = ys D•7 &-t�)3�z. _ 0,7(.33 *.40 3/L E;? L = 9,¢ 1 4 - 5 = 20.9 (L for total interception) TRY: L Z it. a/y = .33/ _ U Q X = 9 CFS (Intercepted) Q , `� - _ 0 CFS(Carryover) hr C. 13. 11 4-3 cc C I 1. 0 P 17NN I N G (S U 1\1 P) 01 Given- (a) Discharge Q 160' CFS (b) Curb type "A-2 "D" 4" Rolled 6" Rolled 4 " Solution: 11 (depth at opening) =47A inches 1 (j jC j g j, , L of opening) = 8,75 inches Ii /h From Chart: Q/ft. of opening CFS 0 L required USE L L ft. -31- ty:000 -- - . k\ 1 _,ASIA*- 2 : - . 1 - 443 J 5 , �?��.t i r 1.01 .2S/6 1 . . 1.._;__L:1 l,_ 1 s a a 1 0 i ra 1 / STA, ,z 1-1.6 SC H 1 kis STA. 2_t•ov . K • r I ' r V 1 Dr ark ' + 1 . M r r t v � p it i� 11 U 1-- „ .d ; 5 11 11 0 11 1 . 1_+ ' 7 4 STA• 1 +7ti } 'Q 20• � - ' 6 STA. 1 V.; 2 '',.t,Fl STA. . . r+ , 0 � . ' 6' r od %) - - I 1 . • 1 41 .1" .1 .. s a. 1,_ s � J 4 . 3b.S5 40.11 • -1 6 . k ( 1 I \`° 1 + , 4-Y Y. • t / . . ,._ STA. S."T R,OhI� I STAN/ 510.'15 " A0.ri1 0 °/ �o f - Q I. c:C 14. C ...... ,r . 0 ' • No. STREET N min 1 / . ^ �m r **************************************************************************a ****** CHANNEL FLOW CALCULATIONS ****** L/ CALCULATE DEPTH OF FLOW GIVEN: � Channel Slope = .006000 (Ft./Ft.) = .6000 % -- Given Flow Rate = 23.80 Cubic Feet/Second *** OPEN CHANNEL FLOW - IRREGULAR CHANNEL *** � NOTE: Elevation values adjusted so ninin� im elevation or invert elevation is set to ZERO feet 1 IRREGULAR CHANNEL INFORMATION 40 - Information Entered for Subchannel Number 1 : � Point number "%" Coordinate "Y" Coordinate 1 .00 100.30 ' 2 12.00 100.06 3 12.17 99.56 4 13.50 99.67 5 30.00 100.00 Mannings "n" Friction Factor = .015 im o P1 I ...........................................................��������������� 'Subchannel Flow, Calc. = 14.38 (CFS) Subchannel Flow Top Width(Ft.) = 19.19 Subchannel Flow Velocity(Ft./Sec.) = 3.004 Subchannel Flow Area(Sq. Ft.) = 4.79 Subchannel Froude Number = 1.060 ----------------------------------------------------------------------------------- - Information Entered for Subchannel Number 2 : Point number "%° Coordinate "Y" Coordinate 1 30.00 100.00 2 46.50 99^79 ^-~~ u» m mG$ 3 " 47 83 . '' -- 99.67 �� &�m���� - ~� « - 4 48.00 100.17 5 60.00 100.42 Mannings "n° Friction Factor = .015 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Subchannel Flow, Calc. = 9.41 (CFS) ` Subchannel Flow Top Width(Ft.) = 17.97 Subchannel Flow Velocity(Ft./Sec.) = 2.605 +� Subchannel Flow Area(Sq. Ft.) = 3.61 � -�� Subchannel Froude Number = 1.024 ������������������������������������ ---------------------------------------- ' Computed Irregular Channel Flow = 23.80 (CFS) �- Irregular Channel Normal Depth Above Invert Elev. (Ft.) = k, . 52 + ' - Average velocity of channel(s)(Ft./Sec.) __________ --_--------_-_--_------~--~----------_---_ - CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 19.81 1 r,.~ ^o.. ` - 1) 0 Czo Subchannel Critical Flow Area(Sq. Ft.) = ' 5.03 Froude Nunbir Calculated = 1.000 Subchannel Critical Depth above invert elevatio//= .536 �CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2: Subchannel Critical Flow Top Width(Ft.) = 17.97 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.565 ~—' Subchannel Critical Flow Area(Sq. Ft.) = 3.67 � Froude Number Calculated = 1.000 Subchannel Critical Depth above invert elevation = .527 | �� +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ i _________________________---------------------------------- ---------------- . � � � 0� / � / 0N _` ` � � ' C. 13. I _ S ► t CURB OPENING ( Interception ) Given: (a) discharge Q ADO = 9 0 CFS (b) street slope S = O. ODS l/e { (c) curb type "A -2" "D "= 4 (d) half street width = / ft. Solution: Q/S = /( ) = Therefore y1 , 48 I Q IL - .SI 0,7 (41L))3r7 _ D.7(. 334 .4 ) ;' L = Q / , O / 4-8 = 15,75 (L for total ir.terception) TRY: L /4- ft. /% / /j. 7s" =1 7 aly = .33/ = 1.65 1 c/Q = C\8s Q 9, 0 XD, s = 7 C^ CFS (Intercepted) Qc= - 7 _ CFS(Carryover) 1 4/89 13:23 $213 260 4705 KATZ,OKtTSU &ASSO Z011 / y ..... w... —. • __.y . .� .w..w..� 1 a Vil i ��, _ ,• STA. 1t3 i 1D P td ° t J ) p ' _ STA. 5 +t (. 1 ,I. g \ io 1\ \°' 1 \ ‘, 6 (1 . 0 r- R .4.1/-1(.z' ,,, _sTA.E 0 r- . $ rs '''' l o' 1 . . II 0 It 0 5 -1 I . / .... STA..5*- I. 4 II ,1 ,, ,, 1 tid 1.......-1 ........______. c •N -- / 4 1 01 1---) ...... 1 lo S Si" ..4 sTA. - Y•tt- �, ,6 on to , t a a° !"" 1 % • • � , 14 . v _ ‘,. cr %,0\ , - r- ":.: ,, 7 ,, a ; 01 , rt I R S.; 1, A 0 • , . • r` • \ a ' Q. • O 4 *. 4 7 SIO1 c q R STA. ,t $0. 0 $ u H s '. . S 161, l.At E, vo STA.: 4 ', 4• " s•1 -A7S • c.t-tu•. � f t ,:'o�oj • o . No 1)42 C J , E , 1CGGi- •+r ELM 16A So Catch Basin Calculation Sheet PROJECT RANcmo LATiERga CALCULATED BY -fig' DESIGN FREQUENCY I°yYl; DATE "'" /K - 99 F LOW DIAGRAM Indicate street slopes) S Y m Drain. Area 0 Cap. of Street Gutter "d" C. B. Connector Pipe V D Total Inter. No. Size Head L Dia. An 23 0 ?. �.�. - r 5� 7 A 5. S !� l 34. - : 4 w . 6.07 s t b rt. N 0 x -c �a A n 8 1 am 0 m 2 D Z v 0 D m V co 0 DZ o ° z W CZ m ��m cc z -<m m ZZZ 000 � O a O 2 O O N m � o y a o C. B. I 5b CURB OPCNIN ( Interception ) Given: (a) discharge Q i:, = , i CFS b) street sloe S = ( P D. c (c) curb type "A -2" (d) hn1S street width Solution: /t- Therefore y= 3/ / Q /L = C'36 0 (a. j= 0.7 L _ ; . / / (}, 6 /J (L for total interception) TRY: L y ft. � C� Q I X CFS (Intercepted) Qc= - S, 0. CFS(Carryover) ..fit; C. CLII;I�' OPI 1I \G (SU \IP) r a¢�-Y over �. K , v vra d Given: - - CFS ( Discharge Q �_ , = - -- !. 3 - < � D'! . " 4" Rolled 6" Rolled (b) Curb t�•pe A-2 `'. . Solution: .r jI (depth at opening) - r:. inches . -• = S � � inches .. . — -�v h (height of opening) - . From Chart: • Z CF - Q /ft. of opening = - _ L required l U S E L •, ' � ` -3t- 4d .r ...t IWAIN 40 d, t .r 4m C. B. d T8 CURB OPENING ( Interception ) Given: (a) discharge Q ion = 11,0 +7, ` +3,7 CFS (b) street slope S = �) JO c ',' (c) curb type "A -2" (d) half street width 1 B ft. Solution: Q/P R ) Therefore y= L = /3 7 / , 7 2 (L for total interception) TRY: L 1 ft. a/y = . 5_4 .� (VQ = Q P 2 -/3, 7 X CFS (intercepted) Q J 2 , `� - fQ; _ ? , 6 CFS(Carryover) A A s i • r In .0 r a 40 C. B. B CURB OPENING ( Interception ) _ -e zY 7 / S6 CAPeY 0VE2 7.4 Given: (a) discharge Q joo CI S (b) street slope S (c) curb type "A-2" "D" _ 4 (d) half street width = ft. Solution: ) / 1 L_� Therefore y �_ 1, _ a- / q g 4 (L for total interception) TRY: L it. a/y = .33/ %3 Q Z CFS (Intercepted) Qc= 74 - 4= = Z• g CFS(Carryover) IkA ILA ILA U CA T'A VA r UA V 11 V'l U-1 uj imi Catch PROJECT OAe#6 Z rlkke,4 Basin Calculation Sheet CALCULATED BY Jig c DESIGN FREQUENCY - /OOLL DATE FLOW DIAGRAM S Drain. 0 Cap. of Gutter C.B. Connector 'pe v Indicate street slopes) ym. Area Total Inter. i Street `d" No. Size Head L Dia. Depth Z, q s (017 A (. , 4.3 7 43 /V LIn Lm <v .0 cn c Z a 0 co • > Z Zom a co Z c b Zmm Z -< m 000 �o 2 c �� o � o C 13 CURB OPENIING Interception 17, Given: (a) discharge Q/oo CFS (b) street slope S = 0, DDS S 'if (C) curb type "A-2" IID*I= + (d) half street width ft Solution: Therefore R I Q /L 0,7 (01+%j) 0,.7(.3-3 Pq L 1 1 - .2b (L for total interception) to TRY: L P I -5 _ G5 � � a/y .33/ it cp Q �O CFS (Intercepted) CFS(Carryover) r C. B. I ^y CURB OPENING I Given: (a) discharge Q acv (b) street slope S = _ (c) curb type "A -2" (d) halt street width Solution: Interception ) Ca�rY o�o� ./ 6 fo. d Y. CFS u 11 Dot_ 4 = ft. 0 Q /S /� =• / ) _ Therefore y= �S Q /L - 34 3 /z = 0,1 �gty�3 /2 _ �:.7 x.33 + ,ES� L - Z4, (L for total interception) TRY: L I o ft. I� /L = to / 14,� = 41 a/y = . 33 j , 15 = Q ,53 = S / CFS (Intercepted) Qc- S. / = 44 CFS(Carryover) M I WI iYf Om PIM W i C. B. I 0 CURB OPENI \'G ( Interception ) �4rr7 O+n/ Given: (a) discharge Q goo � 0 Cr S (b) street slope S �� l it (c) curb type "A-2" n (d) half street width = ft. Solution: Therefore y= Q Q lL - �� = 0,7 p;7 x..33 + L _ _/ 4= (L for total interception) TRY: L = ft. YL a/y = .33/ _ 7 ; Q X 45 q CFS (Intercepted) P -- -- Q .2 o, V - �/_ _ / /, d CFS(Carryover) &A US Vj UA V-1 r 9'''] V1 U MAI Catch Basin Calculation Shee PROJECT Pvati--vAo L(� Teee,;! CALCULATED BY DESIGN FREQUENCY DATE / RE FLOW DIAGRAM Indicate street slopes) Sym. Drain. Area 0 Cap. of I Street Gutter d" C.B. Conn ector Pipe v Depth Total Inter. No. Size Head L Dia. � g. )7--3 3S. a a) MC E r — > m m < �� �, '- -5, 1603 .41 �Qo r A 7 11.4 3.) 13 S8 ti 1� i m - L = I CD 4 9 co -4 X C: Z a 0 IMP Cm 0 < - Z4 > Z M Z CD a) MC E r — > m m < Z m m Z m �Qo Z o y N C. CLTI :I� OPI 1 \G (SU . cAaar :ven. , Given: LG� FL OW OV t: 5 r ( Discharge Q .L2 .. ' ►� "D" 4 Rolled 6" Rolled " (b) Curb type A -2 Solution: � �Z +4� 6' b � (43.zZ- 43.o) � . jI (depth at opening) - inche s inches . . h (height of opening) - - Ii 1h From Chart: .. ON CFS f of opening ivr L required USE L - ii • . � -3 W J �i QP X 96 g. CFS (Intercepted) Qc- 9.7 - 9. 9- CFS(Carryover) C.'B - e 1,3 CURB OPENING ( Interception ) Given: (a) discharge Q 1no = Q. 7 CFS (b) street slope S = d. 00 5 (c) curb type "A -2" "D" = 4' \ 2 ' (d) half street width = 20 ft. F Solution: / ( ) f t = Therefore y =1 ,41 Q /L - . L i O,7 (33 L = q. (o (L for total interception) F TRY: L _ 14- ft. YL a/y = .33/ .49 W J �i QP X 96 g. CFS (Intercepted) Qc- 9.7 - 9. 9- CFS(Carryover) - " IKA MA MA U U'l U-1 Vj Kni U I lCatch Basin Calculation Sheet PROJECT ZqNCHO ZA Tlikkw DESIGN FREQUENCY FLOW DIAGRAM S ym. Drain. I 0 Cap. of Gutter C. B. Connector ipe v ---- Indicate street slopes) Area Total Inter. Street "d No. TSize Head L Diu. Depth 4,7 s7. , S1 21 l6S _ 2. 57j �,� 0. 29 40- .3 AM x? 7�) z r C. 4A o WA am an CALCULATED BY DATE —/ - / ' -- 01) Ab 0 co z I < > z Z OM z 0) 0 C r .;. m z < m zmm z -< m zzz 000 I 0 o I a i.� O. irr C. B. 8 ( 4 CURB OPENING ( Interception ) c4eav OVEN �.= +14.3+ Given: (a) discharge Q � = CFS (b) street slope S DOS (c) curb type "A -2" "D ": 4 (d) half street width = X 20 ft. Solution: Q /S / ) f = = Therefore y= 0..5 Q /L - , 4 0. ?(�, + ��aIz _ 7 + -. z L = , ) / . e4 0 20. to (L for total interception) TRY: L .21 ft. YL a/y = .33/ C�/Q Q X f. CFS (Intercepted) Qc= /1,1— �. d CFS(Carryover) } C: B. 9 CURB OPENLING ( Interception ) FLAC O ✓tL 4 Given: (a) discharge 14 0 CFS (b) street slope S 00 1 / 1 .�, (c) curb type "A -2" "D "= 4 (d) half street width 0 ft. err Solution: / )� - Therefore y= 5 "I Q /L L /40 , 54 _ Zo -4 (L for total interception) TRY: L .21 ft. a/y = .33/ Q X = H • b CFS (Intercepted) go = v CFS(Carryover) 4 C. 13. ll C111' 0PFNIN'G (SU \1 P) A Given: I�1 i . 9 crs (a) Discharge Q l«?_ (b) Curb type "A -2" D �� 4" Rolled 6" Rolled v 140 !� a Solution: ,' q -2.70 11 (depth at opening) = inches h (height of opening) = 4 7S" inches Pa x /h = S B� 1 4. 7, From Chart: QI ft. of opening CFS rr r = ft. L required = ! 9 / `' w W USE >L= 3 di V 3 1 . t�J VERT: I in� 4 ft HORZ: I in = 40 ft 1 . t�J ti a � v h Nt \? / I V 4 3.2o rc. �( i GAI j! 30, 9, •pg,// a .1 D 42. L. l4 66.00 O 74.56' cr 44;- 44 O 1 AF 411 ARMSTRONG ROAD = SEE SHEET /6 ;- , Q w� O co ti a � v h Nt \? / I V 4 3.2o rc. �( i GAI j! 30, 9, •pg,// a .1 D 42. L. l4 66.00 O 74.56' cr 44;- 44 O 1 AF 411 ARMSTRONG ROAD = SEE SHEET /6 ;- C P Lange � i I! � �: �;�_ IIII �I�I li�llllll on , 24 V ' g 5Them PZAM -Wo I niqlAl Misr-. PUBLICA7/0-AJ 4?-?D U.S. De PT 75-A Ac cz- 1,4 CL A c-Lis - 7 - 73 4- - vea�r MI C--7 L m"Jv"") - i N -Z-'rx �- E r- r- 4- 1 00 �A too tao j,t I G - 1 0 9 -690 \ ' ' AREA 3 TOTAL = 10,995.31 CY FILL �� ----- -------------------- A * AREA 4 - FILL - 4TH TRY ~ m� ELEVATION AREA (SF) VOLUME (CY) TOTAL VOLUME (CY) --------- --------- ----------- ----------------- 1,126.00 0.0 1,128.00 9,304.20 ' 344.60 344.60 _ 1,130.00 1i,865.50 784.06 1,128.66 1,139.00 23,020.88 5,814.40 6,943.06 1,14@.00 21,180.99 81B.55 7,761.61 ~� 1,142.00 15,980.70 1,376.36 9,137.97 1,144.@0 10,724.99 989.10 10,127.07 1,146.00 6,051.81 621.38 10,748.43 �& 1 148 @@ 2,076.82 301 06 11,049.49 �� , . . w° 1,150.00 133.14 81.85 11,131.35 1,150.50 0.00 1.23 11,132.58 AREA 4 TOTAL = 11,132.58 CT FILL AVW*ILA130 PEWS VOLVOIL -----------------------_-___-------------------------------------- w� �| - ������������������������������������������������������---------------- *� TOTAL: AREAS 1 Through 4 ww N� 0.00 cubic yards EXCAVATION. ess 36,601.57 cubic yards EMBANKMENT. r - ^ ^ ^^ ^ ^^ ^^ ^^^^ -36,601.57 Cubic Yards IMPORT �� ' �. CIVIL ENGINEERING JOB Atb, • LAND SURVEYING LAND PLANNING L OC,4r1dAj FON 4 At f% A O-e%n 4 n AY 74 CKD DA TE 11 i 9111 .li II N! II III II IIIIII�III� III I llillllllllll SHEET ' of �3 CIVIL ENGINEERING /08 N 833 3e LAND SURVEYING LAND PLANNING I 0,CArloAt -AA"AM 840-K W- 9TH ST. • UPLAND CA 91786 • (714) 946-9919 8 Y' 79 " CK'o - ' OA'rE it su Yr it 3 Ilil !II SHEET of 33 CIVIL ENGINEERING' JOB Al- BJ34^C LAND SURVEYING LAND PLANNING 40CAMAI 840-K W. 9TH ST. • UPLAND CA 91786 • (714) 946-9919 6Y T)OC- CKD DA TE I I Ali 4 R iij T E F 00 P 210 .V 5 4 vi 7p re,.- c �A q Ej) oF P, V4 .2 , Al ?6;�Ar ON U le--t Zc — low D Q qo f-1 >- .0 E e l - -- --- A) 4D T j T'; ALL FOR.- 1 1-4 TA C. /4�,001*1 t IN I E-d 3 4A C & le- r u u loLo Eg C N ..F 0j4- Ak oq kl Le L) ti 17 W e ir 4 0... -7 AJ. it 1A 7' 45". T 1 /1 r! T. 40 1 4- 'r ft 1 5 U LIT lbi . csp P-1 -k V. 0 TRE — i. & 7 4 QVE� FJ-4w A- 0 6, 5_0 f . -- ti LL)e , P. . L. vAT) QtL . . 4 L E VOT 10,k .. j -. - r& C V 7P -- L . c JW &J tD Ag E r- 7? OW V 7 11,e 1A 9 ef . 14- 7z 2- Te AV N -7 Yd' mb —. t R_ gls Du L3 9 C as A f) 71E M, ?-0 2A 4 W. Xtv I-E T _ St E p F 5Q I-_ p kl 7 7A S. LA> 4T4 sil a A 4. A IS IFLI! V �tc I N .- T i - t: 7P IL kTM ol L)Je- c-)h . k r" f -3 ul !F I Q IE s r t>- -j 8 R tx L A s A. Uv a LE A L 6 1 t C T� rl Oft' CL v uj L t B C At? C. 14 AI& 4 R iij 14 iifi iii trii mi TEMPORARY INLET TEMPORARY INLET # TEMPORARY INLET# 2 A 0.`' TEMPORARY INLE , TEfAPoeAv_y IMLCT M44 ;fi TEMPORARY Wl I=T. ,Y 47 SHEET 1 S OF CIVIL ENGINEERING. LAND SURVEYING H I i o4 = LAND PLANNING GOCAT /ON BY C'K'D CA T£ 840 -K W. 9TH ST. • UPLAND CA 91786 • (714) 946 -9919 �►L t7 l '.�IOpB9.�Y /N[xT .4T END D F 5N.4D y VX44,E:Y t.4ev E ! 5'.p 'S 291 5'3.53 OF L I-Qe G " 41t /O''�G.O TbP bF BEfrti. MCI L S Th of p 1 pe Ib� 3.3 OVeel2 w� �Q _ !0 4 .3 100 OL 14 L --- ._ _ L L�V olw iYir = Io34.o r X 33 •• Ir - •e. , F- em 09. F(CE COArriZL. ( - a Z�C'� C'= 0. O- G7.`4 Welt eavnwL Q ; 3.os L P /Z ?/z l� = `f , <�Tovt rtv� Ow 7bP OF . cL r. o F,�EE aogQ d. /oro OVMVLOL.� WOO- CL, �p43,2a 1o43, 3 To? OF F(P6 El.. � 1 04 1 , 8 . . � TTTTTTTTTT TTTTTTTTTT TT TT TT TT TT TT TT TT TT TT TT TT OOOOOO OOOOOO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OOOOOO 000000 LL LL LL LL LL LL LL LL LL LL LL LL LLLLLLLLLL LLLLLLLLLL UD UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UUUUUU UUUUUU IIIIII IIIIII II II II II II II II II II II IIIIII IIIIII TTTTTTTTTT TTTTTTTTTT TT TT TT TT TT T . T . TT TT TT TT TT TT NN NN NN NN NN ' NN NN NN NNNN NN NNNN NN NN NN NN NN NN NN NN NNNN NN NNNN NN NN NN NN NN NN NN NN CCCCCC CCCCCC CC CC CC CC CC CC CC CC CC CC CC CC CC CCCCCC CCCCCC LPTSPL Version 3.1(108) running on OTC700 under AMOS/32 Version 1.0D(165)-3 File DSK9:TLINC.OUT[216,0] printed on Tuesday, October 9, 1990 02:17:18 PM Forms: NORMAL D7 File DSK9:TL INC. OUfT216,03 printed on 09- Oct -90 13:38:27 Page 2 F0515P PAGE 1 WATER SURFACE PROFILE LISTING RANCHO LA TIERRA HYDRAULIC CALCULATIONS LINE C - 100 YEAR O'S TEMPORARY INLET FILE TLINC.OUT 1216,03 GIC 7/31/90 JRC 8 -20-90 JRC 8 -29 -90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER e L /ELEM 50 SF AVE HF NORM DEPTH ZR ssssss::: stssssssssssssss::s sssssstss�ssssssssss sssssssssssssss: sssssssss: s:s ss: sss: sssssss: ssssssssss :ssssssssssssssssssssss :sssss 1032.33 993.70 13.870 1007.570 224.9 14.14 3.105 1010.675 .00 4.177 4.50 .00 .00 0 .0 174.08 .04727 .013080 2.28 2.318 .00 1206.41 1001.93 8.015 1009.944 224.9 14.14 3.105 1013.049 .00 4.177 4.50 .00 .00 0 .0 HYDRAULIC JUMP .00 1206.41 1001.93 2.403 1004.332 224.9 26.03 10.519 1014.851 .00 4.177 4.50 .00 .00 0 .0 13.71 .04727 .041804 .57 2.318 .00 1220.12 1002.58 2.409 1004.985 224.9 25.95 10.453 1015.438 .00 4.177 4.50 .00 .00 0 .0 im 105.85 .04727 .039184 4.15 2.318 .00 1325.97 1007.58 2.504 1010.084 224.9 24.74 9.503 1019.587 .00 4.177 4.50 .00 .00 0 .0 �+ 3.69 .04710 .036614 .14 2.311 .00 1329.66 1007.75 1.508 1010.262 224.9 24.68 9.455 1019.717 .00 4.177 4.50 .00 .00 0 .0 59.63 .04710 .034366 2.05 2.321 .00 1389.29 1010.56 2.608 1013.171 224.9 13.53 8.595 1021.766 .00 4.177 4.50 .00 .00 0 .0 40.44 .04710 .030379 1.23 2.321 .00 ko 1429.73 1012.47 2.713 1015.181 224.9 22.43 7.815 1022.996 .00 4.177 4.50 .00 .00 0 .0 II41 29.61 .04710 .026891 .80 2.321 .00 1459.34 1013.86 2.825 1016.687 224.9 21.39 7.105 1023.792 .00 4.177 4.50 .00 .00 0 .0 22.65 .04710 .023846 .54 2.321 .00 1481.99 1014.93 2.944 1017.873 224.9 20.39 6.458 1024.331 .00 4.177 4.50 .00 .00 0 .0 17.76 .04710 .021187 .38 2.321 .00 1499.75 1015.77 3.071 1018.837 224.9 19.44 5.871 1024.708 .00 4.177 4.50 .00 .00 0 .0 14.05 .04710 .018872 .27 1.321 .00 0 File DSK9:TLINC.OUT[216,03 printed on 09- Oct -90 13:38:51 Page 3 WATER F0515P SURFACE PROFILE LISTING PAGE 2 RANCHO LA TIERRA HYDRAULIC CALCULATIONS LINE C - 100 YEAR O'S TEMPORARY INLET FILE TLINC.OUT 1216,03 LIC 7/31/90 JRC 8-20 -90 JRC 8-29 -90 i STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD 6RD.EL. ELEV DEPTH DIA ID NO. PIER on L /ELEM SO SF AVE HF HORN DEPTH ZR tit# #1111#1 # # ## Litt # # # #ii# tit### ttittt# ttt# tiiitiitUi# iitt # #ittttt #titittitti # # #ttttti ## fit####### tt #tt # # #t#ttt # # # # # ttl #titti# #i## 1513.80 1016.43 3.206 1019.636 224.9 18.54 5.338 1024.974 .00 4.177 4.50 .00 .00 0 .0 s� 60 11.15 .04710 .016864 .19 2.321 .00 1524.95 1016.95 3.356 1020.309 224.9 17.68 4.853 1025.162 .00 4.177 4.50 .00 .00 0 .0 x 10 8.73 .04710 .015134 .13 2.321 .00 1533.68 1017.36 3.518 1020.882 224.9 16.86 4.411 1025.293 .00 4.177 4.50 .00 .00 0 .0 6.55 .04710 .013667 .09 2.321 .00 L 1540.23 1017.67 3.700 1021.373 224.9 16.07 4.010 1025.383 .00 4.177 4.50 .00 .00 0 .0 4.43 .04710 .012472 .06 2.321 .00 w. r✓ 1544.66 1017.88 3.911 1021.793 224.9 15.32 3.646 1025.438 .00 4.177 4.50 .00 .00 0 .0 1.68 .04710 .011632 .02 2.321 .00 1546.54 1017.97 4.177 1022.147 224.9 14.61 3.313 1025.460 .00 4.177 4.50 .00 .00 0 .0 JUNCT STR .01693 .011869 .15 .00 1559.54 1018.19 5.935 1024.125 188.1 11.83 2.172 1026.297 .00 3.951 4.50 .00 .00 0 .0 45.83 .01702 .009149 .42 2.862 .00 1605.37 1018.97 5.575 1024.545 188.1 11.83 2.172 1026.717 .00 3.951 4.50 .00 .00 0 .0 ii JUNCT SIR .01889 .009553 .02 .00 1607.49 1019.01 6.115 1025.125 168.3 10.58 1.739 1026.864 .00 3.781 4.50 .0.0 .00 0 .0 141.55 .01698 .007325 1.04 2.660 .00 1749.04 1021.41 4.747 1026.161 166.3 10.56 1.739 1027.900 .00 3.781 4.50 .00 .00 0 .0 HYDRAULIC JUMP .00 1749.04 1021.41 2.893 1024.307 168.3 15.58 3.768 1028.075 .00 3.781 4.50 .00 .00 0 .0 43.63 .01698 .012600 .55 2.660 .00 0 File DSK9:TLINC.OUT[2f6,O1 printed on 09- Oct-90 13:39:25 Page 4 WATER F0515P SURFACE PROFILE LISTING PAGE 3 RANCHO LA TIERRA HYDRAULIC CALCULATIONS LINE C - 100 YEAR 0'S TENPORARY INLET FILE TLINC.OUT E216,01 GIC 7/31/90 JRC 8 -20 -90 JRC 8 -29 -90 STATION INVERT DEPTH W.S. 8 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER ww L /ELEN 50 SF AVE HF HORN DEPTH ZR ffif## ttt# f# ft# ttf# ttt# ftttttt #tffttft #ttttt #tf # #f #fttffttf# fit# ttittttfttttft# t# ftfttff ttttitt### ttfif # # # #ft # # # # # #tt # #if # # # #ft #ttt � 1792.67 1022.15 2.993 1025.147 168.3 14.98 3.483 1028.630 .00 3.781 4.50 .00 .00 0 .0 32.84 .01698 .011327 .37 2.660 .00 1825.51 1022.71 3.124 1025.836 168.3 14.28 3.166 1019.002 .00 3.781 4.50 .00 .00 0 .0 21.34 .01698 .010102 .22 2.660 .00 1846.85 1023.07 3.265 1026.339 168.3 13.61 2.878 1029.211 .00 3.781 4.50 .00 .00 0 .0 13.69 .01698 .009041 .12 2.660 .00 1860.54 1023.31 3.418 1026.725 168.3 12.98 2.617 1029.342 .00 3.781 4.50 .00 .00 0 .0 7.67 .01698 .006132 .06 2.660 .00 1868.21 1023.44 3.588 1027.025 168.3 12.38 2.379 1029.404 .00 3.781 4.50 .00 .00 0 .0 2.53 .01698 .007369 .02 2.660 .00 1870.74 1023.48 3.781 1027.261 168.3 11.80 2.161 1029.422 .00 3.781 4.50 .00 .00 0 .0 JUNCT STR .03440 .008174 .10 .00 1883.24 1023.91 4.424 1028.334 142.0 10.01 1.556 1029.890 .00 3.530 4.25 .00 .00 0 .0 15.11 .01228 .007073 .11 2.768 .00 1898.35 1024.10 4.358 1028.454 142.0 10.01 1.556 1030.010 .00 3.530 4.25 .00 .00 0 .0 HYDRAULIC JUMP .00 1898.35 1024.10 2.768 1026.864 142.0 14.51 3.271 1030.135 .00 3.530 4.25 .00 .00 0 .0 208.26 .01228 .012292 2.56 2.768 .00 2106.61 1026.65 2.768 1029.421 142.0 14.51 3.271 1032.692 .00 3.530 4.25 .00 .00 0 .0 282.51 .01228 .012080 3.41 2.768 .00 2389.12 1030.12 2.802 1032.924 142.0 14.31 3.180 1036.104 .00 3.530 4.25 .00 .00 0 .0 157.71 .01228 .011215 1.77 1.768 .00 A. Duo File DSK9:TLINC.OUT[216,b] printed on 09- Oct -90 13:39:47 Page 5 F 0515 PAGE 4 WATER SURFACE PROFILE LISTING RANCHO LA TIERRA HYDRAULIC CALCULATIONS LINE C - 100 YEAR 0'S TEMPORARY INLET FILE TLINC.OUT E216,01 GIC 7/31/90 JRC 8 -20-90 JRC 8 -29 -90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEY OF FLOW ELEY READ GRD.EL. ELEY DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH IR sssssssssssssssssssssssssss: s: ssssssssssss: sssssssssssssssssssssssssssssss:s:: sssssssss ssssssssssss: sssssssssssssssssssssssssssssss 2546.83 1032.06 2.923 1034.982 142.0 13.65 2.891 1037.873 .00 3.530 4.25 .00 .00 0 .0 2.768 57.64 .01228 .009994 .58 .00 2604.47 1032.77 3.054 1035.821 142.0 13.01 2.629 1038.449 .00 3.530 4.15 .00 .00 0 .0 28.99 .01228 .008937 .26 2.768 .00 2633.46 1033.12 3.196 1036.319 142.0 12.40 2.390 1038.709 .00 3.530 4.15 .00 .00 0 .0 14.16 .01228 .008028 .11 2.768 .00 2647.62 1033.30 3.353 1036.650 142.0 11.83 2.172 1038.822 .00 3.530 4.25 .00 .00 0 .0 4.30 .01228 .007261 .03 2.768 .00 X? 2651.92 1033.35 3.530 1036.880 142.0 11.27 1.974 1038.854 .00 3.530 4.25 .00 .00 0 .0 JUNCT STR .00320 .006157 .08 .00 2664.42 1033.39 5.033 1038.423 102.8 7.25 .815 1039.238 .00 3.028 4.25 .00 .00 0 .0 54.68 .00255 .003707 .20 4.250 .00 im 2719.30 1033.53 5.240 1038.770 102.8 7.25 .815 1039.585 .00 3.028 4.25 .00 .00 0 .0 JUNCT STR .00944 .004245 .01 .00 2721.42 1033.55 5.268 1038.818 101.5 7.15 .795 1039.613 .00 3.008 4.25 .00 .00 0 .0 50.23 .00159 .003614 .18 4.250 .00 2111.65 1033.68 5.320 1039.000 101.5 7.15 .795 1039.795 .00 3.008 4.25 .00 .00 0 .0 JUNCT STR .00347 .003621 .03 .00 2780.31 1033.71 5.643 1039.353 86.6 6.10 .579 1039.932 .00 2.114 4.25 .00 .00 0 .0 101.43 .00286 .002631 .27 3.336 .00 2881.74 1034.00 5.648 1039.648 86.6 6.10 .579 1040.227 .00 2.774 4.25 .00 .00 0 .0 26.89 .00297 .002631 .07 3.276 .00 A. r� k' 5- f; sr1 G Pq 9 i 3 7 DR File DSK9:TLINC.OUT[216;0] printed an 09- Oct -90 13:40:12 Page 6 F0515P PAGE 5 WATER SURFACE PROFILE LISTING RANCHO LA TIERRA HYDRAULIC CALCULATIONS LINE C - 100 YEAR 0'S TEMPORARY INLET FILE TLINC.OUT [216,0] GIC 7/31/90 JRC 8 -20 -90 JRC 8 -29 -90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEN SO SF AVE HF NORM DEPTH ZR 2908.63 1034.08 5.713 1039.793 86.6 6.10 .579 1040.372 .00 2.774 4.25 .00 .00 0 .0 JUNCT STR .00334 .002856 .01 .00 2911.63 1034.09 5.824 1039.914 80.9 "5.70 .505 1040.419 .00 2.678 4.25 .00 .00 0 .0 24.40 .00287 .002296 .06 3.137 .00 2936.03 1034.16 5.885 1040.045 80.9 5.70 .505 1040.550 .00 1.678 4.25 .00 .00 0 .0 JUNCT STR .11369 .005195 .05 .00 2945.53 1035.24 4.559 1039.799 67.4 8.12 1.025 1040.824 .00 2.611 3.25 .00 .00 0 .0 8.00 .00751 .006663 .05 2.510 .00 2953.53 1035.30 4.552 1039.852 67.4 8.12 1.025 1040.811 .00 2.611 3.25 .00 .00 0 .0 38.47 .00520 .006663 .26 3.150 .00 2992.00 1035.50 4.608 1040.108 67.4 8.12 1.025 1041.133 .00 2.611 3.15 .00 .00 0 .0 N4 L. loo :m Ist"R. = Ib4o.11 + I.Z ( 1.02 ' 104 "I i RR iw e� f m . . . . , . C. P,. L.ANGE ENG'I:ICIE_E°RS 840 -K West 9th Street Upland, California 91786 Telephone (714) 946 -9919 * ** <-- •----- - - - - -- * * *nnnnnnnn Water Depth ( 0.86 ")nnnnnnnn * ** * ** * ** * ** * ** * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * ** Trapezoidal Channel Fl owrate .................. Velocity .................. Depth of Flow .............. Critical Depth ............. F reeboard ................. Total Depth ................ Width at Water Surface .... Top Width ................. Slope of Channel ........... Left Side Slope ........... Right Side Slope .......... Base Width ................. X- Sectional Area .......... Wetted Perimeter .......... AR ^(2/3) .................. Mannings 'n' .............. VG Z [4 /(ioX 1 "', ) � W . = 0.106 a�. 2 (32.2 67.400 CFS 6.904 fps 0.864 feet 1.058 feet 0.000 feet 0.864 feet 12.593 feet 12. feet 2.000 X 1.500 : 1 1.500 : 1 10.000 feet 9.762 sq. ft. 13.116 feet 8.018 0.025 1)/Z SHEET OF CIVIL ENGINEEt , ..4a JOB Na. • _ LAND SURVE'-' NG I t - ) - LAND PLANNING LOCAr /ON 840 -K W. 9TH ST. • UPLAND CA 91786 • (714) 946 -9919 QY qfZ CX 0 DATE TEM NOEAP-Y LET . IEMaoQAiZY 1�JLCT AT WfZtalrV Or P)t-OT RILL LAME it Hoe'ZO►i VOLT- De, S .D. STO 21 +81,06 LluE A .. pel F/C, eoAlreDG (= C a ZV �t C D. �i a = 29.07 .2`/7•S= 0,6Z (26, 7,7Y) 2 (3Z•2, � WE l C CON TP.OL Q z 3. L H 3 /Z' Q= 2- Fs L= *i'x Tbf OF BEeK EL . l o ff $ . a OVMf-,o) wiFIV- EL. 7blP OF PIPL" EL 1032,3 FZ EE 8oA ZD �L ve, / A 02 /F/Ce CDNT �s d File DSK9:TLNA.DUT[216,01 printed on 06- Nov-90 10:07:52 Page 2 5 F0515P PAGE 1 PATER SURFACE PROFILE LISTING RANCHO LA TIERRA TR. 13694, F04TANA LINE A WITH TEMPORARY INLET JRC 10 -6- 90111 -5 -90 FILE TLNA.OUT[216,01 GIC B13/90 JRC 8 -17 -90 JRC 8 -28 -98 100 YR 0'S ! STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOP ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM 5O SF AVE HF NORM DEPTH ZR � �► zzzzzzzzzzzzzzzzzzzzzzzzzzxzzzzzzzzzzzztzzzzzzzzzzzzzzzzzzzzzzzzzzzz�zzzzzzzzzzzzzzzzzzzzzzzzzzz�zzz 719.51 986.26 14.490 1000.750 741.9 16.79 4.379 1005.129 .00 6.800 7.50 .00 .00 0 .0 JUNCT STR .06007 .009567 .18 .00 738.32 987.39 15.315 1002.705 649.9 14.71 3.360 1006.065 .00 6.492 1.50 .00 .00 0 .0 168.82 .02849 .007163 1.21 3.756 .00 907.14 992.10 12.460 1004.660 649.9 14.71 3.360 1008.020 .00 6.492 7.50 .00 .00 0 .0 JUNCT STR .00611 .005795 .10 .00 925.14 992.31 14.487 1006.797 408.5 9.25 1.328 1008.125 .00 5.235 7.50 .00 .00 0 .0 192.17 .00526 .002830 .54 4.773 .00 1117.31 993.32 14.257 1007.577 408.5 9.25 1.328 1008.905 .00 5.235 7.50 .00 .00 0 .0 JUNCT STR .00663 .003200 0.00 .00 1118.81 993.33 14.363 1007.693 398.2 9.01 1.261 1008.954 .00 5.168 7.50 .00 .00 0 .0 31.32 .00543 .002689 .08 4.640 .00 1150.13 993.50 14.404 1007.904 398.2 9.01 1.261 1009.165 .00 5.168 7.50 .00 .00 0 .0 , JUNCT STR .00849 .002458 .04 .00 bw 1166.63 993.64 14.677 1008.317 362.4 8.20 1.045 1009.362 .00 4.924 7.50 .00 .00 0 .0 386.61 .00869 .002227 .86 3.777 .00 1553.24 997.00 12.326 1009.326 361.4 8.20 1.045 1010.371 .00 4.924 7.50 .00 .00 0 .0 421.49 .01121 .002211 .94 3.507 .00 1974.73 1001.73 8.846 1010.573 362.4 8.20 1.045 1011.618 .00 4.924 7.50 .00 .00 0 .0 HYDRAULIC JUMP .00 1974.73 1001.73 2.574 1004.301 362.4 27.01 11.332 1015.633 .00 4.924 7.50 .00 .00 0 .0 24.35 .01121 .035912 .87 3.507 .00 �s d File DSK9:TLNA.DUT[216,O1 printed on 06-Nov -90 10:07 :56 Page 3 F0515P PAGE 2 WATER SURFACE "PROFILE LISTING RANCHO LA TIERRA TR. 13694, FONTANA LINE A WITH TEMPORARY INLET JRC 10 -6- 90/11 -5-90 FILE TLNA.OUT[216,01 GIC 8/3/90 JRC 8 -17 -90 JRC 8 -28 -98 100 YR D'S STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID HO. PIER L /ELEM SD SF AVE HF NORM DEPTH ZR 1999.08 1002.00 2.528 1004.528 362.4 27.68 11.896 1016.424 .00 4.924 7.50 .00 .00 0 .0 JUNCT SIR .30916 .050334 .60 .00 be 2011.08 1005.71 2.450 1008.160 252.6 29.53 12.642 1020.802 .00 4.284 4.50 .00 .00 0 .0 79.08 .05941 .046937 3.71 2.321 .00 2090.16 1010.41 2.540 1012.948 252.6 27.29 11.562 1024.510 .00 4.184 4.50 .00 .00 0 .0 53.38 .05941 .041634 2.22 2.321 .00 2143.54 1013.58 2.642 1016.222 252.6 26.02 10.511 1026.733 .00 4.284 4.50 .00 .00 0 .0 37.54 .0594; .036815 1.38 2.321 .00 2181.08 1015.81 2.750 1018.560 252.6 24.81 9.555 1028.115 .00 4.284 4.50 .00 .00 0 .0 JUNCT STR .07359 .041158 .22 .00 ItOS .30 01`t TUAKS g 4 -2186.38 1016.20 2.668 1018.868 247.5 25.20 9.85B 1028.726 .00 4.267 4.50 .00 .00 0 .0 14.95 .07181 .034920 .52 2.169 .00 2101.33 1017.27 2.742 1020.016 247.5 24.38 9.229 1029.145 .00 4.267 4.50 .00 .00 0 .0 18.01 .07181 .031545 .57 2.169 .00 2219.34 1018.57 2.856 1021.423 247.5 23.24 8.3B9 1029.812 .00 4.267 4.50 .00 .00 0 .0 14.65 .07181 .027987 .41 2.169 .00 2237.99 1019.62 2.977 1022.595 247.5 22.16 7.628 1030.223 .00 4.267 4.50 .00 .00 0 .0 12.02 .07181 .024880 .30 2.169 .00 2246.01 1020.48 3.106 1023.580 247.5 21.13 6.934 1030.522 .00 4.267 4.50 .00 .00 0 .0 9.88 .07181 .022178 .22 2.169 .00 2255.89 1011.19 3.246 1024.438 247.5 20.15 6.304 1030.741 .00 4.167 4.50 .00 .00 0 .0 8.13 .07181 .019838 .16 2.169 .00 o• im 0 } D 17 File DSK9:TLNA.OUT[216,03 printed on 06- Nov-90 10:08:19 Page 4 F0515P PAGE 3 WATER SURFACE PROFILE LISTING RANCHO LA TIERRA TR. 13694, FONTANA LINE A WITH TEMPORARY INLET JRC 10 -6- 90111 -5 -90 FILE TLNA.OUT[216,03 GIC 8/3/90 JRC 8-11-90 JRC 8-28 -98 100 YR O'S STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ' ELEV OF FLOW ELEV HEAD • GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEN SO SF AVE HF HORN DEPTH ZR 2264.02 1021.78 3.397 1025.172 247.5 19.21 5.730 1030.902 .00 4.267 4.50 .00 .00 O .0 6.55 .07181 .017827 .12 2.169 .00 2270.57 1022.25 3.564 1025.010 247.5 18.32 5.210 1031.020 .00 4.267 4.50 .00 .00 0 .0 5.13 .07181 .016135 .08 2.169 .00 2275.70 1022.61 3.752 1026.366 247.5 17.46 4.736 1031.102 .00 4.267 4.50 .00 .00 O .0 3.68 .07181 .014780 .05 2.169 .00 2279.38 1022.88 3.973 1026.851 247.5 16.65 4.305 1031.156 .00 4.267 4.50 .00 .00 0 .0 �r 1.70 .07181 .013952 .02 2.169 .00 �* 2281.08 1023.00 4.267 1027.267 247.5 15.87 3313 1031.1B0 .00 4.267 4.50 .00 .00 0 .0 to I N RIS61 I OZ7.27 1.2 (3 4 13) -103 1 AI o• im 0 File DSK9:TLNA.WSP[216,0] printed on 06-Nov-90 10:08:38 Page 1 'o T1 RANCHO LA TIERRA i� T2 TR. 13694, FONTANA LINE A WITH TEMPORARY 8-17-90 INLET JRC 10-6-90/11 JRC 8-28-98 100 YR Q'S T3 FILE TLNA.OUT[216,0] GIC 8/3/90 JRC SO 719.51 986.26 4 1000.755 ix 738.32 987.39 4 9 .014 92.0 988.10 30.00 R 907.14 992.20 4 .013 110.78 .00 O JX 925.14 992.31 4 6 .014 241.4 993.70 30.00 R 1117.31 993.32 4 .013 71 . 35 . OO O JX 1118.81 993.33 4 8 .014 10.3 996.20 60.00 b� R 1150.13 993.50 4 .013 22.61 .00 0 JX 1166.63 993.64 4 21 17.013 14.1 21.7 995.88 995.75 30.00 30.00 O w� R 1553.24 997.00 4 .013 45.50 .00 O / 6o R 1999 O810O2 OO 4 .013 156.56 .00 1 JX 2011 6 13 .014 109.8 1004.75 45.00 R 2181.081015.81 6 .013 9O 5.90 � J� 2186 381�16 2U 8 ^ ^ 9 ^ O14 5.1 1O16.2O 7O. OO W 2281.081023.00 6 � .013 . �0 7O O0 O . SH 2281.081023.00 6 .013 1023.00 . CD 1 4 O .00 10.00 .00 .00 .00 .00 CD 2 4 0 .00 9.00 .00 .00 .00 .00 CD 3 4 0 .UO 8.50 .00 .00 .00 .00 CD 4 4 0 .00 7.50 .00 .00 .00 .00 CD 5 4 O .00 6.00 .00 .00 .00 .00 CD 6 4 O .00 4.50 .00 .00 .00 .00 CD 7 4 O .00 2.00 .00 .00 .00 .00 CD 8 4 O .00 1.50 .UO .00 1.00 .00 CD 9 4 0 .00 5.00 .OU .00 .00 .00 CD 10 4 0 .00 5.50 .00 .00 .00 .00 CD 11 4 O .00 4.00 .00 .00 .00 .00 CD 12 4 0 .00 2.50 .00 .00 .00 .00 CD 13 4 0 .00 4.25 .00 .00 .VV . 00 CD 14 4 U .00 2.25 .00 .00 .00 .00 CD 15 4 O .UO 6.50 .00 .00 .00 .00 � CD 16 4 O .00 6.00 .00 .00 .00 . 00 CD 17 4 0 .00 3.00 .00 .00 .00 .00 CD 18 4 O .00 1.75 .00 .00 .00 .00 .CD 19 4 0 .00 8.00 .00 .00 .00 .00 CD 20 4 0 .00 3.50 .00 .00 .00 .00 CD 21 4 O .UO 2.75 .00 .00 .00 .00 0 247.5 .O 'o . . . . . . C.P. LANGE ENGINEERS ENGINEERS . . . • • c. 840 -h West 9th Street • Upland, California 91786 Telephone (714) 946 -9919 IN * ** -------------- ( 4:_'.49') --------------- > * * *nnnnnnnn Water Depth ( 0.83')n * ** * ** * ** * ** * ** * * *� < - - - - -( 40.00 - )! * ** * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * ** Trapezoidal Channel irr 0 H, Flowrate .................. Velocity .................. Depth of Flow ............. Critical Depth ............ Freeboard ................. Total Depth ............... Width at Water Surface .... Top Width .. r .......... Slope of Channel........... Left Side Slope ........... Right Side Slope .......... Ease Width ................ X- Sectional Area .......... Wetted Perimeter .......... AR ^(2/3) ................ M annings 'n' .............. 247.500 CFS 7.225 fps 0.831 feet 1.045 fret 0.000 feet 0.831 feet 42.492 feet 42.492 feet 2.000 X 1.500 J. 1.:,00 ] 40.000 feet 34.257 sq. ft. 42.995 feet 29.443 0.025 2. V z C2q 5 �Cyo X �. o� _ 0.55 2� 2 a:. EET M ofo CIVIL ENGINEERING ,/06 No. • _ LAND SURVEYING r - LAND PLANNING LOCAT /ON 840 - W. 9TH ST. • UPLAND CA 91786 • (714) 946 -9919 BY C'KD DATE MEM Pa EA EY IN LE 7 #' 3 TMM P0 -a INLET •4 T ENa OF Va� TMAIL LA �D STA � ;37.38 LAT9 P-AL A-7- w P4 r� 1631.5 C 48" C KAP R lst (L 07-0.0 LNV 6.t- r 12,666 66.7 - , ,*7,62 (42.3 ) 2 ( 37-. Z) t^ /I WeFlIZ . C flN T/2vk, Q = 3, 0 6 L li 3iL L V.y 46.7 30'68 (lYx y 4 N P. Tap OF EOM EL 1031.5 1,0 F(W590AP-D - U. Q 3f D� • �v�9. �Z � � - /v z9.2 1027, OVE12FiDW WEIK.. EL. - ia - P of ?icy r �4 i File DSK9:TLTA2.OUT[216,03 printed on 06- Hov-90 10:14:14 Page 1 t� D Z Z F05 15P PAGE 1 WATER SURFACE PROFILE LISTING RANCHO LA TIERRA LATERAL A -2 100-YEAR STORM TEMPORARY INLET FILE LTA2.OU1[216,03 GIC 8/1/90 JRC 8- 29-90/10126/90, 11-5 -90 STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 6 18.61 1002.62 5.540 1008.160 109.8 7.74 .930 1009.090 .00 3.129 4.25 .00 .00 0 .0 125.20 .00200 .004229 .53 4.250 .00 6 143.81 1002.87 5.983 1008.853 109.8 7.74 .930 1009.783 .00 3.129 4.25 .00 .00 0 .0 P" JUNCT STR .00501 .004573 .01 .00 145.81 1002.88 6.182 1009.062 102.1 7.20 .B04 1009.866 .00 3.017 4.25 .00 .00 0 .0 126.29 .00198 .003656 .46 4.250 .00 272.10 1003.13 6.525 1009.655 102.1 7.20 .804 1010.459 .00 3.017 4.25 .00 ..00 0 .0 �+ JUNCT STR .09619 .007591 .08 .00 282.60 1004.14 5.335 1009.475 80.2 9.67 1.451 1010.926 .00 2.812 3.25 .00 .00 0 .0 flr� 335.46 .00215 .009435 3.17 3.250 .00 618.06 1004.86 8.016 1012.876 80.2 9.67 1.451 1014.327 .00 2.812 3.25 .00 .00 0 .0 JUNCT STR .00501 .010281 .02 .00 620.06 1004.87 8.340 1013.210 75.2 9.06 1.276 1014.486 .00 2.740 3.25 .00 .00 0 .0 17.72 .00395 .008295 .15 3.250 .00 637.78 1004.94 8.548 1013.488 75.2 9.06 1.276 1014.764 .00 2.740 3.25 .00 .00 0 .0 JUNCT STR .00501 .008594 .02 .00 639.78 1004.95 9.021 1013.971 66.7 8.04 1.004 1014.975 .00 2.599 3.25 .00 .00 0 .0 14.07 .00569 .006526 .09 2.970 .00 653.85 1005.03 9.033 1014.063 66.7 8.04 1.004 1015.067 .00 2.599 3.25 .00 .00 0 .0 20.16 .22293 .04133 .49 1.282 .00 674.01 1009.53 5.020 1014.545 66.7 8.04 1.004 1015.549 .00 2.599 3.25 .00 .00 0 .0 HYDRAULIC JUMP .00 Ylli D Z3 File DSK9:TLTA2.DUT[216,03 Page e 3 printed on 06-Nov -90 10:14:18 9 PAGE 2 F0515P PATER SURFACE'PROFILE LISTING RANCHO LA TIERRA LATERAL A -2 100 -YEAR STORK TEMPORARY INLET FILE LTA2.OUT[216,03 GIC 817190 JRC 8 -29- 90/10/26190, 11 -5 -90 HGT/ BASE/ ZL NO AVBPR STATION INVERT DEPTH Y.S. A YEL YEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEY DEPTH DIA ID NO. PIER ELEY OF FLOP ELEY SF AVE HF HORN DEPTH ZR L /ELEK SO t�ttttt: ttttt :t :tttetttt :tt tetttttttttt ttt�tttttttttttttttttttttttt: ttttttttttttttttttttttttttttttttt# � 674.01 1009.53 1.334 1010.859 66.7 20.79 6.713 1017.572 .00 2.599 3.15 .04 .00 0 .0 2.12 1.282 .00 � 11.47 .22293 .184915 685.46 1012.08 1.368 1013.449 66.1 24.11 6.279 1019.728 .00 2.599 3.25 .00 .00 0 .0 9.11 .22193 .165761 1.51 1.282 .00 694.59 1014.11 1.418 1015.530 66.7 19.18 5.711 1021.241 .00 2.599 3.25 .00 .00 0 .0 .88 1.282 .04 6.03 .22293 .145645 700.62 1015.46 1.471 1016.911 66.7 18.28 5.191 1022.118 .00 2.599 3.25 .00 .00 0 .0 4.40 .22293 .126024 .56 1.282 .00 1016.44 1.525 1017.963 66.7 17.43 4.719 1021.682 .00 2.599 3.25 .00 .00 0 .0 705.02 .38 1.282 .00 3.36 .21293 .112546 708.38 1017.19 1.583 1018.770 66.7 16.62 4.290 1023.060 .00 2.599 3.15 .00 .00 0 .0 .26 1.282 .00 2.67 .21293 .099116 711.05 1017.78 1.643 1019.424 66.7 15.85 3.899 1023.323 .00 2.599 3.25 .40 .00 0 .19 1.282 .00 2.14 .22293 .081317 113.19 1018.26 1.707 1019.966 66.7 15.11 3.546 1023.512 .00 2.599 3.25 .00 .00 0 .D .14 1.282 .u0 �► 1.16 .22293 .076986 i 714.95 1418.65 1.113 1420.423 66.1 14.41 3.223 1023.646 .00 2.549 3.25 .00 .00 0 .0 1.43 .22243 .067927 .10 1.282 .00 716.38 1018.97 1.843 1020.814 66.7 13.74 1.430 1023.744 .00 2.599 3.25 .00 .00 0 .0 .07 1.282 .00 1.19 .12243 .060010 717.57 1019.23 1.417 1021.151 66.7 13.14 2.663 1023.814 .00 2.594 3.25 .00 .00 0 .0 .96 .22293 .053081 .05 1.282 .00 Ylli 4 �L10b IN R15160- Io2:z,(ao + 1. 7. ( 1 -36�) -- 1 .zy IP bZ File DSk9:TlTA2.DUT[ 216,07 printed on 06- Nov -40 14:14:45 Page 4 F0515P PAGE 3 WATER SURFACE PROFILE LISTING RANCHO LA TIERRA LATERAL A-2 100-YE4R STORM TEMPORARY INLET FILE LTA2.OUT[216,0I GIC 8/7/90 JRC 8- 29-90/10/26/90, 11 -5 -90 STATION INVERT DEPTH W.S. O VEL YEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR tt.:ttt * ... "..t$ t tt*.ti. itttt.*ttt..s ; * *tttt :txt. *sttt� "....sttttYt.i. *:*tt.:tt:tuxxx.:.:t..::z t...c..... :xt :� :............t:t 3.25 0 718.53 1019.45 1.995 1021.445 66.7 12.49 2.422 1023.867 .00 2.599 .00 .00 .0 .78 .22293 .047021 .04 1.282 .00 719.31 1019.62 2.018 1021.701 66.7 11.91 2.201 1023.902 .00 2.599 3.25 .00 .00 0 .0 If, iw .62 .22293 .041726 .03 1.282 .00 719.93 1019.76 2.166 1021.917 66.7 11.35 2.001 1023.928 .00 2.599 3.25 .00 .00 0 .0 .47 .22293 .037110 .02 1.282 .00 720.40 1019.87 2.261 1022.127 66.7 10.82 1.819 1023.946 .00 2.599 3.25 .00 .00 0 .0 .33 .22293 .033099 .01 1.282 .00 720.73 1019.94 2.363 1022.303 66.7 10.32 1.654 1023.957 .00 2.599 3.25 .00 .00 0 .0 Y. 6, .20 .22193 .029625 .01 1.282 .00 720.93 1019.98 2.474 1022.459 66.7 9.84 1.503 1023.962 .00 2.599 3.25 .00 .00 4 .0 .07 .22293 .026648 0.00 1.182 .00 721.00 1020.00 2.599 1022.599 66.7 9.38 1.366 1023.965 .00 2.599 3.25 .00 .00 0 .0 4 �L10b IN R15160- Io2:z,(ao + 1. 7. ( 1 -36�) -- 1 .zy IP . .���«� �~~�� File DSK9:TLTA2.WSP[216,0] printed on 06-Nov-90 10:15:04 Page 1 �� T1 RANCHO LA TIERRA T2 LATERAL A-2 10O-YEAR STORM TEMPORARY INLET 11-5-90 T3 FILE LTA2.OUT[216,0] GIC 8/7/90 JRC 8-29-90/10/26/9 SO 18.611002.62 6 � 1008 ^ 16 69.77 ^ OO O R JX 143.811002.87 ^ 145 8110O2 88 6 6 3 .013 .O14 7.7 1O04.24 ^ 45.00 R ^ 272 1O1003 13 6 .013 60^ OO ^ OO O JX 282 6O1OO4 14 5 4 3.014 16.5 5.41004.101004.61 37.51 54.80 R 618.061004.86 5 .013 1005.82 59 ^ 5O 45.00 ^ OO O JX 62O O610O4 87 ^ ^ 5 3 .014 5.0 R 637 ^ 781OO4.94 5 .O13 23.85 ^ .00 O J% 7810O4 95 639 ^ ^ 5 3 .O14 ~ 8 5 ^ 1OO5 87 ^ 59 O7 00 ^ OO O U4 R 851O05 03 653 ^ ^ 5 .O13 ^ .00 OO 0O ^ 00 O R 721.001020.00 5 .025 ^ SH 721.001020.00 5 1020.0 CD 1 4 A .00 6.5O .00 .0O .O0 1.00 C� CD 2 4 O .00 2.00 .00 .00 .00 .00 CD 3 4 O .00 1.50 .00 .00 .00 .00 ' CD 4 4 O .00 2.50 .00 .00 .00 .00 ~' CD 5 4 O .00 3.25 .00 .00 .00 .00 N� CD 6 4 O .00 4.25 .00 .00 .00 .00 Q 66.71 .O �� 1)ZG w A�1 ... ............................... C.P. LAIC GE: El ;Ilal -I*l;S - 840 -K West 9th Str Upland, California 91786 Telephone (714) 946 -9919 - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * ** <------- - - - - -- ( :1.7.04') -------------- > 1 * ** * * *nnnnnnnn Water Depth ( 0.68')nn * ** * ** * ** * ** * ** * ** * ** * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * ** Trapezoidal Channel ------------- - - - - -- Flowrate .................... Velocity ................... Depth of Flow ............. Critical Depth ............. Freeboard ................. Total Depth ............... Width at Water Surface .... Top Width ................. Slope of Channel .......... Left '.aide Slope ........... Right Side Slope ........... Erase Width ................ X- Sectional Area ........... Wetted Peripieter .......... AR ^(2/3) .................. Mannings 'n' ............... 66.700 CFS 6.134 fps 0.679 feet 0.82$ Feet 0.000 feet 0.679 feet 17.037 feet 17.037 feet 2.000 /. 1.500 : I 1.500 : 1 15.000 - feet 10.875 sq. ft. 17.448 feet- 7.935 0.025 Z z Ce G„� A MR SHEET D2 7 OF CIVIL ENGINEE':ING %/08 No. LAND SURVEYING c LAND PLANNING IOCAT /ON 840 -K W. 9TH ST. • UPLAND CA 91786 • (714) 946 -9919 6Y CK'0 - DATE TEM Pof. M P - Y I N LET LI 7'E P-0 "oe Y / A14 c r A T lAe A/ i A aF 114;r -5 rat c T S f/D ,ziZ o c l N /GL l rL- S.A 57 3 3t 3Y. S 1 L/ N t " g " yEKF"X-3 we1 El. I03S.5 TOP of 43 it .Z T6 ai= PiPE EL. 10 29.4 lo o YQ _b{!� 3 ID23,3 EL. oQiFie� co vtr - d a 2��► e. o. 85, 3 2(32,2) hz /.86 erovear WE /,IZ e&WRO4. Q = 3, 08 G y V Ss. 3= 3.v 8 (/;Yc4 ) / /''Z f><= /.6, 'ToP or E ;woi 1035.5 1,0 FP-E v - 0. 43 V,0 - 12-,� OV 69F14W WECR- EL f033. Z - Tb? O F PIPE 3 File DSK9:TLNB.OUT[216,03 printed on 10- Oct -90 13:34:04 Page 2 F0515P PAGE 1 WATER SURFACE PROFILE LISTING FONTANA HYDRAULIC CALCULATIONS LINE 'B' WITH TEMPORARY INLETS JRCS -27 -90 100 TR 9 START WITH 1006.8 HGL AT LATERAL B -2 FROM ORIG HYDRAULIC RPT 1 STATION INVERT DEPTH W.S. 9 VEL YEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEN 50 SF AVE HF NORM DEPTH ZR JUNCT STR .00000 .009488 .00 .00 ier 2297.54 994.50 12.300 1006.800 91.0 9.46 1.389 1008.189 .00 2.957 3.50 .00 .00 0 .0 e�. 265.49 .00881 .008181 1.17 2.760 .00 w 2563.03 996.84 12.364 1009.204 91.0 9.46 1.389 1010.593 .00 2.957 3.50 .00 .00 0 .0 P" JUNCT STR .04762 .015538 .16 .00 60 2573.53 997.34 10.870 1008.210 91.0 12.87 2.573 1010.783 .00 2.852 3.00 .00 .00 0 .0 433.73 .02301' .018615 8.07 2.223 .00 tar 3007.26 1007.32 9.256 1016.576 91.0 12.87 2.573 1019.149 .00 2.852 3.00 .00 .00 0 .0 JUNCT STR .05238 .021588 .23 .00 3017.76 1007.87 8.932 1016.802 91.0 12.87 2.573 1019.375 .00 2.852 3.00 .00 .00 0 .0 311.92 .02741 .018615 5.81 1.074 .00 3329.68 1016.42 6.477 1022.897 91.0 12.87 2.573 1025.470 .00 2.852 3.00 .00 .00 0 .0 JUNCT STR .06211 .020278 .10 .00 3334.51 1016.72 6.830 1023.550 85.3 12.07 2.261 1025.811 .00 2.814 3.00 .00 .00 0 .0 24.00 .05959 .016356 .39 1.541 .00 3358.51 1018.15 5.793 1023.943 85.3 12.07 2.261 1026.204 .00 2.814 3.00 .00 .00 0 .0 106.00 .04575 .016356 1.73 1.670 .00 3464.51 1023.00 3.129 1026.129 85.3 12.07 2.261 1028.390 .00 2.814 3.00 .00 .00 0 .0 HC, L i.. c 1021,, 1 3 t 1.2. ( 2 , Ze,) : I n 8 ,8y IN Rest -L r � h e '0 '0 P-_1 C. P. I..ANGE ENC*:I:hIE:E:RS (:340- -K West 9th Street Upland, California 91.786 , Telephone (714) 946 -9919 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * * * * * * ** * * * * * * ** * ** �<-------- - - - - -( 21.99 -------------- )I * ** * * *nnnnnnnn Water Depth ( 0.66 7 )nnnnnnnn * ** * ** * ** * * * * * * * * * * * * * * * * * * * * * * ** Trapezoidal Channel ---- ------ --- - - - - -- Flowrate ................... Velocity .................. Depth of Flow ,.............. Critical Depth ............ Freeboard .................. Total Depth ................ Width at Water Surface .... Top Width ................. Slope of Channel.......... Left Side Slope ............. Flight Side Slope .......... Lase Width ................ X- Sectional Area .......... Wetted Perimeter .......... AR ^(2/3) ................... Mannings 'n' .............. £35.300 CFS 6.125 fps 0.663 feet 0.807 feet 0.000 feet 0.663 feet 21.990 - feet 21.990 feet 2.000 1.500 : 1 1.500 : 1 20.000 feet 13.927 s q. ft. 2.'.392 - feet 10.148 0.025 Z Vi z ins. �( zo x , = 43 .2 1_ 7- (3 0 SHEET O/°' �. CIVIL ENGINEERING ✓06 No, _ LAND SURVEYING LAND PLANNING GOCAT /ON 840 -K W. 9TH ST. • UPLAND CA 91788 • (714) 948 -9919 QY CK'D DATE Tr-7 M P6 Q A R Y 11\1 L t T' 44 5 Td AYPOd44V 1NLC7 .4 7 rodovcw of / /rH E/ CCcuSt" eo v v EC r 5 72> 6N LA 7 8-2 A _._I LZI �,� g _ .Q1 - �Ci✓ 2►tt_ _ _� = .4( lG &L a 9 _ _ t 000a,fl - 'To P OF t iPE 1 0", 14 N� tstz�l?o�_ 48" nee Rist� t oo'4.1 /000.o s*iv.EL. MAx N(hL AT C.13, OFEN /944 = loo &•1to WASEQ- ezir) NL., Cal = OPENI41" ooz C-9) 4C75 AS 012tFiGE �� n CL (3 c, 4+ Q. �3� Pt, 4-3 ' It aNs)i took• 6F v%ypQAUL%C-5 "'" •. �i?A1`EaC I King �Sc+ PPRET_,E[7 6 a rrowi 4 Z S»E'i 1AEw0 LOS its, P IPE L ENta��c Loss �,z / = I,Z. C /Z.�.4) = 0. 37 H(?L- AT cia pPtk lgL I DOG • 1(0 + � •37 IX IFICC d090 CoS5 H6 04611E CQ Ioo(o .53 b . t D 14 P //;E (-IC�L a K,1 5EK- l00�.6 37 twmmc -c l os5 /#v R/ SEZ 1007, 00 Vaocvw I N PIP( SS .4 = 12.5U. - 4.4 FPS SHEET OF CIVIL ENGINEERING t/OB No, LAND SURVEYING t LAND PLANNING LOCAT /ON BY C'K'0 DATE 840 -K W. 9TH ST.. UPLAND CA 91786 • (714) 946 -9919 d -GZ ( 12.SG6 ) rz (iz.2)h h= o.l$ Wo CofAwOL. Q - 3,08 L H 3/z �. = rr 4 55.44= 3. (+ x V) H 3/L I. Z coot s To? dF - l.0 RwBogeD _ o. 544 ve . z� _ D OVE ?-FLW WLle LL I o0q,4 Z boo 9 . � - I,zi To? O IPI It E.(, l00� � I ot�13.0 Vaocvw I N PIP( SS .4 = 12.5U. - 4.4 FPS 7 ��� �� �� N�File DSK9:CHAN.OUT[216,0] printed on 10-Oct-90 15:29:31 Page 1 ~~ ****** CHANNEL FLOW CALCULATIONS ****** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .021800 (Ft./Ft.) = 2.1800 % Given Flow Rate = 92.40 Cubic Feet/Second �� �� FebM OM S M ��������v� = ������� �~ ,._ '' ^��,^� CFS ��� ^we�w� ~_ *** OPEN CHANNEL FLOW - STREET FLOW *** WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 4.468 (Ft.) Street Slope (Ft./Ft.) = .0218 � Mmnnings "n~ value for street = .015 m� m� Curb Height (In.) = 8. . Halfstreet Flow Width(Ft.) = 32.00 Street Halfwidth (Ft.) = 32.00 Flow Velocity(Ft./Sec.) = 8.26 Distance From Crown to Crossfall Grade Break (Ft.) = 5.00 Ww Slope from Gutter to Grade Break (Ft./Ft.) = .020 Calculated flow rate of total street channel Slope from Grade Break to Crown (Ft./Ft.) = .020 Flow rate in gutter = 6.03 (CFS) Number of Halfstreets Carrying Runoff = 1 X� Distance from curb to property line (Ft.) = 18.00 Average velocity of total street channel = Slope from curb to property line (Ft./Ft.) = .020 STREET FLOW CROSS Gutter width (Ft.) = 1.500 Pq Gutter hike from flowline (In.) = 1.300 "n° = Channel 1 - If STREET, property line to outside Mannings value for gutter and sidewalk .013 - If V-GUTTER, property line to Depth of flow = .756 (Ft.) A Channel 2 - STREET, outside edge of gutter Average Velocity = 7.89 (Ft./Sec.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 4.468 (Ft.) CRITICAL FLOW CALCULATIONS Subchannel Critical Flow Subchannel Critical Flow ! Smbchannel Critical Flow Froude Number Calculated Subchannel Critical Dept FOR CHANNEL NO. 1: Top Width(Ft.) = 12.26 Velocity(Ft./Sec = 2.512 Area(Sq. Ft.) = 2.40 = 1.001 � above invert elevation = .882 NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN - .^, T-HVS CJkLCVL-*M01%J CIVES A WATCk| � D�PeQ ' m� Streetflow Hydraulics : ~�� ^'`���� Halfstreet Flow Width(Ft.) = 32.00 -- Flow Velocity(Ft./Sec.) = 8.26 FL��LJ ��v����- s��`&T e��«�4 Depth�Velocit� = 6.25 Calculated flow rate of total street channel = 92.40 (CFS) Flow rate in gutter = 6.03 (CFS) Velocity of flow in gutter and sidewalk area = 4.811 (Ft./Sec.) i� Average velocity of total street channel = 7.894 (Ft./Sec.) STREET FLOW CROSS SECTION NOTE: The following critical depth calculations are for: Channel 1 - If STREET, property line to outside edge of gutter - If V-GUTTER, property line to start of V-Gutter Channel 2 - STREET, outside edge of gutter to crown V-Gutter, in V-Gutter itself Channel 3 - V-Gutter, 2nd half of street CRITICAL FLOW CALCULATIONS Subchannel Critical Flow Subchannel Critical Flow ! Smbchannel Critical Flow Froude Number Calculated Subchannel Critical Dept FOR CHANNEL NO. 1: Top Width(Ft.) = 12.26 Velocity(Ft./Sec = 2.512 Area(Sq. Ft.) = 2.40 = 1.001 � above invert elevation = .882 ���� �v�, N� File DSK9:CHAN.OUT[216,0] printed on 10-Oct-90 15:29:33 Page 2 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2: Subchannel Critical Flow Top Width(Ft.) = 30.50 Subchannel Critical Flow Velocity(Ft./Sec.) = 4.501 Subchannel Critical Flow Area(Sq. Ft.) = 19.19 Froude Number Calculated = 1.000 Subchannel Critical Depth above invert elevation = 1.042 CRITICAL FLOW DEPTH EXCEEDS CHANNEL HEIGHT IN CHANNEL NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ --------------------------------------------------------------------------- ' \ �� ~ ~~- File DSK9:CHAN.OUT[216,O] printed on 1O-Oct-90 15:29:34 Page 3 X� L CROSS-SECTION PLOT ************************ " F-STREET FLOW CROSS SECTION = .88 Feet , = " = 1.04 Feet , = " .0 .3 .5 .7 1.0 _____________________________________________ � | | X| | | | x� | | | x| x | | | | % | | | | x | | | | X | | | | X | | | | Xc | | | |Xc | � | | |Xc | � | | |% c | � | | X c | | � | %| c | | � | W| c | | | | XW| c | | | | X W| c | � | | | x W| c | | � | % W| c \ | x | | W| c | | x | | W) | | x | | W| | | % | | W| | | % | | W| | | X | | W| | | x | | W| | | x) | W| | | x | W| | | x | W| | | |x | W| | | � x | W| | | | % | W| < | | x | W| | x | W| | | | x | W| | | � x | W| | | � x | W< | x | W| | | | x | W| | | | x | W| | | l � W| | / | ��~ % W| | | � |x W| | | � | x W| | | | | x W| � | | | X W| | CHANNE Depth of flow = .76 Feet ,= HAL go Critical depth for Channel No.1 Critical depth for Channel No.2 &� X (Feet) Y(Feet) Y-Axis-) ------------------------------ .00 1.03 | w� 1.00 1.01 | . 2.00 . 99 | 3.00 .97 | 4.00 .95 | ON , 5.00 .93 | 6.00 .91 | 7.00 ~09 | �= 8.00 .87 � i 9.00 .85 10.00 .83 11.00 .81 w� � 12 �0 . . �9 13.00 .77 14.00 °75 15.00 .73 16.00 . . 71 17.#0 .69 18.00 .87 19.00 .07 ~~ 20.00 .12 21.00 .14 22.00 .16 23.00 .18 24.00 .20 25.0# .22 28.00 .24 m� 27.00 .26 28.00 .20 29.00 .30 30.00 .32 31.00 .34 32.00 .36 ~� 33.0A .38 ~~ 34.00 .40 35.00 .42 36.00 .44 37.00 .46 m� 38.00 .48 / 39.00 .50 . 40.00 .52 41.00 .54 42.00 .56 43.00 .58 ~ 44.00 . . 60 45.00 .&2 L CROSS-SECTION PLOT ************************ " F-STREET FLOW CROSS SECTION = .88 Feet , = " = 1.04 Feet , = " .0 .3 .5 .7 1.0 _____________________________________________ � | | X| | | | x� | | | x| x | | | | % | | | | x | | | | X | | | | X | | | | Xc | | | |Xc | � | | |Xc | � | | |% c | � | | X c | | � | %| c | | � | W| c | | | | XW| c | | | | X W| c | � | | | x W| c | | � | % W| c \ | x | | W| c | | x | | W) | | x | | W| | | % | | W| | | % | | W| | | X | | W| | | x | | W| | | x) | W| | | x | W| | | x | W| | | |x | W| | | � x | W| | | | % | W| < | | x | W| | x | W| | | | x | W| | | � x | W| | | � x | W< | x | W| | | | x | W| | | | x | W| | | l � W| | / | ��~ % W| | | � |x W| | | � | x W| | | | | x W| � | | | X W| | e E File DSK9:CHAN.OUTC216,01 printed on 10- Oct -•90 15:30:22 huge 4 D 3� 46.00 . ; ; ; x w ! ; 47.00 .66 ; ; x W i 48.00 .68 x w; ; 49.00 .70 ; ; x w. ; 50.00 .72 ; t x w: ; +•4• +•4.4• + + + +t + + ++ + + +t t . + + + + +4• t + + + + +. 4• +4• ++++4 •+ t t +t +t t + + + +•* + •4• +•4• + + + + + + + + + + + + + + + ++ e E Ll D33 C.P. Lnri£ :.E Eisi£,.r.r•ie: *ERS (340• -K West 9th Str Upland., Cal.ifornia 917£36 • Telephone (714) 946 -9919 M • . .. t. . . . . . .. • • . . .. . . • . . • . . . . . • .. M * * * <-------- - - - - -( 1.2.31 +) --------------- ); * ** +�•+ * * *nnnnnnnn Water Depth ( 0.77 * ** No * ** * ** Trapezoidal. Channel -------------------- Fl owrate ................... V elocity .................. Depth of Flow .............. Critical Depth ............. Freeboard ................. Total Depth ................. Width at Water SUrface .... Top Width ................. Slope of Channel .......... Left Side Slope ............. Right Side Slope .......... Base Width ................... X- Sectional Area .......... Wetted Perimeter .......... AR A(2/3) .................. Mannings 'n' ........ Ve 55.400 C:FS 6.450 'Fp 0.770 feet 0.936 feet 0.000 feet 0.770 feet 12.310 feet 12.310 fret 2.000 1.500 » :L 1.500 1 10.00 feet 8.588 sq. ft. 1.2.776 feel: 6.590 0.025 SS , Lf 0 9 SHEET _ OP CIVIL ENGINEERING ✓OB Ne. LAND SURVEYING IMES=LAND PLANNING LOCAT /ON ..Mi wun I►A 017f3i: a 17141 946.999 BY CK'0 _ DATE_ V 111-1 d BOUNDARY DRAINAGE AREA STUDY _ TR. 13694 FONTANA, CA E Fl M t� vi IH itrl VIII SME- CIVIL ENGINEERING MML.& o /Oa ma. • LAND SURVEYING LAND PLANNING I oC.4rloAl 840-K W. 9TH ST. UPLAND CA 91786 • (714) 946-9919 5Y CK'D Cot G DA TE :5 71 7 L -47 P144 Iq 1,k) 4 C- ZZ A7 -� 7 A eg A-f -I S 77 (61 7' pud ki v 1 D A-1 Al A * rf 1, 1-d V 0 RE7 v CON D Iii MA: IT 6 TO e- yl OV' -7 7 c a MH �. 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