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HomeMy WebLinkAboutDrainage Reports - 09/01/1995No Text ADDENDUM TO PROVINCETOWNE PUD AND REDEEMER LUTHERAN CHURCH PUD DRAINAGE REPORTS PREPARED FOR: Mr. Tim Runch Redeemer Lutheran Church 6630 Brittany Drive Fort Collins, CO. 80522-0580 PROJECT NAME: Addendum to the Drainage Reports Provincetowne PUD Lutheran Church PUD PROJECT NBR: 92.18 GRN 11 1 August 14, 1995 Mr. Basil Hamden City of Fort Collins Stormwater Utility P.O. Box 580 Fort Collins, CO. 80522-0580 t RE: 1 1 1 1 1 Addendum to Provincetowne PUD and Redeemer Lutheran Church PUD Drainage Reports Dear Basil: According to the request of Mr. Runch of Redeemer Lutheran Church the above reference drainage reports are proposed for an Addendum of the approved drainage concept and calculations. The purpose of this request is to allow for the elimination of on -site detention on the Redeemer Lutheran. PUD and allow for transfer of these volumes to the detention pond at the southwesterly corner of Lemay & Trilby Road. The original volume and outfall calculations for this pond are included in the Final Drainage & Erosion Control Report for Provincetown PUD, Phase I by Parsons & Associates, Inc., November 1993. The release rate of the pond was designed to spill the 100- year historic flows from all contributing upstream basins, including Basin I, the Redeemer Lutheran PUD. The original Detention Pond calculations are included in Appendix A. Also included are the original Composite °C" calculations and detention pond calculations from the Final Drainage & Erosion Control Report for Redeemer Lutheran Church by Parsons & Associates, Inc., May 1992. 11 I 1 1 1 1 7 L 1 1 7 J 1 1 I 1 Mr. Basil Hamden City of Fort Collins August 14, 1995 Page 2 Appendix B contains the new Composite "C" calculations to reflect the future build -out of the Redeemer Lutheran site, Please see Figure 1. The developed site was then added to the acreage from the detention volume calculations. Included are channel capacity calculations for shallow swales on the north and east property lines of the Redeemer Lutheran Church PUD. Drainage easements are currently recorded for these channels and are shown on sheet 3/4. Riprap sizes were checked against the maximum velocity in the outfall pipe (24" RCP) along the northern property line and pipe velocity controls with 4.5 fps, channel velocities were lower (2.4 and 3.4 fps). Existing riprap protection is adequate. The pond volumes and outfall structure was adjusted to accommodate the additional undetained volume from Basin I. All calculations for the above adjustments are included in Appendix B. The changes were also transferred to Sheet Nbr. 14 and 14A of the Provincetown PUD utility plans. Sheet 4/4 of the Redeemer Lutheran Church PUD was also changed to reflect grading and pipe conveyance elements to the on -site pond. Please review these calculations and plan changes. If you have any questions or require additional information, please feel free to call. Sincerely, PARSONS & ASSOCIATES, INC. Gary A. Odehnal, P.E. 28086 ¢_ �:. g• i4 9�: Project Engineer ,,c�'•••.,•••••�.•' GAO/]d '�sZOimVi,�`��°�� Enc. 1 11 1 1 1 i 1 I `�l \, FUTURE EXPANSION FOR CLASSROOMS / BRITTANY DRIVE --------------------- FUTURE PARKING LOT ADDITION — — — — — — — - I — — — — — — — ---------- ----------------- FUTURE / EXPANSION �-� FOR CHAPEL I / I I LL--- — — - r, —...TING . BUILDING r IN WWI' MR �I I 1 1 APPENDIX A 1 1 1 i 1 ll 1 11 i 1 1 1 i �l PPARSONS & CLIEWT— JOB NO. jiol Lu7- ASSOCLAM PROJECT CALCULATIONS FOR Rmieff— CONSULTING ENGINEERS ft COMM Colon& SUMI MADE BY OATE--jCHECKED BY — DATE —SHEET --L—OF-1— -F--T---T 7- 7 TT,7 I I I I I T. 4L, (le 1 4VI -Lt 1. JI oil j i n I I I I I I 11 0 I I I I I I I � r l I RMPARSONS & CLJENT- iugff.., chfmck ,be No. tur ASSOCIATES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS111611111illillb MU MADE SY-191- DATE- 21OHECKEDSY-DATE -SHEET -7-01t` FL COM016 C I J L r-+4- --I F- j _7 31 I- it J, Ito ).! I JI( 7 er A, It 8136 lip it f y, iqfl L 'lisp -4 V-17 j Ifflo, 7i a 710 i q g-o t 77 -; SY0 -- 27, M . ..... .... j -- ---- el OPT offleq /JM rtl. 4f fie. i DETENTION, VOLUME REQUIREMENTS Page: 100 Yew Event Pages Project Number project nue. Date: 92.21-KEN•• PROV/NCETOWNE AU.D. 07-Oct-93 Estimator. GA. ODEHNAL File: V01.100.wa1 Problem,, Determine the total volume of detention required for the proposed development which consists of approximately 70.67 acres. An off$ke basins will provide }heir own detention storage and release only the Historic 100 year event. Given: a) Fully daveloped conditions b) The historic 100 year release = 94.9 cis c) Basins Included: A B, B-1, C, C3, D, E E-1, F, G, S J d) Mass Diagram Method of Detention Calculation Composke'C=((52.91)(0.45)+(620)(0.70)+(/.76)(0.28)+(3.80)(0.95))/70.67 = 0.480 CC1A = (0.48) (1.25) ( 70.67 ac) = 42.40 Time: 100 yr. freq. Time: Acumulated Outten Volume: Storage Required: min. CCfA Inter. seconds Vol. (ft^3) 0 = 94.9 cis ft^3 Ac-Ft 5 42.40 8.12 300 103,291 28.470 74,821 1.7177 10 42.40 7.15 600 181,905 56,940 124,965 2.8688 15 42.40 6.00 900 228,071 85,410 143,561 3.2957 20 42.40 5.20 1200 264.588 113,880 150.708 3.4598. 30 42.40 4.20 18W 320,559 170.620 149.739 3.4375' 40 42.40 3.52 2400 3587212227,760 130,452 2.9948 _ 50 42.40 3.08 3000 391,794' 284.700 107,094 2.4586 60 42.40 2.62 _ 3600 399.038 341,640 58,296 1.3383 90 42.40 1.88 5400 430,465 512,460 - Maximum Volume Required: 150.708 ft^3 or 3.4596 Ac.-Ft APPENDIX B 11 I I . I I 1 1� i 1 1 i 1 1 c-i 1 1 1 1 1 1 1 10 i pPARSONS & cuENT ��y 43c "(^ -P �V JOBNO. 9^'^I kEP-03 ASSOCIATES PROJECT I �,,ro CALCULATIONS FOR CONSULTING ENGINEERS � cam. Co6md, 805M MADE BY (%AQ_ DATF�SCHECKED DATE SHEET OF I 1 1 1 J 1 1 r; r 1 1 i i 1 i L.J 1 PARSONS & cuErar JOB NO. • z J �V Ir� ASSOCIATES PROJEcr `- CALcuLATONS FOR ►J'e-�Ch�lun jOy�O�, Cs�. L'S CONSULTING ENGINEERS �'( �/ Q FL Cow. Com.do SWU MADE BY � DA `3 CHECKED DATE SMEL-T OFJ FPARSONS $ CLIENT Du'LC—L JOB NO. ASSOCIATES PROJECT Y��.C=-\✓n�. CALCULATIONS FOR CONSULTING ENGINEERS Ft. Congo, Culor.ao 80524 MADE 1 GADATE. / 0 l t 93 CHECKED DATE SHEET _ OF t-, I r^ J L 1 r DETENTION VOLUME REQUIREMENTS Page: 100 Year Even of Pages Project Number: Project Title: Date: 92.21-KEN PROWNCETOWNE P.U.D. 23.)un-95 Estimator: GA. ODEHNAL File: V01-100.W01 Problem:' Determine the total volume of detention required for the proposed development which consists of approximately 75.68 acres. All oft -site basins will provide their own detention storage and release only the Historic 100 year event Given: a) Fully developed conditions b) The historic 100 year release = 94.9 cfs c) Basins Included: A, B, B-1, C, C3, D, E, E-1, F, G. & J d) Mass Diagram Method of Detention Calculation Composite TO=[(52.91)(0.45)+(6.20)(0.70)+(7.76)(0.28)+(3.80)(0.95)+(5.01)(0.55))/75.68 = 0.485 j CCfA = (0.485)(1.25) 75.68 so) = 45.88 Time: 100 yr. freq. Time: Acumulated Outfall Volume: Storage Required: min. CCfA Inten. seconds Vol. (ft^3) 0 = 94.9 cfs ft ^3 Ac-Ft 5 45.88 8.12 300 111,766 28,470 83,296 1.9122 10 45.88 7.15 600 196,829 56,940 139,889 3.2114 15 45.88 6.00 900 247,757 85,410 162,347 3.7270 20 45.88 5.20 1200 286,297 113,880 172,417 3.9582 30 45.88 4.20 1800 346,860 170,820 176,040 .4.0413 40 45.88 3.52 2400 387,603 227,760 159,843 3.6695 50 45.88 3.08 3000 423,940 284,700 139,240 3.1965 60 45.88 2.62 3800 432,750 341,640 91,110. 2.0918 90 45.88 1.88 5400 465,784 512,460 Maximum Volume Required: 176,040 ft^3 or 4.0413 Ac.-Ft r 1 1 1 1 1 1 POND VOLUME 23-Jun-95 JOB: PROVINCETOWNE P.U.D. CONTOUR CONTOUR VOLUME TOTAL. ELEVATION AREA PER INCR. AT ELEV 4.3 216.00 SF 16,334.45 16,334.45 6 19,001.00 SF 53,091.00 69,425.45 8 34,090.00 SF 78,553.00 147,978.45 10 44,463.00 SF 32,784.50 180,762.95 10.7 49;207.00 SF 12 58,016.00 SF 0 SF 0 SF AREA REQUIRED (AC/FT): 4.0400 TOTAL ACRE FEET: 4.1497 OVER BY (cu. ft.): 4,780.55 � � � } ) k § \ w cc ) � ) } � C § © = a £ 2264 �fae e -6 22E § Cl) 0 k E IT Cl) ) G 2 CO co § ( k \ \ k \�� \ k « k E /kj j j 3 § § {i§ \ § k § § 0 § § k §§ E G \ z ) f 0. 3 / ) k { k ! 2 R £ � � cc § CojCU j - k#0 0 \\\\\ u+ �222 |E Ec �0§E 0 0 �)6 ��CD E ca CD \\CfW C-J CO It W) 2 1 1 1 1 1 t 1 1 1 1 Redeemer Lutheran P.U.D. 08/36/95 Velocity and Depth Calculations Formulas based on Open Channel Hydraulics by V.T. Chow, Table 2-1 Cross Section B-B 4' Bottom, 4:1 side slopes Area = [4+(y)(4)]y = (4+4y)y WP = 4+2y(1+4^2)^1/2=4+2y(17)^1/2 Radius = Area/WP = (4+4y)y/4+2y(17) ^ 1/2 Cross Section A -A "V" Bottom, 4:1 side slopes Area = [(y)(4))y = 4y^ 2 WP = 2y(1+4 ^ 2) ^ 1/2 = 2y(17) ^ 1/2 Radius = Area/WP = 4y^Z/2y(17)^ 1/2 Cross Section C 2' Bottom, 4:1 side slopes Area = [2+(y)(4)]y = (2+4y)y WP = 2+2y(1+4 ^ 2) ^ 1/2 = 2+2y(17) ^ 1/2 Radius = Area/WP = (2+4y)y/2+2y(17)^ 1/2 Froude # = F = V/ (gy) ^ 1/2 1 1 1 1 1 1 1 Redeemer Lutheran P.U.D. MAJOR STORM VELOCITY AND DEPTH CALCULATIONS Outfall channel along east propery, line Cross Section B S = 0.0330 QWI.486•S^1/2 = 2.0893 Q = 9.4000 n = 0.0600 Q•n/1.486•S^1/2 Depth WP Area AR^7/3 Velocity 2.0893 0.5000 4.1231 3.0000 1.8600 2.0893 0.8000 6.5970 2.0480 0.7833 2.0893 0.9000 7.4216 2.9160 1.3290 2-0893 1.0000 8.2462 4.0000 2.1299 2.0893 0.9900 8.1637 3.8812 2.0363 2.42 fps Froude # 0.43 Channel parallel to Trilby north property line Cross Section A S = 0.0440 Q•n/1.486•S^W = 2.1944 Q = 11.4000 n = 0.0600 Q•n/1.486•S^1/2 Depth WP Area 2.1944 1.0000 12.2462 8.0000 2.1944 0.2000 5.6492 0.9600 2.1944 0.4000 7.2985 2.2400 2.1944 0.5000 8.1231 3.0000 2.1944 0.5400 8.4530 3.3264 Swale on north side of multi -family tract # 4 Cross Section C S = 0.0400 Q•n/1.486'S^1/2 = 7.8735 Q = 39.0000 n = 0.0600 Q•n/1.486•S^1/2 Depth WP Area 7.8735 1.0000 10.2462 6.0000 7.8735 1.1000 11.0708 7.0400 7.8735 1.2000 11.8955 8.1600 7.8735 1.4000 13.5447 10.6400 7.8735 1.3200 128850 9.6096 AR^2/3 Velocity 6.7777 0.3924 1.2582 1.8600 2.1338 3.43 fps Froude # 0.82 AR ^ 2/3 Velocity 4.1921 5.1981 63389 9.0512 7.8952 4.06 fps Froude # 0.62 1 1 l 1 1 1 1 1 1 1 STORM DRAINAGE DESIGN AND TECHNICAL CR HYDRAULIC PROPERTIES CIRCULAR PIPE FIGURE 801 GA0 8/z/95 0 �14). z �. 30 N o tL o N 0-- N q X O' J `^ V 1 O 1- a 0 a 1/< 0 17 at co n to un O� o 0 0 06 o 0 0 o O GCo M011 30 H1d30 a -a GL ��4�1 Con}bla lax VcC•Jf� Date: O C T.19 a 6 REFERENCE, Rev: 'CONCRETE PIPE DESIGN MANUAL' ACPA. 1970 ,.,�t TYPICAL IRRIGATION CHANNEL CROSS SECTION xE ro sn.,. ZO pnp1Tv •o PC ENT - HITATE / IRRIGATION a/ 1In1 I Wrap 7 , .,yam_ 111 I 1 IT PFttrntlAN 1 • ga ESN A N h © 6 zY s N. parallelAk _ 1 CTL. A )RyNACE E unENr 1 a 1C �RIaNT-*- 5 e DOING.d WM! usuff EMI% IIII I 11 Unnlf III 1 1 A a I W In EL a,x A0 IV oTUTr a ov NOT EAVENIENT, If E DAso[T\ / (rncAL) '30A 1.IS ��.•-. '.1 i26. NOTES: PROP® APT APPROVE S An: POLICYIs To DIE III _wmsa* TO PIE SAN Oft SINE AT A w w9 AROUND AND OT 10FOUNDATION, QhPA1 FUNS SELL 14N AWAY Pa R�s a ,.ACT A SNI a OWNED AND MAKAINED 9. Te WAS ONNI AssOOA .AP row WOO. NO&I A NMWs. STRUCTURESMANAGE ATED 1 an 44 WE w`OVIEElc T A aAma7 mWESICS AND .m IE a ROER TO A.PINANK A, wmTT AND DEPTN CPOi.Aro9S CHANNEL Walsall A,fAAa MAX Nava Ire Hamm NOTES: IWa9ER SECTION SLOPE a (.b) DITIN SEEN ,¢Ran 0[Rml o-lE ) (w7 a C OT•S •iS I.7N VEX as • C AaoW -Ma It r.I 3 A V.s 7 A MOVE 0. a Is.• mR.a.a a 0 3.01111 S3 1,00, So' 2.3 9 0 6.00% I I.w' aY 1 m S. 11 D 5.19% 19.2 �.If e9' l.s 12 0 4S9W a.s . w AT 3.2 u C 1.20% •tS CBS ,a.r z7 Ca' ,CHANNEL SECTION Exm m aeALgIr.Alq II \ RAP wPma c.Pn COMING AND LANDSCAPING RESTRICIEWS AFFECT TIE ralOONO COME L1-5 (e"SLiEi OOrs l(CYArwisCnw 0) NOTES I M y- d LOTS I5-20. •I -Re. •a-49 (NANNEL SECTION C) tT •' ,Y i Ors W-uh iai.Min SEECTON ON u� Watch "a MDrainainum Top Uralna9e \7j 4. Loa SA-w (WI SECTION C) M!5tA a5 WEIWII ro le na ent i Lon 74 73, Is. A N (WASNEL SECTION 0) (varies) 6 MALT E' (W.VINFL SCCTa6 A ! C) Steve. All feaoe "at BN TaUl ftft�- _ gC[OSU Ten tp0 aawanf I I F- . t tee constructed as b - - �a• ullun AS9o- \ \ not to obstruct backyard 381 9• utwn I I a �_ 39 UEENFMT fi , _ INN 40 1 ct--110 --1 -2.1- .SON✓ !''PIN Channels. Owner Rua[ WaaAP'a7" \ provide adequate Clearan-^ \ \ far Normal Capita flows ("his above) and F / \ elacl[age oAnweot 1 width nq4 ATE \ f N Channel (Top I OITW \ Width) ANY deviation / \ from the \\abovedesign e'1 parameters approval from c p[ta[ PP Ft ca,l lins Stormwater lIL'lif�4 At i� 4980 Yon, f- ,z 31 20 11 I 1 Ili Q 9] Ir PAP �1.( 'l ❑MCA) 4 a �� 'vi2 I 1 I i� 1 i 11 11 1 ,1 11 11 � .W. i xr•K� I \ 4I `;43''. .1`..>"'IpEwmaxaEIw. 11 NIW PONT � 19 EAENT TITaf SE_ '_ y 2 •44' f I' t II 7� San Ae Illi h'1 is 1 3 II EMKLWOPEmI. „ I / Y-e9>o, 18 ! CI,C-CAS IB6 ©I 13 I \i) I I a \ T j6 .' II wA.a m _ C C q 17 D' 47-73�. Ir7 N 12 UTILITY 'lC✓ EASED 48 ✓ _ _ 1I 15' M:� D �TV tlICNEComostha PTM ,✓ 1149al f. x-z" III ./ 1 / -A e.e 1 6 AS \ U RP 1 I 2 CONC. R O nNNA vw I A vw P.II . �- N^nGE_ _ g EA ENT Ra ANT EWEFA9FYENHT Re - --- --- IIPM�- LEYAY AVENUE -- ! � N641 '� / �r / ANY I I Y", - "1- ,a u JAB r',;K �� S� rl I 61P; l w`0'' D� 1g 11E� II l -':is 9 69 o MPmlTDE LCGN me awls- I, - _ 70, atAa ro ttrtNnW some / l II ✓ / iro D o_ N Pan SEE 91EETA K 19, II ill g- _- - -- 3' `xY R'G N J All fening aaterials (vond, Chain lira, etc.) Shall not enorwU Jute channel Sections below, CHANNEL SECTION Noreel Depth sho.n Le, (NOT To Sr (Typical All Channel C CHANNEL SECTION�7N� yCHANNEL SECTION (NOTEro (WE ro srxq AamlaN+- wrar✓ zdI..a Ce os /w FGEND - - -- - En9TNC x CONTwn ---- ""NO IIS CONTOUR PROPOSED COYI ROW 4NRM 6MD AC S00 BASN AND MEA O CHANNEL NUNBER _'"T Oi CpNWN1RATa1 aeammzmr- A A WANNELSECTION- WE INS SHEET STRAW ISMS DTAE- all OPEN CHANMRS Ow O.C. TYPICAL) r---w ENSTNG PH - PROMPT PIPE CONCEN. POINT BASIN Of O,00 11 C-1 7.7 28.3 10 A & C-2 12.9 47.5 13A C-3 25 93 13 C 111 426 12A B-1 4.7 177 13 COMBINE 271 99.5 12 B 3.5 12.9 158 E 9.3 35.4 15A B & E-1 5.1 19.2 15 COMBINE 15.5 57.8 14 0 4.1 15.3 16 F 4.4 16.5 17 G 11.0 45.1 18 19 D-2 1 4.9 2.1 I08 19A J 102 30.8 20 COMBINE 34.1 84.7 20 ALL BASINS 47.2 170.7 �C T 49 hA �G 9.AJL`tGfN.d r y,/ry kc PARSONS & ASSOCIATES, INC. "°)°" 92.21-KEN Sh _ pROVINCETOWNE P. U.D. Sh 432 link Lave PIWze sw,e: t' ' 100' _ Ft. ca(303) cDlOr.an 80524 aAo - a DRAINAGE & EROSION CONTROL PLAN / CONSULTING ENGINEERS (burs, Cc -zaoo p RP.AAc. Naval Ae1 NIL fMR _.