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HomeMy WebLinkAboutFile Documents.931 Gibson Ave.0037-2019-BRES (8) • B5-Pipe PR3.7 Cleanout To PR3.2Cleanout on, 40.22'Of 6"SDR-35 @ 2.16% PR 3.7 Connection(Cleanout) Cleanout PR 3.4 and 3.9 Cleanout B4-Pipe PR3.4 Cleanout To PR3.7 Cleanout Inv In:7930.76' CleanoutAlli New Downspout Tie-In B5-Pipe PR3.7 Cleanout To PR3.2 Cleanout Inv Out:7930.76' B2-Pipe PR3.10 To PR3.4 Cleanout(1)Inv In:7931.04' CRYSTAL RIVERCIVIL `xsr B4-Pipe PR3.4 Cleanout To PR3.7 Cleanout Inv Out:7931.04' Collects Subbasin 1.5 A14-Pipe New Downspout Tie-In To New Downspout Tie-In 2 Inv Out 7930.14' 1101 Village Road,Unit UL-3C `x- Carbondale,CO 81623 B4-Pipe PR3.4 Cleanout To PR3.7 Cleanout (970)510-5312 A14-Pipe New Downspout Tie-In To New Downspout Tie-In 2 14.26'Of 6"SDR-35 @ 1.96 28.81'Of 4"SDR-35 @ 1.00% \ Ex-,,t r B2-Pipe PR3.10 To PR3.4 Cleanout(1) / \ 12.14'Of 6"SDR-35 @ 1.75% Gxs, PR 3.2 and 3.3 / Gib., Cleanout Ongt' New Pipe Tee 2 B5-Pipe PR3.7 Cleanout To PR3.2 Cleanout Inv In:7929.89' a Exs, Additional Pipe Tee Added To design B6-Pipe PR3.2 Cleanout To PR3.2 Connection Inv Out:7929.89' B2-Pipe PR3.10 To PR3.4 Cleanout Inv In:7931.25' B3-Pipe Downspout To Pipe Tee Inv In:7931.25' 86-Pipe PR3.2 Cleanout To PR3.2 Connection / t a B2-Pipe PR3.10 To PR3.4 Cleanout(1)Inv Out:7931.25' 11.83'Of 6"SDR-35 @ 0.76% / 4/ PR 3.2 and 3.3 Connection / I", B3-Pipe Downspout To Pipe Tee 22.61'Of 4"SDR-35 @ 1.00% / \ Cleanout ^.... ,, ,' a I New Downspout Tie-In 3 B2-Pipe PR3.10 To PR3.4 Cleanout �7� \ B6-Pipe PR3.2 Cleanout To PR3.2 Connection Inv In:7929.80' ,- i ,' / i` Collects Subbasin 1.9 27.25'Of 6"SDR-35 @ 1.75% gi B7-Pipe PR3.2 Connection To Drywell Inv Out:7929.80' / / i R.' \ B3-Pipe Downspout To Pipe Tee Inv Out:7931.48'\�_. i, ,'.e PR3.10 Connection Alt 2(Cleanout) ,' �� \ <xsr Cleanout New Downspout Tie-In 2 --- A d ii , Bl-Pipe PR3.11 Connection To PR3.10 Connection Inv In:7931.73' Collects Subbasin 1.6 / / ! i I ` B2-Pipe PR3.10 To PR3.4 Cleanout Inv Out 3' A14-Pipe New Downspout Tie-In To New Downspout Tie-In 2 Inv In:7929.85 ' y / % , \ A15-Pipe New Downspout Tie In 2 To New Pipe Tee Inv Out 7929 85' / AllijX\ i % �... i"y m i ,' m Bi-Pipe PR3.11 Connection To PR3.10 Connection i i I -a, a 21.75'Of 4"SDR-35 @ 1 A15-Pipe New Downspout Tie In 2 To New Pipe Tee ` ),, ' �--- 4.45'Of 4"SDR-35 @ 1.00% _ ,. / /� / ,v R PR3.11 Connection Alt 2(Downspout) > CO New Pipe Tee `fr �I \�- Collects Subbasin 1.8 Q ,- Additional Pipe Tee Added To design • I��\ ® Bl-Pipe PR3.11 Connection To PR3.10 Connection Inv Out 7931.95' CO A13-Pi a Cleanout To New Pipe Tee Inv In:7929.81' Al5-Pipe New Downspout Tie In 2 To New Pipe Tee Inv In:7929.81' `' 9 i \ .. v) A16-Pipe New Pipe Tee To Drywell Inv Out:7929.81' ♦ '/ 250 Sq Ft i �_ U/ 441111pe 100%Imp. i i ° 0rCB7-Pipe PR3.2 Connection To Drywell , N 22.20'Of 6"SDR-35 @ 1.03% 1.5 i CO Q Stormwater Drywell 859 Sq F[ ' ° 6'Diameter Drywell 100%Imp. ����� ����\\\ (79'''''''''371\ - `\ , Q Rim:7932.92' 4/,,,, ': 6ump:7913.96 4\136921.64;9 / A�� : A16-Pipe New Pipe Tee To Drywell Inv In:7929.48' + B7 Pipe PR3.2 Connection To Drywell Inv In:7929.57' Ft A17-Pipe Inlet 5 To Drywell Inv In:7928.95' ) \\ \ `,. fInlets / 1.6 �����\\) 1.8 �'� /Collects Subbasin 1.7 / 312 Sq FtV� 363 SqF `j /)///111.-7/ Rim:7931.45' ge 100%ImpA77-Pipe Inlet 5 To Drywell Inv Out:7929.90' 0 0 /„,,,,,, 100%Imp. OA17-Pipe Inlet 5 To Drywell awrriw„, 40/.., \ .1 .% TD 1 Connection(Trench Drain) 10.31'Of 6'SDR-35 @ 9.18% -k ., . \ 1498 Sq Ft - Collects Sub Basin 1.1 �� 1.4 ����� V 100%Imp. 4"Wide Trench Drain V� iigillinillr, Rim:7933.09' p rywell 794Sqr♦� ' Al-Pipe TDi To Inlet 3 Inv Out:7932.20' p0O i,CA16-Pi a New Pipe Tee To D R 100% i ���� 13.19'Of 6"SDR-35@2.47% R A13-Pipe Cleanout To New Pipe Tee 7 r 0� �� _' A7-Pipe TD1 To Inlet 3 c�0 i f hCS'4'0:!��O �� - 9.82'Of 4"SDR-35@11.02% '' y;- ,4 t,i4t 9.45'Of 6"SDR-35 @ 2.47% 3. ;' ,� S-, 42 Cleanout4 \- ! 1.3 **V14 Inlet3 "� f+ Cleanout � PO 819 Sq Ft / rilW7K 61nch Inlet -o ;re Al2-Pipe Cleanout 4 To Cleanout 4 Inv In:7930.04' - -_ 100%Imp. Rim:7931.99' _ /^•:� _ -- / Al-Pipe TD1 To Inlet 3 Inv In:7931.14' A13-Pipe Cleanout To New Pipe Tee Inv Out:7930.04' \ / '• S$/ONAt • �\ / A2-Pipe Inlet 3 To Cleanout 2 Inv Out:7931.13' Al2-Pipe Cleanout 4 To Cleanout 4 ---- �,7 II( _ 14.90'Of 6"SDR-35 @ 1.27% / , ,/ - -- A2-Pipe Inlet 3 To Cleanout 2 >. 5.75'Of 4"SDR-35 @ 0.87% mi PR 2.0 and 2.1 Connection(Trench Drain and Downspout Tie-In) \-- \ ��� ` \ \ U - ` v Collects Subbain 1.4 \\\V f D' ii - - 1.2 d Ali-Pipe PR 2.0 To Cleanout 4 Inv Out:7930.34' 9 7 7 c "}" 160 Sq Ft ' �- �, 4, _` / 0%Imp. m All-Pipe PR 2.0 To Cleanout 4 1� !• 07 - 5.26'Of 4"SDR-35 @ 2.00% O�� / �, ii m Al 0-Pipe PR3.10 To Cleanout 4 - Y Cleanout 4 PR 3.5 and 3.6 Connection(Pipe Wye) 32.21'Of 6"SDR-35 @ 1.27% . ++� Inlet 1 Pipe Wye �' Collects Subbasin 1.2 0` Al 0-Pipe PR3.10 To Cleanout 4 Inv In:7930.23' PR3.10 Connection Alt 1(Downspout Tie-In) * Rim:7932.78' All-Pipe PR 2.0 To Cleanout 4 Inv In:7930.23' Cleanout /1, / A3-Pipe Inlet 1 To Inlet 2 Inv Out 7931.89' Al2-Pipe Cleanout 4 To Cleanout 4 Inv Out:7930.23' A8-Pipe Cleanout 3 To PR3.10 Inv In:7930.64' 'RI' �.::. / A3-Pipe Inlet l To Inlet 2 2 N AS-Pipe Downspout To PR3.10 Inv In:7930.64' „ 1.83'Of 4"SDR-35 @ 1.64% 0 Al0-Pipe PR3.10 To Cleanout 4 Inv Out 7930.64' v a / m 0 �... ..:_,I '903, ,_ ) Inlet 2 6 Inch aInlet A8-Pipe Cleanout 3 To PR3.10 6 Inch Inlet32.75' A9-Pipe Downspout To PR3.10 16.00'Of 6"SDR-35 @ 0.38% 4.45'Of 4"SDR-35 @ 2.00% A3-Pipe Inlet 1 To Inlet 2 Inv In:7931.86' Cleanout 3 A4-Pipe Inlet 2 To Cleanout 1 Inv Out:7931.86' Cleanout A7-Pipe PR3.11 To Cleanout 3 Inv In:7930.70' A4-Pipe Inlet 2 To Cleanout 1 Downspout A8-Pipe Cleanout 3 To PR3.10 Inv Out:7930.70' 5.70'Of 4"SDR-35 @ 12.98% o Collects Subbasin 1.3 A9-Pipe Downspout To PR3.10 Inv Out:7930.73' Cleanout 1 N4. A7-Pipe PR3.11 To Cleanout 3 Cleanout 10.95'Of 6"SDR-35 @ 1.64% A4-Pipe Inlet 2 To Cleanout 1 Inv In:7931.12' Cleanout 2 A5-Pipe Cleanoutl To Cleanout 2 Inv Out:7931.12' Cleanout W E A2-Pipe Inlet 3 To Cleanout 2 Inv In:7931.08' o+ A5-Pipe Cleanoutl To Cleanout 2 Inv In:7931.08' A5-Pipe Cleanoutl To Cleanout 2 g w PR 3.11 Connection Alt 1(Cleanout) A6 Pipe Cleanout 2 To PR3.11 Inv Out:7931.04' 2.76'Of 4"SDR-35 @ 1.45% Cleanout s` n m' A6 Pipe Cleanout 2 To PR3.11 Inv In:7930.88' " ' A7-Pipe PR3.11 To Cleanout 3 Inv Out:7930.88' A6 Pipe Cleanout 2 To Drawing Scale 0.80% 20.45'Of 4"SDR-35 @ 0.80% o to 20 et c Units(Feet)1•=10' Job#:23.20 Not For Construction Piping Vedfcations C.01 Of 2 Page Agil (RVSTAIRIVER(IVII 1101 Village Road,Unit UL-3C Carbondale,CO 81623 (970)510-5312 IF 5-Year 1-Hour Onsite Peak Discharge Calculations Subbasin Flow Rate Calculations 1 88.8P1 a 88.8P1 Rainfall depth,P1(in) 1.23 Soil Class B Intensity(in/hr) I= l.osz Discharge(ft/Sec) Q=CIAt Rainfall depth,Pi(in) 0.64 Soil Class B Intensity(inlhr) I-(10+Td)105z Discharge(fts/Sec) Q=CIAt (10+Td) r _. The values shown in this table are analysing a 100-Year 1-Hour Storm Event.For basins with a flow length of less than 500 feet,a Time of Concentration of 5 minutes is assumed. Note:For basins with a flow length of less than 500 feet,a Time of Concentration is assumed at 5 minutes.These calculations are assuming a NRCS Hydrologic Soil Class B. Rainfall depth values derived from NOAA Atlas 14 data.Intensity equation has been derived from the Aspen area NOAA Atlas 14 IDF Curve. Developed Conditions Predeveloped Conditions Sub Basin T. •rea Imp• -a Percent Impervious 'Rate ent Impervious C Concentration Intensity Peak Discharge (Name) At(ft2) A(ft2) A/At(%) C(From Table) To(min) I(in hr) QS(ft3/sec) 0) z s 1.1 1498 1498 100.00to 0.89 5 6.33 0.19 > t9 (Name) At(ft) A;/At(%) T,(min) I OrVhr) Qp(ft/sec) 1 7681 0 0.00% 0.010 5 3.29 0.01 1.2 160 0 0.00% 0.43 5 6.33 0.01 CO 1.3 819 819 100.00% 0.89 5 6.33 0.11 O 0 Developed Conditions 1.4 794 794 100.00% 0.89 5 6.33 0.10 Q U Basin Total Area Impervious Area Percent Impervious Time of Concentration Intensity Peak Discharge 1.5 859 859 100.00% 0.89 5 6.33 0.11 C.- (Name) At(ft2) A(ft2) A/At(%) T,(min) I(in/hr) Qd(ft3/sec) 1.6 312 312 100.00% 0.89 5 6.33 0.04 CD Q 1 7681.00 6522.00 84.91% 0.670 5 3.29 0.39 1.7 1626 627 38.56% 0.59 5 6.33 0.14 Q 1.8 1363 1363 100.00% 0.89 5 6.33 0.18 1.9 250 250 100.00% 0.89 5 6.33 0.03 ■ 100-Year 1-Hour Onsite Peak Discharge Calculations Pipe Capacity Calculations Rainfall depth,P1(in) 1.23 Soil Class B Intensity(in/hr) [= 88.BP`l a'z Discharge(ft3/Sec) Q=CIAt D 2 3 1.49 D Z/a ' (10+Ta) Pipe Sectional Area(ft) AP=IT P Manning Coefficient,n 0.01 Mannings Equation(ft/s) Qe= ( n )A,(48) NS Note:For basins with a flow length of less than 500 feet,a Time of Concentration is assumed at 5 minutes.These calculations are assuming a NRCS Hydrologic Soil Class B. Rainfall depth values derived from NOAA Atlas 14 data.Intensity equation has been derived from the Aspen area NOAA Atlas 14 IDF Curve. Note.Pipe Flow Rate(Qp)is the summation of the flow rates from the the collected sub basins through each pipe,or Q. Predeveloped Conditions Pipe Collected Sub Basin Slope Prop.Pipe Diarr Sectiona Pipe Max Flow Rate Percent of Capacity �pRpDO t/Cey 3 0-'E,hGS;'• ue Basin otal Area Impervious A: 'eak Discharge (Name) (#) Qo(ft3/sec) S(%) Dn(in) A(ft) Q,(ft/s) Qn/Qo(%) c., 4c.,.s:O (Name) At ft2 A ft2 Ai/At(%) Tp(min) I(in/hr) Q. ft3/sec Al 1.1 0.19 11.02% 4 0.087 0.823 0.24 °, 55942 ,�emss-, 1 7681 0 0.00% 0.430 5 6.33 0.48 A2 1.1 0.19 87.00% 4 0.087 2.313 0.08 '0• c„---le A3 1.2 0.01 1.64% 4 0.087 0.318 0.03 SS. ' Developed Conditions /ONAL A4 1.2 0.01 12.98% 4 0.087 0.893 0.01 Basin Total Area Impervious Area Percent Impervious C Value Time of Concentration Intensity Peak Discharge - ftz A(ft2) ft3/sec A5 1.2 0.01 1.45% 4 0.087 0.299 0.03 m (Name) A( ) A/At%( ) T� mini /hr(min) ( ) Q d( ) A6 1.1,1.2 0.20 80.00% 4 0.087 2.218 0.09 3 u 1 7681.00 6522.00 84.91% 0.800 5 6.33 0.89 A7 1.1,1.2 0.20 1.64% 6 0.196 0.936 0.22 A8 1.1,1.2 0.20 0.38% 6 0.196 0.451 0.45 K A9 1.3 0.11 2.00% 4 0.087 0.351 0.30 A10 1.1-1.3 0.31 1.27% 6 0.196 0.824 0.38 m >< All 1.4 0.10 2.00% 4 0.087 0.351 0.29 m ion Storage Al2 1.1-1.4 0.41 1.27% 6 0.196 0.824 0.50 A13 1.1-1.4 0.41 2.47% 6 0.196 1.149 0.36 0 It RI Basin Point ull Detention Depth Factor of Safety Full Detention Storage A14 1.5 0.11 1.00% 4 0.087 0.248 0.45 0 (Name) (name) (ft2) (ft2) (%) (in) (FOS) (ft3) A15 1.5,1.6 0.15 1.00% 4 0.087 0.248 0.61 g 1 Drywell A 7681.00 6522.00 84.91% 1.23 1 25 669 A16 1.1-1.6 0.56 2.47% 6 0.196 1.149 0.49 A17 1.7 0.14 9.18% 6 0.196 2.215 0.06 B1 1.8 0.18 1.00% 4 0.087 0.248 0.71 Storage Calculation-Drywells B2 1.8 0.18 1.75% 6 0.196 0.967 0.18 - B3 1.9 0.03 1.00% 4 0.087 0.248 0.13 Internal Capacity,V;(ft3) v;=hn(z)z External Capacity,Ve(ft3) �'e=hg(n(d 21.5)z n(Z)z) Combined Capacity,V(ft3) V=V,+ve B4 1.8,1.9 0.21 1.96% 6 0.196 1.023 0.20 = B5 1.8,1.9 0.21 2.17% 6 0.196 1.077 0.19 Drywell Name Associated Basin Drywell Diameter Storage Height Gravel Height Internal Capacity External Capacity Combined Capacity Calculated Volume Neces B6 1.8,1.9 0.21 0.76% 6 0.196 0.637 0.33 a a s s B7 1.8,1.9 0.21 1.03% 6 0.196 0.742 0.28 .w (Name) (Name) d(ft) h(ft) hg tft) V;(ft3) Va(ft3) V(ft3) (ft3) o w A 1 6 17 13 480.66 206.76 687.42 668.51 '5.- .5 o a 4t o Job#:23.20 Not For Construction Stormwater Calculations C.02 Of 2 Page