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HomeMy WebLinkAboutAppendix E - Hydrology & Hydraulics StudyHYDROLOGY & HYDRAULICS STUDY MBKIIOMES 1560 Placentia Avenue TTM-17772 Newport Beach, CALIFORNIA Developer: MBKHOMES 4 Park Plaza Ste 1000 Irvine, CA 92614 Contact: Kye Evans Project Manager (949) 274-5683 Prepared For: MBKHOMES 4 Park Plaza Ste 1000 Irvine, CA 92614 Contact: Kye Evans Project Manager (949) 274-5683 Prepared By: C & V Consulting, Inc. 27156 Burbank Irvine, CA 92610 Contact: Daryl Kessler (949) 916-3800 Prepared June, 2014 TABLE OF CONTENTS Executive Summary ......................................... , .................. .i Acknowledgement and Signature Page., .. , .................................. ii I. Introduction ....... , .............. , ............................................... 1 II. Methodology ..................................................................... 1 III. Design Assumptions ............................................................ 2 IV. Conclusion ........... , ............. , ............................................. 3 V. References ....................................................................... 4 APPENDICIES A. Hydi:ology Study (100-Year Storm Event) B. Sub-£\rea Runoff Summary O:i:xisting and Proposed) C. Area Drain Pipe Capacity Calculations D. Catch Basin Design E. WSPG Print outs (fo Be Provided a Final Engineering) F. As-Built Plans List of Exhibits: 1. Proposed Q100 Hydrology Map 2. Existing Conditions Ql00 Hydrology I"vfap 3. TI'M (Sheet 3-4) Hydrology Study and Hydraulic Analysis For TTM 17772 ACKNQW11;:DGEMENT __ AND SNNA_TJJRE PAGE This Hydrology Study prepared by C&V Consulting, lnc. under the supervision of Vincent Scatpati, P.E. Vincent Scarpati, PE 33520 C&V Consulting, Inc. ii Date The purpose of this report is to provide quantitative information to verify preliminary storm drain infrastructure and hydrologic compliance of the project site. The values and statements within confirm the subject site is designed and plam1ed in accordance to the Orange County Hydrology Manual and the City of Newport Beach Drainage Manual for Public and Private Drainage Facilities. Introduction: The project site is located at 1560 Placentia Avenue between 15th Street and Placentia Avenue where the west side of the property borders Placentia A venue. The subject project site is planned to be detached single housing to be constructed on traditional slab on grade construction as one phase. The proposed project wiU also incorporate fronting landscape space in addition to each units individual landscape area. The community will include community parking stalls accessible by all residents, project frontage landscape and open space features. No car washing will be allowed on the subject site. The existing land use current flows internal to the project via surface flow and various small drain boxes into a wet well/sump located centrally along the northerly boundary. The existing pump outlets storm water through existing curb cores in Placentia. No water quality feat1ires existing on the subject site and the existing pump is not metered or restrained for specific flows. The proposed site will install main line storm drain from 15th and Placentia north to the subject site within the public right of way. On site the development will install catch basins and sub surface piping in a cascading sump condition to limit the amount ofretaining wall along the south, east and northerly boundary. Prior to flow entering the storm drain, flow will enter bio media filtration devices. Methodology / Rational: The proposed drainage area was analyzed by utilizing the Orange County Local Drainage Manual of Orange County. Each dxa:inage area was divided as demonstrated on the hydrology map (Exhibit 1). Each area was analyzed for acreage, impe1-vious cover, and time of co11centration according to the Rational Method. The flows, expressed in cubic feet per second (cfs), were totaled at connections to main storm drain lines. This :information will in the future be used in conjunction with WSPG software during final engineering to validate the hydraulic grade line and other flow characteristics of each section of pipe. The off site proposed pipe will drain into the existing City of Newport Beach storm drain at 15'" and Placentia. As demonstrated on the Sub Area Runoff Work Sheet, Appendix B, the proposed development will inc1:ease run off in comparison to the pre development flow, therefore the proposed on site system will be tequired to restrict the flow to pre development flow rates. Storage for flow mitigation will occur in the proposed on site piping. 1he proposed project has three sump conditions. Each inte.rnal project sump condition is designed to handle the Q100 flow and safely allow flood waters to cascade out to the public right of way/next adjacent storm drain inlet without flooding in the event of storm drain failure, Design Assumptions: 1. The onsite drainage atea was analyzed fot a 100-ycar storm event using Rational Method Analysis per the County of Orange Hydrology Manual. 2. The drainage area is located in Soil Groups D according to page 4-9 of the Hydxology Manual and geotechnical soils analysis. (Map Attached). 3. TI1e rainfall intensity for a 100-year 1-hour storm va1ies accotding to Figure D-1 (page A4-4) of the Hydxology Manual. 4. The infiltration rate for the pervious area, Fp, is 0.20 inches/hour. 5. The impervious area has been calculated to be 26% for the subject project. 6. Storm drains and catch basins onsite were designed for a 100-year storm event, which corresponds to the design requirements for the project. 7, All flows are based on the complete future development ofland and roads. 8, The Hydrology Map attached to the back of this study is made part of the study. 9. Any pre-existing or post-development off-tract flow directed toward the proposed storm drain has been included in the total flow. 10. Time of concentration has been assumed as 6 1:ni11utes 1ui11immn for all sub areas. 11. The existing pumps are assmned to handle the fnll pre development flow with no on site storage. **Note: Additional Calculation Assumptions Have Been Noted Throughout Report** Conclusions: The resnlts from this hydrology and hydraulic analysis demonstrate the following: • The drainage design for the "Project" has been designed to meet the County of Ora11ge Flood Conttol Standards. • The drainage system is designed to manage runoff from a 100-year storm. • Building pads will be protected and will be above the theoretical 100 year flood elevation as determitied in this study • Per FE.MA the subject site is within Flood Zone X. • The existing site conditions result in a predevelopment 100-year flow of 19.22 cfs. • The proposed development detains enough vol=e io accordance to the pre and post development flows. 3 REFERENCES 1. CountJ of Orange, "Hydwlogy Manual" datedJanuaiy 1999. 2. Water Surface and Pressure Gradient (WSPG) Hydraulic Analysis System Software, Los Angeles County Depru:tment of Public Works Program No. F0515P, April 1979. 3. Advanced Engineering Software, HELEl Hydraulic Elements I for Street Flooding and Catch Basin Design, 1996 version. 4 Hydrology Study (100-Year Storm Event) Regression Equations, !(t)= atb (I= Intensity in inches/hour, t= duration in minutes) 10 Return Frequency (years) 2 5 10 25 50 100 __ a_ 5.702 7.870 10.209 11.995 13.521 15.560 _b_ -0.574 -0.562 -0.573 -0,566 -0.566 -0.573 ·-· ·-....... . o.g~ ;t~·~ · :_,~ · ··-· :· -~-~-···-' _. · ~ . .-:.: ....... ~~:.-: 10 30 60 100 100 300 PRECIPITATION DURATION (MIN) ... ~- ' YO ORANGE COUNTY HYDROLOGY MANUAL MEAN PRECIPITATION IIIITENSITIES FOR NO/\IMOUNTAINOUS AREAS 13-7 Figure B-3 J 22-'-5 c..Ps _ .... Tc' ..b.. r-,oo 1000 90 900 80 800 70 700 80 .. ii t 50 600 . "O 16~ 500 ,5 71 35 400 .. 30 .e I 26 "' ·e 000 't; -250 .J - 4 ORANGE COUNTY. HYDROLOGY MANUAL - LrMITATIONS• I. Maximum length 2 1000 Feet Tc 2. MaKlmum area # 10 Acree -5 ..... (min) ii; ! J:L 8 -.. s 1fo !>.: --e ... b lJOO 8' ·-200 l g-t;; .§0;:; l; gl'; I tu,; 00..-r1 ~ ,a, l-1 ?J ro i I< I I Undev&!op Good Cover 16 IS 17 18 .s 19 -.fil:.i'... 20 ~ -1.-H-Tc·K-Tc' "' ~ e -a 25 3 11ve1012ment a .. 8. -Aoortment ... 5-Mobile Home 0 30 85 • Condominium ,a, e 60-Single Fomlly-5 000 ft 2 Lot I= 40· Single Famlly-1}4 Acre Lot 35 20-Single Family-I Acre Lot 15 -Developed O_pen Space 10 -Single Famlly-21/2 Acre Lof 40 TIME OF CONCENTRATION NO MO GRAPH FOR INITIAL SUBAREA D-4 Figure D·I I Sub-Area Runoff Summary RATIONAL METHOD STUDY FORM Orange County STUDY NAME: 1560 Placentia Avenue CALCULATED BY: DK DATE: June 2014 CHECKED BY: DATE: HYDROLOGY MAJ\'UAL 100-YEAR STOR!W RATIONAL METHOD STUDY PAGE 1 OF 1 CONC.PT. AREA (ACRES) SOIL DEV. Tt Tc I Fm Q FLOW SLOPE V HYDRAULICS AND (MAP AREA) SUBAREA TOTAL TYPE (Ap) MIN. MIN. in/hr in/hr TOTAL PATH,FT FT/FT FT/SEC NOTES Proposed Area A 0.76 D 0.26 6 5.57 0.052 3.76 Initial Area: L=200' H=2.2' B 0.94 D 0.26 6.0 5.57 0.052 4.65 C 0.85 D 0.26 6.0 5.57 0.052 4.21 D 1.02 D 0.26 6.0 5.57 0.052 5.05 E 1.00 D 0.26 6 5.57 0.052 4.97 TOTALFLOW 22.65 TOTAL FLOW Existing Area X1 4.56 D 0.23 11.0 4.73 0.046 19.22 Pre Development Flow NOTES: I(t) = at"b a=l5.560, b=-0.573; C = 0.90; Q = C*(I -Fm)*A; Fm=Ap*Fp; Fp=0.20 (Soil D, OC Soils Map) Area Drain Pipe Capacities 3i nch-adr. txt Manning Pipe ca·lcul ator Given Input Data: shape . .. . .. . .. . . . . . . . . . . . . . . . . . . Circular So 1 vi ng for .. .. .. .. .. .. .. .. .. .. . Fl owrate Diameter .. .. .. .. .. .. .. .. . .. .. .. . 0.2500 ft Depth ........................ , .. 0.2500 ft slope .. . .. .. .. . .. .. . .. . .. .. .. .. . O. 0050 ft/ft Manning's n ..................... 0.0130 computed Results: Fl owrate . .. .. .. .. .. . .. .. . .. .. .. . 0, 062 S cfs Area .. • .. .. . .. .. .. .. .. .. .. .. .. .. 0. 0491 ft2 wetted Area • .. .. .. .. .. .. .. .. .. .. o. 0491 ft2 Wetted Perimeter . .. . .. .. . .. .. . .. 0, 7854 ft Perimeter ....................... 0.7854 ft Velocity .. .. . .. .. . .. .. .. . .. . .. .. 1.2730 fps Hydraulic Radius .. .. .. .. . .. .. .. . 0.0625 ft Percent Full ,,, .......... , ...... 100.0000 % Full flow Flowrate .. .. .. . .. . .. .. 0.0625 cfs Full flow velocity . . . . . . . . . . . . . . 1.2730 fps Critical Information Critical depth .. .. . .. .. . .. .. .. .. 0.1841 ft critical slope .. . .. .. .. .. .. .. . . . 0.0118 ft/ft crjtjcal velocity ............... 2,2492 fps cr1t1 cal area . .. .. .. .. .. . .. .. .. . o. 0393 ft2 critjcal perimet~r ... , .......... 0,5108 ft cr-lt1 cal hydraul 1 c rad, us . .. . .. . o. 0770 ft Cr-itical top width .............. 0.2500 ft Specific energy ................. 0.2890 ft Mini mum energy .. . .. .. .. .. .. .. .. . 0. 2761 ft Froude number . .. .. .. . .. .. .. .. .. . O. 5914 Flow condition .................. Subcritical Page 1 4inch-adr,txt Manning Pipe calculator Given Input Data: Shape .. , ......... , ..... , ....... . solving for ................... .. Diameter ..... , .............. , .. . Depth , ... , , ........... , . , , , . , .. , S1 op~ . i , , , , ................. , .. . Manning s n , ...... , ....... , .. , .. computed Results: Fl ow rate ... , .... , . , , . , ....... , .. Area ..... , , ...... , ........... , , , wetted Area , , ... , , . , ... , ....... . Wetted Perimeter ..... , . , , . , .. , . , Perimeter ... , .. , .. , .. , , , .. , , . , , , velocity ...................... .. HydrauH c Radius ....... , .... , .. . Percent Full ... , ............... . Full flaw Flowrate ..... , ...... .. Full flaw velocity ............ .. Circular Flowrate 0.3300 ft 0.3300 ft 0.0050 ft/ft 0.0130 0,1310 cfs 0.0855 ft2 0.0855 ft2 l.0367 ft l. 0367 ft 1. 5318 fps 0.0825 ft 100.0000 % 0.1310 cfs l.5318 fps critical Information critical depth ......... , . . . . . . . . 0.2495 ft critical slope . .. .. . .. .. .. . . .. .. 0.0109 ft/ft critical velocity ............... 2.6243 fps critical area .... , ... , ,, ., ...... 0,0706 ft2 critical perimeter .. .. .. . .. .. .. . 0.6873 ft Critical hydraulic radius .. , ,.,. 0.1028 ft critical top width .. .. .. .. . . . .. . 0,3300 ft Specific energy ,.,, ....... ,, ,,,, 0.3865 ft Minimum energy ............... , .. 0.3742 ft Froude number .. .. .. .. .. .. .. .. . .. 0.6194 Flow condition , , ......... , .... , . subcritical Page 1 6i nch-ad r. txt Manning Pipe calculator Given Input Data: Shape, .......................... circular s91ving for .. .. .. .. . . .. . .. . .. . .. Flowrate Diameter ........................ 0.5000 ft Depth .. , ........... , ........ ,. . . 0. 5000 ft Slop~ , ; .. , ...... , ........... , . , . 0.0050 ft/ft Mannings n ................ , .... 0.0130 computed Results: Flowrate .. . . .. .. .. . .. . .. .. .. .. . . 0, 3968 cfs Area .. , ................. , . . . . . . . O .1963 ft2 Wetted Area ..................... 0.1963 ftZ wet1ect Per·imeter ........... , . , . . 1.5708 ft Perimeter . . . .. . . . . . . . . . . . . .. .. . . 1. 5708 ft velocity ................. , . . . . . . 2.0207 fps Hydraulic Radius .............. ,, 0.1250 ft Percent Full ................ , ... 100.0000 % Full flow Flowrate . . . . . . . . . . . . . . 0.3968 cfs Full flow velocity . . . . . . . . . . . . . . 2.0207 fps critical Information critical depth ... , , ..... , . . .. . . . 0,3933 ft critical slope ......... , ........ 0.0098 ft/ft critical velocity ......... ·...... 3.3058 fps critical area ........ , . , . , . .. . .. 0.1698 ft2 critical perimeter .... , .. , , . . . . . l..0720 ft critical hydraulic radius , , .... , 0.1584 ft critica1 top width . , ............ 0.5000 ft Specific energy ................. 0.5983 ft Minimum energy , , ................ 0.5900 ft Froude number .... , . , . , ... , .. , . . . 0.6638 Flow condition .................. subcritical Pagel Binch-adr,txt Manning Pipe calculator Given Input Data: Shape . , . , , .. , , , . , .. , .. , , ... , , ... Solving for ......... ., ., ... ., ... Diameter ................ , ...... . Depth .... , .. , .. , ... , .. , . , ., .. , . , Slop'r , i,,,., .. , , , , .... , . , .... , . , Mann, ng s n ......... , ... , ...... . Computed Resu1ts: F1owrate ........... , ........... . Area ....... , , .................. , Wetted Area , , , .. , . , .. ., ... , , . , .. wetted Perimeter ........... , ... . Peri meter ... , .... , , , .... , ...... , Velocity, ... ,.,, ........ , ...... . Hydraulic Radius .............. .. Percent Full , ......... , .... , ... . Full f1 ow Fl owrate ............. . Full flow velocity ............. . Circular Flowrate 0.6700 ft 0.6700 ft 0.0050 ft/ft 0.0130 0.8659 cfs 0.3526 ft2 0,3526 ft2 2.1049 ft 2.1049 ft 2.4560 fps 0.1675 ft 100.0000 % 0.8659 cfs 2.4560 fps critical Information critical depth .. .. .. . .. .. .. .. .. . o. 5421 ft critical slope . . .. .. .. .. .. .. .. .. 0.0090 ft/ft critical velocity ..... ., ...... ,. 3.8894 fps critical area .......... , .. . .. .. . 0.3150 ft2 <:ritical perimeter ... : ... , . . . . . . 1.4666 ft cr1t1cal hydraulic radius .. ,,.,. 0,2148 ft cri ti ca 1 top width ..... , ....... , 0. 6700 ft sped fi c energy . .. .. .. .. .. .. . .. . 0. 8153 ft Minimum energy ............... , . , 0.8131 ft Froude number ................ , ., 0.6970 Flow condition .................. subcritical Page 1 12inch-adr.txt Manning Pipe calculator Given Input Data: shape ....... , ........ , ... , .... .. solving for ........ , ........... . Diameter .... , ... , .. , ..... , .... , , Depth . , , , .. , , , , , , , . , , . , , . , , .. , .. slope . , ..... , ...... , ....... , , . , , Manning's n .................... , computed Results: Fl owrate . , ........... , .. , , . , . , .. Area .. , .. , ... , ........ , .... , ... . wetted Area . , ......... , ........ . Wetted Perimeter . , ............. . Perimeter , ..... , ............... . velocit¥ ....................... . Hydrau·11 c Radius ............... . Percent Ful 1 , .. , ... , .. , .. , . , . , .. Full flow 1'1owrate ............. , Full flow velocity ......... , ... , circular Fl owrate 1.0000 ft 1. 0000 ft 0, 0050 ft/ft 0.0130 2,5193 cfs 0.7854 ft2 0.7854 ft2 3.1416 ft 3.1416 ft 3, 2077 fps 0,2500 ft 100,0000 % 2.5193 cfs 3.2077 fps critical Information Crhi cal depth ............. , , . . . 0, 8410 ft critical slope .. .. .. . .. .. . .. .. . . 0.0081 ft/ft Critical velocity ........ , ..... , 4.8586 fps critical area .. .. .. . . . .. . . . .. . . . o. 7337 ft2 critical perimeter . . . . . . . . . . . . . . 2.2528 ft critical hydraulic radius ....... 0.3257 ft critical top width . . .. .. . . . . . . . . 1.0000 ft specific energy .............. ,., 1.2478 ft Minimum energy . .. . . . . . . .. . . . . .. . 1.2615 -ft Froude number ................ , . . 0, 7451 Flow condition ..... , ............ subc1"itica·1 Page 1 Catch Basin Design C & V Consulting, Inc CATCI-I BASIN CALCULATION By: DK Q=0.7*L(a·l-yr3/2 Date: May 2014 a::=2'', y::::::811 L=width Page: 1 of 1 CATCH DEVICE STREET STREET C.B. Q100 Cale Width NOTES BASIN NO. CONDTION SLOPE(%) DEPTH (FT) (CFS) (Min) A CB 0.50 0.50 3.76 4.6 B CB 0.50 0.50 4.65 5.4 C CB 0.50 0.50 4.21 5.0 D CB 0.50 0.50 5.05 5.7 E CB 0.50 0.50 4.97 5.6 As-Built Plans 1'1' Hydrology Map - ii',_! ,11 i, 11111; '1 :11· 1111'.1 ~l ,, 111 t ',1 \1 (1);,I i>,1 •·r : Lj lr) r,1\ ''I\ ::t1' I:;; ; 11 '-1, ;1V ' ;\: ,.66 ~.: iF,<, V t· ,'i 'I I' i-+i+ :I j I 1Y \. ...... _ _j /)) 'I b _____ ,,p ! : ~ k·-_::_-=-~::, =~=••""/ m -,.,. ill l;! ,'1,·· : __ -:_ 1 1 ! : I ii ; f-"I j,· L. ,:1, •I: I / ,[Jill' l ( l I iJ:'\,~".'!;.ii_' )c"<\'l~ : ·-+-•-.,=-F,' IT7'0r°t r~_," __ ·-J_· -'4 ~~ ' J ' --)i~~~, m:',·, ~ .. ·,ol ;_ if -liflL.-w~., ~->-._ r ,~c-~l,I\ J~t __ ;.,· ~I • i2'2L~.J ! 1 ____ _:_!;:-.:_:-!;;.·.:...,Jlj r'[''--) ., ---- TENTATIVE TRACT NO. 17772 FOR RESIDENTIAL PURPOSES COUNTY OF ORANGE CITY OF NEWPORT BEACH STATE OF CALIFORNIA 'T\ ~-~=-:.-:::_-;:::/"',__ -~ !' ,.L~•N•.; \ '(\ X"04.J X 1G4.3 -··r1C4.? 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