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Home My WebLink AboutDuncan Canyon/I 15 Interchange .. F THE O 'ci•C*4I O O w ;,,," I . t.. ig *{ A .. r1 Preliminary DRAINAGE REPORT FOR CONSTRUCTION ON INTERSTATE HIGHWAY IN SAN BERNARDINO COUNTY IN FONTANA FROM 10.32 PM NORTH TO 11.44 PM NORTH OF DUNCAN CANYON ROAD DISTRICT 8, INTERSTATE 15 08 SBd -8 PM 10.32/11.44 EA OH1300 Submitted to: STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATON DISTRICT 8 Project Management & Design Oversight Submitted by: City of Fontana Prepared by: IAN LIM & NASCIMENTO ENGINEERING CORP 12 Mauchly, Bldg L, Irvine, CA 92618 Contact: Portia Gonzalez, PE Tel: (949) 450 -2800 x 207 June 20, 2007 TABLE OF CONTENTS 1. INTRODUCTION 2. BASIN CHARACTERISTICS " 3. OFF -SITE DRAINAGE 4. ON -SITE DRAINAGE 5. EXISTING AND PROPOSED DRAINAGE FACILITIES 6. PROPOSED IMPROVEMENTS 7. DISCUSSION 8. SUMMARY OF RESULTS 9. APPENDIX A - HYDROLOGIC DATA 10. APPENDIX B - HYDROLOGY CALCULATIONS 11. APPENDIX C - HYDAULIC CALCULATIONS 12. APPENDIX D - DRAINAGE MAPS Drainage Report: Interstate 1 -15 and Duncan Canyon Road, Fontana, California 1. INTRODUCTION The City of Fontana, in conjunction with the California Department of Transportation District 8, and the Federal Highway Administration (FHWA), proposes to construct an interchange between the Duncan Canyon Road and Interstate 15 (also referred to as the Project from here forth). The Project site is located within the City of Fontana. The I- a. 15/Duncan Canyon Road Interchange improvements limits extend north and south of Duncan Canyon Road along the I -15 0.65 (PM 10.32) mile south of and 0.45 mile (PM 11.44) north. The improvements also incorporate a section of Duncan Canyon Road between sections of Lytle Creek Road and its connections to Duncan Canyon Road. The construction limits incorporate approximately 72 acres however the addition of areas tributary contributes to a drainage boundary of nearly 90 acres. The Project location is also illustrated in Figure 1 on the following page. This report has been developed to examine the offsite and onsite drainage areas tributary to the existing and proposed onsite drainage systems within the boundary of the improvements. This report will establish and assist in the design of drainage facilities that comply with Caltrans design criteria and standards, standards established by City of Fontana, as well as those established by San Bernardino Flood Control. Hydrologic and hydraulic calculations have been performed, including the following: 1. Hydrologic computations to determine onsite runoff flows in the event of a 25- . year frequency storm. 2. Hydraulic computations to determine inlet locations. 3. Hydraulic computations to determine drainage facilities. This report uses the Master Storm Drain Plan established by the City of Fontana as a basis for its hydrologic computations and analysis. Therefore off -site flows will be evaluated and accounted for by this report. Page 1 of 11 A. Drainage Report: Interstate I -15 and Duncan Canyon Road, Fontana, California du Figure 1: Vicinity Map ar ..;:tduolvEs -fdc -, or. PROJECT SITE• : , .1 4. ; Q` 1 Y . cum d "ad // I ; Co„Ne Cemyo» f Ot.1Can • Rd k.,_ ` S V tl Y Ave j ' -- y „ t ; Bps Or N Me . i to mow mid j i'" , i 1: IR ' sie ! / t i +am '( s or RWg.Or / tS d i �� Ave ,+"P` of .�y 3 Sum AY r T s . s ,- -Auiaitek Ore 4ZQO8MwQueet,tnc - -_. ,,,,f ,. , , 4 ._. - - 49406 VTEC mu 'a w NTS Ai is I -15 /DUNCAN CANYON ROAD INTERCHANGE " DRAINAGE REPORT VICINITY MAP UNly 12 MAUCHLY, BLDG. L FIGURE 1 ""' IRVINE, CA 92618 .r TELEPHONE (949) 450 -2800 Page 2 of11 Drainage Report: Interstate I -15 and Duncan Canyon Road, Fontana, California 2. BASIN CHARATERISTICS Topography and Land Use The Project is situated at the base of the San Bernardino Mountains which accounts for the natural terrain slopes from northeast to southwest at a varying slope of one to five percent. The climate is consistent with high desert which produces mild winters (30 ° -60° F) and hot summers (50 F). The area receives approximately 15 inches of rain per year. The current land use for the Project is open space, and is zoned for Planned Community Residential (R -PC) to the west of the I -15 and Regional Mixed Use Commercial (R -MU) to the east of the I -15. Residential housing development has already begun to the west of the interchange, as well as several planned residential and commercial developments in all four quadrants. The Project is primarily located in flood Zone X as illustrated by the FIRM map provided on the following page (Figure 2). A small portion of the proposed northbound on -ramp will impact the limits of flood Zone A as shown in Figure 2. In all actuality this area is no longer a part of Zone A due in large part to the reconstruction of Lytle Creek. The improvements to Lytle Creek reduce the area of Zone A and hence create no impact to this project. As a part of Zone X the project will be impacted most by the 500 year flood and will have 100 -year flood depths of less than one foot. Major Facilities There are numerous facilities within the Project boundary. Run -off sheet flows to earthen channels with drop structures as well as improved channels and is directed downstream. To the west of the project is the Hawker Crawford Channel, which is the main conveyor of flow. North and south of Duncan Canyon Road the Hawker Crawford Channel is a trapezoidal channel, and crossing under Duncan Canyon Road the Channel transitions to a double 14'x8' reinforced concrete box. The earthen channels within the boundary of the Page 3 of 11 Drainage Report: Interstate 1 -15 and Duncan Canyon Road, Fontana, California project eventually all make their way to the Hawker Crawford Channel. The Hawker Crawford Channel then flows into the San Sevaine Channel. The Master Storm Drain Plan, as set forth by the City of Fontana, calls for a RCB mainline to run east of the Hawker - Crawford Channel under the I -15 to capture flows to the north and east. The proposed storm drain has been designated as Line "A ", and is scheduled to be constructed prior to the start of construction for this project. Additionally ° Line "A4" is a proposed trapezoidal channel to follow the east right of way of the I -15. The design flow and flow rate for Line "A" and "A4" was created by AEI CASC Engineering in conjunction with the Master Storm Drain Plan. The City plans to build Line "A" from the Hawker Crawford Channel to east Interchange Project boundary. The future extension of the line to the east will be the responsibility of developers to those areas. 3. Hydrology This report contains the hydrology for each of the drainage areas, the calculation sheets for determining the catch basin widths, the hydraulic calculations for sizing the pipes, and a cost estimate. The actual data and calculations can be found in Appendices A, B, and C. • Using the San Bernardino County Hydrology Manual, the l0yr -lhr (1.1 in/hr) isohyetals and 100yr -lhr (1.6 in/hr) isohyetals were plotted on Figure D -2 (located in Appendix A) and used to determine the 25yr -lhr rainfall intensities. See Figures B -3 and B -4 in Appendix A. • The hydrology for the Duncan Canyon Road and I -15 traffic lane use the 25 -yr storm intensities for storm drain mainlines. The 10 -yr storm intensity was used to evaluated the interchange ramps, and the 50 -yr storm intensity was used to evaluate areas in a sump condition. Page 4of11 r j _ _____ --is\ Ili/ ; W 1 .1 ; i l l 0 E eb MS .i � � tu 6% i It a ,„ i i t 11111 i 1/ E l < ts I se / — g v., � w Illit w : ca— cel = 920 8 irjx...,!; ": 111 : . ..t‘. - .. :f ! i./:.'41) --- t A! A a CI 11 !.ti \ r��. ,• <..,.MV u� v aril nee `� % '"�' *- : '''' cct 1 P *it r1 V O 5 b a 44 *OM U al 0 44 441 0 C3 vin 44 415 Z , m „if" .y0 og Q z z X 0 ch z a, N Y 0 tr 0 411 � o 0 0 w 0. 0 N to .5cd Drainage Report: Interstate I -15 and Duncan Canyon Road, Fontana, California • The soil type for the project area was determined for the north side of Duncan Canyon Road to be made up of Soil Type `B', and south of Duncan Canyon Road to be Soil Type `A'. See Figure C -13 in Appendix A. • The rational method from the SBCFCD Hydrology Manual (1986) and the Caltrans design criteria were used in determining the runoff generated by the sub - areas. • The hydrologic calculations for the on -site area were established using the rational method and are based on a 25 -year frequency storm event to determine the flooded width and the inlet location. • Time of concentration (tc) for initial areas is based on the SBCFCD's manual nomograph. The nomograph is based on the Kirpich formula which relates an initial sub -area Tc to sub -area slope and development type. In all cases a minimum Tc of five minutes was used per Caltrans critieria. • Calculations were performed using the Civilcadd/Civildesign Engineering software, © version 3.4. Assumptions The main assumptions for this report are as follows: • The AEI CASC Study as well as the Master Storm Drain Plan mentioned above are valid and applicable in terms of tributary areas and established nodes of concentration. • The Project can only be responsible for areas directly tributary to the Project itself. • Those facilities mentioned in the AEI CASC study and the Master Storm Drain Plan are representative of future improvements if those improvements have not already been constructed. Page 6of11 Drainage Report: Interstate I -15 and Duncan Canyon Road, Fontana, California 4. OFF-SITE DRAINAGE The off -site drainage can be separated into quadrants created by the intersection of Duncan Canyon Road and the I -15. The northwest quadrant flows from the neighboring mountains southeast toward the I -15. These flows are intercepted by the Hawker- _ Crawford Channel and then carried downstream and discharged into the San Sevaine Channel. Those flows not captured by the Hawker Crawford Channel are intercepted at various points of concentration along the I -15 north of the project. These flows are routed under the freeway via culverts and released into the northeast quadrant. The northeast quadrant flows to the south toward Duncan Canyon Road. Currently the flows channelize and flow along the east side of the I -15 until reaching Duncan Canyon Road where flow cross under via a culvert. From this point flows continue through the southeast quadrant. The southwest quadrant represents flows south of the Duncan Canyon Road and west of the I -15. Flows from this quadrant are primarily intercepted by the Hawker - Crawford Channel. Flows generated between the Hawker - Crawford and the I -15 utilized a smaller channel along the I -15's west right of way. This channel is routed to the southeast quadrant near the southern border of the project. Flows south of the transition eventually make their way to the Hawker - Crawford Channel. The southeast quadrant intercepts flows from the north and west. Flows generated from this quadrant meet up in various channels spanning the area and generally flow toward the I -15. Near the southern border the project multiple channels confluence and turn toward the east. Flows then flow south and eventually back to the west, under the I -15 and discharge into the Hawker - Crawford Channel. Page 7 of 11 Drainage Report: Interstate I -15 and Duncan Canyon Road, Fontana, California 5. ON-SITE DRAINAGE Drainage maps for the Project indicating the drainage areas and sub -areas tributary to existing and proposed catch basins are included in Appendix D. The on -site drainage is divided into two parts: those areas whose flow is intercepted by Line "A ", and those flows which travel south of the project. Flows intercepted by Line "A" are generated from Areas "A ", "B ", and "E ", all others follow existing drainage courses and eventually reach the Hawker - Crawford Channel as stated above. North of Duncan Canyon Road The on -site area north of the Duncan Canyon Road and including Duncan Canyon itself, > represent areas that drain in the proposed Line "A ". The flows from Area "A" sheet flow to the west right of way to Channel "A ", while flows form Area `B" sheet flow to the east right of way to Channel "B ". Once reaching Line "A ", Channels "A" and "B" are routed into Line "A" via culverts. Flows from Area "E" along Duncan Canyon Road are routed to Line "A" via catch basins and storm drain. Sub -Area "E-3" and "A -4" utilize a retention basin at the downstream edge of Sub -Area "E-3" to detain flows prior to their release into Line "A ". With the construction of the interchange it is also proposed that Channel "A" and `B" be realign and reconstructed as indicated in the "Proposed Improvements" section below. Once flows reach Line "A" they are routed to the Hawker - Crawford Channel. South of the Duncan Canyon Road Areas "F" and "G" shall have no change in flow patterns only a small change in flow quantity generated by the increase in sectional width to accommodate the construction of the interchange ramps. Channels "C" and "D" shall be re- aligned and reconstructed as indicated in the "Proposed Improvements" section below. Sub -Area "D -1" and "D -2" shall utilize the space available by constructing a detention basin at the downstream end Page 8 of 11 Drainage Report: Interstate I -15 and Duncan Canyon Road, Fontana, California of Sub -Area "D -2 ". Once flows reach the basin it shall be detained and released via a metered pipe into the proposed realignment of Channel "D ". 6. Proposed Improvements Alternative 2- Spread Diamond (Type L -2) Interchange (Preferred Alternative) Alternative 2 includes the construction of 4 diamond -type ramps and a new bridge over- ~^ crossing the I -15. Proposed improvements also include the widening of Duncan Canyon Road on both side of the interchange. A hydraulic analysis was conducted for this alternative to size the drainage facilities needed for the new ramps and widened pavement sections. Channels "A ", `B ", "C ", "D" Channels "A ", `B ", "C ", and "D" represent the relocated and reconstructed existing channels currently traversing the project. Channel "A" is located in the northwest quadrant north of Duncan Canyon road between the I -15 and the Lytle Creek Road. With the construction of the southbound off -ramp the channel will be realign along the west side of the southbound off -ramp. Channel "B" is located in the northeast quadrant north of Duncan Canyon Road along the northeast right of way for the I -15. This channel represents what was designated as Line "A4" as a part of the City of Fontana Master Storm Drain Plan. Based on the study performed by AEI CASC in design of Line "A ", Line "A4" will convey approximately 1250 cfs, however in a May 2006 report created by Hall and Foreman for the Ventana Master Plan Development, it was concluded that Line "A -4" would be realign to reach Line "A -3 ". Therefore, the Channel would only be responsible for flows generated within the I -15 right of way. Channel "C" is located in the southwest quadrant along the southwest right of way of the I -15. The Channel will be realigned along the southbound on -ramp. The channel will °•4 Page 9 of 11 Drainage Report: Interstate I -15 and Duncan Canyon Road, Fontana, California begin on the southwest quadrant of the intersection of the I -15 northbound off -ramp and Duncan Canyon Road and continue south to an existing culvert. Form this point it will return to its natural drainage course, flow under the road and meet Channel "D" on the east side. Channel "D" is located in the southeast quadrant along the southeast right of way of the I- . 15. The channel will be realign along the east side of the northbound off -ramp. The channel will begin in the southeast quadrant at the intersection of the northbound off- ramp and Duncan Canyon Road. From that point it will continue south along the ramp until it reaches the existing bend and confluence with Stream "C ". From at this point the channel transition to the existing channel and continue along its existing drainage course. Line "A" Line "A" is a proposed reinforced concrete box storm drain mainline discharging into the Hawker - Crawford Channel near the intersection of Duncan Canyon Road and Coyote Canyon Road. Line "A" shall intercept flows north of Duncan Canyon road. The proposed alignment has been shown on the Drainage Map provided in the appendix. This project proposes several lateral pipe connection to Line "A ". These connections are also shown on the Drainage Map. Line "A" will also serve as the trunk -line for the proposed catch basin along Duncan Canyon Road. 7. DISUSSION The projects proposed improvements will affect the amount of run -off generated by the onsite areas; however the impact does not greatly affect the existing facilities. Inlet locations have been placed in accordance with Caltrans criteria for flooded spread width along streets, ramps and mainline. The inlets have been sized to accommodate the flow generated by the contributing sub -areas. Page 10 of 11 Drainage Report: Interstate 1 -15 and Duncan Canyon Road, Fontana, California The construction of the new ramp interchange does not greatly affect the existing facilities. The current conditions allow for sheet flow to the right of way where drainage swales /channels route flows downstream. The existing grate inlets along the median are not impacted. In all cases where the improvements encounter existing inlets they are to be relocated and their laterals are to be lengthened to allow for proper routing of flows. All inlets shall be place at the downstream confluence of the sub -area. Based on the findings of this report, the Project and the facilities it proposes properly convey and discharge of the generated run -off as to have no adverse affect on the adjoining properties. The details of the hydrology and hydraulic associated with this report can be found in the appendices. Page 11 of 11 • APPENDIX A - HYDROLOGIC DATA t _ . , -� � Q. /,Qa,> :M ^ 1 , . ' •tt 1' 1 • ' z ' 1 1 �I I , Z'I } I :.1 �' : • .� • 1 — — -'o o f ° .. � � --I•' A .�. • aai�,l a•w•�`. .° >_ 1 •• •'j I H v ^ • S . ,q . - • N - I — — i., • — s "]\....�w . --, - - I — ;— • - - -' -' 1. 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FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN IQ-YEAR ONE HOUR • 0.95 AND 100-YEAR CNE HOUR •1.60, 25-YEAR ONE HOUR 21.16". REFERENCE INO A A ATLAS 2, VOLUME it - CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE D-2 as 8.0 s== m =� � �3=+ �imm ��uN= 4 ir 7 ••-=ECM T - ar=tEs = EingsEliNdFallEESINIIIMMENII .. 5 .0 _=._____ ko-m==rar=ingimionwommiffigmfingsmonsmingegma all • ...II...t...w US I wlw .wl�.. .. � 11 zr , : .ew U . IS .M =E ..... • � == wwrn tsu.oYn .�.twt.r..rtw tt.... us= ..w nw11rwISI 1.0.1.w wla.wwl �■\ ...w mil 'wl 3.0 s m r l � =. ri. INmw�..� n s� .ZiCY w"'Ziw�i�Ti � � _ ,.....----._:-.:------,-. gtra=_ w M === -- . :� ' �`z•.= s =.• -::_ - mac= == Z 20 - � - .= = .�_° =ems: :- �_ == • = =.: = -x. _ a . = �- . •.- = _�: = =a::_°.- .r = .....= , r. Wi == =_ z.. t�..rw.. 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M /rM l.Mf ---- ...w1..1.r...Yr.n.U M wlwI..1 n1Ufllfl rfYM.w.I1...1I.Iw rlr .w J 0 _� c - _� - _ _ _s=ue • :__ . _ �.z....-.-,- > »� = scR "c =^ =iii - � w ' r= Vic..'.= _ z_ ��. .�s�. -- _ -- --- - .1.- :_te .. • __ _.c. " 40x6 0: 0. 4 ============.7C--..":=14:.="""'"'" = °� = - z :�s = ---:� : =.n_ »o r.-- nr•- .-- w = - ::: •11.111.111.= ..w.....wYYf..... .•w._ �M:� .. •• `..M. "� • C::: ' . '" ww ...M.N:: . Y emu. 01.11 a 10 • ====:= ..M M∎ • .0 . nom 1.1110 . •00.• N% t r •0 r.w. ::: M.N -•- .. AM .- a. I. - II..= r.. :h . ..►•. Yr.M•'Y........ % 1 M...1Unwwtwl. ..... .. .nn : ::::I I� .tY. M . I.If/w.IlI r.0 NUN .wtw...l.wnll..Il Ma It h' Vm►• n w7 .w rr.InnIlnI w MI* 1.1 n1II1tM ■w...11.UMnn.II ...1..r.l u.w PION w... 11.11 MU \.w.� yun►`.1w1� r.• .. S ...H .I .l.n SIMl l NMI . l.w..wn.n.MM M min =II M .W 1= MOM .w1..w�lY w.- ` \..M_ ......•M .` ts `... nn WN lrw rlr Mwtu .wY f. l n.nu ... urnw... n _ .un Y.M nt w 0.3 O- .- == = 7. ri _: :'�i .- =.. - 's�s__ - - ` E� F�c'_ = _3 '� Emp` aim m at -Rth _ _ =' ter:..':-- :�:�� -- -cam :x..- =" ..fie . m w - _= : :s: -7 :== - -:-�s mow. me. r= lammembaN Err mi .._.�. Y � � . Y r. YrM..�...... w�- ••. ran �/ _.. .. n Mw. YY.. ...w.gq. . R Mw.n . Iy.11 +w • .! w ..,= w •• .Yn 1 � /.I Y...Y .. W .� . . . , �I . ....��: A..I �� 1111 .1 4,41 .1.. _ M• 1r � � t r.i••••l ■•AM•M�mw.l .. =rte: =Y.b rm�.w \. .�.. I.n /fw. r!. BIM �� : w ...javlw�="wm"`iawM.°alull irw�' i �%...,.11.0b'. ....` i' i .. ... NY10.MLM awning mu IJI.IINNIMm...u...u. 1 ena \A \.MI mu H I M Olivia.= arw nail NNW /.e/ww MIY.IIIMMH......m7liwwl MINSI IRA- 11.7% 1 III 111111111111 I/0. 11111111111111111 117T111 I MN 1III s Bunn g ammama u hi u . i / ni / i N. nI��iI � M�� p U/nme. = z. nam $ IIII.I I f gUIeI1I$$ITI °.. Y mMill la NI KIM I mttwuMIMMMMMnmm�l pI wg11MMIMpNIN ii 111111111M.,:. ' n �• I n m a nma muIMI M I IN IIMMIIIM III UMIIIIwIMwMIMIIInUn /I1111.MM1M■MMMMM IMIIIIII OIAMOIIItlI11tH w 0.1 mIMMII MIWIIU/IWNWMwNM IIMI1UIIIINII1 IIMWMMMMUIUIIIIIUn 111 m I. "Nam Ai 2 3 4 5 6 T 8 9 10 20 30 40 50 60 70 80 90 \. STORM DURATION (MINUTES) V" DESIGN STORM FREQUENCY= a YEARS \1 ONE HOUR POINT RAINFALL =_/..12._ INCHES do LOG -LOG SLOPE = O• / PROJECT LOCATION = • Vil SAN BERNARDINO COUNTY INTENSITY - DURATION CURVES HYDROLOGY MANUAL CALCULATION SHEET WM D - FIGURE 0 -3 APPENDIX B - HYDROLOGY CALCULATIONS 4W aid as V. O 00 1- CD CO W 00 CO N NY L0 r 111 o O U) r L0 r M co 0 N a.. M Ns M N co 4 co co r M O NCO N r LA co r 1N C -1 N N CD M OD a MNer' V ct V , - 4 0 4 4 1 0 C ' 4 2 MLACANM MM 4tri u? w LA (0 co 0)) co 0) co 0 co O ti N h 4 co.- co 10 O C) co r- C° Lo 0) 0 O N w a' r4N 46x6 Nr0)MV V'Nr 6 4oci NNr6cri M N 10 2 .2 V M co CO O co o Lo co O Ch a) co 4. ti O U7 M . � N p O co (.0 fl M O 4- 1` {' , .Ur CO r V N r' 6 P') - M r- N M 00 M M 4 1` r.4 M c}' f� M N N . M t 0 " 1- N 1-- V O , 'zr co U) i� r N N U) co O co CO M co O co co O O co O ct r' CO N co N 4 L , O 0) N 00 0) d. co 0) 0) r r N CO r; CO co 10 O O N r r 0) c) o yL0 r - M r o M N r N O e M CO M M 2 O •M N M O Ni N N N •-- N V' N co Cn ; , - co E to' d ti O N 00 0) 0) r- N M N N C CO LA N N P.- r ( : 0) d' O ti CU 0) r 0) 1 0) 0 L N- � r N- CD w O) 0) c'') CO N CO 0 0 0) LAO O a) P.- Co co N 0) CO 0) N 0) 0) 0Q r 0 0 0 ' er O O:CD O O r V O .,- N r 6 ' O r'N - 1` O O O O r .O _ O 0 L' O t M 0) 0) CD 0) c M 10 O r 0) c 0) M r N N OD Nt c M O • 0) M LA M LA N 0, ... CD M M Nt N a) •1- O r . CO N . r ti r 4 4 N - r- O � r 4∎ N P 0) CD r o N N. 0) 1- N .O 1- h C0 0) O ) N N O r r CO V n O 2 , r 0 p CO f- 0) ,7; tR V C O LA 0) CD 1s N NI C4' CO Nr co p CO M N ' •�- 0) r - U7 0) 0) V 1- U) .. . ti OD CO 0) M 0 , 1` N- M L0 N C 1` r O r 0) 0) N- 0 0 .., LA r 0) 0 C0 (0 N 0) U . , 0 0 a) n N C ,� CO .-,1 Oo000O 00000 0 0 (00000 ' 00 00 0 000(010 O „.IIUJ : 0000(0 000001 OO•CO'1 - 000 00000 OOOONr M0 0 V N NMN10(0 , �r►-MC0N'O1` CDO).ij66') - 0 (0c) 0 N _ _ CA ti c' 'I" 0) 1.- 1- U) LA N O O ti 0) CA CD ti co .4 N N O LA N 0) CD 0 t` t` t` ti ti t` ti 1` ti CO N- CO CD CO CO N- ti ti ti N- t` t` CO (0 0 a . r' a r c r c r ,- r r r r r r V- T- c T T- T- c d G E -1 0 o o 0 co 0 0 0 0 0 O O CO 0 0 0 0 0 0 0 0 0 0 0 1- 0 0 W o LA O O 'r O o 0 0 0 0 o d LA 0 0 0 0 0 O O O O r 0 E r- LA t` M N. r p LA 4 4 0) M r-:. 4 O 06 0) ' CO 00 ti M 4 6 4 M N c` N A 1- O C d N O OD 1- CD .1 M V O N - r 00 0) 1- P.- L0 4 N CO CO N CL C O 00 N N N CO OO 1s 1- 1� 1` 1` 1` ti ti Cfl ti Ps ti ti ti ti ti 1\ Q r r r r r ,- r r r r r r r r r r r r r r r r r r r r C4 U, a 0 0 0 0 0 0 0 N M N M 'At LO N M d' N CO 'cY In � L aaa a m mmm m _ @ � .@� ., 6o mp w oo �o • L Q C C C C F...- C C . E C r E • co 0 N N C N 4 (0 co co N 4 10 CO O N' CO OD O O N N er CO OD O CO CO fl O O O O r O o 0 0 r O O o 0 r r r 0 0 0 0 r r r a) 3 a N N N N N 6 M M M M M M 4 V 4 4 III 4 4 • O O p co E E d 6' r CO 10 i - a) M U) 1` 0) r M LA 1` 0) r M r M LA 1` 0) r M L0 N- E 47, O O O O O O O O O O o 0 0 0 0 r r O O O O o r r r r = 0 f l r r r' r r N N CV N N M M M C7 M M M 4 4 4 4 4 4 et 4 4 Q Er m ".` Q m U 0 J71 IA F-- 0 C _ ) to s' co N 0 . - ) ( . 0 r - - (D O (D 00 c N O r O O CO r T O 1... O CD O '71 O V ti N (A r t: (O CO N r • et o N CO N r r M d<- N N ti V Co ,-< to 1.C) CO o ^ N. up to `' (D O) O CO CA 0 r ' t r co &c) r (o `- CD ‘t, ` N C D 0 C)) N N N- O c'). (h CD In Lo d L() r- r- to a ,s_kNMV (ct I- r (\j MAN 4NCO d'Lf)CAM N1 Ni In N ^ O N- N N cc to 4 O) d N ti r 10 'c - N M O M, CO `' V 4 Co N — M 10 CO N _OO 0) 0) O) N N " to 0 v N M.4 N s' r r N M to co M N to M.4 O M" 4 .t • , • '" M M "` ' ti M O •1 ti r 0 co t() (o r ti Co ,r a0titiCO(D t.:l Cn '' 2 00001 Mrtn (O CO 1 .0 r 0 N N M 6 v ' O r N N cM r - M 4 r-: O M M 4 � N ui u) u) u) cn cn u) 0 a) re : OD O N- c C6 , i' ti r c0 r N.. c) d O) (>s (0 4 a) ca , co co ' (o 0 0 , up r N N N N M N 7 to O 0 LC) N O co O O N N 4 " C 0 r r �, 0 0 r (O 5 0 0'r r r : r r r N eii L L L L L % L C 0. 0, , 0 0 0 0 0 0 c •( C C C c - `�— ' 0 •6 0 " O) V N - 2 "- co co) 2- ' d' to 2- ` 0) N f co O 2 , N 'N (4 ^ > r ' up O _ M LO . . - LD (0 .� CO (fl .- r O w v 0 O . x r O N O O - d' (C7 O M 00 O M c0 , 0 r- N O O r CO •• CO ca O CA; ., ti 10 O W N " N- (O N 0 O (I) "t tD (D 10 0 2 0) 4) O) 'mot , O) L) U 15 f- O) 0 0 N N 0 CD I- 0 ( O (O 0 0 01 0 0 0 O) O) C6 (6 0 a)" a) O CD 0 a) 7 7 7 7, D —T— = = = = = = i R 0 O O O O" O O O O O O O O O O O 0 0 00: O Jv) O g ;Iii in cc00 00co0 OOU - NN ^U COCO00 001 CD C N to. ,. �' O • t1� co - ti ti h: CA O N 'O N L Q) v O ti (D co co to d co co to M': d v- 0 _ - CO CO CO I I s 1` ti t•-- I` N- N CO Co _ CO `) C CO O r r r r r r r r r Q) 0 a. 0 N O E ...1 : 0 0 0 O O O O O O O O O O O CI) L Cif W 000 _ 0M 00 00 0o NN CD CD O N i +^' "' tf) N N ' OO 001 N- N a; 00 LC) tf) 00 00 0 O 4 C .- O CA O) (o (o ti co (o (o -d' ti to ti O — 0 . •O ti (O 0 ti ti ti ti N- N_ ti N O CO O L d, r r r ,- r r r r r r r r r r O O w co o E co c") = N tit R a w LL (6 L CO N- N M 4C) CO n ED_ O . a . V @ p p W W co w W W W W � 1.1- C9 U . ¢ c c 'c N H E to 7 E u) 0 7 CCI w O N V CV CO t() ti co to r (V N d' N lf) tf) I l tl) L N N N O O O O 01 0 r r 0 01 0 O C CO N 'a U O � 3 d. . �7• d' 4 (') t1) 1.6 n tl) (O -CO C� y C C C � C cc E ++ r M r r __ 0 01 E C 0) N N 0 0 0 01 O O r O r 0 0 0 E L = c a ' t 4 t to tr) tf) tri to to 1.0 (f) (0 (O ti co 0 Q _ cn O iii c 0 W C7 0 ' I- ( z «., Drainage Report: Duncan Canyon/I -15 Interchange A 10 -year Event: System A San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/15/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * ** Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 1.100 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + +++ +++ +++ + + + + + ++++ Process from Point /Station 1.010 to Point /Station 1.020 * INITIAL AREA EVALUATION * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 742.930(Ft.) Top (of initial area) elevation = 1820.000(Ft.) Bottom (of initial area) elevation = 1791.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.03903 s( %)= 3.90 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.184 min. Rainfall intensity = 3.635(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.882 Subarea runoff = 5.674(cFS) Total initial stream area = 1.770(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.010 to Point /Station 1.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.770(Ac.) Runoff from this stream = 5.674(CFS) Time of concentration = 8.18 min. Rainfall intensity = 3.635(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +++ + + + + + + ++ Process from Point /Station 1.030 to Point /Station 1.040 * * ** INITIAL AREA EVALUATION * * ** ar COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 EAOH1300 Page 1 of 147 Drainage Report: Duncan Canyon/I -15 Interchange .. Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 887.390(Ft.) Top (of initial area) elevation = 1805.500(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 32.500(Ft.) Slope = 0.03662 s( %)= 3.66 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.900 min. - Rainfall intensity = 3.457(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 1.218(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + + + + + + + ++ - Process from Point /Station 1.030 to Point /Station 1.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.400(Ac.) Runoff from this stream = 1.218(CFS) Time of concentration = 8.90 min. "`" Rainfall intensity = 3.457(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) - Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +++ + + + + + + + + + + ++ Process from Point /Station 1.050 to Point /Station 1.060 * * ** INITIAL AREA EVALUATION * * ** - COMMERCIAL subarea type Decimal fraction soil group A = 0.000 - Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 658.380(Ft.) °° Top (of initial area) elevation = 1797.000(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) - Difference in elevation = 24.000(Ft.) Slope = 0.03645 s( %)= 3.65 „* TC = k(0.304) *[(len thA3) /(elevation change)]A0.2 Initial area time of concentration = 7.905 min. Rainfall intensity = 3.711(In /Hr) for a 10.0 year storm - Effective runoff coefficient used for area (Q=KcIA) is C = 0.882 Subarea runoff = 3.667(CFS) Total initial stream area = 1.120(Ac.) Pervious area fraction = 0.100 - Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.050 to Point /Station 1.060 . * * ** CONFLUENCE OF MINOR STREAMS * * ** '. Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.120(Ac.) Runoff from this stream = 3.667(CFS) Time of concentration = 7.91 min. Rainfall intensity = 3.711(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 EAOH1300 Page 2 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.070 to Point /Station 1.080 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ScS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 997.460(Ft.) Top (of initial area) elevation = 1773.000(Ft.) Bottom (of initial area) elevation = 1744.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.02907 s( %)= 2.91 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.766 min. Rainfall intensity = 3.269(In /Hr) far a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.880 Subarea runoff = 2.243(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.090 to Point /Station 1.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1747.500(Ft.) End of street segment elevation = 1744.700(Ft.) Length of street segment = 362.290(Ft.) Height of curb above gutter flowline = 4.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.979(cFS) Depth of flow = 0.355(Ft.), Average velocity = 2.257(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.89(Ft.) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.775(Ft.) Flow velocity = 2.26(Ft /s) Travel time = 2.68 min. TC = 12.44 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Rainfall intensity = 2.827(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 Subarea runoff = 1.400(CFS) for 0.690(Ac.) 4 Total runoff = 3.643(CFS) Effective area this stream = 1.47(Ac.) Total Study Area (Main Stream No. 1) = 4.76(Ac.) Area averaged Fm value = 0.073(In /Hr) EA OH1300 Page 3 of 147 .i Drainage Report: Duncan Canyon/I -15 Interchange Street flow at end of street = 3.643(CFS) . Half street flow at end of street = 3.643(CFS) Depth of flow = 0.384(Ft.), Average velocity = 2.233(Ft/s) - warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.03(Ft.) Flow width (from curb towards crown)= 10.199(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.090 to Point /Station 1.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 1.470(Ac.) - Runoff from this stream = 3.643(CFS) Time of concentration = 12.44 min. Rainfall intensity = 2.827(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 - Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 5.67 1.770 8.18 0.073 3.635 2 1.22 0.400 8.90 0.073 3.457 3 3.67 1.120 7.91 0.073 3.711 °° 4 3.64 1.470 12.44 0.073 2.827 Qmax(1) = - 1.000 * 1.000 * 5.674) + 1.053 * 0.920 * 1.218) + 0.979 * 1.000 * 3.667) + 1.293 * 0.658 * 3.643) + = 13.542 Qmax(2) = 0.950 * 1.000 * 5.674) + 1.000 * 1.000 * 1.218) + `. 0.930 * 1.000 * 3.667) + 1.229 * 0.715 * 3.643) + = 13.220 ..» Qmax(3) = 1.021 * 0.966 * 5.674) + 1.075 * 0.888 * 1.218) + 1.000 * 1.000 * 3.667) + 1.321 * 0.635 * 3.643) + = 13.487 Qmax(4) = 0.773 * 1.000 * 5.674) + 0.814 * 1.000 * 1.218) + 0.757 * 1.000 * 3.667) + «» 1.000 * 1.000 * 3.643) + = 11.797 Total of 4 streams to confluence: Flow rates before confluence point: 5.674 1.218 3.667 3.643 Maximum flow rates at confluence using above data: 13.542 13.220 13.487 11.797 Area of streams before confluence: 1.770 0.400 1.120 1.470 . Effective area values after confluence: 4.225 4.342 4.119 4.760 Results of confluence: Total flow rate = 13.542(CFS) Time of concentration = 8.184 min. "" Effective stream area after confluence = 4.225(Ac.) Study area average Pervious fraction(Ap) = 0.100 4 ' Study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total (this main stream) = 4.76(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.010 to Point /Station 1.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** id . EA OH1300 Page 4 of 147 Drainage Report: Duncan Canyon/I -15 Interchange The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area = 4.225(Ac.) Runoff from this stream = 13.542(Crs) Time of concentration = 8.18 min. Rainfall intensity = 3.635(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) • 1 13.54 4.225 8.18 0.073 3.635 Qmax(1) = 1.000 * 1.000 * 13.542) + = 13.542 Total of 1 main streams to confluence: Flow rates before confluence point: 14.542 Maximum flow rates at confluence using above data: 13.542 Area of streams before confluence: 4.225 Effective area values after confluence: 4.225 Results of confluence: Total flow rate = 13.542(cFS) Time of concentration = 8.184 min. Effective stream area after confluence = 4.225(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total = 4.22(Ac.) End of computations, Total Study Area = 4.76 (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) = 0.100 Area averaged scs curve number = 56.0 10 -year Event: System B San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/15/07 Program License Serial Number 5041 ** * - - -. Hydrology study Control Information * * * * * * * * ** Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 1.100 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 EAOH1300 Page 5 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 2.010 to Point /Station 2.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 777.430(Ft.) Top (of initial area) elevation = 1821.000(Ft.) Bottom (of initial area) elevation = 1792.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.03730 s( %)= 3.73 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.410 min. Rainfall intensity = 3.576(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 3.058(CFS) Total initial stream area = 0.970(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.010 to Point /Station 2.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.970(Ac.) Runoff from this stream = 3.058(CFS) Time of concentration = 8.41 min. Rainfall intensity = 3.576(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.030 to Point /Station 2.040 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 727.050(Ft.) Top (of initial area) elevation = 1800.000(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 27.000(Ft.) Slope = 0.03714 s( %)= 3.71 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2. Initial area time of concentration = 8.195 min. Rainfall intensity = 3.632(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 2.947(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + +++ + + + + + + + ++ Process from Point /Station 2.030 to Point /Station 2.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 2 EA OH1300 Page 6 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Stream flow area = 0.920(Ac.) Runoff from this stream = 2.947(CFS) Time of concentration = 8.19 min. Rainfall intensity = 3.632(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.050 to Point /station 2.060 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 346.100(Ft.) Top (of initial area) elevation = 1785.000(Ft.) Bottom (of initial area) elevation = 1772.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.03756 s( %)= 3.76 TC = k(0.304) *[(lengthA3) /(elevation change)JA0.2 Initial area time of concentration = 6.076 min. Rainfall intensity = 4.346(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.885 subarea runoff = 1.269(CFS) Total initial stream area = 0.330(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + ++++ Process from Point /Station 2.050 to Point /Station 2.060 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.330(Ac.) -• Runoff from this stream = 1.269(CFS) Time of concentration = 6.08 min. Rainfall intensity = 4.346(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + ++++ + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.070 to Point /station 2.080 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 529.110(Ft.) Top (of initial area) elevation = 1774.000(Ft.) Bottom (of initial area) elevation = 1755.800(Ft.) Difference in elevation = 18.200(Ft.) Slope = 0.03440 s( %)= 3.44 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.328 min. Rainfall intensity = 3.884(In /Hr) for a 10.0 year storm 4 Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 subarea runoff = 2.812(CFS) Total initial stream area = 0.820(Ac.) Pervious area fraction = 0.100 EAOH1300 Page 7 of 147 . Drainage Report: Duncan Canyon/I -15 Interchange 4 Initial area Fm value = 0.073(in /Hr) 4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.070 to Point /station 2.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.820(Ac.) Runoff from this stream = 2.812(CFS) Time of concentration = 7.33 min. Rainfall intensity = 3.884(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + + ++ Process from Point /Station 2.090 to Point /Station 2.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type -° Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: .. Initial area flow distance = 210.690(Ft.) Top (of initial area) elevation = 1764.000(Ft.) Bottom (of initial area) elevation = 1758.400(Ft.) Difference in elevation = 5.600(Ft.) ,w. Slope = 0.02658 s( %)= 2.66 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 5.339 min. Rainfall intensity = 4.697(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 - Subarea runoff = 0.915(cFS) Total initial stream area = 0.220(Ac.) Pervious area fraction = 0.100 initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.090 to Point /Station 2.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 5 - Stream flow area = 0.220(Ac.) Runoff from this stream = 0.915(CFS) . Time of concentration = 5.34 min. Rainfall intensity = 4.697(In /Hr) Area averaged loss rate (Fm) = 0.0734(in /Hr) .. Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: 0 Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 0 1 3.06 0.970 8.41 0.073 3.576 2 2.95 0.920 8.19 0.073 3.632 3 1.27 0.330 6.08 0.073 4.346 4 2.81 0.820 7.33 0.073 3.884 5 0.92 0.220 5.34 0.073 4.697 Qmax(1) = 1.000 * 1.000 * 3.058) + 0.984 * 1.000 * 2.947) + O 0.820 * 1.000 * 1.269) + 0.919 * 1.000 * 2.812) + 0.758 * 1.000 * 0.915) + = 10.277 Qmax(2) _ 4 4 EAOH1300 Page 8 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 1.016 * 0.974 * 3.058) + 1.000 * 1.000 * 2.947) + 0.833 * 1.000 * 1.269) + 0.934 * 1.000 * 2.812) + 0.770 * 1.000 * 0.915) + = 10.362 •� Qmax(3) = 1.220 * 0.722 * 3.058) + 1.201 * 0.741 * 2.947) + 1.000 * 1.000 * 1.269) + 1.121 * 0.829 * 2.812) + 0.924 * 1.000 * 0.915) + = 10.048 Qmax(4) = 1.088 * 0.871 * 3.058) + 1.071 * 0.894 * 2.947) + 0.892 * 1.000 * 1.269) + 1.000 * 1.000 * 2.812) + 0.824 * 1.000 * 0.915) + = 10.419 Qmax(5) = 1.320 * 0.635 * 3.058) + 1.299 * 0.651 * 2.947) + 1.082 * 0.879 * 1.269) + 1.213 * 0.729 * 2.812) + 1.000 * 1.000 * 0.915) + = 9.664 Total of 5 streams to confluence: Flow rates before confluence point: 3.058 2.947 1.269 2.812 0.915 Maximum flow rates at confluence using above data: 10.277 10.362 10.048 10.419 9.664 Area of streams before confluence: 0.970 0.920 0.330 0.820 0.220 Effective area values after confluence: 3.260 3.235 2.613 3.038 2.322 Results of confluence: Total flow rate = 10.419(CFS) Time of concentration = 7.328 min. Effective stream area after confluence = 3.038(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total (this main stream) = 3.26(Ac.) End of computations, Total Study Area = 3.26 (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) = 0.100 Area averaged SCS curve number = 56.0 10 -year Event: System C San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/15/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 10.0 computed rainfall intensity: storm year = 10.00 1 hour rainfall = 1.100 (In.) slope used for rainfall intensity curve b = 0.6000 EAOH1300 Page 9 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.010 to Point /Station 3.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 732.190(Ft.) Top (of initial area) elevation = 1749.000(Ft.) Bottom (of initial area) elevation = 1724.000(Ft.) Difference in elevation = 25.000(Ft.) Slope = 0.03414 s( %)= 3.41 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.357 min. Rainfall intensity = 3.590(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 subarea runoff = 3.354(CFS) Total initial stream area = 1.060(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(in /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + + ++ Process from Point /Station 3.030 to Point /Station 3.040 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** upstream point elevation = 1733.000(Ft.) Downstream point elevation = 1687.000(Ft.) Channel length thru subarea = 1427.340(Ft.) Channel base width = 5.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 6.880(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 6.880(CFS) Depth of flow = 0.431(Ft.), Average velocity = 2.723(Ft/s) Channel flow top width = 6.724(Ft.) Flow velocity = 2.72(Ft /s) Travel time = 8.74 min. Time of concentration = 17.09 min. Critical depth = 0.367(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 • Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.093(In /Hr) Rainfall intensity = 2.337(In /Hr) for a 10.0 year storm sr Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.866 Subarea runoff = 6.981(cFS) for 4.050(Ac.) Total runoff = 10.336(CFS) Effective area this stream = 5.11(Ac.) Total Study Area (Main Stream No. 1) = 5.11(Ac.) Area averaged Fm value = 0.089(In /Hr) Depth of flow = 0.545(Ft.), Average velocity = 3.115(Ft /s) Critical depth = 0.477(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++ Process from Point /Station 3.030 to Point /Station 3.040 EAOH1300 Page lO of 147 Drainage Report: Duncan Canyon/I -15 Interchange CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 Stream flow area = 5.110(Ac.) Runoff from this stream = 10.336(CFS) Time of concentration = 17.09 min. Rainfall intensity = 2.337(In /Hr) Area averaged loss rate (Fm) = 0.0893(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + +++ + + +++ + + +++ + + + +++ Process from Point /Station 3.050 to Point /station 3.060 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.093(In /Hr) Initial subarea data: Initial area flow distance = 880.110(Ft.) Top (of initial area) elevation = 1747.460(Ft.) Bottom (of initial area) elevation = 1703.660(Ft.) Difference in elevation = 43.800(Ft.) Slope = 0.04977 s( %)= 4.98 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.343 min. Rainfall intensity = 3.593(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.877 Subarea runoff = 2.898(CF5) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.093(In /Hr) +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + ++++ +++ +++ +++ + +++++ — Process from Point /Station 3.070 to Point /Station 3.080 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1704.000(Ft.) End of street segment elevation = 1676.400(Ft.) Length of street segment = 1014.220(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 -� Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.538(CFS) Depth of flow = 0.320(Ft.), Average velocity = 4.418(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.979(Ft.) Flow velocity = 4.42(Ft /s) Travel time = 3.83 min. TC = 12.17 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) EAOH1300 Page l l of 147 Ai Drainage Report: Duncan Canyon/I -15 Interchange Rainfall intensity = 2.865(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.870 ... subarea runoff = 3.183(cFS) for 1.520(Ac.) Total runoff = 6.081(CFS) m Effective area this stream = 2.44(Ac.) Total Study Area (Main Stream No. 1) = 7.55(Ac.) Area averaged Fm value = 0.096(In /Hr) Street flow at end of street = 6.081(CFS) Half street flow at end of street = 6.081(CFS) "" Depth of flow = 0.368(Ft.), Average velocity = 4.195(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.39(Ft.) Flow width (from curb towards crown)= 9.408(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +++ +++ + +++ + + + ++ Process from Point /station 3.050 to Point /Station 3.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** wr Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.440(Ac.) Runoff from this stream = 6.081(CFS) .+ Time of concentration = 12.17 min. Rainfall intensity = 2.865(In/Hr) Area averaged loss rate (Fm) = 0.0961(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + +++ + + + + + + + + + +++ +++ + +++ + ++++ Process from Point /Station 3.090 to Point /Station 3.100 * * ** INITIAL AREA EVALUATION * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 37.20 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.800(In /Hr) ' Initial subarea data: Initial area flow distance = 961.420(Ft.) — Top (of initial area) elevation = 1720.000(Ft.) Bottom (of initial area) elevation = 1692.000(Ft.) , ft+: Difference in elevation = 28.000(Ft.) Slope = 0.02912 s( %)= 2.91 TC = k(0.484) *[(lengthA3) /(elevation change)]A0.2 -. Initial area time of concentration = 15.320 min. Rainfall intensity = 2.495(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.611 Subarea runoff = 3.158(CFS) — Total initial stream area = 2.070(Ac.) Pervious area fraction = 0.850 .., Initial area Fm value = 0.800(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.110 to Point /Station 3.100 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1718.000(Ft.) Downstream point elevation = 1690.000(Ft.) 0 channel length thru subarea = 936.480(Ft.) channel base width = 5.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 9.803(CFS) `" Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 9.803(CFS) Depth of flow = 0.540(Ft.), Average velocity = 2.986(Ft/s) Channel flow top width = 7.160(Ft.) Flow Velocity = 2.99(Ft /s) Travel time = 5.23 min. — Time of concentration = 20.55 min. - EAOH1300 Page 12 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Critical depth = 0.461(Ft.) Adding area flow to channel PARK subarea — Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.794(In /Hr) Rainfall intensity = 2.092(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.558 - Subarea runoff = 13.232(CFS) for 11.970(Ac.) Total runoff = 16.391(CFS) Effective area this stream = 14.04(Ac.) Total Study Area (Main Stream No. 1) = 21.59(Ac.) Area averaged Fm value = 0.795(In /Hr) Depth of flow = 0.723(Ft.), Average velocity = 3.517(Ft /s) critical depth = 0.633(Ft.) +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + + + + + + + + + + + + + + + + + +++ Process from Point /Station 3.130 to Point /station 3.120 4-- * * ** IMPROVED CHANNEL TRAVEL TIME * * ** upstream point elevation = 1689.700(Ft.) Downstream point elevation = 1667.000(Ft.) channel length thru subarea = 724.240(Ft.) Channel base width = 5.000(Ft.) slope or 'z' of left channel bank = 2.000 slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 16.756(CFS) — Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 16.756(CFS) Depth of flow = 0.722(Ft.), Average velocity = 3.599(Ft/s) Channel flow top width = 7.890(Ft.) '" Flow velocity = 3.60(Ft /s) Travel time = 3.35 min. w Time of concentration = 23.90 min. Critical depth = 0.641(Ft.) — Adding area flow to channel PARK subarea Decimal fraction soil group A = 1.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 -- Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 — Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In /Hr) Rainfall intensity = 1.911(In /Hr) for a 10.0 year storm ... Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.522 Subarea runoff = 0.632(CFS) for 3.010(Ac.) Total runoff = 17.023(cFS) Effective area this stream = 17.05(Ac.) .' Total Study Area (Main Stream No. 1) = 24.60(Ac.) Area averaged Fm value = 0.801(In /Hr) Depth of flow = 0.729(Ft.), Average velocity = 3.617(Ft /s) critical depth = 0.648(Ft.) 44 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 4 Process from Point /Station 3.130 to Point /Station 3.120 A * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 ,-* Stream flow area = 17.050(Ac.) Runoff from this stream = 17.023(CFS) a Time of concentration = 23.90 min. Rainfall intensity = 1.911(In /Hr) Area averaged loss rate (Fm) = 0.8015(In /Hr) Area averaged Pervious ratio (Ap) = 0.8500 ,® EAOH1300 Page 13 of 147 4. Drainage Report: Duncan Canyon/I -15 Interchange Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 10.34 5.110 17.09 0.089 2.337 2 6.08 2.440 12.17 0.096 2.865 3 17.02 17.050 23.90 0.801 1.911 Qmax(1) = 1.000 * 1.000 * 10.336) + 0.809 * 1.000 * 6.081) + 1.384 * 0.715 * 17.023) + = 32.102 Qmax(2) _ 1.235 * 0.712 * 10.336) + 1.000 * 1.000 * 6.081) + 1.860 * 0.509 * 17.023) + = 31.290 Qmax(3) = 0.811 * 1.000 * 10.336) + 0.655 * 1.000 * 6.081) + 1.000 * 1.000 * 17.023) + = 29.385 Total of 3 streams to confluence: Flow rates before confluence point: 10.336 6.081 17.023 Maximum flow rates at confluence using above data: 32.102 31.290 29.385 Area of streams before confluence: 5.110 2.440 17.050 Effective area values after confluence: 19.742 14.758 24.600 Results of confluence: Total flow rate = 32.102(CFS) Time of concentration = 17.092 min. Effective stream area after confluence = 19.742(Ac.) Study area average Pervious fraction(Ap) = 0.620 Study area average soil loss rate(Fm) = 0.584(In /Hr) Study area total (this main stream) = 24.60(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.130 to Point /Station 3.120 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area = 19.742(Ac.) Runoff from this stream = 32.102(CFS) Time of concentration = 17.09 min. Rainfall intensity = 2.337(In /Hr) Area averaged loss rate (Fm) = 0.5836(In /Hr) Area averaged Pervious ratio (Ap) = 0.6198 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (AC.) (min) (In /Hr) (In /Hr) 1 32.10 19.742 17.09 0.584 2.337 Qmax(1) = 1.000 * 1.000 * 32.102) + = 32.102 Total of 1 main streams to confluence: Flow rates before confluence point: 33.102 Maximum flow rates at confluence using above data: 32.102 Area of streams before confluence: a 19.742 Effective area values after confluence: 19.742 EAOH1300 Page l4 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Results of confluence: Total flow rate = 32.102(cFS) Time of concentration = 17.092 min. Effective stream area after confluence = 19.742(Ac.) Study area average Pervious fraction(Ap) = 0.620 Study area average soil loss rate(Fm) = 0.584(In /Hr) Study area total = 19.74(Ac.) End of computations, Total Study Area = 24.60 (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) = 0.620 Area averaged SCS curve number = 37.6 • 10 -year Event: System D San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/15/07 Program License Serial Number 5041 Hydrology Study Control Information Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 1.100 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.010 to Point /Station 4.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 590.730(Ft.) Top (of initial area) elevation = 1796.000(Ft.) Bottom (of initial area) elevation = 1776.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.03386 s(%)= 3.39 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.682 min. Rainfall intensity = 3.776(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 2.632(CFS) Total initial stream area = 0.790(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + +++ + + + + + + + + + ++ Process from Point /station 4.030 to Poi nt /station 4.040 EA OH1300 Page 15 of 147 Drainage Report: Duncan Canyon/I -15 Interchange * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1778.000(Ft.) End of street segment elevation = 1739.000(Ft.) Length of street segment = 1198.060(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 52.000(Ft.) Distance from crown to crossfall grade break = 48.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.360(CFS) Depth of flow = 0.300(Ft.), Average velocity = 4.169(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.975(Ft.) Flow velocity = 4.17(Ft /s) Travel time = 4.79 min. TC = 12.47 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Rainfall intensity = 2.823(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 Subarea runoff = 3.381(CFS) for 1.640(Ac.) Total runoff = 6.014(CFS) Effective area this stream = 2.43(Ac.) Total Study Area (Main Stream No. 1) = 2.43(Ac.) Area averaged Fm value = 0.073(In /Hr) Street flow at end of street = 6.014(CFS) Half street flow at end of street = 6.014(CFS) Depth of flow = 0.331(Ft.), Average velocity = 4.450(Ft /s) Flow width (from curb towards crown)= 10.542(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.010 to Point /Station 4.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 Stream flow area = 2.430(Ac.) Runoff from this stream = 6.014(CFS) Time of concentration = 12.47 min. Rainfall intensity = 2.823(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.050 to Point /Station 4.060 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In /Hr) Initial subarea data: Initial area flow distance = 954.720(Ft.) EAOH1300 Page 16 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Top (of initial area) elevation = 1777.000(Ft.) Bottom (of initial area) elevation = 1745.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.03352 s( %)= 3.35 TC = k(0.360) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 11.046 min. Rainfall intensity = 3.036(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.824 Subarea runoff = 6.504(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.257(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + +++ + + + + + + + + + +++ + + + ++ Process from Point /Station 4.070 to Point /Station 4.080 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1753.000(Ft.) End of street segment elevation = 1723.000(Ft.) Length of street segment = 951.190(Ft.) Height of curb above gutter flowline = 4.0(in.) width of half street (curb to crown) = 32.000(Ft.) 1# Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.558(CFS) Depth of flow = 0.459(Ft.), Average velocity = 4.853(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.01(Ft.) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.928(Ft.) Flow velocity = 4.85(Ft /s) Travel time = 3.27 min. TC = 14.31 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group e = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 sCS curve number for soil(AMC 2) = 46.40 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.298(In /Hr) Rainfall intensity = 2.599(in /Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.801 Subarea runoff = 14.035(CFS) for 7.270(Ac.) Total runoff = 20.539(CFS) Effective area this stream = 9.87(Ac.) Total Study Area (Main Stream No. 1) = 12.30(Ac.) Area averaged Fm value = 0.287(In /Hr) Street flow at end of street = 20.539(CFS) .0 Half street flow at end of street = 20.539(CFS) Depth of flow = 0.511(Ft.), Average velocity = 5.249(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.11(Ft.) Flow width (from curb towards crown)= 16.556(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + +++ + + + + + + ++ Process from Point /Station 4.050 to Point /Station 4.080 'r * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.870(Ac.) AO �°' EAOH1300 Page 17 of 147 .., Drainage Report: Duncan Canyon/I -15 Interchange Runoff from this stream = 20.539(CFS) Time of concentration = 14.31 min. Rainfall intensity = 2.599(In /Hr) Area averaged loss rate (Fm) = 0.2871(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: - Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 6.01 2.430 12.47 0.073 2.823 `. 2 20.54 9.870 14.31 0.287 2.599 Qmax(1) = ». 1.000 * 1.000 * 6.014) + 1.097 * 0.871 * 20.539) + = 25.644 Qmax(2) = 0.919 * 1.000 * 6.014) + 1.000 * 1.000 * 20.539) + = 26.064 Total of 2 streams to confluence: °" Flow rates before confluence point: 6.014 20.539 .... Maximum flow rates at confluence using above data: 25.644 26.064 - Area of streams before confluence: 2.430 9.870 Effective area values after confluence: 11.031 12.300 Results of confluence: Total flow rate = 26.064(CFS) Time of concentration = 14.312 min. . Effective stream area after confluence = 12.300(Ac.) Study area average Pervious fraction(Ap) = 0.301 ._ Study area average soil loss rate(Fm) = 0.245(In /Hr) Study area total (this main stream) = 12.30(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ++++ + + +++ + ++++ - Process from Point /Station 4.010 to Point /Station 4.080 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area = 12.300(Ac.) Runoff from this stream = 26.064(CFS) Time of concentration = 14.31 min. Rainfall intensity = 2.599(In /Hr) - Area averaged loss rate (Fm) = 0.2449(In /Hr) Area averaged Pervious ratio (Ap) = 0.3006 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.090 to Point /Station 4.100 ** INITIAL AREA EVALUATION * * ** r. COMMERCIAL subarea type Decimal fraction soil group A = 0.200 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 51.20 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: Initial area flow distance = 698.230(Ft.) Top (of initial area) elevation = 1744.000(Ft.) Bottom (of initial area) elevation = 1721.000(Ft.) .i. Difference in elevation = 23.000(Ft.) Slope = 0.03294 s( %)= 3.29 �, TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.259 min. -• EAOH1300 Page 18 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Rainfall intensity = 3.615(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.880 Subarea runoff = 2.196(CFS) Total initial stream area = 0.690(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.110 to Point /Station 4.120 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1723.000(Ft.) End of street segment elevation = 1700.000(Ft.) Length of street segment = 646.750(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 manning 's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.328(CFS) Depth of flow = 0.266(Ft.), Average velocity = 4.707(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.318(Ft.) Flow velocity = 4.71(Ft /s) Travel time = 2.29 min. TC = 10.55 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 Scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.121(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.874 Subarea runoff = 2.170(CFS) for 0.910(Ac.) Total runoff = 4.365(CFS) Effective area this stream = 1.60(Ac.) Total Study Area (Main Stream No. 2) = 13.90(Ac.) Area averaged Fm value = 0.090(In /Hr) street flow at end of street = 4.365(cFS) Half street flow at end of street = 4.365(CFS) Depth of flow = 0.294(Ft.), Average velocity = 5.037(Ft /s) Flow width (from curb towards crown= 5.887(Ft.) .r +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + +++ + + ++ Process from Point /Station 4.090 to Point /Station 4.120 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 2 in normal stream number 1 stream flow area = 1.600(Ac.) Runoff from this stream = 4.365(CFS) �r Time of concentration = 10.55 min. Rainfall intensity = 3.121(In /Hr) Area averaged loss rate (Fm) = 0.0899(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 gar +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.130 to Point /Station 4.140 * * ** INITIAL AREA EVALUATION * * ** EA OH1300 Page 19 of 147 Drainage Report: Duncan Canyon/I -15 Interchange COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 sCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 277.930(Ft.) Top (of initial area) elevation = 1764.000(Ft.) Bottom (of initial area) elevation = 1758.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.02159 s( %)= 2.16 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.217 min. Rainfall intensity = 4.287(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.885 Subarea runoff = 1.100(CFS) Total initial stream area = 0.290(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + +++ + + +++ + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.130 to Point /Station 4.140 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.290(Ac.) Runoff from this stream = 1.100(CFS} Time of concentration = 6.22 min. Rainfall intensity = 4.287(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.150 to Point /Station 4.160 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.500 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 44.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.088(In /Hr) Initial subarea data: Initial area flow distance = 959.650(Ft.) Top (of initial area) elevation = 1764.200(Ft.) Bottom (of initial area) elevation = 1723.100(Ft.) Difference in elevation = 41.100(Ft.) Slope = 0.04283 s( %)= 4.28 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.900 min. Rainfall intensity = 3.457(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.877 subarea runoff = 2.941(cFS) 49 Total initial stream area = 0.970(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.088(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.170 to Point /Station 4.180 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1723.000(Ft.) End of street segment elevation = 1690.500(Ft.) Length of street segment = 1181.290(Ft.) Height of curb above gutter flowline = 4.0(In.) a EAOH1300 Page 20 of 147 ai Drainage Report: Duncan Canyon/I -15 Interchange Width of half street (curb to crown) = 32.000(Ft.) .0 Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 street flow is on [1] side(s) of the street .. Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 "" Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 4.0150 .. Estimated mean flow rate at midpoint of street = 4.984(cFS) Depth of flow = 0.332(Ft.), Average velocity = 4.447(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.620(Ft.) „, Flow velocity = 4.45(Ft /s) Travel time = 4.43 min. TC = 13.33 min. Adding area flow to street 'ter COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 . Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.04 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 2.713(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.869 Subarea runoff = 4.035(CFS) for 1.990(Ac.) Total runoff = 6.976(CFS) Effective area this stream = 2.96(Ac.) Total Study Area (Main Stream No. 2) = 17.15(Ac.) Area averaged Fm value = 0.094(In /Hr) Street flow at end of street = 6.976(CFS) Half street flow at end of street = 6.976(CFS) Depth of flow = 0.386(Ft.), Average velocity = 4.215(Ft /s) .. warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.10(Ft.) -n Flow width (from curb towards crown)= 10.294(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +++ + + + + + + ++ Process from Point /Station 4.150 to Point /Station 4.180 * * ** CONFLUENCE OF MINOR STREAMS * * ** -' Along Main Stream number: 2 in normal stream number 3 Stream flow area = 2.960(Ac.) - Runoff from this stream = 6.976(CFS) Time of concentration = 13.33 min. .,,. Rainfall intensity = 2.713(in /Hr) Area averaged loss rate (Fm) = 0.0945(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 .. i" +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 4.190 to Point /Station 4.200 .. * * ** INITIAL AREA EVALUATION * * ** u. COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 �' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ." SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) 7. Initial subarea data: Initial area flow distance = 471.190(Ft.) Top (of initial area) elevation = 1705.000(Ft.) Bottom (of initial area) elevation = 1690.000(Ft.) Difference in elevation = 15.000(Ft.) i " slope = 0.03183 s( %)= 3.18 •. EA OH1300 Page 21 of 147 Drainage Report: Duncan Canyon/I -15 Interchange TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.105 min. Rainfall intensity = 3.957(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.878 subarea runoff = 2.014(CFS) Total initial stream area = 0.580(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + +++++ + + + + + + + + +++ +++ + + + + ++ Process from Point /Station 4.210 to Point /station 4.220 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1692.000(Ft.) End of street segment elevation = 1670.000(Ft.) Length of street segment = 759.540(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning 's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.409(CFS) Depth of flow = 0.279(Ft.), Average velocity = 4.385(Ft/s) �- Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.577(Ft.) Flow velocity = 4.38(Ft /s) Travel time = 2.89 min. TC = 9.99 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 �• Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.225(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.873 subarea runoff = 2.713(CFS) for 1.100(Ac.) Total runoff = 4.728(cFS) Effective area this stream = 1.68(Ac.) Total study Area (Main Stream No. 2) = 18.83(Ac.) Area averaged Fm value = 0.098(in /Hr) Street flow at end of street = 4.728(CFS) Half street flow at end of street = 4.728(cFS) Depth of flow = 0.321(Ft.), Average velocity = 4.558(Ft/s) Flow width (from curb towards crown)= 7.052(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++++ + + + + + + + + + + + + ++ Process from Point /Station 4.190 to Point /Station 4.220 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 2 in normal stream number 4 Stream flow area = 1.680(Ac.) Runoff from this stream = 4.728(cFS) Time of concentration = 9.99 min. Rainfall intensity = 3.225(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + +++ + + + + + + + + + + + + + + + + + + + + + + + + ++ EA OH1300 Page 22 of 147 "' Drainage Report: Duncan Canyon/I -15 Interchange Ael Process from Point /Station 4.230 to Point /Station 4.240 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Ail Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 .. Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 902.020(Ft.) - Top (of initial area) elevation = 1692.000(Ft.) Bottom (of initial area) elevation = 1665.000(Ft.) Difference in elevation = 27.000(Ft.) Slope = 0.02993 s( %)= 2.99 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.327 min. Rainfall intensity = 3.361(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.874 Subarea runoff = 3.730(CFS) - Total initial stream area = 1.270(Ac.) Pervious area fraction = 0.100 ,x Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + +++++ + + + ++++ ++++ + + ++ Process from Point /Station 4.230 to Point /Station 4.240 * * ** CONFLUENCE OF MINOR STREAMS * * ** °• Along Main Stream number: 2 in normal stream number 5 Stream flow area = 1.270(Ac.) ». Runoff from this stream = 3.730(CFS) Time of concentration = 9.33 min. Rainfall intensity = 3.361(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 44 _ 1 4.37 1.600 10.55 0.090 3.121 2 1.10 0.290 6.22 0.073 4.287 3 6.98 2.960 13.33 0.094 2.713 4 4.73 1.680 9.99 0.098 3.225 5 3.73 1.270 9.33 0.098 3.361 Qmax(1) = 1.000 * 1.000 * 4.365) + 0.723 * 1.000 * 1.100) + 1.156 * 0.792 * 6.976) + 0.967 * 1.000 * 4.728) + 0.927 * 1.000 * 3.730) + = 19.572 Qmax(2) = of 1.384 * 0.589 * 4.365) + 1.000 * 1.000 * 1.100) + .. 1.601 * 0.467 * 6.976) + 1.340 * 0.622 * 4.728) + -I 1.284 * 0.667 * 3.730) + = 17.004 Qmax(3) = 0.865 * 1.000 * 4.365) + 0.626 * 1.000 * 1.100) + 1.000 * 1.000 * 6.976) + 0.836 * 1.000 * 4.728) + 0.801 * 1.000 * 3.730) + = 18.385 - Qmax(4) = 1.034 * 0.947 * 4.365) + �+ 0.748 * 1.000 * 1.100) + 1.195 * 0.750 * 6.976) + 1.000 * 1.000 * 4.728) + 0.958 * 1.000 * 3.730) + = 19.652 m EAOH1300 Page 23 of 147 All Drainage Report: Duncan Canyon/I -15 Interchange Qmax(5) = 1.079 * 0.884 * 4.365) + 0.780 * 1.000 * 1.100) + 1.247 * 0.700 * 6.976) + 1.044 * 0.933 * 4.728) + 1.000 * 1.000 * 3.730) + = 19.447 Total of 5 streams to confluence: Flow rates before confluence point: 4.365 1.100 6.976 4.728 3.730 Maximum flow rates at confluence using above data: 19.572 17.004 18.385 19.652 19.447 Area of streams before confluence: 1.600 0.290 2.960 1.680 1.270 Effective area values after confluence: 7.183 4.506 7.800 6.975 6.614 Results of confluence: Total flow rate = 19.652(CFS) Time of concentration = 9.992 min. Effective stream area after confluence = 6.975(Ac.) study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.094(In /Hr) Study area total (this main stream) = 7.80(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.090 to Point /Station 4.240 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.975(Ac.) Runoff from this stream = 19.652(cFS) Time of concentration = 9.99 min. Rainfall intensity = 3.225(In /Hr) Area averaged loss rate (Fm) = 0.0940(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 26.06 12.300 14.31 0.245 2.599 2 19.65 6.975 9.99 0.094 3.225 Qmax(1) = 1.000 * 1.000 * 26.064) + 0.800 * 1.000 * 19.652) + = 41.790 Qmax(2) = 1.266 * 0.698 * 26.064) + 1.000 * 1.000 * 19.652) + = 42.682 Total of 2 main streams to confluence: Flow rates before confluence point: 27.064 20.652 Maximum flow rates at confluence using above data: 41.790 42.682 Area of streams before confluence: 12.300 6.975 ' Effective area values after confluence: 19.275 15.562 Results of confluence: Total flow rate = 42.682(CFS) Time of concentration = 9.992 min. Effective stream area after confluence = 15.562(Ac.) study area average Pervious fraction(Ap) = 0.228 Study area average soil loss rate(Fm) = 0.190(In /Hr) Study area total = 19.27(Ac.) End of computations, Total Study Area = 20.10 (Ac.) The following figures may EA OH 1300 Page 24 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 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) = 0.223 Area averaged SCS curve number = 44.8 10 -year Event: System E San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/15/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 1.100 (In.) slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ Process from Point /Station 5.010 to Point /Station 5.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 274.300(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1764.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01458 s( %)= 1.46 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.690 min. Rainfall intensity = 4.102(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.879 subarea runoff = 0.973(CFS) Total initial stream area = 0.270(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 5.010 to Point /station 5.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 stream flow area = 0.270(Ac.) Runoff from this stream = 0.973(CFS) Time of concentration = 6.69 min. Rainfall intensity = 4.102(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 EAOH1300 Page 25 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + ++++ Process from Point /Station 5.010 to Point /Station 5.030 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 265.530(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1764.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01506 s(%)= 1.51 TC = k(0.304) *[(lengthA3) /(elevation change)JAO.2 Initial area time of concentration = 6.560 min. Rainfall intensity = 4.151(In /Hr) for a 10.0 storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.879 Subarea runoff = 1.131(CFS) Total initial stream area = 0.310(Ac.) Pervious area fraction = 0.100 initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + + + + + + ++++ Process from Point /Station 5.010 to Point /Station 5.030 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.310(Ac.) Runoff from this stream = 1.131(CFS) Time of concentration = 6.56 min. Rainfall intensity = 4.151(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 0.97 0.270 6.69 0.098 4.102 2 1.13 0.310 6.56 0.098 4.151 Qmax(1) = 1.000 * 1.000 * 0.973) + 0.988 * 1.000 * 1.131) + = 2.090 Qmax(2) = 1.012 * 0.981 * 0.973) + 1.000 * 1.000 * 1.131) + = 2.097 Total of 2 streams to confluence: Flow rates before confluence point: 0.973 1.131 Maximum flow rates at confluence using above data: 2.090 2.097 Area of streams before confluence: 0.270 0.310 Effective area values after confluence: 0.580 0.575 Results of confluence: Total flow rate = 2.097(CFS) Time of concentration = 6.560 min. Effective stream area after confluence = 0.575(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 0.58(Ac.) EA OH1300 Page 26 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + +++ + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.030 * * ** CONFLUENCE OF MAIN STREAMS ** ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.575(Ac.) Runoff from this stream = 2.097(cFS) Time of concentration = 6.56 min. Rainfall intensity = 4.151(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + + + + + ++++ + + + + + +++ ++ Process from Point /station 5.040 to Point /Station 5.050 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Initial subarea data: Initial area flow distance = 653.540(Ft.) Top (of initial area) elevation = 1777.000(Ft.) Bottom (of initial area) elevation = 1757.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.03060 s( %)= 3.06 TC = k(0.360) *[(lengthA3) /(elevation change)1A0.2 Initial area time of concentration = 9.666 min. Rainfall intensity = 3.289(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.806 Subarea runoff = 2.944(CFS) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In /Hr) „. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 5.060 to Point /Station 5.070 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 0.000(cFS) Depth of flow = 0.515(Ft.), Average velocity = 2.344(Ft/s) * * * * * ** irregular Channel Data * * * * * * * * * ** Information entered for subchannel number 1 : Point number 'x' coordinate 'v' coordinate 1 0.00 1.00 2 5.00 0.00 3 10.00 0.00 4 15.00 1.00 Manning's 'N' friction factor = 0.060 Sub- Channel flow = 9.155(CFS) flow top width = 10.154(Ft.) velocity= 2.344(Ft/s) area = 3.906(Sq.Ft) Froude number = 0.666 Upstream point elevation = 1767.000(Ft.) Downstream point elevation = 1744.000(Ft.) Flow length = 708.650(Ft.) Travel time = 5.04 min. Time of concentration = 14.70 min. Depth of flow = 0.515(Ft.) Average velocity = 2.344(Ft/s) EAOH1300 Page 27 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Total irregular channel flow = 9.155(CFs) Irregular channel normal depth above invert elev. = 0.515(Ft.) Average velocity of channel(s) = 2.344(Ft/s) Adding area flow to channel CONDOMINIUM subarea type 46 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 Scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = 2.557(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is c = 0.780 Subarea runoff = 12.367(CFS) for 6.570(Ac.) Total runoff = 15.312(CFS) Effective area this stream = 7.68(Ac.) Total Study Area (Main Stream No. 2) = 8.26(Ac.) Area averaged Fm value = 0.342(In /Hr) Depth of flow = 0.674(Ft.), Average velocity = 2.716(Ft /s) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + +++ + + + ++ Process from Point /Station 5.060 to Point /Station 5.070 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.680(Ac.) Runoff from this stream = 15.312(CFS) Time of concentration = 14.70 min. Rainfall intensity = 2.557(In /Hr) Area averaged loss rate (Fm) = 0.3422(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity .ate No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 15.31 7.680 14.70 0.342 2.557 Qmax(1) = 1.000 * 1.000 * 15.312) + = 15.312 Total of 1 streams to confluence: Flow rates before confluence point: 15.312 Maximum flow rates at confluence using above data: 15.312 Area of streams before confluence: 7.680 Effective area values after confluence: 7.680 Results of confluence: Total flow rate = 15.312(CFs) Time of concentration = 14.705 min. Effective stream area after confluence = 7.680(Ac.) Study area average Pervious fraction(Ap) = 0.350 Study area average soil loss rate(Fm) = 0.342(In /Hr) Study area total (this main stream) = 7.68(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.060 to Point /Station 5.070 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main stream is listed: °*y In Main Stream number: 2 stream flow area = 7.680(Ac.) Runoff from this stream = 15.312(CFS) Time of concentration = 14.70 min. Rainfall intensity = 2.557(In /Hr) s. Area averaged loss rate (Fm) = 0.3422(In /Hr) EAOH1300 Page 28 of 147 "' Drainage Report: Duncan Canyon/I -15 Interchange Area averaged Pervious ratio (Ap) = 0.3500 Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.080 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 643.890(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1747.200(Ft.) Difference in elevation = 21.600(Ft.) Slope = 0.03355 s( %)= 3.35 TC = k(0.304) *[(lengthA3) /(elevation change) A0.2 Initial area time of concentration = 7.967 min. Rainfall intensity = 3.694(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.876 Subarea runoff = 3.043(CFS) Total initial stream area = 0.940(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 5.010 to Point /Station 5.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 3 in normal stream number 1 Stream flow area = 0.940(Ac.) Runoff from this stream = 3.043(cFS) Time of concentration = 7.97 min. Rainfall intensity = 3.694(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 5.010 to Point /Station 5.090 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 658.620(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1747.200(Ft.) 4 Difference in elevation = 21.600(Ft.) Slope = 0.03280 s( %)= 3.28 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.075 min. Rainfall intensity = 3.664(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.876 Subarea runoff = 1.894(cFS) Total initial stream area = 0.590(Ac.) Pervious area fraction = 0.100 + Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ EA OH1300 Page 29 of 147 . Drainage Report: Duncan Canyon/I -15 Interchange - Process from Point /Station 5.010 to Point /Station 5.090 * * ** CONFLUENCE OF MINOR STREAMS * * ** °° Along Main Stream number: 3 in normal stream number 2 stream flow area = 0.590(Ac.) Runoff from this stream = 1.894(cFS) Time of concentration = 8.08 min. - Rainfall intensity = 3.664(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: - Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 3.04 0.940 7.97 0.098 3.694 2 1.89 0.590 8.08 0.098 3.664 Qmax(1) = • 1.000 * 1.000 * 3.043) + 1.008 * 0.987 * 1.894) + = 4.927 .- Qmax(2) = 0.992 * 1.000 * 3.043) + -. 1.000 * 1.000 * 1.894) + = 4.911 Total of 2 streams to confluence: Flow rates before confluence point: 3.043 1.894 Maximum flow rates at confluence using above data: 4.927 4.911 Area of streams before confluence: 0.940 0.590 Effective area values after confluence: 1.522 1.530 Results of confluence: Total flow rate = 4.927(CFS) Time of concentration = 7.967 min. Effective stream area after confluence = 1.522(Ac.) Study area average Pervious fraction(Ap) = 0.100 .. Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 1.53(Ac.) n +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.090 * ** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main stream number: 3 Stream flow area = 1.522(Ac.) Runoff from this stream = 4.927(CFS) Time of concentration = 7.97 min. Rainfall intensity = 3.694(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + + + ++ 4+ Process from Point /Station 5.100 to Point /Station 5.110 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type w Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 851.130(Ft.) Top (of initial area) elevation = 1745.200(Ft.) - EAOH1300 Page 30 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Bottom (of initial area) elevation = 1709.800(Ft.) Difference in elevation = 35.400(Ft.) Slope = 0.04159 s( %)= 4.16 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.532 min. Rainfall intensity = 3.545(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.875 Subarea runoff = 3.351(cFS) Total initial stream area = 1.080(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 5.100 to Point /Station 5.110 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 4 in normal stream number 1 Stream flow area = 1.080(Ac.) Runoff from this stream = 3.351(CFS) Time of concentration = 8.53 min. Rainfall intensity = 3.545(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + +++ + + +++ + + + + + + + ++++ + + + + + + + ++++ Process from Point /Station 5.100 to Point /Station 5.120 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 852.000(Ft.) Top (of initial area) elevation = 1745.200(Ft.) Bottom (of initial area) elevation = 1709.800(Ft.) Difference in elevation = 35.400(Ft.) Slope = 0.04155 s( %)= 4.15 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.538 min. Rainfall intensity = 3.544(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.875 Subarea runoff = 4.156(CFS) Total initial stream area = 1.340(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.100 to Point /Station 5.120 ** * CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 4 in normal stream number 2 stream flow area = 1.340(Ac.) Runoff from this stream = 4.156(CFS) Time of concentration = 8.54 min. Rainfall intensity = 3.544(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 3.35 1.080 8.53 0.098 3.545 2 4.16 1.340 8.54 0.098 3.544 EA 0111300 Page 31 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Qmax(1) = 1.000 * 1.000 * 3.351) + 1.000 * 0.999 * 4.156) + = 7.506 Qmax(2) = 1.000 * 1.000 * 3.351) + 1.000 * 1.000 * 4.156) + = 7.506 Total of 2 streams to confluence: Flow rates before confluence point: 3.351 4.156 Maximum flow rates at confluence using above data: 7.506 7.506 Area of streams before confluence: 1.080 1.340 Effective area values after confluence: 2.419 2.420 Results of confluence: Total flow rate = 7.506(CFS) Time of concentration = 8.532 min. Effective stream area after confluence = 2.419(Ac.) study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 2.42(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 5.100 to Point /Station 5.120 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area = 2.419(Ac.) Runoff from this stream = 7.506(CFS) Time of concentration = 8.53 min. Rainfall intensity = 3.545(in /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 2.10 0.575 6.56 0.098 4.151 2 15.31 7.680 14.70 0.342 2.557 3 4.93 1.522 7.97 0.098 3.694 4 7.51 2.419 8.53 0.098 3.545 Qmax(1) = 1.000 * 1.000 * 2.097) + 1.719 * 0.446 * 15.312) + 1.127 * 0.823 * 4.927) + 1.176 * 0.769 * 7.506) + = 25.198 Qmax(2) = 0.607 * 1.000 * 2.097) + 1.000 * 1.000 * 15.312) + 0.684 * 1.000 * 4.927) + 0.713 * 1.000 * 7.506) + = 25.309 Qmax(3) = 0.887 * 1.000 * 2.097) + 1.513 * 0.542 * 15.312) + 1.000 * 1.000 * 4.927) + 1.043 * 0.934 * 7.506) + = 26.650 Qmax(4) = 0.851 * 1.000 * 2.097) + 1.446 * 0.580 * 15.312) + 0.959 * 1.000 * 4.927) + 1.000 * 1.000 * 7.506) + = 26.858 Total of 4 main streams to confluence: Flow rates before confluence point: 3.097 16.312 5.927 8.506 Maximum flow rates at confluence using above data: EAOH1300 Page 32 of 147 ;,0 Drainage Report: Duncan Canyon/I -15 Interchange 25.198 25.309 26.650 26.858 Area of streams before confluence: 0.575 7.680 1.522 2.419 Effective area values after confluence: 7.115 12.196 8.516 8.972 Results of confluence: Total flow rate = 26.858(CFS) Time of concentration = 8.532 min. Effective stream area after confluence = 8.972(Ac.) Study area average Pervious fraction(Ap) = 0.257 Study area average soil loss rate(Fm) = 0.252(In /Hr) Study area total = 12.20(Ac.) �. End of computations, Total Study Area = 12.21 (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) = 0.257 Area averaged SCS curve number = 32.0 10 -year Event: System F San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 version 7.1 Rational Hydrology Study Date: 06/15/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study control Information * * * * * * * * ** Rational hydrology study storm event year is 10.0 computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 1.100 (In.) Slope used for rainfall intensity curve b = 0.6000 soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.010 to Point /Station 6.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) • Initial subarea data: initial area flow distance = 891.420(Ft.) Top (of initial area) elevation = 1678.000(Ft.) Bottom (of initial area) elevation = 1652.000(Ft.) Difference in elevation = 26.000(Ft.) Slope = 0.02917 s( %)= 2.92 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 initial area time of concentration = 9.331 min. Rainfall intensity = 3.360(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.874 EAOH1300 Page 33 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Subarea runoff = 3.611(cFs) 4 Total initial stream area = 1.230(Ac.) Pervious area fraction = 0.100 - Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + + +++++ + + + +++ + + ++++ Process from Point /Station 6.010 to Point /Station 6.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 Stream flow area = 1.230(Ac.) - Runoff from this stream = 3.611(CFS) Time of concentration = 9.33 min. m Rainfall intensity = 3.360(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) - Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ +++ + + + ++++ + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.030 to Point /Station 6.040 - * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) - Initial subarea data: Initial area flow distance = 940.070(Ft.) ' Top (of initial area) elevation = 1658.000(Ft.) Bottom (of initial area) elevation = 1630.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.304) *[(lengthA3) /(elevation change)]A0 "' Initial area time of concentration = 9.492 min. Rainfall intensity = 3.326(In /Hr) for a 10.0 year storm - Effective runoff coefficient used for area (Q =KCIA) is C = 0.874 Subarea runoff = 3.573(CFS) . Total initial stream area = 1.230(Ac.) Pervious area fraction = 0.100 initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.030 to Point /Station 6.040 - * * ** CONFLUENCE OF MINOR STREAMS * * ** - Along Main stream number: 1 in normal stream number 2 Stream flow area = 1.230(Ac.) Runoff from this stream = 3.573(cF5) " Time of concentration = 9.49 min. Rainfall intensity = 3.326(In /Hr) " Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 m Summary of stream data: r Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 3.61 1.230 9.33 0.098 3.360 . 2 3.57 1.230 9.49 0.098 3.326 Qmax(1) = m 1.000 * 1.000 * 3.611) + 1.011 * 0.983 * 3.573) + = 7.161 Qmax(2) = 0.990 * 1.000 * 3.611) + 1.000 * 1.000 * 3.573) + = 7.147 . EAOH1300 Page 34 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Total of 2 streams to confluence: Flow rates before confluence point: 3.611 3.573 Maximum flow rates at confluence using above data: 7.161 7.147 Area of streams before confluence: 1.230 1.230 Effective area values after confluence: 2.439 2.460 Results of confluence: Total flow rate = 7.161(CFS) Time of concentration = 9.331 min. Effective stream area after confluence = 2.439(Ac.) study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 2.46(Ac.) +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + +++ + + + + +++ +++ + +++ ++ Process from Point /Station 2.000 to Point /Station 0.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 0.000(Ft.) Downstream point /station elevation = 0.000(Ft.) Pipe length = 0.00(Ft.) Manning's N = 4.160 No. of pipes = 4 Required pipe flow = 7.161(CFS) Nearest computed pipe diameter = 66.00(In.) Calculated individual pipe flow = 1.790(CFS) Normal flow depth in pipe = 53.44(In.) Flow top width inside pipe = 51.82(In.) « Critical depth could not be calculated. Pipe flow velocity = 0.09(Ft /s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 9.33 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +++ + + + + + + +++ + + + ++ Process from Point /Station 0.000 to Point /Station 0.970 * * ** INITIAL AREA EVALUATION * * ** listing data items Decimal fraction soil group A = 32.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 1024.00 Pervious ratio(Ap) = 0.0000 Max loss rate(Fm)= 4.170(In /Hr) Initial subarea data: Initial area flow distance = 0.000(Ft.) Top (of initial area) elevation = 1.000(Ft.) A Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.000) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 0.000 min. Rainfall intensity = 1. #IO(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = - 1. #IO Subarea runoff = 1. #Io(cFS) Total initial stream area = 2.000(Ac.) A Pervious area fraction = 0.000 Initial area Fm value = 4.170(in /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ +++ + + + + + + ++ A Process from Point /Station 0.000 to Point /Station 1.990 * * ** INITIAL AREA EVALUATION * * ** listing data items Decimal fraction soil group A = 32.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 A A EAOH1300 Page 35 of 147 Drainage Report: Duncan Canyon/I -15 Interchange SCS curve number for soil(AMC 2) = 1024.00 Pervious ratio(Ap) = 0.0000 Max loss rate(Fm)= 32.000(In /Hr) Initial subarea data: Initial area flow distance = 0.000(Ft.) Top (of initial area) elevation = 1.000(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.000) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 0.000 min. Rainfall intensity = 1. #I0(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = -1. #io Subarea runoff = 1. #I0(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.000 Initial area Fm value = 32.000(In /Hr) End of computations, Total Study Area = 6.46 (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) = 0.038 Area averaged SCS curve number = 646.2 10 -year Event: System G San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/15/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 1.100 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /station 7.010 to Point /station 7.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 AO Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 990.060(Ft.) Top (of initial area) elevation = 1670.000(Ft.) Bottom (of initial area) elevation = 1642.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02828 s( %)= 2.83 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.791 min. EAOH1300 Page 36 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Rainfall intensity = 3.264(in /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.873 Subarea runoff = 4.161(CFS) Total initial stream area = 1.460(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) End of computations, Total Study Area = 1.46 (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) = 0.100 Area averaged SCS curve number = 32.0 25 -year Event: System A San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 version 7.1 Rational Hydrology Study Date: 05/17/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.299 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.010 to Point /Station 1.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 742.930(Ft.) Top (of initial area) elevation = 1820.000(Ft.) Bottom (of initial area) elevation = 1791.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.03903 s( %)= 3.90 TC = k(0.304) *[(lengthA3) /(elevation change)JA0.2 Initial area time of concentration = 8.184 min. A Rainfall intensity = 4.293(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.885 subarea runoff = 6.721(CFS) Total initial stream area = 1.770(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) �• EAOH1300 Page 37 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.010 to Point /Station 1.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 Stream flow area = 1.770(Ac.) Runoff from this stream = 6.721(CFS) Time of concentration = 8.18 min. Rainfall intensity = 4.293(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ Process from Point /station 1.030 to Point /Station 1.040 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 887.390(Ft.) Top (of initial area) elevation = 1805.500(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 32.500(Ft.) Slope = 0.03662 s( %)= 3.66 TC = k(0.304) *[(lengthA3) /(elevation change)}A0.2 Initial area time of concentration = 8.900 min. Rainfall intensity = 4.082(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 1.443(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.030 to Point /Station 1.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 2 Stream flow area = 0.400(Ac.) Runoff from this stream = 1.443(CFS) Time of concentration = 8.90 min. Rainfall intensity = 4.082(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.050 to Point /Station 1.060 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 658.380(Ft.) Top (of initial area) elevation = 1797.000(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 24.000(Ft.) Slope = 0.03645 s( %)= 3.65 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.905 min. EAOH1300 Page 38 of 147 "" Drainage Report: Duncan Canyon/I -15 Interchange Rainfall intensity = 4.383(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.885 subarea runoff = 4.344(CFS) Total initial stream area = 1.120(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + +++ + + + ++ Process from Point /station 1.050 to Point /Station 1.060 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.120(Ac.) _a Runoff from this stream = 4.344(CFS) Time of concentration = 7.91 min. .. Rainfall intensity = 4.383(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + +++ + + + + + +++ +++ + +++ ++ Process from Point /Station 1.070 to Point /Station 1.080 * * ** INITIAL AREA EVALUATION * * ** a COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 997.460(Ft.) .. Top (of initial area) elevation = 1773.000(Ft.) Bottom (of initial area) elevation = 1744.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.02907 s( %)= 2.91 TC = k(0.304) *[(lengthA3) /(elevation change)]A0 — Initial area time of concentration = 9.766 min. Rainfall intensity = 3.861(in /Hr) for a 25.0 year storm ., Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 2.659(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + +++ + + + + + + + ++ Process from Point /Station 14090 to Point /Station 1.100 _ * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** — Top of street segment elevation = 1747.500(Ft.) End of street segment elevation = 1744.700(Ft.) Length of street segment = 362.290(Ft.) Height of curb above gutter flowline = 4.0(in.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 4. Slope from grade break to crown (v /hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 '"' Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.530(CFS) Depth of flow = 0.380(Ft.), Average velocity = 2.232(Ft/s) . warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.86(Ft.) 40 ~° EAOH1300 Page 39 of 147 Drainage Report: Duncan Canyon/I -15 Interchange m Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.992(Ft.) Flow velocity = 2.23(Ft /s) Travel time = 2.71 min. TC = 12.47 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Rainfall intensity = 3.334(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified y41 rational method)(Q =KCIA) is c = 0.880 Subarea runoff = 1.655(CFS) for 0.690(Ac.) Total runoff = 4.313(CFS) Effective area this stream = 1.47(Ac.) A Total Study Area (Main Stream No. 1) = 4.76(Ac.) Area averaged Fm value = 0.073(In /Hr) Street flow at end of street = 4.313(CF5) Half street flow at end of street = 4.313(CFS) Depth of flow = 0.405(Ft.), Average velocity = 2.258(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.87(Ft.) Flow width (from curb towards crown)= 11.257(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + + ++ Process from Point /Station 1.090 to Point /station 1.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 1.470(Ac.) �., Runoff from this stream = 4.313(CF5) Time of concentration = 12.47 min. Rainfall intensity = 3.334(In/Hr) Area averaged loss rate (Fm) = 0.0734(in /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 6.72 1.770 8.18 0.073 4.293 2 1.44 0.400 8.90 0.073 4.082 3 4.34 1.120 7.91 0.073 4.383 4 4.31 1.470 12.47 0.073 3.334 Qmax(1) = 1.000 * 1.000 * 6.721) + 1.053 * 0.920 * 1.443) + 0.979 * 1.000 * 4.344) + 1.294 * 0.656 * 4.313) + = 16.033 Qmax(2) = 0.950 * 1.000 * 6.721) + 1.000 * 1.000 * 1.443) + 0.930 * 1.000 * 4.344) + 1.230 * 0.714 * 4.313) + = 15.654 Qmax(3) = 1.021 * 0.966 * 6.721) + 1.075 * 0.888 * 1.443) + 1.000 * 1.000 * 4.344) + 1.322 * 0.634 * 4.313) + = 15.966 Qmax(4) = 0.773 * 1.000 * 6.721) + "°' 0.813 * 1.000 * 1.443) + 0.757 * 1.000 * 4.344) + 1.000 * 1.000 * 4.313) + = 13.967 Total of 4 streams to confluence: Flow rates before confluence point: EAOH1300 Page 40 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 6.721 1.443 4.344 4.313 as Maximum flow rates at confluence using above data: 16.033 15.654 15.966 13.967 Area of streams before confluence: 1.770 0.400 1.120 1.470 Effective area values after confluence: 4.222 4.339 4.117 4.760 Results of confluence: Total flow rate = 16.033(CFS) Time of concentration = 8.184 min. Effective stream area after confluence = 4.222(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total (this main stream) = 4.76(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ +++ + ++++++ +++ ++ Process from Point /Station 1.010 to Point /station 1.100 * * ** CONFLUENCE OF MAIN STREAMS ** The following data inside Main Stream is listed: In Main Stream number: 1 stream flow area = 4.222(Ac.) Runoff from this stream = 16.033(CFS) Time of concentration = 8.18 min. Rainfall intensity = 4.293(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 16.03 4.222 8.18 0.073 4.293 Qmax(1) = 1.000 * 1.000 * 16.033) + = 16.033 Total of 1 main streams to confluence: Flow rates before confluence point: 17.033 Maximum flow rates at confluence using above data: 16.033 Area of streams before confluence: 4.222 Effective area values after confluence: 4.222 Results of confluence: Total flow rate = 16.033(CFs) Time of concentration = 8.184 min. Effective stream area after confluence = 4.222(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total = 4.22(Ac.) End of computations, Total Study Area = 4.76 (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) = 0.100 Area averaged SCS curve number = 56.0 25 -year Event: System B EA OH1300 Page 41 of 147 Drainage Report: Duncan Canyon/I -15 Interchange San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) 41 CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/13/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: storm year = 25.00 1 hour rainfall = 1.299 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /station 2.010 to Point /Station 2.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 sCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) initial subarea data: Initial area flow distance = 777.430(Ft.) Top (of initial area) elevation = 1821.000(Ft.) Bottom (of initial area) elevation = 1792.000(Ft.) Difference in elevation = 29.000(Ft.) -- slope = 0.03730 s( %)= 3.73 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.410 min. Rainfall intensity = 4.223(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 3.623(CFS) Total initial stream area = 0.970(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.010 to Point /Station 2.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 .0 stream flow area = 0.970(Ac.) Runoff from this stream = 3.623(CFS) ,a Time of concentration = 8.41 min. Rainfall intensity = 4.223(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + +++ + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.030 to Point /Station 2.040 * * ** INITIAL AREA EVALUATION * * ** AM COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 EAOH1300 Page 42 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 727.050(Ft.) Top (of initial area) elevation = 1800.000(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 27.000(Ft.) Slope = 0.03714 s( %)= 3.71 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.195 min. Rainfall intensity = 4.289(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.885 Subarea runoff = 3.491(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + +++ + + + + + + + + + ++ Process from Point /Station 2.030 to Point /Station 2.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 2 stream flow area = 0.920(Ac.) Runoff from this stream = 3.491(CFS) Time of concentration = 8.19 min. Rainfall intensity = 4.289(In/Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + +++++ + + ++ Process from Point /Station 2.050 to Point /Station 2.060 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 346.100(Ft.) Top (of initial area) elevation = 1785.000(Ft.) Bottom (of initial area) elevation = 1772.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.03756 s( %)= 3.76 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.076 min. Rainfall intensity = 5.132(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.887 Subarea runoff = 1.503(CFS) Total initial stream area = 0.330(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.050 to Point /Station 2.060 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 3 stream flow area = 0.330(Ac.) Runoff from this stream = 1.503(CFS) Time of concentration = 6.08 min. Rainfall intensity = 5.132(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 EAOH1300 Page 43 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +++ + + ++ Process from Point /Station 2.070 to Point /Station 2.080 * * ** INITIAL AREA EVALUATION * * ** ar COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 529.110(Ft.) Top (of initial area) elevation = 1774.000(Ft.) Bottom (of initial area) elevation = 1755.800(Ft.) Difference in elevation = 18.200(Ft.) Slope = 0.03440 s( %)= 3.44 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 7.328 min. Rainfall intensity = 4.587(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 Subarea runoff = 3.331(cFS) Total initial stream area = 0.820(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + + + + + ++++ Process from Point /Station 2.070 to Point /station 2.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.820(Ac.) Runoff from this stream = 3.331(cFS) Time of concentration = 7.33 min. Rainfall intensity = 4.587(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +++ + + + + + + + + + + + + ++ Process from Point /Station 2.090 to Point /Station 2.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 210.690(Ft.) Top (of initial area) elevation = 1764.000(Ft.) Bottom (of initial area) elevation = 1758.400(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.02658 s( %)= 2.66 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 4to Initial area time of concentration = 5.339 min. Rainfall intensity = 5.547(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.888 Subarea runoff = 1.084(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) „10 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +++ + + ++ Process from Point /Station 2.090 to Point /Station 2.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** EA OH1300 Page 44 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Along Main Stream number: 1 in normal stream number 5 Stream flow area = 0.220(Ac.) Runoff from this stream = 1.084(cFS) - Time of concentration = 5.34 min. Rainfall intensity = 5.547(In /Hr) .., Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 3.62 0.970 8.41 0.073 4.223 2 3.49 0.920 8.19 0.073 4.289 3 1.50 0.330 6.08 0.073 5.132 - 4 3.33 0.820 7.33 0.073 4.587 5 1.08 0.220 5.34 0.073 5.547 Qmax(1) = '" 1.000 * 1.000 * 3.623) + 0.984 * 1.000 * 3.491) + 0.820 * 1.000 * 1.503) + 0.919 * 1.000 * 3.331) + - 0.758 * 1.000 * 1.084) + = 12.175 Qmax(2) = 1.016 * 0.974 * 3.623) + 1.000 * 1.000 * 3.491) + 0.833 * 1.000 * 1.503) + 0.934 * 1.000 * 3.331) + 0.770 * 1.000 * 1.084) + = 12.275 - Qmax(3) _ 1.219 * 0.722 * 3.623) + -> 1.200 * 0.741 * 3.491) + 1.000 * 1.000 * 1.503) + 1.121 * 0.829 * 3.331) + 0.924 * 1.000 * 1.084) + = 11.896 Qmax(4) = "' 1.088 * 0.871 * 3.623) + 1.071 * 0.894 * 3.491) + 0.892 * 1.000 * 1.503) + 1.000 * 1.000 * 3.331) + 0.825 * 1.000 * 1.084) + = 12.340 Qmax(5) = 1.319 * 0.635 * 3.623) + 1.298 * 0.651 * 3.491) + 1.082 * 0.879 * 1.503) + "" 1.213 * 0.729 * 3.331) + 1.000 * 1.000 * 1.084) + = 11.440 Total of 5 streams to confluence: ,.. Flow rates before confluence point: 3.623 3.491 1.503 3.331 1.084 Maximum flow rates at confluence using above data: 12.175 12.275 11.896 12.340 11.440 Area of streams before confluence: 0.970 0.920 0.330 0.820 0.220 Effective area values after confluence: 3.260 3.235 2.613 3.038 2.322 Results of confluence: . Total flow rate = 12.340(CFS) Time of concentration = 7.328 min. Effective stream area after confluence = 3.038(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.073(In /Hr) . Study area total (this main stream) = 3.26(Ac.) End of computations, Total Study Area = 3.26 (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) = 0.100 EAOH1300 Page 45 of 147 ^• Drainage Report: Duncan Canyon/I -15 Interchange Area averaged SCS curve number = 56.0 25 -year Event: System C San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/12/07 Program License Serial Number 5041 ^41 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.299 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + +++ +++ + + + + + +++ + +++++ + + + + + + + ++ Process from Point /Station 3.010 to Point /Station 3.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) "`" Initial subarea data: Initial area flow distance = 732.190(Ft.) Top (of initial area) elevation = 1749.000(Ft.) Bottom (of initial area) elevation = 1724.000(Ft.) Difference in elevation = 25.000(Ft.) Slope = 0.03414 s( %)= 3.41 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.357 min. Rainfall intensity = 4.239(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 3.974(cFS) Total initial stream area = 1.060(Ac.) Pervious area fraction = 0.100 AVM Initial area Fm value = 0.073(in /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.030 to Point /Station 3.040 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** upstream point elevation = 1733.000(Ft.) Downstream point elevation = 1687.000(Ft.) Channel length thru subarea = 1427.340(Ft.) Channel base width = 5.000(Ft.) ON Slope or 'z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 8.286(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.286(CFS) EAOH1300 Page 46 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Depth of flow = 0.480(Ft.), Average velocity = 2.897(Ft/s) Channel flow top width = 6.919(Ft.) Flow Velocity = 2.90(Ft /s) Travel time = 8.21 min. Time of concentration = 16.57 min. .,.. Critical depth = 0.414(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 — SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.093(In /Hr) Rainfall intensity = 2.811(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is c = 0.871 Subarea runoff = 8.545(CFS) for 4.050(Ac.) Total runoff = 12.519(CFS) -" Effective area this stream = 5.11(Ac.) Total Study Area (Main Stream No. 1) = 5.11(AC.) Area averaged Fm value = 0.089(In /Hr) Depth of flow = 0.608(Ft.), Average velocity = 3.314(Ft /s) Critical depth = 0.539(Ft.) +++++++++++++++++++++++++++++++++++++++ + + +++ + +++ + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.030 to Point /Station 3.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.110(Ac.) Runoff from this stream = 12.519(CFS) Time of concentration = 16.57 min. Rainfall intensity = 2.811(In /Hr) Area averaged loss rate (Fm) = 0.0893(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 „ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + +++ +++ + + + + + + ++ Process from Point /Station 3.050 to Point /Station 3.060 — * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 --° Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 v SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.093(In /Hr) .. Initial subarea data: Initial area flow distance = 880.110(Ft.) Top (of initial area) elevation = 1747.460(Ft.) "" Bottom (of initial area) elevation = 1703.660(Ft.) Difference in elevation = 43.800(Ft.) Slope = 0.04977 s( %)= 4.98 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.343 min. Rainfall intensity = 4.243(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.880 Subarea runoff = 3.436(cFS) Total initial stream area = 0.920(Ac.) '" Pervious area fraction = 0.100 Initial area Fm value = 0.093(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.070 to Point /Station 3.080 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1704.000(Ft.) — End of street segment elevation = 1676.400(Ft.) , EAOH1300 Page 47 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Length of street segment = 1014.220(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.332(cFS) Depth of flow = 0.347(Ft.), Average velocity = 4.283(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.56(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.372(Ft.) Flow velocity = 4.28(Ft /s) Travel time = 3.95 min. TC = 12.29 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.363(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.874 Subarea runoff = 3.739(CFS) for 1.520(Ac.) Total runoff = 7.175(CFS) Effective area this stream = 2.44(Ac.) Total Study Area (Main Stream No. 1) = 7.55(Ac.) Area averaged Fm value = 0.096(In /Hr) Street flow at end of street = 7.175(cFS) Half street flow at end of street = 7.175(cFS) Depth of flow = 0.390(Ft.), Average velocity = 4.198(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.27(Ft.) Flow width (from curb towards crown)= 10.509(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 3.050 to Point /Station 3.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 2 Stream flow area = 2.440(Ac.) Runoff from this stream = 7.175(CFS) Time of concentration = 12.29 min. Rainfall intensity = 3.363(In /Hr) Area averaged loss rate (Fm) = 0.0961(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.090 to Point /Station 3.100 * * ** INITIAL AREA EVALUATION * * ** soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 37.20 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.800(In /Hr) Initial subarea data: Initial area flow distance = 961.420(Ft.) Top (of initial area) elevation = 1720.000(Ft.) Bottom (of initial area) elevation = 1692.000(Ft.) Difference in elevation = 28.000(Ft.) EAOH1300 Page 48 of 147 Drainage Report: Duncan Canyon/I -15 Interchange slope = 0.02912 s( %)= 2.91 TC = k(0.484) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 15.320 min. Rainfall intensity = 2.947(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.656 Subarea runoff = 3.999(CFS) Total initial stream area = 2.070(Ac.) Pervious area fraction = 0.850 Initial area Fm value = 0.800(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + +++ + + + + + + + + + +++ + + + + + + + + + ++ Process from Point /station 3.110 to Point /station 3.100 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** upstream point elevation = 1718.000(Ft.) Downstream point elevation = 1690.000(Ft.) Channel length thru subarea = 936.480(Ft.) Channel base width = 5.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 12.816(CF5) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 12.816(cFS) Depth of flow = 0.629(Ft.), Average velocity = 3.254(Ft/s) channel flow top width = 7.517(Ft.) Flow Velocity = 3.25(Ft /s) Travel time = 4.80 min. Time of concentration = 20.12 min. Critical depth = 0.547(Ft.) Adding area flow to channel PARK subarea Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCs curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.794(In /Hr) Rainfall intensity = 2.502(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.614 Subarea runoff = 17.574(CFS) for 11.970(Ac.) Total runoff = 21.574(cFS) Effective area this stream = 14.04(Ac.) Total Study Area (Main Stream No. 1) = 21.59(Ac.) Area averaged Fm value = 0.795(In /Hr) Depth of flow = 0.843(Ft.), Average velocity = 3.827(Ft/s) Critical depth = 0.750(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.130 to Point /Station 3.120 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1689.700(Ft.) Downstream point elevation = 1667.000(Ft.) Channel length thru subarea = 724.240(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 22.296(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 22.296(CFS) Depth of flow = 0.847(Ft.), Average velocity = 3.930(Ft /s) channel flow top width = 8.390(Ft.) Flow velocity = 3.93(Ft /s) Travel time = 3.07 min. Time of concentration = 23.19 min. Critical depth = 0.766(Ft.) Adding area flow to channel EAOH1300 Page 49 of 147 Drainage Report: Duncan Canyon/I -15 Interchange PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 - Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In /Hr) Rainfall intensity = 2.298(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.586 ' Subarea runoff = 1.389(CFS) for 3.010(Ac.) Total runoff = 22.963(CFS) - Effective area this stream = 17.05(Ac.) Total Study Area (Main Stream No. 1) = 24.60(Ac.) . Area averaged Fm value = 0.801(In /Hr) Depth of flow = 0.861(Ft.), Average velocity = 3.965(Ft/s) critical depth = 0.781(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + ++++ + + + + + + + + + ++ Process from Point /station 3.130 to Point /Station 3.120 * * ** CONFLUENCE OF MINOR STREAMS * * ** d Along Main stream number: 1 in normal stream number 3 Stream flow area = 17.050(Ac.) Runoff from this stream = 22.963(CFS) Time of concentration = 23.19 min. Rainfall intensity = 2.298(In /Hr) Area averaged loss rate (Fm) = 0.8015(in /Hr) Area averaged Pervious ratio (Ap) = 0.8500 - Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 12.52 5.110 16.57 0.089 2.811 2 7.17 2.440 12.29 0.096 3.363 3 22.96 17.050 23.19 0.801 2.298 . Qmax(1) _ 1.000 * 1.000 * 12.519) + 0.831 * 1.000 * 7.175) + 1.343 * 0.715 * 22.963) + = 40.520 Qmax(2) = 1.203 * 0.742 * 12.519) + 1.000 * 1.000 * 7.175) + "' 1.712 * 0.530 * 22.963) + = 39.179 Qmax(3) = - 0.811 * 1.000 * 12.519) + 0.674 * 1.000 * 7.175) + 1.000 * 1.000 * 22.963) + = 37.955 Total of 3 streams to confluence: ' Flow rates before confluence point: 12.519 7.175 22.963 Maximum flow rates at confluence using above data: 40.520 39.179 37.955 Area of streams before confluence: 5.110 2.440 17.050 . Effective area values after confluence: 19.732 15.266 24.600 Results of confluence: Total flow rate = 40.520(CFS) Time of concentration = 16.568 min. *' Effective stream area after confluence = 19.732(Ac.) Study area average Pervious fraction(Ap) = 0.620 Study area average soil loss rate(Fm) = 0.584(In /Hr) Study area total (this main stream) = 24.60(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +++ + + + + + + + + + + + + ++ Process from Point /Station 3.130 to Point /Station 3.120 4 EAOH1300 Page 50 of 147 Drainage Report: Duncan Canyon/I -15 Interchange * ** CONFLUENCE OF MAIN STREAMS * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.732(Ac.) Runoff from this stream = 40.520(CFS) Time of concentration = 16.57 min. Rainfall intensity = 2.811(In /Hr) Area averaged loss rate (Fm) = 0.5836(In /Hr) Area averaged Pervious ratio (Ap) = 0.6198 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 40.52 19.732 16.57 0.584 2.811 Qmax(1) = 1.000 * 1.000 * 40.520) + = 40.520 Total of 1 main streams to confluence: Flow rates before confluence point: 41.520 Maximum flow rates at confluence using above data: 40.520 Area of streams before confluence: 19.732 Effective area values after confluence: 19.732 Results of confluence: Total flow rate = 40.520(CFS) Time of concentration = 16.568 min. Effective stream area after confluence = 19.732(Ac.) Study area average Pervious fraction(Ap) = 0.620 Study area average soil loss rate(Fm) = 0.584(In /Hr) Study area total = 19.73(Ac.) End of computations, Total Study Area = 24.60 (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) = 0.620 Area averaged sCS curve number = 37.6 25 -year Event: System D San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/13/07 Program License Serial Number 5041 rn * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.100(In.) A" 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: •. Storm year = 25.00 1 hour rainfall = 1.299 (In.) EA OH 1300 Page 5l of 147 Drainage Report: Duncan Canyon/I -15 Interchange Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +++ + + + + + + + + + + ++ Process from Point /Station 4.010 to Point /Station 4.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 590.730(Ft.) Top (of initial area) elevation = 1796.000(Ft.) Bottom (of initial area) elevation = 1776.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.03386 s( %)= 3.39 TC = k(0.304) *[(lengthA3) /(elevation change }]A0.2 Initial area time of concentration = 7.682 min. Rainfall intensity = 4.459(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.885 Subarea runoff = 3.118(CFS) Total initial stream area = 0.790(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +++ + + + + + + + + + + + + + + + + + +++ Process from Point /Station 4.030 to Point /Station 4.040 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1778.000(Ft.) End of street segment elevation = 1739.000(Ft.) Length of street segment = 1198.060(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 52.000(Ft.) Distance from crown to crossfall grade break = 48.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.195(CFS) Depth of flow = 0.316(Ft.), Average velocity = 4.317(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.815(Ft.) Flow velocity = 4.32(Ft /s) Travel time = 4.63 min. TC = 12.31 min. Adding area flow to street COMMERCIAL subarea type 4 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Rainfall intensity = 3.360(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.880 Subarea runoff = 4.071(CFS) for 1.640(Ac.) Total runoff = 7.189(CFS) Effective area this stream = 2.43(Ac.) Total Study Area (Main Stream No. 1) = 2.43(Ac.) EAOH1300 Page 52 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Area averaged Fm value = 0.073(In /Hr) Street flow at end of street = 7.189(CFS) Half street flow at end of street = 7.189(CFS) Depth of flow = 0.353(Ft.), Average velocity = 4.483(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.78(Ft.) Flow width (from curb towards crown)= 11.644(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + +++ + + + + + + + ++ Process from Point /Station 4.010 to Point /Station 4.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.430(Ac.) Runoff from this stream = 7.189(CFS) Time of concentration = 12.31 min. Rainfall intensity = 3.360(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 4.050 to Point /Station 4.060 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In /Hr) Initial subarea data: Initial area flow distance = 954.720(Ft.) Top (of initial area) elevation = 1777.000(Ft.) Bottom (of initial area) elevation = 1745.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.03352 s( %)= 3.35 TC = k(0.360) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 11.046 min. Rainfall intensity = 3.586(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.836 Subarea runoff = 7.789(cFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.257(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +++ + + + + + + + + + + + + ++ Process from Point /Station 4.070 to Point /Station 4.080 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1753.000(Ft.) End of street segment elevation = 1723.000(Ft.) Length of street segment = 951.190(Ft.) Height of curb above gutter flowline = 4.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) cW Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 4 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.356(CFS) Depth of flow = 0.482(Ft.), Average velocity = 5.020(Ft /s) rarara warning: depth of flow exceeds top of curb EA OH1300 Page 53 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Distance that curb overflow reaches into property = 5.94(Ft.) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.090(Ft.) Flow velocity = 5.02(Ft /s) Travel time = 3.16 min. TC = 14.20 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 46.40 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.298(In /Hr) Rainfall intensity = 3.084(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is c = 0.816 Subarea runoff = 17.052(CFS) for 7.270(Ac.) Total runoff = 24.841(CFS) Effective area this stream = 9.87(Ac.) Total Study Area (Main Stream No. 1) = 12.30(Ac.) Area averaged Fm value = 0.287(In /Hr) Street flow at end of street = 24.841(CFS) Half street flow at end of street = 24.841(CFS) Depth of flow = 0.537(Ft.), Average velocity = 5.459(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.14(Ft.) Flow width (from curb towards crown)= 17.839(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++++ + + + + + +++ + + + + + + + + + ++ Process from Point /Station 4.050 to Point /Station 4.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.870(Ac.) Runoff from this stream = 24.841(CFS) Time of concentration = 14.20 min. Rainfall intensity = 3.084(In /Hr) Area averaged loss rate (Fm) = 0.2871(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 7.19 2.430 12.31 0.073 3.360 2 24.84 9.870 14.20 0.287 3.084 Qmax(1) = 1.000 * 1.000 * 7.189) + 1.099 * 0.867 * 24.841) + = 30.844 Qmax(2) = 0.916 * 1.000 * 7.189) + 1.000 * 1.000 * 24.841) + = 31.424 Total of 2 streams to confluence: Flow rates before confluence point: 7.189 24.841 Maximum flow rates at confluence using above data: 30.844 31.424 Area of streams before confluence: 2.430 9.870 Effective area values after confluence: 10.982 12.300 Results of confluence: Total flow rate = 31.424(CFS) Time of concentration = 14.204 min. Effective stream area after confluence = 12.300(Ac.) Study area average Pervious fraction(Ap) = 0.301 study area average soil loss rate(Fm) = 0.245(In /Hr) study area total (this main stream) = 12.30(Ac.) EAOH1300 Page 54 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + + + + + + + + + + + + + + +++ + + ++ Process from Point /Station 4.010 to Point /Station 4.080 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area = 12.300(Ac.) Runoff from this stream = 31.424(CFS) Time of concentration = 14.20 min. Rainfall intensity = 3.084(In /Hr) Area averaged loss rate (Fm) = 0.2449(In /Hr) Area averaged Pervious ratio (Ap) = 0.3006 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + + + + +++ + ++++ + + + + + + + ++ Process from Point /Station 4.090 to Point /Station 4.100 * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.200 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 51.20 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: Initial area flow distance = 698.230(Ft.) Top (of initial area) elevation = 1744.000(Ft.) Bottom (of initial area) elevation = 1721.000(Ft.) Difference in elevation = 23.000(Ft.) Slope = 0.03294 s( %)= 3.29 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.259 min. Rainfall intensity = 4.269(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.883 subarea runoff = 2.602(cFS) Total initial stream area = 0.690(Ac.) Pervious area fraction = 0.100 initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.110 to Point /Station 4.120 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1723.000(Ft.) End of street segment elevation = 1700.000(Ft.) Length of street segment = 646.750(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.932(CFS) Depth of flow = 0.283(Ft.), Average velocity = 4.907(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.661(Ft.) Flow velocity = 4.91(Ft /s) «s Travel time = 2.20 min. TC = 10.46 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 EAOH1300 Page 55 of 147 .., Drainage Report: Duncan Canyon/I -15 Interchange Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 .. Scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.706(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified - rational method)(Q =KCIA) is C = 0.878 Subarea runoff = 2.605(cFS) for 0.910(Ac.) Total runoff = 5.207(CFS) Effective area this stream = 1.60(Ac.) Total Study Area (Main Stream No. 2) = 13.90(Ac.) " Area averaged Fm value = 0.090(In /Hr) Street flow at end of street = 5.207(CFS) Half street flow at end of street = 5.207(CFS) Depth of flow = 0.320(Ft.), Average velocity = 5.051(Ft /s) ,. Flow width (from curb towards crown= 7.007(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + +++ + + ++++ Process from Point /Station 4.090 to Point /Station 4.120 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.600(Ac.) Runoff from this stream = 5.207(CFS) Time of concentration = 10.46 min. Rainfall intensity = 3.706(In /Hr) Area averaged loss rate (Fm) = 0.0899(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++++++ + + + + + + + ++++ Process from Point /station 4.130 to Point /Station 4.140 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 ., Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 277.930(Ft.) Top (of initial area) elevation = 1764.000(Ft.) Bottom (of initial area) elevation = 1758.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.02159 s( %)= 2.16 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.217 min. Rainfall intensity = 5.062(in /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.887 Subarea runoff = 1.302(CFS) Total initial stream area = 0.290(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + +++ + + + + ++ Process from Point /Station 4.130 to Point /Station 4.140 A , **** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 stream flow area = 0.290(Ac.) Runoff from this stream = 1.302(CFS) . Time of concentration = 6.22 min. Rainfall intensity = 5.062(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 - EAOH1300 Page 56 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + +++ + + + ++ Process from Point /Station 4.150 to Point /Station 4.160 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.500 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 44.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.088(In /Hr) Initial subarea data: initial area flow distance = 959.650(Ft.) Top (of initial area) elevation = 1764.200(Ft.) Bottom (of initial area) elevation = 1723.100(Ft.) Difference in elevation = 41.100(Ft.) Slope = 0.04283 s( %)= 4.28 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.900 min. Rainfall intensity = 4.082(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 3.487(CFS) Total initial stream area = 0.970(AC.) Pervious area fraction = 0.100 Initial area Fm value = 0.088(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +++ + + + + + + + + + + + + + + + + ++++ Process from Point /Station 4.170 to Point /Station 4.180 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1723.000(Ft.) End of street segment elevation = 1690.500(Ft.) Length of street segment = 1181.290(Ft.) Height of curb above gutter flowline = 4.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.879(CFS) Depth of flow = 0.362(Ft.), Average velocity = 4.232(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.16(Ft.) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.123(Ft.) Flow velocity = 4.23(Ft /s) Travel time = 4.65 min. TC = 13.55 min. 4a Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 ewr Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.172(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.873 subarea runoff = 4.711(CFS) for 1.990(Ac.) Total runoff = 8.198(CFS) Effective area this stream = 2.96(Ac.) Total Study Area (Main Stream No. 2) = 17.15(Ac.) Area averaged Fm value = 0.094(In /Hr) Street flow at end of street = 8.198(CFS) .w EA OH1300 Page 57 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Half street flow at end of street = 8.198(cFS) -A Depth of flow = 0.406(Ft.), Average velocity = 4.263(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.91(Ft.) Flow width (from curb towards crown)= 11.301(Ft.) +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.150 to Point /Station 4.180 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 2.960(Ac.) Runoff from this stream = 8.198(CFS) Time of concentration = 13.55 min. Rainfall intensity = 3.172(In /Hr) Area averaged loss rate (Fm) = 0.0945(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++ Process from Point /Station 4.190 to Point /Station 4.200 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 "" Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 471.190(Ft.) Top (of initial area) elevation = 1705.000(Ft.) Bottom (of initial area) elevation = 1690.000(Ft.) Difference in elevation = 15.000(Ft.) Slope = 0.03183 s( %)= 3.18 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.105 min. Rainfall intensity = 4.672(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 4. Subarea runoff = 2.388(CFS) Total initial stream area = 0.580(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 4.210 to Point /Station 4.220 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1692.000(Ft.) End of street segment elevation = 1670.000(Ft.) Length of street segment = 759.540(Ft.) Height of curb above gutter flowline = 4.0(in.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) a Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.061(CFS) Depth of flow = 0.298(Ft.), Average velocity = 4.581(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.955(Ft.) Flow velocity = 4.58(Ft /s) EA OH1300 Page 58 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Travel time = 2.76 min. TC = 9.87 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.836(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 Subarea runoff = 3.265(CFS) for 1.100(Ac.) Total runoff = 5.653(CFS) Effective area this stream = 1.68(Ac.) Total Study Area (Main Stream No. 2) = 18.83(Ac.) Area averaged Fm value = 0.098(in /Hr) Street flow at end of street = 5.653(CFS) Half street flow at end of street = 5.653(CFS) Depth of flow = 0.352(Ft.), Average velocity = 4.387(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.75(Ft.) Flow width (from curb towards crown)= 8.610(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + +++ + +++ + + ++++ Process from Point /Station 4.190 to Point /Station 4.220 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 4 Stream flow area = 1.680(Ac.) Runoff from this stream = 5.653(CFS) Time of concentration = 9.87 min. Rainfall intensity = 3.836(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 4.230 to Point /Station 4.240 * * ** INITIAL AREA EVALUATION * * ** r COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: 4 „ Initial area flow distance = 902.020(Ft.) Top (of initial area) elevation = 1692.000(Ft.) Bottom (of initial area) elevation = 1665.000(Ft.) Difference in elevation = 27.000(Ft.) Slope = 0.02993 s( %)= 2.99 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.327 min. Rainfall intensity = 3.969(in /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.878 40 Subarea runoff = 4.424(CFS) Total initial stream area = 1.270(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +++ + + + + + + ++ Process from Point /Station 4.230 to Point /Station 4.240 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 5 stream flow area = 1.270(Ac.) Runoff from this stream = 4.424(CFS) EAOH1300 Page 59 of 147 .. Drainage Report: Duncan Canyon/I -15 Interchange Time of concentration = 9.33 min. Rainfall intensity = 3.969(in /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) - Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) • 1 5.21 1.600 10.46 0.090 3.706 2 1.30 0.290 6.22 0.073 5.062 3 8.20 2.960 13.55 0.094 3.172 4 5.65 1.680 9.87 0.098 3.836 ... 5 4.42 1.270 9.33 0.098 3.969 Qmax(1) = 1.000 * 1.000 * 5.207) + 0.728 * 1.000 * 1.302) + 1.174 * 0.772 8.198) + 0.965 * 1.000 * 5.653) + 0.932 * 1.000 * 4.424) + = 23.157 - Qmax(2) = 1.375 * 0.595 * 5.207) + - 1.000 * 1.000 * 1.302) + 1.614 * 0.459 * 8.198) + 1.328 * 0.630 * 5.653) + 1.282 * 0.667 * 4.424) + = 20.142 Qmax(3) = '" 0.852 * 1.000 * 5.207) + 0.621 * 1.000 * 1.302) + •- 1.000 * 1.000 * 8.198) + 0.822 * 1.000 * 5.653) + .,. 0.794 * 1.000 * 4.424) + = 21.605 Qmax(4) = 1.036 * 0.944 * 5.207) + 0.754 * 1.000 * 1.302) + 1.216 * 0.728 * 8.198) + '" 1.000 * 1.000 * 5.653) + 0.966 * 1.000 * 4.424) + = 23.260 Qmax(5) _ 1.073 * 0.892 * 5.207) + - 0.781 * 1.000 * 1.302) + 1.259 * 0.688 * 8.198) + 1.035 * 0.945 * 5.653) + 1.000 * 1.000 * 4.424) + = 23.058 - Total of 5 streams to confluence: Flow rates before confluence point: ,. 5.207 1.302 8.198 5.653 4.424 Maximum flow rates at confluence using above data: 23.157 20.142 21.605 23.260 23.058 Area of streams before confluence: 1.600 0.290 2.960 1.680 1.270 - Effective area values after confluence: 7.124 4.504 7.800 6.906 6.612 Results of confluence: Total flow rate = 23.260(CFS) �, Time of concentration = 9.869 min. Effective stream area after confluence = 6.906(Ac.) .. Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.094(In /Hr) study area total (this main stream) = 7.80(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.090 to Point /Station 4.240 +.• * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.906(Ac.) Runoff from this stream = 23.260(CFS) EAOH1300 Page 60 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Time of concentration = 9.87 min. Rainfall intensity = 3.836(in /Hr) Area averaged loss rate (Fm) = 0.0940(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: m4 Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 31.42 12.300 14.20 0.245 3.084 2 23.26 6.906 9.87 0.094 3.836 Qmax(1) = 1.000 * 1.000 * 31.424) + 0.799 * 1.000 * 23.260) + = 50.005 Qmax(2) = 1.265 * 0.695 * 31.424) + 1.000 * 1.000 * 23.260) + = 50.885 Total of 2 main streams to confluence: Flow rates before confluence point: 32.424 24.260 Maximum flow rates at confluence using above data: 50.005 50.885 Area of streams before confluence: 12.300 6.906 Effective area values after confluence: 19.206 15.452 Results of confluence: Total flow rate = 50.885(CFS) Time of concentration = 9.869 min. Effective stream area after confluence = 15.452(Ac.) study area average Pervious fraction(Ap) = 0.228 Study area average soil loss rate(Fm) = 0.191(In /Hr) Study area total = 19.21(Ac.) End of computations, Total Study Area = 20.10 (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) = 0.223 Area averaged sCS curve number = 44.8 25 -year Event: System E San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 05/15/07 Program License Serial Number 5041 * * * * * * * ** Hydrology study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: storm year = 25.00 1 hour rainfall = 1.299 (In.) EAOH1300 Page 61 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Slope used for rainfall intensity curve b = 0.6000 "' soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.020 * * ** INITIAL AREA EVALUATION * * ** w, COMMERCIAL subarea type Decimal fraction soil group A = 1.000 - Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 274.300(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1764.800(Ft.) "" Difference in elevation = 4.000(Ft.) Slope = 0.01458 s( %)= 1.46 TC = k(0.304) *[(TengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.690 min. Rainfall intensity = 4.845(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.882 M Subarea runoff = 1.153(CFS) Total initial stream area = 0.270(Ac.) Pervious area fraction = 0.100 - Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ++++++ + + + + + + + ++++ ., Process from Point /Station 5.010 to Point /Station 5.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.270(Ac.) '" Runoff from this stream = 1.153(cFS) Time of concentration = 6.69 min. Rainfall intensity = 4.845(in /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.030 - * * ** INITIAL AREA EVALUATION * * ** - COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 .. Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) 4 $ Initial subarea data: Initial area flow distance = 265.530(Ft.) ... Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1764.800(Ft.) ...6 Difference in elevation = 4.000(Ft.) Slope = 0.01506 s( %)= 1.51 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 "" Initial area time of concentration = 6.560 min. Rainfall intensity = 4.902(In /Hr) for a 25.0 year storm .i Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 1.340(CFS) - Total initial stream area = 0.310(Ac.) Pervious area fraction = 0.100 ,, Initial area Fm value = 0.098(In /Hr) `" +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ ++ ._ EA OH1300 Page 62 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Process from Point /Station 5.010 to Point /station 5.030 . * * ** CONFLUENCE OF MINOR STREAMS * * ** - Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.310(Ac.) - Runoff from this stream = 1.340(CFS) Time of concentration = 6.56 min. Rainfall intensity = 4.902(in /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 "° summary of stream data: • µ Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 1.15 0.270 6.69 0.098 4.845 2 1.34 0.310 6.56 0.098 4.902 Qmax(1) = " 1.000 * 1.000 * 1.153) + 0.988 * 1.000 * 1.340) + = 2.478 Qmax(2) = 1.012 * 0.981 * 1.153) + - 1.000 * 1.000 * 1.340) + = 2.485 Total of 2 streams to confluence: - Flow rates before confluence point: 1.153 1.340 - Maximum flow rates at confluence using above data: 2.478 2.485 ,_ Area of streams before confluence: 0.270 0.310 Effective area values after confluence: 0.580 0.575 Results of confluence: Total flow rate = 2.485(CFS) Time of concentration = 6.560 min. °' Effective stream area after confluence = 0.575(Ac.) Study area average Pervious fraction(Ap) = 0.100 --- Study area average soil loss rate(Fm) = 0.098(In /Hr) study area total (this main stream) = 0.58(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.030 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: - In Main Stream number: 1 Stream flow area = 0.575(Ac.) ,,,. Runoff from this stream = 2.485(cFs) Time of concentration = 6.56 min. Rainfall intensity = 4.902(In /Hr) " Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 ` Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + +++ + + + + + + + ++ . Process from Point /station 5.040 to Point /Station 5.050 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000, Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Initial subarea data: Initial area flow distance = 653.540(Ft.) Top (of initial area) elevation = 1777.000(Ft.) - EAOH1300 Page 63 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Bottom (of initial area) elevation = 1757.000(Ft.) " Difference in elevation = 20.000(Ft.) Slope = 0.03060 s( %)= 3.06 TC = k(0.360) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.666 min. . Rainfall intensity = 3.884(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.821 Subarea runoff = 3.539(CFS) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.350 "' Initial area Fm value = 0.342(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +++ + + ++ Process from Point /Station 5.060 to Point /Station 5.070 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** - Estimated mean flow rate at midpoint of channel = 0.000(cFS) Depth of flow = 0.572(Ft.), Average velocity = 2.483(Ft/s) - * * * * * ** Irregular Channel Data * * * * * * * * * ** - Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate -. 1 0.00 1.00 2 5.00 0.00 3 10.00 0.00 4 15.00 1.00 Manning's 'N' friction factor = 0.060 Sub- Channel flow = 11.176(CFS) flow top width = 10.724(Ft.) velocity= 2.483(Ft/s) ' area = 4.500(Sq.Ft) Froude number = 0.676 upstream point elevation = 1767.000(Ft.) Downstream point elevation = 1744.000(Ft.) °" Flow length = 708.650(Ft.) Travel time = 4.76 min. Time of concentration = 14.42 min. Depth of flow = 0.572(Ft.) ,0 Average velocity = 2.483(Ft/s) Total irregular channel flow = 11.176(cFS) Irregular channel normal depth above invert elev. = 0.572(Ft.) Average velocity of channel(s) = 2.483(Ft/s) Adding area flow to channel 0, CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = 3.055(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified °" rational method)(Q =KCIA) is C = 0.799 Subarea runoff = 15.215(CFS) for 6.570(Ac.) Total runoff = 18.754(CFS) Effective area this stream = 7.68(Ac.) Total Study Area (Main Stream No. 2) = 8.26(Ac.) Area averaged Fm value = 0.342(In /Hr) Depth of flow = 0.747(Ft.), Average velocity = 2.874(Ft/s) . +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 5.060 to Point /Station 5.070 • * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 stream flow area = 7.680(Ac.) Runoff from this stream = 18.754(CFS) Time of concentration = 14.42 min. - EAOH1300 Page 64 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Rainfall intensity = 3.055(in /Hr) ` Area averaged loss rate (Fm) = 0.3422(in /Hr) Area averaged Pervious ratio (Ap) = 0.3500 - summary of stream data: . Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 18.75 7.680 14.42 0.342 3.055 Qmax(1) = 1.000 * 1.000 * 18.754) + = 18.754 Total of 1 streams to confluence: Flow rates before confluence point: 18.754 -„ Maximum flow rates at confluence using above data: 18.754 Area of streams before confluence: 7.680 Effective area values after confluence: - 7.680 Results of confluence: .. Total flow rate = 18.754(CFS) Time of concentration = 14.422 min. Effective stream area after confluence = 7.680(Ac.) Study area average Pervious fraction(Ap) = 0.350 study area average soil loss rate(Fm) = 0.342(In /Hr) "" Study area total (this main stream) = 7.68(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ A.a Process from Point /Station 5.060 to Point /Station 5.070 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.680(Ac.) Runoff from this stream = 18.754(CFS) ,. Time of concentration = 14.42 min. Rainfall intensity = 3.055(In /Hr) Area averaged loss rate (Fm) = 0.3422(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 Program is now starting with Main Stream No. 3 "" +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.080 * * ** INITIAL AREA EVALUATION * * ** ,, COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 643.890(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1747.200(Ft.) Difference in elevation = 21.600(Ft.) . Slope = 0.03355 s( %)= 3.35 TC = k(0.304) *[(lengthA3) /(elevation change))A0.2 4* Initial area time of concentration = 7.967 min. Rainfall intensity = 4.362(In /Hr) for a 25.0 year storm . Effective runoff coefficient used for area (Q =KCIA) is C = 0.880 subarea runoff = 3.608(CFS) . Total initial stream area = 0.940(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) r -« EAOH1300 Page 65 of 147 °0, Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.080 - * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.940(Ac.) Runoff from this stream = 3.608(CFS) Time of concentration = 7.97 min. Rainfall intensity = 4.362(In /Hr) - Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 -« +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + + + + +++ ++++ + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.090 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 658.620(Ft.) Top (of initial area) elevation = 1768.800(Ft.) ' Bottom (of initial area) elevation = 1747.200(Ft.) Difference in elevation = 21.600(Ft.) ., Slope = 0.03280 s( %)= 3.28 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 .. Initial area time of concentration = 8.075 min. Rainfall intensity = 4.327(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.880 subarea runoff = 2.246(CFS) Total initial stream area = 0.590(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) .. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.090 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 2 -"' Stream flow area = 0.590(Ac.) Runoff from this stream = 2.246(CFS) - Time of concentration = 8.08 min. Rainfall intensity = 4.327(In /Hr) . Area averaged loss rate (Fm) = 0.0978(in /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 3.61 0.940 7.97 0.098 4.362 2 2.25 0.590 8.08 0.098 4.327 Qmax(1) = 1.000 * 1.000 * 3.608) + '" 1.008 * 0.987 * 2.246) + = 5.842 Qmax(2) = 0.992 * 1.000 * 3.608) + 1.000 * 1.000 * 2.246) + = 5.824 Total of 2 streams to confluence: Flow rates before confluence point: 3.608 2.246 Maximum flow rates at confluence using above data: 5.842 5.824 µ EA OH1300 Page 66 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Area of streams before confluence: 0.940 0.590 Effective area values after confluence: 1.522 1.530 Results of confluence: Total flow rate = 5.842(CFS) Time of concentration = 7.967 min. Effective stream area after confluence = 1.522(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 1.53(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +++ +++ + + + + + +++ + + +++ + + ++ {t. Process from Point /Station 5.010 to Point /Station 5.090 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.522(Ac.) Runoff from this stream = 5.842(CFS) Time of concentration = 7.97 min. Rainfall intensity = 4.362(Tn /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 4 +++++++++++++++++++++++++++++++++++++++ + + + + + +++ + +++ +++ + + + + + + + + + + + + + + ++ Process from Point /Station 5.100 to Point /Station 5.110 * * ** INITIAL AREA EVALUATION *•••* ., COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 851.130(Ft.) ,. Top (of initial area) elevation = 1745.200(Ft.) Bottom (of initial area) elevation = 1709.800(Ft.) Difference in elevation = 35.400(Ft.) slope = 0.04159 s( %)= 4.16 TC = k(0.304) *[(lengthA3) /(elevation change)JAO.2 Initial area time of concentration = 8.532 min. Rainfall intensity = 4.186(in /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.879 subarea runoff = 3.974(cFS) Total initial stream area = 1.080(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(in /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 5.100 to Point /Station 5.110 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 4 in normal stream number 1 Stream flow area = 1.080(Ac.) Runoff from this stream = 3.974(CFS) Time of concentration = 8.53 min. Rainfall intensity = 4.186(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.100 to Point /Station 5.120 * * ** INITIAL AREA EVALUATION * * ** EA OH1300 Page 67 of 147 -4, Drainage Report: Duncan Canyon/I -15 Interchange COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Y Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 .w SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: " Initial area flow distance = 852.000(Ft.) Top (of initial area) elevation = 1745.200(Ft.) -. Bottom (of initial area) elevation = 1709.800(Ft.) Difference in elevation = 35.400(Ft.) -«- Slope = 0.04155 s( %)= 4.15 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 «„ Initial area time of concentration = 8.538 min. Rainfall intensity = 4.185(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.879 Subarea runoff = 4.929(CFS) Total initial stream area = 1.340(Ac.) `" Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + ++++++ + + + ++ Process from Point /Station 5.100 to Point /Station 5.120 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 4 in normal stream number 2 Stream flow area = 1.340(Ac.) Runoff from this stream = 4.929(CFS) - Time of concentration = 8.54 min. Rainfall intensity = 4.185(In /Hr) _. Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 " Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 3.97 1.080 8.53 0.098 4.186 ,� 2 4.93 1.340 8.54 0.098 4.185 Qmax(1) = 1.000 * 1.000 * 3.974) + 1.000 * 0.999 * 4.929) + = 8.902 Qmax(2) = - 1.000 * 1.000 * 3.974) + 1.000 * 1.000 * 4.929) + = 8.902 Total of 2 streams to confluence: Flow rates before confluence point: 3.974 4.929 Maximum flow rates at confluence using above data: - 8.902 8.902 Area of streams before confluence: .. 1.080 1.340 Effective area values after confluence: 2.419 2.420 Results of confluence: Total flow rate = 8.902(CFS) Time of concentration = 8.532 min. Effective stream area after confluence = 2.419(Ac.) "' Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) 4 Study area total (this main stream) = 2.42(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++++ + + + + + + + + + + + + ++ a Process from Point /Station 5.100 to Point /Station 5.120 * * ** CONFLUENCE OF MAIN STREAMS * * ** . The following data inside Main Stream is listed: a " EAOH1300 Page 68 of 147 Drainage Report: Duncan Canyon/I -15 Interchange In Main Stream number: 4 Stream flow area = 2.419(Ac.) Runoff from this stream = 8.902(CFS) Time of concentration = 8.53 min. Rainfall intensity = 4.186(in /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 2.49 0.575 6.56 0.098 4.902 2 18.75 7.680 14.42 0.342 3.055 3 5.84 1.522 7.97 0.098 4.362 4 8.90 2.419 8.53 0.098 4.186 Qmax(1) = 1.000 * 1.000 * 2.485) + 1.680 * 0.455 * 18.754) + 1.126 * 0.823 * 5.842) + 1.175 * 0.769 * 8.902) + = 30.281 Qmax(2) = 0.616 * 1.000 * 2.485) + 1.000 * 1.000 * 18.754) + 0.694 * 1.000 * 5.842) + 0.723 * 1.000 * 8.902) + = 30.775 Qmax(3) = 0.888 * 1.000 * 2.485) + 1.482 * 0.552 * 18.754) + 1.000 * 1.000 * 5.842) + 1.043 * 0.934 * 8.902) + = 32.067 Qmax(4) = 0.851 * 1.000 * 2.485) + 1.417 * 0.592 * 18.754) + 0.959 * 1.000 * 5.842) + 1.000 * 1.000 * 8.902) + = 32.338 Total of 4 main streams to confluence: Flow rates before confluence point: 3.485 19.754 6.842 9.902 Maximum flow rates at confluence using above data: 30.281 30.775 32.067 32.338 Area of streams before confluence: 0.575 7.680 1.522 2.419 Effective area values after confluence: 7.182 12.196 8.598 9.060 Results of confluence: Total flow rate = 32.338(CFS) Time of concentration = 8.532 min. Effective stream area after confluence = 9.060(Ac.) Study area average Pervious fraction(Ap) = 0.257 Study area average soil loss rate(Fm) = 0.252(In /Hr) Study area total = 12.20(Ac.) End of computations, Total Study Area = 12.21 (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) = 0.257 Area averaged SCS curve number = 32.0 4 25 -year Event: System F EA OH1300 Page 69 of 147 Drainage Report: Duncan Canyon/I -15 Interchange san Bernardino county Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 05/14/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information ** * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.299 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +++ + +++ + + + + +++ + + + + + + + ++ Process from Point /Station 6.010 to Point /Station 6.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 891.420(Ft.) Top (of initial area) elevation = 1678.000(Ft.) Bottom (of initial area) elevation = 1652.000(Ft.) Difference in elevation = 26.000(Ft.) Slope = 0.02917 s( %)= 2.92 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.331 min. Rainfall intensity = 3.968(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.878 Subarea runoff = 4.284(CFS) Total initial stream area = 1.230(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.010 to Point /Station 6.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.230(Ac.) Runoff from this stream = 4.284(CF5) Time of concentration = 9.33 min. Rainfall intensity = 3.968(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ ++++ + + + + + + + + + + + + + + + + + + + + + + + ++++ Process from Point /Station 6.030 to Point /Station 6.040 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 EA OH1300 Page 70 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 <b SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(in /Hr) b Initial subarea data: Initial area flow distance = 940.070(Ft.) Top (of initial area) elevation = 1658.000(Ft.) Bottom (of initial area) elevation = 1630.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.492 min. Rainfall intensity = 3.927(In /Hr) for a 25.0 year storm .. Effective runoff coefficient used for area (Q =KCIA) is C = 0.878 Subarea runoff = 4.239(CFS) Total initial stream area = 1.230(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.030 to Point /Station 6.040 - * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.230(Ac.) Runoff from this stream = 4.239(CFS) Time of concentration = 9.49 min. Rainfall intensity = 3.927(In /Hr) - Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 4.28 1.230 9.33 0.098 3.968 - 2 4.24 1.230 9.49 0.098 3.927 Qmax(1) = - 1.000 * 1.000 * 4.284) + 1.011 * 0.983 * 4.239) + = 8.495 Qmax(2) = 0.990 * 1.000 * 4.284) + 1.000 * 1.000 * 4.239) + = 8.478 Total of 2 streams to confluence: Flow rates before confluence point: 4.284 4.239 Maximum flow rates at confluence using above data: 8.495 8.478 Area of streams before confluence: 1.230 1.230 Effective area values after confluence: 2.439 2.460 Results of confluence: Total flow rate = 8.495(CFS) Time of concentration = 9.331 min. Effective stream area after confluence = 2.439(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 2.46(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ .., Process from Point /station 2.000 to Point /Station 0.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 0.000(Ft.) Downstream point /station elevation = 0.000(Ft.) Pipe length = 0.00(Ft.) Manning's N = 4.160 -«. EAOH1300 Page 7l of 147 Drainage Report: Duncan Canyon/I -15 Interchange No. of pipes = 4 Required pipe flow = 8.495(CFS) Nearest computed pipe diameter = 72.00(in.) Calculated individual pipe flow = 2.124(CFS) Normal flow depth in pipe = 54.94(In.) Flow top width inside pipe = 61.23(in.) Critical depth could not be calculated. Pipe flow velocity = 0.09(Ft /s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 9.33 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + + +++ Process from Point /station 0.000 to Point /Station 0.970 * * ** INITIAL AREA EVALUATION * * ** listing data items Decimal fraction soil group A = 32.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 5C5 curve number for soil(AMC 2) = 1024.00 Pervious ratio(Ap) = 0.0000 Max loss rate(Fm)= 4.170(In /Hr) Initial subarea data: Initial area flow distance = 0.000(Ft.) Top (of initial area) elevation = 1.000(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.000) *[(lengthA3) /(elevation change)1A0.2 Initial area time of concentration = 0.000 min. Rainfall intensity = 1. #I0(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = -1. #i0 Subarea runoff = 1. #I0(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.000 Initial area Fm value = 4.170(In /Hr) +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + + + + + + ++++ Process from Point /Station 0.000 to Point /Station 1.990 * * ** INITIAL AREA EVALUATION * * ** listing data items Decimal fraction soil group A = 32.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 1024.00 „ Pervious ratio(Ap) = 0.0000 Max loss rate(Fm)= 32.000(In /Hr) Initial subarea data: initial area flow distance = 0.000(Ft.) Top (of initial area) elevation = 1.000(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.000) *[(lengthA3) /(elevation change)]A0 Initial area time of concentration = 0.000 min. Rainfall intensity = 1. #I0(in /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = -1. #Io Subarea runoff = 1. #I0(cFs) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.000 Initial area Fm value = 32.000(In /Hr) End of computations, Total Study Area = 6.46 (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) = 0.038 Area averaged 5C5 curve number = 646.2 EAOH1300 Page 72 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 25 -year Event: System G San Bernardino county Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 05/15/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.299 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + + +++ + + + + + +++ ++++ ++++ Process from Point /Station 7.010 to Point /Station 7.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(in /Hr) Initial subarea data: Initial area flow distance = 990.060(Ft.) Top (of initial area) elevation = 1670.000(Ft.) Bottom (of initial area) elevation = 1642.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02828 s( %)= 2.83 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.791 min. Rainfall intensity = 3.855(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.877 Subarea runoff = 4.937(CFS) Total initial stream area = 1.460(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) End of computations, Total Study Area = 1.46 (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) = 0.100 Area averaged SCS curve number = 32.0 50 -year Event: System A San Bernardino County Rational Hydrology Program EAOH1300 Page 73 of 147 Drainage Report: Duncan Canyon/I -15 Interchange (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 50.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 50.00 1 hour rainfall = 1.449 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + +++ + +++ + + + + ++ Process from Point /Station 1.010 to Point /Station 1.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 742.930(Ft.) Top (of initial area) elevation = 1820.000(Ft.) Bottom (of initial area) elevation = 1791.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.03903 s( %)= 3.90 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.184 min. Rainfall intensity = 4.790(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 Subarea runoff = 7.513(CFS) Total initial stream area = 1.770(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.010 to Point /Station 1.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 4 stream flow area = 1.770(Ac.) Runoff from this stream = 7.513(cFS) Time of concentration = 8.18 min. Rainfall intensity = 4.790(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + + + + + + + + +++ + + + + + + ++ Process from Point /Station 1.030 to Point /Station 1.040 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 EAOH1300 Page 74 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Scs curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(in /Hr) Initial subarea data: Initial area flow distance = 887.390(Ft.) Top (of initial area) elevation = 1805.500(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 32.500(Ft.) Slope = 0.03662 s( %)= 3.66 TC = k(0.304) *[(len thA3) /(elevation change)]A0.2 Initial area time of concentration = 8.900 min. Rainfall intensity = 4.555(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.885 Subarea runoff = 1.613(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +++ + + + +++ + + + + + + ++ Process from Point /Station 1.030 to Point /Station 1.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 stream flow area = 0.400(Ac.) Runoff from this stream = 1.613(CFS) Time of concentration = 8.90 min. Rainfall intensity = 4.555(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + + + + + + + + + + + + + + + + +++ Process from Point /Station 1.050 to Point /Station 1.060 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ScS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 658.380(Ft.) Top (of initial area) elevation = 1797.000(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 24.000(Ft.) Slope = 0.03645 s( %)= 3.65 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.905 min. Rainfall intensity = 4.891(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 Subarea runoff = 4.856(CFS) Total initial stream area = 1.120(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + + + +++ + + + + ++ Process from Point /Station 1.050 to Point /Station 1.060 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 3 Stream flow area = 1.120(Ac.) Runoff from this stream = 4.856(CFS) Time of concentration = 7.91 min. Rainfall intensity = 4.891(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ EA OH1300 Page 75 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Process from Point /Station 1.070 to Point /Station 1.080 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 997.460(Ft.) Top (of initial area) elevation = 1773.000(Ft.) Bottom (of initial area) elevation = 1744.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.02907 s( %)= 2.91 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.766 min. Rainfall intensity = 4.308(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.885 Subarea runoff = 2.973(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + +++ + + + +++ + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.090 to Point /Station 1.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1747.500(Ft.) End of street segment elevation = 1744.700(Ft.) Length of street segment = 362.290(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 manning 's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.949(cFS) Depth of flow = 0.394(Ft.), Average velocity = 2.242(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.44(Ft.) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.712(Ft.) Flow velocity = 2.24(Ft /s) Travel time = 2.69 min. TC = 12.46 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 sCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Rainfall intensity = 3.722(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.882 subarea runoff = 1.855(CFS) for 0.690(Ac.) Total runoff = 4.827(CFS) Effective area this stream = 1.47(Ac.) Total Study Area (Main Stream No. 1) = 4.76(Ac.) Area averaged Fm value = 0.073(In /Hr) Street flow at end of street = 4.827(CFS) Half street flow at end of street = 4.827(CFS) EAOH1300 Page 76 of 147 41 Drainage Report: Duncan Canyon/I -15 Interchange Depth of flow = 0.419(Ft.), Average velocity = 2.286(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.42(Ft.) - Flow width (from curb towards crown)= 11.939(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - Process from Point /Station 1.090 to Point /Station 1.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 4 stream flow area = 1.470(Ac.) - Runoff from this stream = 4.827(CFS) Time of concentration = 12.46 min. Rainfall intensity = 3.722(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) - Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 7.51 1.770 8.18 0.073 4.790 2 1.61 0.400 8.90 0.073 4.555 3 4.86 1.120 7.91 0.073 4.891 4 4.83 1.470 12.46 0.073 3.722 - Qmax(1) = 1.000 * 1.000 * 7.513) + 1.052 * 0.920 * 1.613) + .,,. 0.979 * 1.000 * 4.856) + 1.293 * 0.657 * 4.827) + = 17.928 Qmax(2) = 0.950 * 1.000 * 7.513) + 1.000 * 1.000 * 1.613) + 0.930 * 1.000 * 4.856) + 1.228 * 0.714 * 4.827) + = 17.505 0. Qmax(3) = 1.021 * 0.966 * 7.513) + - 1.075 * 0.888 * 1.613) + 1.000 * 1.000 * 4.856) + 1.320 * 0.634 * 4.827) + = 17.852 Qmax(4) = ,.. 0.774 * 1.000 * 7.513) + 0.814 * 1.000 * 1.613) + 0.757 * - 1.000 * 4.856) + 1.000 * 1.000 * 4.827) + = 15.631 Total of 4 streams to confluence: Flow rates before confluence point: 7.513 1.613 4.856 4.827 Maximum flow rates at confluence using above data: .,, 17.928 17.505 17.852 15.631 Area of streams before confluence: 1.770 0.400 1.120 1.470 Effective area values after confluence: 4.223 4.340 4.118 4.760 Results of confluence: Total flow rate = 17.928(CFS) Time of concentration = 8.184 min. Effective stream area after confluence = 4.223(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total (this main stream) = 4.76(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.010 to Point /Station 1.100 ,. * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main stream number: 1 EAOH1300 Page 77 of 147 Drainage Report: Duncan Canyon/I -15 Interchange stream flow area = 4.223(Ac.) Runoff from this stream = 17.928(CFs) Time of concentration = 8.18 min. Rainfall intensity = 4.790(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 17.93 4.223 8.18 0.073 4.790 Qmax(1) = 1.000 * 1.000 * 17.928) + = 17.928 Total of 1 main streams to confluence: Flow rates before confluence point: 18.928 Maximum flow rates at confluence using above data: 17.928 Area of streams before confluence: 4.223 Effective area values after confluence: 4.223 Results of confluence: Total flow rate = 17.928(CFS) Time of concentration = 8.184 min. Effective stream area after confluence = 4.223(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total = 4.22(Ac.) End of computations, Total Study Area = 4.76 (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) = 0.100 Area averaged SCS curve number = 56.0 50 -year Event: System B San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 50.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: storm year = 50.00 1 hour rainfall = 1.449 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ EAOH1300 Page 78 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Process from Point /Station 2.010 to Point /station 2.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 777.430(Ft.) Top (of initial area) elevation = 1821.000(Ft.) Bottom (of initial area) elevation = 1792.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.03730 s( %)= 3.73 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.410 min. Rainfall intensity = 4.712(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 Subarea runoff = 4.050(CFS) Total initial stream area = 0.970(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ ++++ + + +++ + + +++ + + + + + + + + + + + + + + + ++ Process from Point /Station 2.010 to Point /Station 2.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 stream flow area = 0.970(Ac.) Runoff from this stream = 4.050(CFS) Time of concentration = 8.41 min. Rainfall intensity = 4.712(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) 4. Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.030 to Point /Station 2.040 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 727.050(Ft.) Top (of initial area) elevation = 1800.000(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Ad Difference in elevation = 27.000(Ft.) Slope = 0.03714 s( %)= 3.71 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.195 min. Rainfall intensity = 4.786(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.886 subarea runoff = 3.902(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + +++ + + + + + + + + + + + + + + + ++ Process from Point /Station 2.030 to Point /Station 2.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 2 Stream flow area = 0.920(Ac.) EAOH1300 Page 79 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Runoff from this stream = 3.902(CFS) Time of concentration = 8.19 min. Rainfall intensity = 4.786(in /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + + +++ + + + + + + + + + + + + + ++ Process from Point /Station 2.050 to Point /Station 2.060 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 346.100(Ft.) Top (of initial area) elevation = 1785.000(Ft.) Bottom (of initial area) elevation = 1772.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.03756 s( %)= 3.76 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.076 min. Rainfall intensity = 5.727(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.888 Subarea runoff = 1.679(CFS) Total initial stream area = 0.330(Ac.) Pervious area fraction = 0.100 „, Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + +++ +++ + + + + ++ Process from Point /Station 2.050 to Point /Station 2.060 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.330(Ac.) Runoff from this stream = 1.679(CFS) Time of concentration = 6.08 min. Rainfall intensity = 5.727(In /Hr) Area averaged loss rate (Fm) = 0.0734(in /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.070 to Point /Station 2.080 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 529.110(Ft.) Top (of initial area) elevation = 1774.000(Ft.) Bottom (of initial area) elevation = 1755.800(Ft.) Difference in elevation = 18.200(Ft.) Slope = 0.03440 s( %)= 3.44 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.328 min. Rainfall intensity = 5.118(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.887 Subarea runoff = 3.723(CFS) Total initial stream area = 0.820(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) EAOH1300 Page 80 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 2.070 to Point /Station 2.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.820(Ac.) Runoff from this stream = 3.723(CFS) Time of concentration = 7.33 min. Rainfall intensity = 5.118(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + +++ + + + + + +++++ + + + + + +++ + + + + ++ Process from Point /Station 2.090 to Point /Station 2.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 210.690(Ft.) Top (of initial area) elevation = 1764.000(Ft.) Bottom (of initial area) elevation = 1758.400(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.02658 s( %)= 2.66 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 5.339 min. Rainfall intensity = 6.189(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.889 Subarea runoff = 1.211(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(in /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.090 to Point /Station 2.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 5 stream flow area = 0.220(Ac.) Runoff from this stream = 1.211(CFS) Time of concentration = 5.34 min. Rainfall intensity = 6.189(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 4.05 0.970 8.41 0.073 4.712 2 3.90 0.920 8.19 0.073 4.786 3 1.68 0.330 6.08 0.073 5.727 4 3.72 0.820 7.33 0.073 5.118 5 1.21 0.220 5.34 0.073 6.189 Qmax(1) _ 1.000 * 1.000 * 4.050) + 0.984 * 1.000 * 3.902) + 0.820 * 1.000 * 1.679) + 0.920 * 1.000 * 3.723) + 0.758 * 1.000 * 1.211) + = 13.610 Qmax(2) = 1.016 * 0.974 * 4.050) + EAOH1300 Page 81 of 147 Drainage Report: Duncan Canyon/I -15 Interchange :. 1.000 1.000 * 3.902) + 0.834 * 1.000 * 1.679) + 0.934 * 1.000 * 3.723) + 0.771 * 1.000 * 1.211) + = 13.722 Qmax(3) = 1.219 * 0.722 * 4.050) + 1.200 * 0.741 * 3.902) + - 1.000 * 1.000 * 1.679) + 1.121 * 0.829 * 3.723) + .. 0.924 * 1.000 * 1.211) + = 13.295 Qmax(4) = 1.087 * 0.871 * 4.050) + 1.070 * 0.894 * 3.902) + 0.892 * 1.000 * 1.679) + 1.000 * 1.000 * 3.723) + 0.825 * 1.000 * 1.211) + = 13.793 Qmax(5) = 1.318 * 0.635 * 4.050) + ., 1.298 * 0.651 * 3.902) + 1.082 * 0.879 * 1.679) + „, 1.212 * 0.729 * 3.723) + 1.000 * 1.000 * 1.211) + = 12.784 Total of 5 streams to confluence: Flow rates before confluence point: 4.050 3.902 1.679 3.723 1.211 Maximum flow rates at confluence using above data: 13.610 13.722 13.295 13.793 12.784 Area of streams before confluence: - 0.970 0.920 0.330 0.820 0.220 Effective area values after confluence: 3.260 3.235 2.613 3.038 2.322 °'"" Results of confluence: Total flow rate = 13.793(CFS) ., Time of concentration = 7.328 min. Effective stream area after confluence = 3.038(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total (this main stream) = 3.26(Ac.) End of computations, Total Study Area = 3.26 (Ac.) The following figures may .0. 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) = 0.100 Area averaged sCS curve number = 56.0 - 50 -year Event: System C san Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 50.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: EAOH1300 Page 82 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Storm year = 50.00 1 hour rainfall = 1.449 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + + + ++ Process from Point /Station 3.010 to Point /Station 3.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 732.190(Ft.) �• Top (of initial area) elevation = 1749.000(Ft.) Bottom (of initial area) elevation = 1724.000(Ft.) Difference in elevation = 25.000(Ft.) Slope = 0.03414 s( %)= 3.41 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.357 min. Rainfall intensity = 4.730(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 Subarea runoff = 4.442(cFS) Total initial stream area = 1.060(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.030 to Point /Station 3.040 ~• * * ** IMPROVED CHANNEL TRAVEL TIME * * ** upstream point elevation = 1733.000(Ft.) Downstream point elevation = 1687.000(Ft.) Channel length thru subarea = 1427.340(Ft.) Channel base width = 5.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 9.358(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 9.358(CFS) Depth of flow = 0.515(Ft.), Average velocity = 3.016(Ft /s) Channel flow top width = 7.059(Ft.) Flow Velocity = 3.02(Ft /s) Travel time = 7.89 min. Time of concentration = 16.25 min. Critical depth = 0.449(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.093(In /Hr) Rainfall intensity = 3.174(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.875 subarea runoff = 9.746(CFS) for 4.050(Ac.) Total runoff = 14.189(CFS) Effective area this stream = 5.11(Ac.) Total Study Area (Main Stream No. 1) = 5.11(Ac.) Area averaged Fm value = 0.089(In /Hr) Depth of flow = 0.653(Ft.), Average velocity = 3.448(Ft/s) Critical depth = 0.578(Ft.) EAOH1300 Page 83 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +++ + + + + + + + + + +++++++ + + ++ Process from Point /Station 3.030 to Point /Station 3.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** .4 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.110(Ac.) Runoff from this stream = 14.189(CFS) Time of concentration = 16.25 min. Rainfall intensity = 3.174(in /Hr) Area averaged loss rate (Fm) = 0.0893(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + +++ +++ +++ + + + + + +++ + + + + + + ++ Process from Point /Station 3.050 to Point /station 3.060 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.093(In /Hr) Initial subarea data: Initial area flow distance = 880.110(Ft.) Top (of initial area) elevation = 1747.460(Ft.) .wa Bottom (of initial area) elevation = 1703.660(Ft.) Difference in elevation = 43.800(Ft.) Slope = 0.04977 s( %)= 4.98 TC = k(0.304) *[(lengthA3) /(elevation change))A0.2 Initial area time of concentration = 8.343 min. Rainfall intensity = 4.735(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 3.843(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.093(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.070 to Point /Station 3.080 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1704.000(Ft.) -* End of street segment elevation = 1676.400(Ft.) Length of street segment = 1014.220(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.955(CFS) Depth of flow = 0.365(Ft.), Average velocity = 4.202(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.27(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.258(Ft.) Flow velocity = 4.20(Ft /s) Travel time = 4.02 min. TC = 12.37 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 EA OH1300 Page 84 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.739(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 Subarea runoff = .4.157(CFS) for 1.520(Ac.) Total runoff = 8.000(CFS) Effective area this stream = 2.44(Ac.) Total Study Area (Main Stream No. 1) = 7.55(Ac.) Area averaged Fm value = 0.096(In /Hr) Street flow at end of street = 8.000(CFS) Half street flow at end of street = 8.000(CFS) Depth of flow = 0.404(Ft.), Average velocity = 4.232(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.82(Ft.) Flow width (from curb towards crown)= 11.186(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +++ + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 3.050 to Point /Station 3.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area - 2.440(Ac.) Runoff from this stream = 8.000(CFS) Time of concentration = 12.37 min. Rainfall intensity = 3.739(In/Hr) Area averaged loss rate (Fm) = 0.0961(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + +++ + + + + ++ Process from Point /Station 3.090 to Point /Station 3.100 * * ** INITIAL AREA EVALUATION * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea sCS curve number for soil(AMC 2) = 37.20 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.800(In /Hr) Initial subarea data: Initial area flow distance = 961.420(Ft.) Top (of initial area) elevation = 1720.000(Ft.) Bottom (of initial area) elevation = 1692.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02912 s( %)= 2.91 TC = k(0.484) *[(lengthA3) /(elevation change)1A0.2 Initial area time of concentration = 15.320 min. Rainfall intensity = 3.288(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.681 subarea runoff = 4.635(CFS) Total initial stream area = 2.070(Ac.) Pervious area fraction = 0.850 Initial area Fm value = 0.800(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + +++ + + + +++ + + + +++ + + + ++ Process from Point /Station 3.110 to Point /Station 3.100 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1718.000(Ft.) Downstream point elevation = 1690.000(Ft.) channel length thru subarea = 936.480(Ft.) Channel base width = 5.000(Ft.) Slope or 'z' of left channel bank = 2.000 slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 15.096(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 15.096(CFS) Depth of flow = 0.690(Ft.), Average velocity = 3.427(Ft/s) EAOH1300 Page 85 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Channel flow top width = 7.761(Ft.) Flow velocity = 3.43(Ft /s) Travel time = 4.55 min. Time of concentration = 19.87 min. Critical depth = 0.602(Ft.) Adding area flow to channel PARK subarea Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 - Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.794(In /Hr) Rainfall intensity = 2.813(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.646 Subarea runoff = 20.859(CFS) for 11.970(Ac.) Total runoff = 25.495(CF5) Effective area this stream = 14.04(Ac.) Total Study Area (Main Stream No. 1) = 21.59(Ac.) Area averaged Fm value = 0.795(In /Hr) Depth of flow = 0.925(Ft.), Average velocity = 4.025(Ft /s) Critical depth = 0.828(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + +++ + + + + +++ + + + + + + + + + + + + + + ++ Process from Point /Station 3.130 to Point /station 3.120 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1689.700(Ft.) Downstream point elevation = 1667.000(Ft.) Channel length thru subarea = 724.240(Ft.) Channel base width = 5.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 26.507(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 26.507(CFS) Depth of flow = 0.933(Ft.), Average velocity = 4.141(Ft /s) Channel flow top width = 8.730(Ft.) Flow Velocity = 4.14(Ft /s) Travel time = 2.92 min. Time of concentration = 22.79 min. Critical depth = 0.844(Ft.) Adding area flow to channel PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In /Hr) Rainfall intensity = 2.591(in /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is c = 0.622 Subarea runoff = 1.965(CFS) for 3.010(Ac.) Total runoff = 27.460(CFS) Effective area this stream = 17.05(Ac.) Total Study Area (Main Stream No. 1) = 24.60(Ac.) Area averaged Fm value = 0.801(In /Hr) Depth of flow = 0.951(Ft.), Average velocity = 4.185(Ft /s) critical depth = 0.867(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +++ + + + + + + + + + + ++ Process from Point /Station 3.130 to Point /Station 3.120 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 3 Stream flow area = 17.050(Ac.) Runoff from this stream = 27.460(CFS) ro EAOH1300 Page 86 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Time of concentration = 22.79 min. Rainfall intensity = 2.591(in /Hr) Area averaged loss rate (Fm) = 0.8015(In /Hr) Area averaged Pervious ratio (Ap) = 0.8500 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 14.19 5.110 16.25 0.089 3.174 2 8.00 2.440 12.37 0.096 3.739 3 27.46 17.050 22.79 0.801 2.591 Qmax(1) = 1.000 * 1.000 * 14.189) + 0.845 * 1.000 * 8.000) + =_r 1.326 * 0.713 * 27.460) + = 46.905 Qmax(2) = .0 1.183 * 0.761 * 14.189) + 1.000 * 1.000 * 8.000) + 1.642 * 0.543 * 27.460) + = 45.237 Qmax(3) = 0.811 * 1.000 * 14.189) + 0.685 * 1.000 * 8.000) + 1.000 * 1.000 * 27.460) + = 44.444 Total of 3 streams to confluence: Flow rates before confluence point: 14.189 8.000 27.460 Maximum flow rates at confluence using above data: 46.905 45.237 44.444 Area of streams before confluence: "" 5.110 2.440 17.050 Effective area values after confluence: 19.704 15.581 24.600 Results of confluence: ,, Total flow rate = 46.905(CFS) Time of concentration = 16.245 min. Effective stream area after confluence = 19.704(Ac.) Study area average Pervious fraction(Ap) = 0.620 Study area average soil loss rate(Fm) = 0.584(In /Hr) Study area total (this main stream) = 24.60(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + +++ + + + + ++ Process from Point /Station 3.130 to Point /Station 3.120 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area = 19.704(Ac.) Runoff from this stream = 46.905(CFS) Time of concentration = 16.25 min. Rainfall intensity = 3.174(In /Hr) Area averaged loss rate (Fm) = 0.5836(In /Hr) Area averaged Pervious ratio (Ap) = 0.6198 Summary of stream data: stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 46.91 19.704 16.25 0.584 3.174 Qmax(1) = 1.000 * 1.000 * 46.905) + = 46.905 Total of 1 main streams to confluence: Flow rates before confluence point: 47.905 Maximum flow rates at confluence using above data: 46.905 Area of streams before confluence: EAOH1300 Page 87 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 19.704 Effective area values after confluence: 19.704 Results of confluence: Total flow rate = 46.905(CFS) Time of concentration = 16.245 min. Effective stream area after confluence = 19.704(Ac.) Study area average Pervious fraction(Ap) = 0.620 Study area average soil loss rate(Fm) = 0.584(In /Hr) study area total = 19.70(Ac.) End of computations, Total Study Area = 24.60 (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. A Area averaged pervious area fraction(Ap) = 0.620 Area averaged SCS curve number = 37.6 50 -year Event: System D San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 a * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 50.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 50.00 1 hour rainfall = 1.449 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.010 to Point /Station 4.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 • scs curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 590.730(Ft.) Top (of initial area) elevation = 1796.000(Ft.) Bottom (of initial area) elevation = 1776.000(Ft.) Difference in elevation = 20.000(Ft.) slope = 0.03386 s( %)= 3.39 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.682 min. Rainfall intensity = 4.975(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.887 subarea runoff = 3.485(CFS) EAOH1300 Page 88 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Total initial stream area = 0.790(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(in /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.030 to Point /Station 4.040 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1778.000(Ft.) End of street segment elevation = 1739.000(Ft.) Length of street segment = 1198.060(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 52.000(Ft.) Distance from crown to crossfall grade break = 48.000(Ft.) slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.830(cFS) Depth of flow = 0.328(Ft.), Average velocity = 4.421(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.385(Ft.) Flow velocity = 4.42(Ft /s) Travel time = 4.52 min. TC = 12.20 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Rainfall intensity = 3.770(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is c = 0.882 Subarea runoff = 4.599(cFS) for 1.640(Ac.) Total runoff = 8.084(CFS) Effective area this stream = 2.43(Ac.) Total study Area (Main Stream No. 1) = 2.43(Ac.) Area averaged Fm value = 0.073(in /Hr) Street flow at end of street = 8.084(CFS) Half street flow at end of street = 8.084(CFS) Depth of flow = 0.367(Ft.), Average velocity = 4.524(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.34(Ft.) Flow width (from curb towards crown)= 12.345(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.010 to Point /Station 4.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 stream flow area = 2.430(Ac.) Runoff from this stream = 8.084(CFS) Time of concentration = 12.20 min. Rainfall intensity = 3.770(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.050 to Point /Station 4.060 * * ** INITIAL AREA EVALUATION * * ** EA OH1300 Page 89 of 147 Drainage Report: Duncan Canyon/I -15 Interchange CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 oecimal fraction soil group o = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In /Hr) Initial subarea data: Initial area flow distance = 954.720(Ft.) Top (of initial area) elevation = 1777.000(Ft.) Bottom (of initial area) elevation = 1745.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.03352 s( %)= 3.35 TC = k(0.360) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 11.046 min. Rainfall intensity = 4.001(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.842 Subarea runoff = 8.762(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.257(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ++++ + + + + + + + ++++++ ++ Process from Point /Station 4.070 to Point /Station 4.080 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1753.000(Ft.) End of street segment elevation = 1723.000(Ft.) Length of street segment = 951.190(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 manning 's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.480(CFS) Depth of flow = 0.497(Ft.), Average velocity = 5.140(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.56(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.867(Ft.) Flow velocity = 5.14(Ft /s) Travel time = 3.08 min. TC = 14.13 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 46.40 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.298(In /Hr) Rainfall intensity = 3.452(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.825 Subarea runoff = 19.348(CFS) for 7.270(Ac.) Total runoff = 28.110(CFS) Effective area this stream = 9.87(Ac.) Total Study Area (Main Stream No. 1) = 12.30(Ac.) Area averaged Fm value = 0.287(In /Hr) street flow at end of street = 28.110(CFS) Half street flow at end of street = 28.110(CFS) Depth of flow = 0.554(Ft.), Average velocity = 5.605(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.83(Ft.) EAOH1300 Page 90 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Flow width (from curb towards crown)= 18.707(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.050 to Point /Station 4.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** • Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.870(Ac.) Runoff from this stream = 28.110(cFS) Time of concentration = 14.13 min. Rainfall intensity = 3.452(In /Hr) Area averaged loss rate (Fm) = 0.2871(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 8.08 2.430 12.20 0.073 3.770 2 28.11 9.870 14.13 0.287 3.452 Qmax(1) = 1.000 * 1.000 * 8.084) + 1.101 * 0.863 * 28.110) + = 34.792 ° Qmax(2) = 0.914 * 1.000 * 8.084) + 1.000 * 1.000 * 28.110) + = 35.498 Total of 2 streams to confluence: Flow rates before confluence point: 8.084 28.110 Maximum flow rates at confluence using above data: 34.792 35.498 Area of streams before confluence: 2.430 9.870 Effective area values after confluence: 10.951 12.300 Results of confluence: Total flow rate = 35.498(cFS) Time of concentration = 14.130 min. Effective stream area after confluence = 12.300(Ac.) Study area average Pervious fraction(Ap) = 0.301 Study area average soil loss rate(Fm) = 0.245(In /Hr) Study area total (this main stream) = 12.30(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +++ + + + + + + ++ Process from Point /Station 4.010 to Point /Station 4.080 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area = 12.300(Ac.) Runoff from this stream = 35.498(CFS) Time of concentration = 14.13 min. Rainfall intensity = 3.452(In /Hr) Area averaged loss rate (Fm) = 0.2449(In /Hr) Area averaged Pervious ratio (Ap) = 0.3006 4 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++++ + + + + + + + + + + + + ++ Process from Point /Station 4.090 to Point /Station 4.100 * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.200 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 51.20 EAOH1300 Page 9l of 147 Drainage Report: Duncan Canyon/I -15 Interchange Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: Initial area flow distance = 698.230(Ft.) Top (of initial area) elevation = 1744.000(Ft.) Bottom (of initial area) elevation = 1721.000(Ft.) Difference in elevation = 23.000(Ft.) Slope = 0.03294 s( %)= 3.29 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.259 min. Rainfall intensity = 4.764(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.885 Subarea runoff = 2.909(cFs) Total initial stream area = 0.690(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(in /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + +++ + + + +++ + + + ++++ + + ++ Process from Point /Station 4.110 to Point /Station 4.120 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * ** Top of street segment elevation = 1723.000(Ft.) End of street segment elevation = 1700.000(Ft.) Length of street segment = 646.750(Ft.) Height of curb above gutter flowline = 4.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.407(cFS) Depth of flow = 0.295(Ft.), Average velocity = 5.049(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.908(Ft.) Flow velocity = 5.05(Ft /s) Travel time = 2.13 min. TC = 10.39 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 4.150(in /Hr) for a 50.0 year storm ry* Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.881 subarea runoff = 2.938(cFS) for 0.910(Ac.) Total runoff = 5.846(cFS) Effective area this stream = 1.60(Ac.) Total Study Area (Main Stream No. 2) = 13.90(Ac.) Area averaged Fm value = 0.090(In /Hr) street flow at end of street = 5.846(cFS) Half street flow at end of street = 5.846(CFS) Depth of flow = 0.339(Ft.), Average velocity = 4.979(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.23(Ft.) Flow width (from curb towards crown)= 7.959(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 4.090 to Point /Station 4.120 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 EAOH1300 Page 92 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Stream flow area = 1.600(Ac.) Runoff from this stream = 5.846(CFs) Time of concentration = 10.39 min. Rainfall intensity = 4.150(In /Hr) Area averaged loss rate (Fm) = 0.0899(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + +++ + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.130 to Point /Station 4.140 * * ** INITIAL AREA EVALUATION * * ** ro COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 277.930(Ft.) Top (of initial area) elevation = 1764.000(Ft.) Bottom (of initial area) elevation = 1758.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.02159 s( %)= 2.16 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.217 min. Rainfall intensity = 5.649(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.888 Subarea runoff = I.455(CFS) Total initial stream area = 0.290(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + +++ + + + + + + + ++ Process from Point /Station 4.130 to Point /Station 4.140 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 2 in normal stream number 2 Stream flow area = 0.290(Ac.) Runoff from this stream = 1.455(CFS) Time of concentration = 6.22 min. Rainfall intensity = 5.649(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.150 to Point /Station 4.160 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.500 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 44.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.088(In /Hr) Initial subarea data: Initial area flow distance = 959.650(Ft.) Top (of initial area) elevation = 1764.200(Ft.) Bottom (of initial area) elevation = 1723.100(Ft.) Difference in elevation = 41.100(Ft.) Slope = 0.04283 s( %)= 4.28 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.900 min. Rainfall intensity = 4.555(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 subarea runoff = 3.900(CFS) Total initial stream area = 0.970(Ac.) Pervious area fraction = 0.100 EAOH1300 Page 93 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Initial area Fm value = 0.088(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.170 to Point /Station 4.180 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1723.000(Ft.) End of street segment elevation = 1690.500(Ft.) Length of street segment = 1181.290(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 manning 's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.577(CFS) Depth of flow = 0.378(Ft.), Average velocity = 4.210(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.79(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.909(Ft.) Flow velocity = 4.21(Ft /s) Travel time = 4.68 min. TC = 13.58 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.535(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.876 Subarea runoff = 5.267(CFS) for 1.990(Ac.) Total runoff = 9.167(CFS) Effective area this stream = 2.96(Ac.) Total Study Area (Main Stream No. 2) = 17.15(Ac.) Area averaged Fm value = 0.094(In /Hr) street flow at end of street = 9.167(CFS) Half street flow at end of street = 9.167(CFS) Depth of flow = 0.420(Ft.), Average velocity = 4.317(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.45(Ft.) Flow width (from curb towards crown)= 11.978(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +++ + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.150 to Point /Station 4.180 * * ** CONFLUENCE OF MINOR STREAMS * * ** Ai Along Main Stream number: 2 in normal stream number 3 stream flow area = 2.960(Ac.) Runoff from this stream = 9.167(CFS) • Time of concentration = 13.58 min. Rainfall intensity = 3.535(In /Hr) Area averaged loss rate (Fm) = 0.0945(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.190 to Point /Station 4.200 * * ** INITIAL AREA EVALUATION * * ** EA OH1300 Page 94 of 147 Drainage Report: Duncan Canyon/I -15 Interchange �++ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 471.190(Ft.) Top (of initial area) elevation = 1705.000(Ft.) Bottom (of initial area) elevation = 1690.000(Ft.) Difference in elevation = 15.000(Ft.) Slope = 0.03183 s( %)= 3.18 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.105 min. Rainfall intensity = 5.214(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 subarea runoff = 2.671(CFS) Total initial stream area = 0.580(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + +++ + +++ + + + + +++ + + + + + + + + + + + + + +++ Process from Point /Station 4.210 to Point /Station 4.220 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1692.000(Ft.) End of street segment elevation = 1670.000(Ft.) Length of street segment = 759.540(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(in.) Manning's N in gutter = 0.0150 `" Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.539(cFS) Depth of flow = 0.315(Ft.), Average velocity = 4.563(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.744(Ft.) Flow velocity = 4.56(Ft /s) Travel time = 2.77 min. TC = 9.88 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 4.278(in /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is c = 0.879 Subarea runoff = 3.650(CFS) for 1.100(Ac.) Total runoff = 6.321(CFS) Effective area this stream = 1.68(Ac.) 4 Total Study Area (Main Stream No. 2) = 18.83(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 6.321(CFS) Half street flow at end of street = 6.321(CFS) Depth of flow = 0.369(Ft.), Average velocity = 4.327(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.44(Ft.) Flow width (from curb towards crown)= 9.461(Ft.) EAOH1300 Page 95 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + + + + + + + ++ Process from Point /Station 4.190 to Point /Station 4.220 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 4 Stream flow area = 1.680(Ac.) Runoff from this stream = 6.321(CFS) Time of concentration = 9.88 min. Rainfall intensity = 4.278(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ +++ + +++ + + +++ + + + + + +++ + + + + + + + + + ++ Process from Point /Station 4.230 to Point /Station 4.240 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 902.020(Ft.) Top (of initial area) elevation = 1692.000(Ft.) Bottom (of initial area) elevation = 1665.000(Ft.) Difference in elevation = 27.000(Ft.) Slope = 0.02993 s( %)= 2.99 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.327 min. Rainfall intensity = 4.429(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.880 Subarea runoff = 4.950(CFS) Total initial stream area = 1.270(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +++ ++++ Process from Point /Station 4.230 to Point /Station 4.240 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 5 stream flow area = 1.270(Ac.) Runoff from this stream = 4.950(CFS) Time of concentration = 9.33 min. Rainfall intensity = 4.429(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 5.85 1.600 10.39 0.090 4.150 2 1.46 0.290 6.22 0.073 5.649 3 9.17 2.960 13.58 0.094 3.535 - 4 6.32 1.680 9.88 0.098 4.278 5 4.95 1.270 9.33 0.098 4.429 A Qmax(1) = 1.000 * 1.000 * 5.846) + 0.731 * 1.000 * 1.455) + 1.179 * 0.766 * 9.167) + 0.969 * 1.000 * 6.321) + 0.936 * 1.000 * 4.950) + = 25.940 Qmax(2) = 1.369 * 0.598 * 5.846) + 1.000 * 1.000 * 1.455) + EAOH1300 Page 96 of 147 A3 Drainage Report: Duncan Canyon/I -15 Interchange 1.614 0.458 * 9.167) + 1.328 * 0.629 * 6.321) + 1.282 * 0.667 * 4.950) + = 22.531 Qmax(3) = 0.849 * 1.000 * 5.846) + 0.621 * 1.000 * 1.455) + 1.000 * 1.000 * 9.167) + 0.822 * 1.000 * 6.321) + 0.794 * 1.000 * 4.950) + = 24.159 Qmax(4) = 1.032 * 0.951 * 5.846) + 0.754 * 1.000 * 1.455) + 1.216 * 0.728 * 9.167) + 1.000 * 1.000 * 6.321) + 0.965 * 1.000 * 4.950) + = 26.040 Qmax(5) = 1.069 * 0.897 * 5.846) + 0.781 * 1.000 * 1.455) + 1.260 * 0.687 * 9.167) + 1.036 * 0.944 * 6.321) + 1.000 * 1.000 * 4.950) + = 25.807 Total of 5 streams to confluence: Flow rates before confluence point: 5.846 1.455 9.167 6.321 4.950 Maximum flow rates at confluence using above data: 25.940 22.531 24.159 26.040 25.807 Area of streams before confluence: 1.600 0.290 2.960 1.680 1.270 Effective area values after confluence: 7.106 4.507 7.800 6.915 6.615 Results of confluence: Total flow rate = 26.040(CFS) Time of concentration = 9.880 min. Effective stream area after confluence = 6.915(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.094(In /Hr) Study area total (this main stream) = 7.80(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.090 to Point /Station 4.240 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.915(Ac.) Runoff from this stream = 26.040(CFS) Time of concentration = 9.88 min. Rainfall intensity = 4.278(In /Hr) Area averaged loss rate (Fm) = 0.0940(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (in /Hr) (In /Hr) 1 35.50 12.300 14.13 0.245 3.452 2 26.04 6.915 9.88 0.094 4.278 Qmax(1) = A 1.000 * 1.000 * 35.498) + 0.802 * 1.000 * 26.040) + = 56.393 Qmax(2) = 1.258 * 0.699 * 35.498) + 1.000 * 1.000 * 26.040) + = 57.258 Total of 2 main streams to confluence: Flow rates before confluence point: 36.498 27.040 Maximum flow rates at confluence using above data: 56.393 57.258 EA OH1300 Page 97 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Area of streams before confluence: 12.300 6.915 Effective area values after confluence: 19.215 15.515 Results of confluence: Total flow rate = 57.258(cFS) Time of concentration = 9.880 min. Effective stream area after confluence = 15.515(Ac.) Study area average Pervious fraction(Ap) = 0.228 Study area average soil loss rate(Fm) = 0.191(In /Hr) Study area total = 19.21(Ac.) End of computations, Total Study Area = 20.10 (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) = 0.223 Area averaged SCS curve number = 44.8 50 -year Event: System E San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 50.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 50.00 1 hour rainfall = 1.449 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + +++ + + + + + + + + + +++ + +++ + + + + + + ++ Process from Point /station 5.010 to Point /Station 5.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 274.300(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1764.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01458 s( %)= 1.46 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.690 min. Rainfall intensity = 5.406(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.884 EAOH1300 Page 98 of 147 ,a Drainage Report: Duncan Canyonll -15 Interchange Subarea runoff = 1.290(CF5) Total initial stream area = 0.270(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(in /Hr) +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 Stream flow area = 0.270(Ac.) Runoff from this stream = 1.290(CPS) Time of concentration = 6.69 min. Rainfall intensity = 5.406(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) - Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ . Process from Point /Station 5.010 to Point /Station 5.030 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 .. Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 265.530(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1764.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01506 s( %)= 1.51 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.560 min. Rainfall intensity = 5.469(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 1.499(CFS) Total initial stream area = 0.310(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.030 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.310(Ac.) - Runoff from this stream = 1.499(CFS) Time of concentration = 6.56 min. Rainfall intensity = 5.469(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: .0 Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) a 1 1.29 0.270 6.69 0.098 5.406 2 1.50 0.310 6.56 0.098 5.469 Qmax(1) = 1.000 * 1.000 * 1.290) + 0.988 * 1.000 * 1.499) + = 2.771 Qmax(2) = 1.012 * 0.981 * 1.290) + 1.000 * 1.000 * 1.499) + = 2.779 EA OH1300 Page 99 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Total of 2 streams to confluence: Flow rates before confluence point: 1.290 1.499 Maximum flow rates at confluence using above data: 2.771 2.779 Area of streams before confluence: 0.270 0.310 Effective area values after confluence: 0.580 0.575 Results of confluence: Total flow rate = 2.779(cFS) Time of concentration = 6.560 min. Effective stream area after confluence = 0.575(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 0.58(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +++ + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.030 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 stream flow area = 0.575(Ac.) Runoff from this stream = 2.779(CFS) Time of concentration = 6.56 min. Rainfall intensity = 5.469(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.040 to Point /Station 5.050 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 sCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Initial subarea data: initial area flow distance = 653.540(Ft.) Top (of initial area) elevation = 1777.000(Ft.) Bottom (of initial area) elevation = 1757.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.03060 s( %)= 3.06 TC = k(0.360) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.666 min. Rainfall intensity = 4.335(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.829 A Subarea runoff = 3.988(cFS) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.060 to Point /Station 5.070 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.612(Ft.), Average velocity = 2.577(Ft/s) * * * * * ** Irregular Channel Data * * * * * * * * * ** Information entered for subchannel number 1 : Point number 'x' coordinate 'Y' coordinate 1 0.00 1.00 2 5.00 0.00 EAOH1300 Page 100 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 3 10.00 0.00 4 15.00 1.00 Manning's 'N' friction factor = 0.060 Sub-Channel flow = 12.712(CFS) flow top width = 11.121(Ft.) velocity= 2.577(Ft/s) area = 4.934(Sq.Ft) Froude number = 0.682 upstream point elevation = 1767.000(Ft.) Downstream point elevation = 1744.000(Ft.) Flow length = 708.650(Ft.) Travel time = 4.58 min. Time of concentration = 14.25 min. Depth of flow = 0.612(Ft.) Average velocity = 2.577(Ft/s) • Total irregular channel flow = 12.712(CFS) Irregular channel normal depth above invert elev. = 0.612(Ft.) Average velocity of channel(s) = 2.577(Ft/s) Adding area flow to channel CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = 3.434(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.810 subarea runoff = 17.383(CFS) for 6.570(Ac.) Total runoff = 21.371(cFS) Effective area this stream = 7.68(Ac.) Total Study Area (Main Stream No. 2) = 8.26(Ac.) Area averaged Fm value = 0.342(In /Hr) Depth of flow = 0.798(Ft.), Average velocity = 2.980(Ft /s) +++++++++++++++++++++++++++++++++++++++ + + + + + +++ + + + + + + + + + + + + + + + +++ +++ ++ Process from Point /Station 5.060 to Point /Station 5.070 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.680(Ac.) Runoff from this stream = 21.371(cFS) Time of concentration = 14.25 min. Rainfall intensity = 3.434(in /Hr) Area averaged loss rate (Fm) = 0.3422(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 21.37 7.680 14.25 0.342 3.434 Qmax(1) = 1.000 * 1.000 * 21.371) + = 21.371 NtSP Total of 1 streams to confluence: Flow rates before confluence point: 21.371 Maximum flow rates at confluence using above data: 21.371 Area of streams before confluence: 7.680 Effective area values after confluence: 7.680 Results of confluence: Total flow rate = 21.371(CFs) Time of concentration = 14.250 min. EAOH1300 Page 101 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Effective stream area after confluence = 7.680(Ac.) study area average Pervious fraction(Ap) = 0.350 Study area average soil loss rate(Fm) = 0.342(In /Hr) Study area total (this main stream) = 7.68(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +++ + + + + + + ++ Process from Point /Station 5.060 to Point /Station 5.070 * * ** CONFLUENCE OF MAIN STREAMS * * ** roA The following data inside Main Stream is listed: In Main Stream number: 2 stream flow area = 7.680(Ac.) Runoff from this stream = 21.371(CFS) Time of concentration = 14.25 min. Rainfall intensity = 3.434(In /Hr) Area averaged loss rate (Fm) = 0.3422(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ +++ + + + + + +++ + + + + + + + ++++ + + + + + + + ++ Process from Point /station 5.010 to Point /station 5.080 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 643.890(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1747.200(Ft.) Difference in elevation = 21.600(Ft.) Slope = 0.03355 s( %)= 3.35 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 initial area time of concentration = 7.967 min. Rainfall intensity = 4.868(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 subarea runoff = 4.036(CFS) Total initial stream area = 0.940(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ +++++ + + + + + + + + + + + + + +++ + + + +++ + + ++ Process from Point /Station 5.010 to Point /Station 5.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.940(Ac.) Runoff from this stream = 4.036(CFS) Time of concentration = 7.97 min. Rainfall intensity = 4.868(In /Hr) Area averaged loss rate (Fm) = 0.0978(in /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.090 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) EAOH1300 Page 102 of 147 Drainage Report: Duncan Canyon/I -15 Interchange .. Initial subarea data: Initial area flow distance = 658.620(Ft.) - Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1747.200(Ft.) Difference in elevation = 21.600(Ft.) '° Slope = 0.03280 s( %)= 3.28 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 - Initial area time of concentration = 8.075 min. Rainfall intensity = 4.828(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 2.512(CFS) Total initial stream area = 0.590(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ +++++ + + + + + + + +++ + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.090 -., * * ** CONFLUENCE OF MINOR STREAMS * * ** _ Along Main Stream number: 3 in normal stream number 2 stream flow area = 0.590(Ac.) Runoff from this stream = 2.512(CFS) Time of concentration = 8.08 min. Rainfall intensity = 4.828(In /Hr) _ Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 4.04 0.940 7.97 0.098 4.868 2 2.51 0.590 8.08 0.098 4.828 Qmax(1) = - 1.000 * 1.000 * 4.036) + 1.008 * 0.987 * 2.512) + = 6.534 - Qmax(2) = 0.992 * 1.000 * 4.036) + 1.000 * 1.000 * 2.512) + = 6.514 Total of 2 streams to confluence: - Flow rates before confluence point: 4.036 2.512 -< Maximum flow rates at confluence using above data: 6.534 6.514 Area of streams before confluence: 0.940 0.590 Effective area values after confluence: 1.522 1.530 Results of confluence: Total flow rate = 6.534(CFS) Time of concentration = 7.967 min. . Effective stream area after confluence = 1.522(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 1.53(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + +++ + + + + + + + + + + + + + +++ + + + + + + ++ "" Process from Point /Station 5.010 to Point /Station 5.090 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 stream flow area = 1.522(Ac.) Runoff from this stream = 6.534(CFS) Time of concentration = 7.97 min. Rainfall intensity = 4.868(In /Hr) - Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 EA OH1300 Page 103 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Program is now starting with Main Stream No. 4 +++++++++++++++++++++++++++++++++++++++ + + + + + + +++ + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 5.100 to Point /Station 5.110 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 851.130(Ft.) Top (of initial area) elevation = 1745.200(Ft.) Bottom (of initial area) elevation = 1709.800(Ft.) Difference in elevation = 35.400(Ft.) Slope = 0.04159 s( %)= 4.16 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.532 min. Rainfall intensity = 4.672(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.881 Subarea runoff = 4.446(CFS) Total initial stream area = 1.080(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.100 to Point /Station 5.110 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 4 in normal stream number 1 Stream flow area = 1.080(Ac.) Runoff from this stream = 4.446(CFS) Time of concentration = 8.53 min. Rainfall intensity = 4.672(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 5.100 to Point /station 5.120 ** * INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 852.000(Ft.) Top (of initial area) elevation = 1745.200(Ft.) Bottom (of initial area) elevation = 1709.800(Ft.) Difference in elevation = 35.400(Ft.) Slope = 0.04155 s( %)= 4.15 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.538 min. Rainfall intensity = 4.670(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 5.514(cFS) Total initial stream area = 1.340(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + +++ + + + + + + + ++ Process from Point /Station 5.100 to Point /Station 5.120 EA OH1300 Page 104 of 147 Drainage Report: Duncan Canyon/I -15 Interchange . * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 4 in normal stream number 2 Stream flow area = 1.340(Ac.) Runoff from this stream = 5.514(CFS) Time of concentration = 8.54 min. Rainfall intensity = 4.670(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr} (In /Hr) 1 4.45 1.080 8.53 0.098 4.672 w 2 5.51 1.340 8.54 0.098 4.670 Qmax(1) = 1.000 * 1.000 * 4.446) + 1.000 * 0.999 * 5.514) + = 9.958 Qmax(2) = 1.000 * 1.000 * 4.446) + 1.000 * 1.000 * 5.514) + = 9.958 Total of 2 streams to confluence: Flow rates before confluence point: 4.446 5.514 - Maximum flow rates at confluence using above data: 9.958 9.958 Area of streams before confluence: 1.080 1.340 Effective area values after confluence: `"" 2.419 2.420 . Results of confluence: - Total flow rate = 9.958(CFS) Time of concentration = 8.532 min. .. Effective stream area after confluence = 2.419(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) "" Study area total (this main stream) = 2.42(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +++ + + + + + + ++ - Process from Point /Station 5.100 to Point /Station 5.120 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 4 stream flow area = 2.419(Ac.) Runoff from this stream = 9.958(CF5) .' Time of concentration = 8.53 min. Rainfall intensity = 4.672(In/Hr) -. Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 w Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 2.78 0.575 6.56 0.098 5.469 2 21.37 7.680 14.25 0.342 3.434 3 6.53 1.522 7.97 0.098 4.868 .11 4 9.96 2.419 8.53 0.098 4.672 Qmax(1) = 1.000 * 1.000 * 2.779) + "' 1.658 * 0.460 * 21.371) + 1.126 * 0.823 * 6.534) + 1.174 * 0.769 * 9.958) + = 34.147 Qmax(2) = 0.621 * 1.000 * 2.779) + 1.000 * 1.000 * 21.371) + wi "" EAOH1300 Page 105 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 0.699 * 1.000 * 6.534) + 0.729 * 1.000 * 9.958) + = 34.931 Qmax(3) = 0.888 * 1.000 * 2.779) + 1.464 * 0.559 * 21.371) + 1.000 * 1.000 * 6.534) + 1.043 * 0.934 * 9.958) + = 36.187 Qmax(4) = 0.851 * 1.000 * 2.779) + 1.400 * 0.599 * 21.371) + 0.959 * 1.000 * 6.534) + 1.000 * 1.000 * 9.958) + = 36.507 Total of 4 main streams to confluence: Flow rates before confluence point: 3.779 22.371 7.534 10.958 Maximum flow rates at confluence using above data: 34.147 34.931 36.187 36.507 Area of streams before confluence: 0.575 7.680 1.522 2.419 Effective area values after confluence: 7.224 12.196 8.649 9.115 Results of confluence: Total flow rate = 36.507(CFS) Time of concentration = 8.532 min. Effective stream area after confluence = 9.115(Ac.) Study area average Pervious fraction(Ap) = 0.257 Study area average soil loss rate(Fm) = 0.252(in /Hr) Study area total = 12.20(Ac.) End of computations, Total Study Area = 12.21 (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) = 0.257 Area averaged sCS curve number = 32.0 50 -year Event: System F San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 * * * * * * * ** Hydrology study control Information * * * * * * * * ** Rational hydrology study storm event year is 50.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 50.00 1 hour rainfall = 1.449 (In.) Slope used for rainfall intensity curve b = 0.6000 soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 6.010 to Point /Station 6.020 * * ** INITIAL AREA EVALUATION * * ** EA OH1300 Page 106 of 147 Drainage Report: Duncan Canyon/I -15 Interchange COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 891.420(Ft.) Top (of initial area) elevation = 1678.000(Ft.) Bottom (of initial area) elevation = 1652.000(Ft.) Difference in elevation = 26.000(Ft.) Slope = 0.02917 s( %)= 2.92 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.331 min. Rainfall intensity = 4.427(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.880 Subarea runoff = 4.793(CFS) Total initial stream area = 1.230(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 6.010 to Point /station 6.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 stream flow area = 1.230(Ac.) Runoff from this stream = 4.793(CFS) Time of concentration = 9.33 min. Rainfall intensity = 4.427(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + +++ + + + ++ Process from Point /Station 6.030 to Point /Station 6.040 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 ° Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 940.070(Ft.) Top (of initial area) elevation = 1658.000(Ft.) Bottom (of initial area) elevation = 1630.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.492 min. Rainfall intensity = 4.382(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.880 subarea runoff = 4.743(cFS) Total initial stream area = 1.230(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.030 to Point /Station 6.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 2 stream flow area = 1.230(Ac.) Runoff from this stream = 4.743(CFS) Time of concentration = 9.49 min. EA OH1300 Page 107 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Rainfall intensity = 4.382(In/Hr) Area averaged loss rate (Fm) = 0.0978(in /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 4.79 1.230 9.33 0.098 4.427 2 4.74 1.230 9.49 0.098 4.382 Qmax(1) = 1.000 * 1.000 * 4.793) + 1.011 * 0.983 * 4.743) + = 9.505 Qmax(2) = 0.990 * 1.000 * 4.793) + 1.000 * 1.000 * 4.743) + = 9.486 Total of 2 streams to confluence: Flow rates before confluence point: 4.793 4.743 Maximum flow rates at confluence using above data: 9.505 9.486 Area of streams before confluence: 1.230 1.230 Effective area values after confluence: 2.439 2.460 Results of confluence: Total flow rate = 9.505(CFS) Time of concentration = 9.331 min. Effective stream area after confluence = 2.439(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 2.46(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 0.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 0.000(Ft.) Downstream point /station elevation = 0.000(Ft.) Pipe length = 0.00(Ft.) Manning's N = 4.160 No. of pipes = 4 Required pipe flow = 9.505(cFS) Nearest computed pipe diameter = 75.00(In.) calculated individual pipe flow = 2.376(cFS) Normal flow depth in pipe = 57.38(In.) Flow top width inside pipe = 63.60(in.) Critical Depth = 4.69(In.) Pipe flow velocity = 0.09(Ft /s) Travel time through pipe = 0.00 min. Time of concentration (Tc) = 9.33 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.970 * * ** INITIAL AREA EVALUATION * * ** listing data items Decimal fraction soil group A = 32.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 1024.00 Pervious ratio(Ap) = 0.0000 Max loss rate(Fm)= 4.170(In /Hr) Initial subarea data: Initial area flow distance = 0.000(Ft.) Top (of initial area) elevation = 1.000(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.000) *[(lengthA3) /(elevation change)]A0.2 EAOH1300 Page 108 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Initial area time of concentration = 0.000 min. Rainfall intensity = 1. #IO(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = - 1. #io Subarea runoff = 1. #I0(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.000 Initial area Fm value = 4.170(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /station 1.990 * * ** INITIAL AREA EVALUATION * * ** listing data items Decimal fraction soil group A = 32.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 1024.00 Pervious ratio(Ap) = 0.0000 Max loss rate(Fm)= 32.000(In /Hr) Initial subarea data: Initial area flow distance = 0.000(Ft.) Top (of initial area) elevation = 1.000(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 1.000(Ft.) Scope = 0.02979 s( %)= 2.98 TC = k(0.000) *[(lengthA3) /(elevation change)1A0.2 Initial area time of concentration = 0.000 min. Rainfall intensity = 1. #I0(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = -1. #io subarea runoff = 1. #I0(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.000 Initial area Fm value = 32.000(In /Hr) End of computations, Total Study Area = 6.46 (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) = 0.038 Area averaged SCS curve number = 646.2 50 -year Event: System G San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 4* Program License Serial Number 5041 * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 50.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) computed rainfall intensity: Storm year = 50.00 1 hour rainfall = 1.449 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 m EAOH1300 Page 109 of 147 4 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.010 to Point /Station 7.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 990.060(Ft.) Top (of initial area) elevation = 1670.000(Ft.) Bottom (of initial area) elevation = 1642.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02828 s( %)= 2.83 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.791 min. Rainfall intensity = 4.301(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.880 Subarea runoff = 5.523(CFS) Total initial stream area = 1.460(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) End of computations, Total Study Area = 1.46 (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) = 0.100 Area averaged SCS curve number = 32.0 100 -year Event: System A San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.600 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + +++ + + + + + + + + + + + + + + + ++ Process from Point /Station 1.010 to Point /Station 1.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 EAOH1300 Page 110 of 147 ." Drainage Report: Duncan Canyon/I -15 Interchange Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 742.930(Ft.) -° Top (of initial area) elevation = 1820.000(Ft.) Bottom (of initial area) elevation = 1791.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.03903 s( %)= 3.90 ,_ TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.184 min. Rainfall intensity = 5.287(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.888 subarea runoff = 8.306(CFS) Total initial stream area = 1.770(Ac.) Pervious area fraction = 0.100 - Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + ++++ + + + + + + + + + + + + + + ++ Process from Point /Station 1.010 to Point /station 1.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.770(Ac.) Runoff from this stream = 8.306(CFS) Time of concentration = 8.18 min. w Rainfall intensity = 5.287(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.030 to Point /Station 1.040 - * * ** INITIAL AREA EVALUATION * * ** -- COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) .- Initial subarea data: Initial area flow distance = 887.390(Ft.) .„ Top (of initial area) elevation = 1805.500(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 32.500(Ft.) Slope = 0.03662 s( %)= 3.66 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 - initial area time of concentration = 8.900 min. Rainfall intensity = 5.028(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.887 Subarea runoff = 1.784(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + + + + + + + ++ Process from Point /Station 1.030 to Point /station 1.040 .6a * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.400(Ac.) Runoff from this stream = 1.784(CFS) Time of concentration = 8.90 min. Rainfall intensity = 5.028(In /Hr) "' Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 . +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.050 to Point /Station 1.060 - EAOH1300 Page l l l of 147 Drainage Report: Duncan Canyon/I -15 Interchange ,.. *'* INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 ... SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) -. Initial subarea data: Initial area flow distance = 658.380(Ft.) Top (of initial area) elevation = 1797.000(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 24.000(Ft.) ` Slope = 0.03645 s( %)= 3.65 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 - Initial area time of concentration = 7.905 min. Rainfall intensity = 5.398(In/Hr) for a 100.0 year storm ,.. Effective runoff coefficient used for area (Q =KCIA) is C = 0.888 Subarea runoff = 5.368(CFS) Total initial stream area = 1.120(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + ++++ + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.050 to Point /Station 1.060 •- * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.120(Ac.) Runoff from this stream = 5.368(cFS) Time of concentration = 7.91 min. Rainfall intensity = 5.398(In/Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + +++ + + + + + + + ++ Process from Point /station 1.070 to Point /Station 1.080 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: "'" Initial area flow distance = 997.460(Ft.) Top (of initial area) elevation = 1773.000(Ft.) Bottom (of initial area) elevation = 1744.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.02907 s( %)= 2.91 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.766 min. '" Rainfall intensity = 4.755(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.886 Subarea runoff = 3.287(cFS) Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ . Process from Point /Station 1.090 to Point /Station 1.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1747.500(Ft.) End of street segment elevation = 1744.700(Ft.) Length of street segment = 362.290(Ft.) m ' EAOH1300 Page l l2 of 147 ..' Drainage Report: Duncan Canyon/I -15 Interchange Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 . Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.343(CF5) " Depth of flow = 0.406(Ft.), Average velocity = 2.259(Ft/s) warning: depth of flow exceeds top of curb - Distance that curb overflow reaches into property = 2.91(Ft.) Streetflow hydraulics at midpoint of street travel: „ Halfstreet flow width = 11.298(Ft.) Flow velocity = 2.26(Ft /s) Travel time = 2.67 min. TC = 12.44 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Rainfall intensity = 4.113(In /Hr) for a 100.0 year storm " Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.884 - Subarea runoff = 2.058(cFS) for 0.690(Ac.) Total runoff = 5.344(cF5) w Effective area this stream = 1.47(Ac.) Total Study Area (Main Stream No. 1) = 4.76(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 5.344(cF5) Half street flow at end of street = 5.344(CFS) Depth of flow = 0.431(Ft.), Average velocity = 2.317(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.91(Ft.) Flow width (from curb towards crown)= 12.551(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.090 to Point /Station 1.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 1.470(Ac.) Runoff from this stream = 5.344(CF5) - Time of concentration = 12.44 min. Rainfall intensity = 4.113(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity ' No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 8.31 1.770 8.18 0.073 5.287 2 1.78 0.400 8.90 0.073 5.028 3 5.37 1.120 7.91 0.073 5.398 4 5.34 1.470 12.44 0.073 4.113 "' Qmax(1) = 1.000 * 1.000 * 8.306) + 1.052 * 0.920 * 1.784) + 0.979 * 1.000 * 5.368) + , 1.291 * 0.658 * 5.344) + = 19.826 Qmax(2) = EAOH1300 Page l l3 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 0.950 * 1.000 8.306) + 1.000 * 1.000 * 1.784) + 0.930 * 1.000 * 5.368) + - 1.227 * 0.715 * 5.344) + = 19.360 Qmax(3) = . 1.021 * 0.966 * 8.306) + 1.075 * 0.888 * 1.784) + -M 1.000 * 1.000 * 5.368) + 1.318 * 0.636 * 5.344) + = 19.741 .. Qmax(4) = 0.775 * 1.000 * 8.306) + 0.815 * 1.000 * 1.784) + "' 0.759 * 1.000 * 5.368) + 1.000 * 1.000 * 5.344) + = 17.305 Total of 4 streams to confluence: Flow rates before confluence point: 8.306 1.784 5.368 5.344 - Maximum flow rates at confluence using above data: 19.826 19.360 19.741 17.305 Area of streams before confluence: 1.770 0.400 1.120 1.470 Effective area values after confluence: 4.225 4.342 4.119 4.760 Results of confluence: Total flow rate = 19.826(cFS) Time of concentration = 8.184 min. Effective stream area after confluence = 4.225(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total (this main stream) = 4.76(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + +++ + + + + +++ + + + + + + + + + + + + + + + ++ - Process from Point /station 1.010 to Point /Station 1.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 stream flow area = 4.225(Ac.) Runoff from this stream = 19.826(cFS) 4" Time of concentration = 8.18 min. Rainfall intensity = 5.287(In /Hr) - Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 19.83 4.225 8.18 0.073 5.287 Qmax(1) = 1.000 * 1.000 * 19.826) + = 19.826 Total of 1 main streams to confluence: Flow rates before confluence point: -. 20.826 Maximum flow rates at confluence using above data: 19.826 Area of streams before confluence: . 4.225 Effective area values after confluence: 4.225 Results of confluence: Total flow rate = 19.826(cFS) Time of concentration = 8.184 min. Effective stream area after confluence = 4.225(Ac.) -. Study area average Pervious fraction(Ap) = 0.100 study area average soil loss rate(Fm) = 0.073(In /Hr) EA OH 1300 Page 114 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Study area total = 4.23(Ac.) End of computations, Total Study Area = 4.76 (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) = 0.100 Area averaged SCS curve number = 56.0 100 -year Event: System B San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 ta. Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.600 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + +++++ +++ + + + + + + + + + + +++++++++ ++ Process from Point /Station 2.010 to Point /Station 2.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 777.430(Ft.) Top (of initial area) elevation = 1821.000(Ft.) Bottom (of initial area) elevation = 1792.000(Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.03730 s( %)= 3.73 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.410 min. Rainfall intensity = 5.202(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.887 Subarea runoff = 4.477(CFS) Total initial stream area = 0.970(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) 4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 2.010 to Point /Station 2.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.970(Ac.) Runoff from this stream = 4.477(CFS) EAOH1300 Page l l5 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Time of concentration = 8.41 min. Rainfall intensity = 5.202(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.030 to Point /Station 2.040 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 727.050(Ft.) Top (of initial area) elevation = 1800.000(Ft.) Bottom (of initial area) elevation = 1773.000(Ft.) Difference in elevation = 27.000(Ft.) Slope = 0.03714 s( %)= 3.71 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.195 min. Rainfall intensity = 5.283(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.887 Subarea runoff = 4.314(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++ Process from Point /Station 2.030 to Point /Station 2.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.920(Ac.) Runoff from this stream = 4.314(CFS) Time of concentration = 8.19 min. Rainfall intensity = 5.283(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.050 to Point /Station 2.060 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 346.100(Ft.) Top (of initial area) elevation = 1785.000(Ft.) Bottom (of initial area) elevation = 1772.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.03756 s( %)= 3.76 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.076 min. Rainfall intensity = 6.322(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.890 Subarea runoff = 1.856(CFS) Total initial stream area = 0.330(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) EAOH1300 Page l l6 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.050 to Point /station 2.060 . * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.330(Ac.) .., Runoff from this stream = 1.856(cFS) Time of concentration = 6.08 min. Rainfall intensity = 6.322(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ +++ + + +++ +++ + + + + + + + + + + + +++ + + + + ++ Process from Point /Station 2.070 to Point /Station 2.080 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 r Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) b Initial subarea data: Initial area flow distance = 529.110(Ft.) Top (of initial area) elevation = 1774.000(Ft.) Bottom (of initial area) elevation = 1755.800(Ft.) Difference in elevation = 18.200(Ft.) Slope = 0.03440 s( %)= 3.44 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.328 min. Rainfall intensity = 5.650(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.888 Subarea runoff = 4.115(CFS) Total initial stream area = 0.820(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) w +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + + + + + + + +++ + + + + + + + + ++ Process from Point /Station 2.070 to Point /Station 2.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.820(Ac.) Runoff from this stream = 4.115(CFS) — Time of concentration = 7.33 min. Rainfall intensity = 5.650(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ mi Process from Point /station 2.090 to Point /Station 2.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: -. Initial area flow distance = 210.690(Ft.) Top (of initial area) elevation = 1764.000(Ft.) Bottom (of initial area) elevation = 1758.400(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.02658 s( %)= 2.66 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 EAOH1300 Page l l7 of 147 '* Drainage Report: Duncan Canyon/I -15 Interchange Initial area time of concentration = 5.339 min. Rainfall intensity = 6.832(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.890 - subarea runoff = 1.338(cFS) Total initial stream area = 0.220(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + + ++ Process from Point /Station 2.090 to Point /Station 2.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 0.220(Ac.) Runoff from this stream = 1.338(cFS) Time of concentration = 5.34 min. Rainfall intensity = 6.832(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CF5) (Ac.) (min) (In /Hr) (In /Hr) 1 4.48 0.970 8.41 0.073 5.202 2 4.31 0.920 8.19 0.073 5.283 3 1.86 0.330 6.08 0.073 6.322 4 4.12 0.820 7.33 0.073 5.650 5 1.34 0.220 5.34 0.073 6.832 Qmax(1) = - 1.000 * 1.000 * 4.477) + 0.984 * 1.000 * 4.314) + 0.821 * 1.000 * 1.856) + 0.920 * 1.000 * 4.115) + 0.759 * 1.000 * 1.338) + = 15.046 Qmax(2) = 1.016 * 0.974 * 4.477) + - 1.000 * 1.000 * 4.314) + 0.834 * 1.000 * 1.856) + - 0.934 * 1.000 * 4.115) + 0.771 * 1.000 * 1.338) + = 15.169 ., Qmax(3) = 1.218 * 0.722 * 4.477) + 1.199 * 0.741 * 4.314) + 1.000 * 1.000 * 1.856) + 1.121 * 0.829 * 4.115) + 0.925 * 1.000 * 1.338) + = 14.693 Qmax(4) = 1.087 * 0.871 * 4.477) + 1.070 * 0.894 * 4.314) + 0.892 * 1.000 * 1.856) + 1.000 * 1.000 * 4.115) + 0.825 * 1.000 * 1.338) + = 15.246 Qmax(5) = 1.318 * 0.635 * 4.477) + 1.297 * 0.651 * 4.314) + 1.082 * 0.879 * 1.856) + .. 1.212 * 0.729 * 4.115) + 1.000 * 1.000 * 1.338) + = 14.127 Total of 5 streams to confluence: Flow rates before confluence point: 4.477 4.314 1.856 4.115 1.338 Maximum flow rates at confluence using above data: . 15.046 15.169 14.693 15.246 14.127 Area of streams before confluence: 0.970 0.920 0.330 0.820 0.220 Effective area values after confluence: - 3.260 3.235 2.613 3.038 2.322 Results of confluence: EA OH1300 Page 118 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Total flow rate = 15.246(CFs) Time of concentration = 7.328 min. Effective stream area after confluence = 3.038(Ac.) Study area average Pervious fraction(Ap) = 0.100 study area average soil loss rate(Fm) = 0.073(In /Hr) Study area total (this main stream) = 3.26(Ac.) End of computations, Total Study Area = 3.26 (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) = 0.100 Area averaged SCS curve number = 56.0 100 -year Event: System C San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 ° * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.600 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.010 to Point /Station 3.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 732.190(Ft.) Top (of initial area) elevation = 1749.000(Ft.) Bottom (of initial area) elevation = 1724.000(Ft.) Difference in elevation = 25.000(Ft.) slope = 0.03414 s( %)= 3.41 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.357 min. Rainfall intensity = 5.221(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.887 Subarea runoff = 4.911(CFS) Total initial stream area = 1.060(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ EA OH1300 Page 119 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Process from Point /Station 3.030 to Point /Station 3.040 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** upstream point elevation = 1733.000(Ft.) Downstream point elevation = 1687.000(Ft.) Channel length thru subarea = 1427.340(Ft.) Channel base width = 5.O00(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 10.436(cFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 10.436(CFS) Depth of flow = 0.548(Ft.), Average velocity = 3.125(Ft /s) Channel flow top width = 7.191(Ft.) Flow Velocity = 3.12(Ft /s) Travel time = 7.61 min. Time of concentration = 15.97 min. Critical depth = 0.480(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.093(In /Hr) Rainfall intensity = 3.540(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 subarea runoff = 1O.960(cFS) for 4.050(Ac.) Total runoff = 15.871(CFS) Effective area this stream = 5.11(Ac.) Total Study Area (Main Stream No. 1) = 5.11(AC.) Area averaged Fm value = 0.089(In /Hr) Depth of flow = 0.695(Ft.), Average velocity = 3.572(Ft/s) Critical depth = 0.625(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + +++ + + +++ +++ ++ Process from Point /Station 3.030 to Point /Station 3.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 stream flow area = 5.110(Ac.) Runoff from this stream = 15.871(CFS) Time of concentration = 15.97 min. Rainfall intensity = 3.540(In /Hr) Area averaged loss rate (Fm) = 0.0893(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.050 to Point /station 3.060 * * ** INITIAL AREA EVALUATION * * ** A COMMERCIAL subarea type Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.093(In /Hr) Initial subarea data: Initial area flow distance = 880.110(Ft.) Top (of initial area) elevation = 1747.460(Ft.) Bottom (of initial area) elevation = 1703.660(Ft.) Difference in elevation = 43.800(Ft.) Slope = 0.04977 s( %)= 4.98 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.343 min. Rainfall intensity = 5.227(In /Hr) for a 100.0 year storm EA OH1300 Page 120 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Effective runoff coefficient used for area (Q =KCIA) is c = 0.884 Subarea runoff = 4.250(cFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.093(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.070 to Point /Station 3.080 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1704.000(Ft.) End of street segment elevation = 1676.400(Ft.) Length of street segment = 1014.220(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.587(CFS) Depth of flow = 0.379(Ft.), Average velocity = 4.187(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.83(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.955(Ft.) Flow velocity = 4.19(Ft /s) Travel time = 4.04 min. TC = 12.38 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 4.125(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.879 Subarea runoff = 4.596(CFS) for 1.520(Ac.) Total runoff = 8.847(CFS) Effective area this stream = 2.44(Ac.) Total Study Area (Main Stream No. 1) = 7.55(Ac.) Area averaged Fm value = 0.096(in /Hr) Street flow at end of street = 8.847(CFS) Half street flow at end of street = 8.847(cFS) Depth of flow = 0.416(Ft.), Average velocity = 4.278(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.30(Ft.) Flow width (from curb towards crown)= 11.797(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.050 to Point /Station 3.080 -w * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.440(Ac.) Runoff from this stream = 8.847(CFS) Time of concentration = 12.38 min. Rainfall intensity = 4.125(In /Hr) Area averaged loss rate (Fm) = 0.0961(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 EAOH1300 Page 121 of 147 Drainage Report: Duncan Canyon/I -15 Interchange +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.090 to Point /Station 3.100 * * ** INITIAL AREA EVALUATION * * ** soil classification AP and Scs values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 37.20 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.800(In /Hr) Initial subarea data: Initial area flow distance = 961.420(Ft.) Top (of initial area) elevation = 1720.000(Ft.) Bottom (of initial area) elevation = 1692.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02912 s( %)= 2.91 TC = k(0.484) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 15.320 min. Rainfall intensity = 3.630(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.702 Subarea runoff = 5.271(CF5) Total initial stream area = 2.070(Ac.) Pervious area fraction = 0.850 Initial area Fm value = 0.800(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.110 to Point /Station 3.100 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1718.000(Ft.) Downstream point elevation = 1690.000(Ft.) Channel length thru subarea = 936.480(Ft.) channel base width = 5.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 17.377(cFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 17.377(CFS) Depth of flow = 0.747(Ft.), Average velocity = 3.581(Ft /s) Channel flow top width = 7.989(Ft.) Flow Velocity = 3.58(Ft /s) Travel time = 4.36 min. Time of concentration = 19.68 min. critical depth = 0.656(Ft.) Adding area flow to channel PARK subarea Decimal fraction soil group A = 0.750 Decimal fraction soil group B = 0.250 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.794(In /Hr) Rainfall intensity = 3.123(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.671 Subarea runoff = 24.147(CFS) for 11.970(Ac.) Total runoff = 29.419(CFS) Effective area this stream = 14.04(Ac.) Total Study Area (Main Stream No. 1) = 21.59(Ac.) Area averaged Fm value = 0.795(In /Hr) Depth of flow = 1.000(Ft.), Average velocity = 4.201(Ft /s) Critical depth = 0.906(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 3.130 to Point /Station 3.120 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** upstream point elevation = 1689.700(Ft.) Downstream point elevation = 1667.000(Ft.) Channel length thru subarea = 724.240(Ft.) Channel base width = 5.000(Ft.) EAOH1300 Page 122 of 147 "" Drainage Report: Duncan Canyon/I -15 Interchange Slope or 'z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 30.723(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 30.723(CF5) Depth of flow = 1.011(Ft.), Average velocity = 4.327(Ft/s) Channel flow top width = 9.045(Ft.) Flow Velocity = 4.33(Ft /s) Travel time = 2.79 min. Time of concentration = 22.47 min. critical depth = 0.922(Ft.) Adding area flow to channel PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In /Hr) Rainfall intensity = 2.884(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.650 subarea runoff = 2.545(CFS) for 3.010(Ac.) Total runoff = 31.964(CFS) Effective area this stream = 17.05(Ac.) Total Study Area (Main Stream No. 1) = 24.60(Ac.) Area averaged Fm value = 0.801(In /Hr) Depth of flow = 1.033(Ft.), Average velocity = 4.378(Ft/s) Critical depth = 0.953(Ft.) +++++++++++++++++++++++++++++++++++++++ +++++ + + + +++ +++++ ++++++ + + + + + + + ++ Process from Point /Station 3.130 to Point /Station 3.120 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 17.050(Ac.) Runoff from this stream = 31.964(CFS) Time of concentration = 22.47 min. Rainfall intensity = 2.884(In /Hr) Area averaged loss rate (Fm) = 0.8015(In /Hr) Area averaged Pervious ratio (Ap) = 0.8500 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 15.87 5.110 15.97 0.089 3.540 2 8.85 2.440 12.38 0.096 4.125 3 31.96 17.050 22.47 0.801 2.884 Qmax(1) _ 1.000 * 1.000 * 15.871) + 0.855 * 1.000 * 8.847) + 1.315 * 0.711 * 31.964) + = 53.305 Qmax(2) = 1.169 * 0.775 * 15.871) + 1.000 * 1.000 * 8.847) + 1.595 * 0.551 * 31.964) + = 51.330 Qmax(3) = 0.810 * 1.000 * 15.871) + 0.692 * 1.000 * 8.847) + 1.000 * 1.000 * 31.964) + = 50.942 Total of 3 streams to confluence: Flow rates before confluence point: 15.871 8.847 31.964 Maximum flow rates at confluence using above data: 53.305 51.330 50.942 Area of streams before confluence: 5.110 2.440 17.050 EAOH1300 Page 123 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Effective area values after confluence: 19.669 15.795 24.600 Results of confluence: Total flow rate = 53.305(CFS) Time of concentration = 15.970 min. Effective stream area after confluence = 19.669(Ac.) Study area average Pervious fraction(Ap) = 0.620 Study area average soil loss rate(Fm) = 0.584(In /Hr) Study area total (this main stream) = 24.60(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + +++ + + + + + + + + + +++ +++ +++ + +++++ Process from Point /Station 3.130 to Point /station 3.120 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.669(Ac.) Runoff from this stream = 53.305(CFS) Time of concentration = 15.97 min. Rainfall intensity = 3.540(In /Hr) Area averaged loss rate (Fm) = 0.5836(In /Hr) Area averaged Pervious ratio (Ap) = 0.6198 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 53.30 19.669 15.97 0.584 3.540 Qmax(1) = 1.000 * 1.000 * 53.305) + = 53.305 Total of 1 main streams to confluence: Flow rates before confluence point: 54.305 Maximum flow rates at confluence using above data: 53.305 Area of streams before confluence: 19.669 Effective area values after confluence: 19.669 Results of confluence: Total flow rate = 53.305(CFS) Time of concentration = 15.970 min. Effective stream area after confluence = 19.669(Ac.) Study area average Pervious fraction(Ap) = 0.620 Study area average soil loss rate(Fm) = 0.584(In /Hr) study area total = 19.67(Ac.) End of computations, Total Study Area = 24.60 (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) = 0.620 Area averaged SCS curve number = 37.6 100 -year Event: System D San Bernardino County Rational Hydrology Program EAOH1300 Page 124 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Aa (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.600 (In.) slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +++ ++++ Process from Point /Station 4.010 to Point /Station 4.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 590.730(Ft.) Top (of initial area) elevation = 1796.000(Ft.) Bottom (of initial area) elevation = 1776.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.03386 s( %)= 3.39 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.682 min. Rainfall intensity = 5.492(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.888 Subarea runoff = 3.852(CFS) Total initial stream area = 0.790(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +++ + + + +++ ++ Process from Point /Station 4.030 to Point /Station 4.040 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1778.000(Ft.) End of street segment elevation = 1739.000(Ft.) Length of street segment = 1198.060(Ft.) Height of curb above gutter flowline = 4.0(In.) Width of half street (curb to crown) = 52.000(Ft.) Distance from crown to crossfall grade break = 48.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.453(CFS) Depth of flow = 0.339(Ft.), Average velocity = 4.469(Ft/s) warning: depth of flow exceeds top of curb q EAOH1300 Page 125 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Distance that curb overflow reaches into property = 0.24(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.969(Ft.) Flow velocity = 4.47(Ft /s) Travel time = 4.47 min. TC = 12.15 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Rainfall intensity = 4.171(in /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is c = 0.884 subarea runoff = 5.109(CFS) for 1.640(Ac.) Total runoff = 8.962(CFS) Effective area Total StudyArea h (Main r Stream No. 1) 2_43 <AC.) 2.43(Ac.) Area averaged Fm value = 0.073(In /Hr) Street flow at end of street = 8.962(CFS) Half street flow at end of street = 8.962(CFS) Depth of flow = 0.379(Ft.), Average velocity = 4.577(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.82(Ft.) Flow width (from curb towards crown)= 12.948(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + +++ + + ++++ Process from Point /Station 4.010 to Point /Station 4.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 Stream flow area = 2.430(Ac.) Runoff from this stream = 8.962(CFS) Time of concentration = 12.15 min. Rainfall intensity = 4.171(In /Hr) Area averaged loss rate (Fm) = 0.0734(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + + + + + + + ++ Process from Point /Station 4.050 to Point /station 4.060 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 sCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In /Hr) Initial subarea data: Initial area flow distance = 954.720(Ft.) Top (of initial area) elevation = 1777.000(Ft.) Bottom (of initial area) elevation = 1745.000(Ft.) m Difference in elevation = 32.000(Ft.) Slope = 0.03352 s( %)= 3.35 TC = k(0.360) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 11.046 min. Rainfall intensity = 4.417(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.848 Subarea runoff = 9.734(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.257(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.070 to Point /Station 4.080 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** a EA OH1300 Page 126 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Top of street segment elevation = 1753.000(Ft.) End of street segment elevation = 1723.000(Ft.) Length of street segment = 951.190(Ft.) Height of curb above gutter flowline = 4.0(in.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.610(CFS) Depth of flow = 0.512(Ft.), Average velocity = 5.253(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.13(Ft.) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.578(Ft.) Flow velocity = 5.25(Ft /s) Travel time = 3.02 min. TC = 14.06 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 46.40 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.298(In /Hr) Rainfall intensity = 3.821(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.832 Subarea runoff = 21.655(CFS) for 7.270(Ac.) Total runoff = 31.389(CFS) Effective area this stream = 9.87(Ac.) Total Study Area (Main Stream No. 1) = 12.30(Ac.) Area averaged Fm value = 0.287(In /Hr) Street flow at end of street = 31.389(CFS) Half street flow at end of street = 31.389(CFS) Depth of flow = 0.570(Ft.), Average velocity = 5.741(Ft /s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 9.47(Ft.) Flow width (from curb towards crown)= 19.508(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +++ + + + + + + ++ Process from Point /Station 4.050 to Point /Station 4.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 2 Stream flow area = 9.870(Ac.) Runoff from this stream = 31.389(CFS) Time of concentration = 14.06 min. Rainfall intensity = 3.821(In /Hr) Area averaged loss rate (Fm) = 0.2871(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 8.96 2.430 12.15 0.073 4.171 2 31.39 9.870 14.06 0.287 3.821 Qmax(1) = 1.000 * 1.000 * 8.962) + 1.099 * 0.864 * 31.389) + = 38.770 Qmax(2) = EA OH1300 Page 127 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 0.915 * 1.000 * 8.962) + 1.000 * 1.000 * 31.389) + = 39.585 Total of 2 streams to confluence: Flow rates before confluence point: 8.962 31.389 Maximum flow rates at confluence using above data: 38.770 39.585 Area of streams before confluence: 2.430 9.870 Effective area values after confluence: 10.957 12.300 Results of confluence: Total flow rate = 39.585(CFS) Time of concentration = 14.064 min. Effective stream area after confluence = 12.300(Ac.) Study area average Pervious fraction(Ap) = 0.301 Study area average soil loss rate(Fm) = 0.245(In /Hr) Study area total (this main stream) = 12.30(Ac.) +++++++++++++++++++++++++++++++++++++++ + +++ +++ + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 4.010 to Point /Station 4.080 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area = 12.300(Ac.) Runoff from this stream = 39.585(CFS) Time of concentration = 14.06 min. Rainfall intensity = 3.821(In /Hr) Area averaged loss rate (Fm) = 0.2449(In /Hr) Area averaged Pervious ratio (Ap) = 0.3006 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + + + + + + + + + + + + + + + + + ++ Process from Point /station 4.090 to Point /Station 4.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.200 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 51.20 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: Initial area flow distance = 698.230(Ft.) Top (of initial area) elevation = 1744.000(Ft.) Bottom (of initial area) elevation = 1721.000(Ft.) Difference in elevation = 23.000(Ft.) Slope = 0.03294 s( %)= 3.29 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.259 min. Rainfall intensity = 5.258(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 Subarea runoff = 3.216(CFS) Total initial stream area = 0.690(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.110 to Point /Station 4.120 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1723.000(Ft.) End of street segment elevation = 1700.000(Ft.) Length of street segment = 646.750(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) EA OH1300 Page 128 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [13 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.873(CFS) Depth of flow = 0.310(Ft.), Average velocity = 5.066(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.496(Ft.) Flow velocity = 5.07(Ft /s) Travel time = 2.13 min. TC = 10.39 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 4.583(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.882 Subarea runoff = 3.253(CFS) for 0.910(Ac.) Total runoff = 6.470(CFs) Effective area this stream = 1.60(Ac.) Total Study Area (Main Stream No. 2) = 13.90(Ac.) Area averaged Fm value = 0.090(In /Hr) Street flow at end of street = 6.470(CFS) Half street flow at end of street = 6.470(CFS) Depth of flow = 0.357(Ft.), Average velocity = 4.832(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.96(Ft.) Flow width (from curb towards crown)= 8.873(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.090 to Point /Station 4.120 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.600(Ac.) Runoff from this stream = 6.470(CFS) Time of concentration = 10.39 min. Rainfall intensity = 4.583(In /Hr) Area averaged loss rate (Fm) = 0.0899(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.130 to Point /Station 4.140 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 277.930(Ft.) Top (of initial area) elevation = 1764.000(Ft.) Bottom (of initial area) elevation = 1758.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.02159 s( %)= 2.16 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 EAOH1300 Page 129 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Initial area time of concentration = 6.217 min. Rainfall intensity = 6.235(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.889 Subarea runoff = 1.608(cFS) Total initial stream area = 0.290(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++++ + + + + + + + + + + + + + + + ++ Process from Point /Station 4.130 to Point /Station 4.140 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.290(Ac.) Runoff from this stream = 1.608(CFS) Time of concentration = 6.22 min. Rainfall intensity = 6.235(In /Hr) Area averaged loss rate (Fm) = 0.0734(in /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ +++ + +++ + + + + +++ + + + + + + + + + + + + + + + ++ Process from Point /Station 4.150 to Point /Station 4.160 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.500 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 44.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.088(In /Hr) Initial subarea data: Initial area flow distance = 959.650(Ft.) Top (of initial area) elevation = 1764.200(Ft.) Bottom (of initial area) elevation = 1723.100(Ft.) Difference in elevation = 41.100(Ft.) Slope = 0.04283 s( %)= 4.28 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.900 min. Rainfall intensity = 5.028(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 4.313(cFS) Total initial stream area = 0.970(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.088(in /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.170 to Point /Station 4.180 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1723.000(Ft.) End of street segment elevation = 1690.500(Ft.) Length of street segment = 1181.290(Ft.) Height of curb above gutter flowline = 4.0(in.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.281(CFS) Depth of flow = 0.391(Ft.), Average velocity = 4.223(Ft/s) warning: depth of flow exceeds top of curb EAOH1300 Page 130 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Distance that curb overflow reaches into property = 2.32(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.567(Ft.) Flow velocity = 4.22(Ft /s) Travel time = 4.66 min. TC = 13.56 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.905(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.878 Subarea runoff = 5.839(CFS) for 1.990(Ac.) Total runoff = 10.151(CFS) Effective area this stream = 2.96(Ac.) Total Study Area (Main Stream No. 2) = 17.15(Ac.) Area averaged Fm value = 0.094(In /Hr) Street flow at end of street = 10.151(CFs) Half street flow at end of street = 10.151(CFS) Depth of flow = 0.432(Ft.), Average velocity = 4.377(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.94(Ft.) Flow width (from curb towards crown)= 12.591(Ft.) +++++++++++++++++++++++++++++++++++++++ +++ + + + + +++ + + + + +++ + + + + + + + +++++++ Process from Point /Station 4.150 to Point /Station 4.180 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 2.960(Ac.) Runoff from this stream = 10.151(CFS) Time of concentration = 13.56 min. Rainfall intensity = 3.905(In /Hr) Area averaged loss rate (Fm) = 0.0945(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 4.190 to Point /station 4.200 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 471.190(Ft.) Top (of initial area) elevation = 1705.000(Ft.) Bottom (of initial area) elevation = 1690.000(Ft.) Difference in elevation = 15.000(Ft.) Slope = 0.03183 s( %)= 3.18 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.105 min. Rainfall intensity = 5.755(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.885 Subarea runoff = 2.953(CFS) Total initial stream area = 0.580(Ac.) Pervious area fraction = 0.100 "" Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +++ + + ++ Process from Point /Station 4.210 to Point /Station 4.220 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** EA OH1300 Page 131 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Top of street segment elevation = 1692.000(Ft.) End of street segment elevation = 1670.000(Ft.) Length of street segment = 759.540(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v /hz) = 0.050 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.018(CFS) Depth of flow = 0.330(Ft.), Average velocity = 4.560(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.486(Ft.) Flow velocity = 4.56(Ft /s) Travel time = 2.78 min. TC = 9.88 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 4.722(In /Hr) for a 100.0 year storm H Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.881 Subarea runoff = 4.039(CFS) for 1.100(Ac.) Total runoff = 6.992(CFS) Effective area this stream = 1.68(Ac.) Total Study Area (Main Stream No. 2) = 18.83(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 6.992(CFS) Half street flow at end of street = 6.992(CFS) Depth of flow = 0.383(Ft.), Average velocity = 4.322(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.98(Ft.) Flow width (from curb towards crown)= 10.142(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.190 to Point /Station 4.220 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 4 stream flow area = 1.680(Ac.) Runoff from this stream = 6.992(CFS) Time of concentration = 9.88 min. Rainfall intensity = 4.722(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++ Process from Point /Station 4.230 to Point /Station 4.240 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: EAOH1300 Page 132 of 147 . Drainage Report: Duncan Canyon/I -15 Interchange Initial area flow distance = 902.020(Ft.) Top (of initial area) elevation = 1692.000(Ft.) Bottom (of initial area) elevation = 1665.000(Ft.) . Difference in elevation = 27.000(Ft.) Slope = 0.02993 s( %)= 2.99 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.327 min. Rainfall intensity = 4.888(In /Hr) for a 100.0 year storm "" Effective runoff coefficient used for area (Q =KCIA) is c = 0.882 Subarea runoff = 5.476(CFS) ,. Total initial stream area = 1.270(Ac.) Pervious area fraction = 0.100 - Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + ++++ + + + +++ ++++ Process from Point /Station 4.230 to Point /Station 4.240 * * ** CONFLUENCE OF MINOR STREAMS * * ** °`" Along Main Stream number: 2 in normal stream number 5 Stream flow area = 1.270(Ac.) - Runoff from this stream = 5.476(CFS) Time of concentration = 9.33 min. Rainfall intensity = 4.888(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity NO. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 6.47 1.600 10.39 0.090 4.583 2 1.61 0.290 6.22 0.073 6.235 3 10.15 2.960 13.56 0.094 3.905 4 6.99 1.680 9.88 0.098 4.722 5 5.48 1.270 9.33 0.098 4.888 -.. Qmax(1) = 1.000 * 1.000 * 6.470) + -- 0.732 * 1.000 * 1.608) + 1.178 * 0.766 * 10.151) + 0.970 * 1.000 * 6.992) + 0.936 * 1.000 * 5.476) + = 28.712 Qmax(2) _ 1.368 * 0.599 * 6.470) + 1.000 * 1.000 * 1.608) + 1.611 * 0.458 * 10.151) + 1.327 * 0.629 * 6.992) + .-» 1.281 * 0.667 * 5.476) + = 24.920 Qmax(3) = .„ 0.849 * 1.000 * 6.470) + 0.622 * 1.000 * 1.608) + 1.000 * 1.000 * 10.151) + 0.823 * 1.000 * 6.992) + 0.795 * 1.000 * 5.476) + = 26.754 Qmax(4) = 1.031 * 0.951 * 6.470) + 0.754 * 1.000 * 1.608) + 1.214 * 0.729 * 10.151) + ,,,, 1.000 * 1.000 * 6.992) + 0.965 * 1.000 * 5.476) + = 28.818 Qmax(5) = .. 1.068 * 0.898 * 6.470) + 0.781 * 1.000 * 1.608) + . 1.258 * 0.688 * 10.151) + 1.036 * 0.944 * 6.992) + . 1.000 * 1.000 * 5.476) + = 28.558 Total of 5 streams to confluence: Flow rates before confluence point: 6.470 1.608 10.151 6.992 5.476 Maximum flow rates at confluence using above data: - EAOH1300 Page 133 of 147 Drainage Report: Duncan Canyon/I -15 Interchange 28.712 24.920 26.754 28.818 28.558 Area of streams before confluence: 1.600 0.290 2.960 1.680 1.270 Effective area values after confluence: 7.107 4.508 7.800 6.919 6.618 Results of confluence: Total flow rate = 28.818(CFS) Time of concentration = 9.881 min. Effective stream area after confluence = 6.919(Ac.) Study area average Pervious fraction(Ap) = 0.100 study area average soil loss rate(Fm) = 0.094(In /Hr) Study area total (this main stream) = 7.80(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + +++ + + +++ Process from Point /Station 4.090 to Point /Station 4.240 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.919(Ac.) Runoff from this stream = 28.818(CFS)) Time of concentration = 9.88 min. Rainfall intensity = 4.722(In /Hr) Area averaged loss rate (Fm) = 0.0940(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 39.58 12.300 14.06 0.245 3.821 2 28.82 6.919 9.88 0.094 4.722 Qmax(1) = 1.000 * 1.000 * 39.585) + 0.805 * 1.000 * 28.818) + = 62.791 Qmax(2) 1.252 * 0.703 * 39.585) + 1.000 * 1.000 * 28.818) + = 63.640 Total of 2 main streams to confluence: Flow rates before confluence point: 40.585 29.818 Maximum flow rates at confluence using above data: 62.791 63.640 Area of streams before confluence: 12.300 6.919 Effective area values after confluence: 19.219 15.561 Results of confluence: Total flow rate = 63.640(CFS) Time of concentration = 9.881 min. Effective stream area after confluence = 15.561(Ac.) Study area average Pervious fraction(Ap) = 0.228 Study area average soil loss rate(Fm) = 0.191(In /Hr) Study area total = 19.22(Ac.) End of computations, Total Study Area = 20.10 (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) = 0.223 Area averaged ScS curve number = 44.8 100 -year Event: System E EA OH1300 Page 134 of 147 Drainage Report: Duncan Canyon/I -15 Interchange San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 * * ** * * * ** Hydrology Study Control Information * * * * * ** * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.100(in.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.600 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 274.300(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1764.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01458 s( %)= 1.46 TC = k(0.304) *[(lengthA3) /(elevation change)JAO.2 Initial area time of concentration = 6.690 min. Rainfall intensity = 5.967(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.885 Subarea runoff = 1.426(CFS) Total initial stream area = 0.270(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) Process from Point /Station 5.010 to Point /Station 5.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 stream flow area = 0.270(Ac.) •� Runoff from this stream = 1.426(CFS) Time of concentration = 6.69 min. Rainfall intensity = 5.967(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.030 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 EAOH1300 Page 135 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Decimal fraction soil group D = 0.000 "0 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 265.530(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1764.800(Ft.) _R Difference in elevation = 4.000(Ft.) Slope = 0.01506 s( %)= 1.51 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.560 min. Rainfall intensity = 6.037(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.885 subarea runoff = 1.657(cFS) - Total initial stream area = 0.310(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + ++++ + + + + + ++++ + + + +++ + +++ + + ++ Process from Point /Station 5.010 to Point /Station 5.030 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.310(Ac.) Runoff from this stream = 1.657(cFS) Time of concentration = 6.56 min. Rainfall intensity = 6.037(in /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 1.43 0.270 6.69 0.098 5.967 2 1.66 0.310 6.56 0.098 6.037 Qmax(1) = ® 1.000 * 1.000 * 1.426) + 0.988 * 1.000 * 1.657) + = 3.064 - Qmax(2) = 1.012 * 0.981 * 1.426) + 1.000 * 1.000 * 1.657) + = 3.073 Total of 2 streams to confluence: Flow rates before confluence point: 1.426 1.657 Maximum flow rates at confluence using above data: 3.064 3.073 - Area of streams before confluence: 0.270 0.310 Effective area values after confluence: 0.580 0.575 Results of confluence: . Total flow rate = 3.073(cFS) Time of concentration = 6.560 min. Effective stream area after confluence = 0.575(Ac.) study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 0.58(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.030 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: . In Main Stream number: 1 Stream flow area = 0.575(Ac.) Runoff from this stream = 3.073(CFS) Time of concentration = 6.56 min. EAOH1300 Page 136 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Rainfall intensity = 6.037(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + + + + + + +++++ + + + + + + + ++ Process from Point /Station 5.040 to Point /Station 5.050 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SC5 curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Initial subarea data: Initial area flow distance = 653.540(Ft.) Top (of initial area) elevation = 1777.000(Ft.) Bottom (of initial area) elevation = 1757.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.03060 s( %)= 3.06 TC = k(0.360) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.666 min. Rainfall intensity = 4.785(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.836 Subarea runoff = 4.438(CF5) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + + + +++ + + + + ++ Process from Point /Station 5.060 to Point /Station 5.070 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 0.000(cFS) Depth of flow = 0.649(Ft.), Average velocity = 2.662(Ft/s) * * * * * ** Irregular Channel Data * * * * * * * * * ** «� Information entered for subchannel number 1 : Point number 'x' coordinate 'Y' coordinate 1 0.00 1.00 2 5.00 0.00 3 10.00 0.00 4 15.00 1.00 Manning's 'N' friction factor = 0.060 Sub - Channel flow = 14.253(CFS) flow top width = 11.493(Ft.) velocity= 2.662(Ft/s) area = 5.355(Sq.Ft) Froude number = 0.687 upstream point elevation = 1767.000(Ft.) Downstream point elevation = 1744.000(Ft.) Flow length = 708.650(Ft.) Travel time = 4.44 min. Time of concentration = 14.10 min. Depth of flow = 0.649(Ft.) Average velocity = 2.662(Ft/s) Total irregular channel flow = 14.253(CFS) Irregular channel normal depth above invert elev. = 0.649(Ft.) Average velocity of channel(s) = 2.662(Ft/s) Adding area flow to channel CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 EA OH 1300 Page 137 of 147 . Drainage Report: Duncan Canyon/I -15 Interchange Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = 3.814(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified - rational method)(Q =KCIA) is C = 0.819 subarea runoff = 19.561(CFS) for 6.570(Ac.) Total runoff = 23.999(CFS) Effective area this stream = 7.68(Ac.) ..,. Total Study Area (Main Stream No. 2) = 8.26(Ac.) Area averaged Fm value = 0.342(In/Hr) Depth of flow = 0.845(Ft.), Average velocity = 3.077(Ft /s) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.060 to Point /Station 5.070 °, * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.680(Ac.) Runoff from this stream = 23.999(CFS) Time of concentration = 14.10 min. Rainfall intensity = 3.814(In /Hr) Area averaged loss rate (Fm) = 0.3422(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 24.00 7.680 14.10 0.342 3.814 Qmax(1) = 1.000 * 1.000 * 23.999) + = 23.999 Total of 1 streams to confluence: Flow rates before confluence point: 23.999 Maximum flow rates at confluence using above data: 23.999 Area of streams before confluence: . 7.680 Effective area values after confluence: -g 7.680 Results of confluence: Total flow rate = 23.999(CFS) Time of concentration = 14.104 min. Effective stream area after confluence = 7.680(Ac.) "" Study area average Pervious fraction(Ap) = 0.350 Study area average soil loss rate(Fm) = 0.342(In /Hr) - Study area total (this main stream) = 7.68(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - Process from Point /Station 5.060 to Point /Station 5.070 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.680(Ac.) Runoff from this stream = 23.999(CFS) Time of concentration = 14.10 min. Rainfall intensity = 3.814(In /Hr) Area averaged loss rate (Fm) = 0.3422(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 Program is now starting with Main Stream No. 3 . +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 5.010 to Point /Station 5.080 .N * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 - EA OH1300 Page 138 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 643.890(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1747.200(Ft.) Difference in elevation = 21.600(Ft.) Slope = 0.03355 s( %)= 3.35 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.967 min. Rainfall intensity = 5.373(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 4.463(CFS) Total initial stream area = 0.940(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++++ + + + + + + + ++ Process from Point /Station 5.010 to Point /Station 5.080 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 1 stream flow area = 0.940(Ac.) Runoff from this stream = 4.463(CFS) Time of concentration = 7.97 min. Rainfall intensity = 5.373(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + ++++ Process from Point /Station 5.010 to Point /Station 5.090 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 658.620(Ft.) Top (of initial area) elevation = 1768.800(Ft.) Bottom (of initial area) elevation = 1747.200(Ft.) Difference in elevation = 21.600(Ft.) slope = 0.03280 s( %)= 3.28 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.075 min. Rainfall intensity = 5.330(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 2.778(CFS) Total initial stream area = 0.590(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + +++ + ++ Process from Point /Station 5.010 to Point /Station 5.090 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.590(Ac.) Runoff from this stream = 2.778(CFS) Time of concentration = 8.08 min. Rainfall intensity = 5.330(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 EAOH1300 Page 139 of 147 .. Drainage Repot Duncan Canyon/I -15 Interchange Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity - No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 4.46 0.940 7.97 0.098 5.373 2 2.78 0.590 8.08 0.098 5.330 Qmax(1) = 1.000 * 1.000 * 4.463) + 1.008 * 0.987 * 2.778) + = 7.227 Qmax(2) = 0.992 * 1.000 * 4.463) + 1.000 * 1.000 * 2.778) + = 7.205 Total of 2 streams to confluence: ., Flow rates before confluence point: 4.463 2.778 Maximum flow rates at confluence using above data: 7.227 7.205 Area of streams before confluence: 0.940 0.590 Effective area values after confluence: -v 1.522 1.530 Results of confluence: Total flow rate = 7.227(cFS) Time of concentration = 7.967 min. Effective stream area after confluence = 1.522(Ac.) "" Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) - Study area total (this main stream) = 1.53(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +++ + + ++ w Process from Point /Station 5.010 to Point /Station 5.090 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.522(Ac.) Runoff from this stream = 7.227(CFS) Time of concentration = 7.97 min. Rainfall intensity = 5.373(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 w Program is now starting with Main Stream No. 4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++ Process from Point /Station 5.100 to Point /Station 5.110 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) .. Initial subarea data: Initial area flow distance = 851.130(Ft.) Top (of initial area) elevation = 1745.200(Ft.) Bottom (of initial area) elevation = 1709.800(Ft.) Difference in elevation = 35.400(Ft.) Slope = 0.04159 s( %)= 4.16 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.532 min. Rainfall intensity = 5.157(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 4.917(CFS) Total initial stream area = 1.080(Ac.) Pervious area fraction = 0.100 EAOH1300 Page 140 of 147 "" Drainage Report: Duncan Canyon/I -15 Interchange Initial area Fm value = 0.098(In /Hr) - +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 5.100 to Point /Station 5.110 °' * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 4 in normal stream number 1 stream flow area = 1.080(Ac.) Runoff from this stream = 4.917(CFS) Time of concentration = 8.53 min. Rainfall intensity = 5.157(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 .._ +++++++++++++++++++++++++++++++++++++++ + + +++ + + + + +++ + + + + + + ++++ + + + + + + + ++ Process from Point /Station 5.100 to Point /Station 5.120 * * ** INITIAL AREA EVALUATION * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 852.000(Ft.) Top (of initial area) elevation = 1745.200(Ft.) Bottom (of initial area) elevation = 1709.800(Ft.) Difference in elevation = 35.400(Ft.) Slope = 0.04155 s( %)= 4.15 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.538 min. Rainfall intensity = 5.155(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 6.099(CFS) Total initial stream area = 1.340(Ac.) - Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.100 to Point /Station 5.120 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 4 in normal stream number 2 Stream flow area = 1.340(Ac.) Runoff from this stream = 6.099(CFS) - Time of concentration = 8.54 min. Rainfall intensity = 5.155(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity . No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 4.92 1.080 8.53 0.098 5.157 2 6.10 1.340 8.54 0.098 5.155 Qmax(1) = 1.000 * 1.000 * 4.917) + 1.000 * 0.999 * 6.099) + = 11.014 Qmax(2) = 1.000 * 1.000 * 4.917) + 1.000 * 1.000 * 6.099) + = 11.014 Total of 2 streams to confluence: Flow rates before confluence point: 4.917 6.099 EAOH1300 Page 141 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Maximum flow rates at confluence using above data: 11.014 11.014 Area of streams before confluence: 1.080 1.340 Effective area values after confluence: 2.419 2.420 Results of confluence: Total flow rate = 11.014(CFS) Time of concentration = 8.532 min. Effective stream area after confluence = 2.419(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 2.42(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + +++ + + + + + + + + +++ + +++ ++ Process from Point /Station 5.100 to Point /Station 5.120 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area = 2.419(Ac.) Runoff from this stream = 11.014(CFS) Time of concentration = 8.53 min. Rainfall intensity = 5.157(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 3.07 0.575 6.56 0.098 6.037 2 24.00 7.680 14.10 0.342 3.814 3 7.23 1.522 7.97 0.098 5.373 4 11.01 2.419 8.53 0.098 5.157 Qmax(1) = 1.000 * 1.000 * 3.073) + 1.640 * 0.465 * 23.999) + 1.126 * 0.823 * 7.227) + 1.174 * 0.769 * 11.014) + = 38.027 Qmax(2) = 0.626 * 1.000 * 3.073) + 1.000 * 1.000 * 23.999) + 0.704 * 1.000 * 7.227) + 0.735 * 1.000 * 11.014) + = 39.104 Qmax(3) = 0.888 * 1.000 * 3.073) + 1.449 * 0.565 * 23.999) + 1.000 * 1.000 * 7.227) + 1.043 * 0.934 * 11.014) + = 40.324 Qmax(4) = 0.852 * 1.000 * 3.073) + 1.387 * 0.605 * 23.999) + 0.959 * 1.000 * 7.227) + 1.000 * 1.000 * 11.014) + = 40.693 Total of 4 main streams to confluence: Flow rates before confluence point: 4.073 24.999 8.227 12.014 Maximum flow rates at confluence using above data: 38.027 39.104 40.324 40.693 Area of streams before confluence: 0.575 7.680 1.522 2.419 Effective area values after confluence: 7.261 12.196 8.694 9.162 Results of confluence: Total flow rate = 40.693(CF5) Time of concentration = 8.532 min. EAOH1300 Page 142 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Effective stream area after confluence = 9.162(Ac.) Study area average Pervious fraction(Ap) = 0.257 Study area average soil loss rate(Fm) = 0.252(In /Hr) Study area total = 12.20(Ac.) End of computations, Total Study Area = 12.21 (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) = 0.257 Area averaged SCS curve number = 32.0 100 -year Event: System F San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.600 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMc) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + + + + + + + + + + + + ++++ Process from Point /Station 6.010 to Point /station 6.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 891.420(Ft.) Top (of initial area) elevation = 1678.000(Ft.) Bottom (of initial area) elevation = 1652.000(Ft.) Difference in elevation = 26.000(Ft.) slope = 0.02917 s(%)= 2.92 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 411 Initial area time of concentration = 9.331 min. Rainfall intensity = 4.887(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = 0.882 Subarea runoff = 5.302(CFS) Total initial stream area = 1.230(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.010 to Point /Station 6.020 * * ** CONFLUENCE OF MINOR STREAMS * * ** EA OH1300 Page 143 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Along Main Stream number: 1 in normal stream number 1 stream flow area = 1.230(Ac.) Runoff from this stream = 5.302(cFS) Time of concentration = 9.33 min. Rainfall intensity = 4.887(in /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ +++ + + + + + + + + + + ++ Process from Point /Station 6.030 to Point /Station 6.040 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 940.070(Ft.) Top (of initial area) elevation = 1658.000(Ft.) Bottom (of initial area) elevation = 1630.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 , Initial area time of concentration = 9.492 min. Rainfall intensity = 4.837(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 5.247(cF5) Total initial stream area = 1.230(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + + + + + + + +++ + + + + + + + + ++ Process from Point /Station 6.030 to Point /Station 6.040 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 stream flow area = 1.230(Ac.) Runoff from this stream = 5.247(cFS) Time of concentration = 9.49 min. Rainfall intensity = 4.837(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CF5) (Ac.) (min) (In /Hr) (In /Hr) 1 5.30 1.230 9.33 0.098 4.887 2 5.25 1.230 9.49 0.098 4.837 Qmax(1) = 1.000 * 1.000 * 5.302) + 1.011 * 0.983 * 5.247) + = 10.514 Qmax(2) = .4 0.990 * 1.000 * 5.302) + 1.000 * 1.000 * 5.247) + = 10.493 Total of 2 streams to confluence: Flow rates before confluence point: 5.302 5.247 Maximum flow rates at confluence using above data: -"" 10.514 10.493 Area of streams before confluence: 1.230 1.230 Effective area values after confluence: 2.439 2.460 Results of confluence: EAOH1300 Page 144 of 147 Drainage Report: Duncan Canyon/I -15 Interchange Total flow rate = 10.514(CFS) Time of concentration = 9.331 min. Effective stream area after confluence = 2.439(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 2.46(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 2.000 to Point /Station 0.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** upstream point /station elevation = 0.000(Ft.) Downstream point /station elevation = 0.000(Ft.) Pipe length = 0.00(Ft.) Manning's N = 4.160 No. of pipes = 4 Required pipe flow = 10.514(CFS) Nearest computed pipe diameter = 78.00(In.) calculated individual pipe flow = 2.628(cFS) Normal flow depth in pipe = 59.53(In.) Flow top width inside pipe = 66.32(In.) Critical Depth = 4.88(In.) Pipe flow velocity = 0.10(Ft /s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 9.33 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + ++++ + +++ + + + + + + + + +++ + + + + ++ Process from Point /Station 0.000 to Point /Station 0.970 * * ** INITIAL AREA EVALUATION * * ** listing data items Decimal fraction soil group A = 32.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 1024.00 Pervious ratio(Ap) = 0.0000 Max loss rate(Fm)= 4.170(In /Hr) Initial subarea data: Initial area flow distance = 0.000(Ft.) Top (of initial area) elevation = 1.000(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.000) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 0.000 min. Rainfall intensity = 1. #IO(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = -1. #Io subarea runoff = 1. #I0(cFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.000 Initial area Fm value = 4.170(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 1.990 * * ** INITIAL AREA EVALUATION * * ** listing data items Decimal fraction soil group A = 32.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 1024.00 Pervious ratio(Ap) = 0.0000 Max loss rate(Fm)= 32.000(In /Hr) Initial subarea data: Initial area flow distance = 0.000(Ft.) Top (of initial area) elevation = 1.000(Ft.) Bottom (of initial area) elevation = 0.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.02979 s( %)= 2.98 TC = k(0.000) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 0.000 min. EAOH1300 Page 145 of 147 ^ Drainage Report: Duncan Canyon/I -15 Interchange Rainfall intensity = 1. #IO(in /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is c = - 1. #Io Subarea runoff = 1. #I0(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.000 Initial area Fm value = 32.000(In /Hr) End of computations, Total Study Area = 6.46 (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) = 0.038 Area averaged SCS curve number = 646.2 100 -year Event: System G San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/18/07 ° " Program License Serial Number 5041 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.100(In.) 100 Year storm 1 hour rainfall = 1.600(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.600 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.010 to Point /Station 7.020 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 990.060(Ft.) Top (of initial area) elevation = 1670.000(Ft.) Bottom (of initial area) elevation = 1642.000(Ft.) Difference in elevation = 28.000(Ft.) Slope = 0.02828 s( %)= 2.83 TC = k(0.304) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 9.791 min. Rainfall intensity = 4.748(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 6.110(CFS) Total initial stream area = 1.460(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) End of computations, Total Study Area = 1.46 (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 EA OH1300 Page 146 of 147 Drainage Report: Duncan Canyon/I -15 Interchange effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged scs curve number = 32.0 vimM vuae moo StW EA OH1300 Page 147 of 147 • APPENDIX C- HYDRAULIC CALCULATIONS Retention Basin Calculations Basin E: Northwest Quadrant Area Run-off Sub -Area (acres) Coeffecient Initial E3 1.11 0.9 E3 6.57 0.65 Initial E4 0.78 0.9 E4 0.69 0.9 Q- 100yr,24hr = 11.9 inches Vrequired = E(A1,2...n) *F(C1,2...n) *(Q -100) V= 6.54 arce *ft Vprovided: Area floor 49,117 1/2 design water surface 57,395 design water surface 66,251 water depth 5.00 Vprovided= 6.60 arce *ft Basin D: Southeast Quadrant Area Run -off Sub -Area (acres) Coeffecient Initial D1 0.79 1 D1 1.64 1 Initial D2 2.6 0.65 D2 7.27 0.65 Q- 100yr,24hr = 11.9 inches Vrequired = E(A1,2...n) *Z(C1,2...n) *(Q -100) V= 8.77 arce *ft Vprovided: Area floor 66,491 1/2 design water surface 78,646 design water surface 92,204 water depth 5.00 Vprovided= 9.05 arce *ft Worksheet for A2 Project Description Flow Element: Grate Inlet On Grade Solve For: Efficiency Discharge: 1.22 ft Slope: 0.03600 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope: 005 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P-50 mm (P-1-7/8") Clogging: 37.00 Options Grate Flow Option: ExcludeSide Efficiency: 85.31 Intercepted Flow: 1.04 ft Bypass Flow: 0.18 ft Spread: 3.19 ft Depth: 0.16 ft Flow Area: 0.26 ft2 Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 4.78 ft/s Splash Over Velocity: 8.33 ft/s Frontal Flow Factor: 1.00 Side Flow Factor: 0.04 Grate Flow Ratio: 0.85 Active Grate Length: 2.10 ft Notes Graded inlet on grade, type G3, bypass of 0.19 cfs shall got to inlet A4. Inlet A2 designed for Q-10. Worksheet for A4 Project Description Flow Element: Grate Inlet In Sag Solve For: Spread lnptit Discharge: 5.15 ft /s Gutter Width: 8.00 ft Gutter Cross Slope: 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Grate Width: 1.97 ft Grate Length: 3.33 ft Local Depression: 0.00 in Local Depression Width: 0.00 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 20.00 Spread: 12.33 ft Depth: 0.49 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Open Grate Area: 4.72 ft Active Grate Weir Length: 6.48 ft Grated inlet in sag, type G3. Inlet A4 designed for Q -50 from inital A4 (2.97 cfs), A4 (1.86 cfs), and A2 bypass (0.32 cfs). Worksheet for B3 Project. Description Flow Element: Grate Inlet On Grade Solve For: Efficiency input,Data Discharge: 1.27 ft' /s Slope: 0.03750 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope: 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 37.00 Options .. Grate Flow Option: ExcludeSide t�esiitts Efficiency: 84.96 % . . Intercepted Flow: 1.08 ft /s Bypass Flow: 0.19 ft Spread: 3.22 ft Depth: 0.16 ft Flow Area: 0.26 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 4.91 ft/s Splash Over Velocity: 8.33 ft/s Frontal Flow Factor: 1.00 Side Flow Factor: 0.04 Grate Flow Ratio: 0.85 Active Grate Length: 2.10 ft Notes . Grated inlet on grade, type G3 inlet. B3 inlet designed for Q -10 = 1.22cfs. 0.19 bypass shall flow to inlet B4. Worksheet for B4 Project Description Flow Element: Grate Inlet In Sag Solve For: Spread Input -Data Discharge: 4.06 ft /s Gutter Width: 8.00 ft Gutter Cross Slope: 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Grate Width: 1.97 ft Grate Length: 6.40 ft Local Depression: 0.00 in Local Depression Width: 0.00 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 30.00 Results . Spread: 7.25 ft Depth: 0.36 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Open Grate Area: 7.94 ft Active Grate Weir Length: 9.16 ft Notes Designed for Q -50. Inlet type G3. B4= 3.72 cfs, bypass from B3= 0.34 cfs. total 4.06 cfs Worksheet for Initial C2 -1 Project Description Flow Element: Grate Inlet On Grade Solve For: Efficiency Input Data Discharge: 2.90 ft /s Slope: 0.07000 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope: 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 37.00 Options Grate Flow Option: ExcludeSide Restiits Efficiency: 75.50 Intercepted Flow: 2.19 ft /s Bypass Flow: 0.71 ft /s Spread: 3.90 ft Depth: 0.20 ft Flow Area: 0.38 ftz Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 7.62 ft/s Splash Over Velocity: 8.33 ft/s Frontal Flow Factor: 1.00 Side Flow Factor: 0.02 Grate Flow Ratio: 0.76 Active Grate Length: 2.10 ft Notes . Inlet on grade, type G3. Designed for Q -10. Worksheet for Initial C2 -2 Project Description Flow Element: Grate Inlet On Grade Solve For: Efficiency input, Cats Discharge: 0.71 ft /s Slope: 0.02600 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope: 0 05 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 37.00 Grate Flow Option: ExcludeSide Rttit$ .- Efficiency: 91.63 Intercepted Flow: 0.65 ft /s Bypass Flow: 0.06 ft /s Spread: 2.77 ft Depth: 0.14 ft Flow Area: 0.19 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 3.70 ft/s Splash Over Velocity: 8.33 ft/s Frontal Flow Factor. 1.00 Side Flow Factor: 0.07 Grate Flow Ratio: 0.92 Active Grate Length: 2.10 ft Notes Inlet on grade, type G3. Designed for Q -10. Worksheet for C2 -1 Project Description Flow Element: Grate Inlet On Grade Solve For: Efficiency Inpu # - _ Discharge: 3.24 ft Slope: 0.02600 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope: 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 38.00 Options Grate Flow Option: ExcludeSide Results"'.:., -- , Efficiency: 64.30 Intercepted Row: 2.08 ft/s Bypass Flow: 1.16 ft /s Spread: 4.89 ft Depth: 0.24 ft Flow Area: 0.60 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 5.41 ft/s Splash Over Velocity: 8.26 ft/s Frontal Flow Factor. 1.00 Side Flow Factor: 0.03 Grate Flow Ratio: 0.64 Active Grate Length: 2.06 ft Notes Inlet on grade, type G3. Designed for Q -10. Worksheet for C2-2 Project Description Flow Element: Grate Inlet On Grade Solve For: Efficiency Input Data Discharge: 1.16 fts/s Slope: 0.02600 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope: 005 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate VVidth: 1.97 ft Grate Length: 3.33 ft Grate Type: P-50 mm (P-1-7/8") Clogging: 38.00 Optio'ns ' Grate Flow Option: ExcludeSide Efficiency: 83.30 Intercepted Flow: 0.97 ft Bypass Flow: 0.19 ft Spread: 3.33 ft Depth: 0.17 ft Flow Area: 0.28 ft2 Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 4.18 ft/s Splash Over Velocity: 8.26 ft/s Frontal Flow Factor 1.00 Side Flow Factor: 0.05 Grate Flow Ratio: 0.83 Active Grate Length: 2.06 ft Notes Inlet on grade, type G3. Designed for Q-10. Worksheet for C2 -3 Project Description Flow Element: Grate Inlet On Grade Solve For: Efficiency Input Data . Discharge: 0.19 ft /s Slope: 0.02600 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 38.00 % Options . Grate Flow Option: ExcludeSide Efficiency: 97.30 % Intercepted Flow: 0.18 ft /s Bypass Flow: 0.01 ft' /s Spread: 1.69 ft Depth: 0.08 ft Flow Area: 0.07 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 2.66 ft/s Splash Over Velocity: 8.26 ft/s Frontal Flow Factor. 1.00 Side Flow Factor: 0.11 Grate Flow Ratio: 0.97 Active Grate Length: 2.06 ft Notes Inlet on grade type G3. Sub -area C2 shall use 3 inlets spaced every 50 feet from downstream end of sub -area. Worksheet for Initial D5 -1 Project Description Flow Element: Grate Inlet On Grade Solve For. Efficiency Input Data Discharge: 2.94 ft /s Slope: 0.05800 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope- 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 39.00 Options . Grate Flow Option: ExcludeSide Results . ... . Efficiency: 73.49 % Intercepted Flow: 2.16 ft /s Bypass Flow: 0.78 ft /s Spread: 4.06 ft Depth: 0.20 ft . Flow Area: 0.41 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 7.13 ft/s Splash Over Velocity: 8.19 ft/s Frontal Flow Factor: 1.00 Side Flow Factor: 0.02 Grate Flow Ratio: 0.73 Active Grate Length: 2.03 ft Notes . Inlet on grade, type G3. Designed for 0 -10. bypass to flow to inlet D5-1 Worksheet for D5 -1 Project Description Flow Element: Grate Inlet On Grade Solve For: Efficiency Input Data Discharge: 4.82 fN /s Slope: 0.02900 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope: 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 39.00 Options Grate Flow Option: ExcludeSide Efficiency: 58.27 Intercepted Flow: 2.81 ft' /s Bypass Flow: 2.01 ft /s Spread: 5.56 ft Depth: 0.28 ft Flow Area: 0.77 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 6.23 ft/s Splash Over Velocity: 8.19 ft/s Frontal Flow Factor. 1.00 Side Flow Factor: 0.02 Grate Flow Ratio: 0.58 Active Grate Length: 2.03 ft Notes Inlet on grade, type G3. Designed for Q -10. flow to inlet is 4.04 cfs + bypass from initial D5 = 0.78 cfs. Bypass shall flow to inlet D5 -2. There shall be 3 inlets for sub -area D5, spaced 50 apart begining at the downstream end. Worksheet for D5-2 Project Description Flow Element: Grate Inlet On Grade Solve For: Efficiency Discharge: 2.01 ft Slope: 0.02900 ft/ft Gutter VVidth: 8.00 ft Gutter Cross Slope 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P-50 mm (P-1-7/8') Clogging: 39.00 Opftons- Grate Flow Option: ExcludeSide Efficiency: 74.12 % Intercepted Flow: 1.49 ft Bypass Flow: 0.52 ft Spread: 4.01 ft Depth: 0.20 ft Flow Area: 0.40 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 5.00 ft/s Splash Over Velocity: 8.19 ft/s Frontal Flow Factor 1.00 Side Flow Factor: 0.04 Grate Flow Ratio: 0.74 Active Grate Length: 2.03 ft Notes Inlet on grade, type G3. Designed for Q-10. flow to inlet is 2.01 cfs bypass from inlet D5-1. Bypass shall flow to inlet D5-3. There shall be 3 inlets for sub-area D5, spaced 50 apart begining at the downstream end. Worksheet for D5 -3 Project Description Flow Element: Grate Inlet On Grade Solve For: Efficiency lriput Data Discharge: 0.52 ft' /s Slope: 0.02900 ft/ft Gutter Width: 8.00 ft Gutter Cross Slope: 0.05 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Grate Width: 1.97 ft Grate Length: 3.33 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 39.00 Options Grate Flow Option: ExcludeSide Resiitf , Efficiency: 96.58 Intercepted Flow: 0.50 ft /s Bypass Flow: 0.02 ft /s Spread: 2.42 ft Depth: 0.12 ft Flow Area: 0.15 ft Gutter Depression: 0.24 ft Total Depression: 0.24 ft Velocity: 3.56 ft/s Splash Over Velocity: 8.19 ft/s Frontal Flow Factor: 1.00 Side Flow Factor: 0.06 Grate Flow Ratio: 0.97 Active Grate Length: 2.03 ft Notes Inlet on grade, type G3. Designed for Q -10. flow to inlet is .52 cfs bypass from inlet D5 -2. There shall be 3 inlets for sub -area D5, spaced 50 apart begining at the downstream end. Worksheet for El Project Description Flow Element: Combination Inlet On Grade Solve For: Efficiency Input Data Discharge: 1.15 ft /s Slope: 0.01400 ft/ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Local Depression: 2.00 in Local Depression Width: 2.00 ft Grate Width: 2.00 ft Grate Length: 2.00 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 0.50 Curb Opening Length: 7.00 ft Qhos Calculation Option: Use Both Grate Flow Option: Exclude None Re alts Efficiency: 100.00 Intercepted Flow: 1.15 ft/s Bypass Flow: 0.00 ft /s Spread: 4.80 ft Depth: 0.22 ft Flow Area: 0.35 ft Gutter Depression: 0.12 ft Total Depression: 0.29 ft Velocity: 3.29 ft/s Splash Over Velocity: 8.11 ft/s Frontal Flow Factor: 1.00 Side Flow Factor: 0.07 Grate Flow Ratio: 0.90 Equivalent Cross Slope: 0.14889 ft/ft Active Grate Length: 1.99 ft Length Factor: 0.67 Worksheet for El Total Interception Length: 7.51 ft amel rr mom Mai rr OM aim Worksheet for E2 are Project Description Flow Element: Combination Inlet On Grade Solve For: Efficiency ' Pat& .. .r '•:....;. r ,; °.y` - =Y:.y -'- ° ; % :i ce � +1�'"; Discharge: 1.34 ft /s Slope: 0.01400 ft/ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Local Depression: 2.00 in , Local Depression Width: 2.00 ft Grate Width: 2.00 ft Grate Length: 2.00 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 0.50 Curb Opening Length: 7.00 ft R t Y d ': ;H;`r1:`�"'. i < v .v,y ..x^, :, es,•.�- -� Calculation Option: Use Both Grate Flow Option: Exclude None Efficiency: 100.00 Intercepted Flow: 1.34 ft' /s Bypass Flow: 0.00 ft /s Spread: 5.31 ft Depth: 0.23 ft Flow Area: 0.40 ft .r. Gutter Depression: 0.12 ft Total Depression: 0.29 ft Velocity: 3.33 ft/s arr Splash Over Velocity: 8.11 ft/s Frontal Flow Factor: 1.00 Side Flow Factor: 0.07 foo Grate Flow Ratio: 0.86 ,,, Equivalent Cross Slope: 0.14389 ft/ft Active Grate Length: 1.99 ft Length Factor: 0.61 gar ,or Hw Worksheet for E2 Total Interception Length: 8.17 ft WAN swr 1 M. ,ter w1 4111 Worksheet for E4 Project Description Flow Element: Combination Inlet On Grade Solve For: Efficiency Input Data Discharge: 3.61 ft /s Slope: 0.03300 fUft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient 0.013 Local Depression: 2.00 in Local Depression Width: 2.00 ft Grate Width: 2.00 ft Grate Length: 2.00 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 0.50 Curb Opening Length: 14.00 ft Options Calculation Option: Use Both Grate Flow Option: Exclude None Results Efficiency: 100.00 Intercepted Flow: 3.61 ft /s Bypass Flow: 0.00 ft /s Spread: 7.33 ft Depth: 0.27 ft Flow Area: 0.66 ft Gutter Depression: 0.12 ft Total Depression: 0.29 ft Velocity: 5.49 ft/s Splash Over Velocity: 8.11 fUs Frontal Flow Factor: 1.00 Side Flow Factor: 0.03 Grate Flow Ratio: 0.72 Equivalent Cross Slope: 0.12387 ft/ft Active Grate Length: 1.99 ft Length Factor: 0.69 Worksheet for E4 Total Interception Length: 17.53 ft AMP ing VININ i fai AIM N MIR 7 71 di 1 Worksheet for E5 Project Description Flow Element: Combination Inlet On Grade Solve For: Efficiency Input Data Discharge: 2.25 ft /s Slope: 0.03300 ft/ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Local Depression: 2.00 in Local Depression Width: 2.00 ft Grate Width: 2.00 ft Grate Length: 1.00 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 0.50 Curb Opening Length: 7.00 ft Options Calculation Option: Use Both Grate Flow Option: Exclude None Results Efficiency: 100.00 Intercepted Flow: 2.25 ft /s Bypass Flow: 0.00 ft /s Spread: 5.62 ft Depth: 0.23 ft Flow Area: 0.44 ft Gutter Depression: 0.12 ft Total Depression: 0.29 ft Velocity: 5.17 ft/s Splash Over Velocity: 5.64 fUs Frontal Flow Factor. 1.00 Side Flow Factor: 0.01 Grate Flow Ratio: 0.84 Equivalent Cross Slope: 0.14081 ft/ft Active Grate Length: 1.00 ft Length Factor: 0.45 w. Worksheet for E5 Total Interception Length: 13.31 ft Veal *IN Notes; , =_ .:. - ,;.: . Grate inlet will operate at same capacity with 2'x2" grate oar 49111 mos eyr :ar Mai PIM SO aim ew ar aar a. Worksheet for E6 Project Description Flow Element: Combination Inlet On Grade Solve For: Efficiency Input Data Discharge: 3.97 ft /s Slope: 0.04000 ft/ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Local Depression: 2.00 in Local Depression Width: 2.00 ft Grate Width: 2.00 ft Grate Length: 2.00 ft Grate Type: P -50 mm (P- 1 -7/8 ") Clogging: 0.50 Curb Opening Length: 14.00 ft Options Calculation Option: Use Both Grate Flow Option: Exclude None • Results Efficiency: 100.00 Intercepted Flow: 3.97 ft' /s Bypass Flow: 0.00 ft /s Spread: 7.32 ft Depth: 0.27 ft Flow Area: 0.66 ft Gutter Depression: 0.12 ft Total Depression: 0.29 ft Velocity: 6.05 ft/s Splash Over Velocity: 8.11 fUs Frontal Flow Factor: 1.00 Side Flow Factor: 0.02 Grate Flow Ratio: 0.72 Equivalent Cross Slope: 0.12391 ft/ft Active Grate Length: 1.99 ft Length Factor: 0.62 4.' Worksheet for E6 Total Interception Length: 19.32 ft Aa ANN ONVIO doe nOrow ham wr ar an irr T Worksheet for E7 Project Description - Flow Element: Combination Inlet On Grade Solve For: Efficiency Input Data Discharge: 4.93 ft /s Slope: 0.04000 ft/ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.013 Local Depression: 2.00 in Local Depression Width: 2.00 ft Grate Width: 2.00 ft Grate Length: 1.00 ft Grate Type: P -50 mm (P- 1 -7/8") Clogging: 0.50 Curb Opening Length: 14.00 ft Options Calculation Option: Use Both Grate Flow Option: Exclude None Results Efficiency: 99.93 % Intercepted Flow: 4.93 ft /s Bypass Flow: 0.00 ft /s Spread: 8.17 ft Depth: 0.28 ft Flow Area: 0.79 ft Gutter Depression: 0.12 ft Total Depression: 0.29 ft Velocity: 6.26 ft/s Splash Over Velocity: 5.64 ft/s Frontal Flow Factor: 0.94 Side Flow Factor: 0.00 Grate Flow Ratio: 0.67 Equivalent Cross Slope: 0.11625 ft/ft Active Grate Length: 1.00 ft Length Factor: 0.59 400 Worksheet for E7 Total Interception Length: 21.99 ft Grate inlet will operate at same capacity with 2'x2" grate 16111 44611 MIN ale ir1110 ik.11 WOW WOO 4401 MON 'MN 4+1.1 Mia aso voi 4f1 MN ma sae are MVO NMI NM WO 0 0 0.,. 0 0 0 o W. 0 ""' 0 0 0 •0 •0 Otr 0in0 o.t0vo 0' w 0 WM 4) 0o as a., a 0 0 — 0 0 0 0 M in • • 0 r1 N N. 000000 w 00000 N 00 • •., N .-1 r-1 0 71 N 00 — 0 r1 r1 00000 ..... tri ar,. .) 0 w 00000 am 0 0 00000 In r-1 in 0 L 0 O H M • • • • • ""' 04 n o0 o 0 0 0 0 0 0 0 0 0 di Q 00000 •. 0 0 00000 O C • MI 0 -C 00000 0 A L N 41 01/101.00 GJ imm 0 4-1 M r-1 M ,-i r C ri r-1MMln L/ U1 0 H• WI M '-' to 000000000000 0 ri 000000000000 W M I 00r-10,-100000000 Alln I-1 •r\ MNNNN0000 to 4) LC N1.I-.o00000 4) 11 ,i, 1, 1,�1,�4 ri CC 00000000,-10 0 ”-0:1 00r40000 0 0 MU 0000H00 C g uJ b • O O f.1� .4,1- rl � rl Ali 00 Z u tp'.0 r1 ri c0 00 . 0 Q C r•IrINNNNriN l Ln J 7 0 - • 1-NM0 X X X00000 art * n s* O O O O O 0 0 0 0 •cr C -r u* - * 4- a * «. •• 3 W1 0- 0- a a 0- 0. 0- 0- 0 C7 V * O L >,* 0 c 0 0 0 0 0 0 0 0 .1111 a O * Z 0- - 1 1 1- I I- I I- 1 1 14- I 1- I F•• I I• I 1 r1 I * * O O 0 0 0 0 O 0 0 O 0 0 0 0 0 0 0 0 (1) J cc * to to to to to to to to In u1 to to to to to If1 to to - me E * N N •r * is 1 * I * 1 I 1 I I 1 I I 1 AM *• 1 r* 0 1 0 0 1 0 0 1 0 0 1 0 010 0 1 0 010 O I O 010 N. * 30 r* 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O * • rd* 0 • 0 • O • 0 • 0 0 • 0 • O • 0 • .m► 0 * G) H LL N * 111 I * r-1 r-1 1•1 .--I r-1 r ri 1-1 11 1 * Id L )( * .1.Y 01 * In 0 1 * 1 I 1 1 1 1 1 1 1 r-I * I * \4- 1 * 1 1 1 1 I 1 I 1 1 10 4- LL * 0 0 0 0 0 0 0 0 0 * L 1 ' * 0 sr 0 V 0 0 •:t• 0 0 d• 0 •t O 'c* O V' * al • Z * O r1 0 r-1 0 r-I 0 r-1 0 r 0 r-1 0 r-1 0 r--1 0 r-4 0 * •r 1d =* • O • 0 • O • O • 0 • 0 • 0 • 0 • 0 1- * CU,- *nn •rn • rn • M • M • rn • M • rn • M • .a+w /d * S O 1 * 1 1 1 1 1 1 I 1 1 0 • * 0. 1 * 1 1 1 1 1 1 1 1 I * O Q.* * H _C 0 * 00 00 00 03 01 00 V• 00 01 00 to 00 O CO t0 00 N 00 * 4- * .rr .4- cr cr to ct to •r 113 •:t N. 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M O 01 0 0 �i J it 0 E it 0 in ri n 00 IN Vl to 0 N. 00 ri 0 0 All i1 •r O) 00 • • it 1.1 r it to I- tr1 M 00 01 00 l0 to M CO ri 0 0 ect .(0 W it (d W it N. 0 n N . 00 01 01 O V' J it 4 \it 0 Z O O 0 0 0 1 01 •+111 A H * VI J* N D N N N N (V N rn M q•• w Nol +rr r APPENDIX D- DRAINAGE MAPS mop MAI mei wig rr AO/