Loading...
HomeMy WebLinkAbout98 - Design Report - Gallatin Center Ph 1 & Target - Stormwater PHASE 1 & TARGET SITE STORM WATER DESIGN REPORT for THE GALLATIN CENTER SUBDIVISION REVISED NOVEMBER 1998 M O R R I S O T ENGIN R EES 1 I\,(� SCIENTISTS S ., t SURVEYORS r- AIERLE,INC. PLANNERS SINCE i a5 Ass E>rapGaye¢-0,-2 d Cbmpm�y umrh �•n�s Prepared by: HA2393\006\WPD\ST0RM\PHASEI\ST0RNfUT.WPD NOV 1 9 199 1 i1' U^0,'j's'r# t l.3 EtiRini" PHASE 1 & TARGET SITE STORM WATER DESIGN REPORT THE GALLATIN CENTER SUBDIVISION INDEX I. The Proposed Drainage Plan II. Exhibits APPENDIX Runoff calculations for: Lots 1 & 2 detention ponds Permanent ponds 2 -4 Temporary ponds Stream culverts Natural channel capacities Entrance and sidewalk culverts Inlets-parking lot i Introduction The Gallatin Center Subdivision. is located in the east half of Section 35, Township 1 south, Range 5 east. More specifically, The Gallatin Center is located north of Baxter Lane, south of Valley Center Road and adjacent to the west right-of-way ofN. 19`h Avenue. Phase I of this development includes lots 1 through 8 and is the focus of this design report. The existing drainage system for the land of interest consists of two stream-ditches that flow northerly into the East Gallatin River. They are identified as the East Catron stream-ditch and the West Catron stream-ditch. The Gallatin Center P.U.D. Storm Water Master Plan has explored the existing drainage system and has laid the foundation from which this report will build. I. Proposed Drainage Plan The Gallatin Center Subdivision Phase I Drainage Plan consist of two drainage systems. The primary system is designed to provide public convenience and to accommodate moderate, relatively frequent flows. The major drainage system has a much greater capacity to convey more water and operates when the rate or volume of runoff exceeds the capacity of the minor system. The return period for the minor drainage system shall be 25-years. The major drainage system shall convey 100-year events without inundating building structures. Development tends to increase downstream peak flow by increasing runoff volumes and by decreasing the time it takes the runoff to travel downstream. As part of the minor drainage system, detention ponds designed for the 10-year return period shall be implemented to reduce the downstream peak runoff to levels that existed before the subdivision was created. The ponds will also provide settlement time for sediment and other storm water pollutant loads to drop out. Design of the Gallatin Center Subdivision Phase I Drainage Plan will take advantage of the natural features that will contribute to the management of storm water. Engineering techniques shall be used to preserve and enhance the natural features and processes of the site. This in turn will maximize post-development economic and environmental benefits,particularly in combination with open space and recreational uses. Our design shall improve the effectiveness of the natural systems, rather than negate, replace or ignore them. The Major Drainage System: The backbone of the major drainage system is comprised of the West and East Catron stream-ditches. These waterways shall have the channel capacity to convey the runoff generated by return periods equal to or less than 100-years without inundating any building structures. However, all culverts placed within these waterways shall be designed for the 25-year return period. Specifying culverts for an event greater than the 25-year return period would result in excessive culvert costs with a minimal reduction in the potential for adverse consequences. Moreover, there is always the possibility that ice or debris could plug the culverts. It would be more cost effective to protect building structures by investing in site grading and by specifying adequately elevated building pads adjacent to these waterways. Site grading shall be completed The Gallatin Center Subdivision, Phase 1 2 so that storm events between the 25-year and 100-year return periods will pass over roadways or through emergency overflow areas without inundating any building structures or causing significant erosion. This is imperative due to the high property values associated with commercial development. A summary of results follows: Post Q100 Min,Bottom Width Side Slopes Depth Top Swales and Natural Channels (Cfs) (Ft) (H:V) (Ft) (Ft) East Catron stream-ditch @ Catron Street 428* 16.7 3:1 2.5 31.7 West Catron stream-ditch @ Catron Street 89* 2.8 3:1 2.0 14.8 Note:All waterways have a bedslope of 1.0%and are assumed to be grass-lined with some brush(n=.032) * 100-year storm event calculated assuming entire drainage basin is developed,C=0.6. It is noted that these widths are minimum values as calculated using the Manning Equation. Post Q25 Description Slope Head Act.Cap Culverts (Cfs) (ft/ft) (Ft) (Cfs) East Catron stream-ditch @ Burke Street 260 1-New 54"X88"ARCP .011 5.7 260 or 260 3-New 31"X51"ARCP .011 4.7 260 @ Catron Street 270 1-Existing,undersized .011 5.0 140 40"X65"ARCP West Catron stream-ditch @ Catron Street 50 Existing,oversized .011 3.9 115 40"X65"ARCP Note:All new culverts are sized to convey the peak runoff from the 25-year storm event. Head is measured at upstream end from invert to water surface. The option of two culverts adds 2-3%to the cost,however it lowers road elevations and associated costs. Please see the appendix for culvert nomographs. The Gallatin Center Subdivision. Phase 1 3 The Minor Drainage System: The minor drainage system is comprised of streets, inlets, curb chases, swales, and detention ponds. Runoff from the land between the West Catron and East Catron shall make its way by means of overland flow, swales, and curb chases into ponds. The shallow swales shall be designed to convey the 10-year storm event to low-visual impact detention ponds. The ponds shall be around two feet deep and shall be designed to detain the 10-year post-development runoff volume while releasing flow at a rate not exceeding the 10-year pre-development rate. If larger storm events are encountered, site grading and the emergency pond overflow structures (rip-rapped, broad crested weirs) will provide a designated path for the overflow to pass into either stream-ditch without inundating any building structures or causing significant erosion to the pond or stream. The modified rational method was used to size all detention ponds. Please see Exhibit"A" for the pond locations as well as the subareas contributing to each respective pond. The ponds shall have a predominantly flat bottom. Please see Exhibit"B"for the typical pond cross section. The ten year storm event was routed into each pond and through the outlet structure using a"delta time step & mass balance" method. All outlet structures are modeled to operate in the inlet control condition with the weir and orifice equations used to model the release rate with respect to pond depth. The design of the pond outlet structure shall be simple, visually unobtrusive, and cost effective. It is proposed that small diameter high density polyethylene (H.D.P.E.) culvert pipe will accomplish these two tasks at once. H.D.P.E. pipe shall be the pond's release culvert and at the same time, provide control of the release rate. The typical cross-section of the East and West Catron stream-ditches including the trail can be seen on Exhibit`B", The Grading and Drainage Plan. Note that the stream-side trail is utilized within this typical section to increase recreational value while playing a functional role in separating the stream-ditch from untreated storm runoff. The summary of detention/retention pond design results are as follows: Permanent Detention Ponds Description Det Pond Vol. Outlet Structure Min Slope Depth Release Rate (cft) (FT/FT) (Ft) (cfs) Lot 1 2,900 (to be designed at the time of the Site Plan) 0.8 Lot 2 2,716 (to be designed at the time of the Site Plan) 0.7 Community Pond#2 5,250 1-8" HDPE n=.010 0.015 1.7 2.2 Community Pond#3 1,900 1-6" HDPE n=.010 0.012 1.7 1.2 Community Pond#4 18,000 1-12"HDPE n=.010 0.002 1.6 3.7 Pond D3 (rear lot 8) 1,700 1-6" HDPE n=0.10 0.018 1.9 1.3 Permanent Pond Schedule: Lots 1 and 2 shall not be disturbed during the construction of Phase I except to install services from existing and proposed utilities. Due to this negligible disturbance, ponds or culverts will not be constructed at the time of Phase I. However, the storm water improvements shall be designed, shown and planned for construction on the individual site plan of each lot. Lots 3, 4 and 5 shall not be disturbed during the construction of Phase I except to install services The Gallatin Center Subdivision, Phase 1 4 from existing and proposed utilities. Therefore,the storm water improvements shall be designed, shown and planned for construction on the individual site plan of each lot. These lots can share one pond within the storm water pond easement located on lot 5. Please see Exhibit"A" for the location of Pond#2. As each lot develops, the single pond shall be increased in volume to accommodate the increased runoff. If lot 5 is the first lot to develop,then the entire pond volume shall be constructed to facilitate the complete site landscaping of lot 5. This pond will be partially located within the East Catron stream corridor and will be integrated within the stream meanders. Further refinement of this pond may occur as the site plan for lot 5 is developed. Lots 6 & 7 shall not be disturbed during the construction of Phase I except to install services from existing and proposed utilities. These lots can share one pond within the storm water pond easement located on lot 7. Please see Exhibit "A" for the location of Pond 43. As each lot develops,the single pond shall be increased in volume to accommodate the increased runoff. If lot 7 is the first lot to develop, then the entire pond volume shall be constructed to facilitate the complete site landscaping of lot 7. This pond will be partially located within the East Catron stream corridor and will be integrated with the stream meanders. Further refinement of this pond may occur as the site plan for lot 7 is developed. Lots 8, 9 & 10 -Lot frontages shall share one pond within the storm water pond easement located on lot 8. Please see Exhibit "A" for the location of Pond#4. The development of lot 8 shall be completed during the construction of Phase I and therefore the pond shall also be completely constructed and is shown on the site plan for lot 8. Roof drainage to the west shall be detained on each individual lot as each lot develops. Temporary Sediment Ponds: During construction of Phase 1, temporary sedimentation ponds must be implemented in accordance with the Montana Sediment and Erosion Control Manual. Please see Exhibit"B" for pond locations and the erosion control measures implemented during the construction of Phase I. After construction is completed,these temporary ponds shall still be used for the treatment of storm water from impervious surfaces such as streets and sidewalks. The ponds will be filled in once the respective permanent pond is constructed according to the aforementioned schedule. Temporary Pond A- intercepts the runoff from the north half of Burke Street. Rainfall lands on the asphalt of Burke street and sheet flows to the north roadside Swale towards the East Catron stream where it is intercepted by a 1080 cft retention pond. This pond is located completely within the stream corridor and shall be filled in once the permanent Pond#3 of Phase I.is constructed. Temporary Pond B - intercepts the runoff from the south half of Burke Street. Rainfall lands on the asphalt of Burke street and sheet flows to the south roadside swale towards the East Catron stream where it is intercepted by a 1080 eft retention pond. This pond is located completely within the stream corridor and shall be filled in once the permanent Pond#5 of Phase II is constructed. The Gallatin Center Subdivision, Phase 1 5 Drive Entrance and Sidewalk Culverts: The streets within the Gallatin Center Subdivision will not have curb and gutter. Road- side swales shall be used to convey water from the road and adjacent lands to outfalls. There are instances where trails and sidewalks may create a low point for water to collect. To remedy this, culverts ranging from 12" - 15" RCP will be placed under the walk to provide a path for runoff to enter road-side ditches or vacate road-side ditches into detention ponds. The culverts shall be sized to convey the 10-yr post-development peak flow. As with sidewalks, driveway entrances that cross road-side swales will require culverts. The 10-yr post-development storm event was used to compute the required capacity of each culvert. Please see the appendix for runoff and pipe sizing computations and Exhibit"C" for drive entrance and sidewalk culvert locations and contributing areas. The Target site has one curb side inlet located on the north parking lot curb just west of the mid entrance. The inlet outfalls to the south road-side swale of Catron Street where it makes its way to the large detention pond. The loading dock at the northwest corner of the Target building shall have an inlet draining through 12" RCP into the westerly detention pond. The Storm Water Maintenance Plan: The maintenance of the onsite storm water collection, detention and discharge release appurtenances shall be integrated as part of the duties of maintenance personnel responsible for normal grounds keeping. Duties shall include routine inspections to ensure that debris, yard waste, and seasonal ice does not impede operation of the detention ponds and discharge structures. These inspections shall occur after each major runoff event and on a continued monthly basis throughout the year. All results shall be recorded and kept on file for future verification by regulation agencies. In addition to the routine inspections, annual inspections of appurtenances shall assess and mitigate, if necessary,performance of the detention ponds, and release structures. These inspections shall address accumulation of sediment and debris in the detention ponds and release structures as well as any weather or vandalism-related damage. Detention ponds and swales shall be mowed on a regular basis during the growing season so as to remain free of vegetation that might impede their conveyance capacity. The Gallatin Center Subdivision, Phase 1 6 II. EXHIBITS The Gallatin Center Subdivision, Phase 1 7 LuZ g l $- k €�Esa aids 5 g Er Q QO W ��` s w`e$�V'9 ^.9�� Zg �° avECD �oa� ~ zUQ ��ggago �sse �—sag"§ € g a m � owl has X m� � Sa .S.aagS o• � �S�g � `�- @a o�.a44.s P:�-• LLI OCOLL �63s� g. a�E$s �e9_ fag ~� gaS�eae Z sN�r�e9' <55 �� yy _�d - m m a Lu W q 9 1.2 i0 S 'o .�S I. o iwAS Ea y o.� �9.dmv sa� ".g9.E aa",GEsg r..zd O gg .y 8r e. e5�9,4y 8u a:�a5 0� gg R Z �8� aB9$'' $��aee"'[9- °f q T' $Pa'F.5 Y ° 9 4tg��S t Sc98eak U 132,704 s9.1t. 2.1( 120,960 sC911. I ;y\ J' B Q � nv..rai'• [ � I[ Z O � O O \ le. w a \ r. 100'BOW DEDICATED BY LT40A SOB•2101 [ y 4 a I o l 11 e1..9i7 qJIO r> I I L ww ww� aaa¢����a ooa II n vrraU / LO I wwwwM,: I o 95.241 vn. ww 465.717ye9.ft. I 1 .IOW 71854 '.a 5.18o[e, f w no aaF I- �4 �.J••[..[.[� � I IB.89 ovre, �� j ;;�I ;Z a.n v v ,eu.� ,.[.:,.[� •� NN rr7 I � y 7f.94{aaaFt. I I I I I 1,94 s l L4Z� �IZO I I I \+q InN N O] b y •r I r �I`�uw.�r ' II II II 11 �— ___ _ I tncn In cn -- ' 1 I D ZZ = -- 1 I 1 I Q 00: • �.I-- 1— ®®®® wWZZ d w an w I Q I Ir xa. mx zI-i api�Nin I 1 ' O 2 2 2 t Ui I a —�� w 1 I J000000 ri Na10tl 00 Z� I a ¢m r7oo tozz Cif Nn 00 0 ¢ agoom " zzzz o aaaaMM 1 o ¢W 1, X I i i I 'el ma o g t li Nt�n t+0i f 0 O two t�O I i i I I "_ten i 1• QU ON CD C14 F Deadman'S Gulch D_, 1epy PW1 _T-- -- ---- _ - moo —�� ton I I, unucurn rcuw ssnwo ao ^'"5"'""+,h, uu-rs W)_, Wr W)gal•lug VNVINOW - NVW3z08 muw sn xwa ao,acea un i2 •,sr �a uY Ie SNbId ,na N m 1tiw,N,mn]Y,a. M1vduurtl7 ,J�up u1Y YO ; 1081NOO NOIS083 " M NY SY IID[YI m1YMdY1lr, i[3E 9@i1Vid �' �I�SI2I��y11 —°s°r° a31N30 Nllb'TWO " �wsmo� �y,,�' 9661 1H`JIiUdOo w"udi �'�° � m aui 8 0 o W ar}g �q Qg a a / ¢ $ w t� g�aso sa n. O w > e O z In g a g G W J a Mw aw -- w } 8 U € W z z - a X8 r zIS FUW- S a E j OW ¢ m g - 3 a $ 3 0 U € g - - B w a " �t B 7 U I �^�•' _ '' �-� � I i"�`' t _yam� ._�` .1\1��L��`; \` _ �\ o / 1, ♦ , III I1\..ua _� C° �;•....,� '\ ��_ V,'� \ I I `\II��♦\\` -Y�t�'``----'--.`-__ - ♦ \fin` �`����I�`( \ �\ r-', --�- ,_, `♦ . �,j o I 1 � � _ -' .\�`:.\ \ ♦a. N ♦ r -f`/ll�Irl�, ti r/ "\ 1 f '' d Z 1I..,, -1�II I ly �,� i' r T ♦:,\��\ \'4 I- `1 ( t(//Il •fr7` 1 !f \ mti N I l f o r //r ♦ ♦� .a\y�'\ - _�. I` / Ifi ;' / 4 ------- -- - N. ---- - .1C1 _ ' .%.`^`\ \•1\�♦�♦♦•>.� �'�r\\��f ` \ =' 0 - ----- ^ 7c - �I� '�`;r_�IIIIIII R; IF U:�F J -== /Yy♦� \\ ��". lli i't !/ 0 \ I I_I I �(II I I I #I hl ` G r/ /�/r'm ♦��.,\\..�, `��'.\��"�,-'fit_ Ili`i/r`1�� 2 k< r diiTfl7Tf lffT� � . ITfO IL _ 13�'HI{I{II}�(!�j{�ilj1{11�}1.{�{7{fry}/}'IWII�'HyI V\�11 �1 ;yip, ♦ i _ ��'-.\ �� •1 I;5 m r 7���T p�}���}tIIIIII` I 1 •� �LL \+ `\`i m �f 'TR1�ITPTI11UffTTliT i i Z ,-- _ _ o - `% 'I(-•'�!(,,r, �R r § \ \`i 110J %/ '' tVull I I IQ(Illlllli` r" S I- � ,_.�;^oan• ` \``'.. -------rl.IIp� I11 h1 `I 1 / / / ! - u �.I{I`I �I}{I�{y�[1�tI}'I}II,I ❑ � .❑. .+--i'__ L--'c 675-s` �5` ♦ j�l\-� j {II�LILL�41111UJ+''r 1 7 .1 .�.T,-�e��.4 �'(C�� m /fl III ,II f1 I I. r/�II:! Q 11���� 'a Y II �11 I + ♦ 'P� �"�.;shT��'Z�} IILI1tIILT71 '�S' 'h IE' � I IW-•d i -- I.i,l il\ � =r= �' \\� \ I II z ` w't I�.. J\+/�3 N�l �J __- __ -�� i iY 11�� `" �rl /r/�;-_-- -' --- I '+\o`_,� /• 111 iow rl `\ `♦ '�I 1 ' -� _ _ - - y v I I I rylu,�� f r-- � __ _�_- --- r\ ��,. III 'q� 90 w - \\♦\\♦\\\\\\.arl 1 j m- Vwl �iFm z mat \ r3 I I 1 \ ♦\ \ �-- I / '�-' '`l II I1, III( \i 1 / '' -�_ `%ir�jli� I •1'�' 1' U \ i --------- Il 11: .III a-a - z � LUO_ O o U Q Q U Wo h n n n n C] O L EL .so �f M•N-•n-M' � 5 ¢ x mw0 � � � ! W CC o y oa�oM i s 1—J a v .i Ce N 9 a OU ow U Cb .S+.. GO- 8 Gp CO \\ Iol I 7 132.704 aq.11. 3.05120.96 _ 278 cr �' � v�l N MZUZCD _ I80•POW OEMATEO BY won sue.410) --Catron St- ._ J "f. 1 If,Ito(II fll 01, - 1 I°a.n. .�#t JIII Inoltt�rt i I I e1..97a—, I TI �- 1S�,W VI II'�I�Io-I I III',I Fl11 IfIJ-�' I � I I I • f" u �1 I. III I-� �I/ill Till`II'illlln,!�IIII i I5 122o ou�:1' —•��. I � II•i l I I Lli 11Jn I hill _ � I. � ' 1 + II i.l5n5l JIII f IJ 1{II{III{� ••J 95,241 a /t I.sq,'I�I11111III lIUI JI.B54 sq.:t.%/ 2.19.—I `.. ! �I' t.t 1 1 1 1II p I_ 0.73 acres / W �"- rwr<,° ISuilCfiii-��1�r1�IlUiiiilrfi(1'�� I � � .� �l�xn,a.�,lc,l.r.;:�,.1 ---- -- I; I ❑I_ I ke St_JBO I__ 761'1 sq.IL LBs.v° I .I b ��'ih 11 I�iIll lltl l•II I•IIIIIJ ` .- , I g1 I I I I I ! I I � I I I 1 1 'IIn _ c l I I + YI I 1 1 • I I I i _ tI I I I I sl m u I 1 II t1 y ( I j l I gl ��o I 1, I I` I I I 1ryM 1' �11 \� i Deadman's Gulch Dr. tss'ROW) e _ 1 _ � _ - l_ - __________________.- APPENDIX Runoff calculations for: Lots 1 &2 detention ponds Permanent ponds 2 -4 Temporary ponds Stream culverts Natural channel capacities Entrance and sidewalk culverts Inlets-parking lot The Gallatin Center Subdivision, Phase 1 8 PERMANENT POND CALCULATIONS The Gallatin Center Subdivision, Phase 1 MODIFIED RATIONAL METHOD LOT 1 Op=CIA PRE-DEVELOPMENT i=a'(DURATION)A-(6) (CITY OF BOZEMAN) BASIN AREA PRE= 3.2 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B RE-DEV TC= 27.00 MIN 0.45 FIR 2 0.58 0.36 0.6 5 0.87 0.52 0.64 PRE-DEV C= 0.22 ® 1.08 0.64 0.65 25 1.30 0.78 0.64 STORM A= 0.64 50 1.56 0.92 0.66 B= 0.65 100 1.72 1.01 0.67 STORM INTENSITY= 1.08 IN/HR PRE-DEV Qp= 0.76 CFS POST-DEVELOPMENT BASIN AREA PRE= 3.2 ACRES POST-DEV TC= 14.00 MIN 0.23 HR POST-DEV C= 0.8 STORM INTENSITY= 1.65 IN/HR 10 YR POST-DEV Qp= 4.22 CFS DELTA DURATION= 1 MAX VOLUME MAX VOLUME; AVERAGE VOL POND VOLUME CALCULATIONS: (CFT) (CFT) .4476.57.:. 2896.98 3686,77 Triangle Release i Constant Release DURATION INTENSITY Op POND VOLUME POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) `.,(CFT) ''; (CFT) (CFT) t 13.30 1.70 4.36 2861.03 ' `. 2351.33 7557.12 14.30 1.63 4.16 2927.77 2400.68 15.30 1.56 3.98 2990-54 2445.93 16.30 1.49 3.82 ..3049.74 2487.50 17.30 1.44 3.68 3105.74 j 2525.76 18.30 1.38 3.55 3158.84_, 2561.02 19.30 1.34 3.42 3209.29'-` 2593.53 20.30 1.29 3.31 "3257.31 :' 4 2623.54 21.30 1.25 3.21 3303.11 ''::' 2651.23 22.30 1.22 3.12 3346.64' .` 2676.79 23.30 1.18 3.03 3388.67_ < 2700.37 24.30 1.15 2.95 , 3428.72 2722.10 25.30 1.12 2.87 3467.11 2742.12 26.30 1.09 2.80 3503.95 - 2760.52 27,30 1.07 2.73 .3539.33 2777.42 28.30 1.04 2.67 3573.35 ". 2792.89 29.30 1.02 2.61 3606.08 2807.03 30.30 1.00 2.55 3637.60` 2819.89 31.30 0.98 2.50 3667.96`. " 2831.56 32.30 0.96 2.45 3697.23 2842.10 33.30 0.94 2A0 3725.47 < 2851.55 34.30 0.92 2.36 3752.72 2859.98 35.30 0.90 2.31 3779.03 ,'1 2867.43 36.30 0.89 2.27 3804.45 ' 2873.95 37.30 0.87 2.23 3829.01 `. 2879,58 38.30 0.86 2.19 .3852.76'" 2884.36 39.30 0.84 2.16 3875.72` 2888.32 40.30 0.83 2.12 3897.94 2891.49 41.30 0.82 2.09 3919.44 ' 2893.92 42.30 0.80 2.06 3940.24 2B95.63 43.30 0.79 2.03 3966.38 2896.64 44.30 0.78 2.00 t3979.89 2896.98 45.30 0.77 197 3998.78 2896.68 46.30 0.76 1.94 4017.07 2895.77 47.30 0.75 1.91 4D34.B0 2894.25 48.30 034 1.89 4051.97 2892.16 49.30 0.73 1.86 4068.61 2889.50 50.30 0.72 1.84 4084.73 28B6.31 51.30 0.71 1.81 4100.35 2882.60 52.30 0.70 1.79 4115.50 2878.38 53.30 0.69 1.77 4130.17 2873.67 54.30 0.68 1.75 4144.39 286B.48 55.30 0.67 1.73 4158.17 2862.84 56.30 0.67 1.71 4171.53 2856.75 57.30 0.66 1.69 4184.47 2850.22 58.30 0.65 1.67 4197.01 2843.27 59.30 0.64 1.65 4209.16 2835.91 60.30 0.64 1.63 :4220.93 2628.15 61.30 0.63 1.62 4232.32 2820.01 62.30 0.62 1.60 4243.36 2811.48 63.30 0.62 1.58 4254.05 2802.59 64.30 0.61 1.57 4264.40 2793.34 65.30 0.61 1.55 .4274.41 2783.74 66.30 0.60 1.54 4284.1,0 2773.80 MODIFIED RATIONAL METHOD LOT 2 Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 3 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 27.00 MIN 0.45 HR 2 0.58 0.36 0.6 0.87 0.52 0.64 PRE-DEV C= 0.22 4 1.08 0.64 0.65 1.30 0.78 0.64 STORM A= 0.64 50 1.56 0.92 0.66 B= 0.65 100 1.72 1.01 0.67 STORM INTENSITY= 1.08 IN/HR PRE-DEV Qp= 0,71 CFS POST-DEVELOPMENT BASIN AREA PRE= 3 ACRES POST-DEV TC= 14.00 MIN 0,23 HR POST-DEV C= '0.8 STORM INTENSITY= 1.65 IN/HR 10 YR POST-DEV Qp= 3.96 CFS DELTA DURATION= 1 MAX VOLUME MAX VOLUME' AVERAGE POND VOLUME CALCULATIONS: (CFT)',-„ (CFT) ' (CFT) 4196.78_ 2715 92 Triangle Release I Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME RETENTION VOL (MIN) (INIHR) (CFS) (CFT) (CFT) (CFT) 13.30 1.70 4.09 26B2.21 2204.37 7084.80 14.30 1.63 3.90 2744.79 2250.64 15.30 1.56 3.73 2803.63: . 2293.06 16.30 1.49 3.58 2859.13;_', 2332.03 17.30 1.44 3.45 2911.63 2367.90 18.30 1.38 3.32 '2961,41 2400.95 19.30 1.34 3.21 3008.71- 2431.44 20.30 1.29 3.11 3053.73 2459.57 21.30 1.25 3.01 3096.66 2485.53 22.30 1.22 2.92 3137.66, 2509.49 23.30 1.18 2.84 3176.88 2531.59 24.30 1.15 2.76 3214.42 .' 2551.97 25.30 1.12 2.69 3250.41 2570.74 26.30 1.09 2.63 3284.95 2587.99 27.30 1.07 2.56 3318.13 2603.83 28.30 1.04 2.50 3350.02 2618.34 29.30 1.02 2.45 3380.70 2631.59 30.30 1.00 2.39 3410.25 2643.65 31.30 0.98 2.34 3438.71 p 2654.59 32.30 0.96 2.30 3466.15 2664.47 33.30 0.94 2.25 3492,63 2673.33 34.30 0.92 2.21 351 B.17 2681.23 35.30 0.90 2.17 3542.84 2688.22 36.30 0.89 2.13 3566.67 2694.33 37.30 0.87 2.09 3589.70 2699.61 38.30 0.86 2.06 3611.96 2704.08 39.30 0.84 2.02 3633.49 2707.80 40.30 0.83 1.99 3654.32 2710.77 41.30 0.82 1.96 3674.47 2713.05 42.30 0.80 1.93 3693.98 2714.65, 43.30 0.79 1.90 3712.86 2715.60 44.30 0.78 1.87 3731.14 2715.92 45.30 0.77 1.84 3748.85 2715.64 46.30 0.76 1.82 3766.00 2714,78 47.30 0.75 1.79 3782.62 2713.36 43.30 0.74 1.77 3798.72 2711.40 49.30 0.73 1.75 3814.32 2708.91 50.30 0.72 1.72 3829.43 2705.92 51.30 0.71 1.70 3844.OB _ 2702.44 52.30 0.70 1.68 3858.2E 2698.48 53.30 0.69 1.66 3872.04 2694.06 54.30 0.68 1.64 3885.37 2689.20 55.30 0.67 1.62 3896.29: 2683.91 56.30 0.67 1.60 3910.81 2678.20 57.30 0.66 1.58 3922.94 2672.08 58.30 0.65 1.56 3934,70 2665.57 59.30 0.64 1.55 3946.09 2658.67 60.30 0.64 1.53 3957,12 2651.39 61.30 0.63 1.51 3967.80 2643.76 62.30 0.62 1.50 3978.15 2635.76 63.30 0.62 1.43 3988.17 2627.43 64.30 0.61 1.47 3997.87 2618.76 65.30 0.61 1.45 4007.26 2609.76 66.30 0.60 1.44 401.6.35 2600.44 MODIFIED RATIONAL METHOD SUBAREA. B Op=CiA PRE-DEVELOPMENT I=a'(DURATION)A-(b) (CITY OF BOZEMAN) BASIN AREA PRE_ ",6.2 ACRES STORM EVENT NTENSIT STORM.i COEFF (YR) (IN/HR) " _ ':..A: .i: B 'RE-DEV TC= . :13.30 MIN 0.22 HR 2 0.89 0,36 ;.`:. 0.6 5 1.36 0.52 > -..0.64 PRE-DEV C= L ':'•`_a0.2 &0 1.70 ":'0.64_ :`:: 0.65 25 2.05 0.78 STORM A y0.64 50 2.49 '`0.92 0.66 100 2.77 1.01:':_ 0.67 STORM INTENSITY= 1.70 IN/HR PRE-DEV Op= 2.11 CFS POST-DEVELOPMENT BASIN AREA PRE= 6.2 ACRES POST-DEV7C= 6.7.0 MIN 0.11 HR POST-DEV C= 0.85 STORM INTENSITY= 2.66 IN/HR 10 YR POST-DEV Cp= 14.02 CFS DELTA DURATION= 1 .w%x VOLUME;'MAX.VOLUME� AVERAGE.VOL POND VOLUME CALCULATIONS: "(CFT) (CFT) , (CFS -� 7953 58 -i r 5225 5 589:57 • 2, rune Release,Constant Release DURATION INTENSITY Op POND VOLUtv1E. l POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) ?:,.,(CF7) ;Z (CFT) (CFT) 6.37 2.75 14.50 4708.75;';',I 15557.04 7.37 2.50 13.19 r ;a 4180.04 8.37 2.30 12.14 '•5137.64;:•?.! 4330.53 9.37 2.14 11.28 ;5319.88 ^`;. 4460.64 10.37 2.00 10.56 `5485.60';' 4573.81 11.37 1.89 9.95 '5637.36_';,J 4672.68 •4ti 12.37 1.79 9.42 '--'5777.15; :'. 4759.24 13.37 1.70 8.95 5906.52-`';, 4835.10 14.37 1.62 8.54 4901.55 15.37 1.55 8.18 -":6138.80 `=i 4959,63 10.37 1.49 7.85 5010.22 17.37 1.43 7.55 `'6341.84 •* S 5054.07 18.37 1.38 Z28 6434.14-= 5091.79 19.37 1.33 7.03 6521.03.`,t'- 5123.93 20.37 1.29 6.81 6,302.95`':.: 5150.95 21.37 1.25 6.60 6680.31. 5173.26 22.37 1.22 641 6753.44'.; 5191.21 2337 1.18 6.23 6822.66= 5205.13 24.37 1.15 6.06 6888.25::::;: , 5215.28 25.37 1.12 5.90 6950.43 5221.92 25.37 1.09 5.76 7009.44 ,>+ 5225.28 27.37 1.07 5.62 7065.47•:_:: 5225.56 28.37 1.04 5.49 „7118.69 ';' 5222.93 29.37 1.02 5.37 -.7169.27„l :- 5217.57 30.37 1.00 5.25 7217.36.'::',;jg 5209.62 31.37 0.98 5.14 `7263.08 `%z: 5199.23 32.37 0.96 5.04 7306.56• r;'; 5186.52 33.37 0.94 4.94 7347.92`` -( 5171.61 34.37 0.92 4.85 7387.26 5154.60 35.37 0.90 4.76 7424.67 5135.59 36.37 0.89 4.67 7460.25 5114.68 37.37 0.87 4.59 7494.07 5091.95 38.37 0.86 4.51 7526.221,;:,. 5067.48 39.37 0.84 4.44 7556.76 5041.35 40-37 0.83 4.36 7585.77:' ?i 5013.61 41.37 0.82 4.30 '7613.29 •;;1.;r 4984.34 4237 0.80 4.23 7639.40: ..;, 4953.60 43.37 0.79 4.17 7664.15, 4921.44 44.37 0.78 4.10 7687.58 - 4887.92 45.37 0.77 4.05 7709.75 .,'.i.' 4853.09 4537 0.76 3.99 7730.71...:'''' 4816.98 47.37 0.75 3.93 7750.49 4779.66 43.37 0.74 3.88 7769.14 j 4741.16 49-37 0.73 3.83 7785.69,_''.,' 4701.51 50.37 0.72 3.78 7803.16 j'•'t! 4660.77 51.37 0.71 3.73 7818.65;. '{ 4618.95 52.37 0.70 3,68 7833.12`'.". 4576.11 53.37 0.69 3.64 7846.64;; "'s 4532.26 54.37 0.63 3.60 7859.22 t 4487.44 55.37 0.67 3.55 :•7870.90.1';"t 4441.68 56.37 0.67 3.51 .7881'71; '` 4395.01 " 57.37 0.66 3.47 7891.66 4347.45 53.37 0.65 343 :•7900.79.;.;:".� 4299.02 Am 17 A Re 1 40 7909.12,.:tt 4249.76 _ OUTLET STRUCTURE DESIGN POND: POND 2 REQUIRED VOL= 5250 (CFT) QPRE= 2.20 (CFS) DIAMETER= 8 (INCHES) LENGTH OF PIPE= 30 (FT) HEAD WATER= 1.70 (FT) THIS PROGRAM USES THE ENERGY EQUATION TO DETERMINE N= 0.01 THE RELEASE RATE. SLOPE OF PIPE= 0.016 (FT/FT) Ke= 0.50 FLOW OUT 2.20 (CFS) AVE SURF AREA= 3088 (SOFT) SLOPE OF PIPE FLOW OUT (FT/FT) (CFS) .82 0.0010 1.85 0.0020 1.87 0.0030 1.90 0.0040 1.92 0.0050 1.95 0.0060 1.97 0.0070 2.00 0.0080 2.02 0.0090 2.04 0.0100 2.07 0.0110 2.09 0.0120 2.11 0,0130 2.14 0.0140 2.16 0.0150 2.18 0.0160 2.20 0.0170 2.22 0.0180 2.25 0.0190 2.27 0.0200 2.29 0.0210 2.31 0.0220 2.33 0.0230 2.35 0.0240 2.37 0.0250 2.39 0.0260 2.41 0.0270 2.43 0.0280 2.45 0.0290 2.47 0.0300 2.49 0.0310 2.51 0.0320 2.53 0.0330 2.55 0.0340 2.57 0.0350 2.58 0.0360 2.60 0.0370 2.62 0.0380 2.64 0.0390 2.66 0.0400 2.68 0.0410 2.69 0.0420 2.71 0.0430 2.73 0.0440 2.75 0.0450 2.76 0.0460 2.78 0.0470 2.80 0.0480 2.82 0.0490 2.83 0.0500 2.85 0.0510 2.87 0.0520 2.88 0.0530 2.90 0.0540 2.92 0.0550 2.93 0.0560 2.95 0.0570 2.96 0.0580 2.98 0.0590 3.00 0.0600 3.01 0.0610 3.03 0.0620 3.04 0.0630 3.06 0.0640 3.08 0.0650 3.09 0.0660 3.11 0.0670 3.12 0.0680 3.14 0.0690 3.15 MODIFIED RATIONAL METHOD SUBAREA. C Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)n-(b) (CITY OF BOZEMAN) 'SIN AREA PRE= 2.55 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B r,RE-DEV TC= 8.50 MIN 0.14 HR 2 1.16 0.36 0.6 5 1.82 0.52 0.64 PRE-DEV C= 0.2 t-161 2.2B 0.64 0.65 35� 2.72 0.78, 0.64 STORM A 0.64 50 3.34 0.92 0.66 B= . 0.65 100 3.74 1.01 0.67 STORM INTENSITY= 2.28 IN/HR PRE-DEV Qp= 1.16 CFS POST-DEVELOPMENT BASIN.AR1-^PRE= 2.55 ACRES POST-DEV TC= .4.30 MIN 0.07 HR POST-DEV C= 0.85 STORM INTENSITY= 3.55 IN/HR 10 YR POST-DEV Op= 7.69 CFS DELTA DURATION= 1 MAX VOLUME—-WAX VOLUME' ,AVERAGE VOL POND VOLUME CALCULATIONS: (CFT) (CFT) (CFT) n 2796 12 1836 78_ 2316 45_; _ � J( Triangle,Release ;Constant Release DURATION INTENSITY Qp POND VOLUME``,POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) ;: (CFT) (CFT) 4.09 3.67 7.96 - 1657-42 1 140B.81 6398.46 5.09 3.18 6.90 1777.86 1501.07 6.09 2.83 6.14 1879.51 ' 1574.10 7.09 2.57 5.56 1967.25'.' 1632.86 8.09 2.35 5,10 2044.19. 1680.55 9.09 2.18 4.73 2112.47 1 1719.32 10.09 2.04 4.42 2173.60�; ) 1750.76 11.09 1.92 4.16 2228.73 1 1776.01 12.09 1.81 3.93 2276.73`1 1795.97 13.09 1.72 3.73 2324.27 1811.34 14.09 1.64 3.56 2365.91 1822.69 15.09 1.57 3.40 .'2404A0 1830.47 16.09 1.51 3.26 2439.20 1835.06 17.09 1.45 3.14 2471.53 1836.78 18.09 1.40 3.02 2501.35''' } 1835.90 19.09 1.35 2.92 2528.88 . 1832.66 20.09 1.30 2.83 2554.33 .:` 1827.26 21.09 1.26 2.74 2577.85': 1819.86 22.09 1.23 2.66 2599.59 j 1810.62 23.09 1.19 2.58 2619.69 1799.68 24.09 1.16 2.51 2638.27:` 1 1787.16 25.09 1.13 2.45 2655.42. 1 1773.15 26.09 1.10 2.38 2671.24 '' 1757.77 27.09 1.07 2.33 2685.82' 1741.03 28.09 1.05 2.27 2699.22 1723.18 29.09 1.02 222 2711.51 `_ 1704.13 30.09 1.00 2.17 V22.76. 1683.99 31.09 0.98 2.13 2733-03 1662.83 32.09 0.96 2.08 27421.36 1640.69 33.09 0.94 2.04 2750.81 1617.63 34.09 0.92 2.00 "2758.41 1593.69 35.09 0.91 1.97 2765.21 1568.91 36.09 0.89 1.93 2771.24 1543.34 37.09 0.87 1.90 2776.54 1517.00 38.09 0.86 1.86 2761.15 14B9.94 39.09 0.85 1.83 "2785.09 1462.18 40.09 0.83 1.80 2788.38 1433.75 41.09 0.82 1.77 2791.07 1404.67 42.09 0.81 1.75 2793.16' 1374.99 43.09 0.79 1.72 2794.69. 1344.71 44.09 0.78 1.69 2765.67 1313.85 45.09 0.77 1.67 2795.12 1282.45 46.09 0.76 1.65 2796.08 1250.53 47.09 0.75 1.62 2795.54 1218.09 48.09 0.74 1.60 2794.53 j 1185.15 49.09 0.73 1.53 2793.07 j 1151.75 50.09 0.72 1.56 2791.16 1117.88 51.09 0.71 1.54 2788.84 1083.56 52.09 0.70 1.52 2713SA0 ! 104B.B2 53.09 0.69 1.50 '2782.96 1013.65 54.09 0.68 1.48 2779.44 '� 978.0E 55.09 0.68 1.47 2775.54 :, 942.12 56.09 0.57 1.45 277t.27.: i 905.78 e1- n cc I Al 97C.F.Rf. i A99 07 OUTLET STRUCTURE DESIGN POND: POND 3 REQUIRED VOL= 1900 (CFT) QPRE= 1.16 (CFS) DIAMETER= 6 (INCHES) LENGTH OF PIPE= 30 (FT) HEAD WATER= 1.70 (FT) THIS PROGRAM USES THE ENERGY EQUATION TO DETERMINE N= 0.01 THE RELEASE RATE. SLOPE OF PIPE= 0.012 (FTIFT) Ke= 0.50 FLOW OUT= 1.16 (CFS) AVE SURF AREA= 1118 (SQFT) SLOPE OF PIPE FLOW OUT (FT/FT) (CFS) 0.0010 1.03 0.0020 1.04 0.0030 1.05 0.0040 1.06 0.0050 1.08 0.0060 1.09 0.0070 1.10 0.0080 1.11 0.0090 1.12 0.0100 1.13 0.0110 1.15 0.0120 1.16 0.0130 1.17 0.0140 1.18 0.0150 1.19 0.0160 1.20 0.0170 1.21 0.0180 1.22 0.0190 1.23 0.0200 1.24 0.0210 1.25 0.0220 1.26 0.0230 1.27 0.0240 1.28 0.0250 1.29 0.0260 1.30 0.0270 1.31 0.0280 1.32 0.0290 1.33 0-0300 1.34 0.0310 1.35 0.0320 1.36 0.0330 1.37 0.0340 1.38 0.0350 1.39 0.0360 1.40 0.0370 1.41 0.0380 1.42 0.0390 1.43 0.0400 1.44 0.0410 1.44 0.0420 1.45 0.0430 1.46 0.0440 1.47 0.0450 1.48 0.0460 1.49 0.0470 1.50 0.0480 1.51 0.0490 1.51 0.0500 1.52 0.0510 1.53 0.0520 1.54 0.0530 1.55 0.0540 1.56 0.0550 1.56 0.0560 1.57 0.0570 1.58 0.0580 1.59 0.0590 1.60 0.0600 1.60 0.0610 1.61 0.0620 1.62 0.0630 1.63 0.0640 1.64 0.0650 1.64 0.0660 1.65 0.0670 1.66 0.0680 1.67 0.0690 1.68 ' s MODIFIED RATIONAL METHOD LOT 8 FRONT -5tASA. 'A Qp=CiA g PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) SIN AREA PRE= 16.3 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 27.00 MIN 0.45 HR 2 0.58 0.36 0.6 5 0.87 0.52 0.64 PRE-DEV C= 0.21 10 1.08 0.64 0.65 5 1.30 0.78 0.64 STORM A= 0.64 50 1.56 0.92 0.66 8= 0.65 100 1.72 1.01 0.67 STORM INTENSITY= 1.08 IN/HR PRE-DEV Qp= 3.68 CFS �� 77 o POST-DEVELOPMENT BASiN AREA PRE ACRES POST-DEV TC= „ 14.00 MIN 0.23 HR POST-DEV C= 0.85 STORM INTENSITY= 1.65 IN/HR 10 YR POST-DEV Qp= 22.84 CFS DELTA DURATION= 1 MAX VOLUME':MAX VOLUME; !AVERAGE VOL POND VOLUME CALCULATIONS: (CFT) (CFT) i (Cm y 25943 65 16955.04 � 21449.34 Triangle Refease:i Constant Release DURATION INTENSITY Qp POND VOLUME.I POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) ,; (CFT) (CFT) 13.30 1.70 23.61 1582517_ '.� 13292.37 40899.96 14.30 1.63 22.52 16196.69 •':,', 13578.91 15.30 1.56 21.55 16551.07' -;'t 13843.36 16.30 1.49 20.69 16883.99..:'.? 14088.03 17.30 1.44 19.90 17199.5.E ` 14314.88 18.30 1.38 19.19 ".:17499.42,;.=.'. 14525.57 19.30 1.34 18.53 17784.94; ' 14721.54 20.30 1.29 17.94 18057;35 V is 14904.01 21.30 1.25 17.38 18317.68'.':,;j 15074.05 22.30 1.22 16.67 .18566.87.'`._` 15232.62 23.30 1.18 16.40 `, 16866'72: [ 15380.55 24.30 1.15 15.96 19'034,95 15 518.57 25.30 1.12 15.54 19255.22 - 15647.35 26.30 1.09 15.16 -.1946710_. 15767.47 27.30 1.07 14.79 .19671.10;. .' 15879.48 28.30 1.04 14.45 19667.71' " . 15983.85 29.30 1.02 14.13 20057.34. j 16081.03 30.30 1.00 13.82 20240.39 16171.40 31.30 0.93 13.54 20417.20 '' j 16255.34 32.30 0.96 13.26 20588.11., -j 16333.18 33.30 0.94 13.00 20753.42 16405.23 34.30 0.92 12.75 20913:39 ` 16471.77 35.30 0.90 12.52 21068.29' .i 16533.06 36.30 0.89 12.29 21218.34 I 16589.33 37.30 0.87 12.08 21363:77 -'.� 16640.83 38.30 0.86 11.87 2.1504.78,' 16687.75 39.30 0.84 11.67 21641.56 _:I 16730.29 40.30 0.83 11.49 21774 28. ) 16768.63 41.30 0.62 11.30 21903.11:' 16802.94 42.30 0.80 11.13 22026.21 16833.38 43.30 0.79 10.96 122149.71 16860.09 44.30 0.78 10.80 22267.75 j 16883.23 45.30 0.77 10.64 22382.47" 16902.91 46.30 0.76 10.49 22493.98 16919.27 47.30 0.75 10,35 '22602.39 16932.42 48.30 0.74 10.21 22767.82 .'. i 16942.47 49.30 0.73 10.07 22810.3E { 16949.52 50.30 0.72 9.94 22910.12 `. 16953.68 51.30 0.71 9.82 :23007.17 ::• 16955.04 52.30 0.70 9.70 231.01.61 `'.j 16953.68 53.30 0.69 9.58 23193.52 16949.70 54.30 0.68 9.46 23282.98' 16943.16 55.30 0.67 9.35 23370.05 16934.16 56.30 0.67 9.24 23454.62 .::' 16922.76 57.30 0.66 9.14 23537.35 16909.02 5B.30 0.65 9.03 23617.71 .!r. 16893.03 59.30 0.64 8.94 23695.94 _'' 16874.83 60.30 0.64 8.84 23772.12 - 16854.50 61.30 0.63 8.74 23846.30„'. % 16832.0E 62.30 0.62 865 23918.53 %' 16807.64 63.30 0.62 8.5E 23988.87. `- 16781.22 64.30 0.61 8.48 24057.36 3 16752.89 16722.67 65.30 0.61 8.39 24124.04;`;1 OUTLET STRUCTURE DESIGN POND: POND 4 REQUIRED VOL= 18000 (CFT) QPRE= 3.68 (CFS) DIAMETER= 12 (INCHES) LENGTH OF PIPE= 20 (FT) HEAD WATER= 1.60 (FT) THIS PROGRAM USES THE ENERGY EQUATION TO DETERMINE N= 0.01 THE RELEASE RATE. SLOPE OF PIPE= 0.002 (FT/FT) Ke= 0.50 FLOW OUT 3.69 (CFS) AVE SURF AREA= 11250 (SQFT) SLOPE OF PIPE FLOW OUT (FT/FT) (CFS) 0.00.000 3.57 0.0010 3.63 0.0020 3.69 0.0030 3.75 0.0040 3.80 0.0050 3.86 0.0060 3.91 0.0070 3.97 0.0080 4.02 0.0090 4.07 0.0100 4.12 0.0110 4.18 0.0120 4.23 0.0130 4.28 0.0140 4.33 0.0150 4.37 0.0160 4.42 0.0170 4A7 0.0180 4.52 0.0190 4.56 0.0200 4.61 0.0210 4.66 0.0220 4.70 0.0230 4.75 0.0240 4.79 0.0250 4.84 0.0260 4.88 0.0270 4.92 0.0280 4.97 0.0290 5.01 0.0300 5.05 0.0310 5.09 0.0320 5.13 0.0330 5.18 0.0340 5.22 0.0350 5.26 0.0360 5.30 0.0370 5.34 0.0380 5.38 0.0390 5.42 0.0400 5.46 0.0410 5.49 0.0420 5.53 0.0430 5.57 0.0440 5.61 0.0450 5.65 0.0460 5.68 0.0470 5.72 0.0480 5.76 0.0490 5.80 0.0500 5.83 0.0510 5.87 0.0520 5.91 0.0530 5.94 0.0540 5.98 0.0550 6.01 0.0560 6.05 0.0570 6.08 0.0580 6.12 0.0590 6.15 0.0600 6.19 0.0610 6.22 0.0620 6.25 0.0630 6.29 0.0640 6.32 0.0650 6.36 0.0660 6.39 0.0670 6.42 0.0680 6.46 0.0690 6.49 MODIFIED RATIONAL METHOD LOT 8 REAR Op=CiA PRE-DEVELOPMENT i=a'(DURATION)"-(b) (CITY OF BOZEMAN) SIN AREA PRE= 2.6 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 8.00 MIN 0.13 HR 2 1.21 0.36 0.6 �-,�5 1.89 0.52 0.64 Q) PRE-DEV C= 0.21 2.37 0.64 0.65 25 2.83 0.78 0.64 STORM A=. 0.64 50 3.48 0.92 0.66 B= 0.65 100 3.90 1:01 0.67 STORM INTENSITY= 2.37 IN/HR PRE-DEV Qp= 1.29 CFS Rvvo POST-DEVELOPMENT BASIN AREA PRE= 2.6 ACRES POST-DEV TC= 7.00 MIN 0.12 HR POST-DEV C= 0.85 STORM INTENSITY= 2.59 IN/HR 10 YR POST-DEV Qp= 5.72 CFS DELTA DURATION= 1 MAX ' .VQLUME, MAX VOLUME i '; "AVER_AGEVOL"; POND VOLUME CALCULATIONS: (OF7) (CFT) } r (CFr _2592.70 _ .1630.18, r•y i.2111.44,_ sTriangle Release a Constant Release DURATION INTENSITY Op POND VOLUME!`;POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) ':;(GFT),;:?,:"! (CFT) (CFT) 6.65 2.67 5.91 ::,1827.641';' 1416.60 6523.92 7.65 2.44 5.39 1907.29`•:::,i 1468.77 8.65 2.25 4.98 1977.25` 1510.74 9.65 2.10 4.64 2039.31;; ! 1544.37 10.65 1.97 4.35 2094.78. 1571.05 11.65 1.86 4.10 2144:66 1591.81 12.65 1.76 3.89 2189 ' j 1607.46 13.65 1.68 3.70 22 J2:30.57 ' j 1618.64 14.65 1.60 3.54 2267.71,;.: _1 1625.88 15.65 1.53 3.39 2301.54. ' 1629.61 16.65 1.47 3.25 ::2332.42 1 1630.16 17.65 1.42 3.13 2360.63`.` 1627.91 18.65 1.37 3.02 2386.41 1623.04 19.65 1.32 2.92 2409.98 1615.81 20.65 1.28 2.83 2431.51 1606.41 21.65 1.24 2.74 245118. 1595.00 22.65 1.21 2.66 2469.11 1581.73 23.65 1.17 2.59 2485.43 1566.74 24.65 1.14 2.52 .2500.26 1550.14 25.65 1.11 2.46 s2513.69.:•: 1532.05 26.65 1.08 2.40 2525.82 1512.54 27.65 1.06 2.34 2536.71 - 1491.71 28.65 1.03 2.29 2546A5 1469.64 29.65 1.01 2.24 2555.16 1446.39 30.65 0.99 2.19 2562.72 1422.03 31.65 0.97 2.14 2569.36 1396.62 32.65 0.95 2.10 2575.08 1370.20 33.65 0.93 2.06 2579:92 ', 't 1342.84 34.65 0.91 2.02 '2583.93. ' 1314.57 35.65 0.90 1.98 2587.14 1285.44 36.65 0.88 1:95 2589.59 1255.49 37.65 0.87 1.91 •2591.3.1.;':' 1224.75 38.65 0.85 1.88 '2592.34 I. 1193.25 I.39.65 0.84 1.85 2592.70 j 1161.04 40.65 0.82 1.82 2592A4 `- 1128.13 41.65 0.81 1.79 2591-54'. 1094.56 42.65 0.80 1.77 2590.07 1060.34 43.65 0.79 1.74 12588:03 1025.52 44.65 0.78 1.71 2585.44 990.10 45.65 0.76 1.69 2582.34 954.11 46.65 0.75 1.67 2578.72 ` 917.56 47.65 0.74 1.64 2574.62 880.49 43.65 0.73 1.62 2570.05 842.90 49.65 0.72 1.60 2565.03 804.82 50.65 0.71 1.58 2559.56 766.25 51.65 0.71 1.56 2553.67. 727.22 52.65 0.70 1.54 2547'37 687.74 53.65 0.69 1.52 2540.67" ` 647.83 54.65 0.68 1.50 2533.58, 607.49 55.65 0.67 1.49 '2526.11 566.74 56.65 0.66 1.47 2518.21§ 3 525.59 57.65 0.66 1.45 2510.10>'` 484.05 58.65 0.65 1.44 `:2501.57 "" ; 442.13 OUTLET STRUCTURE DESIGN POND: POND D3 (REAR LOT 8) REQUIRED VOL= 1700 (CFT) QPRE= 1.29 (CFS) DIAMETER= 6 (INCHES) LENGTH OF PIPE= 30 (FT) HEAD WATER= 1.90 (FT) THIS PROGRAM USES THE ENERGY EQUATION TO DETERMINE N= 0.01 THE RELEASE RATE. SLOPE OF PIPE= 0.018 (FT/FT) Ke= 0.50 FLOW OUT= 1.29 (CFS) AVE SURF AREA= 895 (SQFT) SLOPE OF PIPE FLOW OUT (FT/FT) (CFS) 1. 0.0010 1.11 0.0020 1.12 0.0030 1.13 0.0040 1.14 0.0050 1.15 0.0060 1.16 0.0070 1.18 0.0080 1.19 0.0090 1.20 0.0100 1.21 0.0110 1.22 0.0120 1.23 0.0130 1.24 0.0140 1.25 0.0150 1.26 0.0160 1.27 0.0170 1.28 0.0180 1.29 0.0190 1.30 0.0200 1.31 0.0210 1.32 0.0220 1.33 0.0230 1.34 0.0240 1.35 0.0250 1.36 0.0260 1.37 0.0270 1.38 0.0280 1.39 0.0290 1.40 0.0300 1.41 0.0310 1.41 0.0320 1.42 0.0330 1.43 0.0340 1.44 0.0350 1.45 0.0360 1.46 0.0370 1.47 0.0380 1.48 0.0390 1.49 0.0400 1.49 0.0410 1.50 0.0420 1.51 0.0430 1.52 0.0440 1.53 0.0450 1.54 0.0460 1.54 0.0470 1.55 0.0480 1.56 0.0490 1.57 0.0500 1.58 0.051D 1.59 0.0520 1.59 0.053D 1.60 0.0540 1.61 0.0550 1.62 0.0560 1.63 0.0570 1.63 0.0580 1.64 0,0590 1.65 0,0600 1.66 0.0610 1.67 0.0620 1.67 0.0630 1.68 0.0640 1.69 0.0650 1.70 0.0660 1.70 0.0670 1.71 0.0680 1.72 0.0690 1.73 T-gFMnnPvARV POND CALCULATIONS The Gallatin Center Subdivision, Phase 1 MODIFIED RATIONAL METHOD PHASE I - TEMP POND A Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) '\SIN AREA PRE= 0.65 ACRES STORM EVENT NTENSIT STORM I COEFF (YR) (IN/HR) A 8 PRE-DEV TC= 0.00 MIN 0.00 HR 2 ERR 0.36 0.6 ERR 0.52 0.64 PRE-DEV C= 0.2 10 ERR 0.64 0.65 2 ERR 0,78 0.64 STORM A= 0.64 50 ERR 0.92 0.66 B= 0.65 100 ERR 1.01 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASR4 AREA PRE= 065 ACRES POST-DEV TC= 0.00 MIN 0.00 HR POST-DEV C= 0.56 /O STORM INTENSITY= ERR IN/HR 10 YR POST-DEV Qp= ERR CFS DELTA DURATION= 1 MAX VOLUME MAX VOLUME' T AVERAGE VOL POND VOLUME CALCULATIONS: (CFT) (CFT) (CFT) ERR ERR._ Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME .POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) (CFT) (CFT) 0.00 ERR ERR ERR ERR 1074.53 1.00 9.16 3.33 ERR ERR 2.00 5.84 2.13 ERR ERR 3.00 4.49 1.63 ERR ERR 4.00 3.72 1.35 ERR ERR 5.00 3.22 1.17 ERR ERR 6.00 2.86 1.04 ERR ERR 7.00 2.59 0.94 ERR ERR 8.00 2.37 0.86 ERR ERR 9.00 2.20 0.80 ERR ERR 10.00 2.05 0.75 ERR ERR 11.00 1.93 0.70 ERR ERR 12.00 1.82 0.66 ERR ERR 13.00 1.73 0.63 ERR ERR 14.00 1.65 0.60 ERR ERR 15.00 1,58 0.57 ERR ERR 16.00 1.51 0.55 ERR ERR 17.00 1.45 0.53 ERR ERR 18.00 1.40 0.51 ERR ERR 19.00 1.35 0.49 ERR ERR 20.00 1.31 0.48 ERR ERR 21.00 1.27 0.46 ERR ERR 22.00 1.23 0.45 ERR ERR 23.00 1.19 0.43 ERR ERR 24.00 1.16 0.42 ERR ERR 25.00 1.13 0.41 ERR ERR 26.00 1.10 0.40 ERR ERR 27.00 1.08 0.39 ERR ERR 28.00 1.05 0.38 ERR ERR 29.00 1.03 0.37 ERR ERR 30.00 1.00 0.37 ERR ERR 31.00 0.98 0.36 ERR ERR 32.00 0.96 0.35 ERR ERR 33.00 0.94 0.34 ERR ERR 34.00 0.93 0.34 ERR ERR 35.00 0.91 0.33 ERR ERR 36.00 0.89 0.32 ERR ERR 37.00 0.88 0.32 ERR ERR 38.00 0.86 0.31 ERR ERR 39.00 0.85 0.31 ERR ERR 40.00 0.83 0.30 ERR ERR 41.00 0.62 0.30 ERR ERR 42.00 0.81 0.29 ERR ERR 43.00 0.79 0.29 ERR ERR 44.00 0.78 0.28 ERR ERR 45.00 0.77 0.28 ERR - ERR 46.00 0.76 0.28 ERR ERR 47.00 0.75 0.27 ERR ERR 48.00 0.74 0.27 ERR ERR 49.00 0.73 0.27 ERR ERR 50.00 0.72 0.26 ERR ERR 51.00 0.71 0.26 ERR ERR 52.00 0.70 0.26 ERR ERR ca nn n co n 94 IMP FRR MODIFIED RATIONAL METHOD PHASE I - TEMP POND B Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 0.65 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 0.00 MIN 0.00 HR 2 ERR 0.36 0.6 5 ERR 0.52 0.64 PRE-DEV C= 0.2 10 ERR 0.64 0.65 2 ERR 0.78 0.64 STORM A= 0.64 50 ERR 0.92 0.66 B= 0.65 100 ERR 1.01 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT EAS!"AREA PRE= 0.65 ACRES ■ 1 W POST-DEV TC= 0.00 MIN 0.00 HR POST-DEV C= 0.56 l o un . )Jp STORM INTENSITY= ERR IN/HR 10 YR POST-DEV Qp= ERR CFS DELTA DURATION= 1 MAXVOLUME MAXVOLUME, AVERAOEVOL; POND VOLUME CALCULATIONS: (CFT) (CFT) (CFT) ERR ERR__. ., ':._. _.ERR_..._ _..: Triangle Release :Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) (CFT) (CFT) 0.00 ERR ERR ERR ERR 1074.53 1.00 9.16 3.33 ERR ERR. 2.00 5.84 2.13 ERR ERR 3.00 4.49 1.63 ERR ERR 4.00 3.72 1.35 ERR- ERR 5.00 3.22 1.17 ERR ERR 6.00 2.86 1.04 ERR ERR 7.00 2.59 0.94 ERR ERR 8.00 2.37 0.86 ERR ERR 9.00 2.20 0.80 ERR ERR 10.00 2.05 0.75 ERR ERR 11.00 1.93 0.70 ERR ERR 12.00 1.82 0.66 ERR ERR 13.00 1.73 0.63 ERR. ERR 14.00 1.65 0.60 ERR ERR 15.00 1.58 0.57 ERR ERR 16,00 1.51 0.55 ERR ERR 17.00 1.45 0.53 ERR ERR 18.00 1.40 0.51 ERR ERR 19.00 1.35 0.49 ERR ERR 20.00 1.31 0.48 ERR ERR 21.00 1.27 0.46 ERR ERR 22.00 1.23 0.45 ERR ERR 23.00 1.19 0.43 ERR ERR 24.00 1.16 0.42 ERR ERR 25.00 1.13 0.41 ERR ERR 26.00 1.10 0.40 ERR ERR 27.00 1.08 0.39 ERR ERR 28.00 1.05 0.38 ERR ERR 29.00 1.03 0.37 ERR ERR 30.00 1.00 0.37 ERR ERR 31.00 0.98 0,36 ERR ERR 32.00 0.96 0.35 ERR ERR 33.00 0.94 0.34 ERR ERR 34.00 0.93 0.34 ERR ERR 35.00 0.91 0.33 ERR ERR 36.00 0.89 0.32 ERR ERR 37.00 0.88 0.32 ERR ERR 38.00 0.86 0.31 ERR ERR 39.00 0.85 0.31 ERR ERR 40.00 0.83 0.30 ERR ERR 41.00 0.B2 0.30 ERR ERR 42.00 0.81 0.29 ERR ERR 43.00 0.79 0,29 ERR ERR 44.00 0.78 0.28 ERR ERR 45.00 0.77 0.28 ERR ERR 46.00 0.76 0.28 ERR ERR 47.00 0.75 0.27 ERR ERR 48.00 0.74 0.27 ERR ERR 49.00 0.73 0.27 ERR ERR 50.00 0.72 0.26 ERR ERR 51.00 0.71 0.26 ERR ERR 52.00 0.70 0.26 ERR ERR R3 no 0.69 0.25 ERR ERR EAST & WEST �ATROIlT STREAM FLOWS The Gallatin Center Subdivision, Phase 1 MODIFIED RATIONAL METHOD EAST CATRO N @ B U RKE r. Op=CiA PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1487 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A .:.`, B PRE-DEV TC= 0.00 MIN 0.00 HR 2 ERR 0.36". ;:`0.6 5 ERR 0.52;;' .:::0.64 PRE-DEV C= = ! 0.2 10 ERR ERR 0,73 0.64 STORM A=' 6.78 50 ERR 0.92 .0.66 B .0.64 100 ERR 1,.01_:. ..:_:0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 1487 ACRES POST-DEV TC= 181.80 MIN 3.03 HR POST-DEV C= 0.46 STORM INTENSITY= 0.38 INIHR 10 YR POST-DEV Qp= 262.45 CFS DELTA DURATION= 1 MAX VOLUfdE,__tMAX.VO(UME: AVERAGE.VOL! POND VOLUME CALCULATIONS: (CFT) (CFT) (CFT) ; ERR., ;Triangle Release' Constant Release DURATION INTENSITY Qp "POND VOLUME 7 POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) ;[;(CF.T).`; .. (CFT) (CFT) 172.71 0.40 271.20ERR:c='r.;'; ERR 2019227.04 173.71 0.40 270.20 ,;r;ERR=:1' ` ERR 174.71 0.39 269.21 ;'ERR ` :. ERR 175.71 0.39 263.23 :_{ERR ERR 176.71 0.39 267.26 ERR %';y ERR 177.71 0-39 266.30 ;: 'ERR `;:' 1 ERR 173.71 0.39 265.34 .:;:,e,ERR' _':5; ERR 179.71 0.39 264.40 'ERR;:;: ,:,.{ ERR }. 180.71 0.39 263.46 J ERR,.'_,.;'; ERR 131.71 0.38 252.53 ;.•:ERR. ;:; ERR 1B2.71 0.36 251.61 ERR „ t'! ERR 183.71 0.38 250.70 ';.''ERR';', 1 ERR 184.71 0.33 259.79 %ERR ,, ;:_ ERR 135.71 0.38 258.90 iERR ';'':`_; ERR 136.71 0.38 258.01 ERR :.:',y ERR 187.71 0.38 257.13 ERR ERR 133.71 0.37 255.25 - %ERR_:;';; ERR 189.71 0.37 255.39 ERR ERR 190.71 0.37 254.53 ERR <, ERR 191.71 0.37 253.63 ERR ERR 192.71 0.37 25284 'ERR �-,y ERR 193.71 0.37 252.00 ERR,i; Gi` ERR 194.71 0.37 251.17 -,.ERR ERR 155.71 0,37 250.35 ERR,' ;'.`, ERR 196.71 0.36 249.53 ERR; <,' ERR 197.71 0.36 248.73 -''ERR 1 ERR 199.71 0.30 247.92 ERR ERR 199.71 0.36 247.13 :`_ERR.,j-,'.'d ERR 200.71 0.36 246.34 ERR.a*:.1 ERR 201.71 0.36 245.56 ERR,- `; ERR 202.71 0.35 244.78 ERR '`.i+ ERR 203.71 0.36 244.01 ERR - ERR 204.71 0.36 243.25 ERR '; ''' ERR 205.71 0.35 242.49 ERR ERR 206.71 0.35 241.74 ' ERR ;:;. '. ERR 207.71 0.35 240.99 ERR <+:':: ERR 208.71 0.35 240.26 ERR__' ',: ERR 209.71 0.35 239.52 `:.ERR.;::,.;.', ERR 210.71 0.35 23379 ::,ERR" ;°' ERR 211.71 0.35 238.07 ERR `: ERR 212.71 0.33 237.35 ERR`- ERR 213.71 0.35 2366.64 ERR ERR 214.71 0.34 235.94 2'ERR' ,_'ry ERR 215.71 0.34 235.24 tERR,:?. ;`ra ERR 216.71 0.34 234.54 ERR=:;<:' ERR 217.71 0,34 233.85 ERR`''; ." ERR 218.71 0.34 233.17 ERR,;`?: ': ERR ° 219.71 0.34 232.49 +'ERR.;} :'; ERR 220.71 0.34 231.81 ERR ? ERR 221.71 0.34 231.14 ERR Y;. ERR 222.71 0.34 230 4B _ ERR . ;:f ERR 223.71 0.34 229.82 '"•"ERR :' ERR 97471 0.34 229.16 -ERR�,..{y; ERR MODIFIED RATIONAL METHOD EAST CATRON @ CATRC ST. Op=CIA PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) BASIN AREA PRE= r. 1509 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B ARE-DEV TC= ":'0.00 MIN 0.00 HR 2 ERR 0.36`;:.. ..0.6 5 ERR 0.52.: ;.':0.64 PRE-DEV C= 0.2 10 ERR 0 64 0.65 C25, ERR 0,79:.= -..,0.64 STORM A=: 0.78 50 ERR 0 92 0-66 B= 0.64 100 ERR 1.01..,:.;;,:-:0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 1509 ACRES POST-DEV TC= 186.00 MIN 3.10 HR POST-DEV C= 0.47 STORM INTENSITY= 0.38 INIHR 10 YR POST-DEV Qp= 269.17 CFS DELTA DURATION= 1 ,h=VOLUME,'::MAXVOLUME, kAVR RAGE;VOL;,I t3 POND VOLUME CALCULATIONS: (CFT)' r a (CFT).;ERR �r(ECR v11 Triangle Release Constant Release DURATION INTENSITY op yPOND VOLUME:; POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFTj 'i (CFT) (CFT) 176.70 0.39 277.12 ERR ;:`•';`._i ERR 2093646.96 177.70 0.39 276.12 ERR:'. c' '. ERR 178.70 0.39 275.13 ERR:'" ERR 179.70 0.39 274.15 ERR^;' ERR .. 180.70 0.39 273.18 ERR,: _; ERR 1B1.70 0.38 272.21 ERR':„;" ERR 182.70 0.38 271.26 EP.R i' s•;f ERR 183.70 0.38 270.31 ERR` -`Q--T5 ERR t 184.70 0.38 269.39 ERR`•'? =;) ERR 185.70 0.3B 266.45 _ERR;,:itir,l ERR 186.70 0.38 267.53 ERR.°F: t' ERR 187.70 0.38 266.61 ERR '. -'"! ERR 158.70 0.37 265.71 ERA%`:;;: .; ERR 18930 0.37 264.61 ERR ,;`.r;'.`;" ERR 190.70 0.37 253.92 ERR :'`= ERR 191.70 0.37 253.04 ERR '':,; ERR 192.70 0.37 252.15 ERRti, ERR 193.70 0.37 261.30 ERR,="' -, ERR 194.70 0.37 260.44 ERR ;:.: '; ERR 195.70 0.37 259.59 ERR-';`•,':; ERR 196.70 0.36 258.74 ERR;';;`,`; ERR 197.70 0.36 257.90 ERR.';:;;:':: ERR 198.70 0.36 257.07 ERR"- ?'; ERR 199.70 0.36 255.25 ERR r'_.'.:;: ERR 200.70 . 0.36 255.43 ERR-`::,'_ ERR 201.70 0.36 254.62 ERR _::-_+_ ERR 202.70 0.36 253.81 ERR;,,-r,':1 ERR 203.70 0.36 253.01 ERR ? ;'t ERR 204.70 0.36 252.22 ERR?';;::>'< ERR 205.70 0.35 251.44 ERR,; . .! ERR 2C6.70 0.35 250.65 ERR :: i i ERR 207.70 0.35 249.B3 ERR''f ;y' ERR 208.70 0.35 249.12 ERR w -,j ERR 209.70 0.35 248.36 ERR;;-i .` ERR 210.70 0.35 247.60 ERR;- = ERR 211.70 0.35 246.85 ERR:::` i ERR 212.70 0.35 246.11 ERR`_T' ;.'1 ERR 213.70 0.35 245.37 ERR--;;; ,.;i ERR 214.70 0.34 244.64 ERR - •;.i ERR 215.70 0.34 243.91 ERR' =" ERR 216.70 0.34 243.19 ERR,;` 4 ERR 217.70 0.34 242.48 ERR„?'.;',' ERR 218,70 0.34 211.77 ERR ".;. ERR 219.70 0.34 241.C6 ERR ERR 220.70 0.34 240.36 ERR,?,:.' ERR 221.70 0.34 239.67 ;ERR g`l:_; ERR 222.70 0.34 238.98 'ERR ' ` .`: ERR 223.70 0.34 238.29 ;ERR`"'Z-1 ERR 224.70 0.34 237.61 .'ERR, i ERR 225.70 0.33 236.94 ERR :f.; ERR 22670 0.33 236.27 ERR ERR ERR 227.70 0.33 235.61 ERIR .;, ERR 728.70 0.33 234.95 ;ERR', ->_! ERR MODIFIED RATIONAL METHOD EAST CATRON @ CATROI J. �� IvAt Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) ASIN AREA PRE= 1509 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) :,:q., .' B ORE-DEV TC= 0.00 MIN 0.00 HR 2 ERR 0.36 0.6 5 ERR 0.52 0.64 PRE-DEV C= 0.2 10 ERR :0.64 0.65 25 ERR . '0.76, : 0.64 STORM A=r 1.01 50 ERR _0.92 0.66 B= " 0.67 00 ERR 1,.01, 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 1509 ACRES POST-DEV TC= 186.00 MIN 3.10 HR POST-DEV C= 0.6 STORM INTENSITY= 0.47 IN/HR 10 YR POST-DEV Qp= 428.50 CFS DELTA DURATION= 1 MAXVOLUME;�W VOLUME AVERAGEVOL i POND VOLUME CALCULATIONS: (CFT) `,t �(CF1),.1�: (CFT)� r.3 RR,R 1 .y1 Triangle Release: Constant Release DURATION INTENSITY Op POND VOLUME POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) :,(CFT a;w; (CFT) (CFT) 176.70 0.49 443.48 `:ERR.»:;\; ERR 2672740.80 177.70 0.49 441.87 ERRS"`s,+'y ERR 178.70 0.49 440.15 ERR^`:v-^? ERR 179.70 0.48 438.51 `;ERR'%; } ERR 180.70 0.48 435.8a ;;ERR;:<;:� ERR 181.70 0,43 435.27 ;:;_ERR S=» ERR . a 182.70 0.43 433.67 'r'�.ERR�;`•-;_;-� ERR 183.70 0.48 432.09 `:;',ERR?;�e�';.:_� ERR 184.70 0.48 430.52 'ERR ?;+ ERR 185.70 0.47 428.96 ERR. ERR 18630 0,47 427.42 : 'ERR; '?_"=" ERR 187.70 0.47 425.89 -ERR:^ j ERR 183.70 0.47 424.38 ;:ERR,;;;:.'.";, ERR 139.70 0.47 422.88 _ERR,s : ; ; ERR 190.70 0.47 421.39 ERR.:;;';;;-; ERR 191.70 0.46 419.92 EP,R^ ;.` ERR 192.70 0.46 418.46 ERR ERR 193.70 0.46 417.01 ERR.f=,`; ERR 194.70 0.46 415.57 ERR I ERR 195.70 0.46 414.15 ERR_„?` ;;;; ERR 195.70 0.46 412.74 ERR. :='ry ERR 197.70 0.45 411.34 ERR i;:-:.', ERR 193.70 0.45 409.95 ERR„ = - ERR 199.70 0.45 408.57 ERR S: ;'1 ERR 200.70 0.45 407.21 ERR:',,`::; ERR 201.70 0.45 405.65 ERR'; .'.'_'.•' ERR 202.70 0.45 404.51 ERR__zS ERR 203.70 0.45 403.18 .ERRl ERR 204,70 0.44 401.85 ERR :':.:? ERR 205.70 0.44 400 55 ERR'`' ',::' ERR 206.70 0.44 399.25 ERRi' h'i ERR 207.70 0.44 397.95 ERR, a- ERR 208.70 0.44 396.63 ERR,; _rrl ERR 209.70 0.44 395.41 ERR ERR ERR 210.70 0.44 394.16 ERR_!-:°;'I ERR 211.70 0.43 392.91 ERR i;j ERR 212.70 0.43 391.67 ERR:. ::;l ERR 213.70 0.43 390.44 c ERR ERR 214.70 0.43 339 22 ERR:;;= ERR 215.70 0.43 333 01 ERR=^<-;',t ERR 216.70 0.43 385 81 ERR:";!> ERR 217.70 0.43 335.62 ERR :'` .,y ERR 218.70 0.42 334.44 ERR " 5` ERR 219.70 0.42 383.26 ERR'.e.<'':; ERR 220.70 0.42 332.10 ERR "_P;' ERR 221.70 0.42 380.94 ERR ";<:a ERR e 222.70 0.42 379 80 �•;ERR ERR,?,'v;•�{ 223.70 0.42 378.66 ERR ERR ERR 224.70 0.42 377.53 .-ERR is ERR 225.70 0.42 376 41 ERR,.�',.t ERR 226.70 0.41 375.29 j'ERR r`; ERR 227.70 0.41 374.19 .ERR,;'C•i1 ERR 228.70 0.41 373.09 w ERR, :_"'+ ERR MODIFIED RATIONAL METHOD WEST'CATRON @ CATRC ST. O' Qp=CiA Q PRE-DEVELOPMENT i=a'(DURATION)"-(b) (CITY OF BOZEMAN) BASIN AREA PRE= V-, 436 ACRES STORM EVENT NTENSIT ,STORM i COEFF (YR) (INIHR) ;: :,A. B PRE-DEV TC= 0.00 MIN 0.00 HR 2 ERR 0.36 0.6 5 ERR 0.52 0.64 PRE-DEV C= 0.2 �10 0.65 � ERR 0.64.,. ERR 0.70 .0.64 STORM A= `:,'0.78 50 ERR 0.92 0.66 B=...:. 0.64 100 ERR 1,.01 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 436 ACRES POST-DEV TC= _:300.00 MIN 5.00 HR POST-DEV C= 0.41 STORM INTENSITY= 0.28 IN/HR 10 YR POST-DEV Qp= 49.78 CFS DELTA DURATION= 1 MAX VOLUME MAXYOLLIMEAVERAGE VOL,, POND VOLUME CALCULATIONS: (CFT);a ' ,'j(CFT){�; j - (CFT) ERR, r,. ..ERR Triangle,Release'i Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME RETENTION)VOL (MIN) (IN/HR) (CFS) = ;:".`.(CFTj .' (CFT) (C 285.00 0.29 51.44 ERR'--- ERR 527699.52 286.00 0.29 51.32 c ERR_t, ERR 287.00 0.29 51.21 ;ERR,:,^':;c ERR 288.00 0.29 51.09 - =ERR:-' ERR 289.00 0.29 50.98 :..ERR;Y"'.­ ERR 290.00 0.28 50.87 _ERR::'; i ERR 291.00 0.28 50.76 'ERR;"' a ERR ' 4 292.00 0.28 50.E5 C$ERRY`;}.� ERR 293.00 0.28 50.53 r:-ERR` ;:;; ERR 294.00 0.28 50.42 ,ERR +_t3t?'r, ERR 295.00 0.28 50.31 ERR rt 'c"i^ ERR 296.00 0.28 50.21 ':ERR ERR 297.00 0.28 50.10 "ERR';;=i%"i ERR 298.00 0.28 49.99 ERR_,';;; ERR 299.00 0.2e 49.e3 ERR 300.00 0.28 49.78 ERR ERR 301,00 0.28 49.67 ERR r` ERR 302.00 0.28 49.57 ERR< ERR 303.00 0.28 49.46 ERR+;j.":I ERR 304.00 0.28 49.36 ERR_; •.{j ERR 305.00 0.28 49.25 ER ERR 306.00 0.27 49.15 C'ERR" ;`,' ERR 307.00 0.27 49.05 ERR:: ERR 308.00 0.27 48.95 ERR M,yS;'',: ERR 309.00 0.27 43.84 ERR,: „';;,` ERR 310,00 0.27 48.74 ?.ERRN> `-I ERR 311.00 0.27 48.64 EP.•R. ,::` ERR 312.00 0.27 40.54 ERR ERR 313.00 0.27 48.44 ERR„y'a', ERR 314.00 0.27 43.34 ERR:;,:;':,; ERR 315.00 0.27 49.25 ERR,`..ci'._a ERR 316.00 0.27 43.15 ERR; ERR 317.00 0.27 43.05 ERR =.;;; ERR 318.00 0.27 47.95 ERR,=;,;;=';;� ERR_ 319.00 0.27 47.88 ERR,:;:.,_- ERR 320.00 0.27 47.76 ERR_ ERR 321.00 0.27 47.67 ERR:,;,--:," ERR 322.00 0.27 47.57 ERR=r. 5`;,i ERR 323.00 0.27 47.40 `.FRR; ERR 324.00 0.27 47.35 ERR " ERR 325.00 0.26 47.29 ERR-'',?''. ERR 326.00 0.26 47.20 ERR -,;':,;; ERR 327.00 0.26 47.11 ER ERR ERR 328.00 0.2-3 47.01 ERR=;..;•., ERR 329.00 0.26 46.92 ERR., „; j ERR 330.00 0.26 45.83 ERR;? :,:! ERR 331.00 0.26 45.74 <ERR:-r ERR 332.00 0.26 45.65 =fERRr ,:, ERR 333.00 0.26 46.56 ERRT ;:� ERR 334.00 0.26 45.47 ':ERR,, r<';! ERR 335.00 0.26 46.38 ERR xd; ._ ERR 336.00 0.26 46.29 ERR`i =:{ ERR 337.00 0.26 43.21 C.ERR�;,, ERR MODIFIED RATIONAL METHOD WEST CATRON @ CATRG. . ST. Op=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE_ .'436 ACRES STORM EVENT NTENSIT ::;STORM i COEFF. (YR) (IN/HR) r _A. .:..;. B PRE-DEV TC= '0.00 MIN 0.00 HR 2 ERR 0.36 0.6 ERR '..0.52 .. 0.64 PRE-DEV C= ;0.2 10 ERR 0.64 0.65 25 ERR `:'0.78 0.64 STORM A-= 1.01 50 ERR 0.92 0.66 B='".',.'0.67 CO ERR 1.01 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Op= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 436 ACRES POST-DEV TC= !?_300,00 MIN 5.00 HR POST-DEV C= 0.6 STORM INTENSITY= 0.34 IN/HR 10 YR POST-DEV Op= 89.88 CFS DELTA DURATION= 1 h1AX VOLUME MAX VOLUME i AVERAGE VOL POND VOLUME CALCULATIONS: (CFT) ` (CFT) ,ERR.::;:_,-�'-E.'.LE RR_' s �•�_=.ERR Triangle Release:j Constant Release DURATION INTENSITY Op 'POND VOLUME:F.POND VOLUME RETENTION VOL (%IIN) (IN/HR) (CFS) `?=;;_(CFT)' °+`. (CFT) (CFT) 265.00 0.36 93.02 :r'EERR I:;;: ERR 772243.20 286.00 0.35 92.80 --ERR m' `O ERR 287.00 0.35 92.58 ;':ERR:`c=? ERR 288.00 0.35 92.37 ;'ERR" 5: ERR 289.00 0.35 92.15 - _, 'ERR; z;, ERR 290.00 0.35 91.94 ERji.'; c ERR 291.00 0.35 91.73 ,;�ERR_;;;�� ERR 292.00 0.35 91.52 ' ERR tii':. ERR 293.00 0.35 91.31 ERR r;'c`'; ERR 294.00 0.35 91.10 ' ERR:x„ - ERR 295.00 0.35 90.89 7 ERR '�"" i ERR 296.00 0.35 90.69 ERR.::'':i; ERR 297.00 0.35 90.48 ERR.r;';i";' ERR 298.00 0.35 90.28 ERR," ,;. ERR 299.00 0.34 90.08 ERR''.`, ERR 300.00 0.34 89.58 ERR ERR 301.00 0.34 89.68 ERR " ERR 302.00 0.34 89.4E ERR ERR 303.00 0.34 89.28 ERR '.' ERR 304.00 0.34 89.08 ERR.:;';-.,; ERR 305.00 0.34 88.69 ERR.:,.''° .; ERR 306.00 0.34 88.69 -ERR.;;=;.:' ERR 307.00 0.34 88.50 ...ERR::>`, ERR 303,00 0.34 83.31 ERR fl-mi,l ERR 309.00 0.34 88.11 ERR I`_: ERR 310.00 0.34 87.92 ERR,:"" ERR 311.00 0.34 87.73 ERR }`;:I ERR 312.00 0.33 87.55 ERR,:• ,`:; ERR 313.00 0.33 67.36 ERR. ERR 314.00 0.33 87.17 ERR;I`r ERR R 315.00 0.33 86.99 ER , ERR 316.00 0.33 B5.83 ERR ) ERR 317.00 0.33 86.52 ERR.,':':;;':i ERR 318.00 0.33 86.44 :ERR s?`` ERR 319.00 0.33 86.25 ERR_t''" ERR 320.00 0.33 86.07 ;ERR:;`:-S'•; ERR 321.00 0.33 85.89 ERR..;:';;,; ERR 322.00 0.33 85.72 'ERR = '',; ERR 323.00 0.33 85.54 ERR_"'` •' ERR 324.00 0.33 85 36 ERR ERR 325.00 0.33 85.13 ERR %?:,.? ERR 326.00 0.32 85.01 ERR.:'{ ERR 327.00 0.32 84.83 ERR ERR 329.00 0.32 84.66 ERR ERR 329.00 0.32 84.49 ERR ERR 330.00 0.32 84.32 .ERR ,•:{ ERR 331.00 0.32 B4.15 ERR ; ERR 332.00 0.32 83 98 ERR ERR 333.00 0.32 83.81 ERR,;=: ERR 334.00 0.32 83 64 ERR '' ERR 335.00 0.32 83.47 ERR ERR 336.00 0.32 83.31 ERR;.... ' ERR CUJILJVERTi NOMOGRAMS The Gallatin Center Subdivision, Phase 1 Qi , = 2 o j� 290 CONCRETE PIPE DESIGN MANUAL o ,4I N O FIGURE 93 �� s CFS CULVERT CAPACITY 3 Pam.p, FIGURE 94 51.1 A1C4J lQICC .. Sneu% n.,.. ! Q EQUIVALENT 42-INCH CIRCULAR i 0 20 20 0 - I - 78 :: 1.__•-: ~ II Ii l ♦ Z_z' M ann in g's-n=0.0 1 2 LLJ iI JwLLz_ 18 LL Projecting Inlet w . Outlet Unsubmerged ...... APProx.Equivalent - -Circular 0 Size Based on Periphery 16...... I 1 O LU i O - I J - I I O 4 1 1-%- O 14 LL _... - - 0 - LL H J J - 1 j: _ �I 12LL 3 12 LL Q 10 _ - - - - - _ ,R9' - - h - - -- Q 7 - - - - - -= > 10 _. t- r....._..,_ - - - - Z C B - :_. z L J 8 I - v -o .. F- I {I! I z 6 ..... J 6_ - . . - - - - o LL ' -�- - - - _ LL f 4 - tn 11 I� > - - t - - Q I- - 1 2 f_T.;: I: .... -:r 77 0 - 1 - _ 0 60 . 40 80 100 120 140 160 SO 7_ CULVERT DISCHARGE Q IN CUBIC FEET PER SECOND IM ' M lMI R. .F .. ....Wwx A , tra, n.o -�,st %R Isr'-wi.M.4' Av,N R2� 71 h L P;e nell XTti T VTRti i k- 111Tl r U-U CROSS SECTIONS The Gallatin Center Subdivision, Phase 1 �o v, � a 3 0 lL CD N LL to In co In n Cl) 0 EN Ull C CZ n .� o U _ U c a; O N o m �o N lip w i m U � Y O o U CO IE o U) C6 U c U� r O N U � .0 _Q U) �C C U U C O O C) y O (a C O O O 'Z7 L 0 U o c�iT- o 000rn ALL, ooUn000 -r- -O -p Un Ull o O N m C7 1-1 t- N N Ull CU c C O O Q } O Q Q O C uvi 2u) a 0 LL N Q� O — N .2 Q) U U N W O ILLC C ;D U) Up O O O C .0 (n N a.. a- ?>> emu) (n � UL7J � Cf] C]I c cy c C) • - N � [_1 O � r, L6o N N O c� Q 3 0 LL Un N LO Ln rr IN I M O a N c Lr C n U c � S O � a N C O Cl ; = � T () i a, a o o U U N U cl J N c U E C7 v c O E $ i O s n- Q � r O i E > > 0 0 0 E -a M E 000 U U O N O O O E p I6 LL CO -- O O O X O CO Q1 CD CD O CD (i3 C7 Ep 0) m O O C6 C6 1-- Un O O C �u O � @ v o O L)_ O EO 4-- N Q C O UO N O CD- O CDC O N O Q U o CO (n N LL w W w ° �I I ECOItoi i- I�i I �a Ia > [L- �I IU I� U J �� CD I I I�I O CC) O O O O O O O 00 rn O O O O O O O O N O O O O O O O I— (D LO ct UD N r o — _I _r._..__.- ENTRANCE & SIDEWALK CULVERTS The Gallatin Center Subdivision, Phase 1 MODIFIED RATIONAL METHOD TARGET- CULVERT Qp=C i A EAST ENTRANCE PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) 'SIN AREA PRE= 6.09 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B HRE-DEV TC= 0.60 MIN 0.00 HR 2 ERR 0.36 0.6 5 ERR 0.52 0.64 PRE-DEV C= 0.2 10 ERR 0.64 0.65 25 ERR 0.78 0.64 STORM A=' 0.64" 50 ERR 0.92 6:66 B= 0.65 100 ERR 1.01 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIS:AREA PRE= 6.09 ACRES POST-DEV TC= 13.00 MIN 0.22 HR POST-DEV C= 0.85 STORM INTENSITY= 1.73 IN/HR 10 YR POST-DEV Qp= 8.95 CFS DELTA DURATION= 1 MAX VOLUME MAX VOLUME; AVERAGE VOL POND VOLUME CALCULATIONS: (CFT). (Cm (CFT) ' -ERR ERR ERR Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) (CFT) (CFT) 12.35 1.79 9.26 ERR ERR 15281.03 13.35 1.70 8.80 ERR ERR 14.35 1.62 8.40 ERR ERR 15.35 1.55 8.04 ERR ERR 16.35 1.49 7.71 ERR ERR 17.35 1.43 7.42 ERR ERR G{Ce WAl!4Ni%lQr1 f >- �T" 18.35 1.38 7.16 ERR ERR 4N v, " lC, ) W T_'� 19.35 1.34 6.91 ERR ERR f7ZLU_ LOW r.JC 1::]�-_�-D 177Os�( 20.35 1.29 6.69 ERR ERR 21.35 1.25 6.48 ERR ERR 22.35 1.22 6.29 ERR ERR 23.35 1.18 6.12 ERR ERR 24.35 1.15 5.95 ERR ERR 25.35 1.12 5.80 ERR ERR Q��� _ -Fs 26.35 1.09 5.66 ERR ERR 27.35 1.07 5.52 ERR ERR 28.35 1.04 5.39 ERR ERR 29.35 1.02 5.27 ERR ERR / 30.35 1.00 5.16 ERR ERR 31.35 0.98 5.05 ERR ERR 32.35 0.96 4.95 ERR ERR 33.35 0.94 4.85 ERR ERR I �� 34.35 0.92 4.76 ERR ERR �sE '2j �! 2Z A 35.35 0.90 4.67 ERR, ERR I 1 36.35 0.89 4.59 ERR ERR 37.35 0.87 4.51 ERR ERR ( P u 38.35 O.B6 4.43 ERR ERR 39.35 0.84 4.36 ERR ERR G�J2GLt JZ 40.35 0.83 4.29 ERR ERR 4 .35 0.8 4. ERR ERR �/ 2. L C 42.35 0.80 4.15 15 ERR ERR f P J 43.35 0.79 4.09 ERR ERR 44.35 0.78 4.03 ERR ERR 45.35 0.77 3.97 ERR ERR 46.35 0.76 3.92 ERR ERR 47.35 0.75 3.86 ERR ERR 48.35 0.74 3.81 ERR ERR 49.35 0.73 3.76 ERR ERR 50.35 0.72 3.71 ERR ERR 51.35 0.71 3.67 ERR ERR 52.35 0.70 3.62 ERR ERR 53.35 0.69 3.58 ERR ERR 54.35 0.68 3.53 ERR ERR 55.35 0.67 3.49 ERR ERR 56.35 0.67 3.45 ERR ERR 57.35 0.66 3.41 ERR ERR 58.35 0.65 3.37 ERR ERR 59.35 0.64 3.34 ERR ERR 60.35 0.64 3.30 ERR ERR 61.35 0.63 3.27 ERR ERR 62.35 0.62 3.23 ERR ERR 63.35 0.62 3.20 ERR ERR 64.35 0.61 3.17 ERR ERR MODIFIED RATIONAL METHOD TARGET- CULVERT Qp=CiA UNDER MAX TO POND PRE-DEVELOPMENT i=a"(DURATION)A-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 0.7 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 0.00 MIN 0.00 HR 2 ERR 0.36 0.6 5 ERR 0.52 0.64 PRE-DEV C= 0.2 10 ERR 0.64 0:65 25 ERR 0.78 0.64 STORM A= 0.64 50 ERR 0.92 0:66 B= 0,65 100 ERR 1.01 0:67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 0.7 ACRES POST-DEV TC= 8.00 MIN 0.13 HR POST-DEV C= 0.85 STORM INTENSITY= 2.37 IN/HR 10 YR POST-DEV Qp= 1.41 CFS DELTA DURATION= 1 MAX VOLUME MAX VOLUME' AVERAGEVOL POND VOLUME CALCULATIONS: (CFT) (CFT) (CFT) ERR ERR- - ERR_- Triangle Release :Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) (CFT) (CFT) 7.60 2.45 1.46 ERR ERR 1756.44 8.60 2.26 1.35 ERR ERR 9.60 2.11 1,25 ERR ERR 10.60 1.97 1.18 ERR ERR 11.60 1.86 1.11 ERR ERR ]�,�' 12.60 1.76 1,05 ERR ERR J�(1J�{ (/V1�alb WJTi4 13.60 1,68 1.00 ERR ERR 1I , 14.60 1.60 0.95 ERR ERR (Zayy/N`I C,�LLG�a>v�JJ7rot.� 15.60 1.54 0.91 ERR ERR 16.60 1.48 0.88 ERR ERR 17.60 1.42 0.85 ERR ERR 18.60 1.37 0.82 ,ERR ERR 19.60 1.32 0.79 ERR ERR 2 .60 1.2 0.7 ERR ERR 21.60 1.24 0.74 ERR ERR . 22.60 1.21 0.72 ERR ERR 23.60 1.17 0.70 ERR ERR L� 24.60 1.14 0.68 ERR ERR 25.60 1.11 0.66 ERR ERR 26.60 1.09 0.65 .ERR ERR 27.60 1.06 0.63 ERR ERR r / 28.60 1.04 0.62 ERR ERR / 29.60 1.01 0.60 ERR ERR 30.60 0.99 0.59 ERR ERR 31.60 0.97 0.58 ERR ERR 32.50 0.95 0.57 ERR ERR 33.60 0.93 0.56 ERR" ERR 1 Fcf> 34.60 0.92 0.54 ERR ERR tiTr 35.60 0.90 0.53 ERR ERR 36.60 0.88 0.53 ERR ERR 37.60 0.87 0.52 ERR ERR 38.60 0.85 0.51 ERR ERR 39.60 0.84 0.50 ERR ERR 40.60 0.82 0.49 ERR ERR 41.60 0.81 0.48 ERR ERR 42.60 0.80 0.48 ERR ERR 43.60 0.79 0.47 ERR ERR 44.60 0.78 0.46 ERR ERR 45.60 0.76 0.46 ERR ERR 46.60 0.75 0.45 ERR ERR 47.60 0.74 0.44 ERR ERR 48.60 0.73 0.44 ERR ERR 49.60 0.72 0.43 ERR ERR 50.60 0.71 0.43 ERR ERR 51.60 0,71 0.42 ERR ERR 52.60 0.70 0.41 ERR ERR 53.60 0.69 0.41 ERR ERR 54.60 0.68 0.40 ERR ERR 55.60 0.67 0.40 ERR ERR 56.60 0.66 0.40 ERR ERR 57.60 0.66 0,39 ERR ERR 58.60 0.65 0.39 ERR ERR 59.60 0.64 0.38 ERR,_ ERR MODIFIED RATIONAL METHOD TARGET- CULVERT Qp=C i A NORTH ENTRANCE PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1.03 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B .'RE-DEV TC= 0.00 MIN 0.00 HR 2 ERR 0.36 0.6 5 ERR 0.52 0.64 PRE-DEV C= 0.2 10 ERR .0.64 0.65 25 ERR 0,78 0.64 STORM A= 0.64 50 ERR 0.92 0.66 B= 0.65 100 ERR 1.01 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 1.03 ACRES POST-DEV TC= 8.00 MIN 0.13 HR POST-DEV C= 0.85 STORM INTENSITY= 2.37 IN/HR 10 YR POST-DEV Qp= 2.08 CFS DELTA DURATION= 1 MAX VOLUME MAXVOLUME' i AVERAGEVOL' POND VOLUME CALCULATIONS: (CFT) (CFT) (CFT) ERR ERR ERR Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) (CFT) (CFT) 7.60 2.45 2.15 ERR ERR 2584.48 8.60 2.26 1.98 ERR ERR 9.60 2.11 1.84 ERR ERR 10.60 1.97 1.73 ERR ERR '� ` y/`1/ 11.60 1.86 1.63 ERR ERR gv�{}jJ�((`� /�l 12.60 1.76 1.55 ERR ERR `� ��/ 13.60 1.66 1.47 ERR ERR n 14.60 1.60 1.40 ERR ERR w)NV/ �LL ` QIf 0 t NoK2 15.60 1.54 1.34 ERR ERR --•--- - - ----- 16.60 1.48 1.29 ERR ERR 17.60 1.42 1.24 ERR ERR 18.60 1.37 1.20 ERR ERR 19.60 1.32 1.16 ERR ERR 2 .60 1.2 1. ERR ERR 21.60 1.24 1.0909 ERR ERR 22.60 1.21 1.06 ERR ERR 23.60 1.17 1.03 ERR ERR 24.60 1.14 1.00 ERR ERR 25.60 1.11 0.97 ERR ERR 26.60 1.09 0.95 ERR. ERR 27.60 1.06 0.93 ERR ERR 28.60 1.04 0.91 ERR ERR - ✓ a 29.60 1.01 0.89 ERR ERR 30.60 0.99 0.87 ERR ERR 31.60 0.97 0.85 ERR ERR 32.60 0.95 0.83 ERR ERR �7 33.60 0.93 0.82 ERR _ ERR 34.60 0.92 0.80 ERR ERR Gam- j1�J� 35.60 0.90 0.79 ERR ERR 36.60 0.88 0.77 ERR ERR 37.60 0.87 0.76 ERR ERR 38.60 0.85 0.75 ERR ERR 39.60 0.84 0.73 ERR ERR 4 .60 0.82 0.7 ERR ERR _ r 41.60 0.81 0.711 ERR ERR 42.60 0.80 0.70 ERR ERR 43.60 0.79 0.69 ERR ERR 44.60 0.78 0.68 ERR ERR 45.60 0.76 0.67 ERR ERR 46.60 0.75 0,66 ERR ERR 47.60 0.74 0.65 ERR ERR 48.60 0.73 0.64 ERR ERR 49.60 0.72 0.63 ERR ERR 50.60 0.71 0.63 ERR ERR 51.60 0.71 0.62 ERR ERR 52.60 0.70 0.61 ERR ERR 53.60 0.69 0.60 ERR ERR 54.60 0.68 0.60 ERR ERR 55.60 0.67 0.59 ERR ERR 56.60 0.66 0.58 ERR ERR 57.60 0.66 0.58 ERR ERR 58.60 0.65 0.57 ERR ERR 59.60 0.64 0.56 ERR ERR MODIFIED RATIONAL METHOD TARGET- SIDEWALK CUL) RT Qp=CiA EAST SIDE NEAR INT. OF MAX & -ATRON PRE-DEVELOPMENT i=a`(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 6.4 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B PRE-DEVTC= 0.00 MIN 0.00 HR 2 ERR 0.36 0.6. 5 ERR 0.52 0.64 PRE-DEV C= 0.2 10 ERR 0.64 0.65 25 ERR 0.78 0.64 STORM A= 0.64 50 ERR 0.92 0.66 B= 0.65 100 ERR 1.01 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 6.4 ACRES POST-DEV TC= 14.00 MIN 0.23 HR POST-DEV C= 0.85 STORM INTENSITY= 1.65 IN/HR 10 YR POST-DEV Qp= 8.97 CFS DELTA DURATION= 1 MAX VOLUME MAX VOLUME AVERAGE VOL; POND VOLUME CALCULATIONS: (CFT) (CFT) (CFT) ERR -ERR... '_ .....ERR . i Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) (CFT) (CFT) 13.30 1.70 9.27 ERR ERR 16058.88 14.30 1.63 8.84 ERR ERR 15.30 1.56 8.46 ERR ERR 16.30 1.49 8.12 ERR ERR 17.30 1.44 7.81 ERR ERR 18.30 1.38 7.53 ERR ERR .30 1. 7. ERR ERR 20 _ it I LL �� 20.30 1.29 29 7.04 04 ERR ERR FFJVY L r)rS��c) 21.30 1.25 6.83 ERR ERR 22.30 1.22 6.62 ERR ERR 23,30 1.18 6.44 ERR ERR 24.30 1.15 6.27 ERR ERR 25.30 1.12 6.10 ERR ERR 26.30 1.09 5.95 ERR ERR 27.30 1.07 5.81 ERR ERR 28.30 1.04 5.67 ERR ERR 29.30 1.02 5.55 ERR ERR 30.30 1.00 5.43 ERR ERR 1 31.30 0.98 5.31 ERR ERR 32.30 0.96 5.21 ERR ERR 33.30 0.94 5.10 ERR ERR 34.30 0.92 5.01 ERR ERR i O 35.30 0.90 4.92 ERR ERR 36.30 0.89 4.83 ERR ERR 37.30 0.87 4.74 ERR ERR 38.30 0.86 4.66 ERR ERR 39.30 0.84 4.58 ERR ERR /L 22- 40.30 0.83 4.51 ERR ERR v1 41.30 0.82 4.44 ERR ERR 42.30 0.80 4.37 ERR ERR 43.30 0.79 4.30 ERR ERR 44.30 0.78 4.24 ERR ERR 45.30 0.77 4.18 ERR ERR 46.30 0.76 4.12 ERR ERR _ 47.30 0.75 4.06 ERR ERR / 48.30 0.74 4.01 ERR ERR 49.30 0.73 3.96 ERR ERR 50.30 0.72 3.90 ERR ERR 51.30 0.71 3.85 ERR ERR 52.30 0.70 3.81 ERR ERR 53.30 0.69 3.76 ERR ERR 54.30 0.68 3.71 ERR ERR 55.30 0.67 3.67 ERR ERR 56.30 0.67 3.63 ERR ERR 57.30 0.66 3.59 ERR ERR 58.30 0.65 3.55 ERR ERR 59.30 0.64 3.51 ERR ERR 60.30 0.64 3.47 ERR ERR 61.30 0.63 3.43 ERR ERR 62.30 0.62 3.40 ERR ERR 63.30 0.62 3.36 ERR ERR 64.30 0.61 3.33 ERR ERR 65.30 0.61 3.30 ERR.__ __ ERR MODIFIED RATIONAL METHOD TARGET- SIDEWALK CULY-RT Qp=CiA NORTH SIDE NEAR INT. OF MAX - .';ATRON PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) 9ASIN AREA PRE= 1.45 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B RE-DEV TC= 0.00 MIN 0.00 HR 2 ERR 0.36 0.6 5 ERR 0.52 0.64 PRE-DEV C= 0.2 10 ERR 0.64 0.65 25 ERR 0.78 0,64 STORM A= 0.64 50 ERR 0.92 0.66 B= 0.65 100 ERR 1.01 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 1.45 ACRES POST-DEV TC= 12.00 MIN 0.20 HR POST-DEV C= 0.85 STORM INTENSITY= 1.82 IN/HR 10 YR POST-DEV Qp= 2.25 CFS DELTA DURATION= 1 MAX VOLUME MAX VOLUME' AVERAGE VOL POND VOLUME CALCULATIONS: (CFT) (CFT) (CFT) ERR ERR ERR Triangle Release Constant Release DURATION INTENSITY Op POND VOLUME POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) (CFT) (CFT) 11.40 1.88 2.32 ERR ERR 3638.34 12.40 1.78 2.20 ERR ERR 13.40 1.70 2.09 ERR ERR 14.40 1.62 1.99 ERR ERR 15.40 1. 1. ERR ERR � �,f'' 16.40 1.49 49 1.83 ERR ERR USEW��rjir\!.�•_ 17.40 1.43 1.76 ERR ERR I 1 .40 1.3 1. ERR ERR FULL ��� Cotig 17 D 19.40 1.33 i.64 fi4 ERR ERR l.. 20.40 1.29 1.59 ERR ERR - ^---- - ----_, 21.40 1.25 1.54 ERR ERR 22.40 1.21 1.50 ERR ERR 23.40 1.18 1.45 ERR ERR 24.40 1.15 1.42 ERR ERR 25.40 1.12 1.38 ERR ERR 26.40 1.09 1.35 ERR ERR 27.40 1.07 1.31 ERR ERR Z V 28.40 1.04 1.28 ERR ERR �L��, 29.40 1.02 1.25 ERR ERR 30.40 1.00 1.23 ERR ERR 31.40 0.97 1.20 ERR ERR 32.40 0.96 1.18 ERR ERR 33.40 0.94 1.15 ERR ERR / 34.40 0.92 1.13 ERR ERR 35.40 0.90 1 A 1 ERR ERR 36.40 0.89 1.09 ERR ERR 37.40 0.87 1.07 ERR ERR 38.40 0.86 1.05 ERR w ERR 39.40 0.84 1.04 ERR ERR 40.40 0.83 1-02 ERR ERR V' 41.40 0.81 1.00 ERR ERR 42.40 0.80 0.99 ERR ERR 43.40 0.79 0.97 ERR ERR 44.40 0.78 0.96 ERR ERR / 45.40 0.77 0.95 ERR ERR 46.40 0.76 0.93 ERR ERR �J 47.40 0.75 0.92 ERR ERR 48.40 0.74 0.91 ERR ERR 49.40 0.73 0.90 ERR ERR 50.40 0.72 0.88 ERR ERR 51.40 0.71 0.87 ERR ERR 52.40 0.70 0.86 ERR ERR 53.40 0.69 0.85 ERR ERR 54.40 0.68 0.84 ERR ERR 55.40 0.67 0.83 ERR ERR 56.40 0.67 0.82 ERR ERR 57.40 0.66 0.81 ERR ERR 58.40 0.65 0.80 ERR ERR 59.40 0.64 0.79 ERR ERR 60.40 0.64 0.79 ERR ERR 61.40 0.63 0.78 ERR ERR 62.40 0.62 0.77 ERR ERR 63.40 0.62 0.76 ERR ERR INLET CALCULATIONS TIONS The Gallatin Center Subdivision, Phase 1 MODIFIED RATIONAL METHOD TARGET- PARKING LOT IN' -T Qp=CIA NORTH SIDE NEARTARGET'S MIL ENTRANCE PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) aSIN AREA PRE= 1.03 ACRES STORM EVENT NTENSIT STORM i COEFF (YR) (IN/HR) A B ,,RE-DEV TC= 0.00 MIN 0.00 HR 2 ERR 0.36 0,6 5 ERR 0.52 0.64 PRE-DEV C= 0.2 10 ERR 0.64 0.65 25 ERR 0.78 0.64 STORM A= 0.64 50 ERR 0.92 0.66 B= 0.65 100 ERR 1.01 0.67 STORM INTENSITY= ERR IN/HR PRE-DEV Qp= ERR CFS POST-DEVELOPMENT BASIN AREA PRE= 1.03 ACRES POST-DEV TC= 8.00 MIN 0.13 HR POST-DEV C= 0.85 STORM INTENSITY= 2.37 IN/HR 10 YR POST-DEV Qp= 2.08 CFS DELTA DURATION= 1 MAX VOLUME MAX VOLUME AVERAGE.VOL POND VOLUME CALCULATIONS: (CFT) (CFT) (CFT) ERR ERR ERR Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME RETENTION VOL (MIN) (IN/HR) (CFS) (CFT) (CFT) (CFT) 7.60 2.45 2.15 ERR ERR 2584.48 8.60 2.26 1.98 ERR ERR 9.60 2.11 1.84 ERR ERR 110.60 1.86 1.63 ERR ERRi',{ /�_A- %`j�� V`1 12.60 1.76 1.55 ERR ERR 13.60 1.68 1.47 ERR ERR r 14.60 1.60 1.40 ERR ERR { 15.60 1.54 1.34 ERR ERR `__ 16.60 1.48 1.29 ERR ERR +~_� 17.60 1.42 1.24 ERR - ERR 18.60 1.37 1.20 ERR ERR 19.60 1.32 1.16 ERR ERR 20.60 1.28 1.12 ERR ERR 21.60 1.24 1.09 ERR ERR 22.60 1.21 1.06 ERR ERR 23.60 1.17 1.03 ERR ERR l-�( 24.60 1.14 1.00 ERR ERR 25.60 1.11 0.97 ERR ERR 26.60 1.09 0.95 ERR ERR 27.60 1.06 0.93 ERR ERR 28.60 1.04 0.91 ERR ERR .60 .01 0.8 ERR ERR 30 0.60 .9 0.87 (2 C ERR ERR ( �j 31.60 0.97 0.855 ERR ERR 32.60 0.95 0.83 ERR ERR 33.60 0.93 0.82 ERR ERR 34.60 0.9 0. ERR ERR 3 .60 0. 0.79 ERR ERR 36.60 0.88 0 88 0.77 ERR ERR (� 37.60 0.87 0.76 ERR ERR 38.60 0.85 0.75 ERR ERR 39.60 0.84 0.73 ERR ERR 40.60 0.82 0.72 ERR ERR 41.60 0.81 0.71 ERR ERR 42.60 0.80 0.70 ERR ERR 43.60 0.79 0.69 ERR ERR �'� // � 45.60 0.76 0.67 ERR ERR _%/\/Lz- l11/ �S'Ll C o✓`J,�•� n"J�t1� 46.60 0.75 0.66 ERR ERR 47.60 0.74 0.65 ERR ERR fJ r- 48.60 0.73 0.64 ERR ERR 49.60 0.72 0.63 ERR ERR L 5 .60 0.71 0.63 ERR ERR 51.60 0-71 0.62 ERR ERR 52.60 0.70 0.61 ERR ERR 53.60 0.69 0.60 ERR ERR 54.60 0.6 0. ERR ERR 55.60 0.677 0.5959 ERR ERR 56.60 0.66 0.58 ERR ERR 57.60 0.66 0.58 ERR ERR 53.60 0.65 0.57 ERR ERR 59.60 0.64 0.56 ERR ERR