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HomeMy WebLinkAboutTract 13694 Hydrology Study Vol 1 of 2�r n HYDROLOGY STUD,1 S HEE"T aw CIVIL ENGINEERING JOB No. $S343tr • LAND SURVEYING c' LAND PLANNING 40CAT/ON TiZ. kSW14 FOQ7Prt)Pl SHE6-7- 1 OF _ CIVIL ENGINEERING 1/08 No. 6A 3473 LAND SURVEYING LAND PLANNING i- ocA r10 Al -r?- 15(014-, r-%,rT-H i 4 gy rA I C CK'O DATE VM OTH ST. UPLAND CA 91786 * (714) 946-9919 LOCCne C Z" Lange �11tC��11tEER5i Lomnge Rllfti��l1YEERS CIVIL ENGINEERING ' LAND SURVEYING LAND PLANNING 840-K W. 9TH ST. • UPLAND CA 91786 • (714) 946-9919 SHEET_ of JOB No. ,34A 1✓ coc,4rioAl Tib • 13L94; Fo�'TAi fa - BY G 16- cK D DATE SHEET IG OF CIVIL ENGINEERING ✓OB No. 883136 LAND SURVEYING LAND PLANNING IOCA T/ON kQTP, ' 593840-K W. 9TH ST. • UPLAND CA 91786 • (7141 946-9919 BY G (G CK"0 DATE SHEET _� OF j CIVIL ENGINEERING ✓OB No• 60SAS E LAND SURVEYING c - LAND PLANNING IOCAT/ON -TIL - 13614�RP-V� OA --V W OTN ST • IIPI Amn f:A a17RA . (7141 946-9919 QY b�L CK'D DATE l -E r r: I :. i,�`���\,111 �y� �1:= , r-•— �,,,� ��1+�[��i `� 1111(•�(((((( �/� �� �� f 44 l" r EFd - _ Id l -E C a ��+ , . /� t 4 i'u �tl. .. ��r,l Lft _� „1} •P(` .!Tf / (t•^ `L f }w Lo �t--_�• , T( 1 - J_1 --• tea' �� )'";+. T.1 R M () �,C' i ?1.✓', _I i •� � � ..j 9 -'� L� 1 "�.:`+ \t �['.'_tt / I I rf"r'f '' ./' .t r-�' 1,� t � C � w� l � � YI � L, • ti ••a'J L_�r. It,�� S� '-i �i � V � '�_.,1G t � I • ... . r'" '] _ 7 � � z � G; �Y .t' �.•$ �i nasi Y i �' I r /�� r r• _ "• ,, � �trts..rr ;�,� �1.�,,;,.�.,,�'..�.—�J—_.S-r.-: �u' ..��-. .� J ,•. it �' _.,; i 1 �.�,iii'i 7 i r i � � L�'�i r.. t.�t .1•�i ::�� � Irl y i� 1 ![� °'f•�- Y�-'`� . ; � ��L,1 —.• Y•, „tea; I �_.; T r y ,�n -wou 7Z - "r...' � yj /' '• Ts�VI / - r' r ism• �' y i r '�'i,t. 7.� �, a 4�+•T ��1 .•1 ' � ' 'i' Tfu� y ` FF, il+.. gyp' a'�•�F / t -#4: • . ,{pp+ ` �P R�' ;-'sem t. , 7� l� t- 17 ••a�•o'aa `L .••fir .. �" t/ ,' 1 � - moi• s I.. (i .7 ' _1• � 7 } +, r � �' !r'� ',a{•'z/Li�:.-1� (Ari 11, V47 'mow*' i. n y •, t _t 31iL �� t I of �► v., � ( a r Ql'+�- *�ir�.r , - � y IL GROUP BOUNDARY .1- .._ SCALE I„B,000 IL GROUPof SIGNATION �.s:•isrs JNOARY OF MOICATEO SOURCA SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -C AREA S Net- q + �, {. .{ : I -- F R6W IM I R5P i i I 4W R2W I I 4 (a h j Yi L 1 L 971 v l � I.4: i t � Gy i I �•./ Q4, i � t I a - Ila p^5,. . -I 1 "e - IT I � �i�l�.� I� � —� -i. - -- a�,f --� -- I moi' :v r ..',c»• _ 14 ••+• I I � I � I I �} I 1.4 ` ,f �•0 1;---,r- r , :.:,.I - —�o'' t�.�; - ' •'� (.3 � � 1..11110■NE»0 �• , BEJRNAR 1 J � ILi � I 1 I \ :r�=''•. 111. - I � +F: � __ - i ` � L1 � I _..i �jI' 1 c .wr � I �ceis� F� — • .. � ,.� All Cal n ,, •i � ' \ � 7 1 , s -o- I` •� 15 �, � - ( � {.t K�/IM 3H11MGi I d� I ltx 1 \ 1 .i '� 7 lj '�'.. f •� .j �I1 r' } :�• 11�(;M7 ,`fJ '� -1i ; J _•? - - .!" T./_'-1 _ �` (__ _ �•' ' r _.. �•••� -. _ '. _ �_C--- _'.inn - •, •�� -I Y- • E N 4A 1 0 RIALTO_ f FONTAN .�, »a� - '' •„ s • x•15». T ~. C TONCAIIST _ REPLAND LONA I Mao. , �•. A I y, I Yu II. 1 • ••' '1/_ 1 + SAN BERNARDINO COUNTY �. FLOOD CONTROL DISTRICT iVALLEY s* i ' REDUCED DRAWING AREA •,,. •• _ _ Is SCALE I : a MILES ISOHYETALS Yw ..10 YEAR I HOUR ' 1 DAW ON u.&Qr-. NAAA. ATLA6 9,1471 • .r - AlFlGMED t7 LS� , r LU4.UM I' KULk ISOUNES PRtG1PITATION tINCNEf) oAT[ 1uIJ FILE NG Ow04 ►•� R5W: 19 2 i.ti4 Wt -1 3 •1 12 FIGURE 8-3 SAN BERNARDINO COUNTY uvnoni nr_v &AAKII IAI FAR, mimmill N=17111 ROOM =01-mv 'LIM I► -- �� ��•��IF�S rC.l�4�•.. PON s PAP r� 1� .. .;VALLEY AREA �.SCALE 1" 4 MILES .. YEAR ! L [Il 7--S//1 COI�i�I� ENGINEERS 6 PLANNERS S62-026.000 South Fontana Project July 22, 1987 Jayna I.. Moore Project Research Assistant Phillips Brandt Reddick 225 Broadway, Suite 1600 San Diego, CA 92101-5061 SOUTH FONTANA•PROJECT WITHIN WEST SAN BERNARDINO COUNTY WATER DISTRICT SNS �I 11'reCt11 JAL 2,1 6 'S'e C V� In reference to your letter to the West San Bernardino County Water District, dated July 1, 1987, our firm, as District Engineer, has been requested by the District to respond to your requests. Item numbers correspond with your numbers as listed in your letter. 1. A copy of the District's Water Master Plan map is included for your use. The map shows the existing and master plan water line facilities for the project area. 2. A copy of the District's Design Criteria and Plan Prep- aration for proposed water facilities is included for your use. The consumption factors are specified in the design criteria. 3. To determine the impact of the proposed development on current services and facilities required to serve the proposed development, a feasibility study would have to be conducted by our firm for the District. If your client desires to have this performed, please contact our office so that we can determine a cost for this and then your client can deposit that amount with the District for the study. The study would then be performed. ,;HWf I2 S62-026.000 Jayna L. Moore Phillips Brandt Reddick July 22, 19$7 Page 2 4. The drainage facilities of the proposed development will need to incorpor4te the storm runoff and potential overflow from the existing 4.0 M.G. Alder Reservoir and the 0.5 M.G. Alder Reservoir sites. The projected overflow rate from each reservoir is listed below: 4.0 M.G. Alder Reservoir - 9,100 gpm 0.5 M.G. Alder Reservoir - 6,000 gpm Storm runoff from the site would have to be added to these. We have also sent a copy of this letter, with attachments, to Mr. Rick Donofrio of Madole & Associates. If you have any questions, please call our office. LON TSAI Project Engineer cjf Enc 1 s I . to i ts. cc: West''�Shn�;Bernardino ,1gpJ1 4,V,,. ru?''-'P .p. Mr. Rick Donofrio, MadoIa 6 Assoc. nmwuNeatfntumwttr rrtsw: m fit A%a, -------------------- w.w.r.u.rw...w.wwras.rrwwws�w..wu.uw.ueu.. arucran s.a.us s. _ __ :cam.—_=�-ern __ter=��:c—C— •_—_2_���s—�._S�i:,.'__. __z_� _=ji HER .`r_ ___—.� wrw -.www.. m.w.r '`, "���i.� �w�siwiii w w.owawwri.wir i..::iii:i wir:i:i•um•'�....wiiwi• ru..Irr��A_mr:m,H®•rtw�'w�.�wwww��r•.w... MNrrwwww•wln..N.r\rtrwrrr.rw. w•..•.•wE....rMrr row r��oA. rr wwr�•rl4rlrr'Yi®�lm�`rMY.�i.'��'��.Y Rte\ Y.N WYE.•rUs..�..�.r.rr�Mr�r41.YYr1.i.M..1 •� a iN RFRNARDINO COUNTY INTENSITY_- a SHEET 1+ Of CIVIL ENGINEERING ✓OB No• 143E LAND SURVEYING NEU -Qa LAND PLANNING GOCAT/ON :2= - 1'S4,'1+, POWA+JA- 40-K W 9TH ST • UPLAND CA 91786 • (714) 946-9919 QY 6oeo CK'D DATE 8 8 `°l (� — . �o q ARI p �¢ to .Z `5• _. o_ 1 8_ 34. 1—t4 o- 5 ►_ 3, G • � � 4- • - 11_,1 _.. - ,1 _) _ 3 '1 _ q3 - _ It,l _� _� _.__2_11• _ z d. q q, q 13.1_ _ 11 i — -- — —1 1� S _Z_o 5 0 Q o z I �Sl. 2oq 1 534 (0 1- 1 i• (v I v -- —5 73 — , 4. — Z 4 i�,z ,� 2 •4 11,0 5 ai _ •f '�4,8 -- --. _ ''" 1 � � soil _ 3 5� Iq'.5 Il.i z1 ,o 3, - la - .e t t,� i� _ __ f • —_� 4 0 — _ ,a 1 _ . 24,11 1 O,r,- - 1 ! 1...9 'oa I _._ IS, - 4 21 •� 1 313 1 - - 4--- ..-- b9 14--I 3g� 1- 10— i -I I, 4i5 - -_ a �1 s. _ 53.1q4 LM z-- _ GI I.2tS r.17 '- -- - -q� 1.5 - 211311,,111 1- _. 114 3$ f •I - i4 --- 14 f )0 I lJo • 4- 8 `°l 5H% --r- , IN — M --- o a° � — a 3 O. 6 0 W s � U cC1 t� - Y h k P V � aJ m as � r � r a \ � � � T �p 0 o IN W too 0 C'l SNS Jlo Qf M Oc ac M AIL O p 9 Q- 3 A too 0 C'l SNS Jlo W N SHS I-, A .0 l o O J s Q A o 0 v Z-1 W N SHS I-, A .0 l o O J s Q A o 0 v Q Qf � DDDDDDDD DDDDDDDD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DDDDDDDD OOOOOO DDDDDDDD OOOOOO OOOOOO OO OO -OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO 00 UU OOOOOO UU OOOOOO RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RR RR RR RR UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU AA UUUUUU UUUUUU 222222 222222 22 22 22 22 22 22 2222 2222 22 22 22 22 2222222222 2222222222 TTTTTTTTTT TTTTTTTTTT TT TT TT TT TT TT TT TT TT TT TT TT AA AA AA AA AA AA AA AA AA AA AA AA AA AA AAAAAAAAAA AAAAAAAAAA AA AA AA AA AA AA AA AA LPTSPL Version 3.1(108) running on OTC700 under AMOS/32 Version 1.0D(165)-3 File DSK9:DR2A.OUT[216,0] printed on Wednesday, December 6, 1989 10:04:30 AM Forms: NORMAL File DSK9:DR2A.0UT[216~0] printed on 06 -Dec -89 11:21:54 Page 1 SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesign/CivilCadd, 1988 Rational Hydrology Study Date: 12- 6-89 ...... .. ......... .. ... ..... ... .. .. ' ^ C.P. LANGE ENGINEERS ^ . 840-K West 9th Street ~ . Upland, California 91786 ^ . Telephone (714) 946-9919 ^ .. ... ...........~......~..~. . . . ... +++++++++++ PROJECT TITLE HEADING: +++++++++++++++++++++++++++++++++++++++++++ TRACT 13694, FONTANA: RATIONAL METHOD FOR NORTHERLY SITE AREA. 2 -YEAR STORM USING REVISED TENTATIVE LAYOUT BY CP LANGE. FILE DR2A.OUT[216,0] GIC 9/06/89 JRC 12/6/89 --------------------------------- *SPECIFIED HYDROLOGY INFORMATION* 10.0 year storm 1 hour rainfall (Inches) = .880 100.0 year storm 1 hour rainfall (Inches) = 1.250 Computed rainfall intensity: Storm year = 2.00 1 hour rainfall (Inches) = .6214 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 1 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.00 to Point/Station 31.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2> = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .812(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1840.00(Ft.) Downstream elevation = 1320.00(Ft.) Elevation difference = 520.00(Ft.) Slope = .52000 S(%) = 52.00 Tc = K( .706)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.753 min. 2.00 Year computed rainfall intensity = 1.574 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .436 Subarea runoff = 5.141(CFS) Total initial stream area = 7.50(Ac.) Pervious area fraction = 1.000 Initial area FM value = .812(In/Hr) lile DSK9:DR2A.OUT[216,0] printed on 06 -Dec -89 10:04:42 Page 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.00 to Point/Station 32.00 *** IRREGULAR CHANNEL FLOW TRAVEL TIME *** ___________________________________________________________________________ ***************IRRECULAR CHANNEL INFORMATION*************** - Information Entered for Subchannel Number 1 : Point number "X" Coordinate "Y" Coordinate 1 .00 20.00 2 50.00 .00 3 100.00 20.00 Mannings "N" Friction Factor = .035 Subchannel Slope(V/HZ)=.22Q6++++++++++++++++++++++++++++ ................................................ Subchannel Flow = 5.142(CFS) Subchannel Flow Top Width = 2.584(Ft.) Subchannel Flow Velocity= 7.700(Ft/S) Subchannel Flow Area = .668(Sq.Ft) Subchannel Froude Number = 2.669 ------------- -------------------------------------------------------------- Upstream point elevation = 1320.00(Ft.) Downstream point elevation = 1132.50(Ft.) Flow length = 850.00(Ft.) Travel time = 1.84 min. TC = 14.59 min. Computed Irregular Channel Flow = 5.141(CFS) Irregular Channel Normal Depth Above Invert Elev. = .517(Ft.) Average velocity of channel(s) = 7.70(Ft/S)____________________________ -------------------------------------------------��� +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.00 to Point/Station 32.00 *** *** SUBAREA FLOW ADDITION ---- --------- -------------------------------------------------------------- _ ~. .- - ----..^~A -.i"+�', i�+p��ity = 1.451 In/Hr z.mm /eur cunpv`=" ."^..~^^ Decimal Fraction Soil Group A ^..'-.--', = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 10.339(CFS) for 19.40(Ac.) Total runoff = 15.480(CFS) Total area = Area averaged FM value = .812(In/Hr) .812(In/Hr) is C = .397 26.90(AC .) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.00 to Point/Station 33.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** ---- -------- --------------------------------------------------------------- Upstrean point elevation = 1132.50(Ft.) 7ile DSK9:DR2A.0UT[216,0] printed on 06 -Dec -89 10:04:57 Page 3 Downstream point elevation = 1093.00(Ft.) Flow length = 320.00(Ft.) Mannings N = .013 No, of pipes = 1 Required pipe flow = 15.480(CFS) Nearest Pipe Diameter = 15.000n.> Calculated Individual Pipe flow = 15.480(CFS) Normal flow depth in pipe = 9.09(In.) Flow top width inside pipe = 14.66(In.) Velocity = 19.90(Ft/S) Travel time .27 min. TC = 14.86 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.00 to Point/Station 34.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1093.00(Ft.) Downstream point elevation = 1081.00(Ft.) Flow length = 525.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 15.480(CFS) Nearest Pipe Diameter = 18.00(In.> Calculated Individual Pipe flow = 15.480(CFS) Normal flow depth in pipe = 14.37(In.) Flow top width inside pipe = 14.45(In.) Velocity = 10.24(Ft/S) Travel time = .85 min. TC = 15.72 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.00 to Point/Station 34.00 *�* *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ____________________________________________________________________________ 2.00 Year computed rainfall intensity = 1.388 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 15.72 Rainfall intensity (in./hr/) = 1.39 Total flow area (Acres) = 26.90 Total runoff (CFS) at confluence point = 15.48 Area averaged loss rate (FM) = .812 Area averaged pervious ratio (AP) = 1.000 ++++++++++++++++++++++*++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.10 to Point/Station 34.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 450.00(Ft.) 7ile DSK9:DR2A.0UT[216.0] Printed on 06 -Dec -89 10:05:16 Upstream elevation = 1103.00(Ft.) Downstream elevation = 1081.00(Ft.) Elevation difference = 22.00(Ft.) Slope = ^04889 S(%) = 4.89 Tc = K( .438)*1(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 9.224 min. 2.00 Year computed rainfall intensity = 1.911 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .587 Subarea runoff = 2.018(CFS) Total initial stream area = 1.80(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) Page 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.10 to Point/Station 34.00 *** *** CONFLUENCE OF MINOR STREAMS I ----- Compute Various Confluenced Flow Values ***____________________________ ------------------------------------------------ 2.00 Year computed rainfall intensity = 1.911 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 9.22 Rainfall intensity (in./hr/) = 1.91 Total flow area (Acres) = 1.80 Total runoff (CFS) at confluence point = 2.02 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)_______________________________ _______ -------------------------------------- 1 15.48 15.72 1.388 2 2.02 9.22 1.911 QSMX(1) = +1.000*1.000* 15.5) + .580*1.000* 2.0) = 16.651 QSMX(2) = +1.907* .587* 15.5) +1.000*1.000* 2.0) = 19.349 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 15.48 2.02 Possible confluenced flow values are: 16.65 19.35 Individual Stream Area values are: 26.90 1.80 Effective Total Area values are: 28.70 17.59 Computed confluence estimates are: File DSK9; DR2A. OUTC216, 03 printed on 06--Dec-89 10:05:23 Page 5 Runoff (CFS) = 1.9.35 Time(min.) = 9.22 17.59 Effective area as adjusted for time (Acr(Acres)• Total main stream study area (Acres) = 28.70 Total study area average pervious area fraction(AP) .. .981 Total study area average soil loss rate(FM) _ .803 •4• *... •4• f t f #. t f ..... + •4• •4• •d•. f .... *. •f ... •f• •f• #.. +.. •f•. k + •F• #..... k....... +. + + + + ++ +... f t 36.00process from Po:in�t-/citation 34.00 to Point/Station 3*** *** PIPF_FLOW TRAVEL TIME WROGRAM ESTIMATED SIZE) Upstream point elevation = 1.081.00(Ft.) Downstream point elevation = 1078.00(Ft.) Flow length = 350.00(Ft.) Mannings N = .013 No. of pipes = 1. Required pipe flow 19.349(CFS) Nearest Pipe Diameter = 24.000n.) Calculated Individual Pipe flow = 19.349(CFS) Normal flow depth in pipe = 18.21(In.) Flow top width inside pipe = 20.540n.) Velocity = 7.57(Ft/S) Travel time _ .77 min. TC = 9.99 min. ++++++++++++++++++++++++++++++......... •+++•a .............. .........+++++++ 6. 00 Process from Point/Station 34.00 to Point/Station 3*** *** CONFLUENCE OF MINOR STREAMS M~ 2.00 Year computed -rainfall -intensity = 1.821. In/Hr ALONG THE MAIN STREAM NUMBER: i The flow values used for the stream: 1 are: Time of concentration(min-) = 9.99 Rainfall. intensity (in./hr/) = 1.82 Total flow area (Acres) = 17.59 _ 19.35 Total runoff (CFS) at confluence point - Area averaged loss rate (FM) _ .803 Area averaged pervious ratio (AP) = .981 ..............++++++++++++++++++....•+++++++++++++++++.....++++++.........+ c5. 00 Process from Point/Station 36.1.0 to Point/Station 3*** *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal. Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil. (AMC 2) = 56.0 Adjusted SCS Curve Number for Max AMC 1 = 36.0 .616(Ire/Hr) loss rate(FM)_ Pervious ratio(AP) = .704 Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 250.00(Ft.) Upstream elevation = 1083.00(Ft.) Downstream elevation = 1078.0O(Ft.) il.e DSK9:DR2A.OUTC216,03 printed on 06 -Dec -"89 10:05:45 Facie 6 Elevation difference = 5.00(Ft. ) Slope = .02000 S(%) = 2.00- Tc .00Tr_ = K( . 438) *L' (l..ength^3) 3WElevation Change) 3^0. 2 Initial area time of concentration = 8.719 min.. 2.00 Year computed rainfall intensity =•. 1..977 In/Hr Effective Runoff Coefficient used for total area Q=CIA) is C = .597 Subarea runoff w .944(CFS) Total initial stream area = .800c.) pervious area fraction = .700 Initial area FM value = .666(ln/Hr) +++++++++++++-4 . . . . . . . . . . . . . . . . . . . . . .++++++++*+.++....++.+++++.+++¢++++...+...t.+..+ process from point/Station 36.1.0 to Point/Station 36.00 *** CONFLUENCE OF MINOR STREAMS **� ----------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** ------------------------------ ---- _------ 2.00 Year computed rainfall intensity = 1..977 In/Mr ALONG THE. MAIN STREAM NUMBER: 1. The flow values used for the stream: 2 are: Time of concentration (min.) = 8.72 Rainfall intensity tin. /hr/) = 1.98 Total flow area (Acres) = .80 Total runoff (CFS) at confluence point -- .94 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1. 19.35 9.99 1.821 2 .94 8.72 1.977 PSMX (1) = +•1.000*1.000* 19.3) + .881.*1.000* .9) _ 20.181 QSMX (2) _ +1.153* .872* 19.3) +1.000*1.000* a9? _ 20.400 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 1.9.35 .94 possible confluenced flow valises are: 20.18 20.40 Individual Stream Area values are:: 17.59 .90 Effective Total Area values are: 18.39 :16.14 Computed confluence estimates are: Runoff (CFS) = 20.40 Time (min. ) Effective area as adjusted for time 8.719 (Acres) =- 16.1.4 File DGK9:DR2A.0UT[216,0] printed on 06 -Dec -89 10:05:58 Page 7 Total ,in stream study area (Acres) = 18.39 Total study area average pervious area fraction(AP) = .969 Total study area average soil loss rate(FM) = .797 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.00 to Point/Station 37.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1078.00(Ft.) Downstream point elevation = 1068.50(Ft.) Flow length = 670.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 20.400(CFS) Nearest Pipe Diameter = 24.00(In.) Calculated Individual Pipe flow = 20.400(CFS) Normal flow depth in pipe = 15.61(In.) Flow top width inside pipe = 22.89(In,) Velocity = 9.43(Ft/S) Travel time = 1.18 min. TC = 9.90 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.00 to Point/Station 37.00 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 2~00 Year computed rainfall intensity = 1.831 In/H)- ALONG n/HrALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 9.90 Rainfall intensity (in./hr/) = 1.83 Total flow area (Acres) = 16.14 Total runoff (CFS) at confluence point = 20.40 Area averaged loss rate (FM) = .797 Area averaged pervious ratio (AP) = .969 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.10 to Point/Station 37.00 *** *** INITIAL AREA EVALUATION ----------------_----_-------------_-------------------_---------------_--- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1~000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 980.00(Ft.) Upstream elevation = 1081.00(Ft.) Downstream elevation = 1068.50(Ft.) Elevation difference = 12.50(Ft.) Slope = .01276 S(%) = 1.28 ile DSK9:DR2A.0UT[216,0] Printed on 06 -Dec -89 10:06:17 rage o Tc = K( .438)*[(Le»gth^3)/(Elevation Change) ]^0 .2 Initial area time of concentration = 16.475 min. 2,00 Year computed rainfall intensity = 1,349 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .456 Subarea runoff = 1.231(CFS) Total initial stream area = 2.00(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ .++++ 37 10 to Point/Station 37.00 Process from Point/Station . *** *** CONFLUENCE OF MINOR STREAMS ------------------------------- _________________________________________ ��� -------------------------------------------- 1349 In/Hr- ------------------------------- 2.00 Year computed rainfall intensity = . ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Tine of concentration(min-) = 16.48 Rainfall intensity (in./hr/) = 1.35 Total flow area (Acres) = 2.00 1 23 Total runoff (CFS) at confluence point = . Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++ 37 20 to Point/Station 37.00 Process from Point/Station . *** **� INITIAL AREA EVALUATION Decimal Fraction Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) . 56 0 SCS Curve Number for Soil(AMC 2) = Adjusted SCS Curve Number for AMC 1 = 36,0 761(In/Hr) Pervious ratio(AP). = 800 Max loss rate(FM)= . Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 760.000t.) .)0Q(Ft Upstream elevation = 1130 . Downstream elevation = 1068.50(Ft.) . .)50(Ft Elevation difference = 61 Q8092 Slope = ^ S(%) = 8.09th^3>/(Elevation Change)]^0.2 Tc = K( .469)*[(Leng = 11 013 min. Initial area time of concentration^ 1 718 In/Hr computed rainfall intensity = 2^00 Year C fficient used for total area . Effective Runoff oe (Q=CIA) is C = .502 Subarea runoff = 2.500(CFS) WOW.) Total initial stream area = . Pervious area fraction = .800 Initial area FM value = .761(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ 37 20 to Point/Station 37.00 Process from Point/Station . File DSKp:DR2A.OUT[216,0] Printed on 06 -Dec -89 10:06:33 page 9 *** *** CONFLUENCE OF MINOR STREAMS -------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** -------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1^718 I»/Hr ALONG THE MAIN STREAM NUMBER: 1 � The flow values used for the stream: 3 are: Time of concentration(nin.) = 11.01 Rainfall intensity (in./hr/) = 1.72 Total flow area (Acres) = 2.90 Total runoff (CFS) at confluence point = 2.50 Area averaged loss rate (FM) = .761 Area averaged pervious ratio (AP) = .800 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)____________________________ ---- --------- ----------------------------------------- 1 20.40 9.90 1.831 2 1.23 16.48 1.349 3 2.50 11.01 1.718 QSMX(1) = +1.000*1.000* 20.4) +1.705* .601* 1.2) +1.118* .899* 2.5) = 24.175 QSMX(2) = + .534*1.000* 20.4) +1�000*1.000* 1.2) + .615*1.000* 2.5) = 13.665 QSMX(3) = + .891*1.000* 20.4) +1.539* .668* 1.2) +1.000*1.000* 2.5) = 21.938 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 20.40 1.23 2.50 Possible confluenced flew values are: 24.17 13.66 21.94 Individual Stream Area values are: 16.14 2.00 2.90 Effective Total Area values are: 19.95 21.04 20.38 Computed confluence estimates are: Runoff(CFS) = 24.17 Tine(nin.) = 9.903 Effective area as adjusted for time (Acres) = 19.95 Total main stream study area (Acres) = 21.04 Total study area average pervious area fraction(AP) = .920 Total study area average soil loss rate(FM) = .779 �e rile DSKp:DR2A.0UT[21610] printed on 06 -Dec -89 10:06:47 yage +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++ P int/Station 37 00 to Point/Station 38^00 Process from o ^ *** *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE)_________ ___________________________________________________ ______________ Upstream point elevation = 1068.50(Ft.) Downstream point elevation = 1049.00(Ft.) Flow length = 380.00(Ft.) Mannings N = .013 No, of pipes = 1 Required pipe flow = 24.175(CFS) Nearest Pipe Diameter = 21.00(In.) Calculated Individual Pipe flow = 24.175(CFS) Normal flow depth in pipe = 12.62(In.) Flow top width inside pipe = 20.57(In.) Velocity = 16.01(Ft/S) Travel time = .40 min. TC = 10.30 min - ..................... in. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++ 37 00 to Point/Station 38.00 Process from Point/Station . *** *** CONFLUENCE OF MINOR STREAMS_________________________________________ ---------------------------------- -------------------- 1789 In/Hr-------------------------- ------------------------------ 2.00 Year computed rainfall intensity � . ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min-) = 10.30 Rainfall intensity (in./hr/) = 1.79 Total flow area (Acres} = 19^95 . 24 17 Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .779 Area averaged pervious ratio (AP) = .920 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++ 38 10 to Point/Station 38.00 Process from Point/Station ^ *** *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 761(In/Hr) Pervious ratio(AP) = .800 Max loss rate(FM)= . Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 700.00(Ft.) Upstream elevation = 1129.000t.) Downstream elevation = 1049.00(Ft.) 00(Ft.) Elevation difference = 80 . Slope = 11429 S(%) = 11.43 Tcop = K( ^ 469'~*[(Lengtb^3)/(Elevation Change) ]A@.2 Initial area time of concentration = 9.945 nin.. 1 827 In/Hr 2.00 Year computed rainfall intensity = Effective Runoff Coefficient used for total area (Q=CIA) is C = .525 Subarea runoff = 2.495(CFS) File DSK9:DR2A^OUT[216,0] printed on 06 -Dec -89 10:07:06 Page 11 Total initial stream area = 2.60(Ac.) Pervious area fraction = ~800 Initial area FM value = .761(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++f+++++++++++ Process from Point/Station 38,10 to Point/Station 38.00 *** *** CONFLUENCE OF MINOR STREAMS ---------------------------------------_--------------------_---------_---- 2.00 Year computed rainfall intensity = 1.827 I»/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 9.95 Rainfall intensity (in./hr/) = 1.83 Total flow area (Acres) = 2.60 Total runoff (CFS) at confluence point = 2.49 Area averaged loss rate (FM) = .761 Area averaged pervious ratio (AP) = .800 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.20 to Point/Station 38.30 *** �** INITIAL AREA EVALUATION Decimal Fraction Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2.5 AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .900 Max loss rate(FM)= .856(In/Hr) Subarea is RESIDENTIAL (2.5 AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1300.00(Ft.) Downstream elevation = 1078.00(Ft.) Elevation difference = 222.00(Ft.) Slope = .22200 S(%) = 22.20 Tc = K( .487)*[(Length^3)/(Elevation Change)]^Q.2 Initial area time of concentration = 10.429 min. 2,00 Year computed rainfall intensity = 1.775 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .466 Subarea runoff = 3.228(CFS) .)90<Ac Total initial stream area = 3 . Pervious area fraction = .900 Initial area FM value = .856(InyHr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.30 to Point/Station 38.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --- ----------- --------------------------------------------------------------- Upstrean Elevation = 1078.00(Ft.) Downstream Elevation = 1049.00(Ft.) Street Length = 410.00(Ft.) File DSK9: DR2A.0UTC216, 0] printed on 06 -Dec --89 10:07:26 Curb Height " 6. (In. ) Street Halfwidth = 18.00(Ft.) 00(Ft.) Distance From Crown to Crossfall Grade Break „020 Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line :=: 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1. 500 (Ft. ) Gutter hike from fl.owline Estimated mean flow rate at MIDPOINT of street :.3.932 (CFS} Depth of flow = .274(Ft.) Average Velocity = 4.494(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 8.97(Ft.) 1.23 Flow Velocity = 4.49(Ft/S) Depth*Velocity Travel time = 1..52 min. TC = 11..95 min. Adding Area Flow To Street 2.00 Year computed rainfall :intensity = 1.636. In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1..000 Decimal Fraction Soil Group C ` -000 .000 Decimal Fraction Sail Group D = RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil.(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 .666 (.T.n/1Ir ) Pervious ratio(AP) _ .700 Max loss rate(FM)= sed for area 0(CIA) is C = .461 Effective Runoff Coefficient u Subarea runoff f = .996 (CFS) for 1..70 (Ac. ) 4.225(CFS) Total area M 5. 60(Ac.} Total runoff = Area averaged FM value = .798(In/Hr) Depth of flow = .279(Ft.) Average Velocity = 4.584(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 9.22(Ft.) 1.26 Flow Velocity = 4.49(Ft/S) Depth*Velocity = Page 1. ++++++++++++++++++++++++++++++++++++++++++++++++..........++++++..........+ Process from Point/Station 38.30 to Point/Station 3***0 *** CONFLUENCE OF MINOR STREAMS *** Compute Various ConfluencedFlowValues r�***_________________-.._______---- -------------------------------------- ____ ______________ - r 2.00Y.�Year computed rainfall intensity = 1.636 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(min-) = 11.95 Rainfall intensity (in./hr/) = 1.64 File DSK9:DR2A.OUT[216,0] printed on 06 -Dec -89 10:07:41 Page 1,5 Total flow area (Acres) = 5,60 4 22 Total runoff (CFS) at confluence point = ^ Area averaged loss rate (FM) = .798 Area averaged pervious ratio (AP) = .839 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) -------------------------------------- 1 24.17 10.30 1.789 2 2.49 9.95 1.827 3 4.22 11.95 1.636 QSMX(1) = +1.000*1.000* 24.2) + .964*1.000* 2.5) +1.182* .862* 4.2> = 30.885 QSMX(2) = +1.038* .966* 24.2) +1.000*1.000* 2.5> +1.227* .832* 4.2) = 31.031 . QSMX(3) = + .849*1.000* 24.2) + .821*1.000* 2.5) +1.000*1.000* 4.2) = 26.791 . ^-�'`` '.+..Wi+" "n� time of concentration xazn`u11 ^"`=..~^`/ -._ - � used for 3 streams - Individual stream flow values are: 24.17 2.49 4.22 Possible confluenced flow values are: 30.89 31.03 26.79 Individual Stream Area values are: 19.95 2.60 5.60 Effective Total Area values are: 27.38 26.53 28.15 Computed confluence estimates are: Runoff(CFS) = 31.03 Time(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 9.945 (Acres) = 26.53 = 28.15 Total study area average pervious area fraction(AP) = .893 Total study area average soil loss rate(FM) = .781 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++ 38 00 to Point/Station 39.00 Process from Point/Statio»E (PROGRAM E *** *** PIPEFLOW TRAVEL TIM x ESTIMATED SIZE)_________________________________ --- -------------------------- --------- ____ Upstream point elevation = 1049.00(Ft.) Downstream point elevation = 1025.400t.) Flow length = 430.00(Ft.) Mannings N = ~013 No. of pipes = 1 Required pipe flow = 31.031(CFS) Nearest Pipe Diameter = 21.00(In.) ,'`-.`~+~a T"A�vidual Pipe flow = 31.031(CFS) Cul`"^a`~~ ^^~-'----- ' File DSK9:DR2A.0UT[216,0] Printed on 06 -Dec -89 10:07:54 Page 14 Normal flow depth in pipe = 14.67(In.) Flow top width inside pipe = 19.270n.> Velocity = 17.27(Ft/S) Travel time = .41 min. TC = 10.36 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.00 to Point/Station 39.00 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- --------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.783 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 10.36 Rainfall intensity (in./hr/) = 1.78 Total flow area (Acres) = 26.53 Total runoff (CFS) at confluence point = 31.03 Area averaged loss rate (FM) = .781 Area averaged pervious ratio (AP) = .893 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.10 to Point/Station 39.20 *** *** INITIAL AREA EVALUATION ---_---_-----_----------------------------_-------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 750.00(Ft.) Upstream elevation = 1083.00(Ft.) Downstream elevation = 1068.50(Ft.) Elevation difference = 14.50(Ft.) Slope = .01933 S(%) = 1.93 Tc = K( .438)*[(Length^3)/(EIevation Change)]^0.2 Initial area time of concentration = 13.622 min. 2.00 Year computed rainfall intensity = 1.513 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .504 Subarea runoff = 2.058(CFS) Total initial stream area = 2.70(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.20 to Point/Station 39.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1068.50(Ft.) Downstream Elevation = 1025.40(Ft.) wile DSK93DR2A-OUTr216,01 printed on 06 -Dec -99 10:09:1.0 Street Length - 800.00 (Ft. ) Curb Height - 8.(In.) Street Halfwidth = 20.00(Ft.) 00(Ft.) Distance From Crown to Crossfall. Grade Break � -'• Slope from Gutter to Grade Break (V/HZ.) =- .020 Slope from Grade Break to Crown (V/HZ) ._ .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property ling:: = 1.2.00(Ft. ) Slope from curb to property lire (V/HZ) = .020 Gutter width = 1. 500 (Ft. ) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = Depth of flow - .277(Ft.) Average Velocity = 3.970(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 9.120t.) Flow Velocity = 3.97(Ft/S) Depth*Velor..ity = 1,10 Travel time = 3.36 min. TC - 16.98 min. Adding Area Flow To Street 2.00 Year computed rainfall intensity - 1.325 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C - .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number- for AMC 1 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C Subarea runoff = 1.920(CFS) for 4.00(Ac.) 6.70(Ac.) Total runoff = 3.978(CFS) Total area w Area averaged FM value = .666(ln/Hr) Depth of flow - .285(Ft.) Average Velocity = 4.088(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 9.50(Ft.) Flow Velocity = 3.97(Ft/S) Depth*Velocity = 1..13 Fage :a ++++++++++++....++++++++++++++++++++++++....•++++.+++++•+....+++++++++++++++ Process from Point/Station 39.20 to Point/Station 3***0 *** CONFLUENCE OF MINOR STREAMS *** Compute Various C:onfluenced Flow Values *** ---------------------------- ---------------------------- _--..---------- .00 Year -computed rainfall intensity = 1.325 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration (min.) = 16.98 File DSK9:DR2A.0UT[216,0] printed on 06 -Dec -89 10:88:27 Page 16 Rainfall intensity (in./hr/) = 1,33 Total flow area (Acres) = 6.70 Total runoff (CFS) at confluence point = 3.98 Area averaged loss rate (FM) = ,666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS)(nin.)_(inch/hour)______________________________________ ------ 1 31.03 2 3.98 QSMX(1) = +1.000*1.000* 31.0) +1.693* .610* 4.0) = 35.140 QSMX(2) = + .543*1.000* 31.0) +1.000*1.000* 4.0) = 20.835 10.36 1.783 16.98 1.325 . ^-�'`` �.+~.��+" And time of concentration wazv/ull �"`="=^`/ ~.- '_- - used for 2 streams. Individual stream flow values are: 31.03 3.98 Possible confluenced flow values are: 35~14 20.84 Individual Stream Area values are: 26.53 6.7# Effective Total Area values are: 30.62 33.23 Computed confluence estimates are: Runoff(CFS) = 35.14 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 10.360 (Acres) = 30.62 = 33.23 Total study area average pervious area fraction(AP) = .854 Total study area average soil loss rate(FM) = .758 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.00 to Point/Station 40.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** ------------ -------- ------------------------------------------------------- Upstrean point elevation = 1025.40(Ft.) Downstream point elevation = 1015.30(Ft.) Flow length = 310.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 35.140(CFS) Nearest Pipe Diameter = 24.00(In.) Calculated Individual Pipe flow = 35.14@(CFS) Normal flow depth in pipe = 17.16(In.) Flow top width inside pipe = 21.67(In.) Velocity = 14.62(Ft/S) Travel time = .35 min. TC = 10.71 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.00 to Point/Station 40.00 File DSK9:DR2A^OUT[216,0] printed on 06 -Dec -89 10:08:43 Page 17 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 2,00 Year computed rainfall intensity = 1.747 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 10.71 Rainfall intensity (in./hr/) = 1.75 Total flow area (Acres) = 30.62 Total runoff (CFS) at confluence point = 35.14 Area averaged loss rate (FM) = .758 Area averaged pervious ratio (AP) = .854 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.10 to Point/Station 40.15 *** *** INITIAL AREA EVALUATION ------------- -------- ------------------------------------------------------ Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIBENTIAL(2 BU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1080.50(Ft.) Downstream elevation = 1025.40(Ft.) Elevation difference = 55.10(Ft.) Slope = .05510 S(%) = 5.51 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.395 min. 2.00 Year computed rainfall intensity = 1.601 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .526 Subarea runoff = 3.030(CFS) .6�(Ac.) Total initial stream area = 3.600c.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.15 to Point/Station 40.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** ------------ --------------------------------------------------------------- Upstream Elevation = 1025.40(Ft.) Downstream Elevation = .400t.) Street Length = 1015.30(Ft.) Curb Height = 8.M.) Street Halfwidth = 20^00(Ft^)Grade Break = 5 00(Ft^> Distance From Crown to Crossfa1l ra . Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 ile DSK% DR2A.0UTC216,01 printed on 06 -Dec -89 10:08:59 Distance from curb to property Lincs = 12 00 (Ft. ) Slope from curb to property line (V/H7_) _ .020 Gutter width = l.. 500 (Ft. ) Gutter hike from f'lowli.ne = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 3.114(C;1'=S) Depth of flow = .188(Ft.) Average Velocity = 10.920(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 4.63(Ft.) Flow Velocity = 10.92(Ft/S) Depth*Velocity 2.05 Travel time = 1.55 min. TC = 13.94 min. Adding Area Flow To Street 2.00 Year computed rainfall intensity = 1.491. In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) - 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(ln/Hr) The Area added to the existing stream causes a a lower flow rate of 0 = 2.825(GFS) therefore the upstream flow rate of 0 = 3.030(CFS) is being used. Effective Runoff Coefficient used for area (C2 -GIA) is C = .498 Subarea runoff .000(CFS) for .20(Ac.) Total runoff = 3.030(CFS) Total area 3.80(Ac.) Area averaged FM value; . 666 (In/Hr ) Depth of flow = .186(Ft.) Average Velocity = 10.849(Ft✓S) Streetflow Hydraulics at ENDPOINT of street travel. Halfstreet Flow Width = 4.56(Ft.) Flow Velocity = 10.92(Ft/S) Depth*Velocity - 2.03 Page 18 +++++++++++++.........++++++++++..++++++.+++++++++++..... ....++++++.....++ Process from Point/Station 40.15 to Point/Station 40.00 *** CONFLUENCE OF MINOR STREAMS *** ---2.00-Year-computed-rainfall intensity = 1.491 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 13.94 Rainfall intensity (in./hr/) = 1.49 Total flow area (Acres) = 3.80 Total runoff (CFS) at confluence point - 3.03 Area averaged loss rate (FM) = .666 File DSK9:DR2A.OUT[216,0] printed on 06 -Dec -89 10:09:16 rage ly Area averaged pervious ratio (AP) = .700 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++ 20 to Point/Station 40.30 from Point/Station 40. Process **� *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2.5 AC) SCS Curve Number for Soil(AMC 2) = 56.0 Number f AMC 1 = 36.0 Adjusted SCG Curve «n er or Pervious ratio(AP) = .900 Max loss rate(FM)= .856(In/Hr) Subarea is RESIDENTIAL (2.5 AC) Initial subarea flow length = 900.00(Ft.) Upstream elevation = 1300.00(Ft.) Downstream elevation = 1046.00(Ft.) Elevation difference = 254.00(Ft.) Slope = .28222 S(%) = 28.22 Tc = K( .487)*[(Length^0/01evation Change) ]^0.2 Initial area time of concentration = 9.530 min. 2.00 Year computed rainfall intensity = 1.874 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .489 Subarea runoff = 4.033(CFS) . .)40(Ac Total initial stream area = 4 Pervious area fraction = .900 Initial area FM value = .856(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.30 to Point/Station 40.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1046.00(Ft.) Downstream Elevation = 1015.300t.) Street Length = 470.00(Ft.) Curb Height = 6.0n.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.5000n.> Break = = .020 = .020 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .297(Ft.) Average Velocity = 4.723(Ft/S) 5.00(Ft.) '� . r .w ~+,ee+ travel 5.l78(CFS) Gtreetflow Hydraulics at nIwruIn/ ". '�-.-- Halfstreet Flow Width = 10.13(Ft.) 1 41 Flow Velocity = 4.72(Ft/S) Depth*Velocity = . ile DSK9:DR2A.0UT[216,0] printed on 06 -Dec -89 10:09:34 Travel time = 1.66 min. TC = 11.19 min. Adding Area Flow To Street v.,. -M "had ,"i"+"11 intensity = 1.702 In/Hr '.mo .r"' `"'`r~`^~ Decimal Fraction Soil Group A ^'''-��-- ' = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AQ 1.747 SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 1.651(CFS) for 2.50(Ac.) Total runoff = 5.684(CFS) Total area = Area averaged FM value = .787(In/Hr) Depth of flow = .305(Ft.) Average Velocity = 4.851(Ft/S) .666(In/Hr) is C = .484 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 10.49(Ft.) Flow Velocity = 4.72(Ft/S) Depth*Velocity = 1.44 6.90(AC .) rage so +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.30 to Point/Station 40.00 *** *** CONFLUENCE OF MINOR STREAMS *** Compute Various ConfluencedFlow -Values __***__________ -----------------------------_ 2.00 Year computed rainfall intensity = 1.702 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(nin.) = 11.19 Rainfall intensity (in./hr/) = 1.70 Total flow area (Acres) = 6.90 Total runoff (CFS) at confluence point = 5.68 Area averaged loss rate (FM) = .787 Area averaged pervious ratio (AP) = .828 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________ ________ ------------ 1 --------------------------------- 35.14 10.71 1.747 2 3.03 13.94 1.491 3 5.68 11.19 1.702 - QSMX(1) = +1.000*1.000* 35.1) +1.309* .768* 3.0) +1.049* .958* 5.7) = 43.898 QSMX(2) = :ile DSK9:DR2A.QUT[216,0] printed on 06 -Dec -89 10:09:48 + .742*1.000* 35.1) +1.000*1.000* 3.0) + .770*1.000* 5.7) = 33.467 QSMX(3) = + .955*1.000* 35.1) +1.255* .802* 3.0) +1.000*1.000* 5.7) = 42.280 Na intensity and time of concentration *"."^^ ^.'-��-- ' and used for 3 streams. Individual stream flow values are: 35.14 3.03 5.68 Possible confluenced flow values are: 43.90 33.47 42.28 Individual Stream Area values are: 30.62 3.80 6.90 Effective Total Area values are: 40.14 41.32 40.57 Computed confluence estimates are: Runoff(CFS) = 43.90 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 10.714 (Acres) = 40.14 = 41.32 Total study area average pervious area fraction(AP) = .835 Total study area average soil loss rate(FM) = .754 Page 21 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++ from Point/Station^ 40 00 to Point/Station 41.00 Process *** PIPEFLOW TRAVELTIME (pROGxAM ESTIMATED SIZE) *** _________________________________________________ ----------------------- Upstrean point elevation = 1015.30(Ft.) Downstream point elevation = 1007.00(Ft.) Flow length = 430.00(Ft^) Mannings N = 4^0138(CFS) No. of pipes = 1 Required pipe flow = 3.u, Nearest Pipe Diameter = 27.00(In.) Calculated Individual Pipe flow = 43.898(CFS) Normal flow depth in pipe = 22.64(In.) Flow top width inside pipe = 19.87(In.) Velocity = 12.32(Ft/S) Travel time = .58 min. TC = 11.30 min. ++++++++++++++++++++++++++++++++++++++++++++*` ++.+++++++++++++++++++++++++++4� 00 to Point/Station 41.00 Process from Point/Station . *** *** CONFLUENCE OF MAIN STREAMS --------------------------------- __________________________________________ ------------------------------------------------------- ----- ------------------- --FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.692 In/Hr The flow values used for the stream: 1 are: Time of concentration(min-) = 11.30 Rainfall intensity (in./hr/) = 1.69 Total flow area (Acres) = 40.14 . 43 90 Total runoff <CFS) at confluence point = 7ile DSK9:DR2A.OUT[216,0] Printed on 06 -Dec -89 10:10:03 Page 22 Area averaged loss rate (FM) = .754 Area averaged pervious ratio (AP) = .835 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.10 to Point/Station 41^20 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 940.00(Ft.) Upstream elevation = 1114.00(Ft.) Downstream elevation = 1015.30(Ft.) Elevation difference = 98.70(Ft.) Slope = .10500 S(%) = 10.50 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 10.629 min. 2.00 Year computed rainfall intensity = 1.755 In/H)- Effective n/HrEffective Runoff Coefficient used for total area (Q=CIA) is C = .559 Subarea runoff = 2.550(CFS) Total initial stream area = 2.60(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.20 to Point/Station 41.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1015.30(Ft.) Downstream Elevation = 1007.00(Ft.) Street Length = 430~00(Ft.) Curb Height = 8.(In.) Street Halfwidth = 20.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Ha1fstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = = .020 = .020 t 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .294(Ft.) Average Velocity = 2.537(Ft/S) 5.00(Ft.) 2.697(CFS) File DSK9:DR2A-OUTC216y01 printed on 06 -Dec -89 10:10:19 Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 9.96(Ft.) Flow Velocity = 2.54(Ft/S) Depth*Velocity := „7,5 Travel time = 2.52 min. TC = 13.45 mein. Adding Area Flow To Street 2.00 Year computed rainfall intensity = 1.524 Ire/Hr Decimal Fraction Soil Group A = „000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1. = 36.0 „666(In/Far) Pervious ratio(AP) = .700 Max loss rate(FM)-:: The Area added to the existing stream causes a a lower flow rate of 0 = 2„240(CFS) therefore the upstream flow rate of 0 = 2.550(C'.FS) is being Used. _ Effective Runoff Coefficient used for area {C�:=CIA) is Cs =- .507 Subarea runoff = .000(CFS) for •30(Ac.) '?.9G.}(Ac. ) Total runoff = 2.550(CFS) Total area = Area averaged FM value = .666(ln/Hr) Depth of flow = .290(Ft.) Average Velocity = 2.497(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel. Halfstreet Flow Width = 9.75(Ft.) Flow Velocity = 2.54(Ft/S) Depth*Velocity = .74 Page 23 ++++++..............+.++++++++++++++++++++¢++++.+++++++++.++++.....+++++++ Processfrom point/Station 41.20 to Point/Station 4***0 *** CONFLUENCE OF MAIN STREAMS FOL.LOWING�DATA �INSIDE �MAIN rSTREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.524 In/Hr The flow values used for the stream: 2 are: Time of concentration (man.) = 13.45 Rainfall intensity (in./hr/) = 1.J2 Total flow area (Acres) = 2.90 Total runoff (CFS) at confluence point 2.55 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 3 *+t+#+.........++tt++++.+................+............. ....+++++.......... Process from Point/Station 41.70 to Point/Station 4***0 *** INITIAL AREA EVALUATION 7ile DSK9:DR2A.OUT[216,0] printed on 06 -Dec -89 10:10:37 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)n- .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 450.00(Ft.) Upstream elevation = 1014.00(Ft.) Downstream elevation = 1007.00(Ft.) Elevation difference = 7.00(Ft.) Slope = .01556 S(%) = 1.56 Tc = K( .438)*[(Length^3)/(Elevation Change)310.2 Initial area time of concentration = 11.598 min - 2.00 Year computed rainfall intensity = 1.666 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .540 Subarea runoff = 1.350(CFS) 1 5�(Ac ) Total initial stream area = . . Pervious area fraction = .700 Initial area FM value = .666(In/Hr) Page 24 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.70 to Point/Station 41.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.666 In/Hr The flow values used for the stream: 3 are: Time of concentration(nin.) = 11.60 Rainfall intensity (in./hr/) = 1.67 Total flow area (Acres) = 1.50 Total runoff (CFS) at confluence point = 1.35 Area averaged loss rate (FM> = .666 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.30 to Point/Station 41.40 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2.5 AC) SCS Curve Number for SoiI(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .900 Max loss rate(FM)= .856(In/Hr) Subarea is RESIDENTIAL (2.5 AC) Initial subarea flow length = 1000~00(Ft.) File DSK9:DR2A~OUT[216,0] Printed on 06 -Dec -89 10:10:56 Upstream elevation = 1240.00(Ft.) Downstream elevation = 1012.00(Ft.) Elevation difference = 228.00(Ft.) 22800 S(%) = 22 80 Slope = ^ ^ ]^0 2 Tc = K( .487)*[(Length^3)/(Elevation Change)^ Initial area time of concentration = 10.374 min. 2.00 Year computed rainfall intensity = 1.781 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .468 Subarea runoff = 2.915(CFS) Total initial stream area = 3.50(Ac.) Pervious area fraction = .900 Initial area FM value = .856(In/Hr) rage ".J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++ 41.40 to Point/Station 41.00 Process from Point/Station TIME + ^UBAREA FLOW ADDITION *** *** STREET FLOW TRAVEL S ______________ ------------------------------------------------------------- Upstream Elevation = 1012.000t.) Downstream Elevation = 1007.00(Ft.) Street Length = 300.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18^00(Ft^) 5 00(Ft ) Distance From Crown to Crossfall . . Grade Break = Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft,) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 3.331(CFS) Depth of flow = .317(Ft.) Average Velocity = 2.556(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 11~10(Ft.) 81 Flow Velocity = 2.56(Ft/S) Depth*Velocity = . Travel time = 1.96 min. TC = 12.33 min. Adding Area Flow To Street 2.00 Year computed rainfall intensity = 1.606 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group B = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 666(In/Hr) Pervious ratio(AP) = .700 Max loss rate(FM)= ^ 444 E/ Coefficient used for area (Q=CIA) is C = . efective Runoff 294(CFS) for 1.00(Ac.) Subarea runoff = ^ 4 50(Ac > Total runoff = 3.209(CFS) Total area = . ^ Area averaged FM value = .813(In/Hr) .ile DSK9:DR2A.OUT[216,0] printed on 06 -Dec -89 10:11:12 Page 26 Depth of flow = .314(Ft.) Average Velocity = 2.529(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel HaIfstreet Flow Width = 10.94(Ft.) Flow Velocity = 2.56(Ft/S) Depth*Velocity = ^80 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.40 to Point/Statio» 41^00 **� *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.606 In/Hr The flow values used for the stream: 4 are: Time of concentration(nin.) = 12.33 Rainfall intensity (in./hr/) Total flow area (Acres) = 4.50 Total runoff (CFS) at confluence point = 3.21 Area averaged loss rate (FM) = .813 Area averaged pervious ratio (AP) = .856 Program is now starting with MAIN STREAM NO. 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.50to Point/Station 41.00 *** *** INITIAL AREA EVALUATION ------ ----_--------------_--_-------_--------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 830.00(Ft.) Upstream elevation = 1023.00(Ft.) Downstream elevation = 1007.00(Ft.) Elevation difference = 16.00(Ft.) Slope = .01928 S(%) = 1.93 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 13.351 min. 2.00 Year computed rainfall intensity = 1.531 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .565 Subarea runoff = 1.729(CFS) Total initial stream area = 2 .00(Ac .) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ File DSK9:DR2A.OUT[216,0] printed on 06 -Dec -89 10:11:27 Page 27 process from Point/Station 41,50 to Point/Station 41^00 *** *** CONFLUENCE OF MAIN STREAMS *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.531 In/Hr The flow values used for the stream: 5 are: Time of concentration(nin.) = 13.35 Rainfall intensity (in./hr/) = 1.53 Total flow area (Acres) = 2.00 Total runoff (CFS) at confluence point = 1.73 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 43.90 11.30 1.692 2 2.55 13.45 1.524 3 1.35 11.60 1.666 4 3.21 12.33 1.606 5 1.73 13.35 1.531 QSMX(1) = +1.000*1~000* 43.9) +1.196* .840* 2.6) +1~027* .974* 1.4> +1.110* .916* 3.2) +1.168* .846* 1.7) = 52.779 QSM%(2) = + .820*1.000* 43~9) +1.000*1~000* 2.6) + .858*1.000* 1.4) + .897*1.000* 3.2) + .993*1.000* 1.7) = 44.311 QSMX(3) = + .972*1.000* 43.9) +1.165* .862* 2.6) +1.0Q0*1~000* 1.4) +1.076* .941* 3.2) +1.140* .869* 1.7) = 51.523 QSMX(4) = + .908*1.000* 43.9) +1.095* .916* 2.6) + .940*1.000* 1.4) +1.000*1.000* 3.2> +1.078* .924* 1~7) = 48.598 QSMX(5) = + .828*1.000* 43.9) +1.008* .992* 2.6) + .865*1.000* 1.4) File DSK9:DR2A.0UT[216,0] printed on 06 -Dec -89 10:11:40 Page 28 + ,906*1.000* 3.2) +1.000*1.000* 1.7> = 44.692 Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 43.90 2.55 1.35 3.21 1.73 Possible confluenced flow values are: 52.78 44.31 51.52 48.60 44.69 Individual Stream Area values are: 40.14 2.90 1.50 4.50 2.00 Effective Total Area values are: 49.85 51.04 50.11 50.65 51.02 -------------- ------------------------------------------------------------- Computed confluence estimates are: Runoff(CFS) = 52.78 Tine(nin.) = 11.295 Effective area as adjusted for time (Acres) = 49.85 Total main stream study area (Acres) = 51.04 Total study area average pervious area fraction(AP) = .816 Total study area average soil loss rate(FM) = .745 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.00 to Point/Station 42.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstream point elevation = 1002.00(Ft.) Downstream point elevation = 1001.00(Ft.) Flow length = 100.000t.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 52.779(CFS) Nearest Pipe Diameter = 33.00(In.) Calculated Individual Pipe flow = 52~779(CFS) Normal flow depth in pipe = 27.00(In.) Flow top width inside pipe = 25.46(In.) Velocity = 10.15<FtyS) Travel time = .16 min. TC = 11.46 nin. 70 90(Ac ) End of computations, total study area = . . The following figures may be used for a unit hydrograph study of the sane area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .852 AREA AVERAGED SCS CURVE NUMBER = 60.9 ADJUSTED SCS CURVE NUMBER FOR AMC 1 = 40.9 DDDDDDDD DDDDDDDD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DDDDDDDD DDDDDDDD OOOOOO OOOOOO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO QO OO OO OO UU OOOOOO UU OOOOOO RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RR RR RR RR UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UL) UU UU UU UU UU UUUUUU UUUUUU 222222 222222 22 22 22 22 22 22 2222 2222 22 22 22 22 2222222222 2222222222 TTTTTTTTTT TTTTTTTTTT TT TT TT TT TT TT TT TT TT TT TT TT BBBBBBBB BBBBBBBB BB BB BB BB BB BB BB BB BBBBBBBB BBBBBBBB BB BB BB BB BB BB BB BB BBBBBBBB BBBBBBBB LPTSPL Version 3.1(108) running on OTC700 under AMOS/32 Version 1.0D(165)-3 File DSK9:DR2B.OUT[216,0] printed on Wednesday, December 6, 1989 10:12:01 AM Forms: NORMAL tile DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:12:01 Page 1 SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesign/CivilCadd, 1988 Rational Hydrology Study Date: 12- 6-89 . .. .. ... . ..... .. .. . . . . . ...~ ... . . .. ^ C.P. LANGE ENGINEERS ^ ^ 840-K West 9th Street ^ ^ Upland, California 91786 ^ ^ Telephone (714) 946-9919 ^ . .. . . .. . . ........ .. . . .. .. . . .. ~ . ... +++++++++++ PROJECT TITLE HEADING: +++++++++.+++++++++++++++++++++++++++++++++ TRACT 13694, FONTANA: RATIONAL METHOD FOR DEVELOPED SOUTHERLY SITE AREA. 2 -YEAR STORM USING REVISED TENTATIVE LAYOUT BY CP LANGE. FILE DR2B.OUT[216,0] GIC 9/28/89 JRC 12/6/89 --------------------------------- *SPECIFIED HYDROLOGY INFORMATION* 10.0 year storm 1 hour rainfall (Inches) = .880 100.0 year storm 1 hour rainfall (Inches) = 1.250 Computed rainfall intensity: (Inches) .6214 Storm year = 2.00 1 hour rainfall Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 1 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.00 to Point/Station 50.00 *** *** INITIAL AREA EVALUATION ------------- -------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 812(In/Hr> Pervious ratio(AP) = 1.000 Max loss rate(FM)= . Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 1000.000t.) Upstream elevation = 1540.00(Ft~) Downstream elevation = 1220.00(Ft.) Elevation difference = 320.00(Ft.) Slope = .32000 S(%) = 32.00 Tc = K( .706)*[(Length^00Elevation Change)]^0.2 Initial area time of concentration = 14.053 min. 2.00 Year computed rainfall intensity = 1.485 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .408 Subarea runoff = 3.632(CFS) 00(Ac.) Total initial stream area = 6 . Pervious area fraction = 1.000 Initial area FM value = .812(In/Hr) wile DSh9:DR2B.OUTC21610J printed on 06 -Dec• -89 1012:23 +++++++++++++++++++++++++++++++++++++++++++++++++++++++•+••+•+51+00++++++++•+•+++ Process from Point/Station 50.00 to i'oint/Static:,r7 * * *** IRREGULAR CHANNEL FLOW TRAVEL TIME ----------------------------------------------------------------- ***************IRREGULAR CHANNEL. INFORMATION*************** •-• Information Entered for Subchannel. Number 1 : point numbei.. "X" Coordinate "Y" Coordinate. 1 .00 20.00 n 50.00 .00 3 100.00 25.00 Mannings "N" Friction Factor = .035 Subchannel Slope(V/HZ) = .2000 ++++++++++++++++++++++++•+•+++++++++++++++++++++++++++•�+�}++++++++�++++++++s+ •+• Subchannel Flow = 3.631(CFS) Subchannel Flow Top Width Subchannel Flow Velocity= 6.927(Ft/S) Subchannel Flow Area = . 524 (Sq. Ft) Subchannel Froude Number = 2.485 ^~ Upstream point elevation = 1220.00(Ft.) Downstream point elevation = 1150.00(Ft.) Flow length = 350.00 (Ft. ) Travel time = .84 min. T[ - 14.90 min. Computed Irregular Channel Flow = 3.632(GFS) Irregular Channel Normal Depth Above Invert Elev. .483(Ft.) Average velocity of channel (s) = 6.93 (F•t:/S) _--------_..___-_.___--.---._- -•- +t+++++++++i•+.+•h++++++•4•++•4•+++i•++++++•M•+•++++++.++++++++•+++•4.-F.+++++++•0•++++++•+•.{.4. Process from Point/Station 50.00 to Point/Station 4***0 *** SUBAREA FLOW ADDITION X 11 intensity = 1.43.4 In/Hr 2.00 Year computed rain a Decimal Fraction Soil. Group A = .000 Decimal Fraction Soil Group B = 1-000 Decimal Fraction Soil Group C Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SGS Curve Number for soil(AMC 2) = 69.0 49.8 Adjusted SCS Curve Number for = 1.000 Max AMC 1 = loss rate(FM)= Pervious ratio(AP) Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 1.739(CFS) for 3.60(Ac.) Total runoff = 5.371 (CFS) Total area = Area averaged FM value = .812(In/Hr) .812 (In/Hr) is C = .390 9.60(Ac .) ++++++++++++++++++++++++++•++++++++++++++++++++++++++++++++++++++++•+•++++++++ Process from E'O1LOWtation TRAVEL TIMET+Opoint/Station J ADDITION ***0 *** V--GUTTE R File DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:12:43 Upstream Elevation = 1150.00(Ft,) Downstream Elevation = 1120.00(Ft.) Street Length = 295^00(Ft^) Curb Height = 2.00n.> Distance from curb to property line = 1.00(Ft.) Slope from curb to property line(V/HZ) = .000 Street Halfwidth = 6.00(Ft.) Street Crossfall slope (V/HZ) Total Width of V -Gutter in center of street = 20.00(Ft.) Interior "Z" Factor Slope of V -Gutter (HZ/V) = 20.000 Street flow on 2. side(s) of the street Estimated mean flow rate at MIDPOINT of street = 5.65(CFS) Depth of flow = .203(Ft.) Average Velocity = 6.865(Ft/S) Page 3 = .000 Streetflow/V-Gutter Hydraulics at MIDPOINT of street travel Depth from lowest invert elevation = .20(Ft.) Flow width of street to curb = .00(Ft.) Street Velocity = .00(Ft/S) Depth*Velocity = .00 V -Gutter Flow Width = 16.23(Ft.) V -Gutter Velocity = 6.87(Ft/S) Travel time = .72 min. TC = 15.61 min. Adding Area Flow To Street "-`- '~~..+~A ,"i"�"�� intensity = 1.394 In/Hr z.mw ,�"' `""p"`~~ '~^^'--- -��'-'-- ' Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soi1(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .800 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = .226(CFS) for 1.00(Ac.) Total runoff = 5.597(CFS) Total area = Area averaged FM value = .807(In/Hr) Depth of flow = .202(Ft.) Average Velocity = 6.848(Ft/S) .761(In/Hr) is C = .377 10.60(Ac .) Streetflow/V-Gutter Hydraulics at ENDPOINT of street travel Depth from lowest invert elevation = .20(Ft.) Flow width of street to curb = .00(Ft.) Street Velocity = .00(Ft/S) Depth*Velocity = .00 V -Gutter Flow Width = 16.17(Ft.) V -Gutter Velocity = 6.85(Ft/S) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.00 to Point/Station 52.00 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.394 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: 7ile DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:12:59 Page 4 Time of concentration(nin.) 15.61 Rainfall intensity (in./hr/) = 1.39 Total flow area (Acres) = 10.60 Total runoff (CFS) at confluence point = 5.60 Area averaged loss rate (FM) = ,807 Area averaged pervious ratio (AP) = .981 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.10 to Point/Station 52~00 *** *** INITIAL AREA EVALUATION ------ ---------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .8120n/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 870.00(Ft.) Upstream elevation = 1380.00(Ft.) Downstream elevation = 1120.00(Ft.) Elevation difference = 260.00(Ft.) Slope = .29885 S(%) = 29.89 Tc = K( .706)*[(Length^3)/(EIevation Change)]^0.2 Initial area time of concentration = 13.475 min. 2.00 Year computed rainfall intensity = 1.522 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .420 Subarea runoff = 3.581(CFS) Total initial stream area = 5.60(Ac.) Pervious area fraction = 1.000 Initial area FM value = .812(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.10 to Point/Station 52.00 *** *** CONFLUENCE OF MINOR STREAMS ---- --------- -------------------------------------------------------------- *** Compute Various Conflmenced Flow Values***____________________________ ---- --------- ----------------------------------- 2.00 Year computed rainfall intensity = 1.522 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.47 Rainfall intensity (in./hr/) = 1.52 Total flow area (Acres) = 5.60 Total runoff (CFS) at confluence point = 3.58 Area averaged loss rate (FM) = .812 Area averaged pervious ratio (AP) = 1.000 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:13:14 Page 5 --_-----_--------_----_------_-------------------------------_-------------_394 5 60 15.61 1 1 ^ ~ 3.58 13.47 1 522 2 ^ ^ QSMX(1) = +1.000*1.000* 5.6) + .819*1.000* 3.6) = 8.529 QSMX(2) = +1.219* .863* 5.6) +1.000*1.000* 3.6) = 9.471 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 5.60 3.58 o-sib�p confluenced flow values are: ^- --' -- 8.53 9.47 Individual Stream Area values are: 10.60 5.60 Effective Total Area values are: 16.20 14.75 Computed confluence estimates are: Runoff(CFS) = 9.47 Tine(nin~) Effective area as adjusted for time Total main stream study area (Acres) = 13.475 (Acres) = 14.75 = 16.20 Total study area average pervious area fraction(AP) = .988 Total study area average soil loss rate(FM) = .809 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.00 to Point/Station 53.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** ---- ----------------------------------------------------------------------- Upstrean point elevation = 1120.00(Ft.) Downstream point elevation = 1085.30(Ft.) = Flow length = 400.00(Ft.) Mannings N .013 No. of pipes = 1 Required pipe flow = 9.471(CFS) Nearest Pipe Diameter = 12.00(In.) Calculated Individual Pipe flow = 9.471(CFS) Normal flow depth in pipe = 8.92(In.) Flow top width inside pipe = 10.49(In.) Velocity = 15.12(Ft/S) Travel time = .44 min. TC = 13.92 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.00 to Point/Station 53.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.493 In/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) = 13.92 Rainfall intensity (in./hr/) = 1.49 File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:13:2v '"y= " area (Acres) = 14 75 Total flow ar ^ p 47 Total runoff (CFS) at confluence point = ^ Area averaged loss rate (FM) = .809 Area averaged pervious ratio (AP) = ,988 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.10 to Point/Station 53.00 *** *** INITIAL AREA EVALUATION ------------------------------ ------------------------------------------------------ Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2.5 AQ SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 856(In/Hr) Pervious ratio(AP) = .900 Max loss rate(FM>= . Subarea is RESIDENTIAL (2.5 AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1210.00(Ft.) Downstream elevation = 1085.30(Ft.) Elevation difference = 124.70(Ft.) Slope = .12470 S(%) = 12.47 Tc = K( .487)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.705 min. 2.00 Year computed rainfall intensity = 1.657 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .435 ' Subarea runoff = 1.658(CFS) .>30(Ac Total initial stream area = 2 . Pervious area fraction = .900 Initial area FM value = .856(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.10 to Point/Station 53.00 *** Process CONFLUENCE OF MAIN STREAMS FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.657 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 11.70 Rainfall intensity (in./hr/) = 1.66 Total flow area (Acres) = 2.30 Total runoff (CFS) at confluence point = 1.66 Area averaged loss rate (FM) = .856 Area averaged pervious ratio (AP) = .900 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.70 to Point/Station 53.60 File DSK9:DR2B.OUT[216,8] printed on 06 -Dec -89 10:13:47 Page'7 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .800 Max loss rate(FM)= .761(In/Hr) Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 950.00(Ft.) Upstream elevation = 1099.50(Ft.) Downstream elevation = 1087.30(Ft.) Elevation difference = 12.20(Ft.) Slope = .01284 S(%) = 1.28 Tc = K( .469)*[(Length^3)/(Elevation Change)3^0.2 Initial area time of concentration = 17.399 min. 2.00 Year computed rainfall intensity = 1.306 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = ,376 Subarea runoff = 2.945(CFS) Total initial stream area = 6.00(Ac.) Pervious area fraction = .800 Initial area FM value = .761(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.60 to Point/Station 53.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1087.30(Ft.) Downstream Elevation = 1085.30(Ft.) Street Length = 320.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In~) Break = 5.00(Ft.) = .020 = .020 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 3.411(CFS) Depth of flow = .364(Ft.) Average Velocity = 1.811(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 13.46(Ft.) Flow Velocity = 1.81(Ft/S) Depth*Velocity = .66 Travel time = 2.95 min. TC = 20.34 min. Adding Area Flow To Street File DSK 9:DR2B.0UTC216,03 printed on 06--Dec-89 10:14:04 t• d ra 'z n f 11 intensity = 1. lag In/H)- 2.00 Tear comp, Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1..000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil (AMC 2) 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio (AF') = .700 Max loss rate (FM) = Effective Runoff Coefficient used for area (( =CIA) Subarea runoff = .263(CFS) for 1.90 (Ar... ) Total runoff = 3.208(CFS) Total area Area averaged FM value = .738(ln/Hr) Depth of flow = .358(Ft.) Average Velocity = 1.780(Ft/S) .666(In/Hr) is C _. .342 7.90(Ac .) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 13.16(Ft.) Flow Velocity = 1.81(Ft/S) Depth*Velor.ity = .65 Page 8 ++++++++++++..... ...............++++++++++++++++++++++++++++++...........+ Process from Point/Station 53.60 to Point/Station 53.00 *** CONFLUENCE OF MAIN STREAMS FOLLOWING �DATA �INSIDE �MAIN STREAM ARE CALCULATED 2.00 Year competed rainfall intensity = 1.1.89 In/Hr- The flow values used for the stream: 3 are: Time of concentration (min.) = 20.34 Rainfall intensity (in./hr/) = 1.19 Total flow area (Acres) = 7.90 Total runoff (GFS) at confluence point - 3.21 Area averaged loss rate (FM) = .738 Area averaged pervious ratio (AP) = .776 Program is now starting with MAIN STREAM NO. 4 Process from Point/Station 53.30 to Point/Static'' 53.00 *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1..000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 810.00(Ft.) Upstream elevation = 1128.00(Ft.) Downstream elevation = 1085.30(Ft.) .666(Tn/Hr) ile DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:14:19 Page 9 Elevation difference = 42.70(Ft.) 05272 S(%) = 5 27 Slope = ^ ^ Tc = K( .438)*[(Length^3)/(Elevation Change)]^0 ^2 Initial area time of concentration= 11,494 min, 2.00 Year computed rainfall intensity = 1^675 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .542 Subarea runoff = 1.726(CFS) Total initial stream area = 1.90(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++ 53 60 to Point/Gtation 53.00 Process from Point/Station , *�* *** CONFLUENCE OF MAIN STREAMS --------------------------------��__________________________________________ ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.675 In/Hr The flow values used for the stream: 4 are.- Time re:Tine of concentration(nin.) = 11.49 Rainfall intensity (in./hr/) = 1.67 Total flow area (Acres) = 1^90 1.73 Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++ 53 50 to Point/Station 53.60 Process from Point/Station . *** **� INITIAL AREA EVALUATION_____________________________________________ --------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 666(In/Hr) Pervious ratio(AP) = .700 Max loss rate(FM)= . Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 980.00(Ft.) Upstream elevation = 1100.00(Ft.) Downstream elevation =1087.30(Ft.) Elevation difference = 12.70(Ft.) Slope =01296 S(%) = 1.30 ^ Tc = K( 438'^*[(Length^3)/(Elevation Change)]^0.2 = 16 423 min. Initial area time of concentration. 1 352 In/Hr ^^^`--- area rainfall intensity = . 2 00 Year computed Effective Runoff Coefficient used for total area (Q=CIA) is C = ~457 Subarea runoff = 2.718(CFS) 40(Ac.) Total initial stream area = 4 ~ Pervious area fraction = .700 File DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:14:35 ' a FM value = Initial are ,666(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++ 3.00 Point/Station 53 60 to Point/Station 5 process from^ *** *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ---------------- ------------------------------------------------------------- Upstream Elevation = 1087.30(Ft.) Downstream Elevation = 1085.30(Ft.) Street Length = 320.000t.) Curb Height = 6 -(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline Break = = .020 = .020 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .354(Ft.) Average Velocity = 1.755(Ft/S) 5.00(Ft.) 3.058(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 12.93(Ft^) 62 Flow Velocity = 1.76(Ft/S) Depth*Velocity = . Travel time = 3.04 min. TC = 19~46 min. Adding Area Flow To Street - ^^ --'.5``1 i"+en��+v = 1.221 In/Hr 2.00 Year computed /*^"`"^^ A ._-, = Decimal Fraction Soil Group .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = .032(CFS) for 1.10(Ac.) Total runoff = 2.750(CFS) Total area = Area averaged FM value = .666(In/Hr) Depth of flow = .344(Ft.) Average Velocity = 1.703(Ft/S) .666(In/Hr) is C = .409 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 12.43(Ft.) Dth*Veloc60 = -- Flow Velocity = 1.76(Ft/S) ep ity . 5.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++ 53 6Q to Point/Station 53.00 Process from Point/Station . *** *** CONFLUENCE OF MAIN STREAMS File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:14:51 Page 11 *** Compute Various Confluenced Flow Values ***____________________________ ------------------------------------------------ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.221 In/Hr The flow values used for the stream: 5 are: Time of concentration(nin.) = 19,46 Rainfall intensity (in./hr/) = 1.22 Total flow area (Acres) = 5.50 Total runoff (CFS) at confluence point = 2.75 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Numbpr (CFS) (min.) (inch/hour) 1 9.47 2 1.66 3 3.21 4 1.73 5 2.75 QSMX(1) = +1.000*1.000* + .796*1.000* +1.674* .684* + .820*1.000* +1.490* .715* = 18.811 QSMX(2) = +1.239* .841* +1.000*1.000* +2.036* .575* + .982*1.000* +1.784* .601* = 19.930 Q9MX(3) = + .555*1.000* + .416*1.000* +1.000*1.000* + .519*1.000* + .942*1.000* = 12.645 QSMX(4) = +1.265* .826* +1.023* .982* +2.077* .565* +1.000*1.000* +1.817* .591* = 20.003 QSMX(5) = + .602*1.000* + .456*1.000* +1.071* .957* + .550*1.000* +1.000*1.000* 13.92 1.493 11.70 1.657 20.34 1.189 11.49 1.675 19.46 1.221 9.5> 1.7) 3.2) 1~7) 2.8) 9.5) 1.7) 3.2) 1.7) 2.8) 9.5) 1.7) 3.2) 1.7) 2.8) 9.5) 1.7) 3.2) 1.7) 2.8) 9.5) 1.7) 3.2) 1.7) 2.8) File DSK9:DR2B.6UT[216,0] Printed on 06 -Dec -89 10:11:0� = 13.449 Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 9.47 1.66 3.21 1.73 2.75 Possible confluenced flow values are: 18.81 19.93 12.65 20.00 13.45 Individual Stream Area values are: 14.75 2.30 7.90 1.90 5.50 Effective Total Area values are: 24 05 32 01 . 28.29 24.46 32.35 . Computed confluence estimates are: Runoff(CFS) = 20.00 Tine(nin.) = 11.494 ^ 24 05 Effective area as adjusted for time (Acres) = Total main stream study area (Acres) = 32.35 Total study area average pervious area fraction(AP) = .864 Total study area average soil loss rate(FM) = .762 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++ process from point/Station ^ 53 00 to Point/Station 54.00 *** PIPEFLOW TRAVELTIME (PROGRAM ESTIMATED SIZE) �------------------------------� *** _________ ________________________________________ Upstream point elevation = 1085.30(Ft.) Downstream point elevation = 1072.50(Ft.) ow» 260 00(Ft ) Mannings N = .013 Flow length = ^ ^ No of pipes = 1 Required pipe flow = Nearest 20003(CFS) .rest Pipe Diameter = 18.00n.> Calculated Individual Pipe flow = 2Q.003(CFS) Normal floww depth in pipe 12.84(In.) .)28(In Flow top width inside pipe = 16 . Velocity = 14^83(Ft/S) TC = 11 7q nin Travel time = .29 min. . ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++ 54 00 to Point/Station 55.00 proc *** PIPEFLOW TRAVEL TIME from point/Station ^ E (pROGwAM ESTIMATED SIZE) *** _________________________________________ -------------------------- _______ Upstream point elevation = 1072.50(Ft.) Downstream point elevation = 1055.50(Ft.) ow» 32Q 0�(Ft ) Mannings N = .013 Flow length = ^ ^ No. 20003(CFS) pipes = 1 Required pipe flow = of . Nearest P ipe Diameter = 18.00In.) Calculated Individual pipe flow = 2 0.003(CFS) . .>47(In Normal flow depth in pipe = 12 Flow top width inside pipe = 16.61(In.) Velocity = 15^31(Ft/S) 12 13 nin Travel time = .35 min. TC = . . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 7ile DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:15:19 Page 13 Process from Point/Station 54.00 to Point/Station 55.00 *** CONFLUENCE OF MINOR STREAMS *** -----------_------_-----------------_--------------------------------------- 2,00 Year computed rainfall intensity = 1.621 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 12.13 Rainfall intensity (in./hr/) = 1.62 Total flow area (Acres) = 24.05 Total runoff (CFS) at confluence point 20.00 Area averaged loss rate (FM) = .762 Area averaged pervious ratio (AP) = .864 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.10 to Point/Station 55.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 820.00(Ft.) Upstream elevation = 1086.00(Ft.) Downstream elevation = 1055.50(Ft.) Elevation difference = 30.50(Ft.) Slope = .03720 S(%) = 3.72 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.385 min. 2.00 Year computed rainfall intensity = 1.601 Effective Runoff Coefficient used for total area (Q=CIA) is C = .526 Subarea runoff = 1.937(CFS) Total initial stream area = 2.300c.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) In/Hr +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 55.10 to Point/Station 55.00 *** *** CONFLUENCE OF MINOR STREAMS ---- ---------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.601 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of coocentration(nin.) = 12.39 Rainfall intensity (in./hr/) = 1.60 Total flow area (Acres) = 2.30 File DSK9:DR2B.OUT[216,8] printed on 06 -Dec -89 10:15:38 Page z� Total runoff WFS) at confluence point = 1.94 Area averaged loss rate (FM) = ,666 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.20 to Point/Station 55.00 *** INITIAL AREA EVALUATION *�* Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 740.00(Ft.) Upstream elevation = 1083.50(Ft.) Downstream elevation = 1055.50(Ft.) Elevation difference = 28.00(Ft.) Slope = .03784 S(%) = 3.78 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.846 min. 2.00 Year computed rainfall intensity = 1.645 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .536 Subarea runoff = 3.085(CFS) Total initial stream area = 3.50(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.20 to Point/Station 55.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.645 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(nin.) = 11.85 Rainfall intensity (in./hr/) = 1.64 Total flow area (Acres) = 3.50 Total runoff (CFS) at confluence point = 3.08 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: ' Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 20.00 12.13 1.621 2 1.94 12.39 1.601 .ile DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:15:57 3 3.08 QSMX(1) = +1.000*1.000* +1.021* .980* + .976*1.000* = 24.952 QSMX(2) = + .977*1.000* +1.000*1.000* + .956*1.000* = 24.429 QSMX(3) = +1.027* .976* +1.046* .956* +1.000*1.000* = 25.087 11.85 1.645 20.0) 1.9) 3.1) 20.0) 1.9) 3.1) 20.0) 1.9> 3.1) , ^��+~""..H. time of concentration Rainfall intens/ used for 3 streams. Individual stream flow values are: 20.00 1.94 3.08 Possible confluenced flow values are: 24.95 24.43 25.09 Individual Stream Area values are: 24.05 2.30 3.50 Effective Total Area values are: 29.81 29.85 29.18 Computed confluence estimates are: Runoff(CFS) = 25.09 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 11.846 (Acres) = 29.18 = 29.85 Total study area average pervious area fraction(AP) = .832 Total study area average soil loss rate(FM) = ./*3 Page lb ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 55 00 to Point/Station 56.00 Process from point/Station ^TIMATED SIZE) *** *** PIPEFLOW TRAVEL TIME (PROGRAM ES ____________________ -- _____________________ -------------------- upstream point elevation = 1055.50(Ft.) Downstream point elevation = 1044.60(pt^)N = 013 Flow length = 870.000t.) Mannings 2^a. 087(CFS) ^ No of pipes = 1 Required pipe flow = Nearest2400(In) ^ ^Pipe Diameter = 25 0g7(CFS) Calculated Individual Pipe flow = . Normal flow depth in pipe = 19.45(In.) Flow top width inside pipe = 18.81(In.) Velocity = 9^19(Ft/S) 13 42 nin Travel time = 1.58 min. TC = . . ...................................... 55 00 to Point/Station 56.00 Process from Point/Station . *** *�* CONFLUENCE OF MAIN STREAMS__________________________________________ --_--------------_--------------_------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED ------------------------------- File DSK9:DR2B.OUTC216,03 printed on 06--Dec-439 10:16:13 2.00 Year computed rainfall intensity µ 1.526 In/Hr The flow values used for the stream: 1 are: Time of concentration(min.) 1.3.42 Rainfall intensity (in. /hr/) 1.53 Total flow area (Acres) = 29.18 Total runoff (CFS) at confluence point - 25.09 Area averaged Joss rate (FM) = .743 Area averaged pervious ratio (AP) = .832 Program is now starting with MAIN STREAM NO. 2 Page 16 +•+• f++++•+••+•+•+•+++++++•++•+•++++++•+•++++f •+•+•+•+++++f+++•+•+++++++f •+•+•+• f• f++•+•+f f f f + +•+++f f + Process from Point/Station 56.1.0 to Point/Station 56.00 *** INITIAL AREA EVALUATION *'* ---------------------------------------------------------------------------- Decimal Fraction Sail Group A : .000 Decimal Fraction Soil Group D = 1..000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D : .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) - 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 850.00(Ft.) Upstream elevation = 1050.50(Ft.) Downstream elevation = 1044.60(Ft.) Elevation difference = 5.90(Ft.) Slope = .00694 S(%) = .69 Tc = K( . 438) *E (Length^•3) AW(Elevation Change) 7^0. 2 Initial area time of concentration = 17.577 min. 2.00 Year computed rainfall intensity = 1.298 In/Hr Effective Runoff Coefficient used for total area (t1=CIA) is C = .439 Subarea runoff = 2.675(CFS) Total initial stream area = 4.70(Ac.) Pervious area fraction = .700 Initial area FM value w .666(In/Hr) ++++.+++++++++•+++++++++++++++++++•+•+++•+•++•+•+++++++++•+++++++++.+++•+•+.+++++++++ Process from Point/Station 56.10 to Point/Station 56.00 *** CONFLUENCE OF MINOR STREAMS *** ---------------------------------------------------------------------------- +--2.00 Year computed rainfall intensity = 1.298 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(min.) = 17.58 Rainfall intensity (in./hr/) = 1.30 Total flow area (Acres) = 4.70 Total runoff (CFS) at confluence point - 2.68 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 File DSK9:DR2B.0UTE216,07 printed on 06 -Dec -89 10:16:28 Page t. .+....+++.++++++++++++++++.++++++++++++++++.++.... •.. +.....+......+++++. +++ Process from point/Station 56.20 to Point/Station 56-00 *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal. Fraction Soil Group C = .000 Decimal Fraction Soil ("croup D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 � hhh {Ire/i{r ) Pervious ratio (AF') = .700 Max loss rate (FM) _ Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 1040.00(Ft. ) Upstream elevation = 1056.50(Ft.) Downstream elevation = 1044.60(Ft.) Elevation difference = 11.90(Ft. ) Slope = .011.44 S(%) = 1.14 Tc = K( .438)*C(Length^3)/(Elevation Change)?^0.2 Initial area time of concentration = 1.7.242 min. 2.00 Year computed rainfall intensity = 1.313 In/Hr Effective Runoff Coefficient used for total area (C3=GIA) is C = .444 Subarea runoff = 2.856(CFS) Total initial stream area = 4. 90(Ar..) Pervious area fraction = .700 Initial area FM value = .666(in/Hr) +++++++++++++*++++.++++++++++++++++++++.+++.+.++++.++++++.+++++++++.... .+.... processfrom point/Station 56.20 to point/Station 56.00 *** CONFLUENCE OF MINOR STREAMS *** Compute Various Confluenced-Flow _Values �^^***yT______---_---___.___-----.--- _..-_:2.00-Year-computed-rainfall intensity = 1.31.3 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(min-) = 17.24 Rainfall intensity (in./hr/) = 1.31 Total flow area (Acres) = 4.90 Total runoff (CFS) at confluence point - 2.86 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = ,.700 Confluence information: Stream runoff Time Intensity Number (CFS)_____(min.-----(min.) (inch/hour) _________________._____.________.__._.__________ 1 2.68 17.58 1.:98 2 2.86 17.24 1..313 QSMX(1) = +1.000*1.000* 2.7) + .977*1.000* 2.9) 5.465 File DSK9:DR2B.0UT[216'0] printed on 06 -Dec -89 10:16z47 QSMX(2) = +1.024* .981* 2.7) +1.000*1.000* 2.9) = 5.543 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 2.68 2.86 Possible confluenced flow values are: 5.46 5.54 Individual Stream Area values are.- 4.70 re:4.70 4.90 Effective Total Area values are: 9.60 9.51 Computed confluence estimates are: Runoff(CFS) = 5.54 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 17.242 (Acres) = 9.51 = 9.60 Total study area average pervious area fraction(AP) = .700 Total study area average soil loss rate(FM) = .666 Page 18 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.20 to Point/Station 56.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.313 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 17.24 Rainfall intensity (in./hr/) = 1.31 Total flow area (Acres) = 9.51 Total runoff (CFS) at confluence point = 5.54 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS} (min.) (inch/hour) ____________________________________________________________________________ 1 25.09 13.42 1.526 2 5.54 17.24 1.313 QGMX(1) = +1.000*1.000* 25.1) +1.329* .779* 5.5) = 30.820 QSMX(2) = + .728*1.000* 25.1) +1.000*1.000* 5.5) = 23.810 Rainfall intensity and time of concentration rile DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:16:58 Page 19 used for 2 MAIN streams. Individual stream flow values are.- 25.09 re:25.09 5.54 Possible confluenced flow values are: 30.82 23.81 Individual Stream Area values are: 29.18 9.51 Effective Total Area values are: 36.5938.69________________________________________________________ Computed conflvence confluence estinates are: Runoff(CFS) = 30.82 Tine(nin.) = 13.424 Effective area as adjusted for time (Acres) = 36.59 Total main stream study area (Acres) = 38.69 Total study area average pervious area fraction(AP) = .800 Total study area average soil loss rate(FM) = .724 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.00 to Point/Station 57.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** ----- ----------------- ----------------------------------------------------- Upstrean point elevation = 1044.60(Ft.) Downstream point elevation = 1043.50(Ft.) Flow length = 200.000t.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 30.820(CFS) Nearest Pipe Diameter = 30.00(In.) Calculated Individual Pipe flow = 30J20(CFS) Normal flow depth in pipe = 24.94(In.) Flow top width inside pipe = 22.47(In.) Velocity = 7.06(Ft/S) Travel time = .47 min. TC = 13.90 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.00 to Point/Station 57.00 *** *** CONFLUENCE OF MAIN STREAMS FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.495 In/Hr The flow values used for the stream: 1 are: Time of concentration(min.) = 13.90 Rainfall intensity (in./hr/) = 1.49 Total flow area (Acres) = 36.59 Total runoff (CFS) at confluence point = 30.82 Area averaged loss rate (FM) = .724 Area averaged pervious ratio (AP) = .800 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.10 to Point/Station 56.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- 7ile DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:17:17 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= ,666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 1030.00(Ft.) Upstream elevation = 1054.50(Ft.) Downstream elevation = 1044.60(Ft.) Elevation difference = 9.90(Ft.) Slope = .00961 S(%) = .96 Tc = K( .438)*[(Length^3)/(Elevation Change)]10.2 Initial area time of concentration = 17.785 min. 2.00 Year computed rainfall intensity = 1.289 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .435 Subarea runoff = 2.581(CFS) Total initial stream area = 4.60(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) Page 20 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.00 to Point/Station 57.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** ------------- -------------------------------------------------------------- Upstream Elevation = 1044.30(Ft.) Downstream Elevation = 1043.60(Ft.) Street Length = 200.00(Ft.) Curb Height = 8.(In.) Street Halfwidth = 20.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 5.00(Ft.) = .020 = .020 1 12.Q0(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 2.609(CFS) Depth of flow = .366(Ft.) Average Velocity = 1.363(Ft/6) Streetflow, Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 13.57(Ft.) Flow Velocity = 1.36(Ft/S) Depth*Velocity = .50 Travel time = 2.44 min. TC = 20.23 min. Adding Area Flow To Street 2.00 Year computed rainfall intensity = 1.193 In/Hr Decimal Fraction Soil Group A = .000 File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:17:35 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .095(In/Hr) The Area added to the existing stream causes a a lower flow rate of Q = 2.283(CFS) therefore the upstream flow rate of Q = 2.581(CFS) is being used. Effective Runoff Coefficient used for area (Q=CIA) is C = ^407 Subarea runoff = .000(CFS) for .10(Ac.) Total runoff = 2.581(CFS) Total area = 4.70(Ac.) Area averaged FM value = .653(In/Hr) Depth of flow = .365(Ft.) Average Velocity = 1.358(Ft/S) 8treetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 13.52(Ft.) Flow Velocity = 1.36(Ft/S) Depth*VeIocity = .50 Page 21 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.00 to Point/Station 57.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.193 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(nin~) = 20.23 Rainfall intensity (in./hr/) = 1.19 Total flow area (Acres) = 4.70 Total runoff (CFS) at confluence point = 2.58 Area averaged loss rate (FM) = .653 Area averaged pervious ratio (AP) = .687 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.20 to Point/Station 57.00 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- DecinaI Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .095(In/Hr) Subarea is COMMERCIAL Initial subarea flow length = 400.00(Ft.) Upstream elevation = 1049.00(Ft.) Downstream elevation = 1043.60(Ft.) File DSK9:DR2B.OUT[216,0] Printed on 06 -Dec -89 10:17:51 ragc 4^ Elevation difference = 5.40(Ft.) 01350 S(%) = 1 35 Slope = ^ , Tc = K( .304)*[(LenQth^3)/(Elevation Change)]^0.2 Initial area time of concentration = 7.900 min. 2,00 Year computed rainfall intensity = 2.097 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .859 Subarea runoff = .901(CFS) Total initial stream area = .500c.> Pervious area fraction = .100 Initial area FM value = .095(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.20 to Point/Station 57.00 *** .** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values__***____________________________ ---------------------------------------- --- 2.097 In/Hr 2.00 Year computed rainfall intensity = ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(nin.) = 7.90 Rainfall intensity (in./hr/) = 2.10 Total flow area (Acres) = .50 Total runoff (CFS) at confluence point = .90 Area averaged loss rate (FM) = .095 Area averaged pervious ratio (AP) = .100 Confluence information: Stream runoff Time Intensity Nunber (CFS) (min.) (inch/hour)_____________________ --------_-----------------------_---_-_________________ 1 2.58 20.23 1.193 2 .90 7.90 2.097 QSMX(1) = +1.000*1.000* 2.6) + .548*1.000* .9) = 3.075 QSMX(2) = +2.676* .391* 2.6) +1.000*1.000* .9> = 3.598 . ^-�'`` '.+~.~�+" "o� time of concentration Rainfall ^.`="=^`/ .._ '-- � used for 2 streams. Individual stream flow values are: 2.58 .90 Possible confluenced flow values are: 3.07 3.60 Individual Stream Area values are: 4.70 .50 Effective Total Area values are: 5.20 2.34 Computed confluence estimates are: Runoff(CFS) = 3.60 Tine(nin.) Effective area as adjusted for time = 7.900 (Acres) = 2.34 File DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:18:07 Total main stream study area (Acres) = 5.20 Total study area average pervious area fraction(AP) = .631 Total study area average soil loss rate(FM) = ^600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.20 to Point/Station 57.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 2.097 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 7.90 Rainfall intensity (in./hr/) = 2.10 Total flow area (Acres) = 2.34 Total runoff (CFS) at confluence point = 3.60 Area averaged loss rate (FM) = .600 Area averaged pervious ratio (AP) = .631 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.30 to Point/Station 57.00 *** *** INITIAL AREA EVALUATION --------------------- ------------------------------------------------------ Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 880.00<Ft.> Upstream elevation = 1048.50(Ft.) Downstream elevation = 1043.60(Ft.) Elevation difference = 4.90(Ft.) Slope = .00557 S(%) = .56 Tc = K( .412)*[(Length^3)/<Elevation Change) ]^0.2 Initial area time of concentration = 17.521 min. 2.00 Year computed rainfall intensity = 1.301 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .505 Subarea runoff = 1.840(CFS) .)80(Ac Total initial stream area = 2 . Pervious area fraction = .600 Initial area FM value = .570(In/Hr) . +++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++ 57 30 to Point/Station 57.00 Process from Point/Station , *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- File DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:18:W y= ^' *** Compute -Various _Confluenced_Flow _Values __***________-------------------- __________ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.301 In/Hr The flow values used for the stream: 3 are: Time of concentration(min-) = 17.52 Rainfall intensity (in./hr/) = 1.30 Total flow area (Acres) = 2.80 Total runoff (CFS) at confluence point = 1.84 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________________________ 1 30.82 2 3.60 3 1.84 QSMX(1) = +1.000*1.000* 30.8} + .597*1.000* 3.6) +1.266* .793* 1.8) = 34.817 QSMX(2) = +1.782* .568* 30.8} +1.000*1.000* 3.6) +2.091* .451* 1.8) = 36.564 QSMX(3) = + .748*1.000* 30.8) + .468*1.000* 3.6) +1.000*1.000* 1.8) = 26.582 13.90 1.495 7.90 2.097 17.52 1.301 Rainfall intensity and time of concentration used for 3 MAIN streams. Individual stream flow values are: 30.82 3.60 1.84 Possible confluenced flow values are: 34.82 36.56 26.58 Individual Stream Area values are: 36.59 2.34 2.80 Effective Total Area values are: ______41.14____24.40 41.72 ___________________________________________________ Computed confluence estimates are: Runoff(CFS) = 36.56 Tine(nin.) = 7.900 Effective area as adjusted for time (Acres) = 24.40 Total main stream study area (Acres) = 41.72 Total study area average pervious� area fraction(AP) = .777 Total study area average soil loss rate(FM) = .707 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ File DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:18:36 Page 25 00 8^ Process from Point/Station 57.00 to Point/Station 5 ** *** pIpEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) ~ Upstream point elevation = 1043.60(Ft.) Downstream point elevation = 1043.20(Ft.) Flow length = 70-000t.) Mannings N = .013 o No. of pipes = 1 Required pipe flow 36.564(CFS) Diameter 33 00(In Nearest Pipe ane er = ) . , Calculated Individual Pipe flow = 36.564(CFS) Normal flow depth in pipe = 24~80(In.) Flow top width inside pipe = 28.52(In.) Velocity = 7.63(Ft/S) Travel time = .15 min. TC = 8.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++ 57 00 to Point/Station 58.00 Process from Point/Station . *** *** CONFLUENCE OF MAIN STREAMS -------------____ _____________________________________ -------------------- ------------- -------- ------------------------------------------- ------------ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 2.073 In/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) = 8.05 Rainfall intensity (in./hr/) = 2.07 Total flow area (Acres) = 24.40 Total runoff (CFS) at confluence point = 36.56 Area averaged loss rate (FM) = .707 Area averaged pervious ratio (AP) = .777 Program is now starting with MAIN STREAM NO. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++ 70 Q0 to Point/Station 72.00 Process from Point/Station . *** *** INITIAL AREA EVALUATION ----------------------------------------------------- ---------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 | | Adjusted SCS Curve Number for AMC 1 = 36.0 761(In/Hr) ' te(FM)= . Pervious ratio(AP) = .800 Max loss ra Subarea is RESIDENTIAL (1 DU/AC) |q Initial subarea flow length = 1000.004t.> Upstream elevation = 1340.00(Ft.) Downstream elevation = 1075.20(Ft.) Elevation difference = 264.80(Ft.) / Slope =.26480 S(%) = 26.48 - Tc = K( ^ 469'*[(Length^3)/(Elevation Change) ]^0.2 I itial area time of concentration = 9.696 min. 2~00 Year computed rainfall intensity = 1.855 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .531 File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:18:56 Page 26 Subarea runoff = 2.757(CFS) Total initial stream area = 2.800c.) Pervious area fraction = .800 Initial area FM value = .761(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++ 72 00 t Point/Station 73.00 Process from Point/Statio»TIME + ^UBARo*** *** STREET FLOW TRAVEL SUBAREA FLOW ADDITION --_----_---------_---------------_-------------_---------_----------------- Upstrean Elevation = 1072.50(Ft.) Downstream Elevation = 1059.50(Ft.) Street Length = 450.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = .020 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .358(Ft.) Average Velocity = 3.824(Ft/S) 5.00(Ft.) 6.893(CFS> Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 13.16(Ft.) Flow Velocity = 3.82(Ft/S) Depth*Velocity = 1.37 Travel time = 1.96 min. TC = 11.66 min. Adding Area Flow To Street - -- . ---_���-� -`;.+"11 intensity = 1.661 In/Hr l.mm rear compvt�u ."^".~^^ Decimal Fraction Soil Group A ^..--�--'' = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .800 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 6.316(CFS) for 8.40(Ac.) Total runoff = 9.073(CFS) Total area = Area averaged FM value = .761(In/Hr) Depth of flow = .386(Ft.) Average Velocity = 4.133(Ft/S) .761(In/Hr) is C = .488 It. 20(Ac.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 14.57(Ft.) Flow Velocity = 3.82(Ft/S) Depth*Velocity = 1.48 File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:19:12 Page 27 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.00 to Point/Station 73.00 *** CONFLUENCE OF MINOR STREAMS *** 2.00 Year computed rainfall intensity = 1.661 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are.- Time re:Tine of concentration(min.) = 11.66 Rainfall intensity (in./hr/) = 1.66 Total flow area (Acres) = 11.20 Total runoff (CFS) at confluence point = 9.07 Area averaged loss rate (FM) = .761 Area averaged pervious ratio (AP) = .800 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.10 to Point/Station 73.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 870.00(Ft.) Upstream elevation = 1080.00(Ft.) Downstream elevation = 1059.50(Ft.) Elevation difference = 20.50(Ft.) Slope = .02356 S(%) = 2~36 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 13.069 min. 2.00 Year computed rainfall intensity = 1.551 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .569 Subarea runoff = 2.117(CFS) Total initial stream area = 2.40(Ac.> Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.10 to Point/Station 73.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.551 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.07 File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:19:29 Page 28 Rainfall intensity (in./hr/) = 1.55 Total flow area (Acres) = 2,40 Total runoff (CFS) at confluence point = 2.12 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 9.07 9.07 2 2.12 QSMX(1) � +1.000*1.000* 9.1) +1.112* .892* 2.1) = 11.174 QSMX(2) = + .878*1.000* 9.1) +1.000*1~000* 2.1) = 10~080 11.66 1.661 13.07 1.551 n"i"+"i, intensity and time of concentration .`~^....^^ ^...-.--'' and used for 2 streams. Individual stream flow values are: 9.07 2.12 Possible confluenced flow values are: 11.17 10.08 Individual Stream Area values are: 11.20 2.40 Effective Total Area values are: 13.34 13.60 Computed confluence estimates are: Runoff(CFS) = 11.17 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 11.657 (Acres) = 13.34 = 13.60 Total study area average pervious area fraction(AP) = .765 Total study area average soil loss rate(FM) = .727 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.00 to Point/Station 74.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1059.50(Ft.) Downstream point elevation = 1049.00(Ft.) Flow length = 350.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 11.174(CFS) Nearest Pipe Diameter = 15.00(In.) Calculated Individual Pipe flow = 11.174(CFS) Normal flow depth in pipe = 12.28(In.) Flow top width inside pipe = 11.56(In.) Velocity = 10.39(Ft/S) Travel time = .56 min. TC = 12.22 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.00 to Point/Station 74.00 File DSK9:DR2B^OUT[216,0] Printed on 06 -Dec -89 10:19:45 Page 29 *** CONFLUENCE OF MINOR STREAMS *** ------_----------------_-------------------------------------- ______________________________________________________________ 2.00 Year computed rainfall intensity = 1.615 I»/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(nin.) = 12.22 Rainfall intensity (in./hr/) = 1.61 Total flow area (Acres) = 13.34 Total runoff (CFS) at confluence point = 11.17 Area averaged loss rate (FM) = .727 Area averaged pervious ratio (AP) = .765 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.10 to Point/Station 74.00 *** INITIAL AREA EVALUATION **� --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/HC) Initial subarea flow length = 600.Q0(Ft.) Upstream elevation = 1062.50(Ft.) Downstream elevation = 1048.00(Ft.) Elevation difference = 14.50(Ft.) Slope = .02417 S(%) = 2.42 Tc = K( .412)*[(Length^3>/(Elevation Change)]^0.2 Initial area time of concentration = 11.208 min. 2.00 Year computed rainfall intensity = 1.700 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .598 Subarea runoff = 2.034(CF9) Total initial stream area = 2.000c.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.10 to Point/Station 74.00 *** CONFLUENCE OF MINOR STREAMS *** ------------------------------_-------------------------------------------- ---------------------------------------------------------------------------- 2.Q0 Year computed rainfall intensity = 1.700 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(nin.) = 11.21 Rainfall intensity (in./hr/) = 1.70 ---'�--- -' -'--- Total flow area (Acres) = 2.00 Total runoff (CFS) at confluence point = 2.03 File DSK9:DR2B.OUT[216°0] printed on 06 -Dec -89 10:20:04 Page 30 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = ~600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.20 to Point/Station 74.00 *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL<3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 400.00(Ft.) Upstream elevation = 1056.50(Ft.) Downstream elevation = 1048.00(Ft.) Elevation difference = 8.50(Ft.) Slope = .02125 S(%) = 2.13 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 9.778 min. 2.00 Year computed rainfall intensity = 1.845 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .622 Subarea runoff = 1.033(CFS) Total initial stream area = .90(Ac.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.20 to Point/Station 74.00 *** SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- 0 mm ve", rnmn'/+wd rainfall intensity = 1.845 In/Hr ^.~~ .^.. `_.,-'-- rainfall � ' Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .100 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = .473(CFS) for .30(Ac.) Total runoff = 1.505(CFS) Total area = Area averaged FM value = .452(In/Hr) .095(In/Hr) is C = .680 1.20(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.20 to Point/Station 74.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:20:21 Page 31 ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.845 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 3 are: Time of concentration(nin.) = 9.78 Rainfall intensity (in./hr/> = 1.85 Total flow area (Acres) = 1.20 Total runoff (CFS) at confluence point Area averaged loss rate <FM> = .452 Area averaged pervious ratio (AP) = .475 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 11.17 11.17 12.22 1.615 2 2.03 11.21 1.700 3 1.51 9.78 1.845 QSMX(1) = +1.000*1.000* 11.2) + .924*1.000* 2.0) + .834*1.000* 1.5) = 14.309 QSMX(2> = +1.097* .917* 11.2) +1.000*1.000* 2.0) + .896*1.000* 1.5) = 14.623 QSMX(3> = +1.260* .800* 11.2) +1.128* .872* 2.0) +1.000*1.000* 1.5) = 14.776 Rainfall intensity and time of concentration Rainfall � ' used for 3 streams. Individual stream flow values are: 11.17 2.03 1.51 Possible confluenced flow values are: 14.31 14.62 14.78 Individual Stream Area values are: 13.34 2.00 1.20 Effective Total Area values are: 16.54 15.44 13.62 Computed confluence estimates are: Runoff(CFS) = 14.78 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 9.778 (Acres) = 13.62 = 16.54 Total study area average pervious area fraction(AP) = .724 Total study area average soil loss rate(FM) = .688 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.00 to Point/Station 58.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** File DSK9:DR2B.0U1L216,0J prznceo on 06-uec-uy ruyw o^ Upstream point elevation = 1048.004t.) Downstream point elevation = 1043.50(Ft.) Flow length = 680.00(Ft~) Mannings N = .013 No. of pipes = 1 Required pipe flow = 14.776(CFS) Nearest Pipe Diameter = 24~00(In.) Calculated Individual Pipe flow = 14.776(CFS) Normal flow depth in pipe = 16~29(In.) Flow top width inside pipe = 22,41(In~) Velocity = 6.51(Ft/S) Travel time = 1.74 min. TC = 11.52 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.00 to Point/Station 58.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** -----------------------------------------------_---------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.673 In/Hr The flow values used for the stream: 2 are.- Time re:Tine of concentration(nin.) = 11.52 Rainfall intensity (in./hr/) = 1.67 Total flow area (Acres) = 13.62 Total runoff (CFS) at confluence point = 14.78 Area averaged loss rate (FM) = .688 Area averaged pervious ratio (AP) = .724 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 36.56 36.56 8.05 2.073 2 14.78 11.52 1~673 QSMX(1) = +1.000*1.000* 36.6) +1.407* .699* 14.8) = 51.098 QSMX(2) = + °707*1.000* 36.6) +1.000*1.000* 14.8) = 40.619 Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: 36.56 14.78 Possible confluenced flow values are: 51.10 40.82 Individual Stream Area values are: 24.40 13.62 Effective Total Area values are: 33.92 38.02 ---------------------------------------------------------------------------- Conputed confluence estimates are: Runoff(CFS) = 51.10 Tine(nin.) = 8.053 ';ile DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:20:*Y -� as adjusted for time (Acres) = 33^92 Effective area Total main stream study area (Acres) = 38^02 - � = 758 � Total study area average Pervious area fraction(AP) ~ Total study area average soil loss rate(FM) = ^700 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++ from Point/Station 58 00 to point/Station 59^00 Process ro t/Station ^ ED SIZE) *** TIME (PRO�RAM ESTIMATED *** PIPEFLOW TRAVEL T �" ^^^^'_______________________ ------------------------------ -------- -------------- Upstream point elevation = 1043.50(Ft.) Downstream point elevation = 1034.50(Ft^) Flow length = 680.000t.) Mannings N = ^013 No of pipes = 1 Required pipe flow = 51.098(CFS) Nearest Pipe Diameter = 33.00(In.) Calculated Individual l Pipe flow = 51.098(CFS) . .)16(In Normal flow depth in pipe = 23 Flow top width inside pipe = 30.20(In.) Velocity = 11^48(Ft/S) p 04 �in Travel time = .99 min. TC = . . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++ 58 00 to Point/Station 59.00 Process from Point/Station . *** *** CONFLUENCE OF MAIN STREAMS FOLLOWING �D-ATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.934 In/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) = 9.04 Rainfall intensity (in./hr/) = 1.93 Total flow area (Acres) = 33.92 . 51 10 Total runoff (�FS) at confluence point = Area averaged loss rate (FM} = .700 Area averaged pervious ratio (AP) = .758 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++ 59 10 to Point/Station 59.15 Process from point/Station . *** *** INITIAL AREA EVALUATIO#_____________________________________________ ------------------------------ Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDEMTIAL(3 - 4 DU/AC) 56.0 SCS Curve Number for Soil(AMC for 2) AMC 1 = 36.0 Adjusted SCS Curve Number Max loss rate(FM)= . 570(In/Hr) Pervious ratio(AP) = .600 is RESIDENTIAL (3 - 4 DU/AQ Subarea Initial subarea flow length = u/o.00(Ft . ) Upstream elevation = 1@59.00(Ft.) File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:21:08 Downstream elevation = 1045.90(Ft.) Elevation difference = 13.10(Ft.) Slope = .01506 S(%) = 1.51 Tc = K( .412)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 14.294 min. 2.00 Year computed rainfall intensity = 1.469 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C .551 Subarea runoff = 4.126(CFS) Total initial stream area = 5.100c.) Pervious area fraction = .600 Initial area FM value .570(In/Hr) rage 34 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.15 to Point/Station 59.20 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1045.90(Ft.) Downstream Elevation = 1041.00(Ft.) Street Length = 350.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 5.00(Ft.> = .020 = .020 1 12.00(Ft.) = .020- Estimated 020 Estinated mean flow rate at MIDPOINT of street = 5.097(CFS) Depth of flow = .364(Ft.) Average Velocity = 2.708(Ft/G) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 13.46(Ft.) Flow Velocity = 2.71(Ft/S) Depth*Velocity = .99 Travel time = 2.15 min. TC = 16.45 min. Adding Area Flow To Street , an v."~ ,"m""+ed rainfall intensity = 1.351 In/Hr .=". .--...--- -� - -- ' Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil<AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 1~141(CFS) for 2.400c.) Total runoff = 5.267(CFS) Total area = Area averaged FM value = .570(In/Hr) .5700n/Hr> is C = .520 7.50(Ac.) File DSK9:DR2B.0UT[21610] printed on 06 -Dec -89 10:21:25 Page 35 f flow = > 367(Ft Depth o ^ . Average Velocity = 2.734(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 13.62(Ft.) Flow Velocity = 2.71(Ft/S) Depth*Velocity = 1.00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.15 to Point/Station 59.20 *** CONFLUENCE OF MINOR STREAMS �** ------------_-----_----------_-_--------_---------------------------------- 2.00 Year computed rainfall intensity = 1.351 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(min.) = 16.45 Rainfall intensity (in./hr/) = 1.35 Total flow area (Acres) = 7.50 Total runoff (CFS) at confluence point = 5.27 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.60 to Point/Station 59.65 *** *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil<AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1000.000t.) Upstream elevation = 1052.50(Ft.) Downstream elevation = 1045.50(Ft.) Elevation difference = 7.00(Ft.) Slope = .00700 S(%) = .70 _- -^.,`wr'/...+k^l)//r��"�+inn Change) .570(In/Hr) `c ~ ^` ^"I�'~``�=w"' ~'' `^^-'-'--' — - ~� Initial area time of concentration = 17.615 min. 2.00 Year computed rainfall intensity = 1.296 In/Hr Effective Runoff Coefficient used for total area <Q=CIA> is C = .504 Subarea runoff = 1.96Q(CFS) Total initial stream area = 3.000c.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.65 to Point/Station 59.20 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- L- r1le uo^r;u"n"^"~'^^-~,~~ r'^''`^~ ~'' ~~ ~-- - ---- upstream - - Upstrean Elevation = 1045.50(Ft.) '~^'''--- Soil Group A Downstream Elevation = 1041.00(Ft.) Decimal Fraction Street Length = 250.00(Ft.) = 1.000 Curb Height = 6.(In.) Soil Group C Street Halfwidth = 18.00(Ft.) Decimal Fraction Distance From Crown to Crossfall Grade Break = 5.00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Effective Runoff Gutter hike from flowline = 1.500(In.) for area (Q=CIA) Estimated mean flow rate at MIDPOINT of street = 2.189(CFS) Depth of flow = .281(Ft.) Average Velocity = 2.332(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 9.31(Ft.) Flow Velocity = 2.33(Ft/S) Depth*Velocity = .66 Travel time = 1.79 min. TC = 19.40 min. Adding Area Flow To Street . on ,~.. ..M ""+-a ,"i"+��� intensity = 1.223 In/Hr 4^�" '=0' `"~r~`~~ Decimal Fraction '~^'''--- Soil Group A -'--'-- ' = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = .214(CFS) for .70(Ac.) Total runoff = 2.174(CFS) Total area = Area averaged FM value = .570(In/Hr) Depth of flow = .281(Ft.) Average Velocity = 2.328(Ft/S) .570(In/Hr) is C = .480 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 9.29(Ft.) Flow Velocity = 2.33(Ft/S) Depth*Velocity = .65 3.70(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.65 to Point/Station 59.20 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.223 In/Hr ALONG THE MAIN STREAM NUMBER: 2 File DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:21:57 Page 37 The flow values used for the streams 2 are: Time of concentration(nin.) = 19.40 Rainfall intensity (in./hr/) 1.22 Total flow area (Acres) = 3.70 Total runoff (CFS) at confluence point = 2^17 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 � ' � .. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++****++++++ ` Process from Point/Station 59.70 to Point/Station 59.20 �** *** INITIAL AREA EVALUATION ------_-------------------------------__---------------___~__--------_----- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 480.00(Ft.) Upstream elevation = 1050.50(Ft.) Downstream elevation = 1041.00(Ft.) Elevation difference = 9.50(Ft.) Slope = .01979 S(%) = 1.98 Tc = K( .412)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 10.668 min. 2.00 Year computed rainfall intensity = 1.751 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .607 Subarea runoff = 1.382(CFS) Total initial stream area = 1.30(Ac.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.70 to Point/Station 59.20 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** ____________________________________________________________________________ 2.00 Year computed rainfall intensity = 1.751 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 3 are: Time of concentration(min.) = 10.67 Rainfall intensity (in./hr/) = 1.75 Total flow area (Acres) = 1.39) Total runoff (CFS) at confluence point = 1.38 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity File DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:22:13 Page JU Number (CFS) (min.) (inch/hour)______________________________________ 1 5.27 5.27 16.45 1.351 2 2.17 19.40 1.223 1.38 10.67 1.751 3 QSMX(1) = +1.000*1.000* 5.3) +1.195* .848* 2.2) + .661*1.000* 1.4) = 8.383 QSMX(2) = + .837*1.000* 5.3> +1.000*1.000* 2.2) + .553*1.000* 1.4) = 7.345 QSMX(3) = +1.513* .649* 5.3) +1.809* .550* 2.2) +1.000*1.000* 1.4) = 8.715 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 5.27 2.17 1.38 Possible confluenced flow values are: 8.38 7.34 8.71 Individual Stream Area values are: 7.50 3.70 1.30 Effective Total Area values are: 11.94 12.50 8.20 Computed confluence estimates are: Runoff(CFS) = 8.71 Tine(nin.) = 10.668 Effective area as adjusted for time (Acres) = 8.20 Total main stream study area (Acres) = 12.50 Total study area average pervious area fraction(AP) = .600 Total study area average soil loss rate(FM) = .570 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++ 59 20 to Point/Station 59.00 Process from Point/GtationE (PROGRAM ESTIMATED SIZE) *** *** PIPEFLOW TRAVEL TIME �---���--------------- Upstream point elevation = 1041.00(Ft.) Downstream point elevation = 1034.50(Ft.) Flow length = 200.00(Ft.) Mannings N = ^013 No of pipes = 1 Required pipe flow = 8./1 5(CFS) ^ t 15 00(In > Nearest Pipe Diameter = . . ' 8 715(CFS) Calculated Individual Pipe flow = ""'~ . ~~-`al flow depth in pipe = 9.68(In.) Flow top width inside pipe = 14.35(In.) Velocity = 10^41(Ft/S) . min- ....................... 10 qp in Travel time = .32 min. TC = . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ 59 20 to Point/Station 59.00 Process from Point/Station . *** *** CONFLUENCE OF MAIN STREAMS =iIca DSK9:DR2B.OUTC216,0J printed on 06 -Dec -89 10:22:29 Page 39 *** Compute Various Confluenced Flow Values *** ----------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARF CALCULATED 2.00 Year computed rainfall intensity M 1.721. In/Hi The flow values used for the stream: 2 are: Time of concentration(min.) = 10.99 Rainfall intensity (in./hr/) 1.72 Total flow area (Acres) = 8.20 Total runoff (CFS) at confluence point- - 8.71 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number -----_____(CFS) _____(min;))-(inchJhour_- __.___._____--..______.___.__.__.._._______.___.__-- 1 51.10 9.04 1.934 2 8.71 10.99 1.721 0SMX (1) +1.000*1.000* 51.1) +1.186* .823* 8.7) 59.600 QSMX(2) = + . 827*1. 000* 51.1) +1.000*1.000* 8.7) 50.964 Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: 51.1.0 8.71 Possible confluenced flow values are: 59.60 50.96 Individual Stream Area values are: 33.9: 8.20 Effective Total Area values are: 40-A7 42.12 Computed confluence estimates are: Runoff (CFS) = 59.60 Time (min.) = 9» 040 Effective area as adjusted for time (Acres) = 40.67 Total main stream study area (Acres) = 42.12 Total study area average pervious area fraction(AP) = .727 Total study area average soil loss rate(FM) = .675 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.00 to Point/Station 60.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** ----------------------------------------------------------------------- Upstream point elevation = 1034.50 (Ft. ) Downstream point elevation = 1027.70 (Ft. ) Flow length = 400.000t.) Mannings N = .013 File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:22:45 Page 40 No. of pipes = 1 Required pipe flow = 59.600(CFS) Nearest Pipe Diameter = 33.00(In.) Calculated Individual Pipe flow = 59.600(CFS) Normal flow depth in Pipe = 23.67(In.) Flow top width inside pipe = 29.72(In.) Velocity = 13.06(Ft/S) Travel time = .51 min. TC = 9.55 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.00 to Point/Station 60.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.872 In/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) = 9.55 Rainfall intensity (in./hr/) = 1.87 Total flow area (Acres) = 40.67 Total runoff (CFS) at confluence point = 59.60 Area averaged loss rate (FM) = .675 Area averaged pervious ratio (AP) = .727 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.10 to Point/Station 58.00 *** *** INITIAL AREA EVALUATION ---- ---------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .095(In/Hr) Subarea is COMMERCIAL Initial subarea flow length = 440.00(Ft.) Upstream elevation = 1049.00(Ft.) Downstream elevation = 1043.50(Ft.) Elevation difference = 5.50(Ft.) Slope = .01250 S(%) = 1.25 Tc = K( .304)*1(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 8.334 min. 2.00 Year computed rainfall intensity = 2.031 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .858 Subarea runoff = 1.220(CFS) Total initial stream area = .700c.) Pervious area fraction = .100 Initial area FM value = .095(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.00 to Point/Station 60.00 File DSK9:DR2B. OUTC216,01 printed irited an 06 -Dec -89 1.0e23:03 OW TRAVEL TIME + SUBAREA FLOW ADDITION *** *** STREET FL Upstream Elevation = 1043.50(Ft.) Downstream Elevati 100. 00 027. 70 (Ft. ) Street Length - Curb Height 8.(In.) Street Halfwidth = 32.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Ha.lfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/H%) Gutter width = 1. 500 (Ft. ) Gutter hike from flowline = 1.. 500(In.) Break = 30.50 (Ft. ) _ .029) _ .020 1. 12. 00 (Ft. ) .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .299(Ft.) Average Velocity = 2.279(Ft/S) 2. 526 VFS ) Streetflow Hydraulics at MIDPOINT of street travel. Halfstreet Flow Width = 10.19(Ft.) .68Flow Velocity = 2.28(Ft/S) Depth*Velocity Travel time = 7.68 min. TC = 16.01 min. Adding Area Flow To Street 1.373 In/Hr 2.00 Year computed rainfall xnen y Decimal Fraction Soil Group A B = M000 _ 1.000 DecimalFraction Soil Group C _ Decimal Fraction Soil Group D = Decimal Fraction Soil Group .000 COMMERCIAL subarea type for Soil(AMC 2) = x;6.0 SCS Curve Number Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .100 Max loss rate(FM)= Coefficient for are (O=CIA) Effective Runoff used 1.310(CFS) for Subarea runoff = 2.530(CFS) Total area Total runoff = FM value = .0q�(In/Hr) Area averaged Depth of flow = .299(Ft.) Average Velocity = 2.279(Ft/S) . 09 r (In/Hr ) is C = .838 2.20(Ac . ) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 10.19(Ft.) .68 Flow Velocity = 2.28(Ft/S) Depth*Velocity ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++60.00+++++++�t++++ Process from point/Station 58.00 to point/Station *** *** CONFLUENCE OF MINOR STREAMS ---._....---__ __-._._.-._.._._._.__ -� ------------------------------_"-- 1.373 In/Hr ---2.00-Year computed rainfall intensity = File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:23:19 Page 42 ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Tine of concentration(nin.) = 16.01 Rainfall intensity (in./hr/) = 1.37 Total flow area (Acres) = 2.20 Total runoff (CFS) at confluence point = 2.53 Area averaged loss rate (FM) = .095 Area averaged pervious ratio (AP) = .100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.60 to Point/Station 60.20 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDEHTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .5700n/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 840.00(Ft.) Upstream elevation = 1079.00(Ft.) Downstream elevation = 1052.00(Ft.) Elevation difference = 27.00(Ft.) Slope = .03214 S(%) = 3.21 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.111 min. 2.00 Year computed rainfall intensity = 1.623 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .584 Subarea runoff = 2.274(CFS) Total initial stream area = 2.40(Ac.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++ Process from Point/Station 60.20 to Point/Station 60.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1052.000t.> Downstream Elevation = 1027.70(Ft.) Street Length = 500.00(Ft.) Curb Height = 6.(In~) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.5004t.> Gutter hike from flowline = 1.5000n.> Break = 5.00(Ft.) = .020 = .020 1 12.00(Ft.) = .020 File DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:23:35 Estimated mean flow rate at MIDPOINT of street = 2.795(CFS) Depth of flow = .264(Ft.) Average Velocity = 3.562(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 8.45(Ft.) Flow Velocity = 3.56(Ft/S) Depth*Velocity = ^94 Travel time = 2.34 min. TC = 14.45 min. Adding Area Flow To Street , om v"", ,""=.+pa rainfall intensity = 1.460 In/Hr .=". . .--.��--- - -'-- ' Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AQ SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = .528(CFS) for 1.100c.) Total runoff = 2.802(CFS) Total area = d FM value = Area average va .570(In/Hr) Depth of flow = .264(Ft.) Average Velocity = 3.566(Ft/S) .5700n/Hr) is C = .548 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 8.45(Ft.) Flow Velocity = 3.56(Ft/S) Depth*Velocity = .94 3.50(AC .) Page 43 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 60.20 to Point/Station 60.00 - *** 0.00*** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- *** Compute Various Confluenced_Flow _Values __***____________________________ ----------------------------- 7 - 2.00 Year computed rainfall intensity = 1.460 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(nin.) = 14.45 Rainfall intensity (in./hr/) = 1.46 Total flow area (Acres) = 3.50 Total runoff (CFS) at confluence point = 2.80 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________________________ -------------------------------------- 1 2.53 16.01 1.373 File DSK9:DR2B.OUT[216,0] Printed on 06 -Dec -89 10:23:51 80 2 2 ^ QSMX(1) = +1.000*1.000* 2.5) + ,902*1.000* 2.8) = 5.056 QSMX(2) = +1.068* .902* 2.5) +1.000*1.000* 2.8) = 5.240 14.45 1.460 o`�.+"�� jn+�n�itv and time of concentration ""^"^..`-��--'' and used for 2 streams. Individual stream flow values are: 2.53 2.80 Possible confluenced flow values are: 5.06 5.24 Individual Stream Area values are: 2.20 3.50 Effective Total Area values are: 5.70 5.49 Computed confluence estimates are: Runoff(CFS) = 5.24 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 14.451 (Acres) = 5.49 = 5.70 Total study area average pervious area fraction(AP) = .407 Total study area average soil loss rate(FM) = .387 Page 44 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process fron Point/Station 60.20 to Point/Station 60.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------- ------------------------------------------------------ ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.460 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 14.45 Rainfall intensity (in./hr/) = 1.46 Total flow area (Acres) = 5.49 Total runoff (CFS) at confluence point = 5.24 Area averaged loss rate (FM) = .387 Area averaged pervious ratio (AP) = .407 program is now starting with MAIN STREAM NO. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++ 60 30 to Point/Station 60.00 Process from Point/Station ^ *** *** INITIAL AREA EVALUATION_____________________________________________ ------------------------------ Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type 7ile DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:24:07 ` or S if l(AMC 2) = 56 0 SCS Curve Number o , �.. ,'.... u"°km, f", uwr 1 = 36.0 u Adjusted U> O«`^,= "~~~~'�'~'_'^,'~^ `+-/T:1= .095(In/Hr) Pervious ratio(*r) = .1om max ^uss . _ m`=,...' Subarea is COMMERCIAL Initial subarea flow length = 210.00(Ft.) Upstream elevation = 1031.50(Ft.) Downstream elevation = 1027.70(Ft.) Elevation difference = 3.80(Ft.) 01810 S(%) = 1.81 Tc = K( . / g Slope = 304^*[(Le»th^3>/(Elevation Change)]^0^2 - 758 nin Initial area time of concentration = 5.758 2,536 In/Hr 2.00 Year computed rainfall intensity = ^ Effective Runoff Coefficient used for total area (Q=CIA) is C .866 Subarea runoff = .659(CFS) 30(Ac.) Total initial stream area = ^ Pervious area fraction = .100 Initial area FM value = .095(In/Hr) rage *i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 6@ 30 to Point/Station 60.00 Process from Point/Station . *** *** CONFLUENCE OF MAIN STREAMS ________________ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 2.536 In/Hr The flow values used for the stream: 3 are: Time of concentration(min-) = 5.76 Rainfall intensity (in./hr/) = 2.54 Total flow area (Acres) = .30 66 Total runoff (CFS) at confluence point = . Area averaged loss rate (FM) = .095 Area averaged pervious ratio (AP) = .100 Program is now starting with MAIN STREAM NO. 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++ 60 50 to Point/Station 60.40 Process from Point/Station . *** *** INITIAL AREA EVALUATION------------ Decimal __________ Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .008 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) = 56 0 SCS Curve Number for Soil(AMC 2) . AMC 1 = 36.0 Adjusted SCG Curve Number for Max loss rate(FM)= Pervious ratio(AP) = .800 is RESIDENTIAL (1 DU/AC) Subarea Initial subarea flow length = 1000.004t.) Upstream elevation = 1370.000t.) Downstream elevation = 1077.90(Ft.) Elevation difference = 292.100t.) 29210 Slope = ^ S(%) = 29.21th^3)/(Elevation Change) Tc = K< .469>*[(Leng .761(In/Hr) File DSK9:DR2B.0UT[216,0] printed on 06 -Dec -89 10:24:23 rage So Initial area time of concentration = 9~508 min - 2.00 Year computed rainfall intensity = 1^877 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .535 Subarea runoff = 4.520(CFS) Total initial stream area = 4.50(Ac.) Pervious area fraction = .800 Initial area FM value = .761(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.40 to point/Station 60.20 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** ------------- ------------------------------------------------------------- Upstream Elevation = 1077.90(Ft.) Downstream Elevation = 1052.00(Ft~) Street Length = 660.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18^00(Ft^) ^ . 5 00(Ft ) Distance From Crown to Crossfall Grade Break = Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 10.899(CFS) Depth of flow = .390(Ft.) Average Velocity = 4.854(Ft/S) Streetf1ow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 14.75(Ft.) 1 8p Flow Velocity = 4.85(Ft/S) Depth*Velocity = . Travel time = 2.27 min. TC = 11.77 min. Adding Area Flow To Street 2~00 Year computed rainfall intensity = 1.651 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 761(In/Hr) Pervious ratio(AP) = .800 Max loss rate(FM)= . Effective Runoff Coefficient used for area (Q=CIA) is C = .485 Subarea runoff = 9.260(CFS) for 12^70(Ac^) 17 20(Ac ) Total runoff = 13.781(CFS) Total area = . . Area averaged FM value = .761(In/Hr) Depth of flow = .417(Ft.) ( Average Velocity = 5.182(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel File DSK9:DR2B.OUT[216,0] Printed on 06 -Dec -89 10:24:41 Page 47 Halfstreet Flow Width = 16.09(Ft,) Flow Velocity = 4.85(Ft/8) Depth*VeIocitY = 2.02 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60,20 to Point/Station 60.30 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **� --------------------------------------------------------------------------- Upstrean Elevation = 1052.00(Ft.) Downstream Elevation = 1031.50(Ft.) Street Length = 300.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = .020 1 12.00(Ft.) � .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .388(Ft.) Average Velocity = 6.382(Ft/S) 5.00Xt. > 14.181(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 14.67(Ft.) Flow Velocity = 6.38(Ft/S) Depth*Velocity = 2.48 Travel time = .78 min. TC 12.56 min. Adding Area Flow To Street 2.00 Year computed rainfall intensity = 1.588 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) The Area added to the existing stream causes a a lower flow rate of Q = 13.728(CFS) therefore the upstream flow rate of Q = 13.781(CFS) is being used. ed Coefficient used for area (Q=CIA) is C = .475 Effective Runoffoe 000(CFS) for 1 00(Ac ) Subarea runoff = . . . --- 18 20(Ac ) Total runoff = 13.781(CFS) Total area = . . Area averaged FM value = .750(In/Hr) Depth of flow = .385(Ft.) Average Velocity = 6.328(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 14.51(Ft.) File Dsh9: DR2B. OUTE216, 03 printed on 06 -Dec -89 10:24:06 Flaw Velocity = 6.:38(Ft/S) Depth*Velocity ,= 2.46 ......... i• i• •4 .... i• f• ................ . . i• + i• •f• •f + + •1• fi• + ..... i- f• t . •i-.... + i• + + + + •4 + + •4• . •F• i• + 4 - process from Point/station 60.20 to point/station 60.30 *** *** CONFLUENCE OF MINOR STREAMS -H W2.00 -Year -computed -rainfall intensity +--+T ].M8 In/Nr. ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 1 are: Time of concentration (rein.) = 12.56 Rainfall intensity (i.n./hr/) - 1.59 Total flow area (Acres) = 13.20 Total. runoff (CFS) at confluence point - 1.3.78 Area averaged loss rate (FM) = .750 Area averaged pervious ratio (AP) = .789 . t. f f t + + + •1• + t + t. f •f• •t• + f. +...... +... •4• •i•. +.. +. +. + +.. + + •1• ++. +. + •P•... •4• •f• + +. + t t. •t• f + + •f•. t Process from point/Station 60.80 to point/Station 60.90 *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious rati.o(AP) = .600 Max loss rate(FM)= .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 270.00(Ft.) Upstream elevation = 1034.50(Ft.) Downstream elevation = 1027.00(Ft.) Elevation difference = 7.50(Ft.) Slope = .02778 S(%) = 2.78 Tc = K( . 412) E (Length^3) / (Elevation Change) 310. 2 Initial area time of concentration = 7.920 min. .094 In/Hr 2.00 Year computed rainfall intensity = Effective Runoff Coefficient used for total area (Ci=CIA) is C = .655 Subarea runoff = 2.743(CFS) Total initial stream area = 2.000c.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) ............................++++++++++++......... •+..... •+.... . •a •*........ •+.. Process from point/Station 60.90 to point/Station 6***0 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) Upstream point elevation = 1027.00(F•t.) Downstream point elevation = 1026.00(Ft.) Flow length = 140.00 (Ft.) Mannings N = 013 No. of pipes = 1 Required pipe flow - .743(CFS) ile DSK9:DR2B.OUT[216~0] printed on 06 -Dec -89 10:25:15 Page 49 Nearest Pipe Diameter = 12.00(In.) Calculated Individual Pipe flow = 2.743(CFS) Normal flow depth in pipe = 8.99(In.) Flow top width inside pipe = 10.41(In.) 34(Ft/S> Velocity = 4 ^ Travel time = .54 min. TC = 8.46 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.90 to Point/Station 60.30 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values ***____________________________ ------------------------------------------------ 2.00 Year computed rainfall intensity = 2.013 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 2 are: Time of concentration(nin.) = 8.46 Rainfall intensity (in./hr/) = 2.01 Total flow area (Acres) = 2.00 Total runoff (CFS) at confluence point = 2.74 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)_______________________________ ------------�--�----------------------_______ 1 13.78 12.56 1.588 2 2.74 8.46 2.013 QSMX(1) = +1.000*1.000* 13.8) + .705*1.000* 2.7) = 15.715 Q8MX(2) = +1.507* .673* 13.8> +1.000*1.000* 2.7) = 16.732 .''-�'`` �.+~.�i+" "na time of concentration n�iv/�zl ^"`=~^`/ ..- '-- � used for 2 streams. Individual stream flow values are: 13.78 2.74 Possible confluenced flow values are: 15.72 16.73 Individual Stream Area values are: 18.20 2.00 Effective Total Area values are: 20.20 14.26 Computed confluence estimates are: Runoff(CFS) = 16.73 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 8.457 (Acres) = 14.26 = 20.20 Total study area average pervious area fraction(AP) = .770 Total study area average soil loss rate(FM) = .732 File DSK9:DR2B.OUT[216,0] printed on 96 -Dec -89 10:25:M ++++++� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++ ' Point/Station 60 30 to Point/Station 60.00 *** PIP�� Process from ^ LOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** _--------------------------------------------------- ---------------- Upstream point elevation = 1031.50(Ft.) Downstream point elevation = 1027.70(Ft.) Flow length = 280.00(Ft.) Mannings N No. of pipes = 1 Required pipe flow = 16.732(CFS) Nearest Pipe Diameter = 21.00(In.) Calculated Individual Pipe flow = 16.732(CFS) Normal flow depth in pipe = 15.66(In.) Flow top width inside pipe = 18.290n.> Velocity = 8.69(Ft/S) Travel time = .54 min. TC = 8.99 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++ 60 30 to Point/Station 60.00 Process from Point/Station . *** *** CONFLUENCE OF MAIN STREAMS __________ *** Compute Various Confluenced Flow Values *** -------------------------------------__ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1-940 In/Hr The flow values used for the stream: 4 are: Time of concentration(nin.) = 8.99 Rainfall intensity (in./hr/) = 1.94 Total flow area (Acres) = 14.26 . 16 73 Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .732 � Area averaged pervious ratio (AP) = .770 Confluence information: Stream runoff Time Intensity Nunber (CFS) (min.) (inch/hour)______________~__~~___________ ________ ------------------------------------- - 1 59.60 9.55 1.872 2 5.24 14.45 1.460 3 .66 5.76 2.536 4 16.73 8.99 1.940 QSMX(1) = +1.000�1.000* 59.6) +1.384* .661* 5.2> + .728*1.000* .7) + .943*1.000* 16.7) = 80.652 QSMX(2) = + .656*1.000* 59.6) +1.000*1.000* 5.2) + .559*1.000* .7) + .602*1.000* 16.7) = 54.777 QSMX(3) = +1.555* .603* 59.6) +2.003* .398* 5.2) "i le DSh9: DR2B- OUTC216, 03 printed on 06 -Dec -89 10: ;_';.," 4 +1.000*1.000* .7) +1.493* .640* 16.7) _ 76.698 OSMX(4) +1.057* .942* 59.6) +1.448* .622* 5.21 + .756*1.000* '7? +1.000*1.000* 16.7) 81.298 Rainfall intensity and time of concentration, used for 4 MAIN streams. Individual stream flow values are: 59.60 5.24 .66 16.73 Possible confluenced flow values are: 80.65 54.78 76.70 81.30 Individual Stream Area values are: C 49 "30 14.26 , Effective Total Area values are: J8.85 60.71 36.13 56.26 Computed confluence estimates are: Runoff(CFS) = 81.30 Time(min.) = 8.994 Effective area as adjusted for time (Acres) 56.26 ?0.71 Total main stream study area (Acres) Total study area average pervious area fraction(AP) _ 705 Total study area average soil loss rate(FM) = .660 rage a.'. +++++++•r+++++++++++++++++++++++++++++++++++•}++++++++++++++++++++..+.++.f..+.++++ Process from Point/Station 60.00 to point/Station 6***0 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED 9I7E) Upstream point elevation = 1027.70(Ft.) Downstream point elevation = 1018.80(Ft.) Flow length = 530.00(Ft.) Mannings N .013 No. of pipes = 1 Required ed pipe flow 36. 00(In.) - 81.298(CFS) G _ Nearest Pipe Diameter = _ 81. 298tCFS) Calculated Individual Pipe flow75In.) Normal flow depth in pipe = 7w75((In.) Flow top width inside pipe Velocity = 13.90(Ft/S) Travel time - .64 min. TC = 9.63 min. +++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++.+ Processfrom Point/Station 60.00 to Point/Station 6***0 *** CONFLUENCE OF MINOR STREAMS ------------ _-------- _------- _ _____ _ 2.00lYear�computed rainfall intensity 1.863 In/Fir ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 9.63 Rainfall intensity (in./hr/) = 1.86 Total flow area (Acres) = 56.26 File DSK9:DR2B.OUT[216,0] printed on 06 -Dec -89 10:26:00 Fage 30 Total runoff (CFS) at confluence point = 81.30 Area averaged loss rate (FM) = .660 Area averaged pervious ratio (AP) = .705 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.00 to Point/Station 61.00 r *** *** INITIAL AREA EVALUATION ------------- -------- ------------------------------------------------------ Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 095(In/Hr) Pervious ratio(AP) = .100 Max loss rate(FM)= . Subarea is COMMERCIAL Initial subarea flow length = 1570.00(Ft.) Upstream elevation = 1043.500t.) Downstream elevation = 1018.80(Ft.) Elevation difference = 24.70(Ft.) Slope = .01573 S(%) = 1.57 Tc = K( ^ 304)*[(Length^3)/(Elevation Change) ]^0.2 = 13 240 min. Initial area time of concentration^ »1 539 In/Hr ^ -'--- area rainfall intensity = . 2.0Q Year computed Effective Runoff Coefficient used for total area (Q=CIA) is C = .844 Subarea runoff = 2.728(CFS) .10(Ac.) Total initial stream area = 2.100c.) Pervious area fraction = .100 Initial area FM value = .095(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++ 58 00 to Point/Station 61.00 Process from point/Station . *** *** CONFLUENCE OF MINOR STREAMS ------------_________________________________________ --------------------- *** Compute Various Confluenced Flow Values***____________________________ ----------------------------------- __ -------- ted rainfall intensity = 1.539 In/Hr 2.00 Year conpu ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.24 Rainfall intensity (in./hr/) = 1.54 Total flow area (Acres) = 2^10 2.73 Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .095 Area averaged pervious ratio (AP) = .100 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)_______________________________ ------------------------------------- _______ 1 81.30 9.63 1.863 2 2.73 13.24 1.539 7ile DSK90R2B.OUT[216°0] printed on 06 -Dec -89 10:26:17 QSMX(1) = +1.000*1.000* 81.3) +1.224* .727* 2.7) = 83.728 QSMX(2) = + .731*1.000* 81.3) +1.000*1.000* 2.7) = 62.136 "'.�``i i"+pn�itv and time of concentration nui"'"^^ ..--', - used for 2 streams. Individual stream flow values are: 81.30 2.73 Possible confluenced flow values are: 83.73 62.14 Individual Stream Area values are,- 56.26 re:56.26 2.10 Effective Total Area values are: 57.79 58.36 Computed confluence estimates are: Runoff(CFS) = 83.73 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 9.629 (Acres) = 57.79 = 58.36 Total study area average pervious area fraction(AP) = .683 Total study area average soil loss rate(FM) = .639 Page o� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++ process from point/Station ^ 61 00 to Point/Station 12.70 PIPEFLOW TRAVELTIME (pROGn__________ AM ESTIMATED SIZE> *** *** _______________________________________ ���������������------ Upstream point elevation = 1018.804t.) Downstream point elevation = 1011.200t.) Flow length = 230.000t^) Mannings N = ^013 No of pipes = 1 Required pipe flow = 3./2 8(CFS) ^ 8 t Pipe Diameter = 33.000n.)Calculated Neares pI»divid«al Pipe flow = 83.728(CFS) -'- .>81(In Normal flow depth in pipe = 23 . Flow top width inside pipe = 29.58(In.) Velocity = 18^23(Ft/S) min. p Travel time = ^21 min. TC = ^ n ^ . 114 80(Ac.) End of computations, total study area = The following figures may be used for a unit hydrograph study of the sane area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .722 AREA AVERAGED SCS CURVE NUMBER = 57.7 ADJUSTED SCS CURVE NUMBER FOR AMC 1 = 37.7 DDDDDDDD DDDDDDDD DD DD }D DD )D DD DD DD 9D DD }D DD -DD DD DD DD }D DD �D DD DDDDDDDD OOOOOO }DDDDDDD OOOOOO OOOOOO OOOOOO OO OO 3O OO ]O OO OO OO ]O OO ]O OO OO OO OO OO ]O OO 3O OO u OOOOOO u OOOOOO RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RR RR RR RR UU UU UU UL.) UU UU UU UU u UL) UU u UL) u UU u u u u u u UU u u UUUUUU UUUUUU 222222 222222 22 22 22 22 22 22 2222 2222 22 22 22 22 2222222222 2222222222 TTTTTTTTTT TTTTTTTTTT TT TT TT TT TT TT TT TT TT TT TT TT OTC700 under AMOS/32 Version 1.0D(165>-3 -PTSPL Version 3.1(108> running on File DSK9:DR2.OUT[216,0] printed on Wednesday, December 6, 1989 11:23x31 AM 7orns: NORMAL File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:23:31 Page z SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesign/CivilCadd, 1988 Rational Hydrology Study Date: 12- 6-89 .. .... ... .... . . . . .. . .... . ~.. .. . ... _ ^ C.P. LANGE ENGINEERS ^ ^ 840-K West 9th Street . ^ Upland, California 91786 . ~ Telephone (714) 946-9919 . ~ . .... ....... . . . . ..~ .... . . ..... ... +++PROJECT TITLE HEADING: +++++++++++++++++++++++++++++++++++++++++++ ++++++++ TRACT 136941 : FONTANA RATIONAL METHOD FOR DEVELOPED MID -SITE AREA, &TH NORTHERLY AND SOUTHERLY AREAS CONFLUENCED IN, INCLUDING BASIN AREA, 2 -YEAR STORM USING REVISED TENTATIVE BY CP LANGE. FILE DR2.OUT216,03 GIC 9/28/89 JRC 12/6/89 --------------------------------- *SPECIFIED HYDROLOGY INFORMATION* --------- 880 10.0 year storm 1 hour rainfall (Inches) = . ^ i 100.0 year storm 1 hour rainfall (Inches) = 1.250 Computed rainfall intensity: (Inches) = 6214 2 00 1 hour rainfall. Storn year = . Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) � 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++ 1 00 to Point/Gtation 2.00 Process from Point/Station . *** *** INITIAL AREA EVALUATION _____________________________________ -_----------------------_------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 812(In/Hr) Pervious ratio(AP) = 1.000 Max loss rate(FM)= . Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 750.00(Ft.) Upstream elevation = 1913.00(Ft.) Downstream elevation = 1600.004t.) Elevation difference = 313.00(Ft.) Slope = .41733 S(%) = 41.73h )]^0 2 Tc = K( 706)*[(Length^3)/(E1evation [ ange . ^ Initial area time of concentration = 11.878 nin.. 1 642 In/Hr 2.00 Year computed rainfall intensity = Effective Runoff Coefficient used for total area (Q=CIA) is C = .455 Subarea runoff = 4~782(CFS) 6 40(Ac.> = Total initial stream area . Pervious area fraction = 1.000 Initial area FM value = .812(In/Hr) File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:23:34 Page 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.00 to Point/Station 3^00 *** IRREGULAR CHANNEL FLOW TRAVEL TIME *** ***************IRREGULAR CHANNEL INFORMATION*************** - Information Entered for Subchannel Number 1 : Point number "X" Coordinate "Y" Coordinate 1 .00 20.00 2 50.00 .00 3 80.00 20.00 Mannings "N" Friction Factor = .035 Subchannel Slope(V/HZ) = .2933 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Subchannel Flow = 4.781(CFS) Subchannel Flow Top Width = 2.096(Ft.) Subchannel Flow Velocity= 8.709(Ft/S) Subchannel Flow Area = .549(Sq.Ft) Subchannel Froude Number = 2.999 ---------------------------------------------------------------------------- Upstrean point elevation = 1600.00(Ft.) Downstream point elevation = 1380.00(Ft.) Flow length = 750.00(Ft.) Travel time = 1.44 min. TC = 13.31 min. Computed Irregular Channel Flow = 4.782(CFS) Irregular Channel Normal Depth Above Invert Elev. = .524(Ft.) Average velocity of channel(s) = 8.71(Ft/S) ---------------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.00 to Point/Station 3.00 *** SUBAREA FLOW ADDITION *** 2.00 Year conouted rainfall intensity = 1.534 In/Hr . . Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 13.402(CFS) for 21.60(Ac.) Total runoff = 18.184(CFS) Total area = Area averaged FM value = .812(In/Hr) .812(In/Hr) is C = .423 28.00(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.00 to Point/Station 4.00 *** IRREGULAR CHANNEL FLOW TRAVEL TIME *** File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:23:37 Page 3 ***************IRREGULAR CHANNEL INFORMATION*************** - Information Entered for Subchannel Number 1 : Point number "X" Coordinate "Y" Coordinate 1 .00 20.00 2 50.00 .00 3 100.00 20.00 Mannings "N" Friction Factor = .035 Subchannel Slope(V/HZ) = .1920 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Subchannel Flow = 18.167(CFS) Subchannel Flow Top Width = 4.258(Ft.) Subchannel Flow Velocity= 10^021(Ft/S) Subchannel Flow Area = 1.813(Sq.Ft) Subchannel Froude Number = 2.706 Upstream point elevation = 1380.00(Ft.) Downstream point elevation = 1140.00(Ft.) Flow length = 1250.00(Ft.) Travel time = 2.08 min. TC = 15.39 min. Computed Irregular Channel Flow = 18.184(CFS) Irregular Channel Normal Depth Above Invert Elev. = .852(Ft.) Average velocity of channel(s) = 10.03(Ft/S) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.00 to Point/Station 4.00 *** SUBAREA FLOW ADDITION **� 2.00 Year computed rainfall intensity = Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)= 1.406 In/Hr Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 22.114(CFS) for 47.40(Ac.) Total runoff = 40.298(CFS) Total area = Area averaged FM value = .812<In/Hr> .8120n/Hr) is C = .380 75.40(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.00 to Point/Station 5.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1140.00(Ft~) Downstream point elevation = 1103.50(Ft.) Flow length = 550.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 40.298(CFS) w��rp�+ Pine Diameter = 21.00(In.) ._-.--' �-,- ---- - Calculated Individual Pipe flow = 40.298(CFS) File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:23:52 Page 4 Normal flow depth in pipe = 16.97(In.) Flow top width inside pipe = 16.54(In.) Velocity = 19.35(Ft/S) Travel time = ^47 min. TC = 15.86 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.00 to Point/Station 5.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------_------------------------_-_-------_- --------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.380 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 15.86 Rainfall intensity (in./hr/) = 1.38 Total flow area (Acres) = 75.40 Total runoff (CFS) at confluence point = 40.30 Area averaged loss rate (FM) = .812 Area averaged pervious ratio (AP) = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++'++++++++++++++++++++++ Process from Point/Station 5.10 to Point/Station 5.00 *** *** INITIAL AREA EVALUATION ----_-----------------------------------_----___----------------_---------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 950.00(Ft.) Upstream elevation = 1215.08(Ft.) Downstream elevation = 1103.50(Ft.) Elevation difference = 111.50(Ft.) Slope = .11737 S(%) = 11.74 Tc = K( .438)*[(Length^3)/(Elevation Change)]^Q.2 Initial area time of concentration = 10.439 min. 2.00 Year computed rainfall intensity = 1.774 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .562 Subarea runoff = 2.894(CFS) 90(Ac.) Total initial stream area = 2 . Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.10 to Point/Station 5.00 *** *** CONFLUENCE OF MINOR STREAMS ---- ---------- --------------------------------------------------------------- ------------ ---------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.774 In/Hr cile DSK9:DR2.OUT[216,0] Printed on 06 -Dec -89 11:24:09 Page 5 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the streams 2 are.- Time re:Tine of concentration(nin.) = 10.44 Rainfall intensity (in./hr/) 1.77 Total flow area (Acres) = 2,90 Total runoff (CFS) at confluence point = 2.89 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5,20 to Point/Station 5^W0 *** *** INITIAL AREA EVALUATION --_--_---_----_-------------------_--_------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 980.00(Ft.) Upstream elevation = 1264.00(Ft.) Downstream elevation = 1103.50(Ft.) Elevation difference = 160.50(Ft.) Slope = .16378 S(%) = 16.38 Tc = K( .438)*[(Length^3>/(Elevation Change)3^0.2 Initial area time of concentration = 9.888 min. 2.00 Year computed rainfall intensity = 1.833 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .573 Subarea runoff = 4.939(CFS) Total initial stream area = 4.70(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ` Process from Point/Station 5.20 to Point/Station 5.00 *** � ***CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values***____________________________ _____________________________________________ 2.00 Year computed rainfall intensity = 1.833 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(nin.) = 9.89 Rainfall intensity (in./hr/) = 1.83 Total flow area (Acres) = 4.70 Total runoff (CFS) at confluence point = 4.94 Area averaged loss rate <FM) = .666 Area averaged pervious ratio (AP) = .700 File DSK9wDR2.0UT[216,0] printed on 06 -Dec -89 11:24:24 Page 6 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 40.30 2 2.89 3 4.94 QSMX(1) = +1.000*1.000* 40.3> + .645*1.000* 2.9) + .612*1.000* 4.9> = 45.188 QSMX(2) = +1.693* .658* 40.3) +1.000*1.000* 2.9) + .950*1.000* 4.9) = 52.482 QSMX(3) = +1.796* .623* 40.3> +1.053* .947* 2.9) +1.000*1.000* 4.9> = 52.945 15.86 1.380 10.44 1.774 9.89 1.833 s`�.&,`` j"+e"s�+v and time of concentration ""^"`"^^ ^^/ -�- - - � used for 3 streams. Individual stream flow values are: 40~30 2.89 4.94 Possible confluenced flow values are: 45.19 52.48 52.94 Individual Stream Area values are: 75.40 2.90 4.70 Effective Total Area values are: 83.00 57.22 54.45 Computed confluence estimates are: Runoff(CFS) = 52.94 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 9.888 (Acres) = 54.45 = 83.00 Total study area average pervious area fraction(AP) = .973 Total study area average soil loss rate(FM) = .799 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.00 to Point/Station 6.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1103.50(Ft.) Downstream point elevation = 1091.30(Ft.) Flow length = 450.00(Ft.) Mannings N = .013 ^.- -� -'-.- - I ne".irpd nine flow = 52.945(CFS) NO. o/ Pipes Nearest Pipe - � Diameter ^~~~^'-- '-,- -��� = 27.00(In~) Calculated Individual Pipe flow = 52.945(CFS) Normal flow depth in pipe = 23.20(In.) Flow top width inside pipe = 18.77(In.) Velocity = 14.57(Ft/S) Travel time = .51 min. TC = 10.40 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ile DSK9a DR2.OUTC216, 03 printed on 06 -Dec --89 1.1.a 24a 38 Page 7 Process from point/Station 5.00 to Point/Station 6.00 *** CONFLUENCE OF MAIN STREAMS ** ------------------------------------------------------------------------------ ------------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1..778 In/Hr The flow values used for the stream: I area Time of concentrati.on(mi.n.) = 1.0.40 Rainfall intensity Kn./hr/) :: 1..78 Total flow area (Acres) = 54.45 Total runoff (CFS) at confluence point - 52.94 Area averaged loss rate (FM) = .799 Area averaged pervious ratio (AP) = .973 Program is now starting with MAIN STREAM NO. 2 ++++++.........+.a-++...4..++............. a+++.+...s..a..E...f......+.......a...f..f.+...f.+. Process from Point/Station 6.10 to point/Station 6.00 *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RE.SIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio (AP) _ .700 Max loss rate (FM) . 666 (l:n/Hr ) Subarea is RESIDENTIAL_ (2 DU/AC) Initial subarea flow length = 55O.00(Ft.) Upstream elevation = 11O3.5O(Ft.) Downstream elevation = 1051. 30 (Ft. ) Elevation difference = 12.2O(Ft.) Slope = .02218 S(%) = 2.22 Tc = K( .438)*G(Length^3)/(Elevation Change)3^0.2 Initial area time of concentration = 11.706 min. 2.00 Year computed rainfall intensity = 1.657 In/Hr. Effective Runoff Coefficient used for total area (O=CIA) is C = .538 Subarea runoff = 2.141(CFS) Total initial stream area = 2.4O(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Mr) +++++++++..+.....+.++++++++++++++++............... ..... . .++..............+ Process from Point/Station 6.1.0 to Point/Station ***0 *** CONFLUENCE OF MAIN STREAMS FOLLOWING �DATA INSIDEMAINSTREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.657 In/Hr The flow values used for the stream: 2 are.- Time reaTime of concentration(min.) = 11.71 File DSK9:DR2.OUT[216,0] Printed on 06 -Dec -89 11:24:54 Page 8 Rainfall intensity (in./hr/) = 1.66 Total flow area (Acres) = 2.40 Total runoff (CFS) at confluence point = 2.14 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.20 to Point/Station 6.21 *** *** INITIAL AREA EVALUATION -----------------------------------------------------------------------_-_- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCG Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .812(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 690.00(Ft.) Upstream elevation = 1360.00(Ft.) Downstream elevation = 1160.00(Ft.) Elevation difference = 200.00(Ft.) Slope = .28986 S(%) = 28.99 Tc = K( .706)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.357 min. 2.00 Year computed rainfall intensity = 1.604 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .444 Subarea runoff = 2.708(CFS) .80(Ac.) Total initial stream area = 3.800c.) Pervious area fraction = 1.000 Initial area FM value = .8120n/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.21 to Point/Station 6.22 *** V -GUTTER FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1160.00(Ft.) Downstream Elevation = 1145.00(Ft.) Street Length = 190.00(Ft.) Curb Height = 2.00n.) Distance from curb to property line = 1.00(Ft.) Slope from curb to property line(V/HZ) = .020 (y/HZ) = Street Halfwidth = 6.000t.) Street Crossfall slope Total Width of V -Gutter in center of street = 20.00(Ft.) Interior "Z" Factor Slope of V -Gutter (HZ/V) = 50.000 Street flow on 2. side(s) of the street Estimated mean flow rate at MIDPOINT of street = 2.89(CFS) Depth of flow = .117(Ft.) Average Velocity = 4.199(Ft/S) Streetflow/V-Gutter Hydraulics at MIDPOINT of street travel .000 7ile DSK9:DR2^OUT[216,0] printed on 06 -Dec -89 11:25:11 Page 9 Depth from lowest invert elevation = ,12(Ft.) Flow width of street to curb = .004t,) Street Velocity= .00(Ft/S) Depth*Velocity = ^00 y -Gutter Flow Width = 23.45(Ft.) v --Gutter Velocity = 4^20(Ft/9) Travel time = .75 min. TC = 13.11 min. Adding Area Flow To Street , an ve"r rnmn`/+pd rainfall intensity = 1.548 In/Hr .^.. --,-'-- -- --- -� - --'' Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.8 Pervious ratio(AP) = .700 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA> Subarea runoff = .205(CFS) for .500c.) Total runoff = 2.913(CFS) Total area = Area averaged FM value = .795(In/Hr) .666(In/Hr> is C = .435 4.30(AC .) Depth of flow = .118(Ft.) Average Velocity = 4.208(Ft/S) Streetflow/V-Gutter Hydraulics at ENDPOINT of street travel Depth from lowest invert elevation = .12(Ft.) Flow width of street to curb = .004t.) Street Velocity = .000t/S) Depth*Velocity = .00 V -Gutter Flow Width = 23.53(Ft.) V -Gutter Velocity = 4.21(Ft/S) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.21 to Point/Station 6.22 *** *** CONFLUENCE OF MINOR STREAMS ---------_-_------------------------------------__------------------_----_- -_----_-------_-_-_------------_----------------_-----------------------_--- 2.00 Year computed rainfall intensity = 1.548 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 1 are: Tine of concentration(nin.) = 13.11 Rainfall intensity (in./hr/) = 1.55 Total flow area (Acres) = 4.30 Total runoff (CFS) at confluence point = 2.91 Area averaged loss rate (FM) = .795 Area averaged pervious ratio (AP) = .965 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.23 to Point/Station 6.22 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:25:30 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 ne,"�m/s ratio(AP) = 1.000 Max��s ,"+m/rm�= .8120n/Hr) `^--- � �-- �-'� -~^^' Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 380.00(Ft.) Upstream elevation = 1225.00(Ft.) Downstream elevation = 1145.00(Ft.) Elevation difference = 80.00(Ft.) Slope = .21053 S(%) = 21.05 Tc = K( .706)K(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 10.377 min. 2.00 Year computed rainfall intensity = 1.781 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .490 Subarea runoff = 1.221(CFS) Total initial stream area = 1.400c.) Pervious area fraction = 1.000 Initial area FM value = .812(In/Hr) Page 10 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.23 to Point/Station 6.22 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 2 are.- Time re:Tine of concentration(nin.) = 10.38 Rainfall intensity (in./hr/) = 1.78 Total flow area (Acres) = 1.40 Total runoff (CFS) at confluence point � Area averaged loss rate (FM) = .812 Area averaged pervious ratio (AP) = 1.000 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 2.91 2 1.22 QSMX(1) = +1.000*1.000* 2.9) + .759*1.000* 1.2) = 3.840 QSMX(2) = +1.310* .791* 2.9) +1.000*1.000* 1.2) = 4.241 13.11 1.548 10.38 1.781 Rainfall intensity and used for 2 streams. Individual stream flow 2.91 1.22 time of concentration values are: 1.781 In/Hr 1.22 File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:25:45 Possible confluenced flow values are: 3.84 4.24 Individual Stream Area values are: 4.30 1.40 Effective Total Area values are: 5.70 4.80 Computed confluence estimates are: Runoff(CFS) = 4.24 Tine(min-) = 10.377 Effective area as adjusted for time (Acres) = Total main stream study area (Acres) = 5.70 4.80 Total study area average pervious area fraction(AP) = ^974 Total study area average soil loss rate(FM) = .799 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++ 6 22 to Point/Station 6.00 Process from Poi»t/Statio»TIME + ^*** *** STREET FLOW TRAVEL SUBAREA FLOW ADDITION ------------------------------- Upstream Elevation Elevation = 1145.00(Ft.) Downstream Elevation = 1091.30(Ft.) Street Length = 670.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18~00(Ft^) . . 5 00(Ft ) Distance From Crown to Crossfall Grade Break = Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 5.432(CFS) Depth of flow = .293(Ft.) Average Velocity = 5.150(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 9.92(Ft.) 1 51 Flow Velocity = 5.15(Ft/S) Depth*Velocity = . Travel time = 2.17 min. TC = 12.54 min. Adding Area Flow To Street _ ^-� -''.5``` �"+�n��+v = 1.589 In/Hr 2.00 Year computed /uio."^^ Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for Max AMC 1 = 36.0 loss rate(FM)= ^ 0q5(In/Hr) Pervious ratio(AP) Effective Runoff = .100 Coefficient used for area (Q=CIA) is C = .716 Subarea runoff = 2.806(CFS) for 2.70(Ac.) 7 50(Ac ) Total runoff = 7.046(CFS) Total area = . ^ wile DSK9:DR2.0UT[216,0] Printed on 06 -Dec -89 11:26:01Page 12 Area averaged FM value = .546(In/Hr) Depth of flow = .314(Ft.) Average Velocity = 5.548(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 10.95(Ft.) Flow Velocity = 5.15(Ft/S) Depth*Velocity = 1.62 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.22 to Point/Station 6.00 *** *** CONFLUENCE OF MAIN STREAMS FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.589 In/Hr The flow values used for the stream: 3 are: Tine of concentration(nin.) = 12.54 Rainfall intensity (in./hr/) = 1.59 Total flow area (Acres) = 7.50 Total runoff (CFS) at confluence point = 7.05 Area averaged loss rate (FM) = .546 Area averaged pervious ratio (AP) = .659 program is now starting with MAIN STREAM NO. 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.30 to Point/Station 6.22 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCG Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .800 Max loss rate(FM)= .761(In/Hr) Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 550.00(Ft.) Upstream elevation = 1166.00(Ft.) Downstream elevation = 1145.00(Ft.) Elevation difference = 21.00(Ft.) Slope = .03818 S(%) = 3.82 Tc = K( .469)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.245 min. 2.00 Year computed rainfall intensity = 1.697 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .497 Subarea runoff = 1.770(CFS) 10(Ac.> Total initial stream area = 2 . Pervious area fraction = .800 Initial area FM value = .761(In/Hr) File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:26:16 Page z� +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from Point/Station 6.22 to Point/Station 6.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** ---------------------_---------------------------------------------------_- Upstrean Elevation = 1145.00(Ft.) Downstream Elevation = 1091.30(Ft.) Street Length = 670.00(Ft.) Curb Height = 6.(In.) Street Ha1fwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Break = 5.00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 2.823(CFS) Depth of flow = .249(Ft.) Average Velocity = 4.274(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 7.68(Ft.) Flow Velocity = 4.27(Ft/S) Depth*Velocity = 1.06 Travel time = 2.61 min. TC = 13.86 min. Adding Area Flow To Street v~`- '.~=+ea rainfall intensity = 1.497 In/Hr �.00 /��' `""p '.^^'--- -� -'-� ' Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .800 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 1.279(CFS) for 2.50(Ac.) Total runoff = 3.049(CFS) Total area = Area averaged FM value = .761(In/Hr) Depth of flow = .253(Ft.) Average Velocity = 4.364(Ft/S) .761(In/Hr) is C = .443 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 7.92(Ft.) Flow Velocity = 4.27(Ft/S) Depth*Velocity = 1.08 4.60(Ac.) ........................................................................... Process from Point/Station 6.22 to Point/Station 6.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:26:33 Page 14 ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.497 In/Hr The flow values used for the stream: 4 are: Tine of concentration(min.) = 13.86 Rainfall intensity (in./hr/) = 1.50 Total flow area (Acres) = 4.60 Total runoff (CFS) at confluence point = 3.05 Area averaged loss rate (FM) = .761 Area averaged pervious ratio (AP) = .800 Program is now starting with MAIN STREAM NO. 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.40 to Point/Station 6^50 �** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000- Decimal 000Decinal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .812(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 1000.004t.> Upstream elevation = 1740.00(Ft.) Downstream elevation = 1300.00(Ft.) Elevation difference = 440.00(Ft.) Slope = .44000 S(%) = 44.00 Tc = K( .706)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 13.186 min. 2.00 Year computed rainfall intensity = 1.542 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .426 Subarea runoff = 3.418(CFS) Total initial stream area = 5.20(Ac.) Pervious area fraction = 1.000 Initial area FM value = .812(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.50 to Point/Station 6.60 *** IRREGULAR CHANNEL FLOW TRAVEL TIME *** --------------------------------------------------------------------------- ***************IRREGULAR CHANNEL INFORMATION*************** - information Entered for Subchannel Number 1 : Point number "X" Coordinate "Y" Coordinate 1 .00 20.00 2 50.00 .00 3 120.00 20.00 Mannings "N" Friction Factor = .035 File DSK9:DR2.0UT[216,0] Printed on 06 -Dec -89 11:26:49 Page 15 Subchannel Slope(V/HZ)=++++.1875++++++++++++++++++++++++++++ ................................................ ++++++++++++.+.+,,,`_-_`,,,+, ..,..+++++++++ Subchannel Flow = 3.418(CFS) Subchannel Flow Top Width = 2.549(Ft.) Subchannel Flow Velocity= 6.313(Ft/S) Subchannel Flow Area = .541(Sq.Ft) Subchannel Froude Number = 2.414 ----------------__-------------_----_---_----------------------------------_ Upstrean point elevation = 1300.00(Ft.) Downstream point elevation = 1150.00(Ft.> Flow length = 800.00(Ft.) Travel time = 2.11 min. TC = 15.30 min. Computed Irregular Channel Flow = &418(CFS) 425(Ft ) Irregular Channel Normal Depth Above Invert Elev. = ^ ^ Average velocity of channel(s) = 6.31(Ft/S)____________ - ----------------------------------------------- ________________ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.50 to Point/Station 6.60 *** *** SUBAREA FLOW ADDITION --------------------------------------------------------------------------- - -- - ---���-� -`�.+.11 i"+pn�i+v = 1.411 In/Hr 2.�m year computed ."^".~^^ ^.`-._-', Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)=: Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 3.966(CFS) for 8.500c.) Total runoff = 7.385(CFS) Total area = Area averaged FM value = .812(In/Hr) .812(In/Hr) is C = .382 13.70(Ac .) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.60 to Point/Station 6.70 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** -------....... -................................................................ Upstream point elevation = 1150.00(Ft.) Downstream point elevation = 1120.00(Ft.) Flow length = 230.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 7.385(CFS) Nearest Pipe Diameter = 12.00(In.) Calculated Individual Pipe flow = 7.385(CFS) Normal flow depth in pipe = 6.52(In.) Flow top width inside pipe = 11.96(In.) Velocity = 16.94(Ft/S) Travel time = .23 min. TC = 15.52 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.60 to Point/Station 6.70 r *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- File DSK9:DR2.0UT[216,0] printed on 06 -Dec -89 11:27:08 Page 16 ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.398 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the streams 1 are: Time of concentration(nin.) = 15.52 Rainfall intensity (in./hr/) = 1.40 Total flow area (Acres) = 13.70 Total runoff (CFS) at confluence point = 7.38 Area averaged loss rate (FM) = .812 Area averaged pervious ratio (AP) = 1.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.75 to Point/Station 6.70 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decimal Fraction Soil Group A = -000- Decimal 000Decinal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .8120n/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 350.00(Ft.) Upstream elevation = 1192.80(Ft.) Downstream elevation = 1120.00(Ft.) Elevation difference = 72.80(Ft.) Slope = .20800 S(%) = 20.80 Tc = K( .706)*[(Length^3)/(Elevation Change)110.2 Initial area time of concentration = 10.065 min. 2.00 Year computed rainfall intensity = 1.814 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .497 Subarea runoff = 1.082(CFS) Total initial stream area = 1.200c.) Pervious area fraction = 1.000 Initial area FM value = .812(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.75 to Point/Station 6.70 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- *** Conpute Various Confluenced Flow Values 2.00 Year Year conputed rainfall intensity = 1.814 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 2 are: Time of concentration(nin.) = 10.07 Rainfall intensity (in./hr/) = 1.81 Total flow area (Acres) = 1.20 Total runoff (CFS) at confluence point = 1.08 Area averaged loss rate (FM) = .812 Area averaged pervious ratio (AP) = 1.000 7ile DSK9:DR2.OUT[216,0] Printed on 06 -Dec -89 11:27:23 Page 17 Confluence information: Stream runoff Time Intensity Number (CFS)_____(nin.)_(inch/hour) ______________________________________ ------ ____ 1 7.38 15.52 1.398 2 1.08 10.07 1.814 QSMX(1> = +1.000*1'000* 7.4) + .586*1.000* 1.1) = 8.018 QSMX(2) = +1.708* .648* 7.4) +1.000*1.000* 1.1) = 9.259 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 7.38 1.08 Possible confluenced flow values are: 8.02 9.26 Individual Stream Area values are: 13.70 1.20 Effective Total Area values are: 14.90 10.08 Computed confluence estimates are: Runoff(CFS) = 9.26 Tine(nio.) = 10.065 Effective area as adjusted for time (Acres) = 10.08 Total main stream study area (Acres) = 14.90 Total study area average pervious area fraction(AP) = 1.000 Total study area average soil loss rate(FM) = .812 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 80 Process from Point/Station 6.70 to Point/Station . *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1120.00(Ft.) Downstream point elevation = 1105.00(Ft.) Flow length = 450.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 9.259(CFS) Nearest Pipe Diameter = 15.00(In.) Calculated Individual Pipe flow = 9.259(CFS) Normal flow depth in pipe = 10.01(In.) Flow top width inside pipe = 14.14(In.) Velocity = 10.64(Ft/S) Travel time = .70 min. TC = 10.77 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.70 to Point/Station 6.80 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.741 In/Hr File DSK9:DR2.OUT[216,0] Printed on 06 -Dec -89 11:27:38 Page 18 ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 1 are: Time of concentration(nin.) = 10,77 Rainfall intensity (in./hr/) = 1,74 Total flow area (Acres) = 10.08 Total runoff (CFS) at confluence point = 9.26 Area averaged loss rate (FM) = .812 Area averaged pervious ratio (AP) = 1.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.23 to Point/Station 6.80 *** *** INITIAL AREA EVALUATION ---------_------------------------------------------_--------------------_- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49.8 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .812(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 700.00(Ft.) Upstream elevation = 1225.00(Ft.) Downstream elevation = 1105.00(Ft.) Elevation difference = 120.00(Ft.) Slope = .17143 S(%) = 17.14 Tc = K( .706)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 13.805 min.. 2.00 Year computed rainfall intensity = 1.500 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = ~413 Subarea runoff = .558(CFS) Total initial stream area = .900c.) Pervious area fraction = 1.000 Initial area FM value = .812(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.23 to Point/Station 6.80 *** *** CONFLUENCE OF MINOR STREAMS ' _-----_----------_----------_---------------------------------------------- ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.500 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.80 Rainfall intensity (in./hr/) = 1.50 Total flow area (Acres) = .90 Total runoff (CFS) at confluence point = .56 Area averaged loss rate (FM) = .812 Area averaged pervious ratio (AP) = 1.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -ile DSK9:DR2.OUT[216,0] Printed on 06 -Dec -89 11:2/:3.5 Process from Poi»t/Station 6.84 to point/Station 6.80 *** INITIAL AREA -EVALUATION --- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Adjusted SCS Curve Number for AMC 1 = 49^8 812(In/Hr) Pervious ratio(AP) = 1.000 Max loss rate(FM)= ^ Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 210.00(Ft.) Upstream elevation = 1150.00(Ft.) Downstream elevation = 1105.00(Ft.) Elevation difference = 45.00(Ft.) Slope = .21429 S(%) = 21,43 )]^0 2 Tc = K( ^ 706)*[(Length^3)/(Elevation Change . Initial area time of concentration = 8.156 nin.. 2 058 In/Hr 2.00 Year computed rainfall intensity = Effective Runoff Coefficient used for total area (Q=CIA) is C = .545 Subarea runoff = .224(CFS) 20(Ac.) = Total initial stream area . Pervious area fraction = 1.000 Initial area FM value = .812(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++ 6 84 to Point/Station 6.80 Process from Point/Station . *** **� CONFLUENCE OF MINOR STREAMS_________________________________________ ---------------------------------- *** Compute Various Confluenced Flow _Values __***____________________________ -------------------- ---------------- 058 In/Hr 2.00 Year computed rainfall intensity � 2.058 ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 3 are: Time of concentration(min-) = 8.16 Rainfall intensity (in./hr/) = 2.06 Total flow area (Acres) = ~20 22 Total runoff (CFS) at confluence point = . Area averaged loss rate (FM) = .812 Area averaged pervious ratio (AP) = 1.000 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)________________________________-----_ ----------------------------- ------- 1 9.26 10.77 1.741 2 .56 13.80 1.500 3 .22 8.16 2.058 QSMX(1) = +1.000*1.000* 9.3> +1.350* .780* .6) + .746*1.000* .2) = 10.014 File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:28:13 QSMX(2) = + .741*1.000* 9.3) +1.000*1.000* .6> + .553*1.000* .2) = 7.540 QSMX(3) = +1.340* .757* 9.3> +1.809* .591* .6) +1.000*1.000* .2> = 10.217 o`�.,`�� i"+pn�i+v and time of concentration n"^"'"^^ ''--', -'- - - used for 3 streams. Individual stream flow values are: 9.26 .56 .22 Possible confluenced flow values aret 10.01 7.54 10.22 Individual Stream Area values are: 10.08 .90 .20 Effective Total Area values are: 10.98 11.18 8.37 Computed confluence estimates are: Runoff(CFS) = 10.22 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 8.156 (Acres) = = 11.18 8.37 Total study area average pervious area fraction(AP) = 1.000 Total study area average soil loss rate(FM) = .812 Page 20 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.80 to Point/Station 6.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1105.00(Ft.) Downstream point elevation = 1091.30(Ft.> Flow length = 215.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 10.217(CFS) Nearest Pipe Diameter = 15.00(In.) Calculated Individual Pipe flow = 10.217(CFS) Normal flow depth in pipe = 8.60(In.) Flow top width inside pipe = 14.84(In.) Velocity = 14.03(Ft/S) Travel time = .26 min. TC = 8.41 min. +++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.80 to Point/Station 6.00 *** *** CONFLUENCE OF MAIN STREAMS ------------ ------------------------------------------------------------------- *** Compute Various Confluenced Flow Values***____________ --- ------- �------------------------------__________________ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 2.020 In/Hr The flow values used for the stream: 5 are: Time of concentration(nin.) = 8.41 Rainfall intensity (in./hr/) = 2.02 Oile DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:28:2t- rage zL Total flow area (Acres) = 8.37 10 22 Total runoff WS) at confluence point = ^ Area averaged loss rate (FM) = ,812 Area averaged pervious ratio (AP) = 1.000 Confluence information: Stream runoff Time Intensity Number (CFS)_____(nin.)_(inch/hour)______________________________________ ----- ____ 1 52.94 10.40 1.778 2 2.14 11.71 1.657 3 7.05 12.54 1.589 4 3.05 13.86 1.497 5 10.22 8.41 2.020 QSMX(1) = +1.000*1.000* 52.9) +1.123* .889* 2.0 +1.181* .829* 7.0) +1.382* .751* 3.0) + .800*1.000* 10.2) = 73.316 QSMX(2) = + .876*1.000* 52.9> +1.000*1.000* 2.1> +1.065* .933* 7.0) +1.217* .845* 3.0> + .699*1.000* 10.2) = 65.791 QSMX(3) = + .807*1.000* 52.9) + .932*1.000* 2.1) +1.000*1.000* 7.0) +1.125* .905* 3.0) + .643*1.000* 10.2) = 61.455 QSMX(4) = + .713*1.000* 52.9) + .839*1.000* 2.1) + .912*1.000* 7.0) +1.000*1.000* 3.0) + .567*1.000* 10.2) = 54.819 QSMX(5) = +1.247* .809* 52.9) +1.367* .719* 2.1) +1.413* .671* 7.0) +1.710* .607* 3.0) +1.000*1.000* 10.2) = 75.534 Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 52.94 2.14 7.05 3.05 10.22 Possible confluenced flow values are: 73.32 65.79 61.45 54.82 75.53 File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:28:38 Page 22 Individual Stream Area values are: 54.45 2.40 7.50 4.60 8.37 Effective Total Area values are: 74.62 76.10 76.88 77.32 61.94 ____________________________________________________________________________ Conputed confluence estimates are: Runoff(CFS) = 75.53 Tine(nin.) = 8.412 Effective area as adjusted for time (Acres) = 61.94 Total main stream study area (Acres) = 77.32 Total study area average pervious area fraction(AP) = .926 Total study area average soil loss rate(FM) = .769 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.00 to Point/Station 7.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1091.30(Ft.) Downstream point elevation = 1064.50(Ft.) Flow length = 330.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 75.534(CFS) Nearest Pipe Diameter = 27.00(In.) Calculated Individual Pipe flow = 75.534(CFS) Normal flow depth in pipe = 19.22(In.) Flow top width inside pipe = 24.46(In.) Velocity = 24.94(Ft/S) Travel time = .22 min. TC = 8.63 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.00 to Point/Station 7.00 *** *** CONFLUENCE OF MAIN STREAMS ----------------------------------_-------------------_-------------------_ -------------------_--------------------------------------------_----------_ FOLLOWINC DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.989 In/Hr The flow values used for the stream: 1 are.- Time re:Tine of concentration(nin.) = 8.63 Rainfall intensity (in./hr/) = 1.99 Total flow area (Acres) = 61.94 Total runoff (CFS) at confluence point = 75.53 Area averaged loss rate (FM) = .769 Area averaged pervious ratio (AP) = .926 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.10 to Point/Station 7.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 File DSK9:DR2.OUT[216,03 printed on 06 -Dec -89 11:28:55 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 o.,""".� ratio(AP) = '7Nm Max�"�� r�+p(FM)= .666(In/Hr) .=.-^~.~ .-'--'' ''-- .... ^~-- �-'- Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 950.00(Ft.) Upstream elevation = 1100.80(Ft.) Downstream elevation = 1064.50(Ft.) Elevation difference = 36.30(Ft.) Slope = .03821 S(%) = 3.82 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 13.066 min. 2.00 Year computed rainfall intensity = 1.551 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .514 Subarea runoff = 2.629(CFS) Total initial stream area = 3.30(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) Page 23 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.10 to Point/Station 7.00 - *** .Q0*** CONFLUENCE OF MAIN STREAMS *** --------------------------------------------------------------------------- ____________________________________________________________________________ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.551 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.07 Rainfall intensity (in./hr/) = 1.55 Total flow area (Acres) = 3.30 Total runoff (CFS) at confluence point = 2.63 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.20 to Point/Station 7.00 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0- Adjusted 6.0Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 470.00(Ft.) Upstream elevation = 1087.50(Ft.) Downstream elevation = 1064.50(Ft.) File DSK9:DR2.OUT[216,0] Printed on 06 -Dec -89 11:29:15 Page 24 Elevation difference = 23.00(Ft.) 04894 S(%) = 4 89 Slope = . , Tc = K( .438)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 9.384 min. 2.00 Year computed rainfall intensity = 1.892 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C .583 Subarea runoff = 1.876(CFS) Total initial stream area = 1.70(Ac.) Pervious area fraction = .700 Initial area FM value = .6660n/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.20 to Point/Station 7.00 *** *** CONFLUENCE OF MINOR STREAMS ------------- ------------------------------------------------------------------ ---- ----------------- ------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.892 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 1 are: Tine of concentration(nin.) = 9.38 Rainfall intensity (in./hr/) = 1.89 Total flow area (Acres) = 1.70 Total runoff (CFS) at confluence point = 1.88 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.30 to Point/Station 7.40 *�* *** INITIAL AREA EVALUATION ...... .......... ----------....................................................... Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 590.004t.) Upstream elevation = 1075.50(Ft.) Downstream elevation = 1067.20(Ft.) Elevation difference = 8.300t.) Slope = .01407 S(%) = 1.41 Tc = K( .438)*[(Length^3)/(Elevation Change)3^0.2 Initial area time of concentration = 13.188 min. 2.00 Year computed rainfall intensity = 1.542 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .512 Subarea runoff = 2.683(CFS) 3 40(Ac ) Total initial stream area = . . Pervious area fraction = .700 Initial area FM value = .666(In/Hr) File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:29:33 page z-1 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.40 to Point/Station 7^00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1067.20(Ft.) Downstream Elevation = 1064.50(Ft.) Street Length = 310.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Break = 5.00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of HaIfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from fIowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 3.274(CFS) Depth of flow = .344(Ft.) Average Velocity = 2.016(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 12.46(Ft.) Flow Velocity = 2.02(Ft/S) Depth*Velocity = .69 Travel time = 2.56 min. TC = 15.75 min. Adding Area Flow To Street - ~~ `' ----..+~A -`4"+"11 intensity = 1.386 In/Hr Z.m0 /ear cunpvtr" ^..'-��--', Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = .496(CFS) for 1.50(Ac.) Total runoff = 3.179(CFS) Total area = Area averaged FM value = .666(In/Hr) Depth of flow = .342(Ft.) Average Velocity = 1.998(Ft/S) .666(In/Hr) is C = .468 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 12.33(Ft.) Flow Velocity = 2.02(Ft/S) Depth*Velocity = .69 4.90(Ac .) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.40 to Point/Station 7.00 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- Tile DSK9:DR2.OUT[216,0] Printed on 06 -Dec -89 11:29:48 Page 26 *** Compute Various ___ Confl«encedFlow Values __***____________________________ ----------- _ 2,00 Year computed rainfall intensity = 1.386 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 2 are,- Time re:Tine of concentration(nin.) = 15.75 Rainfall intensity (in./hr/) = 1.39 Total flow area (Acres) = 4.90 Total runoff (CFS) at confluence point = 3.18 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ______________________________________ --------����������������������������� 1 1.88 9.38 1.892 2 3.18 15.75 1.386 QS#X(1) = +1.000*1.000* 1.9) +1.701* .596* 3.2) = 5.097 QSMX(2) = + .588*1.000* 1.9) +1.000*1.000* 3.2) = 4.282 o.�"T"'' i"+pn��+v and time of concentration ""^"^.`^._--' and for 2 streams. Individual stream flow values are: 1.88 3.18 Possible confluenced flow values are: 5.10 4.28 Individual Stream Area values are: 1.70 4.90 Effective Total Area values are: 4.62 6.60 Computed confluence estimates are: Runoff(CFS) = 5.10 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 9.384 (Acres) = 4.62 = 6.60 Total study area average pervious area fraction(AP) Total study area average soil loss rate(FM) = .666 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.40 to Point/Station 7.00 *** *** CONFLUENCE OF MAIN STREAMS --_------------_-------------------------_-------------------------_------_ -----__-_-----_^~----------_-------_----------------------------_----------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.892 In/Hr The flow values used for the stream: 3 are: Time of concentration(nin.) = 9.38 7ile DSK9: DR . OUTC 216, 0J printed an 06 -Dec -•89 11:30:01 wage ,.. Rainfall. intensity (in./hr/) = 1..89 Total flow area (Acres) = 4.62 Total runoff (CFS) at confluence point - 5.10 Area averaged loss rate (FSS) = .666 Area averaged pervious ratio (AP) _ .700 Program is now starting with MAIN STREAM NO. 4 ++++f.f f•+++++f+++++++++++f+++++•♦•+++f-i•+++++++++•+ ++++++++++++++++++++ +++++++.+.-+. Process from Point/Station 7.70 to Point/Station 7.7:5:; *** INITIAL AREA EVALUATION* ----------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal. Fraction Soil Group D = .000 RESIDE.NTIAL(2 DU/AC) SCS Curve Number for Soil (AMC 2) _ 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 � 6f+6 (:f.r7/Nr ) Pervious ratio(AP) _ .700 Max loss rate(FM)= Subarea is RESIDENTIAL (2 DU/AC) initial subarea flow length = 980.00(Ft.) Upstream elevation = 11O1.500t.) Downstream elevation = 1.074.20 (Ft. ) Elevation difference = 27.3O(Ft.) Slope = .02786 S(%) = 2.79 Tc = K( .438)K (Length^3)/(Elevation Change)l^0.2 Initial area time of concentration = 14„092 min. 2.00 Year computed rainfall intensity = 1.482 In/Hr Effective Runoff Coefficient used for total. arra WCIA) is C = .496 Subarea runoff = 6.761 (CFS) Total initial stream area = 9„2O(Ac.) Pervious area fraction = .700 Initial area FM value = .666(ln/Hr) +++++++++++++++++++++++++++++++++++++++•f•++++++++++++•f•+•f•++. ... 7....+++++++ �f' + Process from Point/Station 7.70 to point/Station.7 *** CONFLUENCE OF MINOR STREAMS 2.00 Year �computed �rainfall intensity = 1.4:32 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 1 are: Time of concentration (min.) = 14.09 Rainfall intensity (in./hr/) = 1.48 Total flow area (Acres) = 9.20 6.76 Total runoff (CFS) at confluence point - Area averaged loss rate (FM) _ .666 Area averaged pervious ratio (AP) = .700 +•f•++.+'f”1'+++++++++++++++++.+++++++++++++++t++++++++++++++•f•+•f•+.f•++.f.++.h •f•+++.+..f.+.+. 1 75 a �' Process from Point/Station 7.80 to Point:/ Station 7* *** INITIAL AREA EVALUATION File DSK9:DR2.OUTC216,03 printed on 06 -Dec -99 1.1::30:20 Page 22 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1..000 Decimal Fraction Soil Group C; = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL (2 DU/AC) SCS Curve Number for Soil (AMC 2) 56„0 Adjusted SCS Curve Number- for AMC 1 = 36.0 Pervious ratio(AP) _ .700 Max loss rate (FM)= .666(Tn/Hr) Subarea is RESIDENTIAL (2 DU/AC> initi.<:al subarea flow length = 850.00(Ft. ) Upstream elevation = 1094.50(Ft.) Downstream elevation = 1.074.20 (Ft. ) Elevation difference = 20.30(Ft.) Slope = .02388 S(%) _ 2.39 Tc = K( . 438) *C (I_.ength^3) / (Elevation Change) 3^0. 2 Initial area time of concentration = 13.729 min. 2.00 Year computed rainfall intensity = 1..505 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .502 Subarea runoff = 2.873(CFS) Total initial stream area = 3.80(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++.*+++++++++++++++++++++ Process from Point/Station 7.80 to Point/Station 7.75 *** CONFLUENCE OF MINOR STREAMS *** ----------------------------------------------------------------------------- *** Compute Various Conf.luenced Flow Values *** `Y_2.00�YearTcomputed�rainfal.l intensity = 1..50; In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 2 are: Time of concentration(min.) = 13.73 Rainfall intensity (in./hr/) = 1.51 Total flow area (Acres) = 3.80 Total runoff (CFS) at confluence point 2.87 Area averaged loss rate (FM) _ .666 Area averaged pervious ratio (AP) _ .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) __i_____-_ 6.76 14.09 1.4£32 2 2.87 13.73 1.505 QSMX (1) _ +1.000*1..000* 6.8) + .972*1.000* 2.9) 9.553 USMX (2) = +1.029* .974* 6.8) +1.000*1.000* 2.9) 9.648 File DSK9:DR2.0UT[216,0] printed on 06 -Dec -89 11:30:37 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 6.76 2.87 o..�jKlp ronfluenced flow values are: '"Q=^~^- -- 9.55 9.65 Individual stream Area values are: 9.20 3.80 Effective Total Area values are: 13.00 12.76 Computed confluence estimates are: Runoff(CFS) = 9.65 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 13.729 (Acres) = 12.76 = 13.00 Total study area average pervious area fraction(AP) Total study area average soil loss rate(FM) = .666 Page 29 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.75 to Point/Station 7.00 **� PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** -- ------------------------------------------------------- Upstream point elevation = 74.20(Ft.) Downstream point elevation = 64.50(Ft.) Flow length = 800.000t.) Mannings N = .013 No. of pipes = 1 Required pipe flow � 9.648(CFS) Nearest Pipe Diameter = 18.00(In.) Calculated Individual Pipe flow = 9.648(CFS) Normal flow depth in pipe = 12.56(In.) Flow top width inside pipe = 16.53(In.) Velocity = 7.32(Ft/S) Travel time = 1.82 min. TC = 15.55 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.75 to Point/Station 7.00 *** *** CONFLUENCE OF MAIN STREAMS FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.397 In/Hr The flow values used for the stream: 4 are: Time of concentration(nin.) = 15.55 Rainfall intensity (in./hr/) = 1.40 Total flow area (Acres) = 12.76 Total runoff (CFS) at confluence point = 9.65 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 5 +++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � 50 to Point/Station 7.00 Process from Point/Station 7.50 *** *** INITIAL AREA EVALUATION File DSK9:DR2.OUT[216'0] printed on 06 -Dec -89 11:30:53 Page 30 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .6660n/Hr> Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 1000.004t.) Upstream elevation = 1076.50(Ft.) Downstream elevation = 1064.50(Ft.) Elevation difference = 12.00(Ft.) Slope = .01200 S(%) = 1.20 Tc = K( .438)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 16.813 min. 2.00 Year computed rainfall intensity = 1.333 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .451 Subarea runoff = 2.223(CFS) .)70(Ac Total initial stream area = 3 . Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.50 to Point/Station 7.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- *** compute Various Confluenced-Flow _Values __***---------------------------- ---- --------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.333 In/Hr The flow values used for the stream: 5 are: Time of concentration(min.) = 16.81 Rainfall intensity (in./hr/) = 1.33 Total flow area (Acres) = 3.70 Total runoff (CFS) at confluence point = 2.22 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________________________ 1 75.53 8.63 1.989 2 2.63 13.07 1.551 3 5.10 9.38 1.892 4 9.65 15.55 1.397 5 2.22 16.81 1.333 QSMX(1) = +1.000*1.000* 75.5) +1.495* .661* 2.6) +1.079* .920* 5.1) +1.809* .555* 9.6) File DSK9:DR2.0UT[216,0] printed on 06 -Dec -89 11:31:09 +1.982* .513* 2.2) = 95.141 QSMX(2) = + .641*1.000* 75.5) +1.000*1.000* 2.6} + .722*1.000* 5.1) +1.210* .840* 9.6> +1.326* .777* 2.2) = 66.830 QSMX(3) = + .920*1.000* 75.5) +1.385* .718* 2.6> +1.000*1.000* 5.1) +1.676* .604* 9.6) +1.837* .558* 2.2) = 89.265 QSMX(4) = + .515*1.000* 75.5) + .826*1.000* 2.6) + .597*1.000* 5.1) +1.000*1.000* 9.6> +1.096* .925* 2.2) = 56.011 QSMX(5) = + .462*1.000* 75.5) + .754*1.000* 2.6) + .545*1.000* 5.1) + .913*1.000* 9.6) +1.000*1.000* 2.2) = 50.718 Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 75.53 2.63 5.10 9.65 2.22 Possible confluenced flow values are: 95.14 66.83 89.26 56.01 50.72 Individual Stream Area values are: 61.94 3.30 4.62 12.76 3.70 Effective Total Area values are: 77.35 83.46 78.70 86.04 86.32 Computed confluence estimates are: Runoff(CFS) = 95.14 Tine(nin.) = 8.632 Effective area as adjusted for time (Acres) = 77.35 Total main stream study area (Acres) = 86.32 Total study area average pervious area fraction(AP) = .862 Total study area average soil loss rate(FM) = .740 roya "^ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + 7 Process from Point/Station 00 to Point/Station 8.00 E (PROGRAM �** *** PIPEFLOW TRAVEL TI� ESTIMATED SIZE) --------------------------------------------------------------------------- wile DSK9:DR2.0UT[216,0] printed on 06 -Dec -89 11:31:23 rage 0.- Upstrean point elevation = 1064.50(Ft.) Downstream point elevation = 1039.40(Ft.) Flow length = 400.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 95.141(CFS) Nearest Pipe Diameter = 30.00(In.) Calculated Individual Pipe flow = 95.141(CFS) Normal flow depth in pipe 22.80(In.) Flow top width inside pipe = 25.620n.> Velocity = 23.77(Ft/S) Travel time = .28 min. TC = 8.91 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.00 to Point/Station 8^00 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ---------------------------------------------- ------------------------------ 2.00 Year computed rainfall 1951 In/Hr intensity � ^ ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are.- Time re:Tine of concentration(nin.) = 8.91 Rainfall intensity (in./hr/) = 1.95 Total flow area (Acres) = 77.35 Total runoff (CFS) at confluence point = 95.14 Area averaged loss rate (FM) = .740 Area averaged pervious ratio (AP) = .862 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.10 to Point/Station 8.00 *** *** INITIAL AREA EVALUATION ............. .................. -....................................................... Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 666(In/Hr) Pervious ratio(AP) = .700 Max loss rate(FM)= . Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 500.00(Ft.) Upstream elevation = 1059.50(Ft.) Downstream elevation = 1039.40(Ft.) Elevation difference = 20.10(Ft.) Slope = .04020 S(%) = 4.02 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 10.005 min. 2.00 Year computed rainfall intensity = 1.820 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .571 Subarea runoff = 1.974(CFS) .)90(Ac Total initial stream area = 1 . Pervious area fraction = .700 Initial area FM value = .666(In/Hr) File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:31:38 Page 33 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8,10 to Point/Station 8.00 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values ***____________________________ ------------------------------------------------ 2.00 Year computed rainfall intensity = 1.820 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Tine of concentration(nin.) = 10.01 Rainfall intensity (in./hr/) = 1.82 Total flow area (Acres) = 1.90 Total runoff (CFS) at confluence point = 1.97 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (nin.) (inch/hour)______________________________________ --------------------- ------------------- 1 95.14 2 1.97 QSMX(1) = +1.000*1.000* 95.1) +1.113* .891* 2.0) = 97.099 QSMX(2) = + .892*1.000* 95.1) +1.000*1.000* 2.0) = 86.846 8.91 1.951 10.01 1.820 "''-`` 4.+e"�i+v and time of concentration n*in/u^^ -�- � used for 2 streams. Individual stream flow values are: 95.14 1.97 Possible confluenced flow values are: 97.10 86.85 Individual Stream Area values are: 77.35 1.90 Effective Total Area values are: 79.05 79.25 Computed confluence estimates are: Runoff(CFS) = 97.10 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 8.913 (Acres) = 79.05 = 79.25 Total study area average pervious area fraction(AP) = .859 Total study area average soil loss rate(FM) = .738 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.00 to Point/Station 9.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) �** --------------------------------------------------------------------------- Upstrean point elevation = 1039.40(Ft.) File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:31:57 Page 34 Downstream point elevation = 1015.60(Ft.) Flow length = 480^00(Ft.) Mannings N = .013 No, of pipes = 1 Required pipe flow = 97.099(CFS) Nearest Pipe Diameter = 30.00(In.) Calculated Individual Pipe flow = 97.099(CFS) Normal flow depth in pipe = 26.81(In.) Flow top width inside pipe = 18.490n.> Velocity = 20.96(Ft/S) Travel time = .38 min. TC = 9.29 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.00 to Point/Station 9.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------- DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.902 In/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) = 9.29 Rainfall intensity (in./hr/) = 1.90 Total flow area (Acres) = 79.05 Total runoff (CFS) at confluence point = 97.10 Area averaged loss rate (FM) = .738 Area averaged pervious ratio (AP) = .859 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.10 to Point/Station 9.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for SoiI(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1050.00(Ft.) Upstream elevation = 1055.50(Ft.) Downstream elevation = 1015.60(Ft.) Elevation difference = 39.90(Ft.) Slope = .03800 S(%) = 3.80 Tc = K( .412)*[(Length^3)/(Elevmtion Change)]^0.2 Initial area time of concentration = 12.806 min. 2.00 Year computed rainfall intensity = 1.570 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .573 Subarea runoff = 3.327(CFS) Total initial stream area = 3.70(Ac.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) File DSK9:DR2.0UT[216,0] printed on 06 -Dec -89 11:32:13 Page 35 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9,10 to point/Station 9.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.570 In/Hr The flow values used for the stream: 2 are: Tine of concentration(nin.) = 12.81 Rainfall intensity (in./hr/) = 1.57 Total flow area (Acres) = 3.70 Total runoff (CFS) at confluence point = 3.33 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.20 to Point/Station 9.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 600.00(Ft.) Upstream elevation = 1019.50(Ft.) Downstream elevation = 1015.60(Ft.) Elevation difference = 3.90(Ft.) Slope = .00650 S(%) = .65 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 15.494 min, 2.00 Year computed rainfall intensity = 1.400 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .472 Subarea runoff = 1~653(CFS) Total initial stream area = 2.50(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.20 to Point/Station 9.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.400 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 1 are: File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:32:33 Page 36 Time of concentration(nin.) = 15.49 Rainfall intensity (in./hr/) = 1,40 Total flow area (Acres) = 2.50 Total runoff (CFS) at confluence point = 1.65 Area averaged loss rate (FM) = ,666 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.30 to Point/Station 9.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .6660n/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 830.00(Ft.) Upstream elevation = 1064.50(Ft.) Downstream elevation = 1015.60(Ft.) Elevation difference = 48.90(Ft.) Slope = .05892 G(%) = 5.89 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.352 min. 2.00 Year computed rainfall intensity = 1.687 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .545 Subarea runoff = 2.391(CFS) Total initial stream area = 2.60(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.30 to Point/Station 9.00 - *** .00*** CONFLUENCE OF MINOR STREAMS -------------- -------------------------------------------------------------- *** Compute Various Confluenced_Flow_Values __***____________________________ --- -------- ------------------�� 2.00 Year computed rainfall intensity = 1.687 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 2 are: Time of concentration(nin.) = 11.35 Rainfall intensity (in./hr/) = 1.69 Total flow area (Acres) = 2.60 Total runoff (CFS) at confluence point = 2.39 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ,ile DSK9:DR2.0UT[216,0] printed on 06 -Dec -89 11:32:48 rage a/ ---------_----------------_----------------------------------_----------_--- 1 1.65 15.49 1.400 5 2.39 11.35 1.687 � QSMX(1) = +1.000*1.000* 1.7) + .719*1.000* 2.4) = 3.372 QSMX(2) = +1.391* .733* 1.7) +1.000*1.000* 2.4) = 4.076 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 1.65 2.39 Possible confluenced flow values are: 3.37 4.08 Individual Stream Area values are: 2.50 2.60 Effective Total Area values are: 5.10 4.43 Computed confluence estimates are: Runoff(CFS) = 4.08 Tine(nin.) = 11.352 Effective area as adjusted for time (Acres) = 4.43 Total main stream study area (Acres) = 5.10 Total study area average pervious area fraction(AP) = .700 Total study area average soil loss rate(FM) = .666 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ 9.30 to Point/Station 9.00 Process from Point/Station**� *** CONFLUENCE OF MAIN STREAMS FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.687 In/Hr The flow values used for the stream: 3 are: Time of concentration(nin.) = 11.35 Rainfall intensity (in./hr/) = 1.69 Total flow area (Acres) = 4.43 4 08 Total runoff (CFS) at confluence point = . Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++ 40 to Point/Station 9.00 Process from Point/Station 9.40 *** *** INITIAL AREA EVALUATION ------------------------------ _____________________________________________ Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 File DSK9:DR2.0UT[216,0] printed on 06 -Dec -89 11:33:04 Decimal Fraction Soil Group D = ,000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) ���� �� � Subarea is RESIDENTIAL (3 - 4 DU/AQ Initial subarea flow length = 840.004t.) Upstream elevation = 1020.50(Ft.) Downstream elevation = 1015.60(Ft.) Elevation difference = 4.90(Ft.) Slope = .00583 S(%) = .58 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 17.038 min. 2.00 Year computed rainfall intensity = 1.322 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .512 Subarea runoff = 1.827(CFS) Total initial stream area = 2.700c.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) Page 38 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++++++ Process from Point/Station 9.40 to Point/Station 9.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIM STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.322 In/Hr The flow values used for the stream: 4 are.- Time re:Tine of concentration(nin.) = 17.04 Rainfall intensity (in./hr/) = 1.32 Total flow area (Acres) = 2.70 Total runoff (CFS) at confluence point = 1.83 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Program is now starting with MAIN STREAM NO. 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.50 to Point/Station 9.60 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 660.00(Ft') Upstream elevation = 1090.50(Ft.) Downstream elevation = 1064.30(Ft.) Elevation difference = 26.20(Ft.) .666(In/Hr) .ile DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:33:20 rage u, 03970 S(%) = 3 Slope = ^ 97 , Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.208 min. 2.00 Year computed rainfall intensity = 1.700 In/H)-- Effective n/HrEffective Runoff Coefficient used for total area (Q=CIA} is C = .548 Subarea runoff = 2.608(CFS) Total initial stream area = 2.80(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.60 to Point/Station 9^70 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** _-----_-------------------_-------------------------------------------_---- Upstrean Elevation = 1064.30(Ft.) Downstream Elevation = 1016.90(Ft.) Street Length = 950.00(Ft.) Curb Height = 8.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 16.50(Ft.) = .020 = .020 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 4.610(CFS) Depth of flow = .299(Ft.) Average Velocity = 4.153(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 10.19(Ft.) Flow Velocity = 4.150t/S) Depth*Velocity = 1.24 Travel time = 3.81 min. TC = 15.02 min. Adding Area Flow To Street - ~. ~- - ---_+~� -~j"+zii intensity = 1.426 In/Hr z.mm /ear �vnpu`=" ."^..'-��-- , Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIA02 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 2.254(CFS) for 4.30(Ac.) Total runoff = 4.862(CFS) Total area = Area averaged FM value = .666(In/Hr) Depth of flow = .303(Ft.) Average Velocity = 4.213(Ft/S) .666(In/Hr) is C = .480 7.10(Ac.) File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:33:37 rage qm Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 10.41(Ft.) Flow Velocity = 4.15(Ft/S) Depth*Velocity = 1.26 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.60 to Point/Station 9^70 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.426 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 1 are: Time of concentration(nin.) = 15.02 Rainfall intensity (in./hr/) = 1.43 Total flow area (Acres) = 7.10 Total runoff (CFS) at confluence point = 4.86 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.90 to Point/Station 9.70 *** *** INITIAL AREA EVALUATION -------------------_----------_-------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000- Decimal 000Decinal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(In/Hr) Subarea is RESIDENTIAL (2 DU/AQ Initial subarea flow length = 500.00(Ft.) Upstream elevation = 1022.50(Ft.) Downstream elevation = 1016.90(Ft.) Elevation difference = 5.60(Ft.) Slope = .01120 S(%) = 1.12 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.919 min. 2.00 Year computed rainfall intensity = 1.561 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .516 Subarea runoff = 1.290(CFS) Total initial stream area = 1.60(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.90 to Point/Station 9.70 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- File DSK9:DR2.OUT[216,0] Printed on 06 -Dec -89 11:33:55 ray& "I 2,00 Year computed rainfall intensity = 1.561 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 2 are: Time of concentration(nin.) = 12,92 Rainfall intensity (in./hr/) = 1.56 Total flow area (Acres) = 1,60 Total runoff (CFS) at confluence point = 1.29 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.80 to Point/Station 9.60 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIA02 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 666(In/Hr> Pervious ratio(AP) = .700 Max loss rate(FM)= . Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 570.00(Ft.) Upstream elevation = 1088.50(Ft.) Downstream elevation = 1064.30(Ft.) Elevation difference = 24.20(Ft.) Slope = .04246 S(%) = 4.25 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 10.429 min. 2.00 Year computed rainfall intensity = 1.775 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .563 Subarea runoff = 2.098(CFS) 10(Ac.) Total initial stream area = 2 . Pervious area fraction = .700 Initial area FM value = .666(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.60 to Point/Station 9.70 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** ------------ ----------------------------------------------------------------- Upstream Elevation = 1064.30(Ft.) Downstream Elevation = 1016.90(Ft.) Street Length = 980.000t.> Curb Height = 8.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 16.50(Ft.> = .020 = .020 1 12.00(Ft.) = .020 File DSK9:DR2.OUT[216,01 printed on 06 -Dec -89 11:34:1.1. Estimated mean flow rate at MIDPOINT of street: = 4. 695 ((:;FS) Depth of flow = .302 (Ft. ) Average Velocity = 4.127(Ft/S) Streetflow Hydraulics at MIDPOINT of street- trave1. Halfstreet Flow Width = 10.33(Ft.) Flow Velocity = 4. 13(Ft/ S) Depth*Vel.oc:i.ty 1..24 Travel time = 3.96 rein. TC W 1.4.39 min. Adding Area Flow To Street 2.00 Year computed rainfall. intensity = 1.464 In/Hr Decimal Fraction Soil (sIWWF A = .000 Decimal Fraction Soil Groep B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(? DU/AC) SCS Curve Number for Soil(AMC 2) -- 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) _ .700 Max loss rate(FM) Effective Runoff Coefficient used for area (Q=CT.A) Subarea runoff = 3.147(CFS) for 5.20(Ac.) Total runoff = 5.245(CFS) Total area = Area averaged FM value = .666(In/Hr) Depth of flow = ..310(Ft.) Average Velocity = 4.259(Ft/S) . 666 (I n/Hr ) is C _ „491. Streetflow Hydraulics at ENDPOINT of street travel. Halfstreet Flow Width = 10.77(Ft.) Flow Velocity = 4.13(Ft/S) Depth*Velocity == 1..25 1.30 (Ac. ) Page 4:. ++++++++++++.....++++++++++++.........+++*++..............+.....+-►...... r+ Process from Point/Station 9.60 to Point/Station 9.70 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** -~x2.00 Year computed rainfall intensity = 1.464 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 3 are: Time of concentration(min.) = 14.39 Rainfall intensity (in./hr/) = 1.46 Total flow area (Acres) = 7.30 Total runoff (CFS) at confluence point - 5.24 Area averaged loss rate (FM) _ .666 Area averaged pervious ratio (AP) _ .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) File DSK9:DR2.0UT[216,0] Printed on 06 -Dec -89 11:34:27 1 4.86 2 1.29 3 5.24 QSMX(1) = +1.000*1.000* 4.9> + .849*1.000* 1.3) + .953*1.000* 5.2) = 10.956 QSMX(2) = +1.177* .860* 4.9) +1.000*1.000* 1.3) +1.122* .898* 5.2) = 11.499 QSMX(3) = +1.049* .958* 4.9) + .891*1.000* 1.3) +1.000*1.000* 5.2) = 11.280 15.02 1.426 12.92 1.561 14.39 1.464 w"+"ll �n+pn�i+v and time of concentration "~^....^^ -��--��--'' and used for 3 streams. Individual stream flow values are: 4.86 1.29 5.24 Possible confluenced flow values are: 10.96 11.50 11.28 Individual Stream Area values are: 7.10 1.60 7.30 Effective Total Area values are: 16.00 14.26 15.70 Computed confluence estimates are: Runoff(CFS) = 11.50 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 12.919 (Acres) = 14.26 = 16.00- Total 6.00 Total study area average pervious area fraction(AP) .700 Total study area average soil loss rate(FM) = .666 Page 4,3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.70 to Point/Station 9.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1016.90(Ft.) Downstream point elevation = 1015.60(Ft.) Flow length = 440.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 11.499(CFS) Nearest Pipe Diameter = 24.00(In.) Calculated Individual Pipe flow = 11.499(CFS) Normal flow depth in pipe = 18.40(In.) Flow top width inside pipe = 20.30(In.) Velocity = 4.45(Ft/S) Travel time = 1.65 min. TC = 14.57 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.70 to Point/Station 9.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- -ile DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:34:39 Page 44 *** Compute Various_Confluenced Flow Values__***____________________________ ----------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.453 I»/Hr The flow values used for the stream: 5 are: Time of concentration(nin.) = 14.57 Rainfall intensity (in./hr/) = 1.45 Total flow area (Acres) = 14.26 Total runoff (CFS) at confluence point = 11.50 Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________________________ 1 97.10 97.10 9.29 1.902 2 3.33 12.81 1.570 3 4.08 11.35 1.687 4 1.83 17.04 1.322 5 11.50 14.57 1.453 QSMX(1) = +1.000*1.000* 97.1) +1.333* .726* 3.3> +1.210* .819* 4.1) +1.771* .546* 1.8) +1.571* .638* 11.5> = 117.650 QSMX(2) = + .714*1.008* 97.1) +1.000*1.000* 3.3) + .885*1.000* 4.1) +1.329* .752* 1.8) +1.148* .879* 11.5> = 89.713 QSMX(3) = + .815*1.000* 97.1) +1.118* .886* 3.3) +1.000*1.000* 4.1> +1.485* .666* 1.8) +1.298* .779* 11.5) = 99.975 QSMX(4) = + .502*1.000* 97.1) + .753*1.000* 3.3) + .643*1.000* 4.1> +1.000*1.000* 1.8) + .834*1.000* 11.5) = 65.285 QSMX(5) = + .614*1.000* 97.1) + .883*1.000* 3.3) + .770*1.000* 4.1) +1.173* .855* 1.8) +1.000*1.000* 11.5) = 79.019 ile DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:34:53 Page 45 Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 97.10 3^33 4.08 1.83 11.50 Possible confluenced flow values are: 117.65 89.71 99.98 65.28 79.02 Individual Stream Area values are: 79.05 3.70 4.43 2.70 14.26 Effective Total Area values are: 95.93 101.75 99.67 104.14 103.75 ---------------------------------------------------------------------------- Conputed confluence estimates are: Runoff(CFS) = 117.65 Time(nin.) = 9.294 Effective area as adjusted for time (Acres) = 95.93 Total main stream study area (Acres) = 104.14 Total study area average pervious area fraction(AP) Total study area average soil loss rate(FM) = .715 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.00 to Point/Station 10.00 **� PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1015.60(Ft.) Downstream point elevation = 1010.000t.) Flow length = 620.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 117.650(CFS) Nearest Pipe Diameter = 45.00(In.) Calculated Individual Pipe flow = 117.650(CFS) Normal flow depth in pipe = 37.88(In.) Flow top width inside pipe = 32.85(In.) 85(Ft/S) 11 Velocity = . Travel time = .87 min. TC = 10.17 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.00 to Point/Station 11.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) �** ............ -........... -....................................................... Upstream point elevation = 1010.000t.) Downstream point elevation = 1008.000t.) Flow length = 300.000t.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 117.650(CFS) Nearest Pipe Diameter = 48.00(In.) Calculated Individual Pipe flow = 117.650(CFS) Normal flow depth in pipe = 39.47(In.) Flow top width inside pipe = 36.700n.> Velocity = 10.64(Ft/S) Travel time = .47 min. TC = 10.64 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.00 to Point/Station 11.00 *** *** CONFLUENCE OF MINOR STREAMS File DSK9:DR2.OUTC216,03 printed on 06 -Dec -89 11:35:09 Page 46 - 2.00 Year computed rainfall. intensity = 1.755 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: I ave: Time of concentration(min.) = 10.64 Rainfall intensity (in./hr/) = 1.75 Total flow area (Acres) = 95.93 Total runoff (CFS) at confluence point = 117.65 Area averaged loss rate (FM) = .715 Area averaged pervious ratio (AP) = .814 ++++++++++++++++++++++++++++++.....++++++++++++.... .......... .......... . Process from Point/Station 9.00 to Point:/Station 11.00 *** INITIAL. AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(Tn/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 920.00(Ft.) Upstream elevation = 1015.60(Ft.) Downstream elevation = 1008.00(Ft.) Elevation difference = 7. 60 (Ft. ) Slope = .00826 S(%) = .83 Tc = K( .412)*C(LengthA3)/(Elevation Change) 3AO.2 Initial area time of concentration = 16.482 min. 2.00 Year computed rainfall intensity = 1.349 In/Hr Effective Runoff Coefficient used for total area Q=CIA) is C = .519 Subarea runoff = 2.313(CFS) Total initial stream area = 3.30(Ac.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.00 to Point/Station 11.00 *** CONFLUENCE OF MINOR STREAMS *** 2.00 Year computed rainfall intensity = 1.349 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 16.48 Rainfall intensity (in./hr/) = 1.35 Total flow area (Acres) = 3.30 Total runoff (CFS) at confluence point = 2.31 Area averaged loss rate (FM) = .570 File DSK9:DR2.OUTE216,03 printed on 06 -Dec -89 11:35:2o Page 4 Area averaged pervious ratio (AP) = .600 Process from Point/Station 11.10 to point/Station 11.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group 8 = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .666(in/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 820.00(Ft.) Upstream elevation = 1018.40(Ft.) Downstream elevation = 1008.00(Ft.) Elevation difference = 10.40(Ft.) Slope = .01268 S(%) = 1.27 Tc = K( .438)*E(Length^3)/(Elevation Change)_]^0.2 Initial area time of concentration = 15.359 min. 2.00 Year computed rainfall intensity = 1.407 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .474 Subarea runoff = 2.137(CFS) Total initial stream area = 3.20(Ac.) Pervious area fraction = .700 Initial area FM value = .666(In/Hr) tt++ttt+tttt+tt+tf.....+++++t+t++t+..........++tt+tttttt+tt+++f.....•....++ Process from Point/Station 11.10 to Point/Station 11.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(min.) = 15.36 Rainfall intensity (in./hr/) = 1.41 Total flow area (Acres) = 3.20 Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .666 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 117.65 10.64 1.755 2 2.31 16.48 1.349 3 2.14 15.36 1.407 QSMX(1) = 1.407 In/Hr 2.14 = i le DSK9: DR2. OUTE216, 07 printed on 06 -Dec -89 11:35:49 +1.000*1.000* 117.7) +1.521* .645* 2.3) +1.468* .693* 2.1) = 122.092 QSMX(2) = + .610*1.000* 11.7.7) +1.000*1.000* 2.3) + .921*1.000* 2.1) = 76.057 USMX(3) = + .666*1.000* 117.7) +1.075* .932* 2.3) +1.000*1.000* 2.1) = 82.832 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 117.65 2.31 2.14 Possible confluenced flow values are; 122.09 76.06 82.83 Individual Stream Area values are: 95.93 3.30 3.20 Effective Total Area values are: 100.28 102.43 102.21 Computed confluence estimates are: Runoff (CFS) = 122.09 Time(mi.n. ) Effective area as adjusted for time Total main stream study area (Acres) = 10.637 (Acres) = 100.28 102.43 Total study area average pervious area fraction(AP) _ .804 Total study area average soil loss rate(FM) = .709 Page 48 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 12.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1008.00(Ft.) Downstream point elevation = 1006.00(Ft.) Flow length = 300.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 122.092(CFS) Nearest Pipe Diameter = 48.00(In.) Calculated Individual Pipe flow = 122.092(CFS) Normal flow depth in pipe = 41.44(In.) Flow top width inside pipe = 32.98(In.) Velocity = 10.59(Ft/S) Travel time = .47 min. TC = 11.11 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 12.00 *** CONFLUENCE OF MAIN STREAMS *** ----------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.709 In/Hr File DSh9:DR2.OUTC216,03 printed on 06 -Dec -89 11:36:04 Page 49 The flow values used for the stream: 1 are: Time of concentration(min.) = 11..11 Rainfall intensity (in./hr/) = 1..71 Total flow area (Acres) = 100.28 Total runoff (CFS) at confluence point = 122.09 Area averaged loss rate (FM) = .709 Area averaged pervious ratio (AP) = .804 Program is now starting with MAIN STREAM NO. 2 +++++++++++++•i•+++++++++++++++++++++++++++++++++++++++++++.+++f•+•}•++++++++++i• Process from Point/Station 12.10 to Point/Station 1.1..00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1021.50(Ft.) Downstream elevation = 1008.00(Ft.) Elevation difference = 13.50(Ft.) Slope = .01350 S(%) = 1.35 Tc = h( .412)*[(Length^3)/(Elevation Change) ]^0.2 .570 (In/Hr) Initial area time of concentration = 15.447 min. 2.00 Year computed rainfall intensity = 1.403 In/Hr Effective Runoff Coefficient used for total area (O=CIA) is C = .534 Subarea runoff = 2.547(CFS) Total initial stream area = 3.40(Ac.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 12.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation = 1008.00(Ft.) Downstream Elevation = 1006.00(Ft.) Street Length = 280.00 (Ft. ) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 5.00(Ft.) _ .020 _ .020 1 12. 00 (Ft. ) .020 File DSK9: DR2. OUT C 016, 01 printed on 06 -Dec -89 11:36:20 Estimated mean flow rate at MIDPOINT of street = 2.921(CFS) Depth of flow = .343(Ft.) Average Velocity = 1.819(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 12.39(Ft.) Flow Velocity = 1.82(Ft/S) Depth*Velocity = .62 Travel time = 2.57 min. TC = 10.01 min. Adding Area Flow To Street 2.00 Year computed rainfall intensity = 1.279 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soi 1 (AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570 4n/Hr) Effective Runoff Coefficient used for area ((2=CIA) is C .499 Subarea runoff = .260(CFS) for 1.000c.) Total runoff = 2.806(CFS) Total area = 4.40(Ac.) Area averaged FM value = .570(In/Hr) Depth of flow = .339(Ft.) Average Velocity = 1.798(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 12.21(Ft.) Flow Velocity = 1.82(Ft/S) Depth*Veloci.ty = .62 Page 50 .....++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ........ Process from Point/Station 11.00 to Point/Station 12.00 *** CONFLUENCE OF MINOR STREAMS *** ------------�- --------------------�-�----- 2.00 Year computed rainfall intensity = 1.279 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(min.) = 18.01 Rainfall intensity (in./hr/) = 1.28 Total flow area (Acres) = 4.40 Total runoff (CFS) at confluence point = 2.81 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++... Process from Point/Station 12.20 to Point/Station 12.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 File DSh9: DR2. OUTC216, 01 printed on 06 -Dec -89 t1:36:38 Decimal Fraction Soil Group B = 1.009) Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for SOil(AMC 2) _ 56.0 Adjusted SCS Curve Number for AMC 1 - 36.0 pervious ratio(AP) = .600 Max loss rate(F& = .570(Tn/Hr) Subarea is RESIDENTIAL (3 - 4 DU/Ac) Initial subarea flow length = 950.00(Ft.) Upstream elevation = 1012.50(Ft.) Downstream elevation = 1006.00(Ft.) Elevation difference = 6.50(Ft.) Slope = .00684 S(%) = .68 Tc = K( . 412) *C (LengthAW/(Elevation Chang& 1^0. 2 Initial area time of concentration = 1.7.336 min. 2.00 Year computed rainfall intensity = 1.309 In/Hr Effective Runoff Coefficient used for total area (C)=CIA) is C = .508 Subarea runoff = 2.525(CFS) Total initial stream area = 3.80(Ac.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) Page 51 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.20 to point/Station 12.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(min.) = 17.34 Rainfall intensity (in./hr/) = 1.31 Total flow area (Acres) = 3.80 Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 2.81 2 2.53 OSMX (1) _ +1.000*1.000* 2.8) + .960*1.000* 2.5) 5.230 QSMX (2) = +1.042* .962* 2.8) +1.000*1.000* 2.5) 5.339 18.01 1.279 17.34 1.309 Rainfall intensity and time of concentration used for 2 streams. 1.309 I n/Hr 2.53 File. DSK9:DR2.OUTC216,03 printed on 06 -Dec -89 tt:36:53 page 52 Individual stream flow values are: 2.81 2.53 Possible confluenced flow values are: 5.23 5.34 Individual Stream Area values are: 4.40 3.80 Effective Total Area values are: 8.20 8.03 Computed confluence estimates are: Runoff(CFS) = 5.34 Ti.me(min.) = 17.336 Effective area as adjusted for time (Acres) = 8.03 Total main stream study area (Acres) = 2.20 Total study area average pervious area fraction(AP) _ .600 Total study area average soil loss rate(FM) _ .570 ++++++.......... .....++++f+++++++t++++f..... ............. f++ 1-........++++ Process from Point/Station 12.20 to Point/Station 12.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.309 In/Hr The flow values used for the stream: 2 are: Time of concentration(min.) = 17.34 Rainfall intensity (in./hr/) = 1.31 Total flow area (Acres) = 8.03 Total runoff (CFS) at confluence point = 5.34 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.00 to Point/Station 11.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDF_NTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 925.00(Ft.) Upstream elevation = 1015.60(Ft.) Downstream elevation = 1008.00(Ft.) Elevation difference = 7.60(Ft.) Slope = .00822 S(%) = .82 Tc = K( .412)*[(Length^3)/(Elevation Change) l^0.2 Initial area time of concentration = 16.536 min. 2.00 Year computed rainfall intensity = 1.346 In/Hr File DSK9:DR2.OUTC216,07 printed on 06 -Dec -89 11:37:09 Page 5,:3 Effective Runoff Coefficient used for total area Q=CIA) is C = .519 Subarea runoff = 2.444(CFS) Total initial stream area = 3.50(Ac. ) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 12.10 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ** --------------------------------------------------------------------------- Upstream Elevation = 1008. 0th (Ft. ) Downstream Elevation = 1006.00(Ft.) Street Length = 275.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Break = 5.00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line - 12.00(Ft.) Slope from curb to property line (V/HZ) _ .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 2.514(CFS) Depth of flow = .328(Ft.) Average Velocity = 1.755(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 11.67(Ft.) Flow Velocity = 1.75(Ft/S) Depth*Velocity = .58 Travel time = 2.61 min. TC = 19.15 min. Adding Area Flow To Street 2.00 Year computed rainfall intensity = 1.233 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .095(In/Hr) The Area added to the existing stream causes a a lower flow rate of 0 = 2.292(CFS) therefore the upstream flow rate of 0 = 2.444(CFS) is being used. Effective Runoff Coefficient used for area ((7=CIA) is C = .502 Subarea runoff = .000(CFS) for .20(Ac.) Total runoff = 2.444(CFS) Total area = 3.70(Ac.) Area averaged FM value = .545(In/Hr) Depth of flow = .326(Ft.) Average Velocity = 1.740(Ft/S) File DSK9:DR2.OUTC216,07 printed on 06 -Dec -89 t1:3 :Z' P09e 54 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 11.55(Ft.) Flow Velocity = 1.75(Ft/S) Depth*Velocity = .57 Process from Point/Station 11.00 to Point/Station 12.00 *** CONFLUENCE OF MINOR STREAMS *** -----------•-----------•-`------------------------ .- ---- 2.00 Year computed rainfall intensity = 1.233 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 1 are: Time of concentration(min.) = 19.15 Rainfall intensity (in./hr/) = 1.23 Total flow area (Acres) = 3.70 Total runoff (CFS) at confluence point = 2.44 Area averaged loss rate (FM) = .545 Area averaged pervious ratio (AP) = .573 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.30 to Point/Station 12.00 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soi1(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio (AP) = .600 Max loss rate (FM) = . 570 (In/Hr ) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 640.00(Ft.) Upstream elevation = 1011.50(Ft.) Downstream elevation = 1006.00(Ft.) Elevation difference = 5.50(Ft.) Slope = .00859 S(%) = .86 Tc = K( .412)*[(Length^3)/(Elevation Change)?^0.2 Initial area time of concentration = 14.143 min. 2.00 Year computed rainfall intensity = 1.479 In/Hr Effective Runoff Coefficient used for total area (C1=CIA) is C = .553 Subarea runoff = 1.553(CFS) Total initial stream area = 1.90(Ac.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++.....++++++++++++++++++++++ Process from Point/Station 12.30 to Point/Station 12.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** File DSK9: DR2. OUTC216, 01 printed on 06 -Dec -89 11:37:42 Page 55 --------•----------------- -----.--------•--- 2.00 Year computed rainfall intensity = 1.479 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 2 are: Time of concentration(min.) J.4.14 Rainfall intensity (in./hr/) = 1._48 Total flow area (Acres) = 1.90 Total runoff (CFS) at confluence point = t.55 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) ---------------------------------------------------------------------------- (min.) (inch/hour) 1 2.44 19.15 1.233 2 1.55 14.14 1.479 0SMX (1) = +1.000*1.000* 2.4) + .729*1.000* 1.6) = 3.578 QSMX (2) = +1.357* .739* 2.4) +1.000*1.000* 1.6) = 4.004 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 2.44 1.55 Possible confluenced flow values are 3.58 4.00 Individual Stream Area values are: 3.70 1.90 Effective Total Area values are: 5.60 4.63 Computed confluence estimates are: Runoff (CFS) = 4.00 Time (min. ) Effective area as adjusted for time Total main stream study area (Acres) 14.143 (Acres) = 4.63 = 5.60 Total study area average pervious area fraction(AP) _ .582 Total study area average soil loss rate(FM) = .553 ++++++++++++++-}+++.++++++++++++++++++++++++++++++++++++++++++++++++++++.f+++ Process from Point/Station 12.30 to Point/Station 12.00 *** CONFLUENCE OF MAIN STREAMS *** ----------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.479 In/Hr The flow values used for the stream: 3 are: Time of concentration(min.) _ 14.14 Rainfall intensity (in./hr/) = 1.48 File DSh9:DR2.OUTE216,01 printed on 06 -Dec -89 11:37:57 Page 56 Total flow area (Acres) = 4.63 Total runoff (CFS) at confluence point = 4.00 Area averaged loss rate (FM) = .5J3 Area averaged pervious ratio (AP) = .582 Program is now starting with MAIN STREAM NO. 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.}++++++++++++++ Process from Point/Station 12.40 to Point/Station 12.55 *** INITIAL AREA EVALUATION ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil (AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)== .570(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1038.00(Ft.) Downstream elevation = 1022.70(Ft.) Elevation difference = 15.30(Ft.) Slope = .01530 S(%) = 1.53 Tr_ = h( .412)*C(Length^3)/(Elevation Change)1^0.2 Initial area time of concentration = 15.065 min. 2.00 Year computed rainfall intensity = 1.424 In/Hr Effective Runoff Coefficient used for total area Q=CIA) is C = .539 Subarea runoff = 4.532(CFS) Total initial stream area = 5.900c.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.55 to Point/Station 12.70 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation = 1022.70(Ft.) Downstream Elevation = 1010.80(Ft.) Street Length = 820.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 5.00(Ft.) .020 .020 1 12.00(Ft.) .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .380(Ft.) 6.029(CFS) rile DSK9:DR2.OUTC216,03 printed on 06 -Dec -89 11:38:13 Average Velocity = 2-875(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel. Halfstreet Flow Width = 14.23(Ft.) Flow Velocity = 2.88(Ft/S) Depth*Velocity = 1..09 Travel time = 4.75 min. TC = 19.82 min. Adding Area Flow To Street 2.00 Year computed rainfall. intensity = 1.208 In/Hr- Decimal Fraction Soil Groep A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area Q =CIA) Subarea runoff = 1.090(CFS) for 3.90(Ac.) Total runoff = 5.622(CFS) Total area = Area averaged FM value = .570(in/Hr) Depth of flow = .372(Ft.) Average Velocity = 2.819(Ft/S) . 570 (In/Hr ) is C = .475 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 13.87(Ft.) Flow Velocity = 2.88(Ft/S) Depth*Velocity = 1.07 9.80(Ac.) Page 57 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.....++++++++++ Process from Point/Station 12.55 to Point/Station 1.2.70 *** CONFLUENCE OF MINOR STREAMS *** ------------------------------------------------------------------------------ 2.00 Year computed rainfall intensity = 1.208 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 1 are: Time of concentration(min.) = 19.82 Rainfall intensity (in./hr/) = 1.21 Total flow area (Acres) = 9.80 Total runoff (CFS) at confluence point = 5.62 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 +tttt+.....t++++t..........t+t+tttt++tt+tttft+t*ttttttttt..........ttt++++ Process from Point/Station 12.60 to Point/Station 12.55 *** INITIAL AREA EVALUATION *** ---------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group P = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 File DSK9:DR2.OUT[21610] printed on 06 -Dec -89 11:38:30 RESIDENTIAL(3 - 4 DU/AQ SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 nprvim/� ratio(AP) = '�mm Max loss rate(FM)= -5700n/Hr) Pervious �- -- '--- .`.. ^--- Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 970.00(Ft.) Upstream elevation = 1038.00(Ft.) Downstream elevation = 1022.70(Ft.) Elevation difference = 15.30(Ft.) Slope = .01577 S(%) = 1.58 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 14.792 min. 2.00 Year computed rainfall intensity = 1.440 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .543 Subarea runoff = 2.347(CFS) Total initial stream area = 3.000c.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) Page 58 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.55 to Point/Station 12.50 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1022.70(Ft.) Downstream Elevation = 1010.80(Ft.) Street Length = 820.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = .020 = .020 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .323(Ft.) Average Velocity = 2.430(Ft/S) 5.00(Ft.) 3.324(CFS) Streetflow Hydraulics at MIDPOINT of street travel. Halfstreet Flow Width = 11.39(Ft.) Flow Velocity = 2.43(Ft/S) Depth*Velocity = .78 Travel time = 5.62 min. TC = 20.42 min. Adding Area Flow To Street 2.00 Year computed rainfall intensity = 1.186 In/H)- Decimal n/HrDecina1 Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 = i le DSK9: DR2- OUTE216, 0_I printed on 06 -Der.. -89 11:39:46 Adjusted SCS Curve Number for AMC :I. = 36.0 r Pervious ratio (AF') = .60(3 Max loss rate ,FM)== . 5 70 (l n/Hr ) Effective Runoff Coefficient used for area Q=C:.T.A) is C: -- .467 Subarea runoff = .703(CFS) for 2.50(Ac.) Total runoff = 3.049(CFS) Total. area ".::;4J (Ac:. ) Area averaged FM value = .5700n/Hr) Depth of flow = . 315 (Ft. ) Average Velocity = 2.371(Ft/S) Streetflow Hydraulics at ENDPOINT of street- travel. Halfstreet Flow Width = 11..02(Ft.) Flow Velocity = 2.4:3(Ft/S) Depth*Velor.i.ty .77 Page a .+..1' .* t.... +. + f . f t... t. +. t f . +.. {...h .{... +.. f' •4..h. +... +.. +...}. ..{..}..¢..¢..} .......... {..}.... +.. Process from Point/Station :1.2.55 to Point/Station 1***0 *** CONFLUENCE OF MINOR STREAMS 2.00�Year �computed rainfall intensity = 1.186 In./Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 2 are: Time of concentration(min.) = 20.42 Rainfall intensity (in./hr/) - :1.19 Total flow area (Acres) = 5.50 Total runoff (CFS) at confluence point- 3.05 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 ++++++++++++..... .... .... ......... ............ .........++........+.+ . Process from Point/Station 12.75 to Point/Station 1***0 *** INITIAL AREA EVALUATION ------------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 -- 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.9 Adjusted SCS Curve Number for AMC 1 36.0 5.�0(In/IIr Pervious ratio(AP) = .600 Max loss rate(FM)= Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1.000.000t.) Upstream elevation = 1028.00(Ft.) Downstream elevation = 1010.804t.) Elevation difference = 17.20(Ft.) Slope = .01720 S(%) = 1.72 Tc = K( .412)*E(L.ength^3)/(Elevation Change).].^0.2 Initial area time of concentration = 14.716 min. 2.00 Year computed rainfall intensity = 1.444 In/Hr Effective Runoff Coefficient used for total area (Cl=CIA) is C = .544 Subarea runoff = 2.673(CFS) Total initial stream area = 3.400c.) File DSK9:DR2.OUTC216,01 printed on 06 -Dec -89 11^:39:03 Page 60 Pervious area fraction = .600 Initial area FM value = .570(ln/Hr) ........ ........ •f -h f•.... t ...... *. t.. i• •f• f . ... •4 . + i• -1• + . . •t •h i• •1•.... •+ . . ..}. •f•......... Process from Point/Station 12.75 to Point:'/Station 1.2.74 *** CONFLUENCE OF MINOR STREAMS ** _--2.00-Year computed +rainfall -in�Lensi.ty�= 1..444 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 3 are: Time of concentrati.on(mi.n.) = 14.72 (rainfall intensity (in./hr/) = 1.44 Total flow area (Acres) = 3.40 Total. runoff (CFS) at confluence point - 2.67 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 .. f •t• •4• t... •f•. +... t.... •f•.. t f. •f•. t.... +... t... •i•.. +.... •f•. f. •F• .............+.. +.+++ Process from Point/Station 12.76 to Point/Stat-ion 12.70 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1..000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL (3 -- 4 DU/AC) SCS Curve Number for Soil(AMC 2) - 56.0 Adjusted SGS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .600 Max loss rate(FM) = . -,,0(ln/Hr) Subarea is RESIDENTIAL (3 -- 4 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1027.50(Ft.) Downstream elevation = 1010.80(Ft.) Elevation difference = 1.6.70(Ft.) Slope = .01.670 S(X) = 1.67 Tc = K( .412)*E(Length^3)/(Elevation Change)?^0.2 Initial area time of concentration = 1.4.303 min. 2.00 Year computed rainfall intensity = 1.439 WHY - Effective Runoff Coefficient used for total area (Q=CIA) is C = .543 Subarea runoff = 2.970(CFS) Total initial stream area = 3.80(Ar_.) Pervious area fraction = .600 Initial area FM value = .570(In/Hr) .....++++++++++++..........++++++++++++++++++.+++++.... +• ........+•t•++....++ Process from Point/Station 12.76 to Point/Station 1.2.70 *** CONFLUENCE OF MINOR STREAMS *** --2.00- Year -computed -rainfall w intensity = 1.439 In/Hr ALONG THE MAIN STREAM NUMBER: 4 File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:0y:" rdy= "^ The flow values used for the stream: 4 are: Time of concentration(nin.) = 14.80 Rainfall intensity (in./hr/) = 1.44 Total flow area (Acres) = 3,80 2^ p7 Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.00 to Point/Station 12.70 *** USER DEFINED FLOW INFORMATION AT A POINT *** --------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.838 In/Hr User specified values are as follows TC = 9.84 (Min.) Rain Intensity = 1.84 (In/Hr) ~ 1^4 80 (Ac = 83.72 (CFS) Total Area = l ) Total Runoff . . Area maximum loss rate - FM = .677 (In/Hr) SCS Curve Nunber(AMC II) = 57.7 Adjusted SCS Curve Number for AMC 1 = 37.7 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + 61 00 to Point/Station 12.70 Process from Point/Station . *** *** CONFLUENCE OF MINOR STREAMS --------------------- ------------------------------------------------------- *** Compute Various Confluenced Flow Values***____________________________ ����������������------------------------ __ -- t d rainfall intensity = 1.838 In/Hr 2.00 Year conpu e ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 5 are: Time of concentration(nin.) 9.84 Rainfall intensity (in./hr/) = 1.84 Total flow area (Acres) = 114.80 Total runoff (CFS) at confluence point = 83.72 Area averaged loss rate (FM) = .677 Area averaged pervious ratio (AP) = .722 confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________________________ ~ 1 5.62 | 2 3.05 | ` 3 2.67 4 2.97 5 83.72 QSMX(1) = +1.000*1.000* 5.6) / +1.035* .971* 3.0) + .730*1.000* 2.7) L + .734*1.000* 3.0) + .457*1.000* 83.7) i � = 51.100 QSMX(2) = + .966*1.000* 5.6) 19.82 1.208 20.42 1.186 14.72 1.444 14.80 1.439 9.84 1.838 File DSK9: DR2. OUTC216, 07 printed on 06 -Dec -39 11:39:3-7 +1.000*1.000* 3.43) + .705*1.4100* 2.7) + .709*1.000* 3.0) + . 439* 1. 000* 83.7) 49.219 OSMX (3) +1.370* .743* 5.6) +1.418* .721* 3.0) +1.000*1.000* 2.7) +1.006* .994* 3.0) + .661*1.000* 83.7) 69.782 QSMX (4) +1.362* .747* 5.6) +1.410* .725* 3.0) + .994*1..000* 2.7) +1..000*1.000* 3.0) + .656*1.000* 83.7) 69.399 OSMX (5) = +1.989* .497* 5.6) +2.058* .482* 3.0) +1.452* .669* 2.7) +1.460* .665* 3.0) +1.000*1.000* 83.7) r 97.775 Rainfall intensity and time of concentration used for 5 streams. Individual stream flow values are: 5.62 3.05 2.67 2.97 633.72 Possible confluenr_ed flow values are: 51.10 49.22 69.78 69.40 97.78 Individual Stream Area values are: 9.80 5.50 3.40 3.80 114.80 Effective Total Area values are: 137.14 1:.37.30 133.22 133.31 1'?7. 12 Computed confluence estimates are: 9.840 Runoff (CFS) = 97.78 Time (min.) Effective area as adjusted for time (Acres) = 127.12 Total main stream study area (Acres) = 1.37.30 Total study area average pervious area fraction(AP) = .702 Total study area average soil loss rate(FM) = .659 rage o.: ++++++++++++++++++++++++++++++++++++++++++++++++++++.*.*+++_*++++.*++++++++++++ Process from Point/Station 12.70 to POi.nt/Station 12.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 101.0.800t.) Downstream point elevation = 1006.00(Ft.) Flow length = 750.00(Ft.) Mannings N .01.3 = 1 Required pipe flow = 97.775(CFS) No, of pip _p.s File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:39:50 Nearest Pipe Diameter = Calculated Individual Pipe Normal flow depth in pipe Flow top width inside pipe Velocity = 9.98(Ft/S) Travel time = 1.25 min. 45.00(In.) flow = 97.775(CFS) 37.31(In.) = 33.870n.> TC = 11.09 min,, Page 63 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.70 to Point/Station 12.00 *** *** CONFLUENCE OF MAIN STREAMS ------------------------------------------------------------------------_-_ *** Conpute Various _Confluenced_Flow _Values __***____________________________ ---_--------------- ��-�� FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 2.00 Year computed rainfall intensity = 1.711 In/Hr The flow values used for the stream: 4 are: Time of concentration(nin.) = 11.09 Rainfall intensity (in./hr/) = 1.71 Total flow area (Acres) = 127.12 Total runoff (CFS) at confluence point � 97.78 Area averaged loss rate (FM> = .659 Area averaged pervious ratio (AP) = .702 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________________________ 1 122.09 122.09 11.11 1.709 2 5.34 17.34 1.309 3 4.00 14.14 1.479 4 97.78 11.09 1.711 QSMX(1) = +1.0Q0*1.000* 122.1) +1.543* .641* 5.3) +1.249* .785* 4.0) + .999*1.000* 97.8> = 228.933 QSMX(2) = + .600*1.000* 122.1> +1.000*1.000* 5.3) + .816*1.000* 4.0) + .618*1.000* 97.8) = 142.225 QSMX(3) = + .770*1.000* 122.1) +1.230* .816* 5.3) +1.000*1.000* 4.0) + .779*1.000* 97.8> = 179.530 QSMX(4) = +1.002* .999* 122.1) +1.545* .640* 5.3) +1.251* .784* 4.0) +1.000*1.000* 97.8) = 229.076 File DSK9:DR2.OUT[216,0] printed on 06 -Dec -89 11:40:02 page 64 Rainfall intensity and time of concentration used for 4 MAIN streams. Individual stream flow values are: 122.09 5.34 4.00 97.78 Possible confluenced flow values are: 228.93 142.22 179.53 229.08 Individual Stream Area values are: 100.28 8.03 4.63 127.12 Effective Total Area values are: 236.18 240.06 238.58 236.02 Computed confluence estimates are: Runoff(CFS) = 229.08 Tine(nin.) = 11.092 Effective area as adjusted for time (Acres) = 236.02 Total main stream study area (Acres) = 240.06 Total study area average pervious area fraction(AP) = .739 Total study area average soil loss rate(FM) = .675 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.00 to Point/Station 13.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1006.00(Ft.) Downstream point elevation = 1004.004t.> Flow length = 250.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 229.076(CFS) Nearest Pipe Diameter = 60.00(In.) Calculated Individual Pipe flow = 229.076(CFS) Normal flow depth in pipe = 48.28(In.) Flow top width inside pipe = 47.57(In.) Velocity = 13.52(Ft/S) Travel time = .31 min. TC = 11.40 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.00 to Point/Station 13.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------_=_---------------------------------------- ---------------------------------------------------------------------------- 2~00 Year computed rainfall intensity = 1.683 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 11.40 Rainfall intensity (in./hr/) = 1.68 Total flow area (Acres) = 236.02 Total runoff (CFS) at confluence point = 229.08 Area averaged loss rate (FM) = .675 Area averaged pervious ratio (AP) = .739 ........................................................................... Process from Point/Station 13.10 to Point/Station 13.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- 7ile DSK9:DR2.0UT[216,0] printed on 06 -Dec -89 11:40:19 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Adjusted SCS Curve Number for AMC 1 = 36.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .0950n/Hr) Subarea is COMMERCIAL Initial subarea flow length = 450.00(Ft.) Upstream elevation = 1006.00(Ft.) Downstream elevation = 1003.00(Ft.) Elevation difference = 3.00(Ft.) Slope = .00667 S(%) = .67 Tc = K( .304)*[(Length^3)/(EIevation Change)]^0.2 Initial area time of concentration = 9.536 min. 2.00 Year computed rainfall intensity = 1.873 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .854 Subarea runoff = 8.803(CFS) Total initial stream area = 5.50(Ac.) Pervious area fraction = .100 Initial area FM value = .095(In/Hr) Page 65 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.10 to Point/Station 13.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced_Flow_Values __***____________________________ ----------------------------------- 2.00 Year computed rainfall intensity � ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are.- Time re:Tine of concentration(nin.) = 9.54 Rainfall intensity (in./hr/) = 1.87 Total flow area (Acres) = 5.50- Total .50Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .095 Area averaged pervious ratio (AP) = .100 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 229.08 2 8.80 QSMX(1) = +1.000*1.000* 229.1) + .893*1.000* 8.8) = 236.936 QGMX(2) = +1.189* .836* 229.1) +1.000*1.000* 8.8) = 236.589 11.40 1.683 9.54 1.873 Rainfall intensity and time of concentration 1.873 In/Hr File DSK9:DR2.OUTC21.6,01 printed on 06 -Dec --89 11:40:37 used for 2 streams. Individual stream flow values are: 229.08 8.80 possible confluenced flow values :are: 236.94 236.59 Individual Stream Area values are: 236.02 5.50 Effective Total Area values are: 241.52 202.93 Computed confluence estimates are: Runoff(CFS) = 236.94 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) (Acres) 241...52 - 241..52 Total study area average pervious area fraction(AP) -- .724 Total study area average soil loss rate(FM) = .662 Process from Point/Station 12.00 to Point:/Station 13.00 *** CONFLUENCE OF MINOR STREAMS *** ___2.00 Year -computed -rainfall -intensity = 1.683 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration (min.) = 1.1..40 Rainfall intensity (in./hr/) = 1.68 Total flow area (Acres) = 241.52 Total runoff (CFS) at confluence point - 236.94 Area averaged loss rate (FM) = .662 Area averaged pervious ratio (AP) = .724 Process from Point/Station 41..00 to Point/Station 42.00 *** USER DEFINED FLOW INFORMATION AT A POINT *** 2.00 Year computed rainfall intensity - 1.6:78 In/Hr User specified values are as follows TC = 11.46 (Min.) Hain Intensity = 1.68 (In/Hr) Total Area = 70.90 (Ac.) Total Runoff = 52.78 (CFS) Area maximum loss rate - FM = .774 (In/Hr) SCS Curve Number(AMC II) = 60.9 Adjusted SCS Curve Number for AMC 1. = 40.9 Page 66 *++++++++.++++++++++*+++++++++.....+++++++*++++++++++.....+++++++++++++++.+ Process from Paint/Station 41.00 to Point/Station 4***0 *** CONFLUENCE OF MINOR STREAMS ***^Compute �VarTious�Confluenced�Flow �Values *** w-___._.________._.._.___-..__- .------- 2.00 Year computed rainfall intensity = 1.678 In/Hr- ALONG THE MAIN STREAM NUMBER: 1 File DSK9:DR2.0UT[216,0] Printed on 06 -Dec -89 11:40:55 Page 67 The flow values used for the stream: 2 are - Time of concentration(min-) = 11.46 Rainfall intensity (in./hr/) = 1.68 Total flow area (Acres) = 70.90 Total runoff (CFS) at confluence point = 52.78 Area averaged loss rate (FM) = .774 Area averaged pervious ratio (AP) = .852 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________________________ -------------------------------------- 1 236.94 11.40 1.683 2 52.78 11.46 1.678 QSMX(1) = +1.000*1.000* 236.9) +1.006* .995* 52.8) = 289.746 QSMX(2) = + .995*1.000* 236.9) +1.000*1.000* 52.8) = 288.496 p`�.�`1, j"+n"�i+v and time of concentration n*+.."^� ^^``^�-', -- � used for 2 streams. Individual stream flow values are: 236.94 52.78 Possible confluenced flow values are: 289.75 288.50 Individual Stream Area values are: 241.52 70.90 Effective Total Area values are: 312.05 312.42 Computed confluence estimates are: Runoff(CFS) = 289.75 Tine(min.) Effective area as adjusted for time Total main stream study area (Acres) = 11.400 (Acres) = 312.05 = 312.42 Total study area average pervious area fraction(AP) = .753 Total study area average soil loss rate(FM) = .687 .>40(Ac End of computations, total study area = 404 . The following figures may be used for a unit hydrograph study of the sane area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .782 AREA AVERAGED SCS CURVE NUMBER = 60.4 ADJUSTED SCS CURVE NUMBER FOR AMC 1 = 40.4 DDDDDDDD DDDDDDDD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD 0D DD 0D DD DDDDDDDD OOOOOO DDDDDDDD OOOOOO OOOOOO OOOOOO OO OO ]O OO ]O OO OO OO OO OO )O OO JO OO OO OO JO 00 ]O OO u OOOOOO u OOOOOO RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RR RR RR RR UU u UL) u u u u UU u UU u UU UU u u UU u UU UU u u u u u UUUUUU UUUUUU 11 11 1111 1111 11 11 11 11 11 11 11 11 111111 111111 TTTTTTTTTT TTTTTTTTTT TT TT TT TT TT TT TT TT TT TT TT TT AA AA AA AA AA AA AA AA AA AA AA AA AA AA AAAAAAAAAA AAAAAAAAAA AA AA AA AA AA AA AA AA -PTSPL Version 3.1(108) running on OTC700 under AMOS/32 Version 1.0D(165)-3 File DSK9:DR10A.0UT[216,0] printed on Wednesday, December 6, 1989 09:34:14 AM :'orns: NORMAL wile DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:34:14 Page 1 SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesign/CivilCadd, 1988 Rational Hydrology Study Date: 12- 6-89 . . . . . .... . .. . . . . . ... . . . . . . . . . . .. . ' ' ^ C.P. LANGE ENGINEERS ^ ^ 840-K West 9th Street ^ ^ Upland, California 91786 ^ ^ Telephone (714) 946-9919 ^ . . . . . . .. .. . . .. . . ... . . . . . . . . . . . . . . . +++++++++++PROJECT TITLE HEADING: +++++++++++++++++++++++++++++++++++++++++++ TRACT 13694, FONTANA: RATIONAL METHOD FOR NORTHERLY SITE AREA. 10 -YEAR STORM USING REVISED TENTATIVE LAYOUT BY CP LANGE. 7ILE DR10A.OUT[216,0] GIC 9/06/89 JRC 12/6/89 --------------------------------- *SPECIFIED HYDROLOGY INFORMATION* 10.0 year storm 1 hour rainfall (Inches) = .880 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall (Inches) = .8800 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.00 to Point/Station 31.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .548(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1840.00(Ft.) Downstream elevation = 1320.00(Ft.) Elevation difference = 520.00(Ft.) Slope = .52000 SM = 52.00 Tc = K( .7060[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.753 min. 10.00 Year computed rainfall intensity = 2.228 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .679 Subarea runoff = 11.344(CFS) Total initial stream area = 7.50(Ac.) Pervious area fraction = 1.000 Initial area FM value = .548(In/Hr) ........................................................................... Process from Point/Station 31.00 to Point/Station 32.00 File DSK9: R10A.OUTC216,0J printed an 06 -Dec --89 09:34:26 Page 2 *** IRREGULAR CHANNEL_ FLOW TRAVEL TIME **� ***************IRREGULAR CHANNEL.. INFORMATION*************** - Information Entered for Subchannel. Number 1 : Point number "X" Coordinate "Y" Coordinate, 1 .00 20.00 2 50.00 .00 3 100.00 20.00 Mannings "N" Friction Factor = .035 Subchannel Slope(V/HZ) = .2206 . f f . •i• •t•.... f... •4• •t•.... t... ++... •t•. t. + •}...... +++.. t. t t +. f t ++ +. •i•...... t... k.......* Subchannel Flow = 11.341(CFS) Subchannel Flow Top Width = 3.477(Ft.) Subchannel Flow Velocity= 9.383(Ft/S) Subchannel Flow Area = 1.209(Sq.Ft) Subchannel Froude Number 2.804 ---------------------------------------------------------------------------- Upstream point elevation = 1320.00(Ft.) Downstream point elevation = 1132.e,0(Ft.) Flow length = 850.00(Ft.) Travel time - 1.51 rein. TC = 14.26 min. Computed Irregular Channel Flow = 11.344(CFS) Irregular Channel Normal. Depth Above Invert Elev. _ .695(Ft.) Average velocity of channel (s) = 9..39(Ft/S) ------------------------------------------------------------------------------------ ++++++.+++++++++++++t+++++++++++•+••f....+.....+.+•+•+•+•a.........+.+.....+++++.+ Process from Point/Station 31..00 to Point/Station 32.00 *** SUBAREA FLOW ADDITION *** 10.00 Year computed rainfall intensity = 2.084 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group P = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio (AP) = 1.000 Max :Loss rate (FM) = . 548 (In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .663 Subarea runoff = 25.841 (CFS) for 19.40(Ac. ) Total runoff = 37.185(CFS) Total area = 26.90(Ac.) Area averaged FM value = .548(ln/Hr•) Process from Point/Station 32.00 to Point/Station 33.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1132.50(Ft.) Downstream point elevation = 1093.00(Ft.) Flow length = 320.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 37.185(CFS) rile DSK9:DR10A~OUT[216,0] printed on 06 -Dec -89 09:34:37 Page 3 Nearest Pipe Diameter = 18.00(In.) Calculated Individual Pipe flow = 37.185(CFS) Normal flow depth in Pipe = 14.880n.> Flow top width inside pipe = 13.62(In.) Velocity = 23.80(Ft/S) Travel time = ^22 min. TC = 14.49 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.00 to Point/Station 34.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1093.00(Ft.) Downstream point elevation = 1081.00(Ft.) Flow length = 525.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 37.185(CFS) Nearest Pipe Diameter = 27.00(In.) Calculated Individual Pipe flow = 37.185(CFS) Normal flow depth in pipe = 18.16(In.) Flow top width inside pipe = 25.34(In.) Velocity = 13.06(Ft/S) Travel time = .67 min. TC = 15.16 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.00 to Point/Station 34.00 *** *** CONFLUENCE OF MINOR STREAMS 10.00 Year computed rainfall intensity = 2.009 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 15.16 Rainfall intensity (in./hr/) = 2.01 Total flow area (Acres) = 26.90 Total runoff (CFS) at confluence point = 37.18 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = 1.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.10 to Point/Station 34.00 �** *** INITIAL AREA EVALUATION --_---------_-----------------_-__----__-------_---------_----------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Subarea is RESIDENTIAL <2 DU/AC) Initial subarea flow length = 450.00(Ft.) Upstream elevation = 1103.00(Ft.) Downstream elevation = 1081.00(Ft.) Elevation difference = 22.00(Ft.) Slope = .04889 S(%) = 4.89 .514(In/Hr) File DSK9:DR10A.OUT[216°0] printed on 06 -Dec -89 09:34:56 Page 4 Tc = K( .438)*[(LenQth^3>/(Elevation Change)]^0.2 Initial area time of concentration = 9.224 min. 10.00 Year computed rainfall intensity = 2.707 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .729 Subarea runoff = 3.552(CFS) Total initial stream area = 1.800c.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.10 to Point/Station 34.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 9.22 Rainfall intensity (in./hr/) = 2~71 Total flow area (Acres) = 1.80 Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 37.18 2 3.55 QSMX(1) = +1.000*1.000* 37.2) + .682*1.000* 3.6) = 39.607 QSMX(2) = +1.477* .609* 37.2) +1.000*1.000* 3.6) = 36.983 15.16 2.009 9.22 2.707 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 37.18 3.55 Possible conf1uenced flow values are: 2.707 In/Hr 3.55 39.61 36.98 Individual Stream Area values are: 26.90 1.80 Effective Total Area values are: 28.70 18.17 Computed confluence estimates are: Runoff(CFS) = 39.61 Tine(nin.) = 15.156 Effective area as adjusted for time (Acres) = Total main stream study area (Acres) = 28.70 28.70 rile DSK9:DR10A•0UTC216,0.1 printed on 06 -Dec -89 09:35:08 Page 5 Total study area average pervious area fraction(AP) W .981 Total study area average soil loss rate(FM) = .546 Process from Point/Station 34.00 to Point/Station 36.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) �** ---------------------------------------------------------------------------- Upstream point elevation = 1081.00(Ft.) Downstream point elevation = 1078.00(Ft.) Flow length - 350.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow - 39.607(CFS) Nearest Pipe Diameter = 30.00(In.) Calculated Individual. Pipe flow - :39.607(CFS) Normal flow depth in pipe µ 25.97(In.) Flow top width inside pipe = 20.46(In.) Velocity = 8.78(Ft/S) Travel time - .66 min. TC = 15.82 min. +++++++++++++.+++.+.++++++....++..++++++.++++.++++++.........++++++++++++... Process from Point/Station 34.00 to Point/Station 36.00 *** CONFLUENCE OF MINOR STREAMS -------------------------------------------- 10.00 Year computed rainfall intensity = 1.958 In/Nr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 15.82 Rainfall intensity (in./hr/) 1..96 Total flow area (Acres) = 28.70 Total runoff (CFS) at confluence point - 39.61. Area averaged loss rate (FM) = .546 Area averaged pervious ratio (AP) = .981 +++++++**+++.........+++++.......++..++++++.....+++++++++++++++.++....+++++ Process from Point/Station 36.1.0 to Point/Station 36.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 250.00(Ft.) Upstream elevation = 1083.00(Ft.) Downstream elevation = 1078.00(Ft.) Elevation difference - 5.00(Ft.) Slope = .02000 S(y) = 2.00 Tc = K( .438)*C(Length^3)/(Elevation Change) a^0.2 Initial area time of concentration = 8.719 min. 800 In/Hi- 10.00 Year computed rainfall intensity = 2 File DSK9:DR10A.0UT[21610] printed on 06 -Dec -89 09:35:25 Page 6 Effective Runoff Coefficient used for total area (Q=CIA) is C = .735 Subarea runoff = 1.646(CFS) Total initial stream area = .800c.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.10 to Point/Station 36.00 *** CONFLUENCE OF MINOR STREAMS *** ___________________________________________________________________________ *** Compute Various ConfluencedFlow Values *** ___________________________________ 10.00 Year computed rainfall intensity = 2.800 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 8.72 Rainfall intensity (in./hr/) = 2.80 Total flow area (Acres) = .80 Total runoff (CFS) at confluence point = 1.65 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)_______________________________ �------------------------�------�-----_______ 1 39.61 15.82 1.958 2 1.65 8.72 2~800 QSMX(1> = +1.000*1.000* 39.6) + .632*1.000* 1.6) = 40.647 QSMX(2) = +1~596* .551* 39.6) +1.080*1.000* 1.6) = 36.479 oA"+"'' i"+�n��+v and time of concentration ..~^..~^^ ^.--.--` -- � used for 2 streams. Individual stream flow values are: 39.61 1.65 Possible confluenced flow values are: 40.65 36.48 Individual Stream Area values are: 28.70 .80 Effective Total Area values are: 29.50 16.62 Computed confluence estimates are: Runoff(CFS) = 40.65 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 15.821 (Acres) = 29.50 = 29.50 Total study area average pervious area fraction(AP) = .974 Total study area average soil loss rate(FM) = .545 ile DSh9:DR10A.0UTC216,03 printed on 06 -Dec. -89 09:35:41 Page 7 +++++*.....++++++.............................++++++++++++................. Process from point/Station 36.00 to point/Station 3***0 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED S.T.ZE) ---------------------------------------------------------------------------- Upstream point elevation - 1070.00 (I=t. ) Downstream point elevation = 1068.50(Ft. ) Flow length = 670.00(Ft.) Mannings N = .01:.3 No. of pipes = I Required pipe flow - 40.647(CFS) Nearest Pipe Diameter = 30.00(In.) Calculated Individual Pape flow = 40.647(CFS) Normal flow depth in pipe = 20.91.(In.) Flow top width inside pipe = 27.58(In.) Velocity = 11.13(Ft/S) Travel time - 1.00 min. TC = 16.82 min. Process from Point/Station 36.00 to point/Station 37.00 *** CONFLUENCE OF MINOR STREAMS *** ---------------------------------------------------------------------------- - 10.00 -Year -computed -rainfall -intensity = 1.887 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of r_oncentration(min.) = 16.82 Rainfall intensity tin./hr/) = 1.89 Total flow area (Acres) = 29.50 Total runoff (CFS) at confluence point - 40.65 Area averaged loss rate (FM) = .545 Area averaged pervious ratio (AP) = .974 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.........+.++++ Process from point/Station 37.10 to point/Station 37.00 *** INITIAL. AREA EVALUATION *** ------------------------------------------------ Decimal Fraction Soil. Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soi.l(AMC 2) = 56.0 700 Mloss rate(FM)= .514(In/Hr) Pervious ratio(AF) - ax - Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 980.00(Ft.) Upstream elevation = 1081.00(Ft.) Downstream elevation = 1068.50(Ft.) Elevation difference = 12.50(Ft.) Slope = .01276 S(%) = 1.28 Tc = K( .438)*C(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 16.475 min. 10.00 Year computed rainfall intensity = 1.911 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .658 Subarea runoff = 2.515(CFS) File DSK9:DR10A.OUTE216,0J printed on 06 -Dec -89 09:35:57 Page 8 Total initial stream area = 2.000c.) Pervious area fraction = .700 Initial area FM value .51.4(ln/Hr) +++++++++...++++++.....++++++...................++++++.....++++++++++++.... Process from Point/Station :37.1.0 to Point/Station 37.00 *** CONFLUENCE OF MINOR STREAMS *** ^10.00�Year�computed rainfall intensity = 1.911 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min-) = 16.48 Rainfall intensity (in./hr/) = 1..91 Total flow area (Acres) = 2.00 Total runoff (CFS) at confluence point - 2.52 Area averaged loss rate WM) _ .514 Area averaged pervious ratio (AP) _ .700 +.++++..........++++++++++++..........+++++....++++++....++++++++++++++++ Process from Point/Station 37.20 to Point/Station 3***0 *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil (AMC 2) = 56.0 Pervious ratio(AP) _ .800 Max loss rate(FM)_ .587(In/Hr) Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 760.00(Ft.) Upstream elevation = 1130.00(Ft.) Downstream elevation = 1068.50(Ft.) Elevation difference = 61.50(Ft.) Slope = .08092 S(%) = 8.09 Tc = K( . 469) K (Length^3) / (Elevation ChangeWO. 2 Initial area time of concentration = 11.013 min. 10.00 Year computed rainfall intensity = 2.434 In/Hr Effective Runoff Coefficient used for total area (C2=CIA) is C = .683 Subarea runoff = 4.819(CFS) Total initial stream area = 2.90(Ac.) Pervious area fraction = .800 Initial area FM value = .587(In/Hr) +.+++.+..+......++++++++++++..... ...............++++++++++++.....+++++++++.++ Process from point/Station 37.20 to Point/Station 3***0 *** CONFLUENCE OF MINOR STREAMS ------------ ___-_______..___..______w________..__ *** Compute Various Confluenced Flow Values *** ^1O.00TYear computed rainfall intensity = 2.434 In/Hr ALONG THE MAIN STREAM NUMBER: 1 ile DSK9:DR10A.0UT[216,0] printed on 06 -Dec -89 09:36:17 The flow values used for the stream: 3 are: Time of concentration(nin.) = 11,01 Rainfall intensity (in./hr/) = 2~43 Total flow area (Acres) = 2.90 Total runoff (CFS) at confluence point = 4.82 Area averaged loss rate (FM) = .587 Area averaged pervious ratio (AP) = .800 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) -------------------------------------- 1 40.65 16.82 1.887 2 2.52 16.48 1.911 3 4.82 11.01 2.434 QSMX(1) = +1.000*1.000* 40.6) + .983*1.000* 2.5) + .704*1.000* 4.8) = 46.513 QSMX(2) = +1.018* .979* 40.6) +1.000*1.000* 2.5) + .717*1.000* 4.8) = 46.483 QSMX(3) = +1.407* .655* 40.6) +1.374* .668* 2.5) +1.000*1.000* 4.8) = 44.566 n~j"f"w intensity and time of concentration .`"^...^^ ~.'-..--'' and used for 3 streams. Individual stream flow values are: 40.65 2.52 4.82 Possible confluenced flow values are: 46.51 46.48 44.57 Individual Stream Area values are: 29.50 2.00 2.90 Effective Total Area values are: 34.40 33.79 23.55 Computed confluence estimates are: Runoff(CFS) = 46.51 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 16.824 (Acres) = 34.40 = 34.40 Total study area average pervious area fraction(AP) = .943 Total study area average soil loss rate(FM) = .547 Page 9 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.00 to Point/Station 38.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1068.50(Ft.) Downstream point elevation = 1049.00(Ft.) File DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:36:30 Page 10 Flow length = 380.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 46.513(CFS) Nearest Pipe Diameter = 24.00(In.) Calculated Individual Pipe flow = 46.513(CFS) Normal flow depth in pipe = 17.93(In.) Flow top width inside pipe = 20.87(In.) Velocity = 18.48(Ft/9) Travel time = .34 min. TC = 17.17 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.00 to Point/Station 38.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 1.865 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 17.17 Rainfall intensity (in./hr/) = 1.86 Total flow area (Acres) = 34.40 Total runoff (CFS) at confluence point = 46.51 Area averaged loss rate (FM) = .547 Area averaged pervious ratio (AP) = .943 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.10 to Point/Station 38.00 *** INITIAL AREA EVALUATION *** ___________________________________________________________________________ Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = ~000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .800 Max loss rate(FM)= .587(In/Hr) Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 700.000t.) Upstream elevation = 1129.00(Ft.) Downstream elevation = 1049.00(Ft.) Elevation difference = 80.00(Ft.) Slope = .11429 S(W = 11.43 Tc = K( .469)K(Length^3)y(Elevation Change)]^0.2 Initial area time of concentration = 9.945 min. 10.00 Year computed rainfall intensity = 2.587 1n/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .696 Subarea runoff = 4.680(CFS) Total initial stream area = 2.60(Ac.) Pervious area fraction = .800 Initial area FM value = ~587(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.10 to Point/Station 38.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- 'iIe DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:36:49 ------ 10.00 Year computed rainfall intensity = 2.587 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of conceutration(nin.) = 9.95 Rainfall intensity (in./hr/) = 2.59 Total flow area (Acres) = 2.60 Total runoff (CFS) at confluence point = 4.68 Area averaged loss rate (FM> = .587 Area averaged pervious ratio (AP) = .800 Fage ll +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.20 to Point/Station 38.30 *** *** INITIAL AREA EVALUATION ----- ----------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2~5 AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .900 Max loss rate(FM)= .661(In/Hr) Subarea is RESIDENTIAL (2.5 AC) Initial subarea flow length = 1000.000t.) Upstream elevation = 1300.00(Ft.) Downstream elevation = 1078.00(Ft.) Elevation difference = 222.00(Ft.) Slope = .22200 S(%) = 22.20 Tc = K( .487)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 10.429 min. 10.00 Year computed rainfall intensity = 2.514 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .664 Subarea runoff = 6.507(CFS) Total initial stream area = 3.90(Ac.) Pervious area fraction = .900 Initial area FM value = .661(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.30 to Point/Station 38.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstream Elevation = 1078.000t.> Downstream Elevation = 1049.00(Ft.) Street Length = 410.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft~) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Break = 5.00(Ft.) = .020 = .020 1 12.00(Ft.) = .020 File DSK9:DR10A.OUTG216,07 printed on 06 -Dec -89 09:37:06 Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 7.925(CFS) Depth of flow = .329(Ft.) Average Velocity = 5.487(Ft/9) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 11.72(Ft.) Flow Velocity = 5.49(Ft/S) Depth*Velor..ity 1.81 Travel time = 1.25 min. TC = 11.67 rein. Adding Area Flow To Street t d -rainfall intensity = 2.350 In/Hr 10.00 tear compo e Decimal Fraction Soil i Group A = .000 Decimal Fraction Soil Group R = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(ln/Hr) Effective Runoff Coefficient used for area (C1=CIA) is C = .664 Subarea runoff = 2.232(CFS) for 1.70(Ac.) 5.60(Ac.) Total runoff = 8.738(CFS) Total area = Area averaged FM value = .616(In/Hr) Depth of flow = .3384t.) Average Velocity = 5.640(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 12.16(Ft.) Flow Velocity = 5.49(Ft/S) Depth*Velocity = 1.86 Fuge 12 +....... .....+++++++++++*.....+*++++++++++++++++++++++++++++++.+++.....t+++ Process from Point/Station 38.30 to Point/Station 3***0 *** CONFLUENCE OF MINOR STREAMS ***ComputerVarious--------------------------------------------------------------Confluenced-Flow Values *** - 10.00 Year computed rainfall intensity = 2.350 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(min.) = 11.67 Rainfall intensity (in./hr/) = 2.35 Total flow area (Acres) = 5.60 Total runoff (CFS) at confluence point - 8.74 Area averaged loss rate (FM) = .616 Area averaged pervious ratio (AP) = .839 Confluence information: Stream runoff Time Intensity Number ____(CFS) _____(ming _ ) (inch/hour) -_____________________------------ File DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:37:21 1 46.51 2 4.68 3 8.74 QSMX(1) = +1.000*1.000* 46.5) + .639*1.000* 4.7) + .720*1.000* 8.7) = 55.794 QSMX(2) = +1.548* .579* 46.5} +1.000*1.000* 4.7) +1.137* .852* 8.7) = 54.863 QSMX(3) = +1.368* .680* 46.5> + .881*1.000* 4.7) +1.000*1.000* 8.7) = 56.143 17.17 1.865 9.95 2.587 11.67 2.350 o~�.wall i"+e"s�-+" -�nd time of concentration ""^".~^^ -, �- - used for 3 streams. Individual stream flow values are: 46.51 4.68 8.74 Possible confluenced flow values are: 55.79 54.86 56.14 Individual Stream Area values are: 34.40 2.60 5.60 Effective Total Area values are: 42.60 27.30 31.60 Computed confluence estimates are: Runoff(CFS) = 56.14 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 11.675 (Acres) = = 42.60 31.60 Total study area average pervious area fraction(AP) = .921 Total study area average soil loss rate(FM) = .558 Page 13 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.00 to Point/Station 39.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1049.00(Ft.) Downstream point elevation = 1025.40(Ft.) Flow length = 430.00(Ft.) Mannings N = .�13 No. of pipes = 1 Required pipe flow = 56.143(CFS) Nearest Pipe Diameter = 27.00(In.) Calculated Individual Pipe flow = 56.143(CFS) Normal flow depth in pipe = 17.84(In.) Flow top width inside pipe = 25.57(In.) Velocity = 20.15(Ft/S) Travel time = .36 min. TC = 12.03 min. �������� ........................................................... ' ''� �� � � 00 Process from Point/Station 38.00 to Point/Station 39 . *** *** CONFLUENCE OF MINOR STREAMS File DSK9:DR10A.OUT[21690] printed on 06 -Dec -89 09:37:34 Page 14 ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.308 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentratioo(min.) = 12,03 Rainfall intensity (in./hr/) = 2.31 Total flow area (Acres) = 31.60 Total runoff (CFS) at confluence point = 56.14 Area averaged loss rate (FM) = .558 Area averaged pervious ratio (AP) = .921 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station `39.10 to Point/Station 39.20 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 750.00(Ft.) Upstream elevation = 1083.00(Ft.) Downstream elevation = 1068.50(Ft.) Elevation difference = 14.50(Ft.) Slope = .01933 S(%) = 1.93 Tc = K( .438)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 13.622 min. 10.00 Year computed rainfall intensity = 2.142 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .684 Subarea runoff = 3.957(CFS) Total initial stream area = 2.70(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.20 to Point/Station 39.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *�* --------------------------------------------------------------------------- Upstrean Elevation = 1068.50(Ft.) Downstream Elevation = 1025.40(Ft.) Street Length = 800.00(Ft.) Curb Height = 8.(In.) Street Halfwidth = 20.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of HaIfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.5000t.) Gutter hike from flowline Break = 5.00(Ft.) = .020 = .020 1 12.00(Ft.) = .Q20 File DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:37:53 Estimated mean flow rate at MIDPOINT of street = 6.888(CFS) Depth of flow = .329(Ft.) Average Velocity = 4.779(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 11.71(Ft.) Flow Velocity = 4.78(Ft/S) Depth*Velocity = 1.57 Travel time = 2.79 min. TC = 16.41 min. Adding Area Flow To Street 10.00 Year conouted i ranfall intensity = 1.915 In/Hr . rainfall Decimal Fraction Soil Group A = ' .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIA02 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 4.496(CFS) for 4.00(Ac.) Total runoff = 8.452(CFS) Total area = Area averaged FM value = .514(In/Hr) Depth of flow = .348(Ft.) Average Velocity = 5.070(Ft/S) .514(In/Hr) is C = .659 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 12.63(Ft.) Flow Velocity = 4.78(Ft/S) Depth*Velocity = 1.66 6.70(Ac.) Page 15 '+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.20 to Point/Station 39.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10~00 Year computed rainfall intensity = 1.915 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 16.41 Rainfall intensity (in./hr/) = 1.92 Total flow area (Acres) = 6.70 Total runoff (CFS) at confluence point = 8.45 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 56.14 12.03 2.308 `ile DSK9:DR10A.OUTC216,01 printed on 06 -Dec -89 09:38:11. 2 8.45 OSMX (1) = +1.000*1.000* 56.1) +1.280* .733* 8.5) - 64.073 QSMX (2) = + .776*1.000* 56.1) +1.0100*1.000* 8.5) _ 52.005 16.41 1.915 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 56.14 8.45 Possible confluenced flow values are: 64.07 52.00 Individual Stream Area values are: 31.60 6.70 Effective Total Area values are: 36.51 38.30 Computed confluence estimates are: Runoff(CFS) = 64.07 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) 12.030 (Acres) = 36.51 -- 38.30 Total study area average pervious area fraction(AP) _ .882 Total study area average soil loss rate(FM) = .550 Page 16 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.00 to point/Station 40.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** -------------- __________________________ Upstream point elevation = 1025.40(Ft.) Downstream point elevation = 1015.30(Ft.) Flow length = 310.04) (Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow - 64.073(CFS) Nearest pipe Diameter = 30.00(In.) Calculated Individual Pipe flow = 64.073(CFS) Normal flow depth in pipe = 21.56(In.) Flow top width inside pipe = 26.98(In.) Velocity = 16.98(Ft/S) Travel time - .30 rein. TC = 12.33 min. ++++++++++++++++++++++++++++++.....++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.00 to Point/Station 4***0 *** CONFLUENCE OF MINOR STREAMS ____________________________________ --10.00-Year-computed-rainfall intensity - 2.274 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) _ 12.33 Rainfall intensity (in./hr/) = 2.27 Total flow area (Acres) = 36.51 Total runoff (CFS) at confluence point - 64.07 File DSK9. DR10A. OUTE21b, of printed on 06 -Dec --89 09:38:23 rage / Area averaged loss rate (FM) = .550 Area averaged pervious ratio (AP) = .882 .... . . . ........ h . ..... . . f . ..... . . . . . . •H.... .. . {• i•......... . ..... f•.... + . ++++ ++ Process from Point/Station 40.1.0 to point/station 40.15 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Croup B = 1..000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) - 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1080.50(Ft.) Downstream elevation = 1025.40(Ft.) Elevation difference = 55.10(Ft.) Slope = .05510 S(I) = 5.51 Tc = K( .438)*C(Length^3)/(Elevation Change)00.2 Initial area time of concentration = 12.395 min. 10.00 Year computed rainfall intensity = 2.267 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .696 Subarea runoff = 5.680(CFS) Total initial stream area = 3.60(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) t++i^+++++++++++++.......++++tt............ ....+.......... t+++.t.++f•++f+.++ Process from Point/Station 40.15 to Point/Station 40.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstream Elevation = 1025.400t.) Downstream Elevation = .40(Ft.) Street Length - 1015.30(Ft.) Curb Height -- % Qn. ) Street Halfwidth = 20.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff Distance from curb to property line Slope from curb to property line (V/HZ) Gutter width = 1.500 (Ft.) /� Gutter hike from flowline = 1.500(In.) Break = .020 .020 1 12.00(Ft.) .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .218(Ft.) Average Velocity = 12.996(Ft/S) 5.00(Ft.) 5. 838 (CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 6.15(Ft.) Flow Velocity = 13.00(Ft/S) Depth*Velocity = 2.83 File DSK9: DR10A.OUTE216, 93 printed on 06 -Dec -89 09:38:42 Travel time = 1.30 min. TC = 13.70 min. Adding Area Flow To Street 19.00 Year computed rainfall intensity = 2.135 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soi1(AMC 2) - 56.0 Pervious ratio (AP) = .700 Max loss rate (FM) = . 514 (In/Hr ) The Area added to the existing stream causes a a lower flow rate of 0 = 5.545(CFS) therefore the upstream flow rate of G = 5.680(CFS) is being used. Effective Runoff Coefficient used for area (C2=CIA) is C = .683 Subarea runoff = .000(CFS) for .20(Ac.) Total runoff = 5.680(CFS) Total area = 3.80(Ac.) Area averaged FM value = .514(In/Hr) Depth of flow = .217(Ft.) Average Velocity = 12.891(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 6.08(Ft.) Flow Velocity = 13.00(Ft/S) Depth*Velocity = 2.81 Page 18 +++++++t+t++++++++++.+++.....++++.+++++++++++++++++++++++++.+++++....++++++ Process from Point/Station 40.15 to Point/Station 40.00 *** CONFLUENCE OF MINOR STREAMS *** -----------------------------------------------__------ --10.00-Year-computed-rainfall intensity = 2.135 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 13.70 Rainfall intensity (in./hr/) = 2.13 Total flow area (Acres) = 3.80 Total runoff (CFS) at confluence point = 5.68 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 +++.+++++++.+++*++++++++++++++++++++++++++++++..........+++++.++++++.....++ Process from Point/Station 40.29 to Point/Station 40.30 *** INITIAL AREA EVALUATION *** ---------------------------------..--------------__--_---_ Decimal Fraction Soil Decimal Fraction Soil Decimal Fraction Soil Decimal Fraction Soil RESIDENTIAL(2.5 AC) SCS Curve Number for Group A = .000 Group B = 1.000 Group C = .000 Group D = .000 Soil (AMC 2) = 56.0 File DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:38:59 Pervious ^^-'~"` _ omm w"v imam r�+p(Fw)= .661(In/Hr) pervzous ratzo`wr, .... ^~~~ .-'-'��� Subarea is RESIDENTIAL (2.5 AC) Initial subarea flow length = 900.000t.) Upstream elevation = 1300.00(Ft.) Downstream elevation = 1046.00(Ft.) Elevation difference = 254.00(Ft.) Slope = .28222 S(%) = 28.22 Tc = K( .487)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 9.530 min. 10.00 Year computed rainfall intensity = 2.654 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .676 Subarea runoff = 7.894(CFS) Total initial stream area = 4.400c.) Pervious area fraction = .900 Initial area FM value = .661(In/Hr) Page 19 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.30 to Point/Station 40.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1046.000t.) Downstream Elevation = 1015.30(Ft.) Street Length = 470.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = = .020 = .020 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .356(Ft.) Average Velocity = 5.715(Ft/S) 5.00(Ft.) 10.137(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 13.05(Ft.) Flow Velocity = 5.710t/S) Depth*Velocity = 2.03 Travel time = 1.37 min. TC = 10.90 min. Adding Area Flow To Street .- -. . - ----'�_� -`4.w"ll intensity = 2.448 In/Hr ��.�o rear computed Decimal Fraction Soil .a^".~^^ Group A = ^.'-.--, .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RES%DENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .677 Subarea runoff = 3.539(CFS) for 2.50(Ac.) File DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:39:15 page zm 11 433<CFS) Total area = 6 90(Ac.> Total runoff = ,, ww Area averaged FM value = .607(In/Hr) Depth of flow = .368(Ft.) Average Velocity = 5.913(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 13.65(Ft.) Flow Velocity = 5.71(Ft/S) Depth*Velocity = 2.10 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.30 to Point/Station 40.00 *** *** CONFLUENCE OF MINOR STREAMS --------------- --------------------------------------------------------------- *** Compute Various Confluenced Flow Values__***____________________________ ----------------------------------------- 10.00 Year computed rainfall intensity = 2.448 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(nin.) = 10.90 Rainfall intensity (in./hr/) = 2.45 Total flow area (Acres) = 6.90 Total runoff (CFS) at confluence point = 11.43 Area averaged loss rate (FM) = ~607 Area averaged pervious ratio (AP) = .828 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) ________________ (inch/hour)______________________________________ _____________-------- 1 64.07 12.33 2.274 2 5.68 13.70 2.135 3 11.43 10.90 2.448 QSMX(1) = +1.000*1.000* 64.1) +1.085* .901* 5.7) + .905*1.000* 11.4) = 79.972 QSMX(2) = + .920*1.000* 64.1) +1.000*1.000* 5~7) + .830*1.000* 11.4> = 74.089 QGMX(3) = +1.102* .884* 64.1) +1.193* .796* 5.7) +1.000*1.0Q0* 11.4) = 79.203 Rainfall intensity and time of concentration used for 3 streans. Individual stream flow values are: 64.07 5.68 11.43 Possible confluenced flow values are: 79~97 74.09 79.20 File DSK9:DR10A.OUTC216,01 printed on 06 -Dec -89 09:39:28 Individual Stream Area values are: 36.51 3.80 6.90 Effective Total Area values are: 46.83 47.21 42.19 Computed confluence estimates are: Runoff(CFS) = 79.97 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) 12.335 (Acres) = 46.83 47.21 Total study area average pervious area fraction(AP) _ .859 Total study area average soil loss rate(FM) = .556 Page 21 ....++++++.....++.+++.++.++++++++..... +.... ..........++......++++++++*++++ Process from Point/Station 40.00 to Point/Station 41.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstream point elevation = 1.015.30(Ft.) Downstream point elevation = 1007.00(Ft.) Flow length _ 430.00(Ft.) Mannings N = .013 No. of pipes = 1. Required pipe flow - 79.972(CFS) Nearest Wipe Diameter- = 36.00(In.) Calculated Individual Pipe flow = 79.972(CFS) Normal flow depth in pipe = 25.80(In.) Flow top width inside pipe = 32.44 (In. ) Velocity = 14.75(Ft/S) Travel time - .49 min. TC = 12.82 min. +++++++++++++*.....++++++++++++..... ........++++++....++++++.....++++++++ Process from Point/Station 40.00 to point/Station 41.00 *** CONFLUENCE OF MAIN STREAMS *** FOLLOWING WDATA rINSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.221 In/Hr The flow values used for the stream: 1 are: Time of concentration(min.) = 12.82 Rainfall intensity (in./hr/) = 2.22 Total flow area (Acres) = 46.83 Total runoff (CFS) at confluence Point = 79.97 Area averaged loss rate (FM) = .556 Area averaged pervious ratio (AP) = .859 Program is now starting with MAIN STREAM NO. 2 Process from Point/Station 41.10 to Point/Station 4***0 *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) File DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:39:44 SCS Curve Number for Soil(AMC 2) = 56.0 o....4=- ratio(AP) = '7mm w"' l"�= r�+e(FM)= .514(In/Hr) r=., '~'--'' ''-~ ^~~- �-'- Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 940.00(Ft.) Upstream-s-levation = 1114~VN](Ft.) Downstream elevation = 1015.30(Ft.) Elevation difference = 98.70(Ft.) Slope = .10500 S(%) = 10.50 Tc = K( .438)*[(Length^0/01evation Change) ]^Q.2 Initial area time of concentration .= 10.629 min. 10.00 Year computed rainfall intensity = 2.486 Effective Runoff Coefficient used for total area (Q=CIA) is C = .714 Subarea runoff = 4.615(CFS) Total initial stream area = 2.60(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) In/Hr Page 22 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.20 to Point/Station 41.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstream Elevation = 1015.30(Ft.) Downstream Elevation = 1007.000t.) Street Length = 430.00(Ft.) Curb Height = 8.(In.) Street Halfwidth = 20.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = .020 = .020 1 12.00(Ft.> = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .344(Ft.) Average Velocity = 3.002(Ft/S) 5.00(Ft.) 4.881(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 12.47(Ft.) Flow Velocity = 3.00(Ft/S) Depth*Velocity = 1.03 Travel time = 2.39 min. TC = 13.02 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 2.201 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for SoiI(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) The Area added to the existing stream causes a File DSK9:DR10A.OUT[216,0] Printed on 06 -Dec -89 09:39:59 a lower flow rate of Q = 4.405(CFS) therefore the upstream flow rate of Q = 4.615(CFS) is being used. Effective Runoff Coefficient used for area (Q=CIA> is C = .690 Subarea runoff = ^000(CFS) for .300c.) Total runoff = 4.615(CFS) Total area = 2.90(Ac.) Area averaged FM value = .514(In/Hr) Depth of flow = .339(Ft.) Average Velocity = 2.956(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 12.21(Ft.) Flow Velocity = 3.00(Ft/S) Depth*Velocity = 1.02 Page 23 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.20 to Point/Station 41.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.201 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.02 Rainfall intensity (in./hr/) = 2.20 Total flow area (Acres) = 2.90 Total runoff (CFS) at confluence point = 4.61 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.70 to Point/Station 41.00 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for SoiI(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL <2 DU/AC) Initial subarea flow length = 450.00(Ft.) Upstream elevation = 1014.00(Ft.) Downstream elevation = 1007.00(Ft.) Elevation difference = 7.000t.) Slope = .01556 S(%) = 1.56 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.598 min. 10.00 Year computed rainfall intensity = 2.359 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .704 File DSK9:DR10A.0UT[216,0] printed on 06 -Dec -89 09:40:20 Page 24 Subarea runoff = 2.491(CFS) Total initial stream area = 1.500c.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.70 to Point/Station 41.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.359 In/Hr The flow values used for the stream: 3 are: Time of concentration(nin.) = 11.60 Rainfall intensity (in./hr/) = 2.36 Total flow area (Acres) = 1.50 Total runoff (CFS) at confluence point = 2.49 Area averaged loss rate (FM> = .514 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.30 to Point/Station 41.40 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2.5 AC} SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .900 Max loss rate(FM)= .661(In/Hr) Subarea is RESIDENTIAL (2.5 AC) Initial subarea flow length = 1000.004t.) Upstream elevation = 1240.00(Ft.) Downstream elevation = 1012.00(Ft.) Elevation difference = 228.00(Ft.) Slope = .22800 S(%) = 22.80 Tc = K( .487)*[(Length^3)/(EIevation Change)]^0.2 Initial area time of concentration = 10.374 min. 10.00 Year computed rainfall intensity = 2.522 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .664 Subarea runoff = 5.865(CFS) Total initial stream area = 3.50(Ac.) Pervious area fraction = .900 Initial area FM value = .661(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41~40 to Point/Station 41.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1012.00(Ft.) File DSK9:DR10A.0UT[216,0] printed on 06 -Dec -8Y 0y:*M" Downstream Elevation = 1007.00(Ft.) Street Length = 300.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18^00(Ft^) 5 00(Ft ) Distance From Crown to Crossfall Grade Break = ^ ^ Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 6.703(CFS) Depth of flow = .384(Ft.) Average Velocity = 3.113(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 14.43(Ft.) 1 1p Flow Velocity = 3.11(Ft/S) Depth*Velocity = . Travel time = 1.61 min. TC = 11.98 min - Adding Area Flow To Street 1Q.00 Year computed rainfall intensity = 2.314 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 514(In/Hr> Pervious ratio(AP) = 700 Max loss rate(FM ery ^ )= . (Q=CIA) is C = 656 ffeRunoff Coefficient = � Effective cient used for area .963(CFS> for 1 00(Ac.) Subarea runoff = ^ ^ 4 50(Ac ) Total runoff = 6.827(CFS) Total area = . . Area averaged FM value = .628(In/Hr) Depth of flow = .385(Ft.) Average Velocity = 3.130(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 14.53(Ft.) Flow Velocity = 3.11(Ft/S) Depth*VeIocity = 1.20 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.40 to Point/Station 41.00 roc *** *** CONFLUENCE OF MAIN STREAMS --------------------------------- __________________________________________ ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.314 In/Hr The flow values used for the stream: 4 are: Time of concentration(nin.) = 11.98 Rainfall intensity (in./hr/) = 2.31 File DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:40:51 Page 26 Total flow area (Acres) = 4.50 Total runoff (CFS) at confluence point = 6.83 Area averaged loss rate (FM) = .628 Area averaged pervious ratio (AP) = .856 program is now starting with MAIN STREAM NO. 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.50 to Point/Station 41.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 830.00(Ft.) Upstream elevation = 1023.00(Ft.) Downstream elevation = 1007.00(Ft.) Elevation difference = 16.00(Ft.) Slope = .01928 S(%) = 1~93 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 13.351 min. 10.00 Year computed rainfall intensity = 2.168 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .717 Subarea runoff = 3.110(CFS) Total initial stream area = 2.000c.> Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.50 to Point/Station 41.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- *** Compute Various ConfluencedFlow Values ***---------------------------- ------------------------------------------------ ------------------------------____ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.168 In/Hr The flow values used for the stream: 5 are: Time of concentration(nin.) = 13.35 Rainfall intensity (in./hr/) = 2.17 Total flow area (Acres) = 2.00 Total runoff (CFS) at confluence point = 3.11 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________________________ ------------------------------------- File DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:41:07 1 79.97 2 4.61 3 2.49 4 6.83 5 3.11 QSMX(1) = +1.000*1.000* +1.012* .985* + .925*1.000* + .945*1.000* +1.031* .960* = 96.409 QSMX(2) = + .988*1.000* +1.000*1.000* + .915*1.000* + .933*1.000* +1.019* .975* = 95.364 QSMX(3) = +1.083* .905* +1.093* .891* +1.000*1.000* +1.027* .968* +1.111* .869* = 95.101 QSMX(4) = +1.055* .934* +1.067* .920* + .975*1.000* +1.000*1.000* +1.084* .897* = 95.680 QSMX(5) = + .968*1.000* + .980*1.000* + .896*1.000* + .914*1.000* +1.000*1.000* = 93.512 12.82 2.221 13.02 2.201 11.60 2.359 11.98 2.314 13.35 2.168 80.0) 4.6) 2.5) 6.8) 3.1) 80.0) 4.6) 2.5) 6.8) 3.1) 80.0> 4.6) 2.5) 6.8) 3.1) 80.0) 4.6) 2.5) 6.8) 3.1) 80.0) 4.6) 2.5) 6.8) 3.1) Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 79.97 4.61 2.49 6.83 3.11 Possible confluenced flow values are: 96.41 95.36 95~10 95.68 93.51 Page 27 Individual Stream Area values are: 46.83 2.90 1.50 4.50 2.00 Effective Total Area values are: 57.61 57.68 52.54 54.22 57.73 ---------------------------------------------------------------------------- Conputed confluence estimates are: Runoff(CFS) = 96.41 Tine(min-) = 12.821 Effective area as adjusted for time (Acres) = 57.61 File DSK9:DR10A.OUT[216,0] printed on 06 -Dec -89 09:41:19 rage ib Total main stream study area (Acres) = 57.73 Total study area average pervious area fraction(AP) = ^838 Total study area average soil loss rate(FM) = ~554 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.00 to Point/Station 42^00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point point elevation = 1002.00(Ft.) Downstream point elevation = 1001.00(Ft.) Flow length = 100.000t.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 96.409(CFS) Nearest Pipe Diameter = 42.00(In.) Calculated Individual Pipe flow = 96.409(CFS) Normal flow depth in pipe = 32.95(In.) Flow top width inside pipe = 34.53(In.) Velocity = 11.91(Ft/S) Travel time = .14 min. TC = 12.96 min. 70 90(Ac ) End of computations, total study area = ^ ~ The following figures may be used for a unit hydrograph study of the sane area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .852 AREA AVERAGED SCS CURVE NUMBER = 60.9 ADJUSTED SCS CURVE NUMBER FOR AMC 2 = 60.9 DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DDDDDDDD DDDDDDDD UU OOOOOO OOOOOO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OU OOOOOO UU OOOOQO RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RR RR RR RR UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU UU OU UU UU UU 111111 UUUUUU 111111 UUUUUU 11 000000 11 000000 1111 00 00 1111 00 00 11 00 0000 11 00 0000 11 00 00 00 11 00 00 00 11 0000 00 11 0000 00 11 00 00 11 00 00 111111 000000 111111 000000 TTTTTTTTTT TTTTTTTTTT TT TT TT TT TT TT TT TT TT TT TT TT BBBBBBBB BBBBBBBB BB BB BB BB BB BB BB BB BBBBBBBB BBBBBBBB BB BB BB BB BB BB BB BB BBBBBBBB BBBBBBBB LPTSPL Version 3.1(108) running on OTC700 under AMOS/32 Version 1.0D(165)-3 File DSK9:DR10B.OUT[21670] printed on Wednesday` December 6, 1989 09:43:37 AM Forms: NORMAL File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 11:19:50 page l SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesign/CivilCadd, 1988 Rational Hydrology Study Date: 12- 6-89 ....... .......' . ..... . .. . . . . . . . . .. , C.P. LANGE ENGINEERS ` , 840-K West 9th Street ^ , Upland, California 91786 ^ , Telephone (714) 946-9919 ^ . . .. . . . .. . ..... . . .. .. . .. . . . . . . . . . . +++++++++++ PROJECT TITLE HEADING: ........................................... TRACT 13694, FONTANA: RATIONAL METHOD FOR DEVELOPED SOUTHERLY SITE AREA. 10 -YEAR STORM USING REVISED TENTATIVE LAYOUT BY CP LANGE. FILE DR10B.OUT[216,0] GIC 9/28/89 JRC 12/6/89 / -------_-----------_------------- *SPECIFIED HYDROLOGY INFORMATION* 10.0 year storm 1 hour rainfall (Inches) = .880 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall (Inches) = .8800 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.00 to Point/Station 50.00 *** *** INITIAL AREA EVALUATION --------------------_---------------_-------------------------------------_ Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1~000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .548(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 1000.000t.) Upstream elevation = 1540.00(Ft.) Downstream elevation = 1220.00(Ft.) Elevation difference = 320.00(Ft.) Slope = .32000 S(X) = 32.00 Tc = K( .706W(Length^0/01evation Change)]^0.2 Initial area time of concentration = 14.053 min. 10.00 Year computed rainfall intensity = 2.102 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .665 Subarea runoff = 8.394(CFS) Total initial stream area = 6.000c.) Pervious area fraction = 1.000 Initial area FM value = .548(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 7ile DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:43:48 Page 2 Process from Point/Station 50.00 to Point/Station 51.00 *** IRREGULAR CHANNEL FLOW TRAVEL TIME *** ***************IRREGULAR CHANNEL INFORMATION*************** - Information Entered for Subchannel Number 1 : Point number "X" Coordinate "Y" Coordinate 1 .00 20.00 2 50.00 .00 3 100.00 25.00 Mannings "N" Friction Factor = .035 Subchannel Slope(V/HZ)=.20Q0 ................+...........+.++++.....+++++++++++++++++++++++++++++++++++++ Subchannel Flow = 8.402(CFS) Subchannel Flow Top Width = 2.975(Ft.) Subchannel Flow Velocity= 8.543(Ft/S) Subchannel Flow Area = .983(Sq.Ft) Subchannel Froude Number = 2.619 Upstream point elevation = 1220.00(Ft.) Downstream point elevation = 1150.000t~) Flow length = 350.00(Ft.) Travel time = .68 min. TC = 14.74 min. Computed Irregular Channel Flow = 8.394(CFS) Irregular Channel Normal Depth Above Invert Elev. = .661(Ft.) Average velocity of channel(s)_=____8.54(Ft/S)____________________________ -------_---------_----------_--� ++++++++++++++++++++++++++++++++++++++++++++++++++++++f++++++++++++++++++++ Process from Point/Station 50.00 to Point/Station 49.00 *** *** SUBAREA FLOW ADDITION --------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= 2.043 In/Hr �-. ct��e Runoff Coefficient used for area (Q=CIA) � runoff 4 526�CFS� for 3 Subarea runo = . ^60(Ac.) Total runoff = 12.920(CFS) Total area = Area averaged FM value = .548(In/Hr) .548(In/Hr) is C = .659 9.60(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.00 to Point/Station 52.00 *** V -GUTTER FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstream Elevation = 1150.00(Ft.) Downstream Elevation = 1120.00(Ft.) Street Length = 295.00(Ft.) Curb Height = 2.00n.) File DSK9:DR108.OUTC216,03 printed on 06 -Dec -89 09:44:01. Page 3 Distance from curb to property line = 1.00(Ft. ) Slope from curb to property line(V/HZ) = .000 _ .000 Street Halfwidth = 6.000t.) Street Crossfall slope (V/HZ) Total Width of V -Gutter in center of street - 20.00(Ft.) Interior "Z" Factor Slope of V -Gutter (H7../V) = 20.000 Street flow on 2. side(s) of the street Estimated mean flow rate at MIDPOINT of street- = 13.59 (CFS) Depth of flow = .282(Ft.) Average Velocity 8.548(Ft/S) Streetflow/V-Gutter Hydraulics at MIDPOINT of street travel Depth from lowest invert elevation = .28(Ft.) Flow width of street to curb = .00(Ft.) Street Velocity = .00(Ft/S) Depth*Velocity = .00 V -Gutter Flow Width = 22.56(Ft.) V -Gutter Velocity = 8.55(Ft/S) Travel time = .58 min. TC = 15.31 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 1.997 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDF_NTIAL(1 DU/AC) SGS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .800 Max loss rate(FM)= .587(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .650 Subarea runoff = .868(CFS) for 1.000c.) 10. 60(Ac.) Total runoff y 13.788(CFS) Total area = Area averaged FM value = .552(In/Hr) Depth of flow = .283(Ft.) Average Velocity w 8.581(Ft/S) Streetflow/V-Gutter Hydraulics at ENDPOINT of street travel Depth from lowest invert elevation = .280t.) Flow width of street to curb = . 00 (Ft. ) Street Velocity = .00(Ft/S) Depth*Velocity = .00 V-GLttter Flow Width = 22.68(Ft.) V -Gutter Velocity = 8. 58 (Ft/S) Process from Point/Station 51.00 to Point/Station 5***0 *** CONFLUENCE OF MINOR STREAMS ------------ -------------------------------------------------------------- --10.00 Year -computed -rainfall -intensity - 1.997 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration (min.) = 15.31 Rainfall intensity (in./hr/) = 2.00 Total flow area (Acres) = 10.60 Total runoff (CFS) at confluence point _ 13.79 7ile DSK9:DR1OB.OUT[216,0] printed on 06 -Dec -89 09:44:20 Page 4 Area averaged loss rate (FM) = .552 Area averaged pervious ratio (AP) = .981 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.10 to Point/Station 52^00 *** INITIAL AREA EVALUATION *** -------_---_------------------_------------_-----_-----------------------_- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .548(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 870.00(Ft.) Upstream elevation = 1380.00(Ft.) Downstream elevation = 1120.00(Ft.) Elevation difference = 260.00(Ft.) Slope = .29885 S(%) = 29.89 Tc = K( .706)*[(Length^W(Elevation Change)]^0.2 Initial area time of concentration = 13.475 min. 10.00 Year computed rainfall intensity = 2.156 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .671 Subarea runoff = 8.105(CFS) Total initial stream area = 5.60(Ac.) Pervious area fraction = 1.000 Initial area FM value = .548(In/Hr) +++++++++++++++++++++++++ +++++++*+++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.10 to Point/Station 52.00 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- *** Compute Various ConfluencedFlow Values ***---------------------------- ��____ ------------------------------ 10.00 Year computed rainfall intensity = 2.156 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are.- Time re:Tine of concentration(nin.) = 13.47 Rainfall intensity (in./hr/) = 2.16 Total flow area (Acres) = 5.60 Total runoff (CFS) at confluence point = 8.11 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = 1.000 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)__________________________________ __________________________________________ 1 13.79 15.31 1.997 2 8.11 13.47 2.156 QSMX(1) = +1.000*1.000* 13.8) File DSK9:DR10B.OUT[216,0] Printed on 06 -Dec -89 09:44:35 + .901*1.000* 8.1> = 21.091 QSMX(2) = +1.110* .880* 13.8) +1.000*1.000* 8.1) = 21.575 o,�.&,11 intensity and time of concentration ""^"."^~ ^..,-�-- ' used for 2 streams. Individual stream flow values are: 13.79 8.11 Possible confluenced flow values are: 21.09 21.58 Individual Stream Area values are: 10.60 5.60 Effective Total Area values are: 16.20 14.93 Computed confluence estimates are: Runoff(CFS) = 21.58 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 13.475 (Acres) = 14.93 = 16.20 Total study area average pervious area fraction(AP) = .988 Total study area average soil loss rate(FM) = .550 rage o ........................................................................... Process from Point/Station 52.00 to Point/Station 53.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) **� ---- ---------------------------------------------------------------------- Upstream point elevation = 1120.000t.) Downstream point elevation = 1085.30(Ft.) Flow length = 400.000t.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 21.575(CFS) Nearest Pipe Diameter = 18.00(In.) Calculated Individual Pipe flow = 21.575(CFS) Normal flow depth in pipe = 11.06(In.) Flow top width inside pipe = 17.52(In.) Velocity = 18.92(Ft/S) Travel time = .35 min. TC = 13.83 min. ++++++++++++++++++++++++++*++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.00 to Point/Station 53.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.123 In/Hr The flow values used for the stream: 1 are: Time of concentration(min.) = 13.83 Rainfall intensity (in./hr/) = 2.12 Total flow area (Acres) = 14~93 Total runoff (CFS) at confluence point = 21.58 Area averaged loss rate (FM) = .550 Area averaged pervious ratio (AP) = .988 rile DSh9:DR1OB-OUTE216,01 printed on 06 -Dec --89 09:44:50 Page h Program is now starting with MAIN STREAM NO. 2 ++++++++++++++++++++++++.......... -......... ..........++......+++++++++++. Process from Point/Station 53.10 to Point/Station 53.00 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1.000 Decimal Fraction Soil Group C = .000 Decimal. Fraction Soil Group D = .000 RESIDENTIAL(2.5 AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) _ .900 Max loss rate(FM)= .661(In/Hr) Subarea is RESIDENTIAL (2.5 AC) Initial subarea flow length = 1OOO.00(Ft.) Upstream elevation = 1210.0O(Ft.) Downstream elevation = 1085.3O(Ft.) Elevation difference = 124.70(Ft.) Slope = .12470 S(%) = 1.2.47 Tc = K( . 4037) *C (Length^3) / (Elevation Change) a^0. 2 Initial area time of concentration = 11.705 min. 346 In/Hr 10.00 Year computed rainfall intensity Effective Runoff Coefficient used for total area (O=CIA) is C = .647 Subarea runoff = 3.489(CFS) Total initial stream area = 2. 3O(Ac.> Pervious area fraction = .900 Initial area FM value = .661(In/Hr) ....+......+.+....+.++++++........+..... .... ..........+++++++++++++++++++++ Process from Point/Station 53.10 to Point/Station 53.00 *** CONFLUENCE OF MAIN STREAMS FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.010 Year computed rainfall intensity = 2.346 In/Hr The flow values used for the stream: 2 are: Time of concentration(min.) = 1.1.701 Rainfall intensity (in./hr/) = 2.35 Total flow area (Acres) = 2.30 Total runoff (CFS) at confluence point - 3.49 Area averaged loss rate (FM) = .661 Area averaged pervious ratio (AP) _ .900 Program is now starting with MAIN STREAM NO. 3 Process from Point/Station 53.705 to Point/Station 53.60 *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1.000 Decimal Fraction Soil Group C = .0010 File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:45:05 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 .--.'-.' ~"+J"(�P� = ANm w�, inn= ,"+p(FM)= .587(In/Hr) rerviuus .�^^~`...' ____ �_, ^,~~ .,__��� Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 950.00(Ft.) Upstream elevation = 1099.50(Ft.) Downstream elevation = 1087.30(Ft.) Elevation difference = 12.20(Ft.) Slope = .01284 S(%) = 1.28 Tc = K( .469)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 17.399 min. 10.00 Year computed rainfall intensity = 1.849 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .614 Subarea runoff = 6.817(CFS) Total initial stream area = 6.00(Ac.) Pervious area fraction = .800 Initial area FM value = .587(In/Hr) Page 7 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.60 to Point/Station 53.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1087.30(Ft.) Downstream Elevation = 1085.30(Ft.) Street Length = 320.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfal1 Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 5.00(Ft.) = .020 = .02Q 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 7.896(CFS) Depth of flow = .461(Ft.) Average Velocity = 2.304(Ft/S) Note: Depth of flow exceeds top of street crown. Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 18.00(Ft.) Flow Velocity = 2.30(Ft/S) Depth*Velocity = 1.06 Travel time = 2.31 min. TC = 19.71 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 1.716 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) File DSK9:DR10B.0UT[216,0] printed on 06 -Dec -89 09:45:22 Page 8 , SCS Curve Number for Soil(AMC 2) = 56.0 514(In/Hr) pervious ratio(AP) = .700 Max loss rate(FM)= ^ Effective Runoff Coefficient used for area (Q=CIA) is C = .601 Subarea runoff = 1.335(CFS) for 1,90(Ac.) 90(Ac ) runoff = 8 151(CFS) Total area = 7 ^ ^ Total runo , Area averaged FM value = .5700n/Hr) Depth of flow = .465(Ft.) Average Velocity = 2.334(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 18.00(Ft.) Flow Velocity = 2.30(Ft/S) Depth*Velocity = 1.07 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 53 00 ''''�� '� 53 60 t Point/Station ^ Process from Point/Station . o -- � -- -� *�* *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.716 In/Hr The flow values used for the stream: 3 are: Time of concentratipn(min.) = 19.71 Rainfall intensity (in./hr/) = 1.72 Total flow area (Acres) = 7.90 Total runoff <CFS) at confluence point = 8.15 Area averaged loss rate (FM) = .570 Area averaged pervious ratio (AP) = .776 Program is now starting with MAIN STREAM NO. 4 ........................................................................... Process from Point/Station 53.30 to Point/Station 53.00 *** *** INITIAL AREA EVALUATION ------------- -------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC,2)~~= 56.0 ,w)F= ,514(In/Hr) Pervious ratio(AP) = ./mm Max ^"=� .~`^.�.� Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 810.00(Ft.) Upstream elevation = 1128.00(Ft.) Downstream elevation = 1085.30(Ft.) Elevation difference = 42.70(Ft.) Slope = .05272 S(%) = 5.27 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.494 min. 10.00 Year computed rainfall intensity = 2.372 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .705 Subarea runoff = 3.177(CFS) File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:45:37 Page 9 Total initial stream area = 1.900c.> Pervious area fraction = .700 Initial area FM value = ~514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.60 to Point/Station 53.00 *** *** CONFLUENCE OF MAIN STREAMS ------------------------------------------------------------- _------------- - ---------------------------_------------_----------------_---------_-----_- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.372 In/Hr The flow values used for the stream: 4 are: Time of concentration(nin.) = 11.49 Rainfall intensity (in./hr/) = 2.37 Total flow area (Acres) = 1.90 Total runoff (CFS) at confluence point = 3.18 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53~50 to Point/Station 53.60 *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AQ SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 980.00(Ft.) Upstream elevation = 1100.004t.) Downstream elevation = 1087.30(Ft.) Elevation difference = 12.70(Ft.) Slope = .01296 S(%) = 1.30 Tc = K( .438A[(Length^M(Elevation Change)]^0.2 Initial area time of concentration = 16.423 min. 10.00 Year computed rainfall intensity = 1.915 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .659 Subarea runoff = 5.548(CFS) Total initial stream area = 4.40(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.60 to Point/Station 53.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION �** ---- ----------------------------------------------------------------------- Upstrean Elevation = 1087.30(Ft.) Downstream Elevation = 1085.30(Ft.) � File DSK9:DR10B.OUT[216°0] printed on 06 -Dec -89 09:45:56 Street Length = 320.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18^00(Ft^) ^ ^ 5 00(Ft ) Distance From Crown to Crossfall Grade Break = Slope from Gutter to Grade Break (V/HZ) = .020 ` from Slope f m Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) 241(CFS) Estimated mean flow rate at MIDPOINT of street = 6 . Depth of flow = .432(Ft.) Average Velocity 2.143(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 16.86(Ft.) 93 Flow Velocity = ^ it 2 14(Ft/S) Depth*Ve1ocity = . Travel time = 2.49 min. TC = 18.91 min - Adding Area Flow To Street 10.00 Year computed rainfall intensity = 1.759 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56,0 4(I /H ) Pervious ratio(AP) = .700 Max loss rate(FM)= .51 n r Effective Runoff Coefficient used for area (Q=CIA) is C = .637 Subarea runoff = .617(CFS) for 1,10(Ac,) 5 50(Ac ) Total runoff = 6.165(CFS) Total area = . . Area averaged FM value = .514(In/Hr) Depth of flow = .431(Ft.) Average Velocity = 2.135(Ft/S) Page 10 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 16.78(Ft.) ! / . Flow Velocity = 2 14(Ft/S) Depth*Velocity = .92 L/ / +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ [ ++++++ 53 60 to Point/Station 53.00 f Point/Station . Process from ~~ -- '- *** ' *** CONFLUENCE OF MAIN STREAMS _ *** Compute Various Confluenced Flow Values*** ------------------------------------------------ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.759 In/Hr The flow values used for the stream: 5 are: Time of concentration(nin~) = 18.91 Rainfall intensity (in./hr/) = 1.76 File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:46:12 Page 11 Total flow area (Acres) = 5,50 Total runoff (CFS) at confluence point = 6.17 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number WFS) (nin.)_(inch/hour)______________________________________ 1 21.58 13.83 2.123 2 3.49 11.70 2.346 3 8.15 19.71 1.716 4 3.18 11.49 2.372 5 6.17 18.91 1.759 QSMX(1) = +1.000*1.000* 21.6) + .868*1.000* 3.5) +1.355* .701* 8.2) + .866*1.000* 3.2> +1.292* .731* 6.2) = 40.924 QSMX(2) = +1.142* .846* 21.6) +1.000*1.000* 3.5> +1.550* .594* 8.2) + .986*1.000* 3.2) +1.471* .619* 6.2) = 40.592 QSMX(3) = + .741*1.000* 21.6) + .626*1.000* 3.5) +1.000*1.000* 8.2) + .647*1.000* 3.2) + .965*1.000* 6.2) = 34.334 QSMX(4) = +1.158* .831* 21.6) +1.015* .982* 3.5) +1.572* .583* 8.2) +1.000*1.000* 3.2) +1.492* .608* 6.2) = 40.491 QSMX(5) = + .769*1.000* 21.6) + .652*1.000* 3.5) +1.038* .959* 8.2) + .670*1.000* 3.2) +1.000*1.000* 6.2> = 35.270 Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 21.58 3.49 8.15 3.18 6.17 Possible confluenced flow values are: 40.92 40.59 34.33 40.49 35.27 File DSK9: DRIOB- OUTC216, 01 printed on 06 -Dec -89 1-y- Individual Stream Area values are.- 14.93 re:14.93 2.30 7.90 1..90 5.50 Effective Total Area values are: 28.69 24.93 32.53 24,.52 32.21 Computed confluence estimates are: Runoff (GFS) = 40.92 Time (min.) _ 13.827 Effective area as adjusted for time (Acres) = 28.69 Total main stream study area (Acres) = 32.53 Total study area average pervious area fraction(AP) = •86' Total study area average soil loss rate(FM) = .554 ......+... +++++++++++++++++++++++++++.+.++++++.....++++*+.....+......•+..... Process from Point/Station 53.00 to Point/Station 54.00 *** *** PIPEFLOW TRAVEL. TIME (PROGRAM ESTIMATED SIZE) Upstream point elevation = 1085„30(Ft.) Downstream point elevation = 1072.50(Ft.) 13 Flow length = 260.00 (Ft.) Mannings N W 40924 (CFS) flow No. of pipes = 1 Required pipe Nearest Pipe Diameter = 24„00(In.) 40.924(CFS) Calculated Individual Pipe flow = Normal flow depth in pipe 16.48(In.) Flow top width inside pipe = 22.27 (In. ) Velocity = 17.31 (Ft/S) Travel time - .24 min. TC = 14.07 min. Point/Station ,. 0 0 54.00 to Point/Station 55.00 FProcessfrom *** PIPEFLOW TRAVEL. TIME (PROGRAM ESTIMATED SIZE) Upstream point elevation = 1072.50(Ft.) Downstream point elevation = 1055.50(Ft.) Flow length = 320.00(Ft.) Mannings N = .013 flow - 40.924(CFS) No. of pipes = 1 Required pipe Nearest Pipe Diameter = 24.000n.) 40.924(CFS) Calculated Individual Pipe flow = Normal flow depth in pipe = 16.01(In.) Flow top width inside pipe = 22.62(In.) Velocity = 18.37(Ft/S) Travel time = .29 min. TC = 1.4.36 min. ++++++.........+++++++*+.++++++++++++++.......... ......... ......++++++++++ Process from Point/Station 54.00 to Point/Station 55.00 *** CONFLUENCE OF MINOR STREAMS __ __________..._______------------------------------------------------------ ______M_ - 2.075 In/Hr 10.00�Year computed rainfall intensity = ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 14.36 File DSK9:DR10B.0UT[216,0] printed on 06 -Dec -89 09:46:40 Page 13 Rainfall intensity (in./hr/) = 2.08 Total flow area (Acres) = 28.69 Total runoff (CFS) at confluence point = 40.92 Area averaged loss rate (FM) = .554 Area averaged pervious ratio (AP) = .865 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.10 to Point/Station 55.00 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 820.00(Ft.) Upstream elevation = 1086.00(Ft.) Downstream elevation = 1055.504Ft.) Elevation difference = 30.50(Ft.) Slope = .03720 S(%) = 3.72 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.385 min. 10.00 Year computed rainfall intensity = 2.268 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .696 Subarea runoff = 3.631(CFS) Total initial stream area = 2.30(Ac.> Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.10 to Point/Station 55.00 *** *** CONFLUENCE OF MINOR STREAMS ___________________________________________________________________________ ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.268 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 12.39 Rainfall intensity (in./hr/) = 2.27 Total flow area (Acres) = 2.30 Total runoff (CFS) at confluence point = 3.63 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.20 to Point/Station 55.00 *** *** INITIAL AREA EVALUATION ---- ------------------------------------------------------------------------ Decimal Fraction Soil Group A = .000 ile DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:46:57 Decimal Fraction Soil Group B = 1,000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIA02 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious - -'�4.'unN = 7mm w.. `.'. .,+-/rw�= .514(In/Hr) yervzous rut "`= ' � ,',, .."^ ^"MM ."`~`...' Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 740.00(Ft.) Upstream elevation = 1083.50(Ft.) Downstream elevation = 1055.50(Ft.) Elevation difference = 28.00(Ft.) Slope = .03784 S(%) = 3.78 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.846 min. 10.00 Year computed rainfall intensity = 2~329 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C .701 Subarea runoff = 5.719(CFS) Total initial stream area = 3.50(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) Page 14 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.20 to Point/Station 55.00 *** *** CONFLUENCE OF MINOR STREAMS ---- --------- -------------------------------------------------------------- *** Compute Various Confluenced_Flow_Values __***---------------------------- ---- -------- ------------------ 10.00 Year computed rainfall intensity = 2.329 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(nin.) = 11.85 Rainfall intensity (in./hr/) = 2.33 Total flow area (Acres) = 3.50 Total runoff (CFS) at confluence point = 5.72 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)__________________________------------ ---- --------------------------------- 1 40.92 2 3.63 3 5.72 QSMX(1) = +1.000*1.000* + .890*1.000* + .860*1.000* = 49.075 QSMX(2) = +1.127* .862* +1.000*1.000* + .966*1.000* = 48.924 QSMX(3) = 40.9) 3.6> 5.7) 40.9) 3.6) 5.7> 14.36 2.075 12.39 2.268 11.85 2.329 ;ile DSK9:DR10B.OUTE216,OJ printed on 06 -Dec -89 09:47:15 +1.167* .825* 40.9) +1.035* .956* 3.6) +1.000*1.0410* 5.7) 48.712 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 40.92 3.63 5.72 Possible confluenced flow values are: 49.08 48.92 48.71 Individual Stream Area values are: 28.69 2.30 3.50 Effective Total Area values are: 34.49 30.54 29.37 Computed confluence estimates are: Runoff (CFS) = 49.08 Time (min. ) Effective area as adjusted for time Total main stream study area (Acres) 14.361 (Acres) = 34.49 - 34.49 Total study area average pervious area fraction (AP) = .8;.37 Total study area average soil loss rate(FM) M .548 Nage 15 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•+-++++++++•*++++++ Process from Point/Station 55.00 to Point/Station 56.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1055.50(Ft.) Downstream point elevation = 1044.60(Ft.) Flow length ._ 870.00 (Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow - 49.075(CFS) Nearest Pipe Diameter = 33.00(In.) Calculated Individual Pipe flow = 49.075(CFS) Normal flow depth in pipe w 22.92(ln.) Flow top width inside pipe = 30.40(In.) Velocity = 11.14(Ft/S) Travel time - 1.30 min. TC = 15.66 min. +++++++++++++++++++++++++++++++++*++++++++++++++++++++++++++++.+.}+++++++.++ Process from Point/Station 55.00 to Point/Station 56.00 *** CONFLUENCE OF MAIN STREAMS FOLLOWING _DATA -INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.970 In/H)- The n/HrThe flow values used for the stream: 1 are: Time of concentration(min.) = 15.66 Rainfall intensity tin./hr/) = 1.97 Total flow area (Acres) = 34.49 49.08 Total runoff (CFS) at confluence point - Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = .837 Program is now starting with MAIN STREAM NO. 2 File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:47:30 Page 16 ` +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.10 to Point/Station 56.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for SoiI(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 850.00(Ft.) Upstream elevation = 1050.50(Ft.) Downstream elevation = 1044.60(Ft.) Elevation difference = 5.90(Ft.) Slope = .00694 S(%) = .69 Tc = K( .438)*[(Length^3>/(Elevation Change)3^0.2 Initial area time of concentration = 17.577 min. 10.00 Year computed rainfall intensity = 1.838 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .648 Subarea runoff = 5.603(CFS) Total initial stream area = 4.70(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.10 to Point/Station 56.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 1.838 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(nin.) = 17.58 Rainfall intensity (in./hr/) = 1.84 Total flow area (Acres) = 4.70 Total runoff (CFS) at confluence point = 5.60 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 +++++++++++f+++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.20 to Point/Station 56.00 *** INITIAL AREA EVALUATION *** ___________________________________________________________________________ Decinal Fraction Soil Decimal Fraction Soil Decimal Fraction Soil Decimal Fraction Soil RESIDENTIAL(2 DU/AC) SCS Curve Number for Pervious ratio(AP) = Group A = .000 Group B = 1.000 Group C = .000 Group D = .000 Soil(AMC 2) = 56.0 .700 Max loss rate(FM)= .514(In/Hr) File DSK9:DR10B.OUTC216,07 printed on 06 -Dec -89 09:47:46 Page 17 Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 1040.00(Ft.) Upstream elevation = 1.056.50 (Ft,. ) Downstream elevation = 1044.60(Ft.) Elevation difference = 11..90 (Ft. ) Slope = .01144 S(%) = 1.14 Tc = K( .438)*C(Length^3)/(Elevation Change)?^0•�' Initial area time of concentration = 1.7.242 min. 1.0.00 Year computed rainfall :intensity := 1-860 In./Hr Effective Runoff Coefficient used for total area (O=CIA) is C -- .651 Subarea runoff = 5.935(CFS) Total initial stream area := 4.90(Ac.) Pervious area fraction = .700 Initial area FM value = .514(ln/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++.4+++++++++++++++++++++++++ Process from Point/Station 56.20 to Point/Station 56.00 *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** -Y10.00�Year«computed rainfall + intensity = 1.860 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(min.) = 17.24 Rainfall intensity (in./hr/) = 1..86 Total flow area (Acres) = 4.90 Total runoff (CFS) at confluence point - 5.94 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS)_____ (min.) (inch/hour) � -___________________.__ r____ 1 5.60 17.58 1.838 2 5.94 17.24 1.860 QSMX (1) = +1.000*1.000* 5.6) + .984*1.000* 5.9) = 11.443 USMX(2) = +1.016* .981* 5.6) +1.000*1.000* 5.9) - 11.520 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 5.60 5.94 Possible confluenced flow values are: 1.1.44 11.52 Individual Stream Area values are: 4.70 4.90 Effective Total Area values are: File DSK9: DRIOB. OUTC216, 07 printed ori 06 -Dec -89 0qn 4£3:04 Page 18 9.60 9.51 Computed confluence estimates are: Runoff (CFS) = 11.52 Time(mi.n.) Y 1.7.242 Effective area as adjusted for time (Acres) = 9.51 Total main stream study area (Acres) = 9.60 Total study area average pervious area fraction(AP) = .700 Total study area average soil loss rate(FM) = .51.4 +++++++.++++++++++++++++++++++++++++++.+++++++++++++++++++....+++++++.....+ Process from Point/Station 56.20 to Point/Station 56.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** FOLLOWING TDATA �INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity := 1..360 In/Nr The flow values used for the stream: 2 are: Time of concentration(min.) = 17.24 Rainfall intensity (in./hr/) = 1.86 Total flow area (Acres) = 9.51. Total runoff (CFS) at confluence point _ 11.52 Area averaged loss rate (FM) = .51.4 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) _.__+r 49.08 15.66 1..970 2 11.52 17.24 1.860 QSMX (1) = *1.000*1.000* 49.1) +1.082* .908* 11.5) 60.397 QSMX (2) = + .922*1.000* 49.1) +1.000*1.0$0* 11.5) - 56.786 Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: 49.08 11.52 Possible confluenced flow values are: 60.40 56.79 Individual Stream Area values are: 34.49 9.51 Effective Total Area values are: 43.13 44.00 Computed confluence estimates are: Runoff (CFS) = 60.40 Time(min.) = 15.662 43. 13 Effective area as adjusted for time (Acres) _ Total main stream study area (Acres) = 44.00 File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:48:19 Page 19 Total study area average pervious area fraction(AP) = .807 Total study area average soil loss rate(FM) = ^540 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.00 to Point/Station 57.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1044.60(Ft.) Downstream point elevation = 1043.50(Ft.) Flow length = 200.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 60.397(CFS) Nearest Pipe Diameter = 39.00(In.) Calculated Individual Pipe flow = 60.397(CFS) Normal flow depth in pipe = 31.50(In.) Flow top width inside pipe = 30.74(In.) Velocity = 8.41(Ft/S) Travel time = .40 min. TC = 16.06 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.00 to Point/Station 57.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.941 In/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) = 16.06 Rainfall intensity (in./hr/) = 1.94 Total flow area (Acres) = 43.13 Total runoff (CFS) at confluence point = 60.40 Area averaged loss rate (FM) = .540 Area averaged pervious ratio (AP) = .807 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.10 to Point/Station 56.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 1030.00(Ft.) Upstream elevation = 1054.50(Ft.) Downstream elevation = 1044.60(Ft.) Elevation difference = 9.90(Ft.) Slope = .00961 S(%) = .96 File DSK9:DR10B.OUT[216,0] printed on 06-Dec_89 09:48:34 page zm Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 17.785 min. 10,00 Year computed rainfall intensity = 1.825 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .647 Subarea runoff = 5.430(CFS) Total initial stream area = 4.60(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.00 to Point/Station 57.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **� ----- --------- -------------------------------------------------------------- Upstrean Elevation = 1044.30(Ft.) Downstream Elevation = 1043.60(Ft.) Street Length = 200.004t.) Curb Height = 8.(In.) Street Halfwidth = 20.00(Ft.) Distance From Crown to Crossfall Grade Break = 5.00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 5.489(CFS) Depth of flow = .453(Ft.) Average Velocity = 1.677(Ft/S> Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 17.89(Ft.) Flow Velocity = 1.68(Ft/S) Depth*Velocity = .76 Travel time = 1.99 min. TC = 19.77 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 1.713 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 073(In/Hr) Pervious ratio(AP) = .100 Max loss rate(FM)= . The Area added to the existing stream causes a a lower flow rate of Q = 5.112(CFS) therefore the upstream flow rate of Q = 5.430(CFS) is being used. sed Coefficient used for area (Q=CIA) is C = .635 Effective Runoffoe f 10(Ac ) Subarea runoff = .000(CFS) or . . 4 70(Ac ) -�� runoff 5 430(CFS) Total area = . . Total runo = . Area averaged FM value = .504(In/Hr) File DSK9: DRIOB. OUTf_ 16, 07 printed on 06 -Dec -89 09:48:52 Fage Al Depth of flow - .452(Ft.) Average Velocity = 1.670(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 17.83(Ft.) .76 Flow Velocity = 1.68(Ft/S) Depth*Velocity .... .....++++++++++++++++++++.++........+++.++.....-a•....++.......++++++.... Process from Point/Station 56.00 to Point/Station 57.00 *** CONFLUENCE OF MINOR STREAMS *** -M10.00�Year computed �rainfal.l�intensity - 1.713 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the streams 1 are: Time of concentration(min-) = 19.77 Rainfall intensity (in./hr/) = 1.71 Total flow area (Acres) = 4.70 Total runoff (CFS) at confluence point- = 5.43 Area averaged loss rate (FM) = .504 Area averaged pervious ratio (AP) = .687 ..........++++++..............+++++++++++++.+*++.....++++++.....++++++++++ Process from Point/Station 57.20 to Point/Station 57.00 *** INITIAL AREA EVALUATION ------------------------------------------------------------------------------------ Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .073(In/Hr) Subarea is COMMERCIAL Initial subarea flow length = 400.000t.) Upstream elevation = 1049.00(Ft.) Downstream elevation = 1043.60(Ft.) Elevation difference = 5.40(Ft. ) Slope = .01350 S(%) = 1.35 Tc = K( .304)*E(L.ength^3)/(Elevation Change)]^0.2 Initial area time of concentration = 7.900 min. 970 In/Hr Year computed rainfall intensity = Effective Runoff Coefficient used for total area (C}=CIA) is C = .878 Subarea runoff = 1.304(CFS) Total initial stream area = .50(Ac.> Pervious area fraction = .100 Initial area FM value = .073(In/Hr) Process from Point/Station 57.20 to Point/Station 57.00 *** CONFLUENCE OF MINOR STREAMS File DSK9:DR10B.0U/LA16,WJ printed on 06 -Dec -&Y m/;-- rage zz *** Compute Various Co»fluenced Flow Values *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.970 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(nin.) = 7.90 Rainfall intensity (in./hr/) = 2,97 Total flow area (Acres) = ,50 Total runoff (CFS) at confluence point = 1.30 Area averaged loss rate (FM) = .073 Area averaged pervious ratio (AP) = .100 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ----------------_--__-------____-- ----------------------------------------------- 1 5.43 19.77 1.713 2 1.30 7.90 2.970 QSMX(1) = +1.000*1.000* 5.4) + .566*1.000* 1.3) = 6.168 QSMX(2) = ` +2.040* .400* 5.4} +1.000*1.000* 1.3> = 5.730 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 5.43 1.30 Possible confluenced flow values are: 6.17 5.73 Individual Stream Area values are: 4.70 .50 Effective Total Area values are: 5.20 2.38 Computed confluence estimates are: Runoff(CFS) = 6.17 Tine(nin.) = 19.773 Effective area as adjusted for time (Acres) = 5.20 Total main stream study area (Acres) = 5.20 ` Total study area average pervious area fraction(AP) = .631 Total study area average soil loss rate(FM) = .463 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.20 to Point/Station 57.00 - *** 7.00*** CONFLUENCE OF MAIN STREAMS *** --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.713 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 19.77 File DSK9:DR10B.OUT[216,0] Printed on 06 -Dec -89 09:49:24 Page 23 Rainfall intensity (in./hr/) = 1,71 Total flow area (Acres) = 5,20 Total runoff (CFS) at confluence point = 6.17 Area averaged loss rate (FM) = '463 Area averaged pervious ratio (AP) = ,631 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.30 to Point/Station 57.00 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group 8 = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AQ SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 880.000t.> Upstream elevation = 1048.50(Ft.) Downstream elevation = 1043.60(Ft.) Elevation difference = 4.90(Ft.) Slope = .00557 S(%) = .56 Tc = K( .412)*[(Length^3)/(Elevation Change)]10.2 Initial area time of concentration = 17.521 min. 10.00 Year computed rainfall intensity = 1.842 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .685 Subarea runoff = 3.532(CFS) Total initial stream area = 2.800c.> Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++f++++++++f+++++++ + Process from Point/Station 57.30 to Point/Station 57.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- *** Compute Various ConfluencedFlow Values ***---------------------------- ------------------------------------------------ ------------------------------____ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.842 In/Hr The flow values used for the stream: 3 are: Time of concentration(nin.) = 17.52 Rainfall intensity (in./hr/) = 1.84 Total flow area (Acres) = 2.80 Total runoff (CFS) at confluence point = 3.53 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:49:40 1 80.40 2 6.17 3 3.53 QSMX(1) = +1.000*1.000* 60.4) +1.182* .812* 6.2) +1.071* .917* 3.5) = 69.784 QSMX(2) = + .837*1.000* 60.4) +1.000*1.000* 6.2) + .908*1.000* 3.5) = 59.948 QSMX(3) = + .929*1.000* 60.4) +1.103* .886* 6.2) +1.000*1.000* 3.5) = 65.693 16.06 1.941 19.77 1.713 17.52 1.842 Rainfall intensity and time of concentration used for 3 MAIN streams. Individual stream flow values are:^ 60.40 6.17 3.53 ' Possible confluenced flow values are: 69.78 59.95 65.69 Individual Stream Area values are: 43.13 5.20 2.80 Effective Total Area values are: 49.92 51.13 50.54 Computed confluence estimates are: Runoff(CFS) = 69.78 Tine(nin.) = 16.058 Effective area as adjusted for time (Acres) = 49.92 Total main stream study area (Acres) = 51.13 Total study area average pervious area fraction(AP) = .778 Total study area average soil loss rate(FM) = .527 Page 24 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.00 to Point/Station 58.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1043.60(Ft.) Downstream point elevation = 1043.20(Ft.) Flow length = 70.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 69.784(CFS) Nearest Pipe Diameter = 42.00(In.) Calculated Individual Pipe flow = 69.784(CFS) Normal flow depth in pipe = 31.69(In.) Flow top width inside pipe = 36.15(In.) Velocity = 8.97(Ft/S) Travel time = ~13 min. TC = 16.19 min. ........................................................................... Process from Point/Station 57.00 to Point/Station 58.00 *** CONFLUENCE OF MAIN STREAMS *** File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:49:56 Page 25 --------------__-------------_--------------_------------------_----------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.931 In/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) 16.19 Rainfall intensity (in./hr/) = 1.93 Total flow area (Acres) = 49.92 Total runoff (CFS) at confluence point = 69.78 Area averaged loss rate (FM) = .527 Area averaged pervious ratio (AP) = .778 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.00 to Point/Station 72.00 *** *** INITIAL AREA EVALUATION ---- ---------- -------------------~~_----_---------__---_-------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Goil(AMC 2) = 56.0 Pervious ratio(AP) = .800 Max loss rate(FM)= .587(In/Hr) Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 1000.000t.) Upstream elevation = 1340.00(Ft.) Downstream elevation = 1075.20(Ft.) Elevation difference = 264.80(Ft.) Slope = .26480 S(%) = 26.48 Tc = K( .469)*[(Length^3>/(Elevation Change)]^0.2 Initial area time of concentration = 9.696 min. 10.00 Year computed rainfall intensity = 2.627 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .699 Subarea runoff = 5.140(CFS) Total initial stream area = 2.800c.) Pervious area fraction = .800 Initial area FM value = .587(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.00 to Point/Station 73.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** ---------------------------------------------------------------- Upstream Elevation = 1072.50(Ft.) Downstream Elevation = 1059.50(Ft.) Street Length = 450.004t.> Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Break = 5.000t.) Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:50:13 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 12.849(CFS) Depth of flow = .427(Ft.) Average Velocity = 4.552(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 16.59(Ft.) Flow Velocity = 4.55(Ft/S) Depth*Velocity = 1.94 Travel time = 1.65 min. TC = 11.34 min. Adding Area Flow To Street in mm v— ,nmno+pH rainfall intensity = 2.391 In/Hr ^~''r~'-- rainfall -' Decimal Fraction Soil Group A = - � ' .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .800 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 13.040(CFS) for 8.40(Ac.) Total runoff = 18.180(CFS) Total area = Area averaged FM value = .587(In/Hr) Depth of flow = .469(Ft.) Average Velocity = 5.096(Ft/S) .587(In/Hr) is C = .679 11.20(Ac .) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 18.000t.) Flow Velocity = 4.55(Ft/S) Depth*Velocity = 2.14 Page 26 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.00 to Point/Station 73.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.391 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(nin.) = 11.34 Rainfall intensity (in./hr/) = 2.39 Total flow area (Acres) = 11.20 Total runoff (CFS) at confluence point = 18.18 Area averaged loss rate (FM> = .587 Area averaged pervious ratio (AP) = .800 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.10 to Point/Station 73.00 File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:50:31 Page 27 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = ,000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 870.00(Ft.) Upstream elevation = 1080.00(Ft.) Downstream elevation = 1059.50(Ft.) Elevation difference = 20.50(Ft.) Slope = .02356 S(%) = 2.36 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 13.069 min. 10.00 Year computed rainfall intensity = 2.196 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .720 Subarea runoff = 3.792(CFS) Total initial stream area = 2.40(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.10 to Point/Station 73.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values ***____________________________ ---------------------------------------------_-- 10.00 Year computed rainfall intensity = 2.196 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.07 Rainfall intensity (in./hr/) = 2.20 Total flow area (Acres) = 2.40 Total runoff (CFS) at confluence point = 3.79 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 18.18 2 3.79 QGMX(1) = +1.000*1.000* 18.2) +1.111* .868* 3.8) = 21.836 QSMX(2) = + .892*1.000* 18.2) +1.000*1.000* 3.8) = 20.008 11.34 2.391 13.07 2.196 File DSK9: DR10D. 0UTC216, 07 printed on 06 -Dec -89 09:50.46 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 1.8.18 3.79 Possible confluenced flow value, are: 21.84 20.01 Individual Stream Area values are: 1.1.20 2.40 Effective Total Area values are: 13.28 13.60 Computed confluence estimates are: Runoff (CFS) = 21.84 Time (rein. ) Effective area as adjusted for time Total main stream study area (Acres) 1.1.344 (Acres) = 13.28 13.60 Total study area average pervious area fraction(AP) _ .765 Total study area average soil loss rate(FM) = .561 Pape 28 ......... .....++++++++++++........++++++++++.+....++++++*+++++..........+ Process from Point/Station 73.00 to Point/Station 74.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1059.50(Ft.) Downstream point elevation = 1049.00(Ft.) Flow length = 350.00(Ft.) Mannings N = .01.3 No. of pipes = i Required pipe flow - 21.836(CFS) Nearest Pipe Diameter = 21.00(In. ) Calculated Individual Pipe flow = 21.836(CFS) Normal flow depth in pipe = 1.4.16(In.) Flow top width inside pipe = 19.69(In.) Velocity = 12.67(Ft./S) Travel time - .46 min. TC = 11.80 min. Process from Point/Station 73.00 to Point/Station 74.00 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 2.334 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(min.) = 11.80 Rainfall intensity (in./hr/) = 2.33 Total flow area (Acres) = 13.28 Total runoff (CFS) at confluence point - 21.84 Area averaged loss rate (FM) = .561 Area averaged pervious ratio (AP) = .765 +++++++++++++.++++++++++++++++++++++.....+.++++++.+++++++++++++++++++++.... Process from Point/Station 74.10 to Point/Station 74.00 *** INITIAL AREA EVALUATION *** 7ile DSK9:DR10B.0UT[216,0] printed on 06 -Dec -89 09:51:03 Page 29 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1,000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Croup D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 440(In/Hr) Pervious ratio(AP) = .600 Max loss rate(FM)= ^ Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 600.00(Ft.) Upstream elevation = 1062.50(Ft.) Downstream elevation = 1048.004t.) Elevation difference = 14.50(Ft.) Slope = .02417 S(%) = 2.42 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.208 min. 10.00 Year computed rainfall intensity = 2.408 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .735 Subarea runoff = 3.542(CFS) Total initial stream area = 2.000c.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.10 to Point/Station 74.00 - *** 4.00*** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------- _----------- --------_----_-------_----------------------------------_----_-__--------_-- 10.00 Year computed rainfall intensity = 2.408 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(nin.) = 11.21 Rainfall intensity (in./hr/) = 2.41 Total flow area (Acres) = 2.00 Total runoff (CFS) at confluence point = 3.54 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.20 to Point/Station 74.00 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Croup B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 400.00(Ft.) Upstream elevation = 1056.50(Ft.) Downstream elevation = 1048.00(Ft.) Elevation difference = 8.50(Ft.) Slope = .02125 S(%) = 2.13 lile DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:51:21 Page 30 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 9.778 min. 10.00 Year computed rainfall intensity = 2.614 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .748 Subarea runoff = 1.760(CFS) Total initial stream area = .90(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.20 to Point/Station 74.00 *** *** SUBAREA FLOW ADDITION ---------------------------------------------_---------------------_---_--- 10.00 Year computed rainfall intensity 2.614 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 ' Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 /Hr) Pervious ratio(AP) = .100 Max loss rate(FM)= .073(I n Effective Runoff Coefficient used for area (Q=CIA) is C = .780 Subarea runoff = .686(CFS) for .30(Ac.) Total runoff = 2.446(CFS) Total area = 1.20(Ac.) Area averaged FM value = .349(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.20 to Point/Station 74.00 *** *** CONFLUENCE OF MINOR STREAMS ------------- ------------------------------------------------------------- *** Compute Various Confluenced Flow Values***____________________________ ----------------------------------------------- 10.00 Year computed rainfall intensity = 2.614 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 3 are: Time of concentration(nin.) = 9.78 Rainfall intensity (in./hr/) = 2.61 Total flow area (Acres) = 1.20 Total runoff (CFS) at confluence point = 2.45 Area averaged loss rate (FM) = .349 Area averaged pervious ratio (AP) = .475 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)______________________________________ ------------------------------------- 1 21.84 2 3.54 3 2.45 QSMX(1) = +1.000*1.000* 21.8) + .963*1.000* 3.5) + .877*1.000* 2.4) 11.80 2.334 11.21 2.408 9.78 2.614 File DSK9:DR10B.0UT[216,0] printed on 06 -Dec -89 09:51:38 = 27.389 QSMX(2) = +1.042* .949* 21.8) +1.000*1.000* 3.5) + ,909*1.000* 2.4> = 27.361 QSMX(3) = +1.157* .828* 21.8) +1.104* .872* 3.5) +1.000*1.000* 2.4) = 26.795 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 21.84 3.54 2.45 Possible confluenced flow values are: � 27.39 27.36 26.80 Individual Stream Area values are: 13.28 2.00 1.20 Effective Total Area values are: 16.48 15.81 13.95 Computed confluence estimates are: Runoff(CFS) = 27.39 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 11.804 (Acres) = 16.48 = 16.48 Total study area average pervious area fraction(AP) = .724 Total study area average soil loss rate(FM) = .531 Page 31 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.00 to Point/Station 58.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1048.00(Ft.) Downstream point elevation = 1043.50(Ft.) Flow length = 680.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 27.389(CFS) Nearest Pipe Diameter = 30.00(In.) Calculated Individual Pipe flow = 27.389(CFS) Normal flow depth in pipe = 20.70(In.) Flow top width inside pipe = 27.75(In.) Velocity = 7.59(Ft/S) Travel time = 1.49 min. TC = 13.30 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.00 to Point/Station 58.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.173 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.30 File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:51:53 Page 32 Rainfall intensity (in./hr/) = 2.17 Total flow area (Acres) = 16.48 Total runoff (CFS) at confluence point 27.39 Area averaged loss rate (FM) = .531 Area averaged pervious ratio (AP) = .724 Confluence information: Stream runoff Time Intensity Number (CFS) (Min.) (inch/hour) 1 69.78 2 27.39 QSMX(1) = +1.000*1.000* 69.8) + .853*1.000* 27.4) = 93.139 QSMX(2) = +1.172* .821* 69.8> +1.000*1.000* 27.4) = 94~589 16.19 1.931 13.30 2.173 Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: 69.78 27.39 Possible confluenced flow values are: 93.14 94.59 Individual Stream Area values are: 49.92 16.48 Effective Total Area values are: 66.40 57.49 Computed confluence estimates are: Runoff(CFS) = 94.59 Tine(nin.) = 13.298 Effective area as adjusted for time (Acres) = 57.49 Total main stream study area (Acres) = 66.40 Total study area average pervious area fraction(AP) = .765 Total study area average soil loss rate(FM) = .528 ............................................................................. Process from Point/Station 58.00 to Point/Station 59.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1043.50(Ft.) Downstream point elevation = 1034.50(Ft.) Flow length = 680.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 94.589(CFS) Nearest Pipe Diameter = 39.00(In.) Calculated Individual Pipe flow = 94.589(CFS) Normal flow depth in pipe = 31.830n.> Flow top width inside pipe = 30.22(In.) Velocity = 13.05(Ft/S) Travel time = .87 min. TC = 14.17 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ wile DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:52:09 Page 33 Process from Point/Station 58.00 to Point/Station 59.00 roce *** ***- CONFLUENCE OF MAIN STREAMS ----- ------------------------------------------------------- ---------------- - ---- ------------_---------------_--------_---_----- -_-----_-___--__----_--_--- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.092 In/Hr The flow values used for the stream: 1 are: Time of concentration(min-) = 14.17 Rainfall intensity (in./hr/) = 2.09 Total flow area (Acres) = 57.49 Total runoff (CFS) at confluence point = 94.59 Area averaged loss rate (FM) = .528 Area averaged pervious ratio (AP) = .765 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.10 to Point/Station 59.15 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC,2)~~= ,56^0Fw)= ,440(In/Hr) Pervious ratio(AP) = .600 ""^ ^"s~ ..`-.. �' Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 870.00(Ft.) Upstream elevation = 1059.00(Ft.) Downstream elevation = 1045.90(Ft.) Elevation difference = 13.10(Ft.) Slope = .01506 S(%) = 1.51 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 14.294 min. 10.00 Year computed rainfall intensity = 2.081 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .710 Subarea runoff = 7.531(CFS) 10(Ac.) Total initial stream area = 5 . Pervious area fraction = .600 Initial area FM value = .440(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + process from Point/Station ^ 59 15 to Point/Station 59.20 *** STREET FLOW TRAVELTIME + SUBAREA FLOW ADDITION *** _________________________________________________ ------------------------- Upstream Elevation = 1045.90(Ft.) Downstream Elevation = 1041.00(Ft.) Street Length = 350.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18^000t^) 5 00(Ft ) Distance From Crown to Crossfall Grade Break = . . Slope from Gutter to Grade Break (V/HZ) = .020 File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:52:26 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = Depth of flow = .432(Ft.) Average Velocity = 3.203(Ft/S) 9.303(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 16.83(Ft.) Flow Velocity = 3.20(Ft/S) Depth*Velocity = 1.38 Travel time = 1.82 min. TC = 16.12 min. Adding Area Flow To Street 10'0N Year cnmouted rainfall intensity = 1.937 In/Hr --'-- �--� --,-'-- Decimal Fraction -- --- � Soil Group A = .000 ' Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for SoiI(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 2.569(CFS) for 2.40(Ac.) Total runoff = 10.099(CFS) Total area = Area averaged FM value = .440(In/Hr) Depth of flow = .442(Ft.) Average Velocity = 3.275(Ft/S) .440(In/Hr) is C = .695 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 17.36(Ft.) Flow Velocity = 3.20(Ft/S) Depth*Velocity = 1.42 7.50(Ac.) Page 34 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.15 to Point/Station 59.20 *** CONFLUENCE OF MINOR STREAMS **� ---------------------------------------------------------------------------- 10.0Q Year computed rainfall intensity = 1.937 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(nin.) = 16.12 Rainfall intensity (in./hr/) = 1.94 Total flow area (Acres) = 7.50 Total runoff (CFS) at confluence point = 10.10 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:52:43 Page 35 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59,60 to point/Station 59.65 *** INITIAL AREA EVALUATION �** Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C= ,000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1052.50(Ft.) Downstream elevation = 1045.50(Ft.) Elevation difference = 7.00(Ft.) Slope = .00700 S(%) = .70 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 17.615 min. 10.00 Year computed rainfall intensity = 1.836 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .684 Subarea runoff = 3.768(CFS) Total initial stream area = 3.000c.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.65 to Point/Station 59.20 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation = 1045.50(Ft.) Downstream Elevation = 1041.00(Ft.) Street Length 250.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft,) Gutter hike from flowline = 1~500(In.) Break = = .020 = .020 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .334(Ft.) Average Velocity = 2.807(Ft/S) 5.00(Ft.) 4.208(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 11.95(Ft.) Flow Velocity = 2.81(Ft/S) Depth*Velocity = .94 Travel time = 1.48 min. TC = 19.10 min. Adding Area Flow To Street ile DSK9:DR10B.0UTG2i6,03 printed on 06 -Dec -•89 09:52:58 uted rainfa ix 11 ' t 't = 1.749 In/Hr 10.00 Year comp n .ens.y Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL (3 - 4 DU/AC) SCS Curve Number for Soil (AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(ln/Hr) Effective Runoff Coefficient used for area ((3=CIA) is C = .673 Subarea runoff = .589(CFS) for .70(Ac.) Total runoff = 4.357(CFS) Total area = 3.70(Ac.) Area averaged FM value = .440(In/Hr) Depth of flow = .337(Ft.) Average Velocity = 2.834(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 12.11(Ft.) .95 Flow Velocity = 2.81(Ft/S) Depth*Velocity = Page 36 ++++++++++++++++++++++++.............+++++...........+++++++++++.....+++++ Process from Point/Station 59.65 to point/Station 5 ***0 *** CONFLUENCE OF MINOR STREAMS ---_------_..--------------------------------------------------------------- --10.00-Year-computed-rainfall intensity = 1.749 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration (min.) _ 19.10 Rainfall intensity &n./hr/) = 1.75 Total flow area (Acres) = 3.70 Total runoff (CFS) at confluence point - 4.36 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 +++++++++++•.....+.++.+......++++.+.++++++++++++++++++++++++++++++.....++.+++ Process from Point/Station 59.70 to Point/StatlOn 59.20 *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .090 RESIDENTIAL (3 -- 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 480.00(Ft.) Upstream elevation = 1050.50(Ft.) Downstream elevation = 1041.00(Ft.) Elevation difference = 9.50(Ft.) Slope = .01979 S(X) = 1.98 Tc = K( .412)*[(Length^3)/(Elevation Change)?^0.2 . 440 (In/Hr ) File DSK9:DR10B.0UT[216,0] printed on 06 -Dec -89 09:53:15 Page 37 Initial area time of concentration = 10.668 min. 10,00 Year computed rainfall intensity = 2,480 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .740 Subarea runoff = 2.387(CFS) Total initial stream area = 1.300c.) Pervious area fraction .600 Initial area FM value = .440(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.'+++++++++++++++ Process from Point/Station 59.70 to Point/Station 59.20 *** *** CONFLUENCE OF MINOR STREAMS ----- -------------------------------------------------------------------------- *** Compute Various Confluenced-Flow _Values __***____________________________ ----�------------ _ 10.00 Year computed rainfall intensity = 2.480 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 3 are: Tine of concentration(nin.) = 10.67 Rainfall intensity (in./hr/) = 2.48 Total flow area (Acres) = 1.30 Total runoff (CFS) at confluence point = 2.39 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) -(inch/hour)_____________________ ------------ --------------------------------------------- 1 10.10 16.12 1.937 2 4.36 19.10 1.749 3 2.39 10.67 2.480 QSMX(1) = +1.000*1.000* 10.1) +1.143* .844* 4.4) + .733*1.000* 2.4) = 16.054 QSMX(2) = + .875*1.000* 10.1> +1.000*1.000* 4.4) + .641*1.000* 2.4) = 14.721 QSMX(3) = +1.363* .662* 10.1) +1.559* .559* 4.4) +1.000*1.000* 2.4) = 15.297 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 10.10 4.36 2.39 Possible confluenced flow values are: 16.05 14.72 15.30 Individual Stream Area values are: 7.50 3.70 1.30 File D SK9:DR10B-0UTE21.6,0J printed on 06 -Dec -89 09:53:30 Fage 38 Effective Total Area values are: 11.92 12.50 8.33 Computed confluence estimates are: Runoff (CFS) = 16.05 Time(min.) 1.6.11: Effective area as adjusted for time (Acres) = 11.92 Total ruin stream study area (Acres) = 12.50 Total study area average pervious area fraction(AP) = .600 Total study area average soil lass rate(FM) = .440 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.20 to Point/Station 59.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1041.00(Ft.) Downstream point elevation = 1034.50(Ft.) Flow length = 200.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow 16.054(CFS) Nearest Pipe Diameter = 18.00(In.) Calculated Individual Pipe flow = 16.054(CFS) Normal flow depth in pipe = 12.73(In.) Flow top width inside pipe = 16.38(In.) Velocity = 12.02(Ft/S) Travel time = .28 min. TC = 16.39 min. +++++++++++++++++++++++++++++++++++++++++++++++++++f++++++++++++++++++++i•++ Process from Point/Station 59.20 to Point/Station 59.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Co nfluenced Flow Values *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.917 In/Hr The flow values used for the stream: 2 are: Time of concentration(min.) = 16.39 Rainfall intensity (in./hr/) = 1.92 Total flow area (Acres) = 11.92 Total runoff (CFS) at confluence point - 16.05 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) -------------------------------------------------------------------------------- 1 94.59 14.17 2.092 2 16.05 16.39 1.917 QSMX (1) = +1.4100*1.000* 94.6) +1.119* .864* 16.1) 110.110 QSMX(2) = + .888*1.000* 94.6) +1.000*1.000* 16.1) File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:53:46 = 100.033 Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: 94.59 16.05 Possible confluenced flow values are: 110.11 100.03 Individual Stream Area values are: 57.49 11.92 Effective Total Area values are: 67.79 69.41 Computed confluence estimates are: Runoff(CFS) = 110~11 Time(nin.) = 14.166 Effective area as adjusted for time (Acres) = 67.79 Total main stream study area (Acres) = 69.41 Total study area average pervious area fraction(AP) = .736 Total study area average soil loss rate(FM) = .513 Page 39 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.00 to Point/Station 60.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1034.50(Ft.) Downstream point elevation = 1027.70(Ft.) Flow length = 400.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 110.110(CFS) Nearest Pipe Diameter = 39.00(Io.) Calculated Individual Pipe flow = 110.110(CFS) Normal flow depth in pipe = 32.81(In.) Flow top width inside pipe = 28.50(3n.) Velocity = 14.77(Ft/S) Travel time = .45 min. TC = 14.62 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.00 to Point/Station 60.00 *** *** CONFLUENCE OF MAIN STREAMS -----_----_---_-----------_----_-------------------------_-_--------------- ---------------------------------------------------------------------------- FQLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.053 In/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) = 14.62 Rainfall intensity (in./hr/) = 2.05 Total flow area (Acres) = 67.79 Total runoff (CFS) at confluence point = 110.11 Area averaged loss rate (FM) = .513 Area averaged pervious ratio (AP) = .736 Program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:54:01 Page 40 Process from Point/Station 60,10 to Point/Station 58.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .073(In/Hr) Subarea is COMMERCIAL Initial subarea flow length = 440.00(Ft.) Upstream elevation = 1049.00(Ft.) Downstream elevation = 1043.50(Ft.) Elevation difference = 5.50(Ft.) Slope = .01250 S(%) = 1.25 Tc = K( .304)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 8.334 min. 10.00 Year computed rainfall intensity = 2.876 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .877 Subarea runoff = 1.766(CFS) Total initial stream area = .70(Ac.) Pervious area fraction = .100 Initial area FM value = .073(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Process from Point/Station 58.00 to Point/Station 60~00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation = 1043.50(Ft.) Downstream Elevation = 1027.70(Ft.) Street Length = 1050.00(Ft.) Curb Height = 8.<In.) Street Ha1fwidth = 32.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 30.50(Ft.) = .020 = .020 1 12.00(Ft.) = .020 Estimated mean flow rate at MIDPOINT of street = 3.658(CFS) Depth of flow = .329(Ft.) Average Velocity = 2.530(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 11.72(Ft.) Flow Velocity = 2.53(Ft/S) Depth*Velocity = .83 Travel time = 6.92 min. TC = 15.25 min. Adding Area Flow To Street File DSK9:DR10R.OUT[216,0] printed on 06 -Dec -89 09:54:19 ^o mm Year nrmn.-/+pa ,"i"+,11 i"+e"si+" = 2.002 In/Hr --,'-. Decimal Fraction Soil Croup A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = ~000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .073(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .867 Subarea runoff = 2.052(CFS) for 1.500c.) Total runoff = 3.818(CFS) Total area = 2.200c.) Area averaged FM value = .073(In/Hr) Depth of flow = .333(Ft.) Average Velocity = 2.562(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 11.91(Ft.) Flow Velocity = 2.53(Ft/S) Depth*Velocity = .84 Page 41 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.00 to Point/Station 60.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.002 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(nin.) = 15.25 Rainfall intensity (in./hr/) = 2.00 Total flow area (Acres) = 2.20 Total runoff (CFS) at confluence point = 3.82 Area averaged loss rate (FM> = .073 Area averaged pervious ratio (AP) = .100 +++++++++++++++++++++*+++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.60 to Point/Station 60.20 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decinal Fraction Soil Group A = ~000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 REGIDENTIAL(3 - 4 DU/AQ SCG Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 840.00(Ft.) Upstream elevation = 1079.00(Ft.) Downstream elevation = 1052.00(Ft.) Elevation difference = 27.00(Ft.) Slope = .03214 S(%) = 3.21 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.111 min. .440(In/Hr) File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:54:36 Page 42 10.00 Year computed rainfall intensity = 2.299 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .728 Subarea runoff = 4.014(CFS) Total initial stream area = 2~400c.) Pervious area fraction = ,600 Initial area FM value = -4400n/Hr) +++++++++++++++++++++*+++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.20 to Point/Station 60^00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** -------------------------_-_-----_---------------------------------_-----_- Upstrean Elevation = 1052.00(Ft.) Downstream Elevation = 1027.70(Ft.) Street Length = 500.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.5000n.> Break = .020 1 12.00Kt. ) = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .305(Ft.) Average Velocity = 4.192(Ft/S) 5.00(Ft.) 4.934(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 10.52(Ft.) Flow Velocity = 4.19(Ft/S) Depth*Velocity = 1.28 Travel time = 1~99 min. TC = 14.10 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 2.098 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group B = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .711 Subarea runoff = 1.209(CFS) for 1.100c.) Total runoff = 5.222(CFS) Total area = 3.50(Ac.) Area averaged FM value = .440(In/Hr) Depth of flow = .3100t.> Average Velocity = 4.263(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 10.74(Ft.) Flow Velocity = 4.19(Ft/S) Depth*Velocity = 1.30 File DSK9: DR10B. OUTE216, 01 printed on 06 -Dec -89 09:54:52 Fuge 43 ++++++.+++++..+++++.++f•++....++++++.+++++++++......+++i•+++....+++.....+++++ Process from Point/Station 60.20 to Point/Station 60.00 *** CONFLUENCE OF MINOR STREAMS** *** Compute Various Confluenced Flow Values *** ------------------------------------------------------------------------------ 10.00 Year computed rainfall intensity = 2.093 In/Hr- ALONG THE: MAIN STREAM NUMBER: ;? The flow values used for the stream: 2 are: Time of concentration (min.) = 14.10 Rainfall intensity (in./hr/) = 2.10 Total flow area (Acres) = 3.50 Total runoff (CFS) at confluence point - 5.22 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number- (CFS) (min.) (inch/hour) ----------------------------------------------------------------------------------- 1 3.82 15.25 2.002 2 5.22 14.10 2.098 QSMX(1) = +1.000*1.000* 3.8) + .942*1.000* 5.2) 8.736 QSMX(2) = +1.050* .925* 3.8) +1.000*1.000* 5.2) - 8.929 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 3.82 5.22 Possible confluenced flow values are: 8.74 8.93 Individual Stream Area values are: 2.20 3.50 Effective Total Area values are: 5.70 5.53 Computed confluence estimates are: Runoff (CFS) = 8.93 Time (min.) = 14.099 Effective area as adjusted for time (Acres) = 5.53 Total main stream study area (Acres) = 5.70 Total study area average pervious area fraction(AP) _ .407 Total study area average soil loss rate(FM) = .299 ++++++•+++++++++++++++++++++++++++++++++++++++++++++++++•++++.+++++++++++++++ Process from Point/Station 60.20 to Point/Station 60.00 *** CONFLUENCE OF MAIN STREAMS *** File DSK9:DR10B.OUT[216'0] Printed on 06 -Dec -89 09:55:08 Page 44 ------------ --------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.098 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 14.10 Rainfall intensity (in./hr/) = 2.10 Total flow area (Acres) = 5.53 Total runoff (CFS) at confluence point = 8.93 Area averaged loss rate (FM) = .299 Area averaged pervious ratio (AP) = .407 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.30 to Point/Station 60.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .073(In/Hr) Subarea is COMMERCIAL Initial subarea flow length = 210.00(Ft.) Upstream elevation = 1031.50(Ft.) Downstream elevation = 1027.70(Ft.) Elevation difference = 3.80(Ft.) Slope = .01810 S(%) = 1.81 Tc = K( .304)*[(Length^3>/(E1evation Change)]^0.2 Initial area time of concentration = 5.758 min. 10.00 Year computed rainfall intensity = 3.591 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .882 Subarea runoff = .950(CFS) Total initial stream area = .30(Ac.) Pervious area fraction = .100 Initial area FM value = .073(In/Hr) ^ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.30 to Point/Station 60.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 3.591 In/Hr The flow values used for the stream: 3 are: Time of concentration(min.) = 5.76 Rainfall intensity (in./hr/) = 3.59 Total flow area (Acres) = .30 Total runoff (CFS) at confluence point = .95 Area averaged loss rate (FM) = .073 File D Sn9:DR10B.OUTr216,Oa printed on 06 -Dec -89 09:55:24 page 45 Area averaged pervious ratio (AP) _ .1.00 program is now starting with MAIN STREAM NO. 4 ++++++++++.....++++.+.++................#•+..........*'....'f•f.•}.-S-+•fi+..... }..... process from point/Station 60.50 to point/Station 60.40 *** INITIAL. AREA EVALUATION ** ---------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL K DU/AC) SCS Curve Number for Soil(AMC: 2) 56.0 Pervious ratio(AP) = .800 Max loss rate(FM)= .587(In/Hr) Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1370.00(Ft.) Downstream elevation = 1.077.90(Ft.) Elevation difference = 292. 10(Ft. ) Slope = .29210 S(%) = 29.21 Tc = K( . 469) K (Length^3) / (Elevation Change) 3^0. 2 Initial area time of concentration = 9.508 min. 10.00 Year computed rainfall intensity = 2.658 In/Hr Effective Runoff Coefficient used for total area (LI=CIA) is C = .701 Subarea runoff f = 8.386(CFS) Total initial stream area = 4.500c.) Pervious area fraction = .800 Initial area FM value = .5870n/Hr) ++++++.++++.................++.++++t#+++i•+.++++++.+++.... .+.}+++.++++k...... Process from point/Station 60.40 to point/Station 60.20 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstream Elevation = 1077.90(Ft.) Downstream Elevation = 1052.00(Ft.) Street Length - 660.00(Ft.) Curb Height = 6. (In. ) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter- to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff Distance from curb to property line Slope from curb to property line (V/HZ) Gutter width = 1. 500 (Ft. ) Gutter hike from flowline = 1.500(In.) Break - 5.00(Ft.) .020 .020 1 12.00//(Ft. ) ^ .020 Estimated mean flow rate at MIDPOINT of street = 20.221(CFS) Depth of flow = .464(Ft.) Average Velocity = 5.825(Ft/S) Note: Depth of flow exceeds top of street crown. Streetflow Hydraulics at MIDPOINT of street travel 7ile DSK9:DR10B.0UT[216,0] printed on 06 -Dec -89 09:55:39 Halfstreet Flow Width = 18.00(Ft.) . Flow Velocity = 5.83(Ft/S) Depth*Velocity = 2~70 ` Travel time = 1.89 min. TC = 11.40 min. Adding Area Flow To Street ." po v.., ,"mnn+�a r"i"+"l, i"+�"��+v = 2.384 In/Hr Io.m" '="^ `�~ '~^^'~^^ ^^`^^~^', Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .800 Max loss rate(FM)= .587(In/Hr) C = Effective Runoff Coefficient used for area (Q=CIA) is ^678 Subarea runoff = 19 431(CFS) for 12.70(Ac.) ^ 17 ^ Total runoff = 27.817(CFS) Total area = ^>20(Ac Area averaged FM value = .587(In/Hr) Depth of flow = .505(Ft~) Average Velocity = 6.614(Ft/S) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = .232 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 18.00(Ft.) Flow Velocity = 5.83(Ft/S) Depth*Velocity = 2.94 Page 46 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.20 to Point/Station 60.30 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** ___________________________________________________________________________ Upstrean Elevation = 1052.00(Ft.) Downstream Elevation = 1031.50(Ft.) Street Length = 300.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = = .020 = .020 1 12.00(Ft .) = .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .472(Ft.) Average Velocity = 7.916(Ft/S) Note: Depth of flow exceeds top of street crown. 5.00(Ft.) 28.626(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 18.00(Ft.) Flow Velocity = 7.92(Ft/S) Depth*Velocity = 3.74 File DSK9:DR10B.0UT[216,0] printed on 06 -Dec -89 09:55:57 Travel time = .63 min. TC = 12.03 min. Adding Area Flow To Street in no Year conouted rainfall intensity = 2.308 In/Hr ^".~~ .-- -� . - -��--'' Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = .506(CFS) for 1.000c.> Total runoff = 28.323(CFS) Total area = Area averaged FM value = .579(In/Hr) Depth of flow = .471(Ft.) Average Velocity = 7.880(Ft/S) .440(In/Hr) is C = .674 18.20(Ac .) 8treetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 18.00(Ft.) Flow Velocity = 7.92(Ft/S) Depth*Velocity = 3.73 Page 47 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.20 to Point/Station 60.30 *** *** CONFLUENCE OF MINOR STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.308 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 1 are: Time of concentration(nin.) = 12.03 Rainfall intensity (in./hr/) = 2.31 Total flow area (Acres) = 18.20 Total runoff (CFS) at confluence point = 28.32 Area averaged loss rate (FM) = .579 Area averaged pervious ratio (AP) = .789 ........................................................................... Process from Point/Station 60.80 to Point/Station 60.90 *** *** INITIAL AREA EVALUATION --------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group B = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= ~440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 270.00(Ft.) Upstream elevation = 1034.50(Ft.) File DSK9:DR10B.0UT[216,0] printed on 06 -Dec -89 09:56:12 page 48 Downstream elevation = 1027.00(Ft.) Elevation difference = 7.50(Ft.) Slope = .02778 S(%) = 2,78 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 7.920 min. 10.00 Year computed rainfall intensity = 2.966 I»/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .766 Subarea runoff = 4.546(CFS) Total initial stream area = 2.000c.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.90 to Point/Station 60^30 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstream point elevation = 1027.00(Ft.) Downstream point elevation = 1026.00(Ft.) Flow length = 140.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 4.546(CFS) Nearest Pipe Diameter = 15.00(In.) Calculated Individual Pipe flow = 4.546(CFS) Normal flow depth in pipe = 10.45(In.) Flow top width inside pipe = 13.79(In.) Velocity = 4.98(Ft/S) Travel time = .47 min. TC = 8.39 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.90 to Point/Station 60.30 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various ConfluencadFlow Values ***---------------------------- ��____ ------------------------------ 10.00 Year computed rainfall intensity = 2.865 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 2 are: Time of concentration(nin.) = 8.39 Rainfall intensity (in./hr/) = 2.87 Total flow area (Acres) = 2.00 Total runoff (CFS) at confluence point = 4.55 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour)_____________ -------------------------------------- _________________________ 1 28.32 12.03 2.308 2 4.55 8.39 2.865 QSMX(1) = +1.000*1.0Q0* 28.3) + .770*1.000* 4.5) = 31.824 QSMX(2) = File DSK9:DR10B.OUT[216,03 printed on 06 -Dec -89 09:56:31 +1.322* .697* 28.3) +1.000*1.000* 4.5) = 30.663 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 28.32 4.55 Possible confluenced flow values are: 31.82 30.66 Individual Stream Area values are: 18.20 2.00 Effective Total Area values are: 20.20 14.69 Computed confluence estimates are: Runoff(CFS) = 31.82 Tine(nin.) = 12.027 Effective area as adjusted for time (Acres) = 20.20 Total main stream study area (Acres) = 20.20 Total study area average pervious area fraction(AP) = .770 Total study area average soil loss rate(FM) = .565 Page 49 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.30 to Point/Station 60.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1031.50(Ft.) Downstream point elevation = 1027.70(Ft.) Flow length = 280.000t.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 31.824(CFS) Nearest Pipe Diameter = 27.00(In.) Calculated Individual Pipe flow = 31.824(CFS) Normal flow depth in pipe = 19.69(In.) Flow top width inside pipe = 24.00(In.) Velocity = 10.24(Ft/S) Travel time = .46 min. TC = 12.48 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.30 to Point/Station 60.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various ConfIuenced Flow Values *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.257 In/Hr The flow values used for the stream: 4 are: Time of concentration(nin.) = 12.48 Rainfall intensity (in./hr/) = 2.26 Total flow area (Acres) = 20.20 Total runoff (CFS) at confluence point = 31.82 Area averaged loss rate (FM) = .565 Area averaged pervious ratio (AP) = .770 Confluence information: File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:56:47 Page 50 Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 110.11 14.62 2.053 2 8.93 14.10 2.098 3 ,95 5.76 3.591 4 31.82 12.48 2.257 QSMX(1) = +1.000*1.000* 110.1) + .975*1.000* 8.9) + .563*1.000* .9) + .879*1.000* 31.8) = 147.338 QSMX(2) = +1.029* .965* 110.1) +1.000*1.000* 8.9) + .576*1.000* .9) + .906*1.000* 31.8) = 147.615 QSMX(3) = +1.998* .394* 110.1) +1.830* .408* 8.9) +1.000*1.000* .9) +1.788* .461* 31.8) = 120.542 QSMX(4) = +1.132* .854* 110.1) +1.088* .885* 8.9) + .621*1.000* .9> +1.000*1.000* 31.8) = 147.501 Rainfall intensity and time of concentration used for 4 MAIN streams. Individual stream flow values are: 110.11 8.93 .95 31.82 Possible confluenced flow values are: 147.34 147.62 120.54 147.50 Individual Stream Area values are: 67.79 5.53 .30 20.20 Effective Total Area values are: 93.83 91.42 38.58 83.29 ------------------------------------------------------- Conputed confluence estimates are: Runoff(CFS) = 147.63 Time(nin.) = 14.099 Effective area as adjusted for time (Acres) = 91.42 Total main stream study area (Acres) = 93.83 Total study area average pervious area fraction(AP) = .722 Total study area average soil loss rate(FM) = .510 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60~00 to Point/Station 61.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstream point elevation = 1027.70(Ft.) Downstream point elevation = 1018.80(Ft.) File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:57:00 Flow length = 530.000t.) Mannings N = ^013 No. of pipes = 1 Required pipe flow = 147.615(CFG) u.....+ W"� Diameter = AN mm/rn ) ~"'==` '^r- --- — -� Calculated Individual Pipe Normal flow depth in pipe = Flow top width inside pipe Velocity = 16.14(Ft/S) Travel time = .55 min. `^''_� flow = 147.615(CFS) 34.73(In.) = 37.77(In.) TC = 14.65 min. Page 51 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.00 to Point/Station 61.00 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 2.051 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(nin.) = 14.65 Rainfall intensity (in./hr/) = 2.05 Total flow area (Acres) = 91.42 Total runoff (CFS) at confluence point = 147.62 Area averaged loss rate (FM) = .510 Area averaged pervious ratio (AP) = .722 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.00 to Point/Station 61.00 *** INITIAL AREA EVALUATION *** ___________________________________________________________________________ Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .073(In/Hr) Subarea is COMMERCIAL Initial subarea flow length = 1570.00(Ft.) Upstream elevation = 1043.50(Ft.) Downstream elevation = 1018.80(Ft.) Elevation difference = 24.70(Ft.) Slope = .01573 S(W = 1.57 Tc = K( .304)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 13.240 min. 10.00 Year computed rainfall intensity = 2.179 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .870 Subarea runoff = 3.980(CFS) Total initial stream area = 2.100c.) Pervious area fraction = .100 Initial area FM value = .073(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.00 to Point/Station 61.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:57:18 Page 52 *** Compute Various Confluenced_Flow Values ***____________________________ ----------------------------------------------- ---------------- 10.00 Year computed rainfall intensity = 2.179 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.24 Rainfall intensity (in,/hr/) = 2.18 Total flow area (Acres) = 2.10 Total runoff (CFS) at confluence point = 3.98 Area averaged loss rate (FM) = .073 Area averaged pervious ratio (AP) = .100 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 147.62 2 3.98 QSMX(1) = +1.000*1.000* 147.6) + .939*1.000* 4.0) = 151,352 QSMX(2) = +1.083* .904* 147.6) +1.000*1.000* 4.0) = 148~510 14.65 2.051 13.24 2.179 o.,.4"11 j"+o"��+v and time of concentration .--'' -'- � used for 2 streams. Individual stream flow values are: 147.62 3.98 Possible confluenced flow values are: 151.35 148.51 Individual Stream Area values are: 91.42 2.10 Effective Total Area values are: 93.52 84.74 Computed confluence estimates are: Runoff(CFS) = 151.35 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 14.647 (Acres) = 93.52 = 93.52 Total study area average pervious area fraction(AP) = .708 Total study area average soil loss rate(FM) = .500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.00 to Point/Station 12.70 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1018.80(Ft.) Downstream point elevation = 1011.20(Ft.) Flow length = 230.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 151.352(CFS) Nearest Pipe Diameter = 39.00(In.) File DSK9:DR10B.OUT[216,0] printed on 06 -Dec -89 09:57:35 Page 53 Calculated Individual Pipe flow = 151.352(CFS) Normal flow depth in pipe = 32.25(In.) Flow top width inside pipe = 29.51(In.) Velocity = 20.62(Ft/S) Travel time = .19 min. TC = 14.83 min. 80(Ac. 114 ) End of computations, total study area = ^ The following figures may be used for a unit hydrograph study of the sane area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .722 AREA AVERAGED SCS CURVE NUMBER = 57.7 ADJUSTED SCS CURVE NUMBER FOR AMC 2 = 57.7 DDDDDDDD DDDDDDDD 'DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DD DDDDDDDD u DDDDDDDD u OOOOOO OOOOOO OO OO OO OO QO OO DO OO OO OO OO OO OO OO OO OO OO OQ ]O OO OOOOOO u OOOOOO u xHKK*xx« RRRRRRRR RR RR RR RR RR RR RR RR RRRRRRRR RRRRRRRR RR RR RR RR RR RR RR RR RR RR RR RR UU UU u u UU u u u UU u u UU UU UU u u u u UU UU UU u u u UUUUUU U(jUUUU z� 11 1111 1111 11 11 11 11 11 11 11 11 111111 111111 TTTTTTTTTT TTTTTTTTTT TT TT TT TT TT TT TT TT TT TT TT TT mmmmV)m 000000 00 00 00 00 00 0000 00 0000 00 00 00 00 00 00 0000 00 0000 00 00 00 00 00 000000 000000 LPTSPL Version 3.1(108) running on OTC700 under AMOS/32 Version 1.0D(165)-3 File DSK9:DR10.OUT[216,0] printed on Wednesday, December 6, 1989 10:30:59 AM Forms: NORMAL _ File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:30:59 Page 1 SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesign/CivilCadd, 1988 Rational Hydrology Study Date: 12- 6-89 . . . ~ .. . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . . C.P. LANCE ENGINEERS ^ . 840-K West 9th Street ^ . Upland, California 91786 ^ . Telephone (714) 946-9919 ^ .. . . .. . . . . ...... . .. . . . .. . . . . . . . . .. +++++++++++ PROJECT TITLE HEADING: +++++++++++++++++++++++++++++++++++++++++++ TRACT 13694, FONTANA: RATIONAL METHOD FOR DEVELOPED MID -SITE AREA, WITH NORTHERLY AND SOUTHERLY AREAS CONFLUENCED IN, INCLUDING BASIN AREA. 10 -YEAR STORM USING REVISED TENTATIVE BY CP LANGE. FILE DR10.OUT[216,0] GIC 9/28/89 JRC 12/6/89 --------------------------------- *SPECIFIED HYDROLOGY INFORMATION* 10.0 year storm 1 hour rainfall (Inches) = .880 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall (Inches) = .8800 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.00 to Point/Station 2.00 *** INITIAL AREA EVALUATION **� --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .548(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 750.00(Ft.) Upstream elevation = 1913.00(Ft.) Downstream elevation = 1600.00(Ft.) Elevation difference = 313.00(Ft.) Slope = .41733 S(X) = 41.73 Tc = K( .706)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.878 min. 10.00 Year computed rainfall intensity = 2.326 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .688 Subarea runoff = 10.239(CFS) Total initial stream area = 6.40(Ac.) Pervious area fraction = 1.000 Initial area FM value = .548(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ File DSK9:DR10.OUTC216,01 printed on 06 -Dec -89 10:31:11 Page 2 Process from Point/Station 2.00 to Point/StatioD 3.00 *** IRREGULAR CHANNEL FLOW TRAVEL TIME *** ***************IRREGULAR CHANNEL INFORMATION******""" -- Information Entered for Subchannel. Number I : Point number "X" Coordinate "Y" Coordinate 1 .00 20.00 2 50.00 .00 3 80.00 20.00 Mannings "N° Friction Factor = .035 Subchannel Slope (V/H7_) = .2933 .....++++++...............t+++.+.....++++++++++++++++++++•o-.....•r...... ... .... Subchannel Flow = 10.246(CFS) Subchannel. Flow Top Width = 2.789(Ft.) Subchannel Flow Velocity= 10.538(Ft/S) Subchannel Flow Area = .972(Sq.Ft) Subchannel Froude Number- = 3.145 ---------------------------------------------------------------------------- Upstream point elevation = 1600.00(Ft.) Downstream point elevation = 1380.00(Ft.) Flow length = 750.00(Ft.) Travel time = 1.19 min. TC = 13.06 min. Computed Irregular Channel Flow = 10.239(CFS) , 697 (F t. ) Irregular- Channel Normal Depth Above Invert Elev. Average velocity of channel(s) = 10.53(Ft/S) ++++.+++++++++++++....++++++++++++............{...... •......... .......... . Process from Point/Station 2.00 to Point/Station ***0 *** SUBAREA FLOW ADDITION 10.00 Year computed rainfall intensity = 2.196 Ira/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil (AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .548(ln/Hr) Effective Runoff Coefficient used for area (O CIA) is C = .675 Subarea runoff = 31.303(CFS) for 21.60(Ac.) 28.00(Ac.) Total runoff = 41.542(CFS) Total area = Area averaged FM value = .548(ln/Hr) +++++++++++++++++++++++++++++++++++......++++.++++++++.++++..... ....++.+++ Process from Point/Station 3.00 to Point/Station ***0 *** IRREGULAR CHANNEL FLOW TRAVEL TIME ***************IRREGULAR CHANNEL INFORMATION*************** File DSK9:DR10.0UT[216,0] printed on 06 -Dec -89 10:31:26 Page 3 - Information Entered for Subchannel Number 1 : Point number "X" Coordinate "Y" Coordinate 1 .00 20.00 2 50.00 .00 3 100.00 20.00 Mannings "N" Friction Factor = .035 Subchannel Slope(V/HZ) = .1920 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Subchannel Flow = 41.532(CFS) Subchannel Flow Top Width = 5.806(Ft.) Subchannel Flow Velocity= 12.322(Ft/S) Subchannel Flow Area = 3.371(Sq.Ft) Subchannel Froude Number = 2.850 Upstream point elevation = 1380.00(Ft.) Downstream point elevation = 1140.00(Ft.) Flow length = 1250.00(Ft.) Travel time = 1.69 min. TC 14.76 min. Computed Irregular Channel Flow = 41.542(CFS) Irregular Channel Normal Depth Above Invert Elev. = 1.161(Ft.) Average velocity of channel(s) = 12.32(Ft/S) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.00 to Point/Station 4.00 *** SUBAREA FLOW ADDITION *** 10.00 Year computed rainfall intensity = Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCG Curve Number for Soi1(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= 2.042 In/Hr Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 59.832(CFS) for 47.40(Ac.) Total runoff = 101~374(CFS) Total area = Area averaged FM value = .548(In/Hr) .548(In/Hr) is C = .658 75.40(Ac.) ............................................................................. Process from Point/Station 4.00 to Point/Station 5.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1140.00(Ft.) Downstream point elevation = 1103.50(Ft.) Flow length = 550.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 101.374(CFS) Nearest Pipe Diameter = 30.00(In.) Calculated Individual Pipe flow = 101.374(CFS) Normal flow depth in pipe = 23.58(In.) Flow top width inside pipe = 24.61(In.) Velocity = 24.51(Ft/S) Travel time = .37 min. TC = 15.13 min. File DSK9:DR10.0UT[216,0] printed on 06 -Dec -89 10:31:45 Page 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.00 to point/Station 5~00 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 2.011 In/W.- ALONG »/HrALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are.- Time re:Tine of concentration(nin.) = 15.13 Rainfall intensity (in./hr/) = 2.01 Total flow area (Acres) = 75.40 Total runoff (CFS) at confluence point = 101.37 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = 1.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.10 to Point/Station 5.00 *�* INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 950.00(Ft.) Upstream elevation = 1215.00(Ft.) Downstream elevation = 1103.50(Ft.) Elevation difference = 111.50(Ft.) Slope = .11737 S(%) = 11.74 Tc = K( .438)*[<Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 10.439 min. 10.00 Year computed rainfall intensity = 2.513 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .716 Subarea runoff = 5.218(CFS) Total initial stream area = 2.90(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.10 to Point/Station 5.00 *** CONFLUENCE OF MINOR STREAMS *** ---------------------------------------------------------------------------- 10.0Q Year computed rainfall intensity = 2.513 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(nin.) = 10.44 Rainfall intensity (in./hr/) = 2.51 File DSK9:DR10.0UT[216,0] printed on 06 -Dec -89 10:31:59 Page 5 Total flow area (Acres) = 2.90 Total runoff (CFS) at confluence point = 5.22 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.20 to Point/Station 5^00 *** *** INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Croup B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 REGIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 980.00(Ft.) Upstream elevation = 1264.00(Ft.) Downstream elevation = 1103.500t.) Elevation difference = 160.50(Ft.) Slope = .16378 S(%) = 16.38 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 9.888 min. 10.00 Year computed rainfall intensity = 2.596 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .722 Subarea runoff = 8.808(CFS) Total initial stream area = 4.700c.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.20 to Point/Station 5.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10.0Q Year computed rainfall intensity = 2.596 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(nin.) = 9.89 Rainfall intensity (in./hr/) = 2.60 Total flow area (Acres) = 4.70 Total runoff (CFS) at confluence point = 8.81 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ____________________________________________________________________________ 1 101.37 15.13 2.011 ' 2 5.22 10.44 2.513 File DSK9:DR10.0UT[216,0] printed on 06 -Dec -89 10:32:17 3 8.81 QSMX(1) = +1.000*1~000* 101.4) + .749*1.000* 5.2) + .719*1.000* 8.8) = 111.618 QGMX(2) = +1.343* .690* 101.4) +1.000*1.000* 5.2) + .960*1.000* 8.8) = 107.596 QSMX(3) = +1.400* .654* 101.4) +1.042* .947* 5.2) +1.000*1.000* 8.8) = 106.683 9.89 2.596 J"+pn�i+v and time of concentration ^.`^.~_,' '- - used for 3 streams. Individual stream flow values are: 101.37 5.22 8.81 Possible confluenced flow values are: 111.62 107.60 106.68 Individual Stream Area values are: 75.40 2.90 4.70 Effective Total Area values are: 83.00 59.63 56.73 Computed confluence estimates are: Runoff(CFS) = 111.62 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 15.129 (Acres) = MOMMM Total study area average pervious area fraction(AP) = .973 Total study area average soil loss rate(FM) = .545 Page 6 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.00 to Point/Station 6.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1103.50(Ft.) Downstream point elevation = 1091.30(Ft.) Flow length = 450.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 111.618(CFS) Nearest Pipe Diameter = 36.00(In.) Calculated Individual Pipe flow = 111.618(CFS) Normal flow depth in pipe = 30.09(In.) Flow top width inside pipe = 26.66(In.) Velocity = 17.70(Ft/S) Travel time = .42 min. TC = 15.55 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.00 to Point/Station 6.00 *** *** CONFLUENCE OF MAIN STREAMS --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:32:29 10.00 Year computed rainfall intensity = 1.978 I»/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) = 15.55 Rainfall intensity (in./hr/) = 1.98 Total flow area (Acres) = 83.00 Total runoff (CFS) at confluence point = 111.62 Area averaged loss rate (FM) = .545 Area averaged pervious ratio (AP) = .973 Program is now starting with MAIN STREAM NO. 2 Page 7 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.10 to Point/Station 6.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 550.00(Ft.) Upstream elevation = 1103.50(Ft.) Downstream elevation = 1091.30(Ft.) Elevation difference = 12.20(Ft.) Slope = .02218 S(%) = 2.22 Tc = K( .438)*1(Length^3>/(Elevation Change)]^0.2 � . .� .514(In/Hr) Initial area time o�' concentration = 11./06 min. 10.00 Year computed rainfall intensity = 2.346 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .703 Subarea runoff = 3.958(CFS) Total initial stream area = 2.40(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.10 to Point/Station 6.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.346 In/Hr The flow values used for the stream: 2 are: Time of concentration(nin.) = 11.71 Rainfall intensity (in./hr/) = 2.35 Total flow area (Acres) = 2.40 Total runoff (CFS) at confluence point = 3.96 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 File DSK9:DR10.UV/LA10,0J Printed on 06 -Dec -By r*ge o Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6,20 to point/Station 6.21 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .548(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 690.00(Ft.) Upstream elevation = 1360.00(Ft.) Downstream elevation = 1160.00(Ft.) Elevation difference = 200.00(Ft.) Slope = .28986 S(%) = 28.99 Tc = K( .706)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.357 min. 10.00 Year computed rainfall intensity = 2.271 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .683 Subarea runoff = 5.893(CFS) Total initial stream area = 3.80(Ac.) Pervious area fraction = 1.000 Initial area FM value = .548(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.21 to Point/Station 6.22 *** V -GUTTER FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1160.000t.) Downstream Elevation = 1145.00(Ft.) Street Length = 190.00(Ft.) Curb Height = 2.0(In.) Distance from curb to property line = 1.00(Ft.) Slope from curb to property line(V/HZ) = .020 Street Halfwidth = 6.00(Ft.) Street Crossfall slope (V/HZ) Total Width of V -Gutter in center of street = 20.00(Ft.) Interior "Z" Factor Slope of V -Gutter (HZ/V) = 50.000 Street flow on 2. side(s) of the street Estimated mean flow rate at MIDPOINT of street = 6.28(CFS) Depth of flow = .157(Ft.) Average Velocity = 5.098(Ft/S) Streetflow/V-Gutter Hydraulics at MIDPOINT of street travel n~.+k +,"= l""e=+ �nopr+ elevation = .16(Ft.) = .000 "=p"' invert ---�- -- Flow width of street to curb = .000t.) Street Velocity = .00(Ft/S) Depth*Velocity = .00 V -Gutter Flow Width = 31.39(Ft.) V -Gutter Velocity = 5.10(Ft/S) Travel time = .62 min. TC = 12.98 min. Adding Area Flow To Street File DSK9:DR10.OUT[2J.6,0.1 printed on 06 -Dec --89 10:33:06 -ted rainfall intensity = 2.205 In/Hr 10.00 Year comp Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SGS Curve Number- for Soil(AMC 2) = 56.0 Pervious ratio(AP) _ .700 Max loss rate (FM) = .514 (Tn/Hr ) Effective Runoff Coefficient used for area (Q=CIA) is C = .676 Subarea runoff = 536 (CFS) for . 50 (Ac.) �. 30 (Ac. ) Total runoff = 6.429(CFS) Total area Area averaged FM value = .544(In/Hr) Depth of flow- . 158 (Ft. ) Average Velocity = 5.13O(Ft/S) Streetflow/V--Gutter Hydraulics at ENDPOINT of street travel t Mlevation = . 16 (Ft. ) Page 9 Depth from lowest inver Flow width of street to curb = .00(Ft.) .00 Street Velocity = .00(Ft/S) Depth*Velocity V -Gutter Flow Width = 31.66(Ft.) V -Gutter Velocity - `i. 1.3tFt/5) ++++++++++++.......... ..+...+.+...++++.++....r+.f.................++++....... Process from Point/Station 6.21 to Point/Station 6.22 *** CONFLUENCE OF MINOR STREAMS _____ __-_------_---.---_._--------_ -- r-10.00_Year-computed rainfall intensity = 2.205 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 1 are: Time of concentration(min.) = 12.981 Rainfall intensity (in./hr/) 4.30 Total flow area (Acres) = 6.43 Total runoff (CFS) at confluence point - Area averaged loss rate (FM) _ .544 Area averaged pervious ratio (AP) _ .965 ++++++++++++++++++++++++++++++++++++++++++.....+.++++................... +++ Process from point/Station 6.23 to Point/Station 6.22 *** INITIAL AREA EVALUATION ------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1-000 Decimal Fraction Soil Group C = Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 380-004t.) Upstream elevation = 1225.00(Ft.) Downstream elevation = 118O.00(Ft.) Elevation difference . 548 (r. n/Hr ) riIe DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:33:21 Page 10 Slope = .21053 S(%) = 21.05 Tc = K( .706)*[(Length^3)/(Elevation Change)]^0^2 Initial area time of concentration = 10.377 min. 10.00 Year computed rainfall intensity = 2.522 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .704 Subarea runoff = 2.487(CFS) Total initial stream area = 1.40(Ac.) Pervious area fraction = 1.000 Initial area FM value = .548(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.23 to Point/Station 6.22 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.522 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 2 are: Time of concentration(nin.) = 10.38 Rainfall intensity (in./hr/) = 2.52 Total flow area (Acres) = 1.40 Total runoff (CFS) at confluence point = 2.49 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = 1.000 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 6.43 2 2.49 QSMX(1) = +1.000*1.000* 6.4) + .840*1.000* 2.5) = 8.517 QSMX(2) = +1.191* .800* 6.4) +1.000*1.000* 2.5) = 8.608 12.98 2.205 10.38 2.522 n"i"+"�l �n+pn�i+v and time of concentration .`.^...-^ -..--._-` -'- � �� used for 2 streams. Individual stream flow values are: 6.43 2.49 Possible confluenced flow values are: 8.52 8.61 Individual Stream Area values are: 4.30 1.40 Effective Total Area values are: 5.70 4.84 Computed confluence estimates are: Runoff(CFS) = 8.61 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 10.377 (Acres) = 4.84 = 5.70 File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:33:37 Page 11 Total study area average pervious area fraction(AP) = .974 Total study area average soil loss rate(FM) = .545 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.22 to Point/Station 6.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** --------------------------------------------------------------------------- Upstrean Elevation = 1145.00(Ft.) Downstream Elevation = 1091.30(Ft.) Street Length = 670.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Break = 5.00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 11.010(CFS) Depth of flow = .354(Ft.) Average Velocity = 6.297(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 12.95(Ft.) Flow Velocity = 6.30(Ft/S) Depth*Velocity = 2.23 Travel time = 1.77 min. TC = 12.15 min. Adding Area Flow To Street 'm no ve", ,nmm/+p� rainfall intensity = 2.294 In/Hr ^~.~~ .^.. ^_.,-'-- �--' _-- - - -� ' Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .100 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 4.405(CFS) for 2.70(Ac.) Total runoff = 13.013(CFS) Total area = Area averaged FM value = ~376(In/Hr) Depth of flow = .371(Ft.) Average Velocity = 6.599(Ft/S) .073(In/Hr) is C = .805 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 13.79(Ft.) Flow Velocity = 6.30(Ft/S) Depth*Velocity = 2.33 7.54(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:33:52 Page 12 Process from Point/Station 6.22 to Point/Station 6.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.294 In/Hr The flow values used for the stream: 3 are: Time of concentration(min.) = 12.15 Rainfall intensity (in./hr/) = 2.29 Total flow area (Acres) = 7.54 Total runoff (CFS) at confluence point = 13.01 Area averaged loss rate (FM) = .376 Area averaged pervious ratio (AP) = .661 Program is now starting with MAIN STREAM NO. 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.30 to Point/Station 6.22 *** INITIAL AREA EVALUATION ----------------------_---------------_____------_------------------------_ Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .800 Max loss rate(FM)= .587(In/Hr) Subarea is RESIDENTIAL (1 DU/AC) Initial subarea flow length = 550.00(Ft.) Upstream elevation = 1166.00(Ft~) Downstream elevation = 1145.00(Ft.) Elevation difference = 21.00(Ft.) Slope = .03818 S<%) = 3.82 Tc = K( .469)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.245 min. 10.00 Year computed rainfall intensity = 2.403 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .680 Subarea runoff = 3.432(CF8) Total initial stream area = 2.10(Ac.) Pervious area fraction = .800 Initial area FM value = .587(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.22 to Point/Station 6.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation = 1145.00(Ft.) Downstream Elevation = 1091.30(Ft.) Street Length = 670.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Break = 5.00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .020 File DSK9:DR10.OUT[216v0] Printed on 06 -Dec -89 10:34:07 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = Depth of flow = .294(Ft.) Average Velocity = 5.162(Ft/S) 5.476(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 9.95(Ft.) Flow Velocity = 5.16(Ft/S) Depth*Velocity = 1.52 Travel time = 2.16 min. TC = 13.41 min. Adding Area Flow To Street 'm mm year ,"==+ea ,��"f�l� intensity = 2.162 In/Hr '~^^'~^^ -'''-'--'' Decimal Fraction Sail Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(1 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .800 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 3.089(CFS) for 2.50(Ac.) Total runoff = 6.522(CFS) Total area = Area averaged FM value = .587(In/Hr) Depth of flow = .3080t.) Average Velocity = 5.428(Ft/S) .587(In/Hr) is C = .656 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 10.63(Ft~) Flow Velocity = 5.160t/G) Depth*Velocity = 1.59 4.60(Ac.) Page 13 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.22 to Point/Station 6.00 *** CONFLUENCE OF MAIN STREAMS *** --------------------------------------------------------------------------- ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIM STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.162 In/Hr The flow values used for the stream: 4 are: Time of concentration(nin.) = 13.41 Rainfall intensity (in./hr/) = 2.16 Total flow area (Acres) = 4.60 Total runoff (CFS) at confluence point = 6.52 Area averaged loss rate (FM) = .587 Area averaged pervious ratio (AP) = .800 File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:34:24 Page 14 Program is now starting with MAIN STREAM NO~ 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.40 to Point/Station 6.50 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .5480n/Hr> Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1740.00(Ft.) Downstream elevation = 1300.00(Ft.) Elevation difference = 440.00(Ft.) Slope = .44000 S(%) = 44.00 Tc = K( .706)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 13.186 min. 10.00 Year computed rainfall intensity = 2.184 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .674 Subarea runoff = 7.658(CFS) Total initial stream area = 5.20(Ac.) Pervious area fraction = 1.000 Initial area FM value = .548(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.50 to Point/Station 6.60 *** IRREGULAR CHANNEL FLOW TRAVEL TIME *** **************QRRE0ULAR CHANNEL INFORMATION*************** - Information Entered for Subchannel Number 1 : Point number "X" Coordinate "Y" Coordinate 1 .00 20.00 2 50.00 .00 3 120.00 20.00 Mannings "N" Friction Factor = .035 Subchannel Slope(V/HZ) = .1875 ............................................................................ Subchannel Flow = 7.652(CFS) Subchannel Flow Top Width = 3.448(Ft.) Subchannel Flow Velocity= 7.723(Ft/S) Subchannel Flow Area = .991(Sq.Ft) Subchannel Froude Number = 2.539 Upstream point elevation = Downstream point elevation = Flow length = 800.004t.) Travel time = 1.73 min. Computed Irregular Channel 1300.00(Ft.) 1150.00(Ft.) TC = 14.91 min. Flow = 7.658(CFS) File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:34:40 Page 15 Irregular Channel Normal Depth Above Invert Elev. = ^575(Ft^) Average velocity of channel(s) = 7.73(Ft/S) ---------------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from Point/Station 6.50 to point/Station 6^60 *** SUBAREA FLOW ADDITION *** ------------------------------------------------------------^-------------- 10.00 Year computed rainfall intensity = 2.029 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = ~000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .548(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = ^657 Subarea runoff = 10.603(CFS) for 8.500c.) Total runoff = 18.261(CFS) Total area = 13.70(Ac.) Area averaged FM value = .548(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.60 to Point/Station 6.70 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstream point elevation = 1150.00(Ft.) Downstream point elevation = 1120.000t.) Flow length = 230.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 18.261(CFS) Nearest Pipe Diameter = 15.00(In.) Calculated Individual Pipe flow = 18.261(CFS) Normal flow depth in pipe = 9.98(In.) Flow top width inside pipe = 14.15(In.) Velocity = 21.03(Ft/S) Travel time = .18 min. TC = 15.09 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.60 to Point/Station 6.70 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------- ------------------------------------------- - ---- ---------------------__---_+-~-----__--_-------------------------------- 10.00 Year computed rainfall intensity = 2.014 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 1 are: Time of concentration(nin.) = 15.09 Rainfall intensity (in./hr/) = 2.01 Total flow area (Acres) = 13.70 Total runoff (CFS) at confluence point = 18.26 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = 1.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.75 to Point/Station 6.70 File DSK9:DR10.0UT[216,0] printed on 06 -Dec -89 10:35:00 Page 16 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Croup C = ,000 Decimal Fraction Soil Croup D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .548(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 350.00(Ft.) Upstream elevation = 1192.80(Ft.) Downstream elevation = 1120.00(Ft.) Elevation difference = 72.80(Ft.) Slope = .20800 S(%) = 20.80 Tc = K( .706)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 10.065 min. 10.00 Year computed rainfall intensity = 2.569 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .708 Subarea runoff = 2.182(CFS) Total initial stream area = 1.200c.) Pervious area fraction = 1.000 Initial area FM value = ~548(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.75 to Point/Station 6.70 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.569 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 2 are: Time of concentration(nin.) = 10.07 Rainfall intensity (in./hr/) = 2.57 Total flow area (Acres) = 1.20 Total runoff (CFS) at confluence point = 2.18 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = 1.000 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 18.26 2 2.18 QSMX(1) = +1.000*1.000* 18.3) + .726*1.000* 2.2) = 19.845 QSMX(2) = +1.378* .667* 18.3) +1.000*1.000* 2.2) = 18.963 15.09 2.014 10.07 2.569 File DSK9:DR10.0UT[216,0] printed on 06 -Dec -89 10:35:15 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 18.26 2.18 Possible confluenced flow values are: 19.84 18.96 Individual Stream Area values are: 13.70 1.20 Effective Total Area values are: 14.90 10.34 Computed confluence estimates are: Runoff(CFS) = 19~84 Tine(nin.) Effective area as adjusted for time Total main stream study area (Acres) = 15.093 (Acres) = 14.90 = 14.90 Total study area average pervious area fraction(AP) = 1.000 Total study area average soil loss rate(FM) = .548 Page 17 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.70 to Point/Station 6.80 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** --------------------------------------------------------------------------- Upstrean point elevation = 1120.00(Ft.) Downstream point elevation = 1105.00(Ft.) Flow length = 450.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 19.845(CFS) Nearest Pipe Diameter = 21.00(In.) Calculated Individual Pipe flow = 19.845(CFS) Normal flow depth in pipe = 12.77(In.) Flow top width inside pipe = 20.50(In.) Velocity = 12.96(Ft/S) Travel time = .58 min. TC = 15.67 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.70 to Point/Station 6.80 *** CONFLUENCE OF MINOR STREAMS *** ------_--------_---------------------------------------------------------__ 10.00 Year computed rainfall intensity = 1.969 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 1 are: Time of concentration(min.) = 15.67 Rainfall intensity (in./hr/) = 1.97 Total flow area (Acres) = 14.90 Total runoff (CFS) at confluence point = 119.84 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = 1.000 ............................................................................. Process from Point/Station 6.23 to Point/Station 6.80 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:00:316 Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = ,000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69,0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 700.00(Ft.) Upstream elevation = 1225.00(Ft.) Downstream elevation = 1105.00(Ft.) Elevation difference = 120.00(Ft.) Slope = .17143 S(%) = 17.14 Tc = K( .706)*[(Lenoth^3)/(Elevation Chanoe)]^0.2 .548(In/Hr) ~ � � � � ~ Initial area time of concentration = 13.805 min. 10.00 Year computed rainfall intensity = 2.125 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .668 Subarea runoff = 1.277(CFS) Total initial stream area = .90(Ac.) Pervious area fraction = 1.000 Initial area FM value = .548(In/Hr) Page 18 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.23 to Point/Station 6.80 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 2.125 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 2 are: Time of concentration(nin.) = 13.80 Rainfall intensity (in./hr/) = 2.12 Total flow area (Acres) = .90 Total runoff (CFS) at confluence point = 1.28 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = 1-000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.84 to Point/Station 6.80 *** INITIAL AREA EVALUATION **� Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 69.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 210.00(Ft.) Upstream elevation = 1150.000t.) Downstream elevation = 1105.00(Ft.) Elevation difference = 45.00(Ft.) Slope = .21429 S(%) = 21.43 .548(In/Hr) File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:35:48 Page 19 Tc = K( .706)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 8.156 min. 10.00 Year computed rainfall intensity = 2.914 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .731 Subarea runoff = .426(CFS) Total initial stream area = .20(Ac.) Pervious area fraction = 1.000 � Initial area FM value = .548(In/Hr) ` +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.84 to Point/Station 6.80 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.914 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 3 are: Time of concentration(nin.) = 8.16 Rainfall intensity (in./hr/) = 2.91 Total flow area (Acres) = .20 Total runoff (CFS) at confluence point = .43 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) = 1.000 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 19.84 19.84 15.67 1.969 2 1.28 13.80 2.125 3 .43 8.16 2.914 QSMX(1) = +1.000*1.000* 19.8) + .901*1.000* 1.3) + .601*1.000* .4) = 21.252 QSMX(2) = +1.110* .881* 19.8) +1.000*1.000* 1.3) + .667*1~000* .4) = 20.957 QSMX(3) = +1.665* .520* 19.8) +1.500* .591* 1.3) +1.000*1.000* .4) = 18.750 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 19.84 1.28 .43 Possible confluenced flow values are: 21.25 20.96 18.75 Individual Stream Area values are: File DSK9:DP10-OUTC216,0' printed on 06 -Dec -89 10:36:02 1.4.90 .90 .20 Effective Total Area values are: 16.00 14.22 8.49 computed confluence estimates are: Runoff(CFS) = 21.25 Tilde (min. ) Effective area as adjusted for time Total main stream study area (Acres) 15.672 (Acres) = 16.00 1.6.00 Total study area average pervious area fraction(AP) = 1.000 Total study area average soil loss rate(FM) = .548 Page 20 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++...+++++.... ...... Process from Point/Station 6.80 to Point/Station 6.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) Upstream point elevation = 1.105.00(Ft.) Downstream point elevation = 109:1..30 (Ft. ) Flow length = 215.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow -- 21.252(CFS) Nearest Pipe Diameter = Calculated Individual Pipe flow - 21.252(CFS) Normal flow depth in pipe = 12.19(In.) Flow top width inside pipe = 1.6.83(In.) Velocity = 16.67(Ft/S) Travel time - .21 min. TC = 1.5.89 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.80 to Point/Station 6.00 *** CONFLUENCE OF MAIN STREAMS *** ***ComputeVairiousConfluenced- - -- FlowValues*** !- -_+__________^-___ _______.___.___ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 1.0.00 Year computed rainfall intensity = 1.953 In/Hr The flow values used for the stream: 5 are: Time of concentration (min.) M 15.89 Rainfall intensity (in. /hr/) = 1.95 Total flow area (Acres) = 16.00 Total runoff (CFS) at confluence point - 21.25 Area averaged loss rate (FM) = .548 Area averaged pervious ratio (AP) - 1.000 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 111.62 15.55 1.978 2 3.96 11.71 2.346 3 13.01 12.15 2.294 4 6.52 13.41 2.162 5 21.25 15.89 1.953 QSMX (1) = +1.000*1.000* 111.6) + .799*1.000* 4.0) File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:36:18 + .835*1.000* 13.0) + .883*1.000* 6.5) +1.018* .979* 21.3> = 152.586 QSMX(2) = +1.256* .753* 111.6> +1.000*1.000* 4.0> +1.027* .963* 13.0) +1.116* .873* 6.5> +1.279* .737* 21.3> = 148.788 QSMX(3) = +1.220* .781* 111.6) + .972*1.000* 4.0> +1.000*1.000* 13.0) +1.084* .906* 6.5) +1.243* .765* 21.3> = 149.871 QSMX(4) = +1.129* .862* 111.6) + .900*1.000* 4.0) + .931*1.000* 13.0) +1.000*1.000* 6.5) +1.149* .844* 21.3) = 151.400 QSMX(5) = + .982*1.000* 111.6) + .786*1.000* 4.0) + .822*1.000* 13.0) + .867*1.000* 6.5) +1.000*1.000* 21.3) = 150.380 Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 111.62 3.96 13.01 6.52 21.25 Possible confluenced flow values are: 152.59 148.79 149.87 151.40 150.38 Individual Stream Area values are: 83.00 2.40 7.54 4.60 16.00 Effective Total Area values are: 113.20 87.94 91.18 99.60 113.54 Page 21 ---------------------------------------------------------------------------- Conputed confluence estimates are: Runoff(CFS) = 152.59 Tine(nin.) = 15.553 Effective area as adjusted for time (Acres) = 113.20 Total main stream study area (Acres) = 113.54 Total study area average pervious area fraction(AP) = .943 Total study area average soil loss rate(FM) = .535 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.00 to Point/Station 7.00 File DSK9:DR10.OUT[216,0] printed on 06 -Dec -89 10:36:30 Page 22 *** pIpEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) �** Upstream point elevation = 1091.30(Ft,) ' Downstream point elevation = 1064.50(Ft.) Flow length = 330~00(Ft^) Mannings N = .013 No, of pipes = 1 Required pipe flow = 152~586(CFS) Nearest Pipe Diameter = 33.00(In.) Calculated Individual Pipe flow = 152.586(CFS) Normal flow depth in pipe = 27.42(In.) Flow top width inside pipe 24.74(In.) Velocity = 28.91(Ft/S) Travel time = .19 min. TC = 15.74 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.00 to Point/Station 7.00 *** CONFLUENCE OF MAIN STREAMS *** ------_-------------_-----_---------------------------__-----------------_-- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.964 In/Hr The flow values used for the stream: 1 are: Time of concentration(nin.) = 15.74 Rainfall intensity (in./hr/) = 1.96 Total flow area (Acres) = 113.20 Total runoff (CFS) at confluence point = 152.59 Area averaged loss rate (FM) = .535 Area averaged pervious ratio (AP) = .943 program is now starting with MAIN STREAM NO. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.10 to Point/Station 7.00 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decinal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 950.00(Ft.) Upstream elevation = 1100.80(Ft.) Downstream elevation = 1064.50(Ft.) Elevation difference = 36.30(Ft.) Slope = .03821 S(%) = 3.82 Tc = K( .438)*[(Length^3)/(Elevation Change) ]A@.2 Initial area time of concentration = 13.066 min. 10.00 Year computed rainfall intensity = 2.196 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .689 Subarea runoff = 4.997(CFS) Total initial stream area = 3.30(Ac.) ile DSK9:DR10.OUTC216,0J printed on 06 -Dec -99 10:36:51. page 23 Pervious area fraction = .700 Initial area FM value = .514(:l:n/Hr) . ............ . . + . . -F . ......... . i• . . + . i•.... . •f k . * ............. . i• f• + i• . + . . . +... .. Process from point/Station 7.1.0 to Point/Station 7.00 *** CONFLUENCE OF MAIN STREAMS ** FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 1.0.00 Year computed rainfall intensity = 2.196 In/Hr The flow values used for the stream: 2 are: Time of conc:entration(min.) = 13.07 Rainfall intensity (in,./hr/) = 2.20 Total flow area (Acres) = 3..30 Total runoff (CFS) at confluence point - 5.00 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 3 ++++++++++++....+*++++++++.++++++++++*++++++++.....•+..............+........ Process from Point/Station 7.20 to point/Station 7.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Sail Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Croup C = .000 Decimal Fraction Sail Group D =• .000 RESIDENTIA02 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max Joss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 470.00(Ft.) Upstream elevation = 1087.50(Ft.) Downstream elevation = 1064.50(Ft.) Elevation difference = 23.00(Ft.) Slope = .04894 S(y) = 4.89 Tc = K( .438)*E(Length^3)/(Elevation Change)T^0e2 Initial area time of concentration = 9.384 min. 10.00 Year computed rainfall intensity = 2.679 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .727 Subarea runoff = 3.313(CFS) Total initial stream area = 1.70 (Ar_. ) Pervious area fraction = .700 Initial area FM value = .514 (In/Hr) ......++++++...........++...........++++++.... +....++++++.................. Process from Point/Station 7.20 to Point/Station 7.00 *** CONFLUENCE OF MINOR STREAMS** --rcomputed rainfall �� 10.00Yearcintensity - 2.679 In/Hr ALONG THE MAIN STREAM NUMBER: 3 File DSK9:DR10.0UT[216,0] printed on 06 -Dec -89 10:37:10 Page 24 The flow values used for the stream: 1 are: Time of concentration(nin.) = 9.38 Rainfall intensity (in./hr/) = 2.68 Total flow area (Acres) = 1.70 Total runoff (CFS) at confluence point = 3.31 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.30 to Point/Station 7.40 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 590.00(Ft.) Upstream elevation = 1075.50(Ft.) Downstream elevation = 1067.20(Ft.) Elevation difference = 8.30(Ft.) Slope = .01407 S(%) = 1~41 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 13.188 min. 10.00 Year computed rainfall intensity = 2.184 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .688 Subarea runoff = 5.111(CFS) Total initial stream area = 3.40(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.40 to Point/Station 7.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation = 1067.20(Ft.) Downstream Elevation = 1064.50(Ft.) Street Length = 310.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = = .020 = .020 1 12.00(Ft.) = .020 5.00(Ft.) Estimated mean flow rate at MIDPOINT of street = 6.239(CFS) File DSK9:DR10.0UT[216,0] printed on 06 -Dec -89 10:37:26 Depth of flow = .412(Ft.) Average Velocity = 2.413(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 15.86(Ft.) Flow Velocity = 2^41(Ft/S) Depth*Velocity = ^99 Travel time = 2.14 min. TC = 15.33 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 1.996 In/Hr Decimal Fraction Soil Group A = .000 ' Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Goil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .5144n/Hr> Effective Runoff Coefficient used for area (Q=CIA) is C = .668 Subarea runoff = 1.424(CFS) for 1.500c.) Total runoff = 6.535(CFS) Total area = 4.900c.) Area averaged FM value = .514(In/Hr) Depth of flow = .417(Ft.) Average Velocity = 2.446(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 16.12(Ft.) Flow Velocity = 2.41(Ft/S) Depth*Velocity = 1.01 Page 25 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.40 to Point/Station 7.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 1.996 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 2 are: Time of concentration(nin.) = 15.33 Rainfall intensity (in./hr/) = 2.00 Total flow area (Acres) = 4.90 Total runoff (CFS) at confluence point = 6.53 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 3.31 9.38 2.679 2 6.53 15.33 1.996 QSMX(1) = +1.000*1.000* 3.3) File DSK9:DR10.OUTC216,07 printed on 06 -Dec -89 10:37:41 +1.461* .612* 6.5) = 9.158 QSMX (2) = + .684*1.000* 3.3) +1.000*1.000* 6.5) 8.802 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 3.31 6.53 Possible confluenr_ed flow values are: 9.16 8.80 Individual Stream Area values are: 1.70 4.90 Effective Total Area values are: 4.70 6.60 Computed confluence estimates are: Runoff(CFS) = 9.16 Time(min.) = 9.384 Effective area as adjusted for time (Acres) = 4.70 Total main stream study area (Acres) = 6.60 Total study area average pervious area fraction(AP) _ .700 Total study area average soil loss rate(FM) = .514 Page 26 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.*++++++++++++++ Process from Point/Station 7.40 to Point/Station 7.00 *** CONFLUENCE OF MAIN STREAMS *** -------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.679 In/Hr The flow values used for the stream: 3 are: Time of concentration(min.) = 9.38 Rainfall intensity (in./hr/) = 2.68 Total flow area (Acres) = 4.70 Total runoff (CFS) at confluence point = 9.16 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.70 to Point/Station 7.75 *** --------------------------------------------------------------------------- INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) File DSK9: DR10. OUTC216, 07 printed on 06 -Dec -89 10:37:57 We 27 Initial subarea flow length = 980.00(Ft.) Upstream elevation = 1101.50(Ft.) Downstream elevation = 1074.20(Ft.) Elevation difference = 27.30(Ft.) Slope = .02786 S(%) = 2.79 Tc = K( .438)*C(Length^3)/(Elevation Change)?^0.2 Initial area time of concentration = 14.092 min. 10.00 Year computed rainfall intensity = 2.099 In/Hr Effective Runoff Coefficient used for total area (O=CIA) is C = .680 Subarea runoff = 13.125(CFS) Total initial stream area = 9.20(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) ++++++++++++..........++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.70 to Point/Station 7.77) *** CONFLUENCE OF MINOR STREAMS *** --------------------------------- 10.00 Year computed rainfall intensity = 2.099 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 1 are: Time of concentration(min.) = 14.09 Rainfall intensity (in./hr/) = 2.10 Total flow area (Acres) = 9.20 Total runoff (CFS) at confluence point = 13.12 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.80 to Point/Station 7.75 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) _ 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 850.00(Ft.) Upstream elevation = 1094.50(Ft.) Downstream elevation = 1074.20(Ft.) Elevation difference = 20.30(Ft.) Slope = .02388 S(%) = 2.39 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 13.729 min. 10.00 Year computed rainfall intensity = 2.132 In/Hr Effective Runoff Coefficient used for total area Q=CIA) is C = .683 Subarea runoff = 5.535(CFS) Total initial stream area = 3.80(Ac.) Pervious area fraction = .700 File DSh9:DR10.OUTC216,01 printed on 06 -Dec -89 10:38:13 Fuge 28 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++...+++++++ Process from Point/Station 7.80 to Point/Station 7.75 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** -----------`-�--�- �- ------------- 10.00 Year computed rainfall intensity = 2.1.32 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 2 are: Time of concentration(min.) = 1.3.73 Rainfall intensity (in./hr/) = 2.13 Total flow area (Acres) = 3.80 Total runoff (CFS) at confluence point = 5.53 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) ---------------------------------------------------------------------------- (min.) (inch/hour) 1 13.12 14.09 2.099 2 5.53 13.73 2.132 QSMX (1) = +1.000*1.000* 13.1) + .980*1.000* 5.5) = 18.546 QSMX (2) = +1.021* .974* 13.1) +1.000*1.000* 5.5) = 18.588 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 13.12 5.53 Possible confluenced flow values are: 18.55 18.59 Individual Stream Area values are: 9.20 3.80 Effective Total Area values are: 13.00 12.76 Computed confluence estimates are: Runoff(CFS) = 18.59 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) 13.729 (Acres) = 12.76 = 13.00 Total study area average pervious area fraction(AP) _ .700 Total study area average soil loss rate(FM) = .514 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+t++++ Process from Point/Station 7.75 to Point/Station 7.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** File DSK9:DR10.OUTE216,03 printed on 06 -Dec -89 10:38:30 Page ° Upstream point elevation = 74.20(Ft.) Downstream point elevation = 64.50(Ft.) Flow length = 800.000t.) Mannings N == .013 No. of pipes = 1 Required pipe flow = 18.588(CFS) Nearest Pipe Diameter = 24.00(In.) Calculated Individual Pipe flow = 18.588(CFS) Normal flow depth in pipe = 15.45(In.) Flow top width inside pipe = 22.99(In.) Velocity = 8.69(Ft/S) Travel time = 1.53 Min. TC = 15.26 min. .....++tttt............t-l. Fit.....tt++t+.......... .... M.................tit+ Process from Point/Station 7.75 to Point/Station 7.00 *** CONFLUENCE OF MAIN STREAMS *** -------------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.001 In/Hr The flow values used for the stream: 4 are: Time of concentration(min.) = 15.26 Rainfall intensity (in./hr/) = 2.00 Total flow area (Acres) = 12.76 Total runoff (CFS) at confluence point = 18.59 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.50 to Point/Station 7.00 *** ---------------------------------------------------------------------------- INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(Tn/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1076.50(Ft.) Downstream elevation = 1064.50(Ft.) Elevation difference = 12.00(Ft.) Slope = .01200 S(%) = 1.20 Tc = K( .438)*E(Length^3)/(Elevation Change) ?^0.2 Initial area time of concentration = 16.813 min. 10.00 Year computed rainfall intensity = 1.888 In/Hr Effective Runoff Coefficient used for total area (Ci=CIA) is C = .655 Subarea runoff = 4.576(CFS) Total initial stream area = 3.70(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) =ile DSK9:DR10.OUTE216,01 printed on 06 -Dec -89 10:38:45 Page 30 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from Point/Station 7.50 to Point/Station 7.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** ----------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1..888 In/Hr The flow values used for the stream: 5 are: Time of concentration(min.) = 16.81 Rainfall intensity (in./hr/) = 1.89 Total flow area (Acres) = 3.70 Total runoff (CFS) at confluence point = 4.58 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 152.59 15.74 1.964 2 5.00 13.07 2.196 3 9.16 9.38 2.679 4 18.59 15.26 2.001 5 4.58 16.81 1.888 QSMX (1 ) = +1.000*1.000* 152.6) + .862*1.000* 5.0) + .670*1.000* 9.2) + .975*1.000* 18.6) +1.055* .936* 4.6) 185.676 QSMX (2) = +1.163* .830* 152.6) +1.000*1.000* 5.0) + .777*1.000* 9.2) +1.132* .856* 18.6) +1.224* .777* 4.6) 181.708 OSMX(3) = +1.500* .596* 152.6) +1.287* .718* 5.0) +1.000*1.000* 9.2) +1.456* .615* 18.6) +1.576* .558* 4.6) 170.899 QSMX(4) = +1.026* .969* 152.6) + .884*1.000* 5.0) + .687*1.000* 9.2) +1.000*1.000* 18.6) +1.082* .908* 4.6) = 185.536 PSMX (5) = + .947*1.000* 152.6) File DSK9:DR10.OUTC216,01 printed on 06 -Dec -89 10:3058 + .817*1.000* 5.0) + .635*1.000* 9.2) + .924*1.000* 18.6) +1.000*1.000* 4.6) = 176.123 Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 152.59 5.00 9.16 .18.59 4.8 Possible confluenced flow values are: 185.68 181.71. 170.90 1.85.54 176.12 Individual Stream Area values are: 113.20 3.30 4.70 12.76 3.70 Effective Total Area values are: 137.43 115.75 84.46 133.87 137.66 Page 31 ----------------------------------------------------------------------------- Computed confluence estimates are: Runoff (CFS) = 185.68 Time(min. ) = 15.743 Effective area as adjusted for time (Acres) = 137.43 Total main stream study area (Acres) = 137.66 Total study area average pervious area fraction(AP) _ .900 Total study area average soil loss rate(FM) = .531 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.00 to Point/Station 8.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1064.50(Ft.) Downstream point elevation = 1039.40(Ft.) Flow length = 400.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 185.676(CFS) Nearest Pipe Diameter = 39.00(In.) Calculated Individual Pipe flow = 185.676(CFS) Normal flow depth in pipe = 28.88(In.) Flow top width inside pipe = 34.20(In.) Velocity = 28.21(Ft/S) Travel time = .24 rein. TC = 15.98 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.00 to Point/Station 8.00 *** CONFLUENCE OF MINOR STREAMS *** ------------------------------------------------------------------------------ 10.00 Year computed rainfall intensity = 1.946 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 15.98 Rainfall intensity (in./hr/) = 1.95 Total flow area (Acres) = 137.43 rile DSK9:DR10.OUTC216,03 printed on 06 -Dec -89 10:39:15 Page 32 Total runoff (CFS) at confluence point = 185.68 Area averaged loss rate (FM) = .531 Area averaged pervious ratio (AP) = .900 Process from Point/Station 8.10 to Point/station 8.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) _ 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 500.00(Ft.) Upstream elevation = 1059.50(Ft.) Downstream elevation = 1039.40(Ft.) Elevation difference = 20.10(Ft.) Slope = .04020 S(Y.) = 4.02 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 10.005 min. 10.00 Year computed rainfall intensity = 2.578 Tn/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .721 Subarea runoff = 3.529(CFS) Total initial stream area = 1.90(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.10 to Point/Station 8.00 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 10.01 Rainfall intensity (in./hr/) = 2.58 Total flow area (Acres) = 1.90 Total runoff (CFS) at confluence point = Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 185.68 15.98 1.946 2 3.53 10.01 2.578 QSMX (1) = 2.578 In/Hr 3.53 File DSK9:DR10.OUTC216,01 printed on 06 -Dec -89 10:39:30 +1.000*1.000* 185.7) + . 694* 1 . 000* 3.5) = 188.126 QSMX (2) = +1.446* .626* 185.7) +1.000*1.000* 3.5) = 171.650 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 185.68 3.53 Possible confluenced flow values are: 188.13 171.65 Individual Stream Area values are: 137.43 1.90 Effective Total Area values are: 139.33 87.95 Computed confluence estimates are: Runoff (CFS) = 188.13 Time (min. ) = 15.979 Effective area as adjusted for time (Acres) = 139.33 Total main stream study area (Acres) = 139.33 Total study area average pervious area fraction(AP) _ .897 Total study area average soil loss rate(FM) = .531 Page 33 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.00 to Point/Station 9.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) ** Upstream point elevation = 1039.40(Ft.) Downstream point elevation = 1015.60(Ft.) Flow length = 480.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 188.126(CFS) Nearest Pipe Diameter = 39.00(In.) Calculated Individual Pipe flow = 188.126(CFS) Normal flow depth in pipe = 32.81(In.) Flow top width inside pipe = 28.50(In.) Velocity = 25.23(Ft/S) Travel time = .32 min. TC = 16.30 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.00 to Point/Station 9.00 *** CONFLUENCE OF MAIN STREAMS *** ------------------------------------------------------------------------•----- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.924 In/Hr The flow values used for the stream: 1 are: Time of concentration(min.) = 16.30 Rainfall intensity (in./hr/) = 1.92 Total flow area (Acres) = 139.33 Total runoff (CFS) at confluence point = 188.13 Area averaged loss rate (FM) = .531 Area averaged pervious ratio (AP) = .897 File DSh9:DR10.OUTC216,0J printed on 06 -Dec -89 10:39:5.1 Page 34 Program is now starting with MAIN STREAM NO. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.....++++++++++ Process from Point/Station 9.1.0 to Point/Station 9.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1050.00(Ft.) Upstream elevation = 1055.50(Ft.) Downstream elevation = 1015.60(Ft.) Elevation difference = 39.90(Ft.) Slope = .03800 S(X) = 3.80 Tc = h( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 12.806 min. 10.00 Year computed rainfall intensity = 2.223 In/Hr Effective Runoff Coefficient used for total area (C)=CIA) is C = .722 Subarea runoff = 5.936 (CFS) Total initial stream area = 3.70(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.10 to Point/Station 9.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.223 In/Hr The flow values used for the stream: 2 are: Time of concentration(min.) = 12.81 Rainfall intensity (in./hr/) = 2.22 Total flow area (Acres) = 3.70 Total runoff (CFS) at confluence point = 5.94 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.20 to Point/Station 9.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 File DSK9:DR10.OUTE216,03 printed on 06 -Dec -89 10:40:09 Page 3 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil (AMC 2) - 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 600.00(Ft.) Upstream elevation = 1019.50(Ft.) Downstream elevation = 1015.60(Ft.) Elevation difference = 3.90(Ft.) Slope = .00650 S(X) = .65 Tc = K( . 438) *E (Length^3) 3WElevation Change) .l^0. 2 Initial area time of concentration = 15.494 min. 10.00 Year computed rainfall intensity = 1.983 In./Hr Effective Runoff Coefficient used for total area Q=CIA) is C = .667 Subarea runoff = 3.305(CFS) Total initial stream area = 2.50(Ac:.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.20 to Point/Station 9.00 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 1.983 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 1 are: Time of concentration(min.) = 15.49 Rainfall intensity (in./hr/) = 1.98 Total flow area (Acres) = 2.50 Total runoff (CFS) at confluence point = 3.31 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.30 to Point/Station 9.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 830.00(Ft.) Upstream elevation = 1064.50(Ft.) Downstream elevation = 1015.60(Ft.) Elevation difference = 48.90(Ft.) Slope = .05892 SW = 5.89 Tc = K( .438)*E(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 11.352 min. File DSK9:DR10.OUTE216,01 printed on 06 -Dec -89 10:40:26 Fuge 36 10.00 Year computed rainfall intensity = 2.390 In/Hr Effective Runoff Coefficient used for total area WCIA) is C = .707 Subarea runoff = 4.390(CFS) Total initial stream area = 2.600c.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++.f+++++++++++++++++++++++++++++++ Process from Point/Station 9..30 to Point/Station 9.00 *** CONFLUENCE OF MINOR STREAMS** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.390 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 2 are: Time of concentration(min.) = 11.35 Rainfall intensity (in./hr/) = 2.39 Total flow area (Acres) = 2.60 Total runoff (CFS) at confluence point = 4.39 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 3.31 15.49 1.983 2 4.39 11.35 2.390 0SMX (1) = +1.000*1.000* 3.3) + .783*1.000* 4.4) = 6.743 0SMX (2) = +1.277* .733* 3.3) +1.000*1.000* 4.4) = 7.482 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 3.31 4.39 Possible confluenced flow values are: 6.74 7.48 Individual Stream Area values are: 2.50 2.60 Effective Total Area values are: 5.10 4.43 Computed confluence estimates are: Runoff(CFS) = 7.48 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) 11.352 (Acres) = 4.43 5.10 Total study area average pervious area fraction(AP) _ .700 Total study area average soil loss rate(FM) = .514 File DSK9:DR10.OUTE216,03 printed on 06 -Dec -89 10:40:4' Page 37 ++++++++++++++++++++++++++++++++++++.....++++++++++++...................... Process from Point/Station 9.30 to Point/Station 9.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.390 In/Hr The flow values used for the stream: 3 are: Time of concentration(min.) = 11.35 Rainfall intensity (in./hr/) = 2.39 Total flow area (Acres) = 4.43 Total runoff (CFS) at confluence point = 7.48 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Program is now starting with MAIN STREAM NO. 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.40 to Point/Station 9.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group R = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 840.00(Ft.) Upstream elevation = 1020.50(Ft.) Downstream elevation = 1015.60(Ft.) Elevation difference = 4.90(Ft.) Slope = .00583 S(X) = .58 Tc = K( .412)*E(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 17.038 min. 10.00 Year computed rainfall intensity = 1.873 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .688 Subarea runoff = 3.481(CFS) Total initial stream area = 2.70(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.40 to Point/Station 9.00 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.873 In/Hr File DSK9: DR10. OUT[ 216, 07 printed on 06 -Dec -89 10:40:57 page 38 The flow values used for the stream: 4 are: Time of concentration(min.) = 17.04 Rainfall intensity (in./hr/) = 1.87 Total flow area (Acres) = 2.70 Total runoff (CFS) at confluence point = 3.48 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Program is now starting with MAIN STREAM NO. :5 +++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.50 to Point/Station 9.60 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1..000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 660.00(Ft.) Upstream elevation = 1090.50(Ft.) Downstream elevation = 1064.30(Ft.) Elevation difference = 26.20(Ft.) Slope = .03970 S(%) = 3.97 Tc = K( .438)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 11.208 min. 10.00 Year computed rainfall intensity = 2.408 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .708 Subarea runoff = 4.773(CFS) Total initial stream area = 2.80(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.60 to Point/Station 9.70 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation 1064.30(Ft.) Downstream Elevation = 1016.90(Ft.) Street Length = 950.00(Ft.) Curb Height = 8.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 16.50(Ft.) _ .020 .020 1 12.00(Ft.) .020 Estimated mean flow rate at MIDPOINT of street = 8.439(CFS) File DSK9:DR10.OUTC216,07 printed on 06 -Dec -89 10:41:13 Depth of flow = .351. (Ft. ) Average Velocity = 4.924(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 12.82(Ft.) Flow Velocity = 4.92(Ft/S) Depth*Velocity = 1..73 Travel time = 3.22 rein. TC = 14.42 rein. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 2.070 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(ln/Hr) Effective Runoff Coefficient used for area (G=CIA) is C = .677 Subarea runoff = 5.170(CFS) for 4.30(Ac.) Total runoff = 9.943(CFS) Total area = 7.10(Ac.) Area averaged FM value = .514(In/Hr) Depth of flow = .367(Ft.) Average Velocity = 5.160(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 13.62(Ft.) Flow Velocity = 4.92(Ft/S) Depth*Velocity = 1.81 Page .39 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.....++++++.... Process from Point/Station 9.60 to Point/Station 9.70 *** CONFLUENCE OF MINOR STREAMS** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.070 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 1 are: Time of concentration(min.) = 14.42 Rainfall intensity (in./hr/) = 2.07 Total flow area (Acres) = 7.10 Total runoff (CFS) at confluence point = 9.94 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 .....+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.90 to Point/Station 9.70 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 File DSK9:DR10.OUTC216,03 printed on 06 -Dec -89 10:41:30 Page 40 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) _ 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 500.00(Ft.) Upstream elevation = 1022.50(Ft.) Downstream elevation = 1016.90(Ft.) Elevation difference = 5.60(Ft.) Slope = .01120 S(%) = 1.12 Tc = K( .438)*[(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 12.919 min. 10.00 Year computed rainfall intensity = 2.2.11. In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .691 Subarea runoff = 2.444(CFS) Total initial stream area = 1.60(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++.....++++++++++++++++ Process from Point/Station 9.90 to Point/Station 9.70 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 2.211 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 2 are: Time of concentration(min.) = 12.92 Rainfall intensity (in./hr/) = 2.21 Total flow area (Acres) = 1.60 Total runoff (CFS) at confluence point = 2.44 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.80 to Point/Station 9.60 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= .514(In/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 570.00(Ft.) Upstream elevation = 1088.50(Ft.) Downstream elevation = 1064.30(Ft.) Elevation difference = 24.20(Ft.) Slope = .04246 S(%) = 4.25 Tc = K( .438)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 10.429 min. 10.00 Year computed rainfall intensity = 2.514 In/Hr File DSK9:DRIO.OUTC216,07 printed on 06 -Dec -89 tO:4.1:49 Page 41 Effective Runoff Coefficient used for total area (Q=CIA) is C = .716 Subarea runoff = 3.781(CFS) Total initial stream area = 2.10(Ac.) Pervious area fraction = .700 Initial area FM value = .51.4(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.*+++++++++++++++ Process from Point/Station 9.60 to Point/Station 9.70 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADD.T.TION *** Upstream Elevation = 1064.30(Ft.) Downstream Elevation = 1016.90(Ft.) Street Length = 980.00(Ft.) Curb Height = 8.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Break = 16.50(Ft.) Slope from Gutter to Grade Break (V/HZ) = .020 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/HZ) _ .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = 8.463(CFS) Depth of flow = .353(Ft.) Average Velocity = 4.875(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 12.90(Ft.) Flow Velocity = 4.88(Ft/S) Depth*Velocity = 1.72 Travel time = 3.35 min. TC = 13.78 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 2.127 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC)- SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .700 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 6.820(CFS) for 5.20(Ac.) Total runoff = 10.601(CFS) Total area = Area averaged FM value = .514(In/Hr) Depth of flow = .376(Ft.) Average Velocity = 5.193(Ft/S) .51.4(In/Hr) is C = .683 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 14.04(Ft.) Flow Velocity = 4.88(Ft/S) Depth*Velocity = 1.83 7. 30 (Ar_. ) File DSh9:DR10.0UTE216,01 printed on 06 -Dec -89 10:42:05 Page 42 ++++++++++++t++++++.+++++++++....+++++++++it+i•+++.+.+++.+++++.++++++++++++++ Process from Point/Station 9.60 to Point/Station 9.70 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** ------------------------------------------------------------------------------ 10.00 Year computed rainfall intensity = 2.127 In/Hr ALONG THE MAIN STREAM NUMBER: 5 The flow values used for the stream: 3 are: Time of concentration (min.) = 13.78 Rainfall intensity (in./hr/) = 2.13 Total flow area (Acres) = 7.30 Total runoff (CFS) at confluence point - 10.60 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) -------------------------------------- 1 9.94 14.42 2.070 2 2.44 12.92 2.211 3 10.60 13.78 2.127 QSMX (1) = +1.000*1.000* 9.9) + .917*1.000* 2.4) + .964*1.000* 10.6) 22.407 OSMX (2) = +1.091* .896* 9.9) +1.000*1.000* 2.4) +1.052* .938* 10.6) 22.616 0SMX (3) = +1.037* .955* 9.9) + .951*1.000* 2.4) +1.000*1.000* 10.6) 22.775 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 9.94 2.44 10.60 Possible confluenced flow values are: 22.41 22.62 22.77 Individual Stream Area values are: 7.10 1.60 7.30 Effective Total Area values are: 16.00 14.80 15.68 Computed confluence estimates are: Runoff (CFS) = 22.77 Time(min. ) Effective area as adjusted for time Total main stream study area (Acres) 13.779 (Acres) = 15.68 = 16.00 Total study area average pervious area fraction (AP) = .700 File DSK9:DR10.OUTC216,03 printed on 06--Dec-89 10:4:18 Page 43 Total study area average soil loss rate(FM) = .514 ++it++++.++++++++++.+++++++++++++f-+++++.+++++++++++++i-+++++.+++++-F++++++++++ Process from Point/Station 9.70 to Point/Station 9.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) **� Upstream point elevation = 1016.90(Ft.) Downstream point elevation = 1015.60(Ft.) Flow length = 440.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow - 22.775(CFS) Nearest Pipe Diameter = 30.00(In.) Calculated Individual Pipe flow = 22.775(CFS) Normal flow depth in pipe = 25.22(In.) Flow top width inside pipe = 21.96(In.) Velocity = 5.17(Ft/S) Travel time = 1.42 min. TC = 15.20 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++i•+++++++++++++++++ Process from Point/Station 9.70 to Point/Station 9.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** ------------------------------------------------------------------------------ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.006 In/Hr The flow values used for the stream: 5 are: Time of concentration (min.) = 1.5.20 Rainfall intensity (in./hr/) = 2.01 Total flow area (Acres) = 15.68 Total runoff (CFS) at confluence point = 22.77 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 188.13 2 5.94 3 7.48 4 3.48 5 22.77 QSMX (1) _ +1.000*1.000* 188.1) + .832*1.000* 5.9) + .752*1.000* 7.5) +1.035* .956* 3.5) + .945*1.000* 22.8) 223.654 QSMX(2) = +1.215* .786* 188.1) +1.000*1.000* 5.9) + .911*1.000* 7.5) +1.244* .752* 3.5) 16.30 1.924 12.81 2.223 11.35 2.390 17.04 1.873 15.20 2.006 ile DSK9:DR10.OUTC216,03 printed on 06-Dec-89 10:4:33 +1.145* .843* 22.8) = 217.59e QSMX (3) = +1.335* .697* 188.1) +1.094* .886* 5.9) +1.000*1.000* 7.5) +1.361* .666* 3.5) +1.257* .747* 22.8) = 212.679 OSMX(4) = + .964*1.000* 188.1) + .804*1.000* 5.9) + .725*1.000* 7.5) +1.000*1.000* 3.5) + .911*1.000* 22.8) = 215.694 QSMX(5) = +1.059* .933* 188.1) + .878*1.000* 5.9) + .795*1.000* 7.5) +1.093* .892* 3.5) +1.000*1.000* 22.8) = 223.139 Rainfall intensity and time of concentration used for 5 MAIN streams. Individual stream flow values are: 188.13 5.94 7.48 3.48 22.77 Possible confluenced flow values are: 223.65 217.60 212.68 215.69 223.14 Individual Stream Area values are: 139.33 3.70 4.43 2.70 15.68 Effective Total Area values are: 165.72 132.86 118.28 165.84 156.15 Page 44 ----------------------------------------------------------------------------- Computed confluence estimates are: Runoff (CFS) = 223.65 Time (min. ) = 16.296 Effective area as adjusted for time (Acres) = 165.72 Total main stream study area (Acres) = 165.84 Total study area average pervious area fraction(AP) _ .862 Total study area average soil loss rate(FM) = .525 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.00 to Point/Station 10.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** Upstream point elevation = 1015.60(Ft.) Downstream point elevation = 1010.00(Ft.) Flow length = 620.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 223.654(CFS) Nearest Pipe Diameter = 57.00(In.) Calculated Individual Pipe flow = 223.654(CFS) File DSK9:DR10.OUTC216,01 printed on 06 -Dec -89 10:42:46 Page 45 Normal flow depth in pipe = 48.75(In.) Flow top width inside pipe = 40.11(In.) Velocity = 13.85(Ft/S) Travel time = .75 Min. TC = 17.04 rein. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.00 to Point/Station 11..00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE:) *** Upstream point elevation = 1010.00(Ft.) Downstream point elevation = 1.008.00(Ft.) Flow length = 300.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 223.654(CFS) Nearest Pipe Diameter = 60.00(In.) Calculated Individual Pipe flow = 223.654(CFS) Normal flow depth in pipe = 52.50(In.) Flow top width inside pipe = 39.69(In.) Velocity = 12.26(Ft/S) Travel time = .41 min. TC = 17.45 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.00 to Point/Station 11.00 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 1.846 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 17.45 Rainfall intensity (in./hr/) = 1.85 Total flow area (Acres) = 165.72 Total runoff (CFS) at confluence point = 223.65 Area averaged loss rate (FM) = .525 Area averaged pervious ratio (AP) = .862 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.00 to Point/Station 11.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group P = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 920.00(Ft.) Upstream elevation = 1015.60(Ft.) Downstream elevation = 1008.00(Ft.) Elevation difference = 7.60(Ft.) Slope = .00826 SW = .83 Tc = K( .412)*[(Length^3)/(Elevation Change) _l^0.2 Initial area time of concentration = 16.482 min. .440(In/Hr) File DSK9:DR10.0UTC216,03 printed on 06 -Dec -89 10:43:07 page 46 10.00 Year computed rainfall intensity = 1.911 In/Hr Effective Runoff Coefficient used for total area (C)=CIA) is C = .693 Subarea runoff = 4.367(CFS) Total initial stream area = 3.300c.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) ++++++++++++++++++++++++++++++++++++....++++++++++++++++++++++++.......++++ Process from Point/Station 9.00 to Point/Station 11..00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- ----------- 10.00 Year computed rainfall intensity = 1.9tl In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 16.48 Rainfall intensity (in./hr/) = 1.91 Total flow area (Acres) = 3.30 Total runoff (CFS) at confluence point = 4.37 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.10 to Point/Station 11.00 *** INITIAL AREA EVALUATION *** ---------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(2 DU/AC) SCS Curve Number for Soil(AMC 2) _ 56.0 Pervious ratio (Ap) = .700 Max loss rate (FM) = . 514 (ln/Hr) Subarea is RESIDENTIAL (2 DU/AC) Initial subarea flow length = 820.00(Ft.) Upstream elevation = 1018.40(Ft.) Downstream elevation = 1008.00 (Ft. ) Elevation difference = 10.40(Ft.) Slope = .01268 SW = 1.27 Tc = h( .438)*[(Length^3)/(Elevaticn Change)?^0.2 Initial area time of -concentration = 15.359 min. 10.00 Year computed rainfall intensity = 1.993 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .668 Subarea runoff = 4.261 (CFS) Total initial stream area = 3.20(Ac.) Pervious area fraction = .700 Initial area FM value = .514(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++..... .....++++++++++ Process from Point/Station 11.10 to point/Station 11.00 *** CONFLUENCE OF MINOR STREAMS *** File DSK9:DR10.OUTE216,03 printed on 06 -Dec -89 10:43:27 Wage 47 *** Compute Various Confluenced Flow Values *** ------------------------------------------------------------ - 10.00 Year computed rainfall intensity = 1.993 In/Hr ----_-_-__---- ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(min.) 15.36 Rainfall intensity (in./hr/) = 1.99 Total flow area (Acres) = 3.20 Total runoff (CFS) at confluence point = 4.26 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .700 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 223.65 17.45 1.846 2 4.37 16.48 1.911 3 4.26 15.36 1.993 QSMX (1) = +1.000*1.000* 223.7) + .956*1.000* 4.4) + .901*1.000* 4.3) = 231.667 OSMX(2) = +1.049* .945* 223.7) +1.000*1.000* 4.4) + .944*1.000* 4.3) 229.922 QSMX(3) = +1.111* .880* 223.7) +1.056* .932* 4.4) +1.000*1.000* 4.3) 227.312 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 223.65 4.37 4.26 Possible confluenced flow values are: 231.67 229.92 227.31 Individual Stream Area values are: 165.72 3.30 3.20 Effective Total Area values are: 172.22 163.03 152.14 Computed confluence estimates are: Runoff(CFS) = 231.67 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) 17.450 (Acres) = 172.22 172.22 Total study area average pervious area fraction(AP) _ .854 Total study area average soil loss rate(FM) = .524 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++� Process from Point/Station 11.00 to Point/Station 12.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) *** ile DSK9:DR10.OUTC216,03 printed on 06 -Dec -89 10:43:39 Upstream point elevation = 1008.00(Ft.) Downstream point elevation = 1006.00(Ft.) Flow length = 300.00(Ft.) Mannings N = .01.3 No. of pipes = 1 Required pipe flow = 231.667(CFS) Nearest Pipe Diameter = 63.00(In.) Calculated Individual Pipe flow = 231.667(CFS) Normal flow depth in pipe = 49.31(In.) Flow top width inside pipe = 51..96(In.) Velocity = 12.74(Ft/S) Travel time = .39 min. TC = 17.84 min. Page 48 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 12.00 *** CONFLUENCE OF MAIN STREAMS *** ------------------------------------------------------------------------------ FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.822 T.n/Hr The flow values used for the stream: 1 are: Time of concentration(min.) = 17.84 Rainfall intensity (in./hr/) = 1.82 Total flow area (Acres) = 172.22 Total runoff (CFS) at confluence point = 231.67 Area averaged loss rate (FM) = .524 Area averaged pervious ratio (AP) = .854 Program is now starting with MAIN STREAM NO. 2 ++++++++++++.....++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.10 to Point/Station 11.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) 56.0 Pervious ratio(AP) =- .600 Max loss rate(FM)= .4400n/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1021.50(Ft.) Downstream elevation = 1008.00(Ft.) Elevation difference = 13.50(Ft.) Slope = .01350 S(%) = 1.35 Tc = K( .412)*[(Length^3)/(Elevation Change)?^0.2 Initial area time of concentration = 15.447 min. 10.00 Year computed rainfall intensity = 1.986 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .700 Subarea runoff = 4.731(CFS) Total initial stream area = 3.40(Ac.) Pervious area fraction = .600 File DSK9:DR10.OUTC216,07 printed on 06 -Dec_ -89 t0:43:57 Initial area FM value = .440(In/Hr) Page 49 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 12.00 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** ---------------------------------------------------------------------------- Upstream Elevation = 1008.00(Ft.) Downstream Elevation = 1006.00(Ft.) Street Length = 280.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfal.l Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break .020 _ .020 1 12.00(Ft.> .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .407(Ft.) Average Velocity = 2.163(Ft/S) 5.00(Ft.) 5.427(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 15.61(Ft.) Flow Velocity = 2.16(Ft/S) Depth*Velocity = .88 Travel time = 2.16 min. TC = 17.60 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 1.837 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Effective Runoff Coefficient used for area (C1=GIA) is C = .684 Subarea runoff = .798(CFS) for 1.00(Ac.) Total runoff = 5.529(CFS) Total area = 4.40(Ac.) Area averaged FM value = .440(In/Hr) Depth of flow = .409(Ft.) Average Velocity = 2.174(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 15.72(Ft.) Flow Velocity = 2.16(Ft/S) Depth*Velocity = .89 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 12.00 *** CONFLUENCE OF MINOR STREAMS *** 7i le DSK9:DR10.OUTC216,01 printed on 06 -Dec -89 10:44:13 10.00 Year computed rainfall intensity = 1.837 In/Hr ALONG THE VAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(mi.n.) = 17.60 Rainfall intensity (in./hr/) = 1.84 Total flow area (Acres) = 4.40 Total runoff (CFS) at confluence point = 5.53 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 Page 50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++......+++++++++ Process from Point/Station 12.20 to Point/Station 12.00 *** INITIAL AREA EVALUATION ** --------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 950.00(Ft.) Upstream elevation = 1012.50(Ft.) Downstream elevation = 1006.00(Ft.) Elevation difference = 6.50(Ft.) Slope = .00684 S(%) = .68 Tc = K( .412)*C(Length^3)/(Elevation Change) ]^0.2 Initial area time of concentration = 1.7.336 min. 10.00 Year computed rainfall intensity = 1.854 In/Hr Effective Runoff Coefficient used for total area (G=CIA) is C = .686 Subarea runoff = 4.833(CFS) Total initial stream area = 3.80(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++......++++++++++++++++++.....++ Process from Point/Station 12.20 to Point/Station 12.00 *** CONFLUENCE OF- MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ------------------------------------------------------------------•------------ 10.00 Year computed rainfall intensity = 1.854 In/Hr ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(min.) = 17.34 Rainfall intensity (in./hr/) = 1.85 Total flow area (Acres) = 3.80 Total runoff (CFS) at confluence point = 4.83 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 File DSK9:DR10.OUTC216,03 printed on 06 -Dec -89 10:44:30 Confluence information: Page 5t Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 5.53 17.60 ---------------------------------------- 1.837 -------- 2 4.83 17.34 1.854 0SMX (1) _ +1.000*1.000* 5.5) + .988*1.000* 4.8) = 10.304 QSMX (2) _ +1.012* .985* 5.5) +1.000*1.000* 4.8) = 10.344 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 5.53 4.83 Possible confluenced flow values are: 10.30 10.34 Individual Stream Area values are: 4.40 3.80 Effective Total Area values are: 8.20 8.13 Computed confluence estimates are: Runoff(CFS) = 10.34 Time(min.) = 17.336 Effective area as adjusted for time (Acres) = 8.13 Total main stream study area (Acres) = 8.20 Total study area average pervious area fraction(AP) _ .600 Total study area average soil loss rate(FM) _ .440 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++*++++ Process from Point/Station 12.20 to Point/Station 12.00 *** CONFLUENCE OF MAIN STREAMS *** --------------------------------------------------------------------------- ------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 1.854 In/Nr The flow values used for the stream: 2 are: Time of concentration(min.) = 17.34 Rainfall intensity (in./hr/) = 1.85 Total flow area (Acres) = 8.13 Total runoff (CFS) at confluence point = 10.34 Area averaged loss rate (FM) _ .440 Area averaged pervious ratio (AP) _ .600 Program is now starting with MAIN STREAM NO. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.00 to Point/Station 11.00 *** INITIAL AREA EVALUATION *** File DSK' : DR10. OUTS 216, 0] printed on 06 -Dec -89 10:44:46 Decimal Fraction Soil Groep A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = _000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .4400n/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 925.00(Ft.) Upstream elevation = 1015.60(Ft.) Downstream elevation = 1008.00(Ft.) Elevation difference = 7.60(Ft.) Slope = .00822 S(%) = .82 Tc = K( .412)*C(Length^3)/(Elevation Change) ].^0.2 Initial area time of concentration = 16.536 min. 10.00 Year computed rainfall intensity = 1.907 In/Hr Effective Runoff Coefficient used for total area Q=CIA) is C = .692 Subarea runoff = 4.619(CFS) Total initial stream area = 3.50(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) page 5? +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++..f++++++++++++++ Process from Point/Station 11.00 to Point/Station 12.00 *** STREET FLOW TRAVEL TIME + SUBARFA FLOW ADDITION *** Upstream Elevation = 1008.00(Ft.) Downstream Elevation = 1006.00(Ft.) Street Length - 275.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break _ .020 .020 1 12.00(Ft.) .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .391(Ft.) Average Velocity = 2.098(Ft/S) 5. 00 (Ft. ) 4.751(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 14.81(Ft.) Flow Velocity = 2.10(Ft/S) Depth*Velocity = .82 Travel time = 2.19 min. TC = 18.72 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 1.770 In/Hr Decimal Fraction Soil Group A = .000 File DSK9:DR10.OUTC216,01 printed on 06 -Dec -89 10:45:02 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soi1(AMC 2) = 56.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .073(In/Hr) The Area added to the existing stream causes a a lower flow rate of 0 = 4.494(CFS) therefore the upstream flow rate of 0 = 4.619(CFS) is being used. Effective Runoff Coefficient used for area (0=CIA) is C = .686 Subarea runoff = .000(CFS) for .20(Ac.) Total runoff = 4.619(CFS) Total area = 3.70(Ac.) Area averaged FM value = .421(In/Hr) Depth of flow = .388(Ft.) Average Velocity = 2.081(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 14.66(Ft.) Flow Velocity = 2.10(Ft/S) Depth*Velocity = .81 Page 03 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to Point/Station 12.00 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 1.770 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 1 are: Time of concentration(min.) = 18.72 Rainfall intensity (in./hr/) = 1.77 Total flow area (Acres) = 3.70 Total runoff (CFS) at confluence point - 4.62 Area averaged loss rate (FM) = .421 Area averaged pervious ratio (AP) = .573 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.30 to Point/Station 12.00 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 640.00(Ft.) Upstream elevation = 1011.50(Ft.) Downstream elevation = 1006.00(Ft.) Elevation difference = 5.50(Ft.) Slope = .00859 S(X) = .86 .440(In/Hr) File DSK9:DR10.OUTC216,01 printed on 06 -Dec -89 10:45:20 Pa9P 54 Tc = K( .412)*[(Length^3)/(Elevation Change))^0.2 Initial area time of concentration = 14.143 rein. 10.00 Year computed rainfall intensity = 2.094 In/Hr Effective Runoff Coefficient used for total area (Cl=CIA) is C = .711 Subarea runoff = 2.828(CFS) Total initial stream area = 1.900C.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) ++++++++++++++++++++++++-i•++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.30 to Point/Station 12.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** --------------------------------------------------- 10.00 Year computed rainfall intensity = 2.094 In/Hr ALONG THE MAIN STREAM NUMBER: 3 The flow values used for the stream: 2 are: Time of concentration(min.) = 14.14 Rainfall intensity (in./hr/) = 2.09 Total flow area (Acres) = 1.90 Total runoff (CFS) at confluence point = 2.83 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (Ap) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 4.62 18.72 --------------------------------------- 1.770 2 2.83 14.14 2.094 QSMX (1) = +1.000*1.000* 4.6) + .804*1.000* 2.8) = 6.893 QSMX (2) = +1.240* .755* 4.6) +1.000*1.000* 2.8) - 7.157 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 4.62 2.83 Possible confluenced flow values are: 6.89 7.16 Individual Stream Area values are: 3.70 1.90 Effective Total Area values are: 5.60 4.70 Computed confluence estimates are: Runoff (CFS) = 7.16 Time(min.) = 14.143 Effective area as adjusted for time (Acres) = 4.70 Total main stream study area (Acres) = 5.60 File DSh9:DR10.OUTC216,01 printed on 06 -Dec -89 tO:45:35 Page 55 Total study area average pervious area fraction(AP) _ .582 Total study area average soil loss rate(FM) = .427 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.*.f.*++++++++++ Process from Point/Station 12.30 to Point/Station 12.00 *** CONFLUENCE OF MAIN STREAMS *** ------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = 2.094 In/Hr The flow values used for the stream: 3 are: Time of concentration(min.) = 14.14 Rainfall intensity (in./hr/) = 2.09 Total flow area (Acres) = 4.70 Total runoff (CFS) at confluence point = 7.16 Area averaged loss rate (FM) = .427 Area averaged pervious ratio (AP) = .582 Program is now starting with MAIN STREAM NO. 4 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.40 to Point/Station 12.55 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(in/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1038.00 (Ft. ) Downstream elevation = 1022.70(Ft.) Elevation difference = 15.30(Ft.) Slope = .01530 S(x) = 1.53 Tc = h( .412)*E(Length^3)/(Elevation Change)3^0.2 Initial area time of concentration = 15.065 min. 10.00 Year computed rainfall intensity = 2.016 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .703 Subarea runoff = 8.369(CFS) Total initial stream area = 5.90(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.55 to Point/Station 12.70 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation = 1022.70(Ft.) Downstream Elevation = 1010.80(Ft.) File DSK9:DR10.OUTC216,03 printed on 06 -Der_ -8q 10:45:51 Street Length = 820.00 (Ft. ) Curb Height = 6. (In. ) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Break - Slope from Gutter to Grade Break (V/HZ) _ Slope from Grade Break to Crown (V/HZ) .020 = Number of Halfstreets Carrying Runoff = .020 1. Distance from curb to property line = 12.00(Ft.) Slope from curb to property line (V/H7_) _ Gutter width = 1.500(Ft.) .020 Gutter hike from flowline = 1.500(In.) Estimated mean flow rate at MIDPOINT of street = Depth of flow = .452(Ft.) Average Velocity = 3.411(Ft/S) 5. 00 (Ft. ) 11.135(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 17.87(Ft.) Flow Velocity = 3.41(Ft/S) Depth*Velocity = 1.54 Travel time = 4.01 min. TC = 19.07 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 1.750 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) _ .600 Max loss rate(FM)= .440(ln/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .674 Subarea runoff = 3.185(CFS) for 3.90(Ac.) Total runoff = 11.555(CFS) Total area = 9.80(Ac.) Area averaged FM value = .440(In/Hr) Depth of flow = .457(Ft.) Average Velocity = 3.451(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 18.00(Ft.) Flow Velocity = 3.41(Ft/S) Depth*Velocity = 1.56 Page 56 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.55 to Point/Station 12.70 *** CONFLUENCE OF MINOR STREAMS *** ------------------------------------ 10.00 Year computed rainfall intensity = 1.750 In/Hr---------------- ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 1 are: Time of concentration(min.) = 19.07 Rainfall intensity (in./hr/) = 1.75 Total flow area (Acres) = 9.80 File DSK9:DR10.OUTE216,03 printed on 06 -Dec -89 10:46:06 Page 57 Total runoff (CFS) at confluence point = 11.55 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.60 to Point/Station 12.55 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group Ii = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) _ 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(ln/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 970.00(Ft.) Upstream elevation = 1038.00(Ft.) Downstream elevation = 1022.70(Ft.) Elevation difference = 15.30(Ft.) Slope = .01577 S(X) = 1.58 Tc = K( .412)*E(Length^3)/(Elevation Change))^0.2 Initial area time of concentration = 14.792 min. 10.00 Year computed rainfall intensity = 2.039 In/Hr Effective Runoff Coefficient used for total area ((1=CIA) is C = .706 Subarea runoff = 4.316(CFS) Total initial stream area = 3.00(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.55 to Point/Station 12.50 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Upstream Elevation = 1022.70(Ft.) Downstream Elevation = 1010.80(Ft.) Street Length = 820.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 18.00(Ft.) Distance From Crown to Crossfall Grade Slope from Gutter to Grade Break (V/HZ) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = Slope from curb to property line (V/HZ) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Break = 5.00(Ft.) .020 _ .020 1 12.00(Ft.) .020 Estimated mean flow rate at MIDPOINT of street = Depth of flow = .381(Ft.) Average Velocity = 2.887(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 14.31(Ft.) 6.114(CFS) File DSh9:DR10.OUTC216,07 printed on 06 -Dec -89 10:46:23 Flow Velocity = 2.89(Ftt/S) Travel time = 4.73 min. Adding Area Flow To Street Depth*Velocity = 1.10 TC = 19.53 min. 10.00 Year computed rainfall intensity = 1.726 In/Hr Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group P = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(ln/Hr) Effective Runoff Coefficient used for area (fl=CIA) is C = .670 Subarea runoff = 2.048(CFS) for 2.50(Ac.) Total runoff = 6.363(CFS) Total area = 5.50(Ac.) Area averaged FM value = .440(In/Hr) Depth of flow = .385(Ft.) Average Velocity = 2.917(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 14.53(Ft.) Flow Velocity = 2.89(Ft/S) Depth*Velocity Page 58 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.55 to Point/Station 12.70 *** CONFLUENCE OF MINOR STREAMS *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 1.726 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 2 are: Time of concentration(min.) = 19.53 Rainfall intensity (in./hr/) = 1.73 Total flow area (Acres) = 5.50 Total runoff (CFS) at confluence point = 6.36 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.75 to Point/Station 12.70 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group K = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1000.00(Ft.) File DSK9•DR10.OUTCCI6,01 printed on 06 -Dec -89 10:46:40 Page 59 Upstream elevation = 1028.00(Ft.) Downstream elevation = 1010.80(Ft.) Elevation difference = 17.20(Ft.) Slope = .01720 SW = 1.72 Tc = K( .412)*C(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 14.716 min. 10.00 Year computed rainfall intensity = 2.045 In/Hr Effective Runoff Coefficient used for total area (C1=CIA ) is C = .706 Subarea runoff = 4.910(CFS) Total initial stream area = 3.40(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) ++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++... Process from point/Station 12.75 to point/Station 12.70 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- -------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.045 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 3 are: Time of concentration(min.) = 14.72 Rainfall intensity (in./hr/) = 2.05 Total flow area (Acres) = 3.40 Total runoff (CFS) at confluence point = 4.91 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 12.76 to point/Station 12.70 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group D = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .440(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 1000.00(Ft.) Upstream elevation = 1027.50(Ft.) Downstream elevation = 1010.80(Ft.) Elevation difference = 16.70(Ft.) Slope = .01670 S(x) = 1.67 Tc = K( .412)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 14.803 min. 10.00 Year computed rainfall intensity = 2.038 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .706 Subarea runoff = 5.463(CFS) Total initial stream area = 3.80(Ac.) Pervious area fraction = .600 Initial area FM value = .440(In/Hr) i le DSK9: DR10. OUTC216, 0_l printed on 06 -Dec -89 10:46: 59 Page 60 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.76 to point/Station 12.70 *** CONFLUENCE OF MINOR STREAMS *** ----------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.038 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 4 are: Time of concentrati.on(min.) = 14.80 Rainfall intensity (in./hr/) = 2.04 Total flow area (Acres) = 3.80 Total runoff (CFS) at confluence point = 5.46 Area averaged loss rate (FM) = .440 Area averaged pervious ratio (AP) = .600 +f+t++..............t+t+t+.........++++t+.... ............. F............... Process from Point/Station 61.00 to Point/Station 12.70 *** USER DEFINED FLOW INFORMATION AT A POINT *** 10.00 Year computed rainfall intensity = 2.036 In/Hr User specified values are as follows TC = 14.83 (Min.) Rain Intensity = 2.04 (In/Hr) Total Area = 114.80 (Ac.) Total Runoff = 151.35 (GFS) Area maximum loss rate - FM = .514 (In/Hr) SCS Curve Number(AMC II) = 57.7 Adjusted SCS Curve Number for AMC 2 = 57.7 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.00 to point/Station 12.70 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.036 In/Hr ALONG THE MAIN STREAM NUMBER: 4 The flow values used for the stream: 5 are: Time of concentration(min.) = 14.83 Rainfall intensity (in./hr/) = 2.04 Total flow area (Acres) = 114.80 Total runoff (CFS) at confluence point = 151.35 Area averaged loss rate (FM) = .514 Area averaged pervious ratio (AP) = .722 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ----------------------------------------------------------------------------- 1 11.55 19.07 1.750 2 6.36 19.53 1.726 3 4.91 14.72 2.045 4 5.46 14.80 2.038 File DSK9:DR10.OUTC216,07 printed on 06 -Dec -89 10:47:15 Page Al 5 151.35 14.83 2.036 QSMX(1) = +1.000*1.000* 11.6) +1.019* .977* 6.4) + . 81 /677�� * 1 .0y 00y * 4.9) + . 820*1. 000* 5. J) + .813*1.000* 151.4) 149.374 Q S M X ( 2) ) = + .981*1.000* 11.6) +1.000*1.000* 6.4) + .801*1.000* 4.9) i' .805*1.000* 5.5) + .797*1.000* 151.4) 146.585 QSMX (3) = +1.225* .772* 11.6) +1.248* .754* 6.4) +1.000*1.000* 4.9) +1.005* .994* 5.5) +1.006* .992* 15]..4) = 178.394 OSMX (4) = +1.219* .776* 11.6) +1.243* .758* 6.4) + .995*1.000* 4.9) +1.000*1.000* 5.5) +1.001* .998* 151.4) 178.580 QSMX(5) = +1.218* .778* 11.6) +1.241* .760* 6.4) + .994*1.000* 4.9) + .999*1.000* 5.5) +1.000*1.000* 151.4) = 178.627 Rainfall intensity and time of concentration used for 5 streams. Individual stream flow values are: 11.55 6.36 4.91 5.46 151.35 Possible confluenced flow values are: 149.37 146.59 178.39 178.58 178.63 Individual Stream Area values are: 9.80 5.50 3.40 3.80 114.80 Effective Total Area values are: 137.17 137.30 132.80 133.57 133.80 Computed confluence estimates are: Runoff(CFS) = 178.63 Time(min.) = 14.830 Effective area as adjusted for time (Acres) = 133.80 Total main stream study area (Acres) = 137.30 Total study area average pervious area fraction(AP) _ .702 Total study area average soil loss rate(FM) = .502 File DSK9:DR10.OUTE216,03 printed on 06 -Dec -89 10:47:24 Page 62 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.70 to Point/Station 12.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) �** Upstream point elevation = 1010.80(Ft.) Downstream point elevation = 1006.00(Ft.) Flow length = 750.00(Ft.) Manninqs N = .013 No. of pipes = 1 Required pipe flow = 178.627(CFS) Nearest Pipe Diameter = 57.00(In.) Calculated Individual Pipe flow = 178.627(CFS) Normal flow depth in pipe = 45.84(ln.) Flow top width inside pipe = 45.23(In.) Velocity = 11.69(Ft/S) Travel time = 1.07 min. TC = 15.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++f++++.+++++++ Process from Point/Station 12.70 to Point/Station 12.00 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 10.00 Year computed rainfall intensity = The flow values used for the stream: 4 are: Time of concentration(min.) = 15.90 Rainfall intensity (in./hr/) = 1.95 Total flow area (Acres) = 133.80 Total runoff (CFS) at confluence point Area averaged loss rate (FM) = .502 Area averaged pervious ratio (AP) = .702 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 231.67 2 10.34 3 7.16 4 178.63 QSMX (1 ) = +1.000*1.000* + .978*1.000* + .836*1.000* + .910*1.000* = 410.321 QSMX (2) = +1.024* .972* +1.000*1.000* + .856*1.000* + .932*1.000* 413.531 QSMX (3) = +1.210* .793* +1.170* .816* 17.84 1.822 17.34 1.854 14.14 2.094 15.90 1.952 231.7)- 10.3) 7.2) 178.6) 231.7) 10.3) 7.2) 178.6) 231.7) 10.3) 1.952 In/Hr 178.63 File DSK9:DR10.OUTE216,03 printed on 06 -Dec -89 10:47:40 +1.000*1.000* 7.2) +1.098* .890* 178.6) 413.670 QSMX(4) = +1.101* .891* 231.7) +1.070* .917* 10.3) + .915*1.000* 7.2) +1.000*1.000* 178.6) 422.512 Rainfall intensity and time of concentration used for 4 MAIN streams. Individual stream flow values are: 231.67 10.34 7.16 170.63 Possible confluenced flow values are: 410.32 413.53 413.67 422.51 Individual Stream Area values are: 172.22 8.13 4.70 133.80 Effective Total Area values are: 318.85 313.96 266.85 299.42 Computed confluence estimates are: Runoff(CFS) = 422.51 Time(min.) = 15.899 Effective area as adjusted for time (Acres) = 299.42 Total main stream study area (Acres) = 318.85 Total study area average pervious area fraction(AP) _ .780 Total study area average soil loss rate(FM) = .511 Page 63 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.00 to Point/Station 13.00 *** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) �** Upstream point elevation = 1006.00(Ft.) Downstream point elevation = 1004.00(Ft.) Flow length = 250.00(Ft.) Mannings N = .013 No. of pipes = 1 Required pipe flow = 422.512(CFS) Nearest Pipe Diameter = 75.00(In.) Calculated Individual Pipe flow = 422.512(CFS) Normal flow depth in pipe = 61.50(In.) Flow top width inside pipe = 57.63(In.) Velocity = 15.69(Ft/S) Travel time = .27 min. TC = 16.16 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.00 to Point/Station 13.00 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 1.933 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 16.16 Rainfall intensity (in./hr/) = 1.93 Total flow area (Acres) = 299.42 File DSK9:DR10.OUTC216,03 printed on 06 -Dec -89 10:47:55 Page 64 Total runoff (CFS) at confluence point = 422.51 Area averaged loss rate (FM) = .511 Area averaged pervious ratio (AP) = .780 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.....++++++++++ Process from Point/Station 13.10 to Point/Station 13.00 *** INITIAL AREA EVALUATION *** --------------------------------------------------------------------------- Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = 1.000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 COMMERCIAL subarea type SCS Curve Number for Soil(AMC 2) = 56.0 Pervious ratio(AP) = .100 Max loss rate(FM)= .073(T.n/Hr) Subarea is COMMERCIAL Initial subarea flow length = 450.00(Ft.) Upstream elevation = 1006.00(Ft.) Downstream elevation = 1003.00(Ft.) Elevation difference = 3.00(Ft.) Slope = .00667 S(%) = .67 Tc = K( .304)*[(Length^3)/(Elevation Change)]^0.2 Initial area time of concentration = 9.536 min. 10.00 Year computed rainfall intensity = 2.653 In/Hr Effective Runoff Coefficient used for total area (C7=CIA) is C = .875 Subarea runoff = 12.769(CFS) Total initial stream area = 5.50(Ac.) Pervious area fraction = .100 Initial area FM value = .073(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.10 to Point/Station 13.00 *** CONFLUENCE OF MINOR STREAMS *** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** -------------------------------------------------- 10.00 Year computed rainfall intensity = 2.653 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used -for the stream: 2 are; Time of concentration(Min.) = 9.54 Rainfall intensity Qn./hr/) = 2.65 Total flow area (Acres) = 5.50 Total runoff (CFS) at confluence point = 12.77 Area averaged loss rate (FM) = .073 Area averaged pervious ratio (AP) = .100 Confluence information: Stream runoff Time Intensity Number (CFS) (rein.) (inch/hour) 1 422.51 16.16 1.933 2 12.77 9.54 2.653 QSMX (1 ) = File DSK9:DR10.OUTE216,01 printed on 06 -Dec -89 10:48:15 +1.000*1.000* 422.5) + .721*1.000* 12.8) 431.717 QSMX (2) = +1.506* .590* 422.5) +1.000*1.000* 12.8) 388.225 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 422.51 12.77 Possible confluenced flow values are; 431.72 388.22 Individual Stream Area values are: 99.42 5.50 Effective Total Area values are: 304.92 182.14 Computed confluence estimates are: Runoff(CFS) = 431.72 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) 16.165 (Acres) = 304.92 = 304.92 Total study area average pervious area fraction(AP) _ .767 Total study area average soil loss rate(FM) = .503 Page 65 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.00 to Point/Station 13.00 *** CONFLUENCE OF MINOR STREAMS *** 10.00 Year computed rainfall intensity = 1.933 In/Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 16.16 Rainfall intensity (in./hr/) = 1.93 Total flow area (Acres) = 304.92 Total runoff (CFS) at confluence point = 431.72 Area averaged loss rate (FM) = .503 Area averaged pervious ratio (AP) = .767 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.00 to Point/Station 42.00 *** USER DEFINED FLOW INFORMATION AT A POINT *** 10.00 Year computed rainfall intensity = 2.207 In/Hr User specified values are as follows TC = 12.96 (Min.) Rain Intensity = 2.21 (In/Hr) Total Area = 70.90 (Ac.) Total Runoff = 96.41 (CFS) Area maximum loss rate - FM = .568 (In/Hr) SCS Curve Number(AMC II) = 60.9 Adjusted SCS Curve Number for AMC 2 = 60.9 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ File DSK9:DR10.0UTE216,0J printed on 05 -Dec -89 10:48:33 Page 66 Process from Point/Station 41.00 to Point/Station 42.00 *** CONFLUENCE OF MINOR STREAMS** --------------------------------------------------------------------------- *** Compute Various Confluenced Flow Values *** ----------------------------------�--------------�------ 10.00 Year computed rainfall intensity = _. x.07 T.n/Fir ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 12.96 Rainfall intensity (in./hr/) = 2.21 Total flow area (Acres) = 70.90 Total runoff (CFS) at confluence point = 96.41 Area averaged loss rate (FM) = .568 Area averaged pervious ratio (AP) = .852 Confluence information: Stream runoff Time Intensity Number (CFS) -------------------------------------------------------------------------------- (min.) (inch/hour) 1 431.72 16.16 1.933 2 96.41 12.96 2.207 QSMX (1) = +1.000*1.000* 431.7) + .833*1.000* 96.4) = 512.003 OSMX(2) = +1.192* .802* 431.7) +1.000*1.000* 96.4) = 508.862 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 431.72 96.41 Possible confluenced flow values are: 512.00 508.86 Individual Stream Area values are: 304.92 70.90 Effective Total Area values are: 375.82 315.36 Computed confluence estimates are: Runoff(CFS) = 512.00 Time(min.) Effective area as adjusted for time Total main stream study area (Acres) 16.165 (Acres) = 375.82 375.82 Total study area average pervious area fraction(AP) _ .783 Total study area average soil loss rate(FM) _ .515 End of computations, total study area = 404.40(Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) _ .782 AREA AVERAGED SCS CURVE NUMBER = 60.4 File DSh9:DRJ.O.OUTC-7)16,Ol printed on 06 -Dec -99 10:48:48 Page 67 ADJUSTED SCS CURVE NUMBER FOR AMC 2 = 60.4 A,. —7WC�I' ✓u/cvrf Q r Park _ -_ •--------•--- Well. 11 TH i ..... 7TH q .. _. s(ACE / 50" ��* d T11,11 Rr�114 s(ACE / 50" CIVIL ENGINEERING _ LAND SURVEYING LAND PLANNING 646H W 9TH ST . `UPLAND CA 91766 . 1]1 41 946-9919 IN THE CITY OF FONTANA AUGUST 1989 TENTATIVE TRACT IVO. 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