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Home My WebLink AboutPACE AT FOSSIL CREEK WEST PUD - 61-88E - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT• FINAL DRAINAGE REPORT FOR THE PACE MEMBERSHIP WAREHOUSE PREPARED FOR PACE MEMBERSHIP WAREHOUSE 3350 PEORIA STREET AURORA, COLORADO 80010 PREPARED BY RBD, INC. ENGINEERING CONSULTANTS 2900 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO 80525 (303) 226-4955 iA% b 5 %a'd -11 09 'for 0;;� • 0 RINC Engineering Consultants 2900 South College Avenue Fort Collins, Colorado 80525 303/226-4955 January 5, 1988 Mr. Glen Schlueter Storm Drainage Department City of Fort Collins P.O. Box 580 Fort Collins, Colorado 80522 Dear Glen: We are pleased to submit to you this final drainage report for the PACE Membership Warehouse. Should you have any questions regarding this report, please feel free to contact us. Sincerely, RBD, Inc. Brian H. Cole, P.E. Project Engineer Other Offices: Vail, Colorado 303/476-6340 • Colorado Springs, Colorado (719) 598-4107 INDEX PAGE INTRODUCTION . . . . . . . . . . . . . . . . . . . . 1 LOCATION . . . . . . . . . . . . . . . . . . . 1 DESCRIPTION . . . . . . . . . . . . . . . . . . 1 DESIGN CRITERIA . . . . . . . . . . . . . . . . . . . 1 DESIGN PROCEDURE . . . . . . . . . . . . . . . . . . 2 SITE DESIGN . . . . . . . . . . . . . . . . . . 2 FOSSIL CREEK FLOOD PLAIN. . . . . . . . . . . . 2 CONCLUSIONS AND RECOMMENDATIONS. . . . . . . . . . . 4 REFERENCES . . . . . . . . . . . . . . . . . . . . . 5 APPENDIX "A" VICINITY MAP . . . . . . . . . . . . . . . . . . . . A-1 100 YEAR DEVELOPED CALCULATIONS. . . . . . . . . . . A2-A6 100 YEAR HISTORIC CALCULATIONS . . . . . . . . . . . A7 10 YEAR DEVELOPED CALCULATIONS . . . . . . . . . . . A8 INLET DESIGN . . . . . . . . . . . . . . . . . . . . A9-All RIPRAP DESIGN . . . . . . . . . . . . . . . . . . . . Al2-A16 CONC. PIPE INLET CONTROL AT DESIGN POINT "E" . . . . A17-A18 APPENDIX "B" HEC II TABLE 150 . . . . . . . . . . . . . . . . . . B1-B2 L I INTRODUCTION T,nCATTnN The Pace Membership Warehouse Site is located 3/4 miles south of Harmony Road on the west side of U.S. Highway 287 (College Avenue) in Fort Collins, Colorado, see the following vicinity map. More specifically this site is located in the Southeast Quarter of Section 2, Township 6 North, Range 69 West of the 6th Principal Meridian. nFgCRTPTTnm This property is currently a mildly hilly site covered with natural grasses, east of the Burlington Northern Railroad. A ridge exists south of the north property line creating two dis- tinct drainage directions. The first natural drainageway is con- sidered a wetland area at the north property line. This drainage swale drains east, connecting to a drainageway from the north. This channel then flows southeast to an existing storm sewer pipe located under highway 287, just south of the newly proposed Fos- sil Creek Parkway. These flows combine with Fossil Creek east of the highway. The second natural drainage direction is to the southeast and east, directly into Fossil Creek, west of highway 287. Fossil Creek flows northeast from the Burlington Northern Railroad to a point where it crosses Highway 287 just east of the proposed PACE site. Developed flows will drain in the general direction as they did historically. These flows will drain undetained per City staff, due to the ability of Fossil Creek to accept full developed flows as outlined by the flood plain lines shown in the Fossil Creek Drainage Basin Master Drainageway Planning Study, by Simons, Li and Associates, Inc., August 1982. The developed flows, from this site, either drain directly into the natural drainageways or will be collected into storm drains and eventually flow to Fossil Creek. The impact of the new alignment of Fossil Creek Parkway and a local street located just east of the PACE property will be to encroach slightly on the flood plain. Due to the above encroachment, a backwater calculation was performed to identify the new flood plain. The only other impact to Fossil Creek due to this development was that City staff requested riprap be sized for Fossil Creek downstream of Highway 287. This riprap protec- tion is a part of the master drainage plan to reduce erosion velocities to Fossil Creek. DESIGN CRITERIA The required design criteria and specification for this project is from the above mentioned Master Plan and the Storm Drainage Design Criteria and Construction Standards, by the City of Fort Collins, May, 1984. City staff also requested that the Fossil Creek riprap be designed by the Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, by Wright - McLaughlin Engineers, Denver, Colorado, March, 1969. � I � I � I DESIGN PROCEDURE SITE DESIGN This site was designed using the basins shown on the Drainage and Erosion Control Plan, in pocket. Flows from these basins were calculated using the rational method to size the storm drain systems. No detention is needed for this site, as mentioned ear- lier in this report and therefore the storm drain systems were all sized according to 100 year developed design storms. Street curb and gutter capacities were, however, checked for a 10 year design storm to be within City of Fort Collins requirements. An exception to the above is Basin "L". This basin was calculated for the 100 year historic flows based on City staff comment. These flows along with combined flows from other basins were used to size the pipe at design point "L". The calculation for the basins, storm drain and riprap are all shown in APPENDIX "A". FOSSIL CREEK FLOOD PLAIN The re -alignment of Fossil Creek Parkway, as well as a small sec- tion of the local road east of the PACE site, encroaches on the 100 year developed flood plain from the above mentioned Master Plan Report. To determine the effect of this encroachment, the HEC II (backwater calculation) Program was used. The original input from the Master Plan was used except for the encroachment areas of cross sections 146, 147, 148, 149, and 150 (see drainage plan in pocket). Section 150.5 was left out because of the un- certainty of its location. Sections 145 and 152 as well as the remainder of Fossil Creek remained as per the Master Plan. The drainage plan shows the location of the flood plain before and after the encroachments. The following table shows the calcu- lated difference in water surface elevation and velocity for the changed cross sections. Section Section Section Section Section 146 147 148 149 150 Master Plan Velocity of Channel 2.39 10.25 8.35 5.11 .00* (ft/sec) Proposed Velocity of Channel 2.55 10.17 7.77 6.77 .00* (ft/sec) Master Plan Surface Elevation 4948.23 4945.53 4943.02 4941.85 4941.06 (ft) Proposed Surface Elevation 4948.22 4945.56 4943.21 4941.76 4940.35 (ft) This is due to the Master Plan HEC II input not identifying the channel. F J 11 L NOTE: Proposed Sections 145 and 152 matched the Master Plan. It must be noted at this point that the above figures were gen- erated by the PC version of HEC II. A small amount of difference does occur between this revised HEC II PC version and the older HEC II version used to develop the Master Plan. The differences, however, are very minor and shown for the above sections 145 and 152. Section Section 145 152 Master Plan Velocity of Channel 4.78 4.91 (ft/sec) PC Version Velocity of Channel 4.78 4.84 (ft/sec) Master Plan Surface Elevation 4948.33 4938.88 (ft) PC Version Elevation 4948.33 4938.92 The original cross-section input for this HEC II model is un- changed except for the areas of the cross sections explained above. It was noticed, however, that the inverts of sections 149, 150 and 150.5 did not match the contours of the plan in the Master Plan Report. The map contours show the invert to be lower and therefore would give a lower water surface elevation. The inverts were not chanced on this newer HEC II run to remain con- servative and consistent with the Master Plan. It should be noted at this time that this HEC II Model does not take into consideration any anticipated fill to lots east of the Pace site adjacent to College Avenue (Highway 287). Any proposed fill in the above lots could impact the proposed HEC II Model. Further hydraulic analysis is recommended when these lots are planned for development. 0 . CONCLUSIONS AND RECOMMENDATIONS i. The sizes of drainage facilities dEsigned in this report should be complied to. 2. No detention was required, therefore all drainage facilities were sized for the 100 year developed design storm except the pipe at design point "L" which accepts flows that in- clude the 100 year historic design flows from Basin "L". 3. The street curb and gutter capacities were checked with the 10 year design storm to conform to the City of Fort Collins requirements. 4. The City of Fort Collins required methodology, criteria and specifications were all complied with. 5. The flood plain changed between Sections 145 and 152, on the drainage plan, due to encroachment of proposed streets. The sections experienced minor fluctuation of water surface elevation and velocity but not of any significant amount. The flood plain upstream of Section 142 and downstream of Section 152 remains the same as in the Master Plan. 6. A newer version of HEC II was used in this report than what was used in the Master Plan Report. The difference, however, in water surface elevation and velocity are very minor. 4 0 • REFERENCES 1. Fossil Creek Drainage Basin Master Drainageway Planning Study, by Simons, Li, and Associates, Inc., August, 1982. 2. Storm Drainage Design Criteria and Construction Standards, by the City of Fort Collins, May, 1984. 3. Urban Storm Drainage Criteria Manual, Volume 2, by Wright - McLaughlin Engineers, March, 1969. 4. U.S. Corps of Engineers, Hydrologic Engineering Center, Up- dated Version, January, 1975, Water Surface Profile Model, HEC II. 5. U.S. Corps of Engineers, Hydrologic Engineering Center, Up- dated Version, May, 1984, Water Surface Profile Model, HEC II. 5 APPENDIX "A" rare- • � '� � � Y � � �� , � , • • - t f:yt 'I .iW" w I� VICINITY MAP ! 1 FORT 1"WOLIAIN ! - . -1- IF II !I . IL l IM.I'' 1—� f } «' �:^ :1 �, }��. !I it ,.,�N; .1 �� ? K`•. — I''' - l�s � •.� ' rnlcs.x.rri\I •f ��lyi St o II tl� .�� jIlFu��msr.............:�: "�I• \ w � -�� • t •' J s;�l •I ryluL• a �.. .:f'..K .� ih�e- l �. aY= 'N Iu'rLlrll-�I h•,Iry M ,nl .. 7 '� :I. r•ei r �`r �l ■ II 1,.,�.. oll. ( � � , 1--0 '.s �--\ `\ ■�1 s .Y: F-.i}., 1— •`") i €I: . Lr i�=�; t `'s' II Ir I •� C "Ilrf ��-sI" 'd �'r'y r 5.,.�I� �: ' .— ——,;.?.ti : — — — .- .•a+., 1 �— i.l M I : N d 7 [ �` rT IJf _ .I I _ s-' r � , r � \1� \ @ ,, � � l f-�• �; �f 3rI. �l��. � A I \` x � � ` feora nn • Z. th" I 'Ani �' _� ✓ \ I� `` •Ify,+:` - .' �,�U 6GALCBAI...�..'I \ 'Iy •SU-mil r) 4 �24< i • (//' } .f '�--„ ` 2 ( � �hr. jit nil f '`� � • a t All �takes A° — — — � ,�.• — _. — � _ � I 1 t4'•1 p � �g1C11F Z KUAU ; Iik1 :� �..... aT1 .».I ' , j 'i � — av:. � '1 ' \�.- : .Air: 1�F 't� G p '! ss � -•� I -- \ A Y it boo�.,` :oe�I 05 \ i0 ;- � . .,. .l - � � I , �,: C � I� �1-' . •may � � .. __ ))) ; . .. . 1 , S oruts .». �oAo�ta.+' _ _ ,!' — �i� ' { HORSETOOTH ROAD ra" L ke Gox towel ; Rea ervoir MclLlxtxkt• ll ( •i I 1 HARMONY —ROAD SITE LOCATION �--- BASIN 01 '6 -`' BASIN 021 ''r W, � 1 I \•\� ay.� ., ac~ �\ ' tt^ art 1. �I �. � � L� ,�t-� •S r t•� yN Q a,�s �i -;,.i��• r�. _ .._T. ... 2 w -- �--3 �, � �• � _ �. mil,v 10 �91 11u,1. •97 ' 1 r9J •ni, ., sj. .. I .. _ _. _ �.-.__ _. I-,VE14lV �, �IW H,NW ANC '1,M Al • CJ 0 W CL O .J W W a cc a W r ) 13 oil a Ix i 0 �fI Jc ; "It N Ap.oMA — — — — — — — — — — — — — — — d tl, Fri I,atwa Q AP v,lw/1 Z N SI] ll(ISwV P 'I� w Apt IrD Q— — — — — — i 2 n VI oils I — — � oJIgS Js JAl,•r llr J r \ W^ O • n I r M I V - - - - - - - - - - - - - - - - - - - - - - - n ll N Q. N1t`,S — — — — — � t I I I n u n I I n • 9 — — — — —. — — — — IIMIr IIn IInS - �' Iln•,^,1 " p0 � � 1 N v/• �1J f1 I,tk r,ry 1 -0 _ i�J - - - - - - - - - - - - - - - L •I'r.. V.. '^ry �- � O Q O_ - cc APtuplq r z cc OIll wl Jl„+O1 In ♦ul� 1 • IIIIII — — — — — — — E nlllll r # p•Ilg u� u •un� lallq IJI(wJw � J tmtrp N �(— — — — — — — Joo FORM 6 A2 0 w ii O J W W 0 Q w O O r- J (mc J z;w 5 _h Z I ,I Y Q O LF � 0 V, r y b cr ° f t0 0 II Al. -I A * un...(1 — — — Q— — ---- --- -- — Q Ap.—I-A n uGrs•V — — — — — — wgrxdr� yr ' er'S cc— — — — -- --- ---- - - - - - - -- - -- { W g •Mlr^`^I�H — — — — — — — — — — — Cc a a1�IS — — — — — — - LL) sn lln,r^u F- — — — — — — — — — — — — --.— LU �— ---- — --—.----- II O— 4'nll FORM 6 A3 • 0 W IL O W` W 0 Q W C) TT P FORM 6 A4 0 W I. 0 w w 0 oc a W O O r HE FORM 6 A5 0 W C 0 W w 0 oc Q w 0 0 T loll NEI FORM 6 A6 • 0 W cc 0 N oC a W 0 0 T 111111111111-00111 NINO FORM 5 A7 L - - - - - - - - - - m FORM 4 I A8 I I CLIENT �AL� JOB NO. RINC PROJECT A CALCULATIONS FOR 1 (-1 \-A--"T__ � Engineering Consultants MADEBY_5_-CpATE1 __ L _z7 CHECKEDBV ___DATE_ _SHEET OF INLET DESIGN 'TNT CVN.1- L�_kN -t►-�h S�oet� 1 ,�1AC��` DC`_5yc, C2 ��LCc�A AND f o c� S-cce v c. Z I o N 5-t A N {:�A v ca r__[ �1- t t-t 5 —z Ar-,s C:> 5-5 S —Z i !�1 LET G i d c— 7- CD � — C�•55 I,1 PE-_2- c—, Qloo = 3Z.1 �-Ct V USA �S' -r-cP� "R-' �N��z 5 S-AcN CZ 1O,°l 10, CIO .7 = q . o lt�, t 5°/ o - t o .413 �-�- ISM T-cPt-- A9 CLIENT A C L INC PROJECT A C CALCULATIONS FOR Engineering Consultants MADE BY� DATE Z7CHECKED BV DATE JOB NO SHEET OF Gvt`aT. I (�\ L LT G I L N �L\oc 'L O �E�� Yp Y ajoo h Q,a= 14,gc_-E5 I N L E'r Hl10 do,--ct-- h Q, o 3 .4 c {'� / -E'-{- . 1 3 , 6 5 -F-t L tv, l- E-T S —Z b _ k- Z c-`5 /-t4 �N �.�T oo SEAR G NELVC h,=0.rj Yam= d•`� �, - Z-9 �{S/ {-. - 4,6 GFS Qto= ,� o v � •� rj ' Z -c P fit. � �.� � N �- � -r �N��-T K v �cc=,,cz �N S-c-u Yo=1.o Qtoo ti 5'0Vz ,.A = ;�:-_ 4 5 t Z oV. Pt-(z ;�-v6 o� -� zo�i, 3.70 K a� A10 • • CLIENT INC PROJECT R�� \�� CALCULATIONS FOR Engineering Consultants MADE BY 1-J •(-DATE` z NECKED BY DATE Lvr_.XT. G?� oo = 5 •1 c �� C-) - S s c),0.4 . T__ cz,�fc�� e. t S T-c P+_ "�'� �rAk- �5 c::) tZ JOB NO SHEET OF All • • CONDUIT RIPRAP DESIGN AT t>t5tc=cy " u�� ' KNOWN INFORMATION: Q Hydraulic Depth V Channel (Max. Allowable) ' V Culvert Normal Depth in Culvert Culvert Slope Mannings "n" in Culvert W (Width of Culvert) ' H (Height of Culvert) ' DETERMINE: Froude Number (T) = VcuLVEcc� gy ' g = gravity = 32.2 ft/sec. y = Hydraulic Depth 3St,i� 6.0 ^.�.�SE�c, �ss�>�-�Eo ��ASC� opt MI�S�t� �►'A�rl. (4-7.4 If T > 1.0 Then Flow is Supercritical And Ha = 1/2 (H + Normal Depth in Culvert) ' Ha = O.S C\O + 6.\5> = e).08 If T < 1.0 Then Ha = H From Figure 5-8 in Urban Drainage Manual, Volume 2 ' Yt/Ha = 0.4 Per Manual When Yt is Unknown ;Yt = 6.t5 Ns-L ly- Yt = Da (0 . 4) _ ,t I. 6X5� = 0.76 From above info on Figure 5-8 Type "L" should be used From above Riprap Size and Table 5-1 in Urban Drainage d1>0 = q ; uc tc�> CZ, tl(M,MJN\ CEi-' From Figure 5-10 in Urban Drainage Q/WH",= Froude Parameter = If the Froude Parameter > 8 Then Length (L) = 10Ha + 0.25 Ha(W) W = Each Whole Number the Froude Parameter is > 8 L = If the Froude Parameter < 8 Then ' Determined from.Figure 5-10 the Expansion Factor (1/(2tane)) = 6.-7 From Eq. 5-9 in Urban Drainage L = (1/(2tan-4)) (A/Yt - W) A = Area of Flow in Conduit at Allowable Velocity (Q/Vchannel) _ ' L�(:.2/ 6.15� Chec for a inimum of Ha = 3 (_6.tc _ 8.45 Length of Riprap (L) _ -74 -('t. Depth from Figure 5-6 in Urban Drainage is 2d�,o Bedding from Table 5-11 in Urban Drainage is 12" FORM 26 Type IT Al2 ,- r. • c- � , -t- I t R- A t� t - � r ' CONDUIT ' KNOWN INFORMATION; 0RAP DESIGN �T Ot-SIe-�ta opa.� � D = 1.Z S Q ' Hydraulic Depth =�0.-7cCs (Max. Allowable) o -C,/sec• Normal Depth In Pipe Pipe Slope = Mannings "n" In Pipe = 0.o13 DETERMINE; ' Froude Number (9) Tt/see g = gravity = 32.2 y = Hydraulic Depth F i� If F >1.0 Then Flow Is Supercritical ' And Da = 1/2(D + Normal Depth In Pipe) D a = \/z 0 .-Z 9, 1. Z 5,) = l. Z S If F < 1.0 Then Da = D From Figure 5-7 In Urban Drainage Manual, Volume 2 ' Q/Das= "' /l, z 9"s = 7. 66 Yt/Da = ?'0_.4,_)Per Manual When Yt Is Unknown Yt = Da(0.4) = From Above Info On Fig. 5-7 Type "L" Should Be Used ' From Above Riprap Size And Table 5-1 In Urban Drainage d So = 9 ,% / kj \2 \, D I A. M I N k KJ� P' C. P- G=o M M E N T ' From Figure 5-9 in Urban Drainage - Q/Da's_ Froude Parameter = 10.`�/1.z � -S 6.1 3 If The Froude Parameter > 6 Then ' Length (L) = 10Da + 0.25Da(W) W = Each Whole Number Th Froude Parameter Is > 6 If The Froude Parameter 6 Then Determined From Fig. 5-9 The Expansion Factor (1/(2tan0)) _ From Eq. 5-9 In Urban Drainage L=(1/(2tan0))(A/Yt - Da) A = Area Of Flow In Pipe At Allowable Velocity (Q/V,,,,.,) _ L Check For A Minimum L Of 3Da = Length Of Riprap (L) ' Depth From Figure 5-6 In Urban Drainage Is 2d.,,= -e Bedding From Table 5-4 In Urban Drainage Is 12" Type II ' FORM 25 A13 CONDUIT RT• P DESIGN A.Z �k 5 ��% 1* �rvT v" � I � I � I KNOWN INFORMATION; D = q .Z Q Hydraulic Depth = V,v,,,_� (Max. Allowable) = (,,c) VQ; Pe = 8, O `f- /Se Normal Depth In Pipe = t.1 -P- _ Pipe Slope = "/o Mannings "n" In Pipe = p,ot3 DETERMINE; A55 at'\E(h Froude Number (F) = Vf-?-e g = gravity = 32.2 -rt/sec' y = Hydraulic Depth \,O If IF >1.0 Then Flow Is Supercritical And Da = 1/2(D + Normal Depth In Pipe) ' Da = %Z 3 ,5 t � .-I> - Z. 6 -C-A . ' If ff < 1.0 Then Da = D From Figure 5-7 In Urban Drainage Manual, Volume 2 -77. Q/DaS= �Z, bps - 1 a-4 Yt/Da=-0.4'Per Manual When Yt Is Unknown Yt = Da(0.4) _ ' From Above Info On Fig. 5-7 Type "H" Should Be Used ' From Above Riprap Size And Table 5-1 In Urban Drainage d so = l 8, ' From Figure 5-9 in Urban Drainage Q/Da's_ Froude Parameter = 77'�Z_ 6Z•s = 7.o-7 If The Froude Parameter > 6 Then ' Length (L) = 10Da + 0.25Da(W) W = Each Whole Number The\ Froude Parameter Is > 6 L = Io(Z,b) + �O.ZS�CZ.(,)�I) = a + O.(:�,S = Z6,6r) ��,*- If The Froude Parameter <6 Then Determined From Fig. 5-9 The Expansion Factor (1/(2tan0)) _ From Eq. 5-9 In Urban Drainage L=(1/(2tan0))(A/Yt - Da) ' A = Area Of Flow In Pipe At Allowable Velocity (Q/Vc,_,) _ L = Check For A Minimum L Of 3Da ' 3 Length Of Riprap (L) = C' 7 ' Depth From Figure 5-6 In Urban Drainage Is 2d.,,, = Bedding From Table 5-4 In Urban Drainage Is 12" Type II E 7 -F-r _ FORM 25 A14 CONDUIT ' KNOWN INFORMATION; • RIPRAP DESIGN A� v��S� c��c �•_�-� "1/�` D Q Hydraulic Depth (Max. Allowable) VQ. Pe Normal Depth In Pipe Pipe Slope Mannings "n" In Pipe ETERMINE; ' Froude Number (7) Vf- =� g = gravity = 32.2 -'t/see y = Hydraulic Depth If IF >1.0 Then Flow Is Supercritical ' And Da = 1/2(D + Normal Depth In Pipe) D a = `/z 0 -5 .4 Z - Z,� = 3 -3 5 -c-, . ' If ff< 1.0 Then Da = D From Figure 5-7 In Urban Drainage Manual, Volume 2 Q/Da"s 108.V Yt/Da = 0.4 Per Manual When Yt Is Unknown Y t = D a (0 . 4) ' From Above Info On Fig. 5-7 Type "H" Should Be Used ' From Above Riprap Size And Table 5-1 In Urban Drainage dso= From Figure 5-9 in Urban Drainage Q/Da"s= Froude Parameter = � 03, 6�3.35� If The Froude Parameter > 6 Then ' Length (L) = IODa + 0.25Da(W) W = Each Whole Number The Froude Parameter Is > 6 L = ' If The Froude Parameter < 6 Then Determined From Fig. 5-9 The Expansion Factor (1/(2tanO)) From Eq. 5-9 In Urban Drainage L=(1/(2tan0))(A/Yt - Da) ' A = Area Of Flow In Pipe t Allowable Velocity Check FoA Minimum L Of Da = Length Of Riprap (L) Depth From Figure 5-6 In Urban Drainage Is 2dw = Z ( "5�_ 3 'e, ' Bedding From Table 5-4 In Urban Drainage Is 12" Type II FORM 25 A15 iI � I � I I I CONDUIT RIPRAP DESIGN 1:5i VM 1 rVi 'C KNOWN INFORMATION; D = 36', Q = qO.S cos Hydraulic Depth = (Max. Allowable) 44/SPc . Vp.pe = JZ,°l fA/,,,ct Normal Depth In Pipe q (-> Pipe Slope = a. c?"O ;, ' Mannings "n" In Pipe = 0.0%3 DETERMINE; Froude Number (F) = VP;� g = gravity = 32.27/see y = Hydraulic Depth If F >1.0 Then Flow Is Supercritical And Da = 1/2(D + Normal Depth In Pipe) If T < 1.0 Then Da = D From Figure 5-7 In Urban Drainage Manual, Volume 2 9 O, Q/DaS= ,2 3 .S a-7.1 E5 Yt/Da = 0.4 Per Manual When Yt Is Unknown Yt = Da(0.4) _ From Above Info On Fig. 5-7 Type ';�H Should Be Used From Above Riprap Size And Table 5-1 In Urban Drainage d From Figure 5-9 in Urban Drainage Q/Da*s= Froude Parameter = C��'��Z,?3'' If The Froude Parameter > 6 Then Length (L) = 10Da + 0.25Da(W) W = Each Whole Number The Froude Parameter Is > 6 L = 10 (Z-Z3> -F(o.25Y T3>�6) If The Froude Parameter < 6 Then Determined From Fig. 5-9 The Expansion Factor (1/(2tan0)) _ From Eq. 5-9 In Urban Drainage L=(1/(2tan0))(A/Yt - Da) A = Area Of Flow In Pipe At Allowable Velocity (Q/Vc,,,,, ., ) _ L = Check For A Minimum L Of 3Da - Length Of Riprap (L) = z►6 �+- Depth From Figure 5-6 In Urban Drainage Is 2d. LJ Bedding From Table 5-4 In Urban Drainage Is 12" Type II FORM 25 ' A16 • CONCRETE PIPE INLET CONTROL 180 10,000 168 156 144 8,000 EXAMPLE (I) (2) (3) 6,000 0.42 Inches (3.5 fees) 6. 5,000 0.120 cfs 5. 132 4,000 L* Hw 6. 0 rest 3,000 5. 4. 120 (1) 2.5 8.8 (2) 2.1 7.4 - 2,000 108 (3) 2.2 T.7 4, 3. s0 in feet 96 1,000 3 800 84 2 -•500 / 72 -- 400 2. _ - 300 U / Z 60 v 200 / w 1.5 z / w 0 54 O Q � w 48 v / w clC) o Z > tY 80 J v Q 60 = a 42 0 50 Li 0 0 HW SCALE ENTRANCE o 1.0 cr 40 D TYPE w t^ w 36 3 0 (1) Square edge with w Q 33 _ headwall 3 0 .9 Q Q 2 O (2) Groove end with w - 30 - headwall = (3) Groove end •8 27 projecting 10 24 8 .7 6 To use scale (2) or (3) project 21 5 horizontally to scale (1). then 4 use straight inclined line through 0 and 0 scales, or reverse as 3 illustrated. 6 18 2 15 1.0 .5 5. 4. 3. 2. 1.5 k 1.5 �mwk .9 .9 .8 .8 12 HEADWATER DEPTH FOR HEADWATER SCALES 2153 CONCRETE PIPE CULVERTS BUREAU Of PUBLIC ROADS JA N. 1963 REVISED MAY 1964 WITH INLET CONTROL FORM 15A A17 CONCRETE PIPE INLE? CONTROL 180 10,000 168 8,000 EXAMPLE (I) (2) (3) 156 D-42 inches (3.5 feet) 6. 6,000 144 5,000 0.12o crs 5, 4,000 L" Mw 6. 132 D feet 3 000 5 4. 120 (2) 2.1 7.4 2,000 -108 "D in feet 96 1,000 3. - 800 84 - -- 600 -500 / 72 400 3 2. = 300 Z (n 60 v 200 It 1.5 Z w 48 �'� -1 Z > 80 J u /42 Q 60 a w 0 U) - 50 HW ENTRANCE w o � o 40 SCALE D TYPE W 1.0 Li36 30 (1) Square edge with w 4 w 33 headwall 3 O 9 Q 20 (2) Groove end with Qw — 30 heodrall = (3) Groove end 8 27 projecting 10 24 8 .7 — 6 To use scale (2) or (3) project 21 5 horizontally to scale (I) then 4 use straight Inclined line through D and 0 scales, or reverse at 3 illustrated. .6 18 2 15 1.0 L.5 5. 4. 8 i- .8 7-- = T- 6 [-.6 5 L .5 12 HEADWATER DEPTH ,FOR HEADWATER SCALES 2153 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL BUREAU OF PUBLIC ROADS JAN. 1963 FORM 15A A18 APPENDIX "B" SUMMARY PRINTOW E 150 HEC4j SECNO 0 CWSEL DIFWSP DIFWSY DIFWWS TCPWID XLCH 161.000 2200.00 4930.20 .00 .00 .00 375.26 .00 180.000 2200.00 4931.79 .00 .99 .00 356.83 240.00 179.000 2200.00 4933.13 .00 1.34 .00 263.64 450.00 178.000 2150.00 4936.31 .00 3.18 .00 508.93 800.00 153.000 2150.00 4937.54 .00 1.23 .00 316.73 310.00 152.000 2150.00 4918.92 .00 1.3B .00 325.03 280.00 151.000 2150.00 4939.06 .00 .15 .00 246.92 50.00 150.000 2150.00 4940.35 .00 1.29 .00 155.12 250.00 149.000 2150.00 4941.76 .00 1.41 .00 129.11 190.00 148.000 2150.00 4943.21 .00 1.45 .00 184.12 310.00 147.400 2150.00 4943.41 .00 .20 .00 42.77 51.00 147.300 2150.06 4944.19 .00 .78 .00 41.63 150.00 147.200 2150.00 4945.21 .00 1.02 .00 41.96 169.00 147.000 2150.00 4945.56 .00 .35 .00 47.44 61.00 146.000 2150.00 4948.22 .00 2.66 .00 228.69 330.00 145.000 2150.013 494B.33 .00 .11 .00 145.27 210.00 144.000 2150.00 4949.42 .00 1.09 .i?0 74.77 450.00 143.000 2150.00 4951.13 .00 1.71 .00 106.67 290.00 142.000 2150.00 4951.97 .00 .84 .00 50.90 230.00 141.000 2150.00 4954.90 .00 2.94 .00 167.67 290.00 140.000 2150.00 4955.36 .00 .46 .00 114.71 390.00 139.400 2150.00 4957.92 .00 2.56 .00 18.00 50.00 139.100 2150.00 4962.31 .00 .11 .00 18.00 10.00 139,000 2210.00 4964.75 .00 2.43 .00 384.04 50.0fi 137,000 2190.00 4964.76 .00 .02 .00 312.79 615.00 136.000 2170.00 4964.80 .00 .03 .00 198.28 375.00 B1 2NR¥9582 TAKE !S H EC 1 ea; X3N R9) ECe ENN @ agL 2 RB S !Re EKS» 20 2e 21 492J0 20020 472a0 49DJ3 gaa! 522 le.y§ 240.00 .00 .00 492 2t 2920 Ra .79 z# 4932.17 332 2£009 4502a .0 .3 492420 300»0 4 93271 4 92J6 RSa; 4633 17E03 B3a§ .00 za ggJe 2220 49531 .0 493621 230 o60 fli0 :«w 39 .0 gaga 22»e 49224 49aa4 4971920 231 152.000 2y20 .Q 30 492 2§ 2 220 49Sa2 30 ag 2; 20a2 51 . 000 2 »a 39 29 492.y 2 y J0 499 36 20 49719.66 44.69 12.9E 22.3 .00 »§ 49716.30 2150.00 4940.7115 .w 494026 Ig 3§ 149,000 190.00 ,00 20 49,716.40 25 (1 20 4941.76 »§ 4942.47 Q a! gEy§ aGy .00.00ASJ@ 2y&§ p«2! .00#«a7 227 @a�W 2.R g2.w ag3! 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E2 13.ON 92 3 JA 2§ pea§ o a 2a 4964.20 2( 4964.95 C.2 2B ARE 2 R ES qa& ARS 5.96 599.3a 4J2.9; a3 @GD 7,21.14 6.717 94 .e 20.9 Rg £a2 523 §S Sa9 ws g ES 2a) SKS .00 TAG b 222 Eg 382; 24.e as 3e52 Zug Eg 522 g26 tg 283! 2%e Eg 32u! 2Eg bS7 SR9 tag l3;a.s§ %2 %Gg gat 7.9 lama 289.E 4.3 45991 92.2 &.2 2% 0 21i.1 7?o 74E.57 %41.11 to Sag 3§R 1J37 1332 Rte 10.2 910I9 24,2 M25 24.Q SEg %9 268 32g R# S07a7;gEa 214 1471201734.J %S yK2 943.16 B2