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HomeMy WebLinkAboutDrainage Reports - 03/29/19851 1 1 1 1 1 1 1 1 1 1 1 1 DRAINAGE REPORT FOR HORSETOOTH ROAD AND; SHIELDS STREET IMPROVEMENTS IN CUNNINGHAM CORNER S.I.D. IN THE CITY OF FORT COLLINS MARCH 1985 TARANTO STANTON & TAGGE CONSULTING ENGINEERS March 4, 1985 Re: Horsetooth Road and Shields Street Improvements Job No. 84-395-002 City of Fort Collins 300 LaPorte Avenue Fort Collins, Colorado 80521 Attn: Planning Department Enclosed is the Drainage Report pertaining to the proposed Horsetooth Road and Shields Street Improvements. Exhibit "C" shows the anticipated flows that will be encountered at various points on the improved streets. These figures were used to design the various structures which will accommodate the storm runoff. Methods, standards and values used in the calculations were as requested in the "Storm Drainage Design Manual". If you have any questions concerning this report, please do not hesitate to contact our office. Sincerely yoiArs, AAC4.,9y o eph . Marcisofsky 1 M \ \C—A— T. Michael Carver, P.E. TARANTO, STANTON & TAGGE CONSULTING ENGINEERS JPM/TMC:ses 20293 TARANTO, STANTON & TAGGE Consulting Engineers 748 Whalers Way • Building D • Fort Collins, CO 80525 (303) 226-0557 • Metro Denver Number (303) 595-9103 II. Area of Study III. Design Criteria IV. Proposed Storm Drainage Provisions V. Conclusions List of Exhibits - Exhibit A Area of Study Exhibit B Typical Roadway Section Exhibit C Anticipated Flows (3 Sheets) Appendix Rainfall Intensity Curves Nomograph for Flow in Triangular Otters Reduction Factor for Allowable Gutter Capacity Nomograph for Capacity of Curb Openings in Sumps Standard Curb Opening Inlet Chart Increase°in Interception of Canpound Street Sections Inlet Capacity Reduction Factors PRELIMINARY DRAINAGE REPORT FOR HORSETOOTH ROAD AND SHIELDS STREET IMPROVEbENTS I. INTRODUCTION Because of the development of vacant lands, near the intersection of Shields Street and Horsetooth Road, major_ street improvements are planned for the two arterials. 1 . alr,2 i The purpose of this report is to examine the general consequences which are associated with those proposed improvements. Highway drainage requires a hydrologic analysis of physical conditions which predicts the magnitude of storm runoffs. A hydraulic analysis then locates and sizes the drainage structures required to pass, gather, or transport those runoffs. Items to be covered in this report are as follows: 1. Area of Study 2. Design Criteria 3. Proposed Storm Drainage Provisions 4. Conclusions 5. Preliminary Design Calculations II. AREA OF STUDY Exhibit "A", following, shows the areas being considered for street improvements. The area is part of the Foothills Basin Master Drainage Plan. Excepting some curb and gutter and the first segments of an existing storm drain at the north end of the si.te, the current roadways are void of any drainage improvements. There is currently a somewhat extensive arrangement of irrigation lines, which will be either abandoned or protected during these improvements. There is a good number of large to very large trees the length of the site, and a large undeveloped field is situated at the northwest corner of Shields Street and Horsetooth Road. There is a distinct high point on Shields Street at its intersection with Casa Grande Boulevard. Historical runoffs in the undeveloped areas flow overland in two distinctive -patterns. To the east of Shields Street, surface water ? migrates to a low depression located along the northern boundary of the Cunningham Corner P.U.D. To the west of Shields Street, the. undeveloped Williamsburg P.U.D. directs runoff to a low point at its <utheas corner. Beyond the high point at Casa Grande Boulevard, the terrain slopes to the north. -wag these street improvements, developed flows will follow those same general patterns. Shields Street will be fully widened with curb and gutter added. Improvements will extend from Horsetooth Road on the south to'Swallow Road on the north. Existing and proposed developments include Cunningham Corner P.U.D., Worthington Farms and Woodwest Subdivision's 6th and 7th filings along the east side and Williamsburg P.U.D., Clark's property, the Wagon Wheel Subdivision and the _Pavlakis property along the west. � 1I L� Po Ave Iy �` I v 8A o ••O I�/ • i• �4990+�-' . { J u L_f 985 a \ i J j 11 la u.g9ci� l r -LJ Q �... u; _ ♦ \ 021 ❑ Gi AH se GPfOSp t y' Sch h, n ❑ I ' S00 a t T ❑ Li �' 4 MI i=l(se ti- J. ❑ldon ❑�❑ o � \_ Jyr, H Sc T, � ®�� `t Dispose0 al1, ; Lake ® - n1\1I FA LRA n� �i - — =ten ;••;r- � � � `� I.: -_ L DE 41 rum, Ell I��---- w•r• l Hi hl i li• Y��I '�L :��i si' OSPEC U'� ■ • �505 5009 • is .___-- .......::: '� i (♦. �':Ie i __ __i.. .. ... ..._ ) /:I/�I / u ate_=� .inY�.-,•�• • e: 22 �// 0 l _ — — — — — — — -- —� �-=�� 5017—�— C. 1 • • , .< W 24 -LL J O I Ct p ,IirakEe ONAKE OAD DOo \ T-~ I LI DRAKE\ A 7 �1 0 ♦ l9�� .fill '<.ti' ;�- �r I •'" 00 I <996 II � • W— It P u <lu 27 --- -- -- I `� �'"` - a - ---�2 --- --- - -- ------ --- - 5 �... _ ui ..���Q: = I l� Om Bst HORSETOOTH ROAD) L e505 I `' ... .. y. I • . I I 9M 503z `-� \ a.. II o°EXHIBIT A AREA MAP Gak 4991 Horsetooth Road wi11 be widened along the north side only, with the south half to be completed a�tsome later date. Limits will be Shields Street on the east and the west boundary of the proposed Williamsburg P.U.D. to the west. - — A typical section of .the proposed street improvements, Exhibit B, follows. it par ay - 3 r 1 .. u � if cI k vl am7 aar QQ Y P b i L 2 TYPICAL ROADWAY SECTION III. DESIGN CRITERIA Of primary concern when designing roadways with curb and gutter is the ability of the particular street cross section being used to carry water. Restrictions are placed on how much water is allowed to accumulate in the street before it must be removed by inlets, chases, or other means. Procedures used in determining allowable depths and -anticipated flows have been performed in strict accordance with. the city of Fort Collins' Storm Drainage Design Criteria, (SDDC) and drainage improvements will utilize the Construction Standards contained in that volume, dated May 1984. A list of values and criteria used in the preliminary drainage calculations included in this report follows. 1. Because the area is small, the Rational Method was used to determine flaws. Q = CfCIA Where Q = Flow Quantity, cfs A = Total Area of Basin, acres Cf = Storm Frequency Adjustment Factor, C = Runoff Coefficient sa/ i YJZ,,,L� I = Rainfall Intensity, inches per houraJ Q b iM ��low 4P cah 2. After consultation with City larees, it was decided to base the 0 calculations on Residential Zoning parameters. N 3. Based on the Residential Classification, design storms are the w 3 2-year and 100-year occurrences. n 4. For the streets, a Runoff_ Coefficient (C) of .95 was used. N � 5. For the 2 year storm, a Frequency Adjustment Factor (Cf) of 1.00 was used. For the 100 year storm, a Frequency Adjustment Factor (Cf) of 1.25 was used. (The product C times Cf did not exceed 1.00) . 6. Time of Concentration was derived from the following equation (5 minutes was the minimum used). Tc = 1.87 (1.1 - CCU) D1/2 S1/3 Where Tc = Time of Concentration, minutes S = Slope of Basin, % C = Rational Method Runoff Coefficient D = Length of Basin, feet Cf = Frequency Adjustment Factor �e 7. Rainfall intensities were derived from Figure 3-1 of the SDDC (See appendix). 8. Theoretical Street capacities were derived fran Figure 4-1 (See appendix) of the SDDC for .the 2 year storm, and Manning's Equation for the 100 year storm.- Manning's Equation Q = 1.486 R2/3 S1/2 A n Where Q = Capacity, cfs n = Roughness Coefficient R = Hydraulic Radius, A/P S = Slope, feet/feet A = Area, feet 9. A reduction factor from Figure 4-2 (See appendix) of the SDDC was applied to theoretical. street capacities to obtain allowable street capacities. 10. Street encroachment values used were no curb topping or no more than 1/2 of street width inundated (each direction) for the 2 year storm and no more than 6" of water at the crown of the street nor 18" of water at the gutter flowline for the 100 year storm. 11. Roughness coefficients (n) are .016 for street/gutter flow, and .013 for concrete pipe. 12. Inlet capacities were found using Figures 5-2, 5-5 and 5-6 (See appendix) of the SDDC. Then a reduction factor from Table 5-4 was applied to allow for decreased capacities due to debris accumulation. 13. Minimum velocities are not less than 2.0 feet per second in any storm pipe. These Design Criteria conform to Fort Collins' Storm Drainage Design Criteria Manual. The preliminary calculations are found later in this report. lz�relKai gcc,-h0nLsL�-�h�3 IV. PROPOSED STORM DRAINAGE PROVISIONS The anticipated flows and methods and areas of releasing those flows ' from the street as they approach maximium allowable volumes can be seen on Exhibit C, following. ' A step by step analysis shows that in no instance are the allowable ' street capacities breached. At the first three design points, runoff ' si ' Williamsburg P_U_D= It is foreseen that future improvements of the undeveloped area will accommodate these ow w al N-L rdv, d�W ? t� ��ih � Korb o r In all other instances, runoff is deposited into existing facilities ' or facilities planned as part of these street improvements. An existing 24" equivalent oval storm drain comprises the bulk of the ' existing drainage improvements utilized. By a short network of proposed inlets and laterals, it will collect the street runoff north of the high point at Casa Grande Boulevard. See preliminary ' calculations in this report for sizes and grades. ' Other planned improvements include a drainage swale on the east of Shields Street in the vicinity of the Cunningham Corner P.U.D. and another on the west near the Wagon Wheel subdivision. The first will transport runoff on the east side of Shields Street between Richmond ' Drive and the high point at Casa Grande Boulevard, and the second will collect the west side of the street in the same area. Both will drain to a new low point which coincides with an established 30' drainage ' easement along the northern boundary of the Cunningham Corner P.U.D. From there, the collective flows run into an existing, and soon to be ' upgraded (See Preliminary Drainage Report for Five Oaks Village at Cunningham Corner) retention pond. ' In this manner developed flows from the street improvements are deposited into established or anticipated drainage courses. [ 1 No Text No Text V. CONCLUSIONS ' Proposed street improvements and accamanying drainage appurtenances will convey the calculated flows within the street to established and/or historical courses. ' Historical run-off patterns will not be adversely affected. The street improvements have a positive effect on the surface drainage in ' the vicinity in that peak flows are collected and routed to existing or proposed facilities in a manner consistent with,the "Foothills ' Basin Master Drainage Study". ' Future drainage improvements invisioned with the development of the Williamsburg P.U.D. include a storm sewer along the west edge of. Shields Street. This will eventually place flows deposited in this ' area with these street improvements, and future developed run-offs from the area, into a retention area to be incorporated with the full ' development of the Cunningham Corner P.U.D. ' The reader is referred to the "Horsetooth Road and Shields Street Improvement" drawings and the "Preliminary Drainage Report for Five ' Oaks Village at Cunningham Corner" for additional details. In all, the street and drainage construction proposed can be seen as ' the first leg of facilities for storm run-off treatment in this yet largely undeveloped area of Fort Collins. 1 t No Text TARANTO, STANTON & TAGGE . Consulting Engineers p� 1 ' CLIENT S/1fT lLAljlVIS- -_ _ _____ (,/-/�'JOBNO'- ES-041//�yt5c TST ' PROJECT ��-l�`�,N / tu� CALCULATIONS FOR ` z ,F �4 Na- MADE '. MADE BY -DATE _Z �• �� CHECKED BY DATE SHEET 2.A OF —I .e5lgv►— + ' _,I.e—Z`io�l��y _ _Q �C'I_/i_ Tc �•$? LEI: _jgs�3ir3_o �._?..= m��r,_5-. L� I - f _ Q9 r T�eOrjlc! _(U 4'2( l w�&c _..._. —�� _ jo_Iepve.;tli rori�wtrl.�v�en,._s_ !_- } _ �/�f'/� � Q i 1 a. � _ _ __ _ _ .0. �'1/ ))1{{ �I► � �-: _.�. 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CALCULATIONS FOR tt SI(jojeir Skjt�JS 2 D, 7, -DATE SHEET OF -2� 77-1:7z_ S 4-- _j- - T -4 -------- - -- -- T ­4 N L_J,&TtuLb 'A —J _L_ xi fy) 40c,� ya I LA C, 7 33 9 2-13 sl� ;�o �15 /0. 0 5'( -=- 5-9, &9 TARANTO, STANTON & TAGGE Lionsulting Engineers CLIENT �1 JOB NO: ' PROJECT I CALCULATIONS FOR 1 p i _DATE �` � I" O� � CHECKED BY DATE .SHEET �OF ;- E - -Tr ` V8 ' S PAL-- �_ IR _I' �7 7: r _ _ V ZfPs rrtn If L;-+- J7/3 I/z- `� i _// —' — r— 1 , 485� 1.7 7 7 Z 033G - S '0S(i0 i 4g 17/l oo#I' i 71ot ) '--'- - -- USe. a } 1 j # -_4 i.�7 2%3—fir/ :-77 . I i I.% W I17 /v'4`3�I _'.. -— '-/j'�IsrQ - -Q -- s4 _ c� 1 r to c j -7 Z p.7OVe __'_ 1_ —�.— 3 1.� -h- •-+--i----rJ•q" �_ 8G`�l3 �' �l) _L__•�`% -. Sty � � LL Ili— . i L � i 3 i I 1_ ai-.-- �Ix - G0508/3-84 TARANTO, STANTON & TAGGE nn .3Dnsulting Engineers CLIENT �S/`1 W I�t JOB NO. � PROJECT (�P 3� I dlS CALCULATIONS FOR +�„��c•fPti'K SW 1( `(oo ~ MADE BY DATE"Z , CHECKED BY DATE SHEET OF� —�— o �' 24� ®.za (�Whv It) �... ' =&3.lo . �C'yas�.�JII.Qui=63b4. �d �n�.�u'�3.oS %Zi. ,� h lei � ,.�., _ � . . L .•_.� . I � I - "-• -_�- -� 1 r i ...r....r ._.._.__.1 -ass. - .. G050813-84 F " o 17L D No Text 1 1 1 1 1 1 L 1 1 1 1 1 1 2.0 r =- L . ' EOUATION: o.. OAB(A) s7>7 10000 n 13 ROUGHMESB COEFFICIENT IN MARRING - .10 9000 FORMULA APPROPRIATE TO MATERIAL IN 8000 BOTTOM OF CHANNEL 7000 E Is RECIPROCAL OF COO SLOPE .08 1.0 6000 REFERENCE. M. A. O PROCEEDINGS ISM. O7 5000 PAGE 150. EQUATION DA) - .80 .06 4000 .70 EXAMPLE Is(E :•sxsD LINES)� .05 3000 GIVEN, s: 0.03 100 .60 E . EA 7 E/n . $200 � To S0 - lWz -.04 n • .oE .50 2000 a . 0.EE 730 LL FINDI a • E.0 CPS .40 Z Z_ 1000 — _ — 5_ 3 _Z -.30 900 2—_ .02 T Soo 1600 W —__ _ ... pw 20 S00 c D 3 0 400 ~ 11J 2 INSTRUCTIONS C7 ,1 J ,OI _2 300 .OT0 Ey Gi I.00MNECT Eln RATIO WITH SLOPE IS) _ Q ,O3 Z ANC CONNECT DISCHARGE, (0) WITH = 03 . z •008 - 200 DEPTH (,). THESE TWO LINES MUST U�/V�S -.0 2 Q ��/� INTERSECT AT TURNING.LINE FOR .. y/ .007 V) •10 COMPLETE SOLUTION. 0 .OI U .006 W a T w 08 :. FOR SHALLOW_ _ I- 005 W 100 V-SHAPED CHANNEL i 0 o •07 90 80 AS SHOWN USE NOMOGRAPH T— .004 .06 70 i (rH E . T W Cr 60 G. 0 .05 50 S. TO DETERMINE '1—I 1 N ri O •003 �1 -"' IF 40 DISCx AROF OF IN ' ; U) .04 ' PORTION OF CHANNEL HAVING WIDTH R: I~� �• /1 30 V :("ERMINE DEPTH i FOR TOTAL DISCHARGE IN .002 •03 ENTIRE SECTION G. THEN USE NOMOGRAPH TO DETERMINE OF IN SECTION O FOR DEPTH - Q 20 ;•, UP •. TO DETERMINE DISCHARGE - ^ .02 IM COYPOSIT(lECTION �- D FOLLOW INSTRUCTION !. I o •1 rj SL W 10 ♦ .001 0' TO OOW" OISCxAROE IN SECTION o AT ASSUMC0 •EFIi-J'1 DEPTH Y : OBTAIN 0 FOR From BPR 'SLOPE RATIO 1. AND DEPTH ; THEN 0, • 0. • 0. - Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 01 DESIGN CRITERIA 1 ' 1.0 ' .9 .8 .7 IA- Cr o .6 U 1 a Z 0 . 5 ' U U D " O Ucr 4 ' .3 .2 ' 0 s-0.6 F = 0.8 s=0.4% F:0.5 I I BELOW MINIMUM I ALLOWABLE 1 STREET GRADE O 2 4 6 8 10 12 14 ' SLOPE OF GUTTER (%) Figure 4-2 ' REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY " Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 1 ' MAY 1984 4-4 DESIGN CRITERIA 1.0 12 .9 11 10 4 8 10 3 .8 6 LL 2 9 0 0 4 LL 7 U- cr 3 8 w z 1.5 CL 7 6 07 z 1.0 .5 ExarrIple, Part a 1.0 z .9 w 5.5 (L-- .8 7- &) .6 0 w U. w 5 x z o .7 w U- 4 Z'. z .4 w z CD .6 4.5 z a. 0 .3 X 0 0 .5 (D 4 *2 z i z .3 w 3.5 z z a_ w w T .4 0 a. 0 Iw U. U. 0 08 25 3 0 0 0 .06 3 0 az �U- Ej — : ir .04— a: — .25 2.5 w w a- .03.02— U. .2 — 0 CL 2 CL .15 010 w .15 L 0 0 1.5 0=2 h , 4y0 L-- .10 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2- Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA 1*7-2 No Text No Text t Table 5-4 t INLET CAPACITY REDUCTION FACTORS Percentage of tSump Drainage Condition or Continuous Grade ........................................... Inlet Type Theoretical Capacity CDOH Type R-Curb Opening 5' 80% 10, 85% ' 15, 90% Street — Sump.............................................................: 4' Curb Opening 80% Street — Continuous Grade .......................................... 4' Curb Opening 80% Parking Lots, Medians ..........:........................................ Area Inlet 80% TARANTO, STANTON 3 TAGGE Consulting Engineers r�-O CLIENT II"I I(LVI�S�Lf`} / PROJECT �tlyr� /IGI�S MADE BY DATE �'T u v CHECKED BY JOB NO. CALCULATIONS FOR SHEET OF 1 IIII f F� RS 7001-44 2-0A 1-;. �?z c QL=1_3c ,, .0 . � �rJo ' 41 Q¢o - Z. 8 c 11 Curb Eeiun �.� u� Qe��+rh Qz- c�7 CtariD eiuf ' 1 I✓tf0 Q�� I � c��� I✓1G� ` - 197 rQ 17Gl F 1n� / ' �e l ocSe�oDfi� G�,c� Slnte(ds �SrrPe�s =l5e Q,ro t .ate i l �ur� Rf�rr1 �1 'I 1 = ISM IunP N- �n _ Swc'_lSow EXHIBIT C -1 ANTICIPATED FLOWS G05M3-84