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CT 2019-0006; 2690 ROOSEVELT; HYDROLOGY STUDY; 2022-12-01
CLW No.: 1476D Hydrology Study 2690 Roosevelt Street Carlsbad, CA 92008 APN: 203-102-15 Dwg. No. 537-2A Gr No. 2022-0013 Prepared For: Randolf Cherewick Roosevelt Nine LLC 2033 San Elijo Ave. Suite 423 Cardiff, CA 92007 Prepared By: Civil Landworks Corporation 110 Copperwood Way Suite P, Oceanside CA, USA 92058 760-908-8745 Date: December 1, 2022 Hydrology Study 2690 Roosevelt Street Carlsbad, CA 92008 Page 1 TABLE OF CONTENTS Section INTRODUCTION .......................................................................................................................... 2 DESIGN CRITERIA AND ASSUMPTIONS ................................................................................ 2 DISCUSSION ................................................................................................................................. 3 Existing Conditions ..................................................................................................................... 3 Proposed Conditions ................................................................................................................... 3 ANALYSIS and CONCLUSION ................................................................................................... 6 DECLARATION OF RESPONSIBLE CHARGE ......................................................................... 6 REFERENCES ............................................................................................................................... 7 ATTACHMENTS ATTACHMENT 1 – LOCATION MAP ATTACHMENT 2 – PRECIPITATION MAPS AND SOIL MAP ATTACHMENT 3 – EXISTING HYDROLOGY CALCULATIONS ATTACHMENT 4 – PROPOSED HYDROLOGY CALCULATIONS ATTACHMENT 5 – HYDROLOGY MAP – EXISTING CONDITIONS ATTACHMENT 6 – HYDROLOGY MAP – PROPOSED CONDITIONS ATTACHMENT 7 – STORM WATER MANAGEMENT INVESTIGATION Hydrology Study 2690 Roosevelt Street Carlsbad, CA 92008 Page 2 INTRODUCTION The purpose of this study is to determine storm water runoff and site drainage of a 100-year storm event for 9 dwelling units on (3) 3 story buildings located at 2690 Roosevelt Street, Carlsbad, CA 92008. The project area is approximately 0.44 acres located on the easterly side of Seaview Avenue. The site has an existing single-family residence converted to a doctor’s office. There is a vacant lot to the north, a single-family residence to the east, and a multi-unit complex to the south. The project site is currently developed. The project proposes to remove the existing single-family residence and replace it with three multi-unit condominium buildings. The access drive aisle will be constructed with pervious pavement. Some pervious walkways and patios are to be constructed of pervious pavement as well. Each condo will have their own BMP basins for water quality treatment and peak flow mitigation. The site is hydromodification exempt. Sewer and water services, storm drains, and site landscaping are also proposed with this development. The existing site is flat, and the proposed site will have similar slopes as the existing site. Existing site elevation range from 46 to 42 feet above mean sea level. See Attachment 1 for the Site Location and Vicinity Maps. DESIGN CRITERIA AND ASSUMPTIONS 1. NRCS soil across the site are all Type B. However, per Geotechnical Investigation by GEOCON Inc., undocumented man-made fill in the top layers would be classified as Type D. See Attachment 2. 2. San Diego County Hydrology Manual (2003) Rainfall Isopluvial Map (See Attachment 2): 100 Year Rainfall Event – 6 hours P6 = 2.5 inches/hour 100 Year Rainfall Event – 24 hours P24 = 4.5 inches/hour 3. Runoff coefficient for pervious surfaces (landscaping and pervious pavement) based on site soil and geotechnical site investigation. 4. Use the current San Diego County Hydrology Manual “Rational Method.” 5. Hydrologic calculations were performed using the CIVILCAD/CIVILDESIGN Engineering software version 7.6 per methods as outlined within the San Diego Hydrology Manual (2003). The hydrology calculations for proposed and existing conditions may be found within the hydrology calculations section of this report. Hydrology Study 2690 Roosevelt Street Carlsbad, CA 92008 Page 3 DISCUSSION EXISTING CONDITIONS The existing site is currently developed. A single-family residence stands on the lot with vegetation and grasses all over the property. Currently, the site has three hydrologic drainage basins. Area EX-1 flows northwest then exit onto Roosevelt Street. Area EX-2 flows west toward Roosevelt Street. Area EX-3, which includes offsite runon, flows northwest then discharges west onto Roosevelt Street. Flows from all areas ends up in the existing curb inlet in front of the property on Roosevelt Street. All flows are above ground as no existing storm drain system was found onsite during site investigation. Below is a summary of pre-development criteria for the subject property: TABLE 1: 100 YEAR PRE-DEVELOPMENT CRITERIA Node C Tc (Min.) Area (acre) Q100 (cfs) V100 (fps) 102 0.41 9.05 0.266 0.490 Sheet Flow 202 0.60 6.00 0.202 0.710 Sheet Flow 302 0.71 5.00 0.074 0.346 Sheet Flow TOTAL 0.542 1.546 PROPOSED CONDITIONS The proposed site will have ten (10) drainage areas. Drainage area (PR-1, PR-2A, PR-3, PR-4A, and PR-5) will include roof drainage from the 3 buildings and drain to their respective biofiltration basin(s). Drainage area PR-6 includes the motor court, which is completely constructed of pervious pavement. The pervious pavement acts as a pervious surface that has void to retain and infiltrate storm water. PR-2B and PR-4B will include landscape and pervious pavement areas that will drain into yard inlets, then piped to BMP2 and BMP4, respectively. PR- 7 includes 8-foot dedicated area to City where landscaping and public sidewalk will drain toward the street curb and gutter. The last drainage area OFFSITE, which will no longer run onto the site, but rather follows the retaining wall along the southerly property line, and sheet flow west toward Roosevelt Street. All impervious areas are captured and sent to their own biofiltration basins for treatment and detention. The proposed biofiltration basins are sized to reduce the overall site peak flow rates, therefore, no detention calculation is needed for the pervious motor court or landscape areas. Per Storm Water Management Investigation by Geocon Inc. dated October 24, 2022, the biofiltration basins are to be lined bottom, however, the pervious pavement will be unlined with perforated pipes connecting to the site private storm drain system conveying storm water to a sump pump, where it will be pumped and discharged into a proposed relocated curb inlet on Roosevelt Street. Due to the locations of the biofiltration basins adjacent to the Hydrology Study 2690 Roosevelt Street Carlsbad, CA 92008 Page 4 proposed buildings, the basins are to be lined. However, since the site has infiltration rates ranging between 0.05 to 0.5 inches per hour, partial infiltration is feasible for the site given specific criteria are met. See Storm water management investigation report for additional information on site soil and parameters in Attachment 7. The biofiltration basins has been designed to treat and detain the 85th percentile storm. Details of the biofiltration basin can be found in the grading plan and Priority SWQMP. The development will maintain the same drainage characteristics and flow patterns. Per record drawing 457-4C, the storm drain has an HGL at street level. The project is aware that storm water may back up into the site. However, the site finish floor elevation has been noted to be at minimum 9” above the storm drain manhole rim on Roosevelt Street. Should a major storm hit, stormwater in the road should remain in the road and sheet flow north. The outlet structure connecting to the proposed curb inlet will have a one-way flap to prevent street storm water to flow onto the site. The proposed hydrologic conditions are summarized below: TABLE 2: 100 YEAR POST-DEVELOPMENT BEFORE DETENTION Node C Tc (Min.) Area (acre) Q100 (cfs) V100 (fps) 602 0.35 5.00 0.077 0.092 Sheet flow 207 0.87 5.00 0.334 1.662 7.58 702 0.71 5.15 0.132 0.549 Sheet flow TOTAL 0.543 2.303 The proposed development before detention will increase peak flow rates by 0.757 cfs. TABLE 2: 100 YEAR POST-DEVELOPMENT AFTER DETENTION Node C Tc (Min.) Area (acre) Q100 (cfs) V100 (fps) 602 0.35 5.00 0.077 0.092 Sheet flow 207 0.87 6.28 0.334 0.677 6.03 702 0.71 5.15 0.132 0.549 Sheet flow TOTAL 0.543 1.318 The proposed development after detention will decrease peak flow rates by 0.228 cfs. Hydrology Study 2690 Roosevelt Street Carlsbad, CA 92008 Page 5 The existing 15’ long curb inlet on Roosevelt Street is to be relocated north approximately 27 feet. The site is proposing a 15’ long curb inlet to the north of the existing location. The move would have no adverse effect on the existing storm system. The existing curb and gutter have various flat runs of less than 0.5%. The street improvement will provide a minimum of 0.5% along the property frontage to the new location of the curb inlet. Furthermore, the proposed development will decrease peak flow rates in comparison to the existing site. Therefore, it is anticipated that the new development will have no negative impact on the existing downstream storm system. Hydrology Study 2690 Roosevelt Street Carlsbad, CA 92008 Page 6 ANALYSIS AND CONCLUSION A hydrologic analysis has been conducted for the subject property for a 100-year storm event. The proposed development will implement biofiltration basins to treat roof impervious drainage to decrease peak flow rates. The site also is using permeable pavement in place of concrete pavement to reduce the number of impervious areas proposed on the project site. The site will mimic the existing drainage pattern and does not anticipate any negative impact on downstream waters. DECLARATION OF RESPONSIBLE CHARGE I, hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the County of San Diego and City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK: Civil Landworks Corporation 110 Copperwood Way Suite P, Oceanside CA, USA 92058 ______________________________ 12-01-2022 David V. Caron Date R.C.E. 70066 Exp. 9-30-24 Hydrology Study 2690 Roosevelt Street Carlsbad, CA 92008 Page 7 REFERENCES 1. City of Carlsbad Storm Water Manual 2008. 2. San Diego County Hydrology Manual (June 2003). 3. San Diego County Drainage Design Manual (July 2005). 4. Web Soil Survey, San Diego Area, California. United States Natural Resource Conservation Service. 5. CIVILCADD/CIVILDESIGN Engineering Software, © 1991-2006 Version 7.6. San Diego County Control Division 2003 Manual Rational Hydrology Study. CLW No.: 1476D January 26, 2022 ATTACHMENT 1 LOCATION MAP CLW No.: 1476D January 26, 2022 ATTACHMENT 2 PRECIPITATION MAPS AND SOIL MAP SI T E L O C A T I O N P6 = 2 . 5 SI T E L O C A T I O N P2 4 = 4 . 5 Hy d r o l o g i c S o i l G r o u p — S a n D i e g o C o u n t y A r e a , C a l i f o r n i a Na t u r a l R e s o u r c e s Co n s e r v a t i o n S e r v i c e We b S o i l S u r v e y Na t i o n a l C o o p e r a t i v e S o i l S u r v e y 1/ 2 6 / 2 0 2 2 Pa g e 1 o f 4 366944036694603669480366950036695203669540 3669420366944036694603669480366950036695203669540 46 7 2 6 0 46 7 2 8 0 46 7 3 0 0 46 7 3 2 0 46 7 3 4 0 46 7 3 6 0 46 7 3 8 0 46 7 4 0 0 46 7 4 2 0 46 7 4 4 0 46 7 2 6 0 46 7 2 8 0 46 7 3 0 0 46 7 3 2 0 46 7 3 4 0 46 7 3 6 0 46 7 3 8 0 46 7 4 0 0 46 7 4 2 0 46 7 4 4 0 33 ° 9 ' 5 1 ' ' N 117° 21' 4'' W 33 ° 9 ' 5 1 ' ' N 117° 20' 56'' W 33 ° 9 ' 4 7 ' ' N 117° 21' 4'' W 33 ° 9 ' 4 7 ' ' N 117° 20' 56'' W N Ma p p r o j e c t i o n : W e b M e r c a t o r C o r n e r c o o r d i n a t e s : W G S 8 4 E d g e t i c s : U T M Z o n e 1 1 N W G S 8 4 0 40 8 0 16 0 24 0Fe e t 0 1 0 2 0 40 60Me t e r s Ma p S c a l e : 1 : 9 0 9 i f p r i n t e d o n A l a n d s c a p e ( 1 1 " x 8 . 5 " ) s h e e t . So i l M a p m a y n o t b e v a l i d a t t h i s s c a l e . MA P L E G E N D MA P I N F O R M A T I O N Ar e a o f I n t e r e s t ( A O I ) Ar e a o f I n t e r e s t ( A O I ) So i l s So i l R a t i n g P o l y g o n s A A/ D B B/ D C C/ D D No t r a t e d o r n o t a v a i l a b l e So i l R a t i n g L i n e s A A/ D B B/ D C C/ D D No t r a t e d o r n o t a v a i l a b l e So i l R a t i n g P o i n t s A A/ D B B/ D C C/ D D No t r a t e d o r n o t a v a i l a b l e Wa t e r F e a t u r e s St r e a m s a n d C a n a l s Tr a n s p o r t a t i o n Ra i l s In t e r s t a t e H i g h w a y s US R o u t e s Ma j o r R o a d s Lo c a l R o a d s Ba c k g r o u n d Ae r i a l P h o t o g r a p h y Th e s o i l s u r v e y s t h a t c o m p r i s e y o u r A O I w e r e m a p p e d a t 1: 2 4 , 0 0 0 . Wa r n i n g : S o i l M a p m a y n o t b e v a l i d a t t h i s s c a l e . En l a r g e m e n t o f m a p s b e y o n d t h e s c a l e o f m a p p i n g c a n c a u s e mi s u n d e r s t a n d i n g o f t h e d e t a i l o f m a p p i n g a n d a c c u r a c y o f s o i l li n e p l a c e m e n t . T h e m a p s d o n o t s h o w t h e s m a l l a r e a s o f co n t r a s t i n g s o i l s t h a t c o u l d h a v e b e e n s h o w n a t a m o r e d e t a i l e d sc a l e . Ple a s e r e l y o n t h e b a r s c a l e o n e a c h m a p s h e e t f o r m a p me a s u r e m e n t s . So u r c e o f M a p : Na t u r a l R e s o u r c e s C o n s e r v a t i o n S e r v i c e We b S o i l S u r v e y U R L : Co o r d i n a t e S y s t e m : We b M e r c a t o r ( E P S G : 3 8 5 7 ) Ma p s f r o m t h e W e b S o i l S u r v e y a r e b a s e d o n t h e W e b M e r c a t o r pr o j e c t i o n , w h i c h p r e s e r v e s d i r e c t i o n a n d s h a p e b u t d i s t o r t s di s t a n c e a n d a r e a . A p r o j e c t i o n t h a t p r e s e r v e s a r e a , s u c h a s t h e Alb e r s e q u a l - a r e a c o n i c p r o j e c t i o n , s h o u l d b e u s e d i f m o r e ac c u r a t e c a l c u l a t i o n s o f d i s t a n c e o r a r e a a r e r e q u i r e d . Th i s p r o d u c t i s g e n e r a t e d f r o m t h e U S D A - N R C S c e r t i f i e d d a t a a s of t h e v e r s i o n d a t e ( s ) l i s t e d b e l o w . So i l S u r v e y A r e a : Sa n D i e g o C o u n t y A r e a , C a l i f o r n i a Su r v e y A r e a D a t a : Ver s i o n 1 6 , S e p 1 3 , 2 0 2 1 So i l m a p u n i t s a r e l a b e l e d ( a s s p a c e a l l o w s ) f o r m a p s c a l e s 1: 5 0 , 0 0 0 o r l a r g e r . Da t e ( s ) a e r i a l i m a g e s w e r e p h o t o g r a p h e d : Ja n 2 4 , 2 0 2 0 — F e b 12 , 2 0 2 0 Th e o r t h o p h o t o o r o t h e r b a s e m a p o n w h i c h t h e s o i l l i n e s w e r e co m p i l e d a n d d i g i t i z e d p r o b a b l y d i f fe r s f r o m t h e b a c k g r o u n d im a g e r y d i s p l a y e d o n t h e s e m a p s . A s a r e s u l t , s o m e m i n o r sh i f t i n g o f m a p u n i t b o u n d a r i e s m a y b e e v i d e n t . Hy d r o l o g i c S o i l G r o u p — S a n D i e g o C o u n t y A r e a , C a l i f o r n i a Na t u r a l R e s o u r c e s Co n s e r v a t i o n S e r v i c e We b S o i l S u r v e y Na t i o n a l C o o p e r a t i v e S o i l S u r v e y 1/ 2 6 / 2 0 2 2 Pa g e 2 o f 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MlC Marina loamy coarse sand, 2 to 9 percent slopes B 1.5 100.0% Totals for Area of Interest 1.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/26/2022 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/26/2022 Page 4 of 4 CLW No.: 1476D January 26, 2022 ATTACHMENT 3 EXISTING HYDROLOGY CALCULATIONS AR E A C A L C U L A T I O N S EX I S T I N G H Y D R O L O G I C B A S I N S Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f Ar e a Are a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F Acr e s S F S F S F S F EX - 1 A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 1 8 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 2 2 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 2 7 0 % 0 . 0 0 - D 0 . 3 5 1 1 , 5 9 9 0 . 2 6 6 0 1 , 3 1 5 1 0 , 2 8 4 0 - 0. 3 1 1 0 0 % 0 . 3 1 - To t a l - 1 1 , 5 9 9 0 . 2 6 6 0 1 , 3 1 5 1 0 , 2 8 4 0 1 1 . 3 4 % - 1 0 0 % 0 . 3 1 0. 4 1 2 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f Ar e a Are a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F Acr e s S F S F S F S F EX - 2 A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 1 1 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 1 4 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 1 7 0 % 0 . 0 0 - D 0 . 3 5 8 , 8 0 7 0 . 2 0 2 0 3 , 8 2 3 4 , 9 8 4 0 - 0. 2 0 1 0 0 % 0 . 2 0 - To t a l - 8 , 8 0 7 0 . 2 0 2 0 3 , 8 2 3 4 , 9 8 4 0 4 3 . 4 1 % - 1 0 0 % 0 . 2 0 0. 5 8 9 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f Ar e a Are a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F Acr e s S F S F S F S F EX - 3 A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 7 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 0 9 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 1 1 0 % 0 . 0 0 - D 0 . 3 5 3 , 2 0 3 0 . 0 7 4 0 2 , 0 6 3 1 , 1 4 0 0 - 0. 1 2 1 0 0 % 0 . 1 2 - To t a l - 3 , 2 0 3 0 . 0 7 4 0 2 , 0 6 3 1 , 1 4 0 0 6 4 . 4 1 % - 1 0 0 % 0 . 1 2 0. 7 0 4 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 06/23/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** EX1 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub‐Area C Value = 0.410 Initial subarea total flow distance = 232.000(Ft.) Highest elevation = 44.900(Ft.) Lowest elevation = 39.000(Ft.) Elevation difference = 5.900(Ft.) Slope = 2.543 % Top of Initial Area Slope adjusted by User to 2.586 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 2.59 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3‐3 Initial Area Time of Concentration = 9.05 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.4100)*( 100.000^.5)/( 2.586^(1/3)]= 9.05 Rainfall intensity (I) = 4.493(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.490(CFS) Total initial stream area = 0.266(Ac.) End of computations, total study area = 0.266 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 06/23/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** EX2 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub‐Area C Value = 0.600 Initial subarea total flow distance = 220.000(Ft.) Highest elevation = 44.200(Ft.) Lowest elevation = 39.200(Ft.) Elevation difference = 5.000(Ft.) Slope = 2.273 % Top of Initial Area Slope adjusted by User to 2.420 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.42 %, in a development type of 10.9 DU/A or Less In Accordance With Figure 3‐3 Initial Area Time of Concentration = 6.00 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.6000)*( 80.000^.5)/( 2.420^(1/3)]= 6.00 Rainfall intensity (I) = 5.859(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.710(CFS) Total initial stream area = 0.202(Ac.) End of computations, total study area = 0.202 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 06/23/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** EX3 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.710 Initial subarea total flow distance = 43.000(Ft.) Highest elevation = 40.400(Ft.) Lowest elevation = 39.200(Ft.) Elevation difference = 1.200(Ft.) Slope = 2.791 % Top of Initial Area Slope adjusted by User to 6.279 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 6.28 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3‐3 Initial Area Time of Concentration = 3.71 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.7100)*( 95.000^.5)/( 6.279^(1/3)]= 3.71 Calculated TC of 3.709 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.346(CFS) Total initial stream area = 0.074(Ac.) End of computations, total study area = 0.074 (Ac.) CLW No.: 1476D January 26, 2022 ATTACHMENT 4 PROPOSED HYDROLOGY CALCULATIONS AR E A C A L C U L A T I O N S PR O P O S E D H Y D R O L O G I C B A S I N S Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - 1 A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 0 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 0 0 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 0 0 % 0 . 0 0 - D 0 . 3 5 2 , 5 4 7 0 . 0 5 8 0 2 , 5 4 7 0 0 - 0. 0 0 1 0 0 % 0 . 0 0 - To t a l - 2 , 5 4 7 0 . 0 5 8 0 2 , 5 4 7 0 0 1 0 0 . 0 0 % - 1 0 0 % 0 . 0 0 0. 9 0 0 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - 2 A A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 1 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 0 1 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 2 0 % 0 . 0 0 - D 0 . 3 5 1 , 5 5 2 0 . 0 3 6 0 1 , 4 5 9 9 3 0 - 0. 0 2 1 0 0 % 0 . 0 2 - To t a l - 1 , 5 5 2 0 . 0 3 6 0 1 , 4 5 9 9 3 0 9 4 . 0 1 % - 1 0 0 % 0 . 0 2 0. 8 6 7 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - 2 B A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 2 0 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 2 5 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 3 0 0 % 0 . 0 0 - D 0 . 3 5 4 8 9 0 . 0 1 1 0 0 45 6 3 3 - 0. 3 5 1 0 0 % 0 . 3 5 - To t a l - 4 8 9 0 . 0 1 1 0 0 45 6 3 3 0 . 0 0 % - 1 0 0 % 0 . 3 5 0. 3 5 0 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - 3 A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 1 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 0 1 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 1 0 % 0 . 0 0 - D 0 . 3 5 2 , 6 9 6 0 . 0 6 2 0 2 , 6 2 7 6 9 0 - 0. 0 1 1 0 0 % 0 . 0 1 - To t a l - 2 , 6 9 6 0 . 0 6 2 0 2 , 6 2 7 6 9 0 9 7 . 4 4 % - 1 0 0 % 0 . 0 1 0. 8 8 6 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - 4 A A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 1 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 0 1 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 1 0 % 0 . 0 0 - D 0 . 3 5 2 , 4 6 9 0 . 0 5 7 0 2 , 3 4 9 1 2 0 0 - 0. 0 2 1 0 0 % 0 . 0 2 - To t a l - 2 , 4 6 9 0 . 0 5 7 0 2 , 3 4 9 1 2 0 0 9 5 . 1 4 % - 1 0 0 % 0 . 0 2 0. 8 7 3 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - 4 B A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 2 0 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 2 5 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 3 0 0 % 0 . 0 0 - D 0 . 3 5 1 , 5 6 7 0 . 0 3 6 0 0 1 , 1 3 1 4 3 6 - 0. 3 5 1 0 0 % 0 . 3 5 - To t a l - 1 , 5 6 7 0 . 0 3 6 0 0 1 , 1 3 1 4 3 6 0 . 0 0 % - 1 0 0 % 0 . 3 5 0. 3 5 0 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - 5 A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 0 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 0 0 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 0 0 % 0 . 0 0 - D 0 . 3 5 3 , 2 1 0 0 . 0 7 4 0 3 , 2 1 0 0 0 - 0. 0 0 1 0 0 % 0 . 0 0 - To t a l - 3 , 2 1 0 0 . 0 7 4 0 3 , 2 1 0 0 0 1 0 0 . 0 0 % - 1 0 0 % 0 . 0 0 0. 9 0 0 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - 6 A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 1 9 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 2 4 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 2 9 0 % 0 . 0 0 - D 0 . 3 5 3 , 3 3 6 0 . 0 7 7 0 1 1 5 0 3 , 2 2 1 - 0. 3 4 1 0 0 % 0 . 3 4 - To t a l - 3 , 3 3 6 0 . 0 7 7 0 1 1 5 0 3 , 2 2 1 3 . 4 5 % - 1 0 0 % 0 . 3 4 0. 3 6 9 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - 7 A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 1 1 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 1 4 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 1 7 0 % 0 . 0 0 - D 0 . 3 5 1 , 2 5 4 0 . 0 2 9 0 5 5 9 4 5 0 2 4 5 - 0. 1 9 1 0 0 % 0 . 1 9 - To t a l - 1 , 2 5 4 0 . 0 2 9 0 5 5 9 4 5 0 2 4 5 4 4 . 5 8 % - 1 0 0 % 0 . 1 9 0. 5 9 5 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F OF F S I T E A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 5 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 0 6 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 7 0 % 0 . 0 0 - D 0 . 3 5 4 , 4 8 9 0 . 1 0 3 0 3 , 3 8 8 1 , 1 0 1 0 - 0. 0 9 1 0 0 % 0 . 0 9 - To t a l - 4 , 4 8 9 0 . 1 0 3 0 3 , 3 8 8 1 , 1 0 1 0 7 5 . 4 7 % - 1 0 0 % 0 . 0 9 0. 7 6 5 Ba s i n S o i l T y p e P e r v i o u s T o t a l T o t a l N a t u r a l I m p e r v i o u s L a n d s c a p e P e r v i o u s % C V a l u e % F r a c t i o n C V a l u e C V a l u e Ru n o f f A r e a A r e a Pa v e r s I m p e r v i o u s W e i g h t e d o f S i t e F r a c t i o n F i n a l Co e f f i c i e n t S F A c r e s S F S F SF S F PR - T O T A L A 0 . 2 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 6 0 % 0 . 0 0 - B 0 . 2 5 0 0 . 0 0 0 0 0 0 0 - 0. 0 8 0 % 0 . 0 0 - C 0 . 3 0 0 0 . 0 0 0 0 0 0 0 - 0. 0 9 0 % 0 . 0 0 - D 0 . 3 5 2 3 , 6 0 9 0 . 5 4 2 0 1 6 , 2 5 4 1 , 8 3 3 3 , 4 6 6 - 0. 1 1 1 0 0 % 0 . 1 1 - To t a l - 2 3 , 6 0 9 0 . 5 4 2 0 1 6 , 2 5 4 1 , 8 3 3 3 , 4 6 6 6 8 . 8 5 % - 1 0 0 % 0 . 1 1 0. 7 2 9 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 06/23/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** PR1 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub‐Area C Value = 0.870 Initial subarea total flow distance = 10.000(Ft.) Highest elevation = 40.340(Ft.) Lowest elevation = 40.200(Ft.) Elevation difference = 0.140(Ft.) Slope = 1.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.40 %, in a development type of General Industrial In Accordance With Figure 3‐3 Initial Area Time of Concentration = 2.87 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.8700)*( 60.000^.5)/( 1.400^(1/3)]= 2.87 Calculated TC of 2.867 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.332(CFS) Total initial stream area = 0.058(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 39.200(Ft.) Downstream point/station elevation = 38.150(Ft.) Pipe length = 104.00(Ft.) Slope = 0.0101 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.332(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.332(CFS) Normal flow depth in pipe = 3.32(In.) Flow top width inside pipe = 5.97(In.) Critical Depth = 3.51(In.) Pipe flow velocity = 2.99(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 3.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** 6 HOUR HYDROGRAPH **** ______________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data ‐ Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 3.45 Basin Area = 0.06 Acres 6 Hour Rainfall = 2.500 Inches Runoff Coefficient = 0.870 Peak Discharge = 0.33 CFS Time (Min) Discharge (CFS) 0 0.000 3 0.007 6 0.008 9 0.008 12 0.008 15 0.008 18 0.008 21 0.008 24 0.008 27 0.008 30 0.008 33 0.008 36 0.008 39 0.008 42 0.008 45 0.008 48 0.009 51 0.009 54 0.009 57 0.009 60 0.009 63 0.009 66 0.009 69 0.009 72 0.009 75 0.009 78 0.010 81 0.010 84 0.010 87 0.010 90 0.010 93 0.010 96 0.010 99 0.010 102 0.011 105 0.011 108 0.011 111 0.011 114 0.011 117 0.011 120 0.012 123 0.012 126 0.012 129 0.012 132 0.012 135 0.013 138 0.013 141 0.013 144 0.013 147 0.014 150 0.014 153 0.014 156 0.014 159 0.015 162 0.015 165 0.016 168 0.016 171 0.016 174 0.017 177 0.017 180 0.018 183 0.018 186 0.019 189 0.020 192 0.020 195 0.021 198 0.022 201 0.023 204 0.024 207 0.026 210 0.027 213 0.029 216 0.031 219 0.034 222 0.036 225 0.041 228 0.045 231 0.055 234 0.062 237 0.091 240 0.129 243 0.332 246 0.073 249 0.049 252 0.038 255 0.032 258 0.028 261 0.025 264 0.023 267 0.021 270 0.019 273 0.018 276 0.017 279 0.016 282 0.015 285 0.015 288 0.014 291 0.013 294 0.013 297 0.012 300 0.012 303 0.012 306 0.011 309 0.011 312 0.011 315 0.010 318 0.010 321 0.010 324 0.010 327 0.009 330 0.009 333 0.009 336 0.009 339 0.009 342 0.008 345 0.008 348 0.008 351 0.008 354 0.008 357 0.008 360 0.008 363 0.007 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 ‐ H O U R S T O R M R u n o f f H y d r o g r a p h ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph in 1 Minute intervals ((CFS)) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time(h+m) Volume Ac.Ft Q(CFS) 0 0.1 0.2 0.2 0.3 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0+ 0 0.0000 0.00 Q | | | | 0+ 1 0.0000 0.00 Q | | | | 0+ 2 0.0000 0.00 Q | | | | 0+ 3 0.0000 0.01 Q | | | | 0+ 4 0.0000 0.01 Q | | | | 0+ 5 0.0000 0.01 Q | | | | 0+ 6 0.0001 0.01 Q | | | | 0+ 7 0.0001 0.01 Q | | | | 0+ 8 0.0001 0.01 Q | | | | 0+ 9 0.0001 0.01 Q | | | | 0+10 0.0001 0.01 Q | | | | 0+11 0.0001 0.01 Q | | | | 0+12 0.0001 0.01 Q | | | | 0+13 0.0001 0.01 Q | | | | 0+14 0.0001 0.01 Q | | | | 0+15 0.0001 0.01 Q | | | | 0+16 0.0002 0.01 Q | | | | 0+17 0.0002 0.01 Q | | | | 0+18 0.0002 0.01 Q | | | | 0+19 0.0002 0.01 Q | | | | 0+20 0.0002 0.01 Q | | | | 0+21 0.0002 0.01 Q | | | | 0+22 0.0002 0.01 Q | | | | 0+23 0.0002 0.01 Q | | | | 0+24 0.0002 0.01 Q | | | | 0+25 0.0003 0.01 QV | | | | 0+26 0.0003 0.01 QV | | | | 0+27 0.0003 0.01 QV | | | | 0+28 0.0003 0.01 QV | | | | 0+29 0.0003 0.01 QV | | | | 0+30 0.0003 0.01 QV | | | | 0+31 0.0003 0.01 QV | | | | 0+32 0.0003 0.01 QV | | | | 0+33 0.0003 0.01 QV | | | | 0+34 0.0004 0.01 QV | | | | 0+35 0.0004 0.01 QV | | | | 0+36 0.0004 0.01 QV | | | | 0+37 0.0004 0.01 QV | | | | 0+38 0.0004 0.01 QV | | | | 0+39 0.0004 0.01 |Q | | | | 0+40 0.0004 0.01 |Q | | | | 0+41 0.0004 0.01 |Q | | | | 0+42 0.0004 0.01 |Q | | | | 0+43 0.0005 0.01 |Q | | | | 0+44 0.0005 0.01 |Q | | | | 0+45 0.0005 0.01 |Q | | | | 0+46 0.0005 0.01 |Q | | | | 0+47 0.0005 0.01 |QV | | | | 0+48 0.0005 0.01 |QV | | | | 0+49 0.0005 0.01 |QV | | | | 0+50 0.0005 0.01 |QV | | | | 0+51 0.0006 0.01 |QV | | | | 0+52 0.0006 0.01 |QV | | | | 0+53 0.0006 0.01 |QV | | | | 0+54 0.0006 0.01 |QV | | | | 0+55 0.0006 0.01 |QV | | | | 0+56 0.0006 0.01 |QV | | | | 0+57 0.0006 0.01 |QV | | | | 0+58 0.0006 0.01 |QV | | | | 0+59 0.0006 0.01 |QV | | | | 1+ 0 0.0007 0.01 |QV | | | | 1+ 1 0.0007 0.01 |QV | | | | 1+ 2 0.0007 0.01 |QV | | | | 1+ 3 0.0007 0.01 |QV | | | | 1+ 4 0.0007 0.01 |QV | | | | 1+ 5 0.0007 0.01 |QV | | | | 1+ 6 0.0007 0.01 |QV | | | | 1+ 7 0.0007 0.01 |Q V | | | | 1+ 8 0.0008 0.01 |Q V | | | | 1+ 9 0.0008 0.01 |Q V | | | | 1+10 0.0008 0.01 |Q V | | | | 1+11 0.0008 0.01 |Q V | | | | 1+12 0.0008 0.01 |Q V | | | | 1+13 0.0008 0.01 |Q V | | | | 1+14 0.0008 0.01 |Q V | | | | 1+15 0.0009 0.01 |Q V | | | | 1+16 0.0009 0.01 |Q V | | | | 1+17 0.0009 0.01 |Q V | | | | 1+18 0.0009 0.01 |Q V | | | | 1+19 0.0009 0.01 |Q V | | | | 1+20 0.0009 0.01 |Q V | | | | 1+21 0.0009 0.01 |Q V | | | | 1+22 0.0009 0.01 |Q V | | | | 1+23 0.0010 0.01 |Q V | | | | 1+24 0.0010 0.01 |Q V | | | | 1+25 0.0010 0.01 |Q V | | | | 1+26 0.0010 0.01 |Q V | | | | 1+27 0.0010 0.01 |Q V | | | | 1+28 0.0010 0.01 |Q V | | | | 1+29 0.0010 0.01 |Q V | | | | 1+30 0.0011 0.01 |Q V | | | | 1+31 0.0011 0.01 |Q V | | | | 1+32 0.0011 0.01 |Q V | | | | 1+33 0.0011 0.01 |Q V | | | | 1+34 0.0011 0.01 |Q V | | | | 1+35 0.0011 0.01 |Q V | | | | 1+36 0.0011 0.01 |Q V | | | | 1+37 0.0012 0.01 |Q V | | | | 1+38 0.0012 0.01 |Q V | | | | 1+39 0.0012 0.01 |Q V | | | | 1+40 0.0012 0.01 |Q V | | | | 1+41 0.0012 0.01 |Q V | | | | 1+42 0.0012 0.01 |Q V | | | | 1+43 0.0012 0.01 |Q V | | | | 1+44 0.0013 0.01 |Q V | | | | 1+45 0.0013 0.01 |Q V | | | | 1+46 0.0013 0.01 |Q V | | | | 1+47 0.0013 0.01 |Q V | | | | 1+48 0.0013 0.01 |Q V | | | | 1+49 0.0013 0.01 |Q V | | | | 1+50 0.0013 0.01 |Q V | | | | 1+51 0.0014 0.01 |Q V | | | | 1+52 0.0014 0.01 |Q V | | | | 1+53 0.0014 0.01 |Q V | | | | 1+54 0.0014 0.01 |Q V | | | | 1+55 0.0014 0.01 |Q V | | | | 1+56 0.0014 0.01 |Q V | | | | 1+57 0.0015 0.01 |Q V | | | | 1+58 0.0015 0.01 |Q V | | | | 1+59 0.0015 0.01 |Q V | | | | 2+ 0 0.0015 0.01 |Q V | | | | 2+ 1 0.0015 0.01 |Q V | | | | 2+ 2 0.0015 0.01 |Q V | | | | 2+ 3 0.0015 0.01 |Q V | | | | 2+ 4 0.0016 0.01 |Q V | | | | 2+ 5 0.0016 0.01 |Q V | | | | 2+ 6 0.0016 0.01 |Q V | | | | 2+ 7 0.0016 0.01 |Q V | | | | 2+ 8 0.0016 0.01 |Q V | | | | 2+ 9 0.0016 0.01 |Q V | | | | 2+10 0.0017 0.01 |Q V | | | | 2+11 0.0017 0.01 |Q V | | | | 2+12 0.0017 0.01 |Q V | | | | 2+13 0.0017 0.01 |Q V | | | | 2+14 0.0017 0.01 |Q V | | | | 2+15 0.0017 0.01 |Q V | | | | 2+16 0.0018 0.01 |Q V | | | | 2+17 0.0018 0.01 |Q V | | | | 2+18 0.0018 0.01 |Q V | | | | 2+19 0.0018 0.01 |Q V | | | | 2+20 0.0018 0.01 |Q V | | | | 2+21 0.0019 0.01 |Q V | | | | 2+22 0.0019 0.01 |Q V | | | | 2+23 0.0019 0.01 |Q V | | | | 2+24 0.0019 0.01 |Q V | | | | 2+25 0.0019 0.01 |Q V | | | | 2+26 0.0019 0.01 |Q V | | | | 2+27 0.0020 0.01 |Q V | | | | 2+28 0.0020 0.01 |Q V | | | | 2+29 0.0020 0.01 |Q V | | | | 2+30 0.0020 0.01 |Q V | | | | 2+31 0.0020 0.01 |Q V | | | | 2+32 0.0021 0.01 |Q V | | | | 2+33 0.0021 0.01 |Q V | | | | 2+34 0.0021 0.01 |Q V | | | | 2+35 0.0021 0.01 |Q V | | | | 2+36 0.0021 0.01 |Q V | | | | 2+37 0.0022 0.01 |Q V | | | | 2+38 0.0022 0.01 |Q V | | | | 2+39 0.0022 0.01 |Q V | | | | 2+40 0.0022 0.01 |Q V | | | | 2+41 0.0022 0.01 |Q V| | | | 2+42 0.0023 0.02 |Q V| | | | 2+43 0.0023 0.02 |Q V| | | | 2+44 0.0023 0.02 |Q V| | | | 2+45 0.0023 0.02 |Q V| | | | 2+46 0.0023 0.02 |Q V| | | | 2+47 0.0024 0.02 |Q V| | | | 2+48 0.0024 0.02 |Q V| | | | 2+49 0.0024 0.02 |Q V| | | | 2+50 0.0024 0.02 |Q V| | | | 2+51 0.0025 0.02 |Q V| | | | 2+52 0.0025 0.02 |Q V| | | | 2+53 0.0025 0.02 |Q V | | | 2+54 0.0025 0.02 | Q V | | | 2+55 0.0025 0.02 | Q V | | | 2+56 0.0026 0.02 | Q V | | | 2+57 0.0026 0.02 | Q V | | | 2+58 0.0026 0.02 | Q V | | | 2+59 0.0026 0.02 | Q V | | | 3+ 0 0.0027 0.02 | Q V | | | 3+ 1 0.0027 0.02 | Q V | | | 3+ 2 0.0027 0.02 | Q V | | | 3+ 3 0.0027 0.02 | Q |V | | | 3+ 4 0.0028 0.02 | Q |V | | | 3+ 5 0.0028 0.02 | Q |V | | | 3+ 6 0.0028 0.02 | Q |V | | | 3+ 7 0.0028 0.02 | Q |V | | | 3+ 8 0.0029 0.02 | Q |V | | | 3+ 9 0.0029 0.02 | Q |V | | | 3+10 0.0029 0.02 | Q |V | | | 3+11 0.0030 0.02 | Q |V | | | 3+12 0.0030 0.02 | Q | V | | | 3+13 0.0030 0.02 | Q | V | | | 3+14 0.0030 0.02 | Q | V | | | 3+15 0.0031 0.02 | Q | V | | | 3+16 0.0031 0.02 | Q | V | | | 3+17 0.0031 0.02 | Q | V | | | 3+18 0.0032 0.02 | Q | V | | | 3+19 0.0032 0.02 | Q | V | | | 3+20 0.0032 0.02 | Q | V | | | 3+21 0.0033 0.02 | Q | V | | | 3+22 0.0033 0.02 | Q | V | | | 3+23 0.0033 0.02 | Q | V | | | 3+24 0.0034 0.02 | Q | V | | | 3+25 0.0034 0.02 | Q | V | | | 3+26 0.0034 0.03 | Q | V | | | 3+27 0.0035 0.03 | Q | V | | | 3+28 0.0035 0.03 | Q | V | | | 3+29 0.0035 0.03 | Q | V | | | 3+30 0.0036 0.03 | Q | V | | | 3+31 0.0036 0.03 | Q | V | | | 3+32 0.0036 0.03 | Q | V | | | 3+33 0.0037 0.03 | Q | V | | | 3+34 0.0037 0.03 | Q | V | | | 3+35 0.0038 0.03 | Q | V | | | 3+36 0.0038 0.03 | Q | V | | | 3+37 0.0039 0.03 | Q | V | | | 3+38 0.0039 0.03 | Q | V | | | 3+39 0.0039 0.03 | Q | V | | | 3+40 0.0040 0.03 | Q | V | | | 3+41 0.0040 0.04 | Q | V | | | 3+42 0.0041 0.04 | Q | V | | | 3+43 0.0041 0.04 | Q | V | | | 3+44 0.0042 0.04 | Q | V | | | 3+45 0.0043 0.04 | Q | V | | | 3+46 0.0043 0.04 | Q | V | | | 3+47 0.0044 0.04 | Q | V | | | 3+48 0.0044 0.04 | Q | V | | | 3+49 0.0045 0.05 | Q | V | | | 3+50 0.0046 0.05 | Q | V | | | 3+51 0.0046 0.05 | Q | V | | | 3+52 0.0047 0.06 | Q | V| | | 3+53 0.0048 0.06 | Q | V| | | 3+54 0.0049 0.06 | Q | V| | | 3+55 0.0050 0.07 | Q | V | | 3+56 0.0051 0.08 | Q| V | | 3+57 0.0052 0.09 | |Q |V | | 3+58 0.0054 0.10 | | Q |V | | 3+59 0.0055 0.12 | | Q | V | | 4+ 0 0.0057 0.13 | | Q | V | | 4+ 1 0.0060 0.20 | | | QV | | 4+ 2 0.0064 0.26 | | | V |Q | 4+ 3 0.0068 0.33 | | | V | Q 4+ 4 0.0071 0.25 | | | VQ| | 4+ 5 0.0074 0.16 | | Q| V| | 4+ 6 0.0075 0.07 | Q | | V | 4+ 7 0.0076 0.07 | Q | | V | 4+ 8 0.0076 0.06 | Q | | V | 4+ 9 0.0077 0.05 | Q | | |V | 4+10 0.0078 0.05 | Q | | |V | 4+11 0.0078 0.04 | Q | | |V | 4+12 0.0079 0.04 | Q | | |V | 4+13 0.0079 0.04 | Q | | |V | 4+14 0.0080 0.03 | Q | | | V | 4+15 0.0080 0.03 | Q | | | V | 4+16 0.0081 0.03 | Q | | | V | 4+17 0.0081 0.03 | Q | | | V | 4+18 0.0081 0.03 | Q | | | V | 4+19 0.0082 0.03 | Q | | | V | 4+20 0.0082 0.03 | Q | | | V | 4+21 0.0082 0.02 | Q | | | V | 4+22 0.0083 0.02 | Q | | | V | 4+23 0.0083 0.02 | Q | | | V | 4+24 0.0083 0.02 | Q | | | V | 4+25 0.0084 0.02 | Q | | | V | 4+26 0.0084 0.02 | Q | | | V | 4+27 0.0084 0.02 | Q | | | V | 4+28 0.0085 0.02 | Q | | | V | 4+29 0.0085 0.02 | Q | | | V | 4+30 0.0085 0.02 | Q | | | V | 4+31 0.0085 0.02 | Q | | | V | 4+32 0.0086 0.02 | Q | | | V | 4+33 0.0086 0.02 | Q | | | V | 4+34 0.0086 0.02 | Q | | | V | 4+35 0.0086 0.02 | Q | | | V | 4+36 0.0087 0.02 | Q | | | V | 4+37 0.0087 0.02 | Q | | | V | 4+38 0.0087 0.02 |Q | | | V | 4+39 0.0087 0.02 |Q | | | V | 4+40 0.0088 0.02 |Q | | | V | 4+41 0.0088 0.02 |Q | | | V | 4+42 0.0088 0.02 |Q | | | V | 4+43 0.0088 0.02 |Q | | | V | 4+44 0.0088 0.01 |Q | | | V | 4+45 0.0089 0.01 |Q | | | V | 4+46 0.0089 0.01 |Q | | | V | 4+47 0.0089 0.01 |Q | | | V | 4+48 0.0089 0.01 |Q | | | V | 4+49 0.0089 0.01 |Q | | | V | 4+50 0.0090 0.01 |Q | | | V | 4+51 0.0090 0.01 |Q | | | V | 4+52 0.0090 0.01 |Q | | | V | 4+53 0.0090 0.01 |Q | | | V | 4+54 0.0090 0.01 |Q | | | V | 4+55 0.0090 0.01 |Q | | | V | 4+56 0.0091 0.01 |Q | | | V | 4+57 0.0091 0.01 |Q | | | V | 4+58 0.0091 0.01 |Q | | | V | 4+59 0.0091 0.01 |Q | | | V | 5+ 0 0.0091 0.01 |Q | | | V | 5+ 1 0.0091 0.01 |Q | | | V | 5+ 2 0.0092 0.01 |Q | | | V | 5+ 3 0.0092 0.01 |Q | | | V | 5+ 4 0.0092 0.01 |Q | | | V | 5+ 5 0.0092 0.01 |Q | | | V | 5+ 6 0.0092 0.01 |Q | | | V | 5+ 7 0.0092 0.01 |Q | | | V | 5+ 8 0.0093 0.01 |Q | | | V | 5+ 9 0.0093 0.01 |Q | | | V | 5+10 0.0093 0.01 |Q | | | V | 5+11 0.0093 0.01 |Q | | | V | 5+12 0.0093 0.01 |Q | | | V | 5+13 0.0093 0.01 |Q | | | V | 5+14 0.0093 0.01 |Q | | | V | 5+15 0.0094 0.01 |Q | | | V | 5+16 0.0094 0.01 |Q | | | V | 5+17 0.0094 0.01 |Q | | | V | 5+18 0.0094 0.01 |Q | | | V | 5+19 0.0094 0.01 |Q | | | V | 5+20 0.0094 0.01 |Q | | | V | 5+21 0.0094 0.01 |Q | | | V | 5+22 0.0095 0.01 |Q | | | V | 5+23 0.0095 0.01 |Q | | | V | 5+24 0.0095 0.01 |Q | | | V | 5+25 0.0095 0.01 |Q | | | V | 5+26 0.0095 0.01 |Q | | | V | 5+27 0.0095 0.01 |Q | | | V | 5+28 0.0095 0.01 |Q | | | V | 5+29 0.0095 0.01 |Q | | | V | 5+30 0.0096 0.01 |Q | | | V | 5+31 0.0096 0.01 |Q | | | V | 5+32 0.0096 0.01 |Q | | | V | 5+33 0.0096 0.01 |Q | | | V | 5+34 0.0096 0.01 |Q | | | V | 5+35 0.0096 0.01 |Q | | | V | 5+36 0.0096 0.01 |Q | | | V | 5+37 0.0096 0.01 |Q | | | V | 5+38 0.0097 0.01 |Q | | | V | 5+39 0.0097 0.01 |Q | | | V | 5+40 0.0097 0.01 |Q | | | V | 5+41 0.0097 0.01 |Q | | | V| 5+42 0.0097 0.01 |Q | | | V| 5+43 0.0097 0.01 |Q | | | V| 5+44 0.0097 0.01 |Q | | | V| 5+45 0.0097 0.01 Q | | | V| 5+46 0.0097 0.01 Q | | | V| 5+47 0.0098 0.01 Q | | | V| 5+48 0.0098 0.01 Q | | | V| 5+49 0.0098 0.01 Q | | | V| 5+50 0.0098 0.01 Q | | | V| 5+51 0.0098 0.01 Q | | | V| 5+52 0.0098 0.01 Q | | | V| 5+53 0.0098 0.01 Q | | | V| 5+54 0.0098 0.01 Q | | | V| 5+55 0.0098 0.01 Q | | | V| 5+56 0.0099 0.01 Q | | | V| 5+57 0.0099 0.01 Q | | | V| 5+58 0.0099 0.01 Q | | | V| 5+59 0.0099 0.01 Q | | | V| 6+ 0 0.0099 0.01 Q | | | V| 6+ 1 0.0099 0.01 Q | | | V| 6+ 2 0.0099 0.01 Q | | | V| 6+ 3 0.0099 0.01 Q | | | V ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ End of computations, total study area = 0.058 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** PR2 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub‐Area C Value = 0.870 Initial subarea total flow distance = 38.000(Ft.) Highest elevation = 78.800(Ft.) Lowest elevation = 78.420(Ft.) Elevation difference = 0.380(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Industrial In Accordance With Figure 3‐3 Initial Area Time of Concentration = 3.21 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.8700)*( 60.000^.5)/( 1.000^(1/3)]= 3.21 Calculated TC of 3.207 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.206(CFS) Total initial stream area = 0.036(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.036(Ac.) Runoff from this stream = 0.206(CFS) Time of concentration = 3.21 min. Rainfall intensity = 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 306.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub‐Area C Value = 0.350 Initial subarea total flow distance = 15.000(Ft.) Highest elevation = 39.510(Ft.) Lowest elevation = 39.300(Ft.) Elevation difference = 0.210(Ft.) Slope = 1.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.40 %, in a development type of Permanent Open Space In Accordance With Figure 3‐3 Initial Area Time of Concentration = 10.10 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.3500)*( 70.000^.5)/( 1.400^(1/3)]= 10.10 Rainfall intensity (I) = 4.186(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.016(CFS) Total initial stream area = 0.011(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 38.000(Ft.) Downstream point/station elevation = 37.350(Ft.) Pipe length = 70.00(Ft.) Slope = 0.0093 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.016(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.016(CFS) Normal flow depth in pipe = 0.73(In.) Flow top width inside pipe = 3.93(In.) Critical depth could not be calculated. Pipe flow velocity = 1.25(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 11.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.011(Ac.) Runoff from this stream = 0.016(CFS) Time of concentration = 11.03 min. Rainfall intensity = 3.954(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.206 3.21 6.587 2 0.016 11.03 3.954 Qmax(1) = 1.000 * 1.000 * 0.206) + 1.000 * 0.291 * 0.016) + = 0.211 Qmax(2) = 0.600 * 1.000 * 0.206) + 1.000 * 1.000 * 0.016) + = 0.140 Total of 2 main streams to confluence: Flow rates before confluence point: 0.206 0.016 Maximum flow rates at confluence using above data: 0.211 0.140 Area of streams before confluence: 0.036 0.011 Results of confluence: Total flow rate = 0.211(CFS) Time of concentration = 3.207 min. Effective stream area after confluence = 0.047(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** 6 HOUR HYDROGRAPH **** ______________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data ‐ Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 3.21 Basin Area = 0.05 Acres 6 Hour Rainfall = 2.500 Inches Runoff Coefficient = 0.748 Peak Discharge = 0.21 CFS Time (Min) Discharge (CFS) 0 0.000 3 0.005 6 0.005 9 0.005 12 0.005 15 0.005 18 0.005 21 0.005 24 0.006 27 0.006 30 0.006 33 0.006 36 0.006 39 0.006 42 0.006 45 0.006 48 0.006 51 0.006 54 0.006 57 0.006 60 0.006 63 0.006 66 0.006 69 0.006 72 0.006 75 0.007 78 0.007 81 0.007 84 0.007 87 0.007 90 0.007 93 0.007 96 0.007 99 0.007 102 0.007 105 0.007 108 0.008 111 0.008 114 0.008 117 0.008 120 0.008 123 0.008 126 0.008 129 0.008 132 0.009 135 0.009 138 0.009 141 0.009 144 0.009 147 0.009 150 0.010 153 0.010 156 0.010 159 0.010 162 0.011 165 0.011 168 0.011 171 0.011 174 0.012 177 0.012 180 0.012 183 0.013 186 0.013 189 0.014 192 0.014 195 0.015 198 0.015 201 0.016 204 0.017 207 0.018 210 0.019 213 0.020 216 0.021 219 0.024 222 0.025 225 0.029 228 0.031 231 0.038 234 0.043 237 0.064 240 0.090 243 0.211 246 0.051 249 0.034 252 0.027 255 0.022 258 0.020 261 0.017 264 0.016 267 0.015 270 0.013 273 0.013 276 0.012 279 0.011 282 0.011 285 0.010 288 0.010 291 0.009 294 0.009 297 0.009 300 0.008 303 0.008 306 0.008 309 0.008 312 0.007 315 0.007 318 0.007 321 0.007 324 0.007 327 0.007 330 0.006 333 0.006 336 0.006 339 0.006 342 0.006 345 0.006 348 0.006 351 0.006 354 0.005 357 0.005 360 0.005 363 0.005 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 ‐ H O U R S T O R M R u n o f f H y d r o g r a p h ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph in 1 Minute intervals ((CFS)) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time(h+m) Volume Ac.Ft Q(CFS) 0 0.1 0.1 0.2 0.2 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0+ 0 0.0000 0.00 Q | | | | 0+ 1 0.0000 0.00 Q | | | | 0+ 2 0.0000 0.00 Q | | | | 0+ 3 0.0000 0.01 Q | | | | 0+ 4 0.0000 0.01 Q | | | | 0+ 5 0.0000 0.01 Q | | | | 0+ 6 0.0000 0.01 Q | | | | 0+ 7 0.0000 0.01 VQ | | | | 0+ 8 0.0001 0.01 VQ | | | | 0+ 9 0.0001 0.01 VQ | | | | 0+10 0.0001 0.01 VQ | | | | 0+11 0.0001 0.01 VQ | | | | 0+12 0.0001 0.01 VQ | | | | 0+13 0.0001 0.01 VQ | | | | 0+14 0.0001 0.01 VQ | | | | 0+15 0.0001 0.01 VQ | | | | 0+16 0.0001 0.01 VQ | | | | 0+17 0.0001 0.01 VQ | | | | 0+18 0.0001 0.01 VQ | | | | 0+19 0.0001 0.01 VQ | | | | 0+20 0.0001 0.01 VQ | | | | 0+21 0.0001 0.01 VQ | | | | 0+22 0.0002 0.01 VQ | | | | 0+23 0.0002 0.01 VQ | | | | 0+24 0.0002 0.01 VQ | | | | 0+25 0.0002 0.01 |Q | | | | 0+26 0.0002 0.01 |Q | | | | 0+27 0.0002 0.01 |Q | | | | 0+28 0.0002 0.01 |Q | | | | 0+29 0.0002 0.01 |Q | | | | 0+30 0.0002 0.01 |Q | | | | 0+31 0.0002 0.01 |Q | | | | 0+32 0.0002 0.01 |Q | | | | 0+33 0.0002 0.01 |Q | | | | 0+34 0.0002 0.01 |Q | | | | 0+35 0.0003 0.01 |Q | | | | 0+36 0.0003 0.01 |Q | | | | 0+37 0.0003 0.01 |Q | | | | 0+38 0.0003 0.01 |Q | | | | 0+39 0.0003 0.01 |Q | | | | 0+40 0.0003 0.01 |Q | | | | 0+41 0.0003 0.01 |Q | | | | 0+42 0.0003 0.01 |Q | | | | 0+43 0.0003 0.01 |Q | | | | 0+44 0.0003 0.01 |Q | | | | 0+45 0.0003 0.01 |Q | | | | 0+46 0.0003 0.01 |QV | | | | 0+47 0.0004 0.01 |QV | | | | 0+48 0.0004 0.01 |QV | | | | 0+49 0.0004 0.01 |QV | | | | 0+50 0.0004 0.01 |QV | | | | 0+51 0.0004 0.01 |QV | | | | 0+52 0.0004 0.01 |QV | | | | 0+53 0.0004 0.01 |QV | | | | 0+54 0.0004 0.01 |QV | | | | 0+55 0.0004 0.01 |QV | | | | 0+56 0.0004 0.01 |QV | | | | 0+57 0.0004 0.01 |QV | | | | 0+58 0.0004 0.01 |QV | | | | 0+59 0.0005 0.01 |QV | | | | 1+ 0 0.0005 0.01 |QV | | | | 1+ 1 0.0005 0.01 |QV | | | | 1+ 2 0.0005 0.01 |QV | | | | 1+ 3 0.0005 0.01 |QV | | | | 1+ 4 0.0005 0.01 |QV | | | | 1+ 5 0.0005 0.01 |QV | | | | 1+ 6 0.0005 0.01 |Q V | | | | 1+ 7 0.0005 0.01 |Q V | | | | 1+ 8 0.0005 0.01 |Q V | | | | 1+ 9 0.0005 0.01 |Q V | | | | 1+10 0.0005 0.01 |Q V | | | | 1+11 0.0006 0.01 |Q V | | | | 1+12 0.0006 0.01 |Q V | | | | 1+13 0.0006 0.01 |Q V | | | | 1+14 0.0006 0.01 |Q V | | | | 1+15 0.0006 0.01 |Q V | | | | 1+16 0.0006 0.01 |Q V | | | | 1+17 0.0006 0.01 |Q V | | | | 1+18 0.0006 0.01 |Q V | | | | 1+19 0.0006 0.01 |Q V | | | | 1+20 0.0006 0.01 |Q V | | | | 1+21 0.0006 0.01 |Q V | | | | 1+22 0.0007 0.01 |Q V | | | | 1+23 0.0007 0.01 |Q V | | | | 1+24 0.0007 0.01 |Q V | | | | 1+25 0.0007 0.01 |Q V | | | | 1+26 0.0007 0.01 |Q V | | | | 1+27 0.0007 0.01 |Q V | | | | 1+28 0.0007 0.01 |Q V | | | | 1+29 0.0007 0.01 |Q V | | | | 1+30 0.0007 0.01 |Q V | | | | 1+31 0.0007 0.01 |Q V | | | | 1+32 0.0008 0.01 |Q V | | | | 1+33 0.0008 0.01 |Q V | | | | 1+34 0.0008 0.01 |Q V | | | | 1+35 0.0008 0.01 |Q V | | | | 1+36 0.0008 0.01 |Q V | | | | 1+37 0.0008 0.01 |Q V | | | | 1+38 0.0008 0.01 |Q V | | | | 1+39 0.0008 0.01 |Q V | | | | 1+40 0.0008 0.01 |Q V | | | | 1+41 0.0008 0.01 |Q V | | | | 1+42 0.0009 0.01 |Q V | | | | 1+43 0.0009 0.01 |Q V | | | | 1+44 0.0009 0.01 |Q V | | | | 1+45 0.0009 0.01 |Q V | | | | 1+46 0.0009 0.01 |Q V | | | | 1+47 0.0009 0.01 |Q V | | | | 1+48 0.0009 0.01 |Q V | | | | 1+49 0.0009 0.01 |Q V | | | | 1+50 0.0009 0.01 |Q V | | | | 1+51 0.0009 0.01 |Q V | | | | 1+52 0.0010 0.01 |Q V | | | | 1+53 0.0010 0.01 |Q V | | | | 1+54 0.0010 0.01 |Q V | | | | 1+55 0.0010 0.01 |Q V | | | | 1+56 0.0010 0.01 |Q V | | | | 1+57 0.0010 0.01 |Q V | | | | 1+58 0.0010 0.01 |Q V | | | | 1+59 0.0010 0.01 |Q V | | | | 2+ 0 0.0010 0.01 |Q V | | | | 2+ 1 0.0011 0.01 |Q V | | | | 2+ 2 0.0011 0.01 |Q V | | | | 2+ 3 0.0011 0.01 |Q V | | | | 2+ 4 0.0011 0.01 |Q V | | | | 2+ 5 0.0011 0.01 |Q V | | | | 2+ 6 0.0011 0.01 |Q V | | | | 2+ 7 0.0011 0.01 |Q V | | | | 2+ 8 0.0011 0.01 |Q V | | | | 2+ 9 0.0011 0.01 |Q V | | | | 2+10 0.0012 0.01 |Q V | | | | 2+11 0.0012 0.01 |Q V | | | | 2+12 0.0012 0.01 |Q V | | | | 2+13 0.0012 0.01 |Q V | | | | 2+14 0.0012 0.01 |Q V | | | | 2+15 0.0012 0.01 |Q V | | | | 2+16 0.0012 0.01 |Q V | | | | 2+17 0.0012 0.01 |Q V | | | | 2+18 0.0013 0.01 |Q V | | | | 2+19 0.0013 0.01 |Q V | | | | 2+20 0.0013 0.01 |Q V | | | | 2+21 0.0013 0.01 |Q V | | | | 2+22 0.0013 0.01 |Q V | | | | 2+23 0.0013 0.01 |Q V | | | | 2+24 0.0013 0.01 |Q V | | | | 2+25 0.0013 0.01 |Q V | | | | 2+26 0.0014 0.01 |Q V | | | | 2+27 0.0014 0.01 |Q V | | | | 2+28 0.0014 0.01 |Q V | | | | 2+29 0.0014 0.01 |Q V | | | | 2+30 0.0014 0.01 |Q V | | | | 2+31 0.0014 0.01 |Q V | | | | 2+32 0.0014 0.01 |Q V | | | | 2+33 0.0014 0.01 |Q V | | | | 2+34 0.0015 0.01 |Q V | | | | 2+35 0.0015 0.01 |Q V | | | | 2+36 0.0015 0.01 |Q V | | | | 2+37 0.0015 0.01 |Q V | | | | 2+38 0.0015 0.01 |Q V | | | | 2+39 0.0015 0.01 |Q V | | | | 2+40 0.0015 0.01 |Q V| | | | 2+41 0.0016 0.01 |Q V| | | | 2+42 0.0016 0.01 |Q V| | | | 2+43 0.0016 0.01 | Q V| | | | 2+44 0.0016 0.01 | Q V| | | | 2+45 0.0016 0.01 | Q V| | | | 2+46 0.0016 0.01 | Q V| | | | 2+47 0.0016 0.01 | Q V| | | | 2+48 0.0017 0.01 | Q V| | | | 2+49 0.0017 0.01 | Q V| | | | 2+50 0.0017 0.01 | Q V| | | | 2+51 0.0017 0.01 | Q V | | | 2+52 0.0017 0.01 | Q V | | | 2+53 0.0017 0.01 | Q V | | | 2+54 0.0018 0.01 | Q V | | | 2+55 0.0018 0.01 | Q V | | | 2+56 0.0018 0.01 | Q V | | | 2+57 0.0018 0.01 | Q V | | | 2+58 0.0018 0.01 | Q V | | | 2+59 0.0018 0.01 | Q V | | | 3+ 0 0.0019 0.01 | Q V | | | 3+ 1 0.0019 0.01 | Q V | | | 3+ 2 0.0019 0.01 | Q |V | | | 3+ 3 0.0019 0.01 | Q |V | | | 3+ 4 0.0019 0.01 | Q |V | | | 3+ 5 0.0019 0.01 | Q |V | | | 3+ 6 0.0020 0.01 | Q |V | | | 3+ 7 0.0020 0.01 | Q |V | | | 3+ 8 0.0020 0.01 | Q |V | | | 3+ 9 0.0020 0.01 | Q |V | | | 3+10 0.0020 0.01 | Q |V | | | 3+11 0.0021 0.01 | Q | V | | | 3+12 0.0021 0.01 | Q | V | | | 3+13 0.0021 0.01 | Q | V | | | 3+14 0.0021 0.01 | Q | V | | | 3+15 0.0021 0.01 | Q | V | | | 3+16 0.0022 0.02 | Q | V | | | 3+17 0.0022 0.02 | Q | V | | | 3+18 0.0022 0.02 | Q | V | | | 3+19 0.0022 0.02 | Q | V | | | 3+20 0.0022 0.02 | Q | V | | | 3+21 0.0023 0.02 | Q | V | | | 3+22 0.0023 0.02 | Q | V | | | 3+23 0.0023 0.02 | Q | V | | | 3+24 0.0023 0.02 | Q | V | | | 3+25 0.0024 0.02 | Q | V | | | 3+26 0.0024 0.02 | Q | V | | | 3+27 0.0024 0.02 | Q | V | | | 3+28 0.0024 0.02 | Q | V | | | 3+29 0.0025 0.02 | Q | V | | | 3+30 0.0025 0.02 | Q | V | | | 3+31 0.0025 0.02 | Q | V | | | 3+32 0.0025 0.02 | Q | V | | | 3+33 0.0026 0.02 | Q | V | | | 3+34 0.0026 0.02 | Q | V | | | 3+35 0.0026 0.02 | Q | V | | | 3+36 0.0027 0.02 | Q | V | | | 3+37 0.0027 0.02 | Q | V | | | 3+38 0.0027 0.02 | Q | V | | | 3+39 0.0028 0.02 | Q | V | | | 3+40 0.0028 0.02 | Q | V | | | 3+41 0.0028 0.02 | Q | V | | | 3+42 0.0029 0.03 | Q | V | | | 3+43 0.0029 0.03 | Q | V | | | 3+44 0.0029 0.03 | Q | V | | | 3+45 0.0030 0.03 | Q | V | | | 3+46 0.0030 0.03 | Q | V | | | 3+47 0.0030 0.03 | Q | V | | | 3+48 0.0031 0.03 | Q | V | | | 3+49 0.0031 0.03 | Q | V | | | 3+50 0.0032 0.04 | Q | V | | | 3+51 0.0032 0.04 | Q | V | | | 3+52 0.0033 0.04 | Q | V| | | 3+53 0.0034 0.04 | Q | V| | | 3+54 0.0034 0.04 | Q | V| | | 3+55 0.0035 0.05 | Q| V | | 3+56 0.0036 0.06 | Q V | | 3+57 0.0036 0.06 | | Q |V | | 3+58 0.0037 0.07 | | Q |V | | 3+59 0.0039 0.08 | | Q | V | | 4+ 0 0.0040 0.09 | | Q | V | | 4+ 1 0.0042 0.13 | | | Q | | 4+ 2 0.0044 0.17 | | | V | Q | 4+ 3 0.0047 0.21 | | | V | Q 4+ 4 0.0049 0.16 | | | VQ| | 4+ 5 0.0050 0.10 | | Q| V| | 4+ 6 0.0051 0.05 | Q| | V| | 4+ 7 0.0052 0.05 | Q | | V | 4+ 8 0.0052 0.04 | Q | | V | 4+ 9 0.0053 0.03 | Q | | V | 4+10 0.0053 0.03 | Q | | |V | 4+11 0.0054 0.03 | Q | | |V | 4+12 0.0054 0.03 | Q | | |V | 4+13 0.0054 0.03 | Q | | |V | 4+14 0.0055 0.02 | Q | | | V | 4+15 0.0055 0.02 | Q | | | V | 4+16 0.0055 0.02 | Q | | | V | 4+17 0.0056 0.02 | Q | | | V | 4+18 0.0056 0.02 | Q | | | V | 4+19 0.0056 0.02 | Q | | | V | 4+20 0.0056 0.02 | Q | | | V | 4+21 0.0057 0.02 | Q | | | V | 4+22 0.0057 0.02 | Q | | | V | 4+23 0.0057 0.02 | Q | | | V | 4+24 0.0057 0.02 | Q | | | V | 4+25 0.0058 0.02 | Q | | | V | 4+26 0.0058 0.01 | Q | | | V | 4+27 0.0058 0.01 | Q | | | V | 4+28 0.0058 0.01 | Q | | | V | 4+29 0.0058 0.01 | Q | | | V | 4+30 0.0059 0.01 | Q | | | V | 4+31 0.0059 0.01 | Q | | | V | 4+32 0.0059 0.01 | Q | | | V | 4+33 0.0059 0.01 | Q | | | V | 4+34 0.0059 0.01 | Q | | | V | 4+35 0.0059 0.01 | Q | | | V | 4+36 0.0060 0.01 | Q | | | V | 4+37 0.0060 0.01 | Q | | | V | 4+38 0.0060 0.01 | Q | | | V | 4+39 0.0060 0.01 | Q | | | V | 4+40 0.0060 0.01 | Q | | | V | 4+41 0.0060 0.01 | Q | | | V | 4+42 0.0060 0.01 | Q | | | V | 4+43 0.0061 0.01 |Q | | | V | 4+44 0.0061 0.01 |Q | | | V | 4+45 0.0061 0.01 |Q | | | V | 4+46 0.0061 0.01 |Q | | | V | 4+47 0.0061 0.01 |Q | | | V | 4+48 0.0061 0.01 |Q | | | V | 4+49 0.0061 0.01 |Q | | | V | 4+50 0.0062 0.01 |Q | | | V | 4+51 0.0062 0.01 |Q | | | V | 4+52 0.0062 0.01 |Q | | | V | 4+53 0.0062 0.01 |Q | | | V | 4+54 0.0062 0.01 |Q | | | V | 4+55 0.0062 0.01 |Q | | | V | 4+56 0.0062 0.01 |Q | | | V | 4+57 0.0062 0.01 |Q | | | V | 4+58 0.0063 0.01 |Q | | | V | 4+59 0.0063 0.01 |Q | | | V | 5+ 0 0.0063 0.01 |Q | | | V | 5+ 1 0.0063 0.01 |Q | | | V | 5+ 2 0.0063 0.01 |Q | | | V | 5+ 3 0.0063 0.01 |Q | | | V | 5+ 4 0.0063 0.01 |Q | | | V | 5+ 5 0.0063 0.01 |Q | | | V | 5+ 6 0.0063 0.01 |Q | | | V | 5+ 7 0.0064 0.01 |Q | | | V | 5+ 8 0.0064 0.01 |Q | | | V | 5+ 9 0.0064 0.01 |Q | | | V | 5+10 0.0064 0.01 |Q | | | V | 5+11 0.0064 0.01 |Q | | | V | 5+12 0.0064 0.01 |Q | | | V | 5+13 0.0064 0.01 |Q | | | V | 5+14 0.0064 0.01 |Q | | | V | 5+15 0.0064 0.01 |Q | | | V | 5+16 0.0064 0.01 |Q | | | V | 5+17 0.0065 0.01 |Q | | | V | 5+18 0.0065 0.01 |Q | | | V | 5+19 0.0065 0.01 |Q | | | V | 5+20 0.0065 0.01 |Q | | | V | 5+21 0.0065 0.01 |Q | | | V | 5+22 0.0065 0.01 |Q | | | V | 5+23 0.0065 0.01 |Q | | | V | 5+24 0.0065 0.01 |Q | | | V | 5+25 0.0065 0.01 |Q | | | V | 5+26 0.0065 0.01 |Q | | | V | 5+27 0.0066 0.01 |Q | | | V | 5+28 0.0066 0.01 |Q | | | V | 5+29 0.0066 0.01 |Q | | | V | 5+30 0.0066 0.01 |Q | | | V | 5+31 0.0066 0.01 |Q | | | V | 5+32 0.0066 0.01 |Q | | | V | 5+33 0.0066 0.01 |Q | | | V | 5+34 0.0066 0.01 |Q | | | V | 5+35 0.0066 0.01 |Q | | | V | 5+36 0.0066 0.01 |Q | | | V | 5+37 0.0066 0.01 |Q | | | V | 5+38 0.0066 0.01 |Q | | | V | 5+39 0.0067 0.01 |Q | | | V | 5+40 0.0067 0.01 |Q | | | V | 5+41 0.0067 0.01 |Q | | | V| 5+42 0.0067 0.01 |Q | | | V| 5+43 0.0067 0.01 |Q | | | V| 5+44 0.0067 0.01 |Q | | | V| 5+45 0.0067 0.01 |Q | | | V| 5+46 0.0067 0.01 |Q | | | V| 5+47 0.0067 0.01 |Q | | | V| 5+48 0.0067 0.01 |Q | | | V| 5+49 0.0067 0.01 |Q | | | V| 5+50 0.0067 0.01 |Q | | | V| 5+51 0.0067 0.01 |Q | | | V| 5+52 0.0068 0.01 |Q | | | V| 5+53 0.0068 0.01 |Q | | | V| 5+54 0.0068 0.01 |Q | | | V| 5+55 0.0068 0.01 |Q | | | V| 5+56 0.0068 0.01 |Q | | | V| 5+57 0.0068 0.01 |Q | | | V| 5+58 0.0068 0.01 |Q | | | V| 5+59 0.0068 0.01 |Q | | | V| 6+ 0 0.0068 0.01 |Q | | | V| 6+ 1 0.0068 0.01 Q | | | V| 6+ 2 0.0068 0.01 Q | | | V| 6+ 3 0.0068 0.01 Q | | | V ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ End of computations, total study area = 0.047 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 06/23/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** PR3 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub‐Area C Value = 0.870 Initial subarea total flow distance = 10.000(Ft.) Highest elevation = 81.100(Ft.) Lowest elevation = 81.000(Ft.) Elevation difference = 0.100(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Industrial In Accordance With Figure 3‐3 Initial Area Time of Concentration = 3.21 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.8700)*( 60.000^.5)/( 1.000^(1/3)]= 3.21 Calculated TC of 3.207 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.355(CFS) Total initial stream area = 0.062(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** 6 HOUR HYDROGRAPH **** ______________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data ‐ Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 3.21 Basin Area = 0.06 Acres 6 Hour Rainfall = 2.500 Inches Runoff Coefficient = 0.870 Peak Discharge = 0.36 CFS Time (Min) Discharge (CFS) 0 0.000 3 0.008 6 0.008 9 0.008 12 0.008 15 0.008 18 0.008 21 0.008 24 0.008 27 0.009 30 0.009 33 0.009 36 0.009 39 0.009 42 0.009 45 0.009 48 0.009 51 0.009 54 0.009 57 0.009 60 0.010 63 0.010 66 0.010 69 0.010 72 0.010 75 0.010 78 0.010 81 0.010 84 0.010 87 0.011 90 0.011 93 0.011 96 0.011 99 0.011 102 0.011 105 0.011 108 0.012 111 0.012 114 0.012 117 0.012 120 0.012 123 0.013 126 0.013 129 0.013 132 0.013 135 0.013 138 0.014 141 0.014 144 0.014 147 0.015 150 0.015 153 0.015 156 0.015 159 0.016 162 0.016 165 0.017 168 0.017 171 0.018 174 0.018 177 0.019 180 0.019 183 0.020 186 0.020 189 0.021 192 0.022 195 0.023 198 0.024 201 0.025 204 0.026 207 0.028 210 0.029 213 0.031 216 0.033 219 0.036 222 0.038 225 0.044 228 0.048 231 0.058 234 0.067 237 0.098 240 0.138 243 0.355 246 0.078 249 0.052 252 0.041 255 0.034 258 0.030 261 0.027 264 0.024 267 0.022 270 0.021 273 0.019 276 0.018 279 0.017 282 0.016 285 0.016 288 0.015 291 0.014 294 0.014 297 0.013 300 0.013 303 0.012 306 0.012 309 0.012 312 0.011 315 0.011 318 0.011 321 0.011 324 0.010 327 0.010 330 0.010 333 0.010 336 0.009 339 0.009 342 0.009 345 0.009 348 0.009 351 0.009 354 0.008 357 0.008 360 0.008 363 0.008 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 ‐ H O U R S T O R M R u n o f f H y d r o g r a p h ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph in 1 Minute intervals ((CFS)) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time(h+m) Volume Ac.Ft Q(CFS) 0 0.1 0.2 0.3 0.4 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0+ 0 0.0000 0.00 Q | | | | 0+ 1 0.0000 0.00 Q | | | | 0+ 2 0.0000 0.01 Q | | | | 0+ 3 0.0000 0.01 Q | | | | 0+ 4 0.0000 0.01 Q | | | | 0+ 5 0.0000 0.01 Q | | | | 0+ 6 0.0001 0.01 Q | | | | 0+ 7 0.0001 0.01 Q | | | | 0+ 8 0.0001 0.01 Q | | | | 0+ 9 0.0001 0.01 Q | | | | 0+10 0.0001 0.01 Q | | | | 0+11 0.0001 0.01 Q | | | | 0+12 0.0001 0.01 Q | | | | 0+13 0.0001 0.01 Q | | | | 0+14 0.0001 0.01 Q | | | | 0+15 0.0002 0.01 Q | | | | 0+16 0.0002 0.01 Q | | | | 0+17 0.0002 0.01 Q | | | | 0+18 0.0002 0.01 Q | | | | 0+19 0.0002 0.01 Q | | | | 0+20 0.0002 0.01 Q | | | | 0+21 0.0002 0.01 Q | | | | 0+22 0.0002 0.01 Q | | | | 0+23 0.0002 0.01 Q | | | | 0+24 0.0003 0.01 Q | | | | 0+25 0.0003 0.01 QV | | | | 0+26 0.0003 0.01 QV | | | | 0+27 0.0003 0.01 QV | | | | 0+28 0.0003 0.01 QV | | | | 0+29 0.0003 0.01 QV | | | | 0+30 0.0003 0.01 QV | | | | 0+31 0.0003 0.01 QV | | | | 0+32 0.0004 0.01 QV | | | | 0+33 0.0004 0.01 QV | | | | 0+34 0.0004 0.01 QV | | | | 0+35 0.0004 0.01 QV | | | | 0+36 0.0004 0.01 QV | | | | 0+37 0.0004 0.01 QV | | | | 0+38 0.0004 0.01 QV | | | | 0+39 0.0004 0.01 |Q | | | | 0+40 0.0005 0.01 |Q | | | | 0+41 0.0005 0.01 |Q | | | | 0+42 0.0005 0.01 |Q | | | | 0+43 0.0005 0.01 |Q | | | | 0+44 0.0005 0.01 |Q | | | | 0+45 0.0005 0.01 |Q | | | | 0+46 0.0005 0.01 |Q | | | | 0+47 0.0005 0.01 |QV | | | | 0+48 0.0006 0.01 |QV | | | | 0+49 0.0006 0.01 |QV | | | | 0+50 0.0006 0.01 |QV | | | | 0+51 0.0006 0.01 |QV | | | | 0+52 0.0006 0.01 |QV | | | | 0+53 0.0006 0.01 |QV | | | | 0+54 0.0006 0.01 |QV | | | | 0+55 0.0006 0.01 |QV | | | | 0+56 0.0007 0.01 |QV | | | | 0+57 0.0007 0.01 |QV | | | | 0+58 0.0007 0.01 |QV | | | | 0+59 0.0007 0.01 |QV | | | | 1+ 0 0.0007 0.01 |QV | | | | 1+ 1 0.0007 0.01 |QV | | | | 1+ 2 0.0007 0.01 |QV | | | | 1+ 3 0.0007 0.01 |QV | | | | 1+ 4 0.0008 0.01 |QV | | | | 1+ 5 0.0008 0.01 |QV | | | | 1+ 6 0.0008 0.01 |QV | | | | 1+ 7 0.0008 0.01 |Q V | | | | 1+ 8 0.0008 0.01 |Q V | | | | 1+ 9 0.0008 0.01 |Q V | | | | 1+10 0.0008 0.01 |Q V | | | | 1+11 0.0009 0.01 |Q V | | | | 1+12 0.0009 0.01 |Q V | | | | 1+13 0.0009 0.01 |Q V | | | | 1+14 0.0009 0.01 |Q V | | | | 1+15 0.0009 0.01 |Q V | | | | 1+16 0.0009 0.01 |Q V | | | | 1+17 0.0009 0.01 |Q V | | | | 1+18 0.0010 0.01 |Q V | | | | 1+19 0.0010 0.01 |Q V | | | | 1+20 0.0010 0.01 |Q V | | | | 1+21 0.0010 0.01 |Q V | | | | 1+22 0.0010 0.01 |Q V | | | | 1+23 0.0010 0.01 |Q V | | | | 1+24 0.0010 0.01 |Q V | | | | 1+25 0.0011 0.01 |Q V | | | | 1+26 0.0011 0.01 |Q V | | | | 1+27 0.0011 0.01 |Q V | | | | 1+28 0.0011 0.01 |Q V | | | | 1+29 0.0011 0.01 |Q V | | | | 1+30 0.0011 0.01 |Q V | | | | 1+31 0.0011 0.01 |Q V | | | | 1+32 0.0012 0.01 |Q V | | | | 1+33 0.0012 0.01 |Q V | | | | 1+34 0.0012 0.01 |Q V | | | | 1+35 0.0012 0.01 |Q V | | | | 1+36 0.0012 0.01 |Q V | | | | 1+37 0.0012 0.01 |Q V | | | | 1+38 0.0012 0.01 |Q V | | | | 1+39 0.0013 0.01 |Q V | | | | 1+40 0.0013 0.01 |Q V | | | | 1+41 0.0013 0.01 |Q V | | | | 1+42 0.0013 0.01 |Q V | | | | 1+43 0.0013 0.01 |Q V | | | | 1+44 0.0013 0.01 |Q V | | | | 1+45 0.0014 0.01 |Q V | | | | 1+46 0.0014 0.01 |Q V | | | | 1+47 0.0014 0.01 |Q V | | | | 1+48 0.0014 0.01 |Q V | | | | 1+49 0.0014 0.01 |Q V | | | | 1+50 0.0014 0.01 |Q V | | | | 1+51 0.0015 0.01 |Q V | | | | 1+52 0.0015 0.01 |Q V | | | | 1+53 0.0015 0.01 |Q V | | | | 1+54 0.0015 0.01 |Q V | | | | 1+55 0.0015 0.01 |Q V | | | | 1+56 0.0015 0.01 |Q V | | | | 1+57 0.0016 0.01 |Q V | | | | 1+58 0.0016 0.01 |Q V | | | | 1+59 0.0016 0.01 |Q V | | | | 2+ 0 0.0016 0.01 |Q V | | | | 2+ 1 0.0016 0.01 |Q V | | | | 2+ 2 0.0016 0.01 |Q V | | | | 2+ 3 0.0017 0.01 |Q V | | | | 2+ 4 0.0017 0.01 |Q V | | | | 2+ 5 0.0017 0.01 |Q V | | | | 2+ 6 0.0017 0.01 |Q V | | | | 2+ 7 0.0017 0.01 |Q V | | | | 2+ 8 0.0017 0.01 |Q V | | | | 2+ 9 0.0018 0.01 |Q V | | | | 2+10 0.0018 0.01 |Q V | | | | 2+11 0.0018 0.01 |Q V | | | | 2+12 0.0018 0.01 |Q V | | | | 2+13 0.0018 0.01 |Q V | | | | 2+14 0.0018 0.01 |Q V | | | | 2+15 0.0019 0.01 |Q V | | | | 2+16 0.0019 0.01 |Q V | | | | 2+17 0.0019 0.01 |Q V | | | | 2+18 0.0019 0.01 |Q V | | | | 2+19 0.0019 0.01 |Q V | | | | 2+20 0.0020 0.01 |Q V | | | | 2+21 0.0020 0.01 |Q V | | | | 2+22 0.0020 0.01 |Q V | | | | 2+23 0.0020 0.01 |Q V | | | | 2+24 0.0020 0.01 |Q V | | | | 2+25 0.0021 0.01 |Q V | | | | 2+26 0.0021 0.01 |Q V | | | | 2+27 0.0021 0.01 |Q V | | | | 2+28 0.0021 0.01 |Q V | | | | 2+29 0.0021 0.01 |Q V | | | | 2+30 0.0022 0.01 |Q V | | | | 2+31 0.0022 0.01 |Q V | | | | 2+32 0.0022 0.02 |Q V | | | | 2+33 0.0022 0.02 |Q V | | | | 2+34 0.0022 0.02 |Q V | | | | 2+35 0.0023 0.02 |Q V | | | | 2+36 0.0023 0.02 |Q V | | | | 2+37 0.0023 0.02 |Q V | | | | 2+38 0.0023 0.02 |Q V | | | | 2+39 0.0023 0.02 |Q V | | | | 2+40 0.0024 0.02 |Q V | | | | 2+41 0.0024 0.02 |Q V| | | | 2+42 0.0024 0.02 |Q V| | | | 2+43 0.0024 0.02 |Q V| | | | 2+44 0.0025 0.02 |Q V| | | | 2+45 0.0025 0.02 |Q V| | | | 2+46 0.0025 0.02 |Q V| | | | 2+47 0.0025 0.02 |Q V| | | | 2+48 0.0026 0.02 |Q V| | | | 2+49 0.0026 0.02 |Q V| | | | 2+50 0.0026 0.02 |Q V| | | | 2+51 0.0026 0.02 |Q V| | | | 2+52 0.0026 0.02 |Q V| | | | 2+53 0.0027 0.02 |Q V | | | 2+54 0.0027 0.02 | Q V | | | 2+55 0.0027 0.02 | Q V | | | 2+56 0.0027 0.02 | Q V | | | 2+57 0.0028 0.02 | Q V | | | 2+58 0.0028 0.02 | Q V | | | 2+59 0.0028 0.02 | Q V | | | 3+ 0 0.0029 0.02 | Q V | | | 3+ 1 0.0029 0.02 | Q V | | | 3+ 2 0.0029 0.02 | Q V | | | 3+ 3 0.0029 0.02 | Q |V | | | 3+ 4 0.0030 0.02 | Q |V | | | 3+ 5 0.0030 0.02 | Q |V | | | 3+ 6 0.0030 0.02 | Q |V | | | 3+ 7 0.0030 0.02 | Q |V | | | 3+ 8 0.0031 0.02 | Q |V | | | 3+ 9 0.0031 0.02 | Q |V | | | 3+10 0.0031 0.02 | Q |V | | | 3+11 0.0032 0.02 | Q |V | | | 3+12 0.0032 0.02 | Q | V | | | 3+13 0.0032 0.02 | Q | V | | | 3+14 0.0033 0.02 | Q | V | | | 3+15 0.0033 0.02 | Q | V | | | 3+16 0.0033 0.02 | Q | V | | | 3+17 0.0033 0.02 | Q | V | | | 3+18 0.0034 0.02 | Q | V | | | 3+19 0.0034 0.02 | Q | V | | | 3+20 0.0034 0.02 | Q | V | | | 3+21 0.0035 0.02 | Q | V | | | 3+22 0.0035 0.03 | Q | V | | | 3+23 0.0036 0.03 | Q | V | | | 3+24 0.0036 0.03 | Q | V | | | 3+25 0.0036 0.03 | Q | V | | | 3+26 0.0037 0.03 | Q | V | | | 3+27 0.0037 0.03 | Q | V | | | 3+28 0.0037 0.03 | Q | V | | | 3+29 0.0038 0.03 | Q | V | | | 3+30 0.0038 0.03 | Q | V | | | 3+31 0.0039 0.03 | Q | V | | | 3+32 0.0039 0.03 | Q | V | | | 3+33 0.0039 0.03 | Q | V | | | 3+34 0.0040 0.03 | Q | V | | | 3+35 0.0040 0.03 | Q | V | | | 3+36 0.0041 0.03 | Q | V | | | 3+37 0.0041 0.03 | Q | V | | | 3+38 0.0042 0.04 | Q | V | | | 3+39 0.0042 0.04 | Q | V | | | 3+40 0.0043 0.04 | Q | V | | | 3+41 0.0043 0.04 | Q | V | | | 3+42 0.0044 0.04 | Q | V | | | 3+43 0.0044 0.04 | Q | V | | | 3+44 0.0045 0.04 | Q | V | | | 3+45 0.0046 0.04 | Q | V | | | 3+46 0.0046 0.05 | Q | V | | | 3+47 0.0047 0.05 | Q | V | | | 3+48 0.0047 0.05 | Q | V | | | 3+49 0.0048 0.05 | Q | V | | | 3+50 0.0049 0.05 | Q | V | | | 3+51 0.0050 0.06 | Q | V | | | 3+52 0.0051 0.06 | Q | V| | | 3+53 0.0051 0.06 | Q | V| | | 3+54 0.0052 0.07 | Q | V| | | 3+55 0.0053 0.08 | Q | V | | 3+56 0.0055 0.09 | Q| V | | 3+57 0.0056 0.10 | |Q |V | | 3+58 0.0057 0.11 | | Q |V | | 3+59 0.0059 0.12 | | Q | V | | 4+ 0 0.0061 0.14 | | Q | V | | 4+ 1 0.0064 0.21 | | | QV | | 4+ 2 0.0068 0.28 | | | V |Q | 4+ 3 0.0073 0.36 | | | V | Q 4+ 4 0.0076 0.26 | | | VQ| | 4+ 5 0.0079 0.17 | | Q| V| | 4+ 6 0.0080 0.08 | Q | | V | 4+ 7 0.0081 0.07 | Q | | V | 4+ 8 0.0082 0.06 | Q | | V | 4+ 9 0.0082 0.05 | Q | | |V | 4+10 0.0083 0.05 | Q | | |V | 4+11 0.0084 0.04 | Q | | |V | 4+12 0.0084 0.04 | Q | | |V | 4+13 0.0085 0.04 | Q | | |V | 4+14 0.0085 0.04 | Q | | | V | 4+15 0.0086 0.03 | Q | | | V | 4+16 0.0086 0.03 | Q | | | V | 4+17 0.0087 0.03 | Q | | | V | 4+18 0.0087 0.03 | Q | | | V | 4+19 0.0087 0.03 | Q | | | V | 4+20 0.0088 0.03 | Q | | | V | 4+21 0.0088 0.03 | Q | | | V | 4+22 0.0089 0.03 | Q | | | V | 4+23 0.0089 0.03 | Q | | | V | 4+24 0.0089 0.02 | Q | | | V | 4+25 0.0090 0.02 | Q | | | V | 4+26 0.0090 0.02 | Q | | | V | 4+27 0.0090 0.02 | Q | | | V | 4+28 0.0090 0.02 | Q | | | V | 4+29 0.0091 0.02 | Q | | | V | 4+30 0.0091 0.02 | Q | | | V | 4+31 0.0091 0.02 | Q | | | V | 4+32 0.0092 0.02 | Q | | | V | 4+33 0.0092 0.02 | Q | | | V | 4+34 0.0092 0.02 | Q | | | V | 4+35 0.0092 0.02 | Q | | | V | 4+36 0.0093 0.02 | Q | | | V | 4+37 0.0093 0.02 | Q | | | V | 4+38 0.0093 0.02 |Q | | | V | 4+39 0.0093 0.02 |Q | | | V | 4+40 0.0094 0.02 |Q | | | V | 4+41 0.0094 0.02 |Q | | | V | 4+42 0.0094 0.02 |Q | | | V | 4+43 0.0094 0.02 |Q | | | V | 4+44 0.0094 0.02 |Q | | | V | 4+45 0.0095 0.02 |Q | | | V | 4+46 0.0095 0.02 |Q | | | V | 4+47 0.0095 0.02 |Q | | | V | 4+48 0.0095 0.01 |Q | | | V | 4+49 0.0096 0.01 |Q | | | V | 4+50 0.0096 0.01 |Q | | | V | 4+51 0.0096 0.01 |Q | | | V | 4+52 0.0096 0.01 |Q | | | V | 4+53 0.0096 0.01 |Q | | | V | 4+54 0.0096 0.01 |Q | | | V | 4+55 0.0097 0.01 |Q | | | V | 4+56 0.0097 0.01 |Q | | | V | 4+57 0.0097 0.01 |Q | | | V | 4+58 0.0097 0.01 |Q | | | V | 4+59 0.0097 0.01 |Q | | | V | 5+ 0 0.0098 0.01 |Q | | | V | 5+ 1 0.0098 0.01 |Q | | | V | 5+ 2 0.0098 0.01 |Q | | | V | 5+ 3 0.0098 0.01 |Q | | | V | 5+ 4 0.0098 0.01 |Q | | | V | 5+ 5 0.0098 0.01 |Q | | | V | 5+ 6 0.0099 0.01 |Q | | | V | 5+ 7 0.0099 0.01 |Q | | | V | 5+ 8 0.0099 0.01 |Q | | | V | 5+ 9 0.0099 0.01 |Q | | | V | 5+10 0.0099 0.01 |Q | | | V | 5+11 0.0099 0.01 |Q | | | V | 5+12 0.0100 0.01 |Q | | | V | 5+13 0.0100 0.01 |Q | | | V | 5+14 0.0100 0.01 |Q | | | V | 5+15 0.0100 0.01 |Q | | | V | 5+16 0.0100 0.01 |Q | | | V | 5+17 0.0100 0.01 |Q | | | V | 5+18 0.0100 0.01 |Q | | | V | 5+19 0.0101 0.01 |Q | | | V | 5+20 0.0101 0.01 |Q | | | V | 5+21 0.0101 0.01 |Q | | | V | 5+22 0.0101 0.01 |Q | | | V | 5+23 0.0101 0.01 |Q | | | V | 5+24 0.0101 0.01 |Q | | | V | 5+25 0.0101 0.01 |Q | | | V | 5+26 0.0102 0.01 |Q | | | V | 5+27 0.0102 0.01 |Q | | | V | 5+28 0.0102 0.01 |Q | | | V | 5+29 0.0102 0.01 |Q | | | V | 5+30 0.0102 0.01 |Q | | | V | 5+31 0.0102 0.01 |Q | | | V | 5+32 0.0102 0.01 |Q | | | V | 5+33 0.0103 0.01 |Q | | | V | 5+34 0.0103 0.01 |Q | | | V | 5+35 0.0103 0.01 |Q | | | V | 5+36 0.0103 0.01 |Q | | | V | 5+37 0.0103 0.01 |Q | | | V | 5+38 0.0103 0.01 |Q | | | V | 5+39 0.0103 0.01 |Q | | | V | 5+40 0.0103 0.01 |Q | | | V | 5+41 0.0104 0.01 |Q | | | V| 5+42 0.0104 0.01 |Q | | | V| 5+43 0.0104 0.01 |Q | | | V| 5+44 0.0104 0.01 |Q | | | V| 5+45 0.0104 0.01 Q | | | V| 5+46 0.0104 0.01 Q | | | V| 5+47 0.0104 0.01 Q | | | V| 5+48 0.0104 0.01 Q | | | V| 5+49 0.0105 0.01 Q | | | V| 5+50 0.0105 0.01 Q | | | V| 5+51 0.0105 0.01 Q | | | V| 5+52 0.0105 0.01 Q | | | V| 5+53 0.0105 0.01 Q | | | V| 5+54 0.0105 0.01 Q | | | V| 5+55 0.0105 0.01 Q | | | V| 5+56 0.0105 0.01 Q | | | V| 5+57 0.0106 0.01 Q | | | V| 5+58 0.0106 0.01 Q | | | V| 5+59 0.0106 0.01 Q | | | V| 6+ 0 0.0106 0.01 Q | | | V| 6+ 1 0.0106 0.01 Q | | | V| 6+ 2 0.0106 0.01 Q | | | V| 6+ 3 0.0106 0.01 Q | | | V ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ End of computations, total study area = 0.062 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** PR4 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub‐Area C Value = 0.870 Initial subarea total flow distance = 17.000(Ft.) Highest elevation = 81.100(Ft.) Lowest elevation = 80.930(Ft.) Elevation difference = 0.170(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Industrial In Accordance With Figure 3‐3 Initial Area Time of Concentration = 3.21 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.8700)*( 60.000^.5)/( 1.000^(1/3)]= 3.21 Calculated TC of 3.207 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.327(CFS) Total initial stream area = 0.057(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.057(Ac.) Runoff from this stream = 0.327(CFS) Time of concentration = 3.21 min. Rainfall intensity = 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub‐Area C Value = 0.350 Initial subarea total flow distance = 14.000(Ft.) Highest elevation = 40.420(Ft.) Lowest elevation = 40.200(Ft.) Elevation difference = 0.220(Ft.) Slope = 1.571 % Top of Initial Area Slope adjusted by User to 1.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 1.50 %, in a development type of Permanent Open Space In Accordance With Figure 3‐3 Initial Area Time of Concentration = 10.87 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.3500)*( 85.000^.5)/( 1.500^(1/3)]= 10.87 Rainfall intensity (I) = 3.991(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.050(CFS) Total initial stream area = 0.036(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 402.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 38.900(Ft.) Downstream point/station elevation = 38.300(Ft.) Pipe length = 90.00(Ft.) Slope = 0.0067 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.050(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.050(CFS) Normal flow depth in pipe = 1.34(In.) Flow top width inside pipe = 5.00(In.) Critical Depth = 1.31(In.) Pipe flow velocity = 1.53(Ft/s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 11.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.036(Ac.) Runoff from this stream = 0.050(CFS) Time of concentration = 11.85 min. Rainfall intensity = 3.775(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.327 3.21 6.587 2 0.050 11.85 3.775 Qmax(1) = 1.000 * 1.000 * 0.327) + 1.000 * 0.271 * 0.050) + = 0.340 Qmax(2) = 0.573 * 1.000 * 0.327) + 1.000 * 1.000 * 0.050) + = 0.237 Total of 2 main streams to confluence: Flow rates before confluence point: 0.327 0.050 Maximum flow rates at confluence using above data: 0.340 0.237 Area of streams before confluence: 0.057 0.036 Results of confluence: Total flow rate = 0.340(CFS) Time of concentration = 3.207 min. Effective stream area after confluence = 0.093(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 38.300(Ft.) Downstream point/station elevation = 37.750(Ft.) Pipe length = 100.00(Ft.) Slope = 0.0055 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.340(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.340(CFS) Normal flow depth in pipe = 4.13(In.) Flow top width inside pipe = 5.56(In.) Critical Depth = 3.55(In.) Pipe flow velocity = 2.36(Ft/s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 3.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** 6 HOUR HYDROGRAPH **** ______________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data ‐ Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 3.91 Basin Area = 0.09 Acres 6 Hour Rainfall = 2.500 Inches Runoff Coefficient = 0.669 Peak Discharge = 0.34 CFS Time (Min) Discharge (CFS) 0 0.000 3 0.009 6 0.009 9 0.009 12 0.009 15 0.010 18 0.010 21 0.010 24 0.010 27 0.010 30 0.010 33 0.010 36 0.010 39 0.010 42 0.010 45 0.010 48 0.011 51 0.011 54 0.011 57 0.011 60 0.011 63 0.011 66 0.011 69 0.011 72 0.011 75 0.012 78 0.012 81 0.012 84 0.012 87 0.012 90 0.012 93 0.013 96 0.013 99 0.013 102 0.013 105 0.013 108 0.013 111 0.014 114 0.014 117 0.014 120 0.014 123 0.014 126 0.015 129 0.015 132 0.015 135 0.016 138 0.016 141 0.016 144 0.016 147 0.017 150 0.017 153 0.017 156 0.018 159 0.018 162 0.019 165 0.019 168 0.020 171 0.020 174 0.021 177 0.021 180 0.022 183 0.023 186 0.023 189 0.024 192 0.025 195 0.026 198 0.027 201 0.029 204 0.030 207 0.032 210 0.033 213 0.036 216 0.038 219 0.042 222 0.044 225 0.051 228 0.055 231 0.067 234 0.077 237 0.113 240 0.159 243 0.340 246 0.090 249 0.061 252 0.047 255 0.040 258 0.035 261 0.031 264 0.028 267 0.026 270 0.024 273 0.022 276 0.021 279 0.020 282 0.019 285 0.018 288 0.017 291 0.017 294 0.016 297 0.015 300 0.015 303 0.014 306 0.014 309 0.013 312 0.013 315 0.013 318 0.012 321 0.012 324 0.012 327 0.012 330 0.011 333 0.011 336 0.011 339 0.011 342 0.010 345 0.010 348 0.010 351 0.010 354 0.010 357 0.010 360 0.009 363 0.009 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 ‐ H O U R S T O R M R u n o f f H y d r o g r a p h ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph in 1 Minute intervals ((CFS)) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time(h+m) Volume Ac.Ft Q(CFS) 0 0.1 0.2 0.3 0.3 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0+ 0 0.0000 0.00 Q | | | | 0+ 1 0.0000 0.00 Q | | | | 0+ 2 0.0000 0.01 Q | | | | 0+ 3 0.0000 0.01 VQ | | | | 0+ 4 0.0000 0.01 VQ | | | | 0+ 5 0.0001 0.01 VQ | | | | 0+ 6 0.0001 0.01 VQ | | | | 0+ 7 0.0001 0.01 VQ | | | | 0+ 8 0.0001 0.01 VQ | | | | 0+ 9 0.0001 0.01 VQ | | | | 0+10 0.0001 0.01 VQ | | | | 0+11 0.0001 0.01 VQ | | | | 0+12 0.0001 0.01 VQ | | | | 0+13 0.0002 0.01 VQ | | | | 0+14 0.0002 0.01 VQ | | | | 0+15 0.0002 0.01 VQ | | | | 0+16 0.0002 0.01 VQ | | | | 0+17 0.0002 0.01 VQ | | | | 0+18 0.0002 0.01 VQ | | | | 0+19 0.0002 0.01 VQ | | | | 0+20 0.0002 0.01 VQ | | | | 0+21 0.0003 0.01 VQ | | | | 0+22 0.0003 0.01 VQ | | | | 0+23 0.0003 0.01 VQ | | | | 0+24 0.0003 0.01 |Q | | | | 0+25 0.0003 0.01 |Q | | | | 0+26 0.0003 0.01 |Q | | | | 0+27 0.0003 0.01 |Q | | | | 0+28 0.0004 0.01 |Q | | | | 0+29 0.0004 0.01 |Q | | | | 0+30 0.0004 0.01 |Q | | | | 0+31 0.0004 0.01 |Q | | | | 0+32 0.0004 0.01 |Q | | | | 0+33 0.0004 0.01 |Q | | | | 0+34 0.0004 0.01 |Q | | | | 0+35 0.0005 0.01 |Q | | | | 0+36 0.0005 0.01 |Q | | | | 0+37 0.0005 0.01 |Q | | | | 0+38 0.0005 0.01 |Q | | | | 0+39 0.0005 0.01 |Q | | | | 0+40 0.0005 0.01 |Q | | | | 0+41 0.0005 0.01 |Q | | | | 0+42 0.0006 0.01 |Q | | | | 0+43 0.0006 0.01 |Q | | | | 0+44 0.0006 0.01 |Q | | | | 0+45 0.0006 0.01 |Q | | | | 0+46 0.0006 0.01 |QV | | | | 0+47 0.0006 0.01 |QV | | | | 0+48 0.0006 0.01 |QV | | | | 0+49 0.0007 0.01 |QV | | | | 0+50 0.0007 0.01 |QV | | | | 0+51 0.0007 0.01 |QV | | | | 0+52 0.0007 0.01 |QV | | | | 0+53 0.0007 0.01 |QV | | | | 0+54 0.0007 0.01 |QV | | | | 0+55 0.0007 0.01 |QV | | | | 0+56 0.0008 0.01 |QV | | | | 0+57 0.0008 0.01 |QV | | | | 0+58 0.0008 0.01 |QV | | | | 0+59 0.0008 0.01 |QV | | | | 1+ 0 0.0008 0.01 |QV | | | | 1+ 1 0.0008 0.01 |QV | | | | 1+ 2 0.0008 0.01 |QV | | | | 1+ 3 0.0009 0.01 |QV | | | | 1+ 4 0.0009 0.01 |QV | | | | 1+ 5 0.0009 0.01 |QV | | | | 1+ 6 0.0009 0.01 |Q V | | | | 1+ 7 0.0009 0.01 |Q V | | | | 1+ 8 0.0009 0.01 |Q V | | | | 1+ 9 0.0010 0.01 |Q V | | | | 1+10 0.0010 0.01 |Q V | | | | 1+11 0.0010 0.01 |Q V | | | | 1+12 0.0010 0.01 |Q V | | | | 1+13 0.0010 0.01 |Q V | | | | 1+14 0.0010 0.01 |Q V | | | | 1+15 0.0010 0.01 |Q V | | | | 1+16 0.0011 0.01 |Q V | | | | 1+17 0.0011 0.01 |Q V | | | | 1+18 0.0011 0.01 |Q V | | | | 1+19 0.0011 0.01 |Q V | | | | 1+20 0.0011 0.01 |Q V | | | | 1+21 0.0011 0.01 |Q V | | | | 1+22 0.0012 0.01 |Q V | | | | 1+23 0.0012 0.01 |Q V | | | | 1+24 0.0012 0.01 |Q V | | | | 1+25 0.0012 0.01 |Q V | | | | 1+26 0.0012 0.01 |Q V | | | | 1+27 0.0012 0.01 |Q V | | | | 1+28 0.0013 0.01 |Q V | | | | 1+29 0.0013 0.01 |Q V | | | | 1+30 0.0013 0.01 |Q V | | | | 1+31 0.0013 0.01 |Q V | | | | 1+32 0.0013 0.01 |Q V | | | | 1+33 0.0013 0.01 |Q V | | | | 1+34 0.0014 0.01 |Q V | | | | 1+35 0.0014 0.01 |Q V | | | | 1+36 0.0014 0.01 |Q V | | | | 1+37 0.0014 0.01 |Q V | | | | 1+38 0.0014 0.01 |Q V | | | | 1+39 0.0015 0.01 |Q V | | | | 1+40 0.0015 0.01 |Q V | | | | 1+41 0.0015 0.01 |Q V | | | | 1+42 0.0015 0.01 |Q V | | | | 1+43 0.0015 0.01 |Q V | | | | 1+44 0.0015 0.01 |Q V | | | | 1+45 0.0016 0.01 |Q V | | | | 1+46 0.0016 0.01 |Q V | | | | 1+47 0.0016 0.01 |Q V | | | | 1+48 0.0016 0.01 |Q V | | | | 1+49 0.0016 0.01 |Q V | | | | 1+50 0.0017 0.01 |Q V | | | | 1+51 0.0017 0.01 |Q V | | | | 1+52 0.0017 0.01 |Q V | | | | 1+53 0.0017 0.01 |Q V | | | | 1+54 0.0017 0.01 |Q V | | | | 1+55 0.0017 0.01 |Q V | | | | 1+56 0.0018 0.01 |Q V | | | | 1+57 0.0018 0.01 |Q V | | | | 1+58 0.0018 0.01 |Q V | | | | 1+59 0.0018 0.01 |Q V | | | | 2+ 0 0.0018 0.01 |Q V | | | | 2+ 1 0.0019 0.01 |Q V | | | | 2+ 2 0.0019 0.01 |Q V | | | | 2+ 3 0.0019 0.01 |Q V | | | | 2+ 4 0.0019 0.01 |Q V | | | | 2+ 5 0.0019 0.01 |Q V | | | | 2+ 6 0.0020 0.01 |Q V | | | | 2+ 7 0.0020 0.01 |Q V | | | | 2+ 8 0.0020 0.01 |Q V | | | | 2+ 9 0.0020 0.01 |Q V | | | | 2+10 0.0020 0.02 |Q V | | | | 2+11 0.0021 0.02 |Q V | | | | 2+12 0.0021 0.02 |Q V | | | | 2+13 0.0021 0.02 |Q V | | | | 2+14 0.0021 0.02 |Q V | | | | 2+15 0.0022 0.02 |Q V | | | | 2+16 0.0022 0.02 |Q V | | | | 2+17 0.0022 0.02 |Q V | | | | 2+18 0.0022 0.02 |Q V | | | | 2+19 0.0022 0.02 |Q V | | | | 2+20 0.0023 0.02 |Q V | | | | 2+21 0.0023 0.02 |Q V | | | | 2+22 0.0023 0.02 |Q V | | | | 2+23 0.0023 0.02 |Q V | | | | 2+24 0.0024 0.02 |Q V | | | | 2+25 0.0024 0.02 |Q V | | | | 2+26 0.0024 0.02 |Q V | | | | 2+27 0.0024 0.02 |Q V | | | | 2+28 0.0024 0.02 |Q V | | | | 2+29 0.0025 0.02 |Q V | | | | 2+30 0.0025 0.02 |Q V | | | | 2+31 0.0025 0.02 | Q V | | | | 2+32 0.0025 0.02 | Q V | | | | 2+33 0.0026 0.02 | Q V | | | | 2+34 0.0026 0.02 | Q V | | | | 2+35 0.0026 0.02 | Q V | | | | 2+36 0.0026 0.02 | Q V | | | | 2+37 0.0027 0.02 | Q V | | | | 2+38 0.0027 0.02 | Q V | | | | 2+39 0.0027 0.02 | Q V| | | | 2+40 0.0027 0.02 | Q V| | | | 2+41 0.0028 0.02 | Q V| | | | 2+42 0.0028 0.02 | Q V| | | | 2+43 0.0028 0.02 | Q V| | | | 2+44 0.0028 0.02 | Q V| | | | 2+45 0.0029 0.02 | Q V| | | | 2+46 0.0029 0.02 | Q V| | | | 2+47 0.0029 0.02 | Q V| | | | 2+48 0.0029 0.02 | Q V| | | | 2+49 0.0030 0.02 | Q V| | | | 2+50 0.0030 0.02 | Q V | | | 2+51 0.0030 0.02 | Q V | | | 2+52 0.0031 0.02 | Q V | | | 2+53 0.0031 0.02 | Q V | | | 2+54 0.0031 0.02 | Q V | | | 2+55 0.0031 0.02 | Q V | | | 2+56 0.0032 0.02 | Q V | | | 2+57 0.0032 0.02 | Q V | | | 2+58 0.0032 0.02 | Q V | | | 2+59 0.0033 0.02 | Q V | | | 3+ 0 0.0033 0.02 | Q |V | | | 3+ 1 0.0033 0.02 | Q |V | | | 3+ 2 0.0033 0.02 | Q |V | | | 3+ 3 0.0034 0.02 | Q |V | | | 3+ 4 0.0034 0.02 | Q |V | | | 3+ 5 0.0034 0.02 | Q |V | | | 3+ 6 0.0035 0.02 | Q |V | | | 3+ 7 0.0035 0.02 | Q |V | | | 3+ 8 0.0035 0.02 | Q |V | | | 3+ 9 0.0036 0.02 | Q |V | | | 3+10 0.0036 0.02 | Q | V | | | 3+11 0.0036 0.02 | Q | V | | | 3+12 0.0037 0.03 | Q | V | | | 3+13 0.0037 0.03 | Q | V | | | 3+14 0.0037 0.03 | Q | V | | | 3+15 0.0038 0.03 | Q | V | | | 3+16 0.0038 0.03 | Q | V | | | 3+17 0.0039 0.03 | Q | V | | | 3+18 0.0039 0.03 | Q | V | | | 3+19 0.0039 0.03 | Q | V | | | 3+20 0.0040 0.03 | Q | V | | | 3+21 0.0040 0.03 | Q | V | | | 3+22 0.0041 0.03 | Q | V | | | 3+23 0.0041 0.03 | Q | V | | | 3+24 0.0041 0.03 | Q | V | | | 3+25 0.0042 0.03 | Q | V | | | 3+26 0.0042 0.03 | Q | V | | | 3+27 0.0043 0.03 | Q | V | | | 3+28 0.0043 0.03 | Q | V | | | 3+29 0.0044 0.03 | Q | V | | | 3+30 0.0044 0.03 | Q | V | | | 3+31 0.0044 0.03 | Q | V | | | 3+32 0.0045 0.04 | Q | V | | | 3+33 0.0045 0.04 | Q | V | | | 3+34 0.0046 0.04 | Q | V | | | 3+35 0.0046 0.04 | Q | V | | | 3+36 0.0047 0.04 | Q | V | | | 3+37 0.0048 0.04 | Q | V | | | 3+38 0.0048 0.04 | Q | V | | | 3+39 0.0049 0.04 | Q | V | | | 3+40 0.0049 0.04 | Q | V | | | 3+41 0.0050 0.04 | Q | V | | | 3+42 0.0050 0.04 | Q | V | | | 3+43 0.0051 0.05 | Q | V | | | 3+44 0.0052 0.05 | Q | V | | | 3+45 0.0052 0.05 | Q | V | | | 3+46 0.0053 0.05 | Q | V | | | 3+47 0.0054 0.05 | Q | V | | | 3+48 0.0055 0.06 | Q | V | | | 3+49 0.0055 0.06 | Q | V | | | 3+50 0.0056 0.06 | Q | V | | | 3+51 0.0057 0.07 | Q | V| | | 3+52 0.0058 0.07 | Q | V| | | 3+53 0.0059 0.07 | Q | V| | | 3+54 0.0060 0.08 | Q| V | | 3+55 0.0062 0.09 | Q V | | 3+56 0.0063 0.10 | |Q |V | | 3+57 0.0065 0.11 | | Q |V | | 3+58 0.0066 0.13 | | Q | V | | 3+59 0.0068 0.14 | | Q | V | | 4+ 0 0.0070 0.16 | | Q | V | | 4+ 1 0.0073 0.22 | | | VQ | | 4+ 2 0.0077 0.28 | | | V | Q | 4+ 3 0.0082 0.34 | | | V | Q 4+ 4 0.0086 0.26 | | | V Q | 4+ 5 0.0088 0.17 | | Q V| | 4+ 6 0.0089 0.09 | Q | V| | 4+ 7 0.0090 0.08 | Q| | V | 4+ 8 0.0091 0.07 | Q | | V | 4+ 9 0.0092 0.06 | Q | | V | 4+10 0.0093 0.06 | Q | | |V | 4+11 0.0094 0.05 | Q | | |V | 4+12 0.0094 0.05 | Q | | |V | 4+13 0.0095 0.04 | Q | | |V | 4+14 0.0095 0.04 | Q | | |V | 4+15 0.0096 0.04 | Q | | | V | 4+16 0.0096 0.04 | Q | | | V | 4+17 0.0097 0.04 | Q | | | V | 4+18 0.0097 0.03 | Q | | | V | 4+19 0.0098 0.03 | Q | | | V | 4+20 0.0098 0.03 | Q | | | V | 4+21 0.0099 0.03 | Q | | | V | 4+22 0.0099 0.03 | Q | | | V | 4+23 0.0100 0.03 | Q | | | V | 4+24 0.0100 0.03 | Q | | | V | 4+25 0.0100 0.03 | Q | | | V | 4+26 0.0101 0.03 | Q | | | V | 4+27 0.0101 0.03 | Q | | | V | 4+28 0.0101 0.03 | Q | | | V | 4+29 0.0102 0.02 | Q | | | V | 4+30 0.0102 0.02 | Q | | | V | 4+31 0.0102 0.02 | Q | | | V | 4+32 0.0103 0.02 | Q | | | V | 4+33 0.0103 0.02 | Q | | | V | 4+34 0.0103 0.02 | Q | | | V | 4+35 0.0104 0.02 | Q | | | V | 4+36 0.0104 0.02 | Q | | | V | 4+37 0.0104 0.02 | Q | | | V | 4+38 0.0104 0.02 | Q | | | V | 4+39 0.0105 0.02 | Q | | | V | 4+40 0.0105 0.02 | Q | | | V | 4+41 0.0105 0.02 | Q | | | V | 4+42 0.0106 0.02 | Q | | | V | 4+43 0.0106 0.02 | Q | | | V | 4+44 0.0106 0.02 | Q | | | V | 4+45 0.0106 0.02 | Q | | | V | 4+46 0.0107 0.02 | Q | | | V | 4+47 0.0107 0.02 | Q | | | V | 4+48 0.0107 0.02 | Q | | | V | 4+49 0.0107 0.02 |Q | | | V | 4+50 0.0107 0.02 |Q | | | V | 4+51 0.0108 0.02 |Q | | | V | 4+52 0.0108 0.02 |Q | | | V | 4+53 0.0108 0.02 |Q | | | V | 4+54 0.0108 0.02 |Q | | | V | 4+55 0.0109 0.02 |Q | | | V | 4+56 0.0109 0.02 |Q | | | V | 4+57 0.0109 0.02 |Q | | | V | 4+58 0.0109 0.02 |Q | | | V | 4+59 0.0109 0.01 |Q | | | V | 5+ 0 0.0110 0.01 |Q | | | V | 5+ 1 0.0110 0.01 |Q | | | V | 5+ 2 0.0110 0.01 |Q | | | V | 5+ 3 0.0110 0.01 |Q | | | V | 5+ 4 0.0110 0.01 |Q | | | V | 5+ 5 0.0111 0.01 |Q | | | V | 5+ 6 0.0111 0.01 |Q | | | V | 5+ 7 0.0111 0.01 |Q | | | V | 5+ 8 0.0111 0.01 |Q | | | V | 5+ 9 0.0111 0.01 |Q | | | V | 5+10 0.0112 0.01 |Q | | | V | 5+11 0.0112 0.01 |Q | | | V | 5+12 0.0112 0.01 |Q | | | V | 5+13 0.0112 0.01 |Q | | | V | 5+14 0.0112 0.01 |Q | | | V | 5+15 0.0112 0.01 |Q | | | V | 5+16 0.0113 0.01 |Q | | | V | 5+17 0.0113 0.01 |Q | | | V | 5+18 0.0113 0.01 |Q | | | V | 5+19 0.0113 0.01 |Q | | | V | 5+20 0.0113 0.01 |Q | | | V | 5+21 0.0113 0.01 |Q | | | V | 5+22 0.0114 0.01 |Q | | | V | 5+23 0.0114 0.01 |Q | | | V | 5+24 0.0114 0.01 |Q | | | V | 5+25 0.0114 0.01 |Q | | | V | 5+26 0.0114 0.01 |Q | | | V | 5+27 0.0114 0.01 |Q | | | V | 5+28 0.0115 0.01 |Q | | | V | 5+29 0.0115 0.01 |Q | | | V | 5+30 0.0115 0.01 |Q | | | V | 5+31 0.0115 0.01 |Q | | | V | 5+32 0.0115 0.01 |Q | | | V | 5+33 0.0115 0.01 |Q | | | V | 5+34 0.0116 0.01 |Q | | | V | 5+35 0.0116 0.01 |Q | | | V | 5+36 0.0116 0.01 |Q | | | V | 5+37 0.0116 0.01 |Q | | | V | 5+38 0.0116 0.01 |Q | | | V | 5+39 0.0116 0.01 |Q | | | V | 5+40 0.0116 0.01 |Q | | | V | 5+41 0.0117 0.01 |Q | | | V| 5+42 0.0117 0.01 |Q | | | V| 5+43 0.0117 0.01 |Q | | | V| 5+44 0.0117 0.01 |Q | | | V| 5+45 0.0117 0.01 |Q | | | V| 5+46 0.0117 0.01 |Q | | | V| 5+47 0.0117 0.01 |Q | | | V| 5+48 0.0118 0.01 |Q | | | V| 5+49 0.0118 0.01 |Q | | | V| 5+50 0.0118 0.01 |Q | | | V| 5+51 0.0118 0.01 |Q | | | V| 5+52 0.0118 0.01 |Q | | | V| 5+53 0.0118 0.01 |Q | | | V| 5+54 0.0118 0.01 |Q | | | V| 5+55 0.0119 0.01 |Q | | | V| 5+56 0.0119 0.01 |Q | | | V| 5+57 0.0119 0.01 |Q | | | V| 5+58 0.0119 0.01 |Q | | | V| 5+59 0.0119 0.01 |Q | | | V| 6+ 0 0.0119 0.01 |Q | | | V| 6+ 1 0.0119 0.01 |Q | | | V| 6+ 2 0.0119 0.01 |Q | | | V| 6+ 3 0.0120 0.01 |Q | | | V ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ End of computations, total study area = 0.093 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 06/23/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** PR5 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 502.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub‐Area C Value = 0.870 Initial subarea total flow distance = 29.000(Ft.) Highest elevation = 81.100(Ft.) Lowest elevation = 80.810(Ft.) Elevation difference = 0.290(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Industrial In Accordance With Figure 3‐3 Initial Area Time of Concentration = 3.21 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.8700)*( 60.000^.5)/( 1.000^(1/3)]= 3.21 Calculated TC of 3.207 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.424(CFS) Total initial stream area = 0.074(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 39.800(Ft.) Downstream point/station elevation = 38.350(Ft.) Pipe length = 82.00(Ft.) Slope = 0.0177 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.424(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.424(CFS) Normal flow depth in pipe = 3.24(In.) Flow top width inside pipe = 5.98(In.) Critical Depth = 3.98(In.) Pipe flow velocity = 3.92(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 3.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** 6 HOUR HYDROGRAPH **** ______________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data ‐ Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 3.56 Basin Area = 0.07 Acres 6 Hour Rainfall = 2.500 Inches Runoff Coefficient = 0.870 Peak Discharge = 0.42 CFS Time (Min) Discharge (CFS) 0 0.000 3 0.010 6 0.010 9 0.010 12 0.010 15 0.010 18 0.010 21 0.010 24 0.010 27 0.010 30 0.010 33 0.010 36 0.010 39 0.011 42 0.011 45 0.011 48 0.011 51 0.011 54 0.011 57 0.011 60 0.011 63 0.012 66 0.012 69 0.012 72 0.012 75 0.012 78 0.012 81 0.012 84 0.012 87 0.013 90 0.013 93 0.013 96 0.013 99 0.013 102 0.013 105 0.014 108 0.014 111 0.014 114 0.014 117 0.015 120 0.015 123 0.015 126 0.015 129 0.016 132 0.016 135 0.016 138 0.016 141 0.017 144 0.017 147 0.017 150 0.018 153 0.018 156 0.018 159 0.019 162 0.019 165 0.020 168 0.020 171 0.021 174 0.021 177 0.022 180 0.023 183 0.024 186 0.024 189 0.025 192 0.026 195 0.027 198 0.028 201 0.030 204 0.031 207 0.033 210 0.034 213 0.037 216 0.039 219 0.043 222 0.046 225 0.053 228 0.057 231 0.070 234 0.080 237 0.117 240 0.164 243 0.424 246 0.094 249 0.063 252 0.049 255 0.041 258 0.036 261 0.032 264 0.029 267 0.027 270 0.025 273 0.023 276 0.022 279 0.021 282 0.020 285 0.019 288 0.018 291 0.017 294 0.016 297 0.016 300 0.015 303 0.015 306 0.014 309 0.014 312 0.014 315 0.013 318 0.013 321 0.013 324 0.012 327 0.012 330 0.012 333 0.011 336 0.011 339 0.011 342 0.011 345 0.011 348 0.010 351 0.010 354 0.010 357 0.010 360 0.010 363 0.010 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 ‐ H O U R S T O R M R u n o f f H y d r o g r a p h ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph in 1 Minute intervals ((CFS)) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time(h+m) Volume Ac.Ft Q(CFS) 0 0.1 0.2 0.3 0.4 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0+ 0 0.0000 0.00 Q | | | | 0+ 1 0.0000 0.00 Q | | | | 0+ 2 0.0000 0.01 Q | | | | 0+ 3 0.0000 0.01 Q | | | | 0+ 4 0.0000 0.01 Q | | | | 0+ 5 0.0001 0.01 Q | | | | 0+ 6 0.0001 0.01 Q | | | | 0+ 7 0.0001 0.01 Q | | | | 0+ 8 0.0001 0.01 Q | | | | 0+ 9 0.0001 0.01 Q | | | | 0+10 0.0001 0.01 Q | | | | 0+11 0.0001 0.01 Q | | | | 0+12 0.0001 0.01 Q | | | | 0+13 0.0002 0.01 Q | | | | 0+14 0.0002 0.01 Q | | | | 0+15 0.0002 0.01 Q | | | | 0+16 0.0002 0.01 Q | | | | 0+17 0.0002 0.01 Q | | | | 0+18 0.0002 0.01 Q | | | | 0+19 0.0002 0.01 Q | | | | 0+20 0.0003 0.01 Q | | | | 0+21 0.0003 0.01 Q | | | | 0+22 0.0003 0.01 Q | | | | 0+23 0.0003 0.01 Q | | | | 0+24 0.0003 0.01 Q | | | | 0+25 0.0003 0.01 QV | | | | 0+26 0.0003 0.01 QV | | | | 0+27 0.0004 0.01 QV | | | | 0+28 0.0004 0.01 QV | | | | 0+29 0.0004 0.01 QV | | | | 0+30 0.0004 0.01 QV | | | | 0+31 0.0004 0.01 QV | | | | 0+32 0.0004 0.01 QV | | | | 0+33 0.0004 0.01 QV | | | | 0+34 0.0005 0.01 QV | | | | 0+35 0.0005 0.01 QV | | | | 0+36 0.0005 0.01 QV | | | | 0+37 0.0005 0.01 QV | | | | 0+38 0.0005 0.01 QV | | | | 0+39 0.0005 0.01 |Q | | | | 0+40 0.0005 0.01 |Q | | | | 0+41 0.0006 0.01 |Q | | | | 0+42 0.0006 0.01 |Q | | | | 0+43 0.0006 0.01 |Q | | | | 0+44 0.0006 0.01 |Q | | | | 0+45 0.0006 0.01 |Q | | | | 0+46 0.0006 0.01 |Q | | | | 0+47 0.0006 0.01 |QV | | | | 0+48 0.0007 0.01 |QV | | | | 0+49 0.0007 0.01 |QV | | | | 0+50 0.0007 0.01 |QV | | | | 0+51 0.0007 0.01 |QV | | | | 0+52 0.0007 0.01 |QV | | | | 0+53 0.0007 0.01 |QV | | | | 0+54 0.0008 0.01 |QV | | | | 0+55 0.0008 0.01 |QV | | | | 0+56 0.0008 0.01 |QV | | | | 0+57 0.0008 0.01 |QV | | | | 0+58 0.0008 0.01 |QV | | | | 0+59 0.0008 0.01 |QV | | | | 1+ 0 0.0008 0.01 |QV | | | | 1+ 1 0.0009 0.01 |QV | | | | 1+ 2 0.0009 0.01 |QV | | | | 1+ 3 0.0009 0.01 |QV | | | | 1+ 4 0.0009 0.01 |QV | | | | 1+ 5 0.0009 0.01 |QV | | | | 1+ 6 0.0009 0.01 |QV | | | | 1+ 7 0.0010 0.01 |Q V | | | | 1+ 8 0.0010 0.01 |Q V | | | | 1+ 9 0.0010 0.01 |Q V | | | | 1+10 0.0010 0.01 |Q V | | | | 1+11 0.0010 0.01 |Q V | | | | 1+12 0.0010 0.01 |Q V | | | | 1+13 0.0011 0.01 |Q V | | | | 1+14 0.0011 0.01 |Q V | | | | 1+15 0.0011 0.01 |Q V | | | | 1+16 0.0011 0.01 |Q V | | | | 1+17 0.0011 0.01 |Q V | | | | 1+18 0.0011 0.01 |Q V | | | | 1+19 0.0012 0.01 |Q V | | | | 1+20 0.0012 0.01 |Q V | | | | 1+21 0.0012 0.01 |Q V | | | | 1+22 0.0012 0.01 |Q V | | | | 1+23 0.0012 0.01 |Q V | | | | 1+24 0.0012 0.01 |Q V | | | | 1+25 0.0013 0.01 |Q V | | | | 1+26 0.0013 0.01 |Q V | | | | 1+27 0.0013 0.01 |Q V | | | | 1+28 0.0013 0.01 |Q V | | | | 1+29 0.0013 0.01 |Q V | | | | 1+30 0.0013 0.01 |Q V | | | | 1+31 0.0014 0.01 |Q V | | | | 1+32 0.0014 0.01 |Q V | | | | 1+33 0.0014 0.01 |Q V | | | | 1+34 0.0014 0.01 |Q V | | | | 1+35 0.0014 0.01 |Q V | | | | 1+36 0.0015 0.01 |Q V | | | | 1+37 0.0015 0.01 |Q V | | | | 1+38 0.0015 0.01 |Q V | | | | 1+39 0.0015 0.01 |Q V | | | | 1+40 0.0015 0.01 |Q V | | | | 1+41 0.0015 0.01 |Q V | | | | 1+42 0.0016 0.01 |Q V | | | | 1+43 0.0016 0.01 |Q V | | | | 1+44 0.0016 0.01 |Q V | | | | 1+45 0.0016 0.01 |Q V | | | | 1+46 0.0016 0.01 |Q V | | | | 1+47 0.0017 0.01 |Q V | | | | 1+48 0.0017 0.01 |Q V | | | | 1+49 0.0017 0.01 |Q V | | | | 1+50 0.0017 0.01 |Q V | | | | 1+51 0.0017 0.01 |Q V | | | | 1+52 0.0018 0.01 |Q V | | | | 1+53 0.0018 0.01 |Q V | | | | 1+54 0.0018 0.01 |Q V | | | | 1+55 0.0018 0.01 |Q V | | | | 1+56 0.0018 0.01 |Q V | | | | 1+57 0.0019 0.01 |Q V | | | | 1+58 0.0019 0.01 |Q V | | | | 1+59 0.0019 0.01 |Q V | | | | 2+ 0 0.0019 0.01 |Q V | | | | 2+ 1 0.0019 0.01 |Q V | | | | 2+ 2 0.0020 0.01 |Q V | | | | 2+ 3 0.0020 0.02 |Q V | | | | 2+ 4 0.0020 0.02 |Q V | | | | 2+ 5 0.0020 0.02 |Q V | | | | 2+ 6 0.0020 0.02 |Q V | | | | 2+ 7 0.0021 0.02 |Q V | | | | 2+ 8 0.0021 0.02 |Q V | | | | 2+ 9 0.0021 0.02 |Q V | | | | 2+10 0.0021 0.02 |Q V | | | | 2+11 0.0021 0.02 |Q V | | | | 2+12 0.0022 0.02 |Q V | | | | 2+13 0.0022 0.02 |Q V | | | | 2+14 0.0022 0.02 |Q V | | | | 2+15 0.0022 0.02 |Q V | | | | 2+16 0.0023 0.02 |Q V | | | | 2+17 0.0023 0.02 |Q V | | | | 2+18 0.0023 0.02 |Q V | | | | 2+19 0.0023 0.02 |Q V | | | | 2+20 0.0023 0.02 |Q V | | | | 2+21 0.0024 0.02 |Q V | | | | 2+22 0.0024 0.02 |Q V | | | | 2+23 0.0024 0.02 |Q V | | | | 2+24 0.0024 0.02 |Q V | | | | 2+25 0.0025 0.02 |Q V | | | | 2+26 0.0025 0.02 |Q V | | | | 2+27 0.0025 0.02 |Q V | | | | 2+28 0.0025 0.02 |Q V | | | | 2+29 0.0026 0.02 |Q V | | | | 2+30 0.0026 0.02 |Q V | | | | 2+31 0.0026 0.02 |Q V | | | | 2+32 0.0026 0.02 |Q V | | | | 2+33 0.0027 0.02 |Q V | | | | 2+34 0.0027 0.02 |Q V | | | | 2+35 0.0027 0.02 |Q V | | | | 2+36 0.0027 0.02 |Q V | | | | 2+37 0.0028 0.02 |Q V | | | | 2+38 0.0028 0.02 |Q V | | | | 2+39 0.0028 0.02 |Q V | | | | 2+40 0.0028 0.02 |Q V | | | | 2+41 0.0029 0.02 |Q V| | | | 2+42 0.0029 0.02 |Q V| | | | 2+43 0.0029 0.02 |Q V| | | | 2+44 0.0029 0.02 |Q V| | | | 2+45 0.0030 0.02 |Q V| | | | 2+46 0.0030 0.02 |Q V| | | | 2+47 0.0030 0.02 |Q V| | | | 2+48 0.0030 0.02 |Q V| | | | 2+49 0.0031 0.02 |Q V| | | | 2+50 0.0031 0.02 |Q V| | | | 2+51 0.0031 0.02 |Q V| | | | 2+52 0.0032 0.02 |Q V| | | | 2+53 0.0032 0.02 |Q V | | | 2+54 0.0032 0.02 | Q V | | | 2+55 0.0033 0.02 | Q V | | | 2+56 0.0033 0.02 | Q V | | | 2+57 0.0033 0.02 | Q V | | | 2+58 0.0033 0.02 | Q V | | | 2+59 0.0034 0.02 | Q V | | | 3+ 0 0.0034 0.02 | Q V | | | 3+ 1 0.0034 0.02 | Q V | | | 3+ 2 0.0035 0.02 | Q V | | | 3+ 3 0.0035 0.02 | Q |V | | | 3+ 4 0.0035 0.02 | Q |V | | | 3+ 5 0.0036 0.02 | Q |V | | | 3+ 6 0.0036 0.02 | Q |V | | | 3+ 7 0.0036 0.02 | Q |V | | | 3+ 8 0.0037 0.02 | Q |V | | | 3+ 9 0.0037 0.03 | Q |V | | | 3+10 0.0037 0.03 | Q |V | | | 3+11 0.0038 0.03 | Q |V | | | 3+12 0.0038 0.03 | Q | V | | | 3+13 0.0038 0.03 | Q | V | | | 3+14 0.0039 0.03 | Q | V | | | 3+15 0.0039 0.03 | Q | V | | | 3+16 0.0040 0.03 | Q | V | | | 3+17 0.0040 0.03 | Q | V | | | 3+18 0.0040 0.03 | Q | V | | | 3+19 0.0041 0.03 | Q | V | | | 3+20 0.0041 0.03 | Q | V | | | 3+21 0.0042 0.03 | Q | V | | | 3+22 0.0042 0.03 | Q | V | | | 3+23 0.0042 0.03 | Q | V | | | 3+24 0.0043 0.03 | Q | V | | | 3+25 0.0043 0.03 | Q | V | | | 3+26 0.0044 0.03 | Q | V | | | 3+27 0.0044 0.03 | Q | V | | | 3+28 0.0045 0.03 | Q | V | | | 3+29 0.0045 0.03 | Q | V | | | 3+30 0.0046 0.03 | Q | V | | | 3+31 0.0046 0.04 | Q | V | | | 3+32 0.0047 0.04 | Q | V | | | 3+33 0.0047 0.04 | Q | V | | | 3+34 0.0048 0.04 | Q | V | | | 3+35 0.0048 0.04 | Q | V | | | 3+36 0.0049 0.04 | Q | V | | | 3+37 0.0049 0.04 | Q | V | | | 3+38 0.0050 0.04 | Q | V | | | 3+39 0.0050 0.04 | Q | V | | | 3+40 0.0051 0.04 | Q | V | | | 3+41 0.0052 0.05 | Q | V | | | 3+42 0.0052 0.05 | Q | V | | | 3+43 0.0053 0.05 | Q | V | | | 3+44 0.0054 0.05 | Q | V | | | 3+45 0.0054 0.05 | Q | V | | | 3+46 0.0055 0.05 | Q | V | | | 3+47 0.0056 0.06 | Q | V | | | 3+48 0.0057 0.06 | Q | V | | | 3+49 0.0057 0.06 | Q | V | | | 3+50 0.0058 0.07 | Q | V | | | 3+51 0.0059 0.07 | Q | V | | | 3+52 0.0060 0.07 | Q | V| | | 3+53 0.0061 0.08 | Q | V| | | 3+54 0.0062 0.08 | Q | V| | | 3+55 0.0064 0.09 | Q | V | | 3+56 0.0065 0.10 | Q| V | | 3+57 0.0067 0.12 | |Q |V | | 3+58 0.0069 0.13 | | Q |V | | 3+59 0.0071 0.15 | | Q | V | | 4+ 0 0.0073 0.16 | | Q | V | | 4+ 1 0.0076 0.25 | | | QV | | 4+ 2 0.0081 0.34 | | | V |Q | 4+ 3 0.0087 0.42 | | | V | Q 4+ 4 0.0091 0.31 | | | VQ| | 4+ 5 0.0094 0.20 | | Q| V| | 4+ 6 0.0095 0.09 | Q | | V | 4+ 7 0.0096 0.08 | Q | | V | 4+ 8 0.0097 0.07 | Q | | V | 4+ 9 0.0098 0.06 | Q | | |V | 4+10 0.0099 0.06 | Q | | |V | 4+11 0.0100 0.05 | Q | | |V | 4+12 0.0101 0.05 | Q | | |V | 4+13 0.0101 0.05 | Q | | |V | 4+14 0.0102 0.04 | Q | | | V | 4+15 0.0102 0.04 | Q | | | V | 4+16 0.0103 0.04 | Q | | | V | 4+17 0.0103 0.04 | Q | | | V | 4+18 0.0104 0.04 | Q | | | V | 4+19 0.0104 0.03 | Q | | | V | 4+20 0.0105 0.03 | Q | | | V | 4+21 0.0105 0.03 | Q | | | V | 4+22 0.0106 0.03 | Q | | | V | 4+23 0.0106 0.03 | Q | | | V | 4+24 0.0106 0.03 | Q | | | V | 4+25 0.0107 0.03 | Q | | | V | 4+26 0.0107 0.03 | Q | | | V | 4+27 0.0108 0.03 | Q | | | V | 4+28 0.0108 0.03 | Q | | | V | 4+29 0.0108 0.03 | Q | | | V | 4+30 0.0109 0.02 | Q | | | V | 4+31 0.0109 0.02 | Q | | | V | 4+32 0.0109 0.02 | Q | | | V | 4+33 0.0110 0.02 | Q | | | V | 4+34 0.0110 0.02 | Q | | | V | 4+35 0.0110 0.02 | Q | | | V | 4+36 0.0111 0.02 | Q | | | V | 4+37 0.0111 0.02 | Q | | | V | 4+38 0.0111 0.02 |Q | | | V | 4+39 0.0111 0.02 |Q | | | V | 4+40 0.0112 0.02 |Q | | | V | 4+41 0.0112 0.02 |Q | | | V | 4+42 0.0112 0.02 |Q | | | V | 4+43 0.0113 0.02 |Q | | | V | 4+44 0.0113 0.02 |Q | | | V | 4+45 0.0113 0.02 |Q | | | V | 4+46 0.0113 0.02 |Q | | | V | 4+47 0.0114 0.02 |Q | | | V | 4+48 0.0114 0.02 |Q | | | V | 4+49 0.0114 0.02 |Q | | | V | 4+50 0.0114 0.02 |Q | | | V | 4+51 0.0114 0.02 |Q | | | V | 4+52 0.0115 0.02 |Q | | | V | 4+53 0.0115 0.02 |Q | | | V | 4+54 0.0115 0.02 |Q | | | V | 4+55 0.0115 0.02 |Q | | | V | 4+56 0.0116 0.02 |Q | | | V | 4+57 0.0116 0.02 |Q | | | V | 4+58 0.0116 0.02 |Q | | | V | 4+59 0.0116 0.02 |Q | | | V | 5+ 0 0.0116 0.02 |Q | | | V | 5+ 1 0.0117 0.02 |Q | | | V | 5+ 2 0.0117 0.02 |Q | | | V | 5+ 3 0.0117 0.01 |Q | | | V | 5+ 4 0.0117 0.01 |Q | | | V | 5+ 5 0.0118 0.01 |Q | | | V | 5+ 6 0.0118 0.01 |Q | | | V | 5+ 7 0.0118 0.01 |Q | | | V | 5+ 8 0.0118 0.01 |Q | | | V | 5+ 9 0.0118 0.01 |Q | | | V | 5+10 0.0118 0.01 |Q | | | V | 5+11 0.0119 0.01 |Q | | | V | 5+12 0.0119 0.01 |Q | | | V | 5+13 0.0119 0.01 |Q | | | V | 5+14 0.0119 0.01 |Q | | | V | 5+15 0.0119 0.01 |Q | | | V | 5+16 0.0120 0.01 |Q | | | V | 5+17 0.0120 0.01 |Q | | | V | 5+18 0.0120 0.01 |Q | | | V | 5+19 0.0120 0.01 |Q | | | V | 5+20 0.0120 0.01 |Q | | | V | 5+21 0.0120 0.01 |Q | | | V | 5+22 0.0121 0.01 |Q | | | V | 5+23 0.0121 0.01 |Q | | | V | 5+24 0.0121 0.01 |Q | | | V | 5+25 0.0121 0.01 |Q | | | V | 5+26 0.0121 0.01 |Q | | | V | 5+27 0.0121 0.01 |Q | | | V | 5+28 0.0122 0.01 |Q | | | V | 5+29 0.0122 0.01 |Q | | | V | 5+30 0.0122 0.01 |Q | | | V | 5+31 0.0122 0.01 |Q | | | V | 5+32 0.0122 0.01 |Q | | | V | 5+33 0.0122 0.01 |Q | | | V | 5+34 0.0123 0.01 |Q | | | V | 5+35 0.0123 0.01 |Q | | | V | 5+36 0.0123 0.01 |Q | | | V | 5+37 0.0123 0.01 |Q | | | V | 5+38 0.0123 0.01 |Q | | | V | 5+39 0.0123 0.01 |Q | | | V | 5+40 0.0124 0.01 |Q | | | V | 5+41 0.0124 0.01 |Q | | | V| 5+42 0.0124 0.01 |Q | | | V| 5+43 0.0124 0.01 |Q | | | V| 5+44 0.0124 0.01 |Q | | | V| 5+45 0.0124 0.01 Q | | | V| 5+46 0.0124 0.01 Q | | | V| 5+47 0.0125 0.01 Q | | | V| 5+48 0.0125 0.01 Q | | | V| 5+49 0.0125 0.01 Q | | | V| 5+50 0.0125 0.01 Q | | | V| 5+51 0.0125 0.01 Q | | | V| 5+52 0.0125 0.01 Q | | | V| 5+53 0.0125 0.01 Q | | | V| 5+54 0.0126 0.01 Q | | | V| 5+55 0.0126 0.01 Q | | | V| 5+56 0.0126 0.01 Q | | | V| 5+57 0.0126 0.01 Q | | | V| 5+58 0.0126 0.01 Q | | | V| 5+59 0.0126 0.01 Q | | | V| 6+ 0 0.0126 0.01 Q | | | V| 6+ 1 0.0126 0.01 Q | | | V| 6+ 2 0.0127 0.01 Q | | | V| 6+ 3 0.0127 0.01 Q | | | V ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ End of computations, total study area = 0.074 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 06/23/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** PR6 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub‐Area C Value = 0.350 Initial subarea total flow distance = 174.000(Ft.) Highest elevation = 41.070(Ft.) Lowest elevation = 39.280(Ft.) Elevation difference = 1.790(Ft.) Slope = 1.029 % Top of Initial Area Slope adjusted by User to 0.800 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 0.80 %, in a development type of Permanent Open Space In Accordance With Figure 3‐3 Initial Area Time of Concentration = 12.17 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.3500)*( 70.000^.5)/( 0.800^(1/3)]= 12.17 The initial area total distance of 174.00 (Ft.) entered leaves a remaining distance of 104.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 1.64 minutes for a distance of 104.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.04(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1.643 Minutes Tt=[(11.9*0.0197^3)/( 1.04)]^.385= 1.64 Total initial area Ti = 12.17 minutes from Figure 3‐3 formula plus 1.64 minutes from the Figure 3‐4 formula = 13.81 minutes Rainfall intensity (I) = 3.420(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.092(CFS) Total initial stream area = 0.077(Ac.) End of computations, total study area = 0.077 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 08/30/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** PR7 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 702.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub‐Area C Value = 0.570 Initial subarea total flow distance = 44.000(Ft.) Highest elevation = 39.950(Ft.) Lowest elevation = 39.430(Ft.) Elevation difference = 0.520(Ft.) Slope = 1.182 % Top of Initial Area Slope adjusted by User to 1.932 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.93 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3‐3 Initial Area Time of Concentration = 6.85 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.5700)*( 80.000^.5)/( 1.932^(1/3)]= 6.85 Rainfall intensity (I) = 5.376(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.089(CFS) Total initial stream area = 0.029(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 702.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.029(Ac.) Runoff from this stream = 0.089(CFS) Time of concentration = 6.85 min. Rainfall intensity = 5.376(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.710 Initial subarea total flow distance = 187.000(Ft.) Highest elevation = 44.210(Ft.) Lowest elevation = 40.490(Ft.) Elevation difference = 3.720(Ft.) Slope = 1.989 % Top of Initial Area Slope adjusted by User to 2.005 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3‐3 Initial Area Time of Concentration = 4.82 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.7100)*( 75.000^.5)/( 2.005^(1/3)]= 4.82 Calculated TC of 4.821 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.482(CFS) Total initial stream area = 0.103(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 702.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Depth of flow = 0.091(Ft.), Average velocity = 1.162(Ft/s) ******* Irregular Channel Data *********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 5.00 0.00 3 10.00 0.10 Manning's 'N' friction factor = 0.035 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Sub‐Channel flow = 0.482(CFS) ' ' flow top width = 9.106(Ft.) ' ' velocity= 1.162(Ft/s) ' ' area = 0.415(Sq.Ft) ' ' Froude number = 0.960 Upstream point elevation = 40.490(Ft.) Downstream point elevation = 39.430(Ft.) Flow length = 23.000(Ft.) Travel time = 0.33 min. Time of concentration = 5.15 min. Depth of flow = 0.091(Ft.) Average velocity = 1.162(Ft/s) Total irregular channel flow = 0.482(CFS) Irregular channel normal depth above invert elev. = 0.091(Ft.) Average velocity of channel(s) = 1.162(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 702.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.103(Ac.) Runoff from this stream = 0.482(CFS) Time of concentration = 5.15 min. Rainfall intensity = 6.461(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.089 6.85 5.376 2 0.482 5.15 6.461 Qmax(1) = 1.000 * 1.000 * 0.089) + 0.832 * 1.000 * 0.482) + = 0.490 Qmax(2) = 1.000 * 0.752 * 0.089) + 1.000 * 1.000 * 0.482) + = 0.549 Total of 2 main streams to confluence: Flow rates before confluence point: 0.089 0.482 Maximum flow rates at confluence using above data: 0.490 0.549 Area of streams before confluence: 0.029 0.103 Results of confluence: Total flow rate = 0.549(CFS) Time of concentration = 5.151 min. Effective stream area after confluence = 0.132(Ac.) End of computations, total study area = 0.132 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** FINAL RUN ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.670 given for subarea Calculated TC of 3.910 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 3.91 min. Rain intensity = 6.59(In/Hr) Total area = 0.093(Ac.) Total runoff = 0.340(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 505.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 33.800(Ft.) Downstream point/station elevation = 32.840(Ft.) Pipe length = 31.00(Ft.) Slope = 0.0310 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.340(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.340(CFS) Normal flow depth in pipe = 2.43(In.) Flow top width inside pipe = 5.89(In.) Critical Depth = 3.55(In.) Pipe flow velocity = 4.57(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 4.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 505.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.093(Ac.) Runoff from this stream = 0.340(CFS) Time of concentration = 4.02 min. Rainfall intensity = 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.870 given for subarea Calculated TC of 3.560 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 3.56 min. Rain intensity = 6.59(In/Hr) Total area = 0.074(Ac.) Total runoff = 0.424(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 34.400(Ft.) Downstream point/station elevation = 32.840(Ft.) Pipe length = 4.00(Ft.) Slope = 0.3900 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.424(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.424(CFS) Normal flow depth in pipe = 1.41(In.) Flow top width inside pipe = 5.09(In.) Critical Depth = 3.98(In.) Pipe flow velocity = 12.07(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 3.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.074(Ac.) Runoff from this stream = 0.424(CFS) Time of concentration = 3.57 min. Rainfall intensity = 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.340 4.02 6.587 2 0.424 3.57 6.587 Qmax(1) = 1.000 * 1.000 * 0.340) + 1.000 * 1.000 * 0.424) + = 0.764 Qmax(2) = 1.000 * 0.886 * 0.340) + 1.000 * 1.000 * 0.424) + = 0.725 Total of 2 main streams to confluence: Flow rates before confluence point: 0.340 0.424 Maximum flow rates at confluence using above data: 0.764 0.725 Area of streams before confluence: 0.093 0.074 Results of confluence: Total flow rate = 0.764(CFS) Time of concentration = 4.023 min. Effective stream area after confluence = 0.167(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 32.840(Ft.) Downstream point/station elevation = 32.130(Ft.) Pipe length = 23.00(Ft.) Slope = 0.0309 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.764(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.764(CFS) Normal flow depth in pipe = 3.32(In.) Flow top width inside pipe = 7.88(In.) Critical Depth = 4.96(In.) Pipe flow velocity = 5.58(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 4.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.167(Ac.) Runoff from this stream = 0.764(CFS) Time of concentration = 4.09 min. Rainfall intensity = 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.870 given for subarea Calculated TC of 3.450 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 3.45 min. Rain intensity = 6.59(In/Hr) Total area = 0.058(Ac.) Total runoff = 0.332(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 34.200(Ft.) Downstream point/station elevation = 32.130(Ft.) Pipe length = 4.00(Ft.) Slope = 0.5175 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.332(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.332(CFS) Normal flow depth in pipe = 1.16(In.) Flow top width inside pipe = 4.75(In.) Critical Depth = 3.50(In.) Pipe flow velocity = 12.42(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 3.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.058(Ac.) Runoff from this stream = 0.332(CFS) Time of concentration = 3.46 min. Rainfall intensity = 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.764 4.09 6.587 2 0.332 3.46 6.587 Qmax(1) = 1.000 * 1.000 * 0.764) + 1.000 * 1.000 * 0.332) + = 1.096 Qmax(2) = 1.000 * 0.844 * 0.764) + 1.000 * 1.000 * 0.332) + = 0.977 Total of 2 main streams to confluence: Flow rates before confluence point: 0.764 0.332 Maximum flow rates at confluence using above data: 1.096 0.977 Area of streams before confluence: 0.167 0.058 Results of confluence: Total flow rate = 1.096(CFS) Time of concentration = 4.092 min. Effective stream area after confluence = 0.225(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 32.130(Ft.) Downstream point/station elevation = 31.480(Ft.) Pipe length = 21.00(Ft.) Slope = 0.0310 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.096(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.096(CFS) Normal flow depth in pipe = 4.07(In.) Flow top width inside pipe = 8.00(In.) Critical Depth = 5.96(In.) Pipe flow velocity = 6.14(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 4.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.225(Ac.) Runoff from this stream = 1.096(CFS) Time of concentration = 4.15 min. Rainfall intensity = 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.750 given for subarea Calculated TC of 3.210 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 3.21 min. Rain intensity = 6.59(In/Hr) Total area = 0.047(Ac.) Total runoff = 0.211(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 33.400(Ft.) Downstream point/station elevation = 31.480(Ft.) Pipe length = 3.00(Ft.) Slope = 0.6400 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.211(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.211(CFS) Normal flow depth in pipe = 0.88(In.) Flow top width inside pipe = 4.25(In.) Critical Depth = 2.76(In.) Pipe flow velocity = 11.68(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 3.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.047(Ac.) Runoff from this stream = 0.211(CFS) Time of concentration = 3.21 min. Rainfall intensity = 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.096 4.15 6.587 2 0.211 3.21 6.587 Qmax(1) = 1.000 * 1.000 * 1.096) + 1.000 * 1.000 * 0.211) + = 1.307 Qmax(2) = 1.000 * 0.775 * 1.096) + 1.000 * 1.000 * 0.211) + = 1.060 Total of 2 main streams to confluence: Flow rates before confluence point: 1.096 0.211 Maximum flow rates at confluence using above data: 1.307 1.060 Area of streams before confluence: 0.225 0.047 Results of confluence: Total flow rate = 1.307(CFS) Time of concentration = 4.149 min. Effective stream area after confluence = 0.272(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 31.480(Ft.) Downstream point/station elevation = 31.100(Ft.) Pipe length = 14.00(Ft.) Slope = 0.0271 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.307(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.307(CFS) Normal flow depth in pipe = 4.73(In.) Flow top width inside pipe = 7.87(In.) Critical Depth = 6.48(In.) Pipe flow velocity = 6.09(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 4.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.272(Ac.) Runoff from this stream = 1.307(CFS) Time of concentration = 4.19 min. Rainfall intensity = 6.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.870 given for subarea Calculated TC of 3.210 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 3.21 min. Rain intensity = 6.59(In/Hr) Total area = 0.062(Ac.) Total runoff = 0.355(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 37.800(Ft.) Downstream point/station elevation = 36.200(Ft.) Pipe length = 144.00(Ft.) Slope = 0.0111 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.355(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.355(CFS) Normal flow depth in pipe = 3.35(In.) Flow top width inside pipe = 5.96(In.) Critical Depth = 3.63(In.) Pipe flow velocity = 3.15(Ft/s) Travel time through pipe = 0.76 min. Time of concentration (TC) = 3.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.062(Ac.) Runoff from this stream = 0.355(CFS) Time of concentration = 3.97 min. Rainfall intensity = 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.307 4.19 6.587 2 0.355 3.97 6.587 Qmax(1) = 1.000 * 1.000 * 1.307) + 1.000 * 1.000 * 0.355) + = 1.662 Qmax(2) = 1.000 * 0.949 * 1.307) + 1.000 * 1.000 * 0.355) + = 1.595 Total of 2 main streams to confluence: Flow rates before confluence point: 1.307 0.355 Maximum flow rates at confluence using above data: 1.662 1.595 Area of streams before confluence: 0.272 0.062 Results of confluence: Total flow rate = 1.662(CFS) Time of concentration = 4.187 min. Effective stream area after confluence = 0.334(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 37.700(Ft.) Downstream point/station elevation = 37.200(Ft.) Pipe length = 12.00(Ft.) Slope = 0.0417 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.662(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.662(CFS) Normal flow depth in pipe = 4.81(In.) Flow top width inside pipe = 7.83(In.) Critical Depth = 7.13(In.) Pipe flow velocity = 7.58(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 4.21 min. End of computations, total study area = 0.334 (Ac.) St a g e S t o r a g e C a p a c i t y C a c u l a t i o n s - B M P 1 Hy d r o l o g y P a r a m e t e r s In f i l t r a t i o n r a t e 0 i n c h e s / h o u r Be f o r e D e t e n t i o n Qo u t = A V = A a c r e s * 4 3 5 6 0 s f / A c r e ( i n f i l t r a t i o n r a t e i n / h r ) * 1 f t / 1 2 i n ( 1 h r / 3 6 0 0 s e c ) Q= 0 . 3 3 2 c f s A= 0 . 0 5 8 A c r e Or i f i c e F l o w : Q = C * A * s q r t ( 2 g h ) Tc = 3 . 4 5 m i n . g= 32 . 2 0 s f / s e c C= 0 . 8 7 0 C= 0. 6 0 I= 1 0 . 7 1 1 i n / h r Or i f i c e - 1 Af t e r D e t e n t i o n No . o f o p e n i n g s 1 Δt = 2 1 . 0 0 m i n . El e v a t i o n 0 . 0 0 Q= 0 . 1 2 4 c f s di a m e t e r 1 . 5 i n c h e s 0 . 1 3 f t A = 0 . 0 5 8 A c r e A= 0 . 0 1 s f Tc = 2 4 . 4 5 m i n . C= 0 . 8 7 0 We i r O p e n i n g - 1 El e v a t i o n 0. 0 0 Cd 0. 6 0 Wid t h 0 f t g 32 . 2 0 s f / s e c Or i f i c e - 2 No . o f o p e n i n g s 0 El e v a t i o n 0. 0 0 di a m e t e r 0 i n c h e s 0 . 0 0 f t A= 0 . 0 0 s f Gr a t e I n l e t - O v e r f l o w El e v a t i o n 4. 6 7 Cw 3. 0 0 L 1. 5 f t W 1. 5 f t Lw 6 s f St a g e S t o r a g e Ar e a o f Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Q t o t a l Dr a w d o w n Wa t e r D e p t h ( f t ) Vo l u m e ( c f ) Ar e a ( A c . f t ) In f i l t r a t i o n ( f t ) Q i n f i l t r a t i o n Or i f i c e - 1 Or i f i c e - 1 Or i f i c e - 2 Or i f i c e - 2 We i r We i r Gr a t e I n l e t Gr a t e I n l e t Q i n f + Q o r i f i c e in h o u r s 0. 0 0 0 0. 0 0 0 N/ A 0 . 0 0 0 N/ A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 0 . 0 0 0 0.0 4. 1 7 45 0. 0 0 1 89 0. 0 0 0 4. 1 1 0 . 1 2 N / A 0 . 0 0 0 . 0 0 0 . 0 0 N / A 0 . 0 0 0 . 1 2 0 0.0 4. 6 7 89 0. 0 0 2 89 0. 0 0 0 4. 6 1 0 . 1 3 N / A 0 . 0 0 0 . 0 0 0 . 0 0 N / A 0 . 0 0 0 . 1 2 7 0.0 5. 1 7 13 4 0. 0 0 3 89 0. 0 0 0 5. 1 1 0 . 1 3 5 . 1 7 0 . 0 0 5 . 1 7 0 . 0 0 0 . 5 0 3 . 1 8 3 . 3 1 6 0.0 14 7 6 D - R o o s e v e l t - H y d r o S u m m a r y DE T 1 12 / 5 / 2 0 2 2 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 ‐ 2012 Study date: 12/05/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: PR1.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 363 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.332 (CFS) Total volume = 0.010 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth‐outflow‐storage data ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Total number of inflow hydrograph intervals = 363 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S‐O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0.000 0.000 0.000 0.000 0.000 4.170 0.001 0.120 0.001 0.001 4.670 0.002 0.127 0.002 0.002 5.170 0.003 3.316 0.001 0.005 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph Detention Basin Routing ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Graph values: 'I'= unit inflow; 'O'=outflow at time shown ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.1 0.17 0.25 0.33 (Ft.) 0.017 0.00 0.00 0.000 O | | | | 0.01 0.033 0.00 0.00 0.000 O | | | | 0.03 0.050 0.01 0.00 0.000 O | | | | 0.05 0.067 0.01 0.00 0.000 O | | | | 0.09 0.083 0.01 0.00 0.000 O | | | | 0.11 0.100 0.01 0.00 0.000 O | | | | 0.14 0.117 0.01 0.00 0.000 O | | | | 0.16 0.133 0.01 0.00 0.000 O | | | | 0.17 0.150 0.01 0.01 0.000 O | | | | 0.19 0.167 0.01 0.01 0.000 O | | | | 0.20 0.183 0.01 0.01 0.000 O | | | | 0.21 0.200 0.01 0.01 0.000 O | | | | 0.22 0.217 0.01 0.01 0.000 O | | | | 0.22 0.233 0.01 0.01 0.000 O | | | | 0.23 0.250 0.01 0.01 0.000 O | | | | 0.24 0.267 0.01 0.01 0.000 O | | | | 0.24 0.283 0.01 0.01 0.000 O | | | | 0.25 0.300 0.01 0.01 0.000 O | | | | 0.25 0.317 0.01 0.01 0.000 O | | | | 0.25 0.333 0.01 0.01 0.000 O | | | | 0.26 0.350 0.01 0.01 0.000 O | | | | 0.26 0.367 0.01 0.01 0.000 O | | | | 0.26 0.383 0.01 0.01 0.000 O | | | | 0.26 0.400 0.01 0.01 0.000 O | | | | 0.27 0.417 0.01 0.01 0.000 O | | | | 0.27 0.433 0.01 0.01 0.000 O | | | | 0.27 0.450 0.01 0.01 0.000 O | | | | 0.27 0.467 0.01 0.01 0.000 O | | | | 0.27 0.483 0.01 0.01 0.000 O | | | | 0.27 0.500 0.01 0.01 0.000 O | | | | 0.27 0.517 0.01 0.01 0.000 O | | | | 0.28 0.533 0.01 0.01 0.000 O | | | | 0.28 0.550 0.01 0.01 0.000 O | | | | 0.28 0.567 0.01 0.01 0.000 O | | | | 0.28 0.583 0.01 0.01 0.000 O | | | | 0.28 0.600 0.01 0.01 0.000 O | | | | 0.28 0.617 0.01 0.01 0.000 O | | | | 0.28 0.633 0.01 0.01 0.000 O | | | | 0.28 0.650 0.01 0.01 0.000 O | | | | 0.28 0.667 0.01 0.01 0.000 O | | | | 0.28 0.683 0.01 0.01 0.000 O | | | | 0.29 0.700 0.01 0.01 0.000 O | | | | 0.29 0.717 0.01 0.01 0.000 O | | | | 0.29 0.733 0.01 0.01 0.000 O | | | | 0.29 0.750 0.01 0.01 0.000 O | | | | 0.29 0.767 0.01 0.01 0.000 O | | | | 0.29 0.783 0.01 0.01 0.000 O | | | | 0.29 0.800 0.01 0.01 0.000 O | | | | 0.29 0.817 0.01 0.01 0.000 O | | | | 0.29 0.833 0.01 0.01 0.000 O | | | | 0.29 0.850 0.01 0.01 0.000 O | | | | 0.29 0.867 0.01 0.01 0.000 O | | | | 0.30 0.883 0.01 0.01 0.000 O | | | | 0.30 0.900 0.01 0.01 0.000 O | | | | 0.30 0.917 0.01 0.01 0.000 O | | | | 0.30 0.933 0.01 0.01 0.000 O | | | | 0.30 0.950 0.01 0.01 0.000 O | | | | 0.30 0.967 0.01 0.01 0.000 O | | | | 0.30 0.983 0.01 0.01 0.000 O | | | | 0.30 1.000 0.01 0.01 0.000 O | | | | 0.30 1.017 0.01 0.01 0.000 O | | | | 0.30 1.033 0.01 0.01 0.000 O | | | | 0.31 1.050 0.01 0.01 0.000 O | | | | 0.31 1.067 0.01 0.01 0.000 O | | | | 0.31 1.083 0.01 0.01 0.000 O | | | | 0.31 1.100 0.01 0.01 0.000 O | | | | 0.31 1.117 0.01 0.01 0.000 O | | | | 0.31 1.133 0.01 0.01 0.000 O | | | | 0.31 1.150 0.01 0.01 0.000 O | | | | 0.31 1.167 0.01 0.01 0.000 O | | | | 0.31 1.183 0.01 0.01 0.000 O | | | | 0.32 1.200 0.01 0.01 0.000 O | | | | 0.32 1.217 0.01 0.01 0.000 O | | | | 0.32 1.233 0.01 0.01 0.000 O | | | | 0.32 1.250 0.01 0.01 0.000 O | | | | 0.32 1.267 0.01 0.01 0.000 O | | | | 0.32 1.283 0.01 0.01 0.000 O | | | | 0.32 1.300 0.01 0.01 0.000 O | | | | 0.32 1.317 0.01 0.01 0.000 O | | | | 0.33 1.333 0.01 0.01 0.000 O | | | | 0.33 1.350 0.01 0.01 0.000 O | | | | 0.33 1.367 0.01 0.01 0.000 O | | | | 0.33 1.383 0.01 0.01 0.000 O | | | | 0.33 1.400 0.01 0.01 0.000 O | | | | 0.33 1.417 0.01 0.01 0.000 O | | | | 0.33 1.433 0.01 0.01 0.000 O | | | | 0.33 1.450 0.01 0.01 0.000 O | | | | 0.34 1.467 0.01 0.01 0.000 O | | | | 0.34 1.483 0.01 0.01 0.000 O | | | | 0.34 1.500 0.01 0.01 0.000 O | | | | 0.34 1.517 0.01 0.01 0.000 O | | | | 0.34 1.533 0.01 0.01 0.000 O | | | | 0.34 1.550 0.01 0.01 0.000 O | | | | 0.34 1.567 0.01 0.01 0.000 O | | | | 0.35 1.583 0.01 0.01 0.000 O | | | | 0.35 1.600 0.01 0.01 0.000 O | | | | 0.35 1.617 0.01 0.01 0.000 O | | | | 0.35 1.633 0.01 0.01 0.000 O | | | | 0.35 1.650 0.01 0.01 0.000 OI | | | | 0.35 1.667 0.01 0.01 0.000 OI | | | | 0.35 1.683 0.01 0.01 0.000 OI | | | | 0.36 1.700 0.01 0.01 0.000 OI | | | | 0.36 1.717 0.01 0.01 0.000 OI | | | | 0.36 1.733 0.01 0.01 0.000 OI | | | | 0.36 1.750 0.01 0.01 0.000 |O | | | | 0.36 1.767 0.01 0.01 0.000 |O | | | | 0.36 1.783 0.01 0.01 0.000 |O | | | | 0.37 1.800 0.01 0.01 0.000 |O | | | | 0.37 1.817 0.01 0.01 0.000 |O | | | | 0.37 1.833 0.01 0.01 0.000 |O | | | | 0.37 1.850 0.01 0.01 0.000 |O | | | | 0.37 1.867 0.01 0.01 0.000 |O | | | | 0.37 1.883 0.01 0.01 0.000 |O | | | | 0.38 1.900 0.01 0.01 0.000 |O | | | | 0.38 1.917 0.01 0.01 0.000 |O | | | | 0.38 1.933 0.01 0.01 0.000 |O | | | | 0.38 1.950 0.01 0.01 0.000 |O | | | | 0.38 1.967 0.01 0.01 0.000 |O | | | | 0.39 1.983 0.01 0.01 0.000 |O | | | | 0.39 2.000 0.01 0.01 0.000 |O | | | | 0.39 2.017 0.01 0.01 0.000 |O | | | | 0.39 2.033 0.01 0.01 0.000 |O | | | | 0.39 2.050 0.01 0.01 0.000 |O | | | | 0.40 2.067 0.01 0.01 0.000 |O | | | | 0.40 2.083 0.01 0.01 0.000 |O | | | | 0.40 2.100 0.01 0.01 0.000 |O | | | | 0.40 2.117 0.01 0.01 0.000 |O | | | | 0.40 2.133 0.01 0.01 0.000 |O | | | | 0.41 2.150 0.01 0.01 0.000 |O | | | | 0.41 2.167 0.01 0.01 0.000 |O | | | | 0.41 2.183 0.01 0.01 0.000 |O | | | | 0.41 2.200 0.01 0.01 0.000 |O | | | | 0.41 2.217 0.01 0.01 0.000 |O | | | | 0.42 2.233 0.01 0.01 0.000 |O | | | | 0.42 2.250 0.01 0.01 0.000 |O | | | | 0.42 2.267 0.01 0.01 0.000 |O | | | | 0.42 2.283 0.01 0.01 0.000 |O | | | | 0.43 2.300 0.01 0.01 0.000 |O | | | | 0.43 2.317 0.01 0.01 0.000 |O | | | | 0.43 2.333 0.01 0.01 0.000 |O | | | | 0.43 2.350 0.01 0.01 0.000 |O | | | | 0.44 2.367 0.01 0.01 0.000 |O | | | | 0.44 2.383 0.01 0.01 0.000 |O | | | | 0.44 2.400 0.01 0.01 0.000 |O | | | | 0.44 2.417 0.01 0.01 0.000 |O | | | | 0.45 2.433 0.01 0.01 0.000 |O | | | | 0.45 2.450 0.01 0.01 0.000 |O | | | | 0.45 2.467 0.01 0.01 0.000 |O | | | | 0.46 2.483 0.01 0.01 0.000 |O | | | | 0.46 2.500 0.01 0.01 0.000 |O | | | | 0.46 2.517 0.01 0.01 0.000 |O | | | | 0.47 2.533 0.01 0.01 0.000 |O | | | | 0.47 2.550 0.01 0.01 0.000 |O | | | | 0.47 2.567 0.01 0.01 0.000 |O | | | | 0.48 2.583 0.01 0.01 0.000 |O | | | | 0.48 2.600 0.01 0.01 0.000 |O | | | | 0.48 2.617 0.01 0.01 0.000 |O | | | | 0.48 2.633 0.01 0.01 0.000 |O | | | | 0.49 2.650 0.01 0.01 0.000 |O | | | | 0.49 2.667 0.01 0.01 0.000 |O | | | | 0.50 2.683 0.01 0.01 0.000 |O | | | | 0.50 2.700 0.02 0.01 0.000 |O | | | | 0.50 2.717 0.02 0.01 0.000 |O | | | | 0.51 2.733 0.02 0.01 0.000 |O | | | | 0.51 2.750 0.02 0.01 0.000 |O | | | | 0.51 2.767 0.02 0.01 0.000 |O | | | | 0.52 2.783 0.02 0.02 0.000 |O | | | | 0.52 2.800 0.02 0.02 0.000 |O | | | | 0.53 2.817 0.02 0.02 0.000 |O | | | | 0.53 2.833 0.02 0.02 0.000 |O | | | | 0.54 2.850 0.02 0.02 0.000 |O | | | | 0.54 2.867 0.02 0.02 0.000 |O | | | | 0.55 2.883 0.02 0.02 0.000 |O | | | | 0.55 2.900 0.02 0.02 0.000 |O | | | | 0.55 2.917 0.02 0.02 0.000 |O | | | | 0.56 2.933 0.02 0.02 0.000 |O | | | | 0.56 2.950 0.02 0.02 0.000 |O | | | | 0.57 2.967 0.02 0.02 0.000 |O | | | | 0.57 2.983 0.02 0.02 0.000 |O | | | | 0.58 3.000 0.02 0.02 0.000 |O | | | | 0.59 3.017 0.02 0.02 0.000 |O | | | | 0.59 3.033 0.02 0.02 0.000 |O | | | | 0.60 3.050 0.02 0.02 0.000 |O | | | | 0.60 3.067 0.02 0.02 0.000 |O | | | | 0.61 3.083 0.02 0.02 0.000 |O | | | | 0.62 3.100 0.02 0.02 0.000 |O | | | | 0.62 3.117 0.02 0.02 0.000 |O | | | | 0.63 3.133 0.02 0.02 0.000 |O | | | | 0.63 3.150 0.02 0.02 0.000 |O | | | | 0.64 3.167 0.02 0.02 0.000 |O | | | | 0.65 3.183 0.02 0.02 0.000 |O | | | | 0.66 3.200 0.02 0.02 0.000 |O | | | | 0.66 3.217 0.02 0.02 0.000 |O | | | | 0.67 3.233 0.02 0.02 0.000 |OI | | | | 0.68 3.250 0.02 0.02 0.000 |OI | | | | 0.69 3.267 0.02 0.02 0.000 |OI | | | | 0.70 3.283 0.02 0.02 0.000 |OI | | | | 0.71 3.300 0.02 0.02 0.000 |OI | | | | 0.71 3.317 0.02 0.02 0.000 | O | | | | 0.72 3.333 0.02 0.02 0.000 | O | | | | 0.73 3.350 0.02 0.02 0.000 | O | | | | 0.74 3.367 0.02 0.02 0.000 | O | | | | 0.76 3.383 0.02 0.02 0.000 | O | | | | 0.77 3.400 0.02 0.02 0.000 | O | | | | 0.78 3.417 0.02 0.02 0.000 | O | | | | 0.79 3.433 0.03 0.02 0.000 | O | | | | 0.80 3.450 0.03 0.02 0.000 | O | | | | 0.81 3.467 0.03 0.02 0.000 | O | | | | 0.83 3.483 0.03 0.02 0.000 | O | | | | 0.84 3.500 0.03 0.02 0.000 | O | | | | 0.85 3.517 0.03 0.03 0.000 | O | | | | 0.87 3.533 0.03 0.03 0.000 | O | | | | 0.89 3.550 0.03 0.03 0.000 | O | | | | 0.90 3.567 0.03 0.03 0.000 | O | | | | 0.92 3.583 0.03 0.03 0.000 | O | | | | 0.94 3.600 0.03 0.03 0.000 | O | | | | 0.96 3.617 0.03 0.03 0.000 | OI | | | | 0.98 3.633 0.03 0.03 0.000 | OI | | | | 1.00 3.650 0.03 0.03 0.000 | OI | | | | 1.02 3.667 0.03 0.03 0.000 | OI | | | | 1.05 3.683 0.04 0.03 0.000 | OI | | | | 1.07 3.700 0.04 0.03 0.000 | O | | | | 1.10 3.717 0.04 0.03 0.000 | O | | | | 1.13 3.733 0.04 0.03 0.000 | O | | | | 1.16 3.750 0.04 0.03 0.000 | O | | | | 1.20 3.767 0.04 0.04 0.000 | OI | | | | 1.24 3.783 0.04 0.04 0.000 | OI | | | | 1.28 3.800 0.04 0.04 0.000 | OI | | | | 1.32 3.817 0.05 0.04 0.000 | OI | | | | 1.36 3.833 0.05 0.04 0.000 | OI | | | | 1.42 3.850 0.05 0.04 0.000 | OI | | | | 1.48 3.867 0.06 0.04 0.000 | OI | | | | 1.55 3.883 0.06 0.05 0.000 | OI | | | | 1.63 3.900 0.06 0.05 0.000 | OI | | | | 1.70 3.917 0.07 0.05 0.000 | O I | | | | 1.80 3.933 0.08 0.06 0.000 | O I| | | | 1.93 3.950 0.09 0.06 0.001 | O I | | | 2.10 3.967 0.10 0.07 0.001 | O | I | | | 2.29 3.983 0.12 0.07 0.001 | O| I | | | 2.53 4.000 0.13 0.08 0.001 | O| I | | | 2.79 4.017 0.20 0.09 0.001 | O | I | | 3.23 4.033 0.26 0.11 0.001 | | O | |I | 3.96 4.050 0.33 0.12 0.001 | | O | | I 4.27 4.067 0.25 0.12 0.001 | | O | I| | 4.38 4.083 0.16 0.12 0.002 | | O I| | | 4.44 4.100 0.07 0.12 0.002 | I| O | | | 4.43 4.117 0.07 0.12 0.001 | I | O | | | 4.40 4.133 0.06 0.12 0.001 | I | O | | | 4.35 4.150 0.05 0.12 0.001 | I | O | | | 4.31 4.167 0.05 0.12 0.001 | I | O | | | 4.26 4.183 0.04 0.12 0.001 | I | O | | | 4.20 4.200 0.04 0.12 0.001 | I | O | | | 4.00 4.217 0.04 0.10 0.001 | I |O | | | 3.59 4.233 0.03 0.09 0.001 | I O | | | 3.23 4.250 0.03 0.08 0.001 | I O | | | 2.91 4.267 0.03 0.08 0.001 | I O| | | | 2.63 4.283 0.03 0.07 0.001 | I O | | | | 2.39 4.300 0.03 0.06 0.001 | I O | | | | 2.18 4.317 0.03 0.06 0.000 | I O | | | | 1.99 4.333 0.03 0.05 0.000 | I O | | | | 1.83 4.350 0.02 0.05 0.000 | I O | | | | 1.68 4.367 0.02 0.04 0.000 | I O | | | | 1.56 4.383 0.02 0.04 0.000 | I O | | | | 1.45 4.400 0.02 0.04 0.000 | IO | | | | 1.35 4.417 0.02 0.04 0.000 | IO | | | | 1.26 4.433 0.02 0.03 0.000 | IO | | | | 1.18 4.450 0.02 0.03 0.000 | IO | | | | 1.11 4.467 0.02 0.03 0.000 |IO | | | | 1.05 4.483 0.02 0.03 0.000 |IO | | | | 1.00 4.500 0.02 0.03 0.000 |IO | | | | 0.95 4.517 0.02 0.03 0.000 |IO | | | | 0.91 4.533 0.02 0.02 0.000 |IO | | | | 0.87 4.550 0.02 0.02 0.000 |IO | | | | 0.83 4.567 0.02 0.02 0.000 |IO | | | | 0.80 4.583 0.02 0.02 0.000 |IO | | | | 0.77 4.600 0.02 0.02 0.000 |IO | | | | 0.75 4.617 0.02 0.02 0.000 |O | | | | 0.72 4.633 0.02 0.02 0.000 |O | | | | 0.70 4.650 0.02 0.02 0.000 |O | | | | 0.68 4.667 0.02 0.02 0.000 |O | | | | 0.66 4.683 0.02 0.02 0.000 |O | | | | 0.64 4.700 0.02 0.02 0.000 |O | | | | 0.63 4.717 0.02 0.02 0.000 |O | | | | 0.61 4.733 0.01 0.02 0.000 |O | | | | 0.60 4.750 0.01 0.02 0.000 |O | | | | 0.58 4.767 0.01 0.02 0.000 |O | | | | 0.57 4.783 0.01 0.02 0.000 |O | | | | 0.56 4.800 0.01 0.02 0.000 |O | | | | 0.55 4.817 0.01 0.02 0.000 |O | | | | 0.54 4.833 0.01 0.02 0.000 |O | | | | 0.53 4.850 0.01 0.01 0.000 |O | | | | 0.52 4.867 0.01 0.01 0.000 |O | | | | 0.51 4.883 0.01 0.01 0.000 |O | | | | 0.50 4.900 0.01 0.01 0.000 |O | | | | 0.50 4.917 0.01 0.01 0.000 |O | | | | 0.49 4.933 0.01 0.01 0.000 |O | | | | 0.48 4.950 0.01 0.01 0.000 |O | | | | 0.47 4.967 0.01 0.01 0.000 |O | | | | 0.47 4.983 0.01 0.01 0.000 |O | | | | 0.46 5.000 0.01 0.01 0.000 |O | | | | 0.45 5.017 0.01 0.01 0.000 |O | | | | 0.45 5.033 0.01 0.01 0.000 |O | | | | 0.44 5.050 0.01 0.01 0.000 |O | | | | 0.44 5.067 0.01 0.01 0.000 |O | | | | 0.43 5.083 0.01 0.01 0.000 |O | | | | 0.43 5.100 0.01 0.01 0.000 |O | | | | 0.42 5.117 0.01 0.01 0.000 |O | | | | 0.42 5.133 0.01 0.01 0.000 |O | | | | 0.41 5.150 0.01 0.01 0.000 |O | | | | 0.41 5.167 0.01 0.01 0.000 |O | | | | 0.40 5.183 0.01 0.01 0.000 |O | | | | 0.40 5.200 0.01 0.01 0.000 |O | | | | 0.39 5.217 0.01 0.01 0.000 |O | | | | 0.39 5.233 0.01 0.01 0.000 |O | | | | 0.39 5.250 0.01 0.01 0.000 IO | | | | 0.38 5.267 0.01 0.01 0.000 IO | | | | 0.38 5.283 0.01 0.01 0.000 IO | | | | 0.38 5.300 0.01 0.01 0.000 IO | | | | 0.37 5.317 0.01 0.01 0.000 IO | | | | 0.37 5.333 0.01 0.01 0.000 IO | | | | 0.36 5.350 0.01 0.01 0.000 IO | | | | 0.36 5.367 0.01 0.01 0.000 O | | | | 0.36 5.383 0.01 0.01 0.000 O | | | | 0.36 5.400 0.01 0.01 0.000 O | | | | 0.35 5.417 0.01 0.01 0.000 O | | | | 0.35 5.433 0.01 0.01 0.000 O | | | | 0.35 5.450 0.01 0.01 0.000 O | | | | 0.34 5.467 0.01 0.01 0.000 O | | | | 0.34 5.483 0.01 0.01 0.000 O | | | | 0.34 5.500 0.01 0.01 0.000 O | | | | 0.33 5.517 0.01 0.01 0.000 O | | | | 0.33 5.533 0.01 0.01 0.000 O | | | | 0.33 5.550 0.01 0.01 0.000 O | | | | 0.33 5.567 0.01 0.01 0.000 O | | | | 0.32 5.583 0.01 0.01 0.000 O | | | | 0.32 5.600 0.01 0.01 0.000 O | | | | 0.32 5.617 0.01 0.01 0.000 O | | | | 0.32 5.633 0.01 0.01 0.000 O | | | | 0.32 5.650 0.01 0.01 0.000 O | | | | 0.31 5.667 0.01 0.01 0.000 O | | | | 0.31 5.683 0.01 0.01 0.000 O | | | | 0.31 5.700 0.01 0.01 0.000 O | | | | 0.31 5.717 0.01 0.01 0.000 O | | | | 0.30 5.733 0.01 0.01 0.000 O | | | | 0.30 5.750 0.01 0.01 0.000 O | | | | 0.30 5.767 0.01 0.01 0.000 O | | | | 0.30 5.783 0.01 0.01 0.000 O | | | | 0.30 5.800 0.01 0.01 0.000 O | | | | 0.29 5.817 0.01 0.01 0.000 O | | | | 0.29 5.833 0.01 0.01 0.000 O | | | | 0.29 5.850 0.01 0.01 0.000 O | | | | 0.29 5.867 0.01 0.01 0.000 O | | | | 0.29 5.883 0.01 0.01 0.000 O | | | | 0.28 5.900 0.01 0.01 0.000 O | | | | 0.28 5.917 0.01 0.01 0.000 O | | | | 0.28 5.933 0.01 0.01 0.000 O | | | | 0.28 5.950 0.01 0.01 0.000 O | | | | 0.28 5.967 0.01 0.01 0.000 O | | | | 0.28 5.983 0.01 0.01 0.000 O | | | | 0.27 6.000 0.01 0.01 0.000 O | | | | 0.27 6.017 0.01 0.01 0.000 O | | | | 0.27 6.033 0.01 0.01 0.000 O | | | | 0.27 6.050 0.01 0.01 0.000 O | | | | 0.27 6.067 0.00 0.01 0.000 O | | | | 0.25 6.083 0.00 0.01 0.000 O | | | | 0.21 6.100 0.00 0.01 0.000 O | | | | 0.18 6.117 0.00 0.00 0.000 O | | | | 0.15 6.133 0.00 0.00 0.000 O | | | | 0.13 6.150 0.00 0.00 0.000 O | | | | 0.11 6.167 0.00 0.00 0.000 O | | | | 0.09 6.183 0.00 0.00 0.000 O | | | | 0.08 6.200 0.00 0.00 0.000 O | | | | 0.07 6.217 0.00 0.00 0.000 O | | | | 0.06 6.233 0.00 0.00 0.000 O | | | | 0.05 6.250 0.00 0.00 0.000 O | | | | 0.04 6.267 0.00 0.00 0.000 O | | | | 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 376 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.124 (CFS) Total volume = 0.010 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ St a g e S t o r a g e C a p a c i t y C a c u l a t i o n s - B M P 2 Hy d r o l o g y P a r a m e t e r s In f i l t r a t i o n r a t e 0 i n c h e s / h o u r Be f o r e D e t e n t i o n Qo u t = A V = A a c r e s * 4 3 5 6 0 s f / A c r e ( i n f i l t r a t i o n r a t e i n / h r ) * 1 f t / 1 2 i n ( 1 h r / 3 6 0 0 s e c ) Q= 0 . 2 1 1 c f s A= 0 . 0 4 7 A c r e Or i f i c e F l o w : Q = C * A * s q r t ( 2 g h ) Tc = 3 . 2 1 m i n . g= 32 . 2 0 s f / s e c C= 0 . 7 5 0 C= 0. 6 0 I= 1 1 . 2 2 1 i n / h r Or i f i c e - 1 Af t e r D e t e n t i o n No . o f o p e n i n g s 1 Δt = 2 0 . 0 0 m i n . El e v a t i o n 0 . 0 0 Q= 0 . 1 1 2 c f s di a m e t e r 1 . 5 i n c h e s 0 . 1 3 f t A = 0 . 0 4 7 A c r e A= 0 . 0 1 s f Tc = 2 3 . 2 1 m i n . C= 0 . 7 5 0 We i r O p e n i n g - 1 El e v a t i o n 0. 0 0 Cd 0. 6 0 Wid t h 0 f t g 32 . 2 0 s f / s e c Or i f i c e - 2 No . o f o p e n i n g s 0 El e v a t i o n 0. 0 0 di a m e t e r 0 i n c h e s 0 . 0 0 f t A= 0 . 0 0 s f Gr a t e I n l e t - O v e r f l o w El e v a t i o n 4. 6 7 Cw 3. 0 0 L 1. 5 f t W 1. 5 f t Lw 6 s f St a g e S t o r a g e Ar e a o f Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Q t o t a l Dr a w d o w n Wa t e r D e p t h ( f t ) Vo l u m e ( c f ) Ar e a ( A c . f t ) In f i l t r a t i o n ( f t ) Q i n f i l t r a t i o n Or i f i c e - 1 Or i f i c e - 1 Or i f i c e - 2 Or i f i c e - 2 We i r We i r Gr a t e I n l e t Gr a t e I n l e t Q i n f + Q o r i f i c e in h o u r s 0. 0 0 0 0. 0 0 0 N/ A 0 . 0 0 0 N/ A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 0 . 0 0 0 0.0 4. 1 7 25 0. 0 0 1 50 0. 0 0 0 4. 1 1 0 . 1 2 N / A 0 . 0 0 0 . 0 0 0 . 0 0 N / A 0 . 0 0 0 . 1 2 0 0.1 5. 1 7 75 0. 0 0 2 50 0. 0 0 0 5. 1 1 0 . 1 3 5 . 1 7 0 . 0 0 5 . 1 7 0 . 0 0 0 . 5 0 3 . 1 8 3 . 3 1 6 0.0 14 7 6 D - R o o s e v e l t - H y d r o S u m m a r y DE T 2 12 / 5 / 2 0 2 2 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 ‐ 2012 Study date: 12/05/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: PR2.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 363 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.211 (CFS) Total volume = 0.007 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth‐outflow‐storage data ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Total number of inflow hydrograph intervals = 363 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S‐O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0.000 0.000 0.000 0.000 0.000 4.170 0.001 0.120 0.001 0.001 5.170 0.002 3.316 ‐0.000 0.004 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph Detention Basin Routing ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Graph values: 'I'= unit inflow; 'O'=outflow at time shown ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.1 0.11 0.16 0.21 (Ft.) 0.017 0.00 0.00 0.000 O | | | | 0.00 0.033 0.00 0.00 0.000 O | | | | 0.02 0.050 0.01 0.00 0.000 O | | | | 0.04 0.067 0.01 0.00 0.000 O | | | | 0.06 0.083 0.01 0.00 0.000 O | | | | 0.08 0.100 0.01 0.00 0.000 O | | | | 0.09 0.117 0.01 0.00 0.000 O | | | | 0.11 0.133 0.01 0.00 0.000 O | | | | 0.12 0.150 0.01 0.00 0.000 O | | | | 0.13 0.167 0.01 0.00 0.000 O | | | | 0.14 0.183 0.01 0.00 0.000 O | | | | 0.15 0.200 0.01 0.00 0.000 O | | | | 0.15 0.217 0.01 0.00 0.000 O | | | | 0.16 0.233 0.01 0.00 0.000 O | | | | 0.16 0.250 0.01 0.00 0.000 O | | | | 0.17 0.267 0.01 0.00 0.000 O | | | | 0.17 0.283 0.01 0.00 0.000 O | | | | 0.17 0.300 0.01 0.01 0.000 O | | | | 0.17 0.317 0.01 0.01 0.000 O | | | | 0.18 0.333 0.01 0.01 0.000 O | | | | 0.18 0.350 0.01 0.01 0.000 O | | | | 0.18 0.367 0.01 0.01 0.000 O | | | | 0.18 0.383 0.01 0.01 0.000 O | | | | 0.18 0.400 0.01 0.01 0.000 O | | | | 0.18 0.417 0.01 0.01 0.000 O | | | | 0.19 0.433 0.01 0.01 0.000 O | | | | 0.19 0.450 0.01 0.01 0.000 O | | | | 0.19 0.467 0.01 0.01 0.000 O | | | | 0.19 0.483 0.01 0.01 0.000 O | | | | 0.19 0.500 0.01 0.01 0.000 O | | | | 0.19 0.517 0.01 0.01 0.000 O | | | | 0.19 0.533 0.01 0.01 0.000 O | | | | 0.19 0.550 0.01 0.01 0.000 O | | | | 0.19 0.567 0.01 0.01 0.000 O | | | | 0.19 0.583 0.01 0.01 0.000 O | | | | 0.19 0.600 0.01 0.01 0.000 O | | | | 0.20 0.617 0.01 0.01 0.000 O | | | | 0.20 0.633 0.01 0.01 0.000 O | | | | 0.20 0.650 0.01 0.01 0.000 O | | | | 0.20 0.667 0.01 0.01 0.000 O | | | | 0.20 0.683 0.01 0.01 0.000 O | | | | 0.20 0.700 0.01 0.01 0.000 O | | | | 0.20 0.717 0.01 0.01 0.000 O | | | | 0.20 0.733 0.01 0.01 0.000 O | | | | 0.20 0.750 0.01 0.01 0.000 O | | | | 0.20 0.767 0.01 0.01 0.000 O | | | | 0.20 0.783 0.01 0.01 0.000 O | | | | 0.20 0.800 0.01 0.01 0.000 O | | | | 0.20 0.817 0.01 0.01 0.000 O | | | | 0.20 0.833 0.01 0.01 0.000 O | | | | 0.20 0.850 0.01 0.01 0.000 O | | | | 0.21 0.867 0.01 0.01 0.000 O | | | | 0.21 0.883 0.01 0.01 0.000 O | | | | 0.21 0.900 0.01 0.01 0.000 O | | | | 0.21 0.917 0.01 0.01 0.000 O | | | | 0.21 0.933 0.01 0.01 0.000 O | | | | 0.21 0.950 0.01 0.01 0.000 O | | | | 0.21 0.967 0.01 0.01 0.000 O | | | | 0.21 0.983 0.01 0.01 0.000 O | | | | 0.21 1.000 0.01 0.01 0.000 O | | | | 0.21 1.017 0.01 0.01 0.000 O | | | | 0.21 1.033 0.01 0.01 0.000 O | | | | 0.21 1.050 0.01 0.01 0.000 O | | | | 0.21 1.067 0.01 0.01 0.000 O | | | | 0.21 1.083 0.01 0.01 0.000 O | | | | 0.22 1.100 0.01 0.01 0.000 O | | | | 0.22 1.117 0.01 0.01 0.000 O | | | | 0.22 1.133 0.01 0.01 0.000 O | | | | 0.22 1.150 0.01 0.01 0.000 O | | | | 0.22 1.167 0.01 0.01 0.000 O | | | | 0.22 1.183 0.01 0.01 0.000 O | | | | 0.22 1.200 0.01 0.01 0.000 O | | | | 0.22 1.217 0.01 0.01 0.000 O | | | | 0.22 1.233 0.01 0.01 0.000 O | | | | 0.22 1.250 0.01 0.01 0.000 O | | | | 0.22 1.267 0.01 0.01 0.000 OI | | | | 0.22 1.283 0.01 0.01 0.000 OI | | | | 0.23 1.300 0.01 0.01 0.000 OI | | | | 0.23 1.317 0.01 0.01 0.000 OI | | | | 0.23 1.333 0.01 0.01 0.000 OI | | | | 0.23 1.350 0.01 0.01 0.000 OI | | | | 0.23 1.367 0.01 0.01 0.000 |O | | | | 0.23 1.383 0.01 0.01 0.000 |O | | | | 0.23 1.400 0.01 0.01 0.000 |O | | | | 0.23 1.417 0.01 0.01 0.000 |O | | | | 0.23 1.433 0.01 0.01 0.000 |O | | | | 0.23 1.450 0.01 0.01 0.000 |O | | | | 0.23 1.467 0.01 0.01 0.000 |O | | | | 0.24 1.483 0.01 0.01 0.000 |O | | | | 0.24 1.500 0.01 0.01 0.000 |O | | | | 0.24 1.517 0.01 0.01 0.000 |O | | | | 0.24 1.533 0.01 0.01 0.000 |O | | | | 0.24 1.550 0.01 0.01 0.000 |O | | | | 0.24 1.567 0.01 0.01 0.000 |O | | | | 0.24 1.583 0.01 0.01 0.000 |O | | | | 0.24 1.600 0.01 0.01 0.000 |O | | | | 0.24 1.617 0.01 0.01 0.000 |O | | | | 0.24 1.633 0.01 0.01 0.000 |O | | | | 0.24 1.650 0.01 0.01 0.000 |O | | | | 0.25 1.667 0.01 0.01 0.000 |O | | | | 0.25 1.683 0.01 0.01 0.000 |O | | | | 0.25 1.700 0.01 0.01 0.000 |O | | | | 0.25 1.717 0.01 0.01 0.000 |O | | | | 0.25 1.733 0.01 0.01 0.000 |O | | | | 0.25 1.750 0.01 0.01 0.000 |O | | | | 0.25 1.767 0.01 0.01 0.000 |O | | | | 0.25 1.783 0.01 0.01 0.000 |O | | | | 0.25 1.800 0.01 0.01 0.000 |O | | | | 0.26 1.817 0.01 0.01 0.000 |O | | | | 0.26 1.833 0.01 0.01 0.000 |O | | | | 0.26 1.850 0.01 0.01 0.000 |O | | | | 0.26 1.867 0.01 0.01 0.000 |O | | | | 0.26 1.883 0.01 0.01 0.000 |O | | | | 0.26 1.900 0.01 0.01 0.000 |O | | | | 0.26 1.917 0.01 0.01 0.000 |O | | | | 0.26 1.933 0.01 0.01 0.000 |O | | | | 0.27 1.950 0.01 0.01 0.000 |O | | | | 0.27 1.967 0.01 0.01 0.000 |O | | | | 0.27 1.983 0.01 0.01 0.000 |O | | | | 0.27 2.000 0.01 0.01 0.000 |O | | | | 0.27 2.017 0.01 0.01 0.000 |O | | | | 0.27 2.033 0.01 0.01 0.000 |O | | | | 0.27 2.050 0.01 0.01 0.000 |O | | | | 0.28 2.067 0.01 0.01 0.000 |O | | | | 0.28 2.083 0.01 0.01 0.000 |O | | | | 0.28 2.100 0.01 0.01 0.000 |O | | | | 0.28 2.117 0.01 0.01 0.000 |O | | | | 0.28 2.133 0.01 0.01 0.000 |O | | | | 0.28 2.150 0.01 0.01 0.000 |O | | | | 0.28 2.167 0.01 0.01 0.000 |O | | | | 0.29 2.183 0.01 0.01 0.000 |O | | | | 0.29 2.200 0.01 0.01 0.000 |O | | | | 0.29 2.217 0.01 0.01 0.000 |O | | | | 0.29 2.233 0.01 0.01 0.000 |O | | | | 0.29 2.250 0.01 0.01 0.000 |O | | | | 0.29 2.267 0.01 0.01 0.000 |O | | | | 0.30 2.283 0.01 0.01 0.000 |O | | | | 0.30 2.300 0.01 0.01 0.000 |O | | | | 0.30 2.317 0.01 0.01 0.000 |O | | | | 0.30 2.333 0.01 0.01 0.000 |O | | | | 0.30 2.350 0.01 0.01 0.000 |O | | | | 0.30 2.367 0.01 0.01 0.000 |O | | | | 0.31 2.383 0.01 0.01 0.000 |O | | | | 0.31 2.400 0.01 0.01 0.000 |O | | | | 0.31 2.417 0.01 0.01 0.000 |O | | | | 0.31 2.433 0.01 0.01 0.000 |O | | | | 0.31 2.450 0.01 0.01 0.000 |O | | | | 0.32 2.467 0.01 0.01 0.000 |O | | | | 0.32 2.483 0.01 0.01 0.000 |O | | | | 0.32 2.500 0.01 0.01 0.000 |O | | | | 0.32 2.517 0.01 0.01 0.000 |O | | | | 0.32 2.533 0.01 0.01 0.000 |O | | | | 0.33 2.550 0.01 0.01 0.000 |O | | | | 0.33 2.567 0.01 0.01 0.000 |O | | | | 0.33 2.583 0.01 0.01 0.000 |O | | | | 0.33 2.600 0.01 0.01 0.000 |O | | | | 0.34 2.617 0.01 0.01 0.000 |O | | | | 0.34 2.633 0.01 0.01 0.000 |O | | | | 0.34 2.650 0.01 0.01 0.000 |O | | | | 0.34 2.667 0.01 0.01 0.000 |O | | | | 0.35 2.683 0.01 0.01 0.000 |O | | | | 0.35 2.700 0.01 0.01 0.000 |O | | | | 0.35 2.717 0.01 0.01 0.000 |O | | | | 0.35 2.733 0.01 0.01 0.000 |O | | | | 0.36 2.750 0.01 0.01 0.000 |O | | | | 0.36 2.767 0.01 0.01 0.000 |O | | | | 0.36 2.783 0.01 0.01 0.000 |O | | | | 0.36 2.800 0.01 0.01 0.000 |O | | | | 0.37 2.817 0.01 0.01 0.000 |O | | | | 0.37 2.833 0.01 0.01 0.000 |O | | | | 0.37 2.850 0.01 0.01 0.000 |O | | | | 0.38 2.867 0.01 0.01 0.000 |O | | | | 0.38 2.883 0.01 0.01 0.000 |O | | | | 0.38 2.900 0.01 0.01 0.000 |O | | | | 0.39 2.917 0.01 0.01 0.000 |O | | | | 0.39 2.933 0.01 0.01 0.000 |O | | | | 0.39 2.950 0.01 0.01 0.000 |O | | | | 0.40 2.967 0.01 0.01 0.000 |O | | | | 0.40 2.983 0.01 0.01 0.000 |O | | | | 0.40 3.000 0.01 0.01 0.000 |O | | | | 0.41 3.017 0.01 0.01 0.000 |O | | | | 0.41 3.033 0.01 0.01 0.000 |O | | | | 0.42 3.050 0.01 0.01 0.000 |O | | | | 0.42 3.067 0.01 0.01 0.000 |O | | | | 0.42 3.083 0.01 0.01 0.000 |O | | | | 0.43 3.100 0.01 0.01 0.000 |O | | | | 0.43 3.117 0.01 0.01 0.000 |OI | | | | 0.44 3.133 0.01 0.01 0.000 |OI | | | | 0.44 3.150 0.01 0.01 0.000 |OI | | | | 0.45 3.167 0.01 0.01 0.000 |OI | | | | 0.45 3.183 0.01 0.01 0.000 |OI | | | | 0.46 3.200 0.01 0.01 0.000 | O | | | | 0.46 3.217 0.01 0.01 0.000 | O | | | | 0.47 3.233 0.01 0.01 0.000 | O | | | | 0.47 3.250 0.01 0.01 0.000 | O | | | | 0.48 3.267 0.02 0.01 0.000 | O | | | | 0.49 3.283 0.02 0.01 0.000 | O | | | | 0.49 3.300 0.02 0.01 0.000 | O | | | | 0.50 3.317 0.02 0.01 0.000 | O | | | | 0.50 3.333 0.02 0.01 0.000 | O | | | | 0.51 3.350 0.02 0.01 0.000 | O | | | | 0.52 3.367 0.02 0.02 0.000 | O | | | | 0.53 3.383 0.02 0.02 0.000 | O | | | | 0.53 3.400 0.02 0.02 0.000 | O | | | | 0.54 3.417 0.02 0.02 0.000 | O | | | | 0.55 3.433 0.02 0.02 0.000 | O | | | | 0.56 3.450 0.02 0.02 0.000 | O | | | | 0.57 3.467 0.02 0.02 0.000 | O | | | | 0.58 3.483 0.02 0.02 0.000 | O | | | | 0.59 3.500 0.02 0.02 0.000 | O | | | | 0.60 3.517 0.02 0.02 0.000 | O | | | | 0.61 3.533 0.02 0.02 0.000 | OI | | | | 0.62 3.550 0.02 0.02 0.000 | OI | | | | 0.63 3.567 0.02 0.02 0.000 | OI | | | | 0.64 3.583 0.02 0.02 0.000 | OI | | | | 0.66 3.600 0.02 0.02 0.000 | OI | | | | 0.67 3.617 0.02 0.02 0.000 | OI | | | | 0.68 3.633 0.02 0.02 0.000 | O | | | | 0.70 3.650 0.02 0.02 0.000 | O | | | | 0.71 3.667 0.02 0.02 0.000 | O | | | | 0.73 3.683 0.02 0.02 0.000 | O | | | | 0.75 3.700 0.03 0.02 0.000 | O | | | | 0.77 3.717 0.03 0.02 0.000 | O | | | | 0.79 3.733 0.03 0.02 0.000 | OI | | | | 0.81 3.750 0.03 0.02 0.000 | OI | | | | 0.83 3.767 0.03 0.02 0.000 | OI | | | | 0.86 3.783 0.03 0.03 0.000 | OI | | | | 0.89 3.800 0.03 0.03 0.000 | O | | | | 0.92 3.817 0.03 0.03 0.000 | OI | | | | 0.95 3.833 0.04 0.03 0.000 | OI | | | | 0.99 3.850 0.04 0.03 0.000 | OI | | | | 1.03 3.867 0.04 0.03 0.000 | O I | | | | 1.08 3.883 0.04 0.03 0.000 | O I | | | | 1.13 3.900 0.04 0.03 0.000 | OI | | | | 1.19 3.917 0.05 0.04 0.000 | O I| | | | 1.25 3.933 0.06 0.04 0.000 | O I | | | 1.35 3.950 0.06 0.04 0.000 | O |I | | | 1.46 3.967 0.07 0.05 0.000 | O | I | | | 1.60 3.983 0.08 0.05 0.000 | O| I | | | 1.76 4.000 0.09 0.06 0.000 | O I | | | 1.95 4.017 0.13 0.06 0.001 | |O | I | | 2.23 4.033 0.17 0.08 0.001 | | O | |I | 2.69 4.050 0.21 0.09 0.001 | | O | | I| 3.29 4.067 0.16 0.11 0.001 | | O I| | 3.77 4.083 0.10 0.11 0.001 | | IO | | 3.89 4.100 0.05 0.11 0.001 | I| O | | 3.71 4.117 0.05 0.10 0.001 | I | O | | | 3.40 4.133 0.04 0.09 0.001 | I | O | | | 3.11 4.150 0.03 0.08 0.001 | I | O | | | 2.83 4.167 0.03 0.07 0.001 | I | O | | | 2.57 4.183 0.03 0.07 0.001 | I | O | | | 2.34 4.200 0.03 0.06 0.001 | I |O | | | 2.13 4.217 0.03 0.06 0.000 | I O | | | 1.94 4.233 0.02 0.05 0.000 | I O| | | | 1.78 4.250 0.02 0.05 0.000 | I O| | | | 1.63 4.267 0.02 0.04 0.000 | I O | | | | 1.50 4.283 0.02 0.04 0.000 | I O | | | | 1.38 4.300 0.02 0.04 0.000 | I O | | | | 1.28 4.317 0.02 0.03 0.000 | I O | | | | 1.18 4.333 0.02 0.03 0.000 | I O | | | | 1.10 4.350 0.02 0.03 0.000 | I O | | | | 1.03 4.367 0.02 0.03 0.000 | I O | | | | 0.96 4.383 0.02 0.03 0.000 | IO | | | | 0.90 4.400 0.02 0.02 0.000 | IO | | | | 0.85 4.417 0.02 0.02 0.000 | IO | | | | 0.80 4.433 0.01 0.02 0.000 | IO | | | | 0.76 4.450 0.01 0.02 0.000 | IO | | | | 0.72 4.467 0.01 0.02 0.000 | IO | | | | 0.69 4.483 0.01 0.02 0.000 | O | | | | 0.66 4.500 0.01 0.02 0.000 | O | | | | 0.63 4.517 0.01 0.02 0.000 | O | | | | 0.60 4.533 0.01 0.02 0.000 |IO | | | | 0.58 4.550 0.01 0.02 0.000 |IO | | | | 0.56 4.567 0.01 0.02 0.000 |IO | | | | 0.54 4.583 0.01 0.02 0.000 |IO | | | | 0.52 4.600 0.01 0.01 0.000 |IO | | | | 0.51 4.617 0.01 0.01 0.000 |IO | | | | 0.49 4.633 0.01 0.01 0.000 |IO | | | | 0.48 4.650 0.01 0.01 0.000 |IO | | | | 0.47 4.667 0.01 0.01 0.000 |O | | | | 0.45 4.683 0.01 0.01 0.000 |O | | | | 0.44 4.700 0.01 0.01 0.000 |O | | | | 0.43 4.717 0.01 0.01 0.000 |O | | | | 0.42 4.733 0.01 0.01 0.000 |O | | | | 0.41 4.750 0.01 0.01 0.000 |O | | | | 0.40 4.767 0.01 0.01 0.000 |O | | | | 0.40 4.783 0.01 0.01 0.000 |O | | | | 0.39 4.800 0.01 0.01 0.000 |O | | | | 0.38 4.817 0.01 0.01 0.000 |O | | | | 0.37 4.833 0.01 0.01 0.000 |O | | | | 0.37 4.850 0.01 0.01 0.000 |O | | | | 0.36 4.867 0.01 0.01 0.000 |O | | | | 0.36 4.883 0.01 0.01 0.000 |O | | | | 0.35 4.900 0.01 0.01 0.000 |O | | | | 0.34 4.917 0.01 0.01 0.000 |O | | | | 0.34 4.933 0.01 0.01 0.000 |O | | | | 0.33 4.950 0.01 0.01 0.000 |O | | | | 0.33 4.967 0.01 0.01 0.000 |O | | | | 0.33 4.983 0.01 0.01 0.000 |O | | | | 0.32 5.000 0.01 0.01 0.000 |O | | | | 0.32 5.017 0.01 0.01 0.000 |O | | | | 0.31 5.033 0.01 0.01 0.000 |O | | | | 0.31 5.050 0.01 0.01 0.000 |O | | | | 0.30 5.067 0.01 0.01 0.000 |O | | | | 0.30 5.083 0.01 0.01 0.000 |O | | | | 0.30 5.100 0.01 0.01 0.000 |O | | | | 0.29 5.117 0.01 0.01 0.000 |O | | | | 0.29 5.133 0.01 0.01 0.000 |O | | | | 0.29 5.150 0.01 0.01 0.000 |O | | | | 0.28 5.167 0.01 0.01 0.000 |O | | | | 0.28 5.183 0.01 0.01 0.000 |O | | | | 0.28 5.200 0.01 0.01 0.000 |O | | | | 0.28 5.217 0.01 0.01 0.000 |O | | | | 0.27 5.233 0.01 0.01 0.000 |O | | | | 0.27 5.250 0.01 0.01 0.000 |O | | | | 0.27 5.267 0.01 0.01 0.000 |O | | | | 0.26 5.283 0.01 0.01 0.000 |O | | | | 0.26 5.300 0.01 0.01 0.000 |O | | | | 0.26 5.317 0.01 0.01 0.000 |O | | | | 0.26 5.333 0.01 0.01 0.000 |O | | | | 0.25 5.350 0.01 0.01 0.000 |O | | | | 0.25 5.367 0.01 0.01 0.000 |O | | | | 0.25 5.383 0.01 0.01 0.000 |O | | | | 0.25 5.400 0.01 0.01 0.000 |O | | | | 0.25 5.417 0.01 0.01 0.000 |O | | | | 0.24 5.433 0.01 0.01 0.000 IO | | | | 0.24 5.450 0.01 0.01 0.000 IO | | | | 0.24 5.467 0.01 0.01 0.000 IO | | | | 0.24 5.483 0.01 0.01 0.000 IO | | | | 0.24 5.500 0.01 0.01 0.000 IO | | | | 0.23 5.517 0.01 0.01 0.000 IO | | | | 0.23 5.533 0.01 0.01 0.000 IO | | | | 0.23 5.550 0.01 0.01 0.000 O | | | | 0.23 5.567 0.01 0.01 0.000 O | | | | 0.23 5.583 0.01 0.01 0.000 O | | | | 0.22 5.600 0.01 0.01 0.000 O | | | | 0.22 5.617 0.01 0.01 0.000 O | | | | 0.22 5.633 0.01 0.01 0.000 O | | | | 0.22 5.650 0.01 0.01 0.000 O | | | | 0.22 5.667 0.01 0.01 0.000 O | | | | 0.22 5.683 0.01 0.01 0.000 O | | | | 0.21 5.700 0.01 0.01 0.000 O | | | | 0.21 5.717 0.01 0.01 0.000 O | | | | 0.21 5.733 0.01 0.01 0.000 O | | | | 0.21 5.750 0.01 0.01 0.000 O | | | | 0.21 5.767 0.01 0.01 0.000 O | | | | 0.21 5.783 0.01 0.01 0.000 O | | | | 0.21 5.800 0.01 0.01 0.000 O | | | | 0.20 5.817 0.01 0.01 0.000 O | | | | 0.20 5.833 0.01 0.01 0.000 O | | | | 0.20 5.850 0.01 0.01 0.000 O | | | | 0.20 5.867 0.01 0.01 0.000 O | | | | 0.20 5.883 0.01 0.01 0.000 O | | | | 0.20 5.900 0.01 0.01 0.000 O | | | | 0.20 5.917 0.01 0.01 0.000 O | | | | 0.20 5.933 0.01 0.01 0.000 O | | | | 0.19 5.950 0.01 0.01 0.000 O | | | | 0.19 5.967 0.01 0.01 0.000 O | | | | 0.19 5.983 0.01 0.01 0.000 O | | | | 0.19 6.000 0.01 0.01 0.000 O | | | | 0.19 6.017 0.01 0.01 0.000 O | | | | 0.19 6.033 0.01 0.01 0.000 O | | | | 0.19 6.050 0.01 0.01 0.000 O | | | | 0.19 6.067 0.00 0.00 0.000 O | | | | 0.17 6.083 0.00 0.00 0.000 O | | | | 0.15 6.100 0.00 0.00 0.000 O | | | | 0.12 6.117 0.00 0.00 0.000 O | | | | 0.10 6.133 0.00 0.00 0.000 O | | | | 0.09 6.150 0.00 0.00 0.000 O | | | | 0.08 6.167 0.00 0.00 0.000 O | | | | 0.06 6.183 0.00 0.00 0.000 O | | | | 0.05 6.200 0.00 0.00 0.000 O | | | | 0.05 6.217 0.00 0.00 0.000 O | | | | 0.04 6.233 0.00 0.00 0.000 O | | | | 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 374 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.112 (CFS) Total volume = 0.007 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ St a g e S t o r a g e C a p a c i t y C a c u l a t i o n s - B M P 3 Hy d r o l o g y P a r a m e t e r s In f i l t r a t i o n r a t e 0 i n c h e s / h o u r Be f o r e D e t e n t i o n Qo u t = A V = A a c r e s * 4 3 5 6 0 s f / A c r e ( i n f i l t r a t i o n r a t e i n / h r ) * 1 f t / 1 2 i n ( 1 h r / 3 6 0 0 s e c ) Q= 0 . 3 5 5 c f s A= 0 . 0 6 2 A c r e Or i f i c e F l o w : Q = C * A * s q r t ( 2 g h ) Tc = 3 . 2 1 m i n . g= 32 . 2 0 s f / s e c C= 0 . 8 7 0 C= 0. 6 0 I= 1 1 . 2 2 1 i n / h r Or i f i c e - 1 Af t e r D e t e n t i o n No . o f o p e n i n g s 1 Δt = 1 2 . 0 0 m i n . El e v a t i o n 0 . 0 0 Q= 0 . 2 1 3 c f s di a m e t e r 2 i n c h e s 0 . 1 7 f t A = 0 . 0 6 2 A c r e A= 0 . 0 2 s f Tc = 1 5 . 2 1 m i n . C= 0 . 8 7 0 We i r O p e n i n g - 1 El e v a t i o n 0. 0 0 Cd 0. 6 0 Wid t h 0 f t g 32 . 2 0 s f / s e c Or i f i c e - 2 No . o f o p e n i n g s 0 El e v a t i o n 0. 0 0 di a m e t e r 0 i n c h e s 0 . 0 0 f t A= 0 . 0 0 s f Gr a t e I n l e t - O v e r f l o w El e v a t i o n 4. 6 7 Cw 3. 0 0 L 1. 5 f t W 1. 5 f t Lw 6 s f St a g e S t o r a g e Ar e a o f Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Q t o t a l Dr a w d o w n Wa t e r D e p t h ( f t ) Vo l u m e ( c f ) Ar e a ( A c . f t ) In f i l t r a t i o n ( f t ) Q i n f i l t r a t i o n Or i f i c e - 1 Or i f i c e - 1 Or i f i c e - 2 Or i f i c e - 2 We i r We i r Gr a t e I n l e t Gr a t e I n l e t Q i n f + Q o r i f i c e in h o u r s 0. 0 0 0 0. 0 0 0 N/ A 0 . 0 0 0 N/ A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 0 . 0 0 0 0.0 4. 1 7 41 0. 0 0 1 82 0. 0 0 0 4. 0 9 0 . 2 1 N / A 0 . 0 0 0 . 0 0 0 . 0 0 N / A 0 . 0 0 0 . 2 1 2 0.1 4. 6 7 82 0. 0 0 2 82 0. 0 0 0 4. 5 9 0 . 2 2 N / A 0 . 0 0 0 . 0 0 0 . 0 0 N / A 0 . 0 0 0 . 2 2 5 0.1 5. 1 7 12 3 0. 0 0 3 82 0. 0 0 0 5. 0 9 0 . 2 4 5 . 1 7 0 . 0 0 5 . 1 7 0 . 0 0 0 . 5 0 3 . 1 8 3 . 4 1 9 0.0 14 7 6 D - R o o s e v e l t - H y d r o S u m m a r y DE T 3 12 / 5 / 2 0 2 2 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 ‐ 2012 Study date: 12/05/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: PR3.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 363 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.355 (CFS) Total volume = 0.011 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth‐outflow‐storage data ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Total number of inflow hydrograph intervals = 363 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S‐O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0.000 0.000 0.000 0.000 0.000 4.170 0.001 0.212 0.001 0.001 4.670 0.002 0.225 0.002 0.002 5.170 0.003 3.419 0.001 0.005 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph Detention Basin Routing ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Graph values: 'I'= unit inflow; 'O'=outflow at time shown ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.1 0.18 0.27 0.36 (Ft.) 0.017 0.00 0.00 0.000 O | | | | 0.01 0.033 0.01 0.00 0.000 O | | | | 0.03 0.050 0.01 0.00 0.000 O | | | | 0.05 0.067 0.01 0.00 0.000 O | | | | 0.08 0.083 0.01 0.01 0.000 O | | | | 0.10 0.100 0.01 0.01 0.000 O | | | | 0.11 0.117 0.01 0.01 0.000 O | | | | 0.13 0.133 0.01 0.01 0.000 O | | | | 0.13 0.150 0.01 0.01 0.000 O | | | | 0.14 0.167 0.01 0.01 0.000 O | | | | 0.15 0.183 0.01 0.01 0.000 O | | | | 0.15 0.200 0.01 0.01 0.000 O | | | | 0.15 0.217 0.01 0.01 0.000 O | | | | 0.15 0.233 0.01 0.01 0.000 O | | | | 0.16 0.250 0.01 0.01 0.000 O | | | | 0.16 0.267 0.01 0.01 0.000 O | | | | 0.16 0.283 0.01 0.01 0.000 O | | | | 0.16 0.300 0.01 0.01 0.000 O | | | | 0.16 0.317 0.01 0.01 0.000 O | | | | 0.16 0.333 0.01 0.01 0.000 O | | | | 0.16 0.350 0.01 0.01 0.000 O | | | | 0.16 0.367 0.01 0.01 0.000 O | | | | 0.16 0.383 0.01 0.01 0.000 O | | | | 0.16 0.400 0.01 0.01 0.000 O | | | | 0.17 0.417 0.01 0.01 0.000 O | | | | 0.17 0.433 0.01 0.01 0.000 O | | | | 0.17 0.450 0.01 0.01 0.000 O | | | | 0.17 0.467 0.01 0.01 0.000 O | | | | 0.17 0.483 0.01 0.01 0.000 O | | | | 0.17 0.500 0.01 0.01 0.000 O | | | | 0.17 0.517 0.01 0.01 0.000 O | | | | 0.17 0.533 0.01 0.01 0.000 O | | | | 0.17 0.550 0.01 0.01 0.000 O | | | | 0.17 0.567 0.01 0.01 0.000 O | | | | 0.17 0.583 0.01 0.01 0.000 O | | | | 0.17 0.600 0.01 0.01 0.000 O | | | | 0.17 0.617 0.01 0.01 0.000 O | | | | 0.17 0.633 0.01 0.01 0.000 O | | | | 0.17 0.650 0.01 0.01 0.000 O | | | | 0.17 0.667 0.01 0.01 0.000 O | | | | 0.17 0.683 0.01 0.01 0.000 O | | | | 0.17 0.700 0.01 0.01 0.000 O | | | | 0.17 0.717 0.01 0.01 0.000 O | | | | 0.18 0.733 0.01 0.01 0.000 O | | | | 0.18 0.750 0.01 0.01 0.000 O | | | | 0.18 0.767 0.01 0.01 0.000 O | | | | 0.18 0.783 0.01 0.01 0.000 O | | | | 0.18 0.800 0.01 0.01 0.000 O | | | | 0.18 0.817 0.01 0.01 0.000 O | | | | 0.18 0.833 0.01 0.01 0.000 O | | | | 0.18 0.850 0.01 0.01 0.000 O | | | | 0.18 0.867 0.01 0.01 0.000 O | | | | 0.18 0.883 0.01 0.01 0.000 O | | | | 0.18 0.900 0.01 0.01 0.000 O | | | | 0.18 0.917 0.01 0.01 0.000 O | | | | 0.18 0.933 0.01 0.01 0.000 O | | | | 0.18 0.950 0.01 0.01 0.000 O | | | | 0.18 0.967 0.01 0.01 0.000 O | | | | 0.18 0.983 0.01 0.01 0.000 O | | | | 0.18 1.000 0.01 0.01 0.000 O | | | | 0.19 1.017 0.01 0.01 0.000 O | | | | 0.19 1.033 0.01 0.01 0.000 O | | | | 0.19 1.050 0.01 0.01 0.000 O | | | | 0.19 1.067 0.01 0.01 0.000 O | | | | 0.19 1.083 0.01 0.01 0.000 O | | | | 0.19 1.100 0.01 0.01 0.000 O | | | | 0.19 1.117 0.01 0.01 0.000 O | | | | 0.19 1.133 0.01 0.01 0.000 O | | | | 0.19 1.150 0.01 0.01 0.000 O | | | | 0.19 1.167 0.01 0.01 0.000 O | | | | 0.19 1.183 0.01 0.01 0.000 O | | | | 0.19 1.200 0.01 0.01 0.000 O | | | | 0.19 1.217 0.01 0.01 0.000 O | | | | 0.19 1.233 0.01 0.01 0.000 O | | | | 0.20 1.250 0.01 0.01 0.000 O | | | | 0.20 1.267 0.01 0.01 0.000 O | | | | 0.20 1.283 0.01 0.01 0.000 O | | | | 0.20 1.300 0.01 0.01 0.000 O | | | | 0.20 1.317 0.01 0.01 0.000 O | | | | 0.20 1.333 0.01 0.01 0.000 O | | | | 0.20 1.350 0.01 0.01 0.000 O | | | | 0.20 1.367 0.01 0.01 0.000 O | | | | 0.20 1.383 0.01 0.01 0.000 O | | | | 0.20 1.400 0.01 0.01 0.000 O | | | | 0.20 1.417 0.01 0.01 0.000 O | | | | 0.20 1.433 0.01 0.01 0.000 O | | | | 0.20 1.450 0.01 0.01 0.000 O | | | | 0.21 1.467 0.01 0.01 0.000 O | | | | 0.21 1.483 0.01 0.01 0.000 O | | | | 0.21 1.500 0.01 0.01 0.000 O | | | | 0.21 1.517 0.01 0.01 0.000 O | | | | 0.21 1.533 0.01 0.01 0.000 O | | | | 0.21 1.550 0.01 0.01 0.000 O | | | | 0.21 1.567 0.01 0.01 0.000 O | | | | 0.21 1.583 0.01 0.01 0.000 O | | | | 0.21 1.600 0.01 0.01 0.000 O | | | | 0.21 1.617 0.01 0.01 0.000 O | | | | 0.21 1.633 0.01 0.01 0.000 O | | | | 0.21 1.650 0.01 0.01 0.000 OI | | | | 0.22 1.667 0.01 0.01 0.000 OI | | | | 0.22 1.683 0.01 0.01 0.000 OI | | | | 0.22 1.700 0.01 0.01 0.000 |O | | | | 0.22 1.717 0.01 0.01 0.000 |O | | | | 0.22 1.733 0.01 0.01 0.000 |O | | | | 0.22 1.750 0.01 0.01 0.000 |O | | | | 0.22 1.767 0.01 0.01 0.000 |O | | | | 0.22 1.783 0.01 0.01 0.000 |O | | | | 0.22 1.800 0.01 0.01 0.000 |O | | | | 0.22 1.817 0.01 0.01 0.000 |O | | | | 0.23 1.833 0.01 0.01 0.000 |O | | | | 0.23 1.850 0.01 0.01 0.000 |O | | | | 0.23 1.867 0.01 0.01 0.000 |O | | | | 0.23 1.883 0.01 0.01 0.000 |O | | | | 0.23 1.900 0.01 0.01 0.000 |O | | | | 0.23 1.917 0.01 0.01 0.000 |O | | | | 0.23 1.933 0.01 0.01 0.000 |O | | | | 0.23 1.950 0.01 0.01 0.000 |O | | | | 0.23 1.967 0.01 0.01 0.000 |O | | | | 0.24 1.983 0.01 0.01 0.000 |O | | | | 0.24 2.000 0.01 0.01 0.000 |O | | | | 0.24 2.017 0.01 0.01 0.000 |O | | | | 0.24 2.033 0.01 0.01 0.000 |O | | | | 0.24 2.050 0.01 0.01 0.000 |O | | | | 0.24 2.067 0.01 0.01 0.000 |O | | | | 0.24 2.083 0.01 0.01 0.000 |O | | | | 0.24 2.100 0.01 0.01 0.000 |O | | | | 0.25 2.117 0.01 0.01 0.000 |O | | | | 0.25 2.133 0.01 0.01 0.000 |O | | | | 0.25 2.150 0.01 0.01 0.000 |O | | | | 0.25 2.167 0.01 0.01 0.000 |O | | | | 0.25 2.183 0.01 0.01 0.000 |O | | | | 0.25 2.200 0.01 0.01 0.000 |O | | | | 0.25 2.217 0.01 0.01 0.000 |O | | | | 0.26 2.233 0.01 0.01 0.000 |O | | | | 0.26 2.250 0.01 0.01 0.000 |O | | | | 0.26 2.267 0.01 0.01 0.000 |O | | | | 0.26 2.283 0.01 0.01 0.000 |O | | | | 0.26 2.300 0.01 0.01 0.000 |O | | | | 0.26 2.317 0.01 0.01 0.000 |O | | | | 0.26 2.333 0.01 0.01 0.000 |O | | | | 0.27 2.350 0.01 0.01 0.000 |O | | | | 0.27 2.367 0.01 0.01 0.000 |O | | | | 0.27 2.383 0.01 0.01 0.000 |O | | | | 0.27 2.400 0.01 0.01 0.000 |O | | | | 0.27 2.417 0.01 0.01 0.000 |O | | | | 0.27 2.433 0.01 0.01 0.000 |O | | | | 0.28 2.450 0.01 0.01 0.000 |O | | | | 0.28 2.467 0.01 0.01 0.000 |O | | | | 0.28 2.483 0.01 0.01 0.000 |O | | | | 0.28 2.500 0.01 0.01 0.000 |O | | | | 0.28 2.517 0.01 0.01 0.000 |O | | | | 0.29 2.533 0.02 0.01 0.000 |O | | | | 0.29 2.550 0.02 0.01 0.000 |O | | | | 0.29 2.567 0.02 0.01 0.000 |O | | | | 0.29 2.583 0.02 0.01 0.000 |O | | | | 0.29 2.600 0.02 0.02 0.000 |O | | | | 0.30 2.617 0.02 0.02 0.000 |O | | | | 0.30 2.633 0.02 0.02 0.000 |O | | | | 0.30 2.650 0.02 0.02 0.000 |O | | | | 0.30 2.667 0.02 0.02 0.000 |O | | | | 0.31 2.683 0.02 0.02 0.000 |O | | | | 0.31 2.700 0.02 0.02 0.000 |O | | | | 0.31 2.717 0.02 0.02 0.000 |O | | | | 0.31 2.733 0.02 0.02 0.000 |O | | | | 0.31 2.750 0.02 0.02 0.000 |O | | | | 0.32 2.767 0.02 0.02 0.000 |O | | | | 0.32 2.783 0.02 0.02 0.000 |O | | | | 0.32 2.800 0.02 0.02 0.000 |O | | | | 0.33 2.817 0.02 0.02 0.000 |O | | | | 0.33 2.833 0.02 0.02 0.000 |O | | | | 0.33 2.850 0.02 0.02 0.000 |O | | | | 0.33 2.867 0.02 0.02 0.000 |O | | | | 0.34 2.883 0.02 0.02 0.000 |O | | | | 0.34 2.900 0.02 0.02 0.000 |O | | | | 0.34 2.917 0.02 0.02 0.000 |O | | | | 0.35 2.933 0.02 0.02 0.000 |O | | | | 0.35 2.950 0.02 0.02 0.000 |O | | | | 0.35 2.967 0.02 0.02 0.000 |O | | | | 0.36 2.983 0.02 0.02 0.000 |O | | | | 0.36 3.000 0.02 0.02 0.000 |O | | | | 0.36 3.017 0.02 0.02 0.000 |O | | | | 0.37 3.033 0.02 0.02 0.000 |O | | | | 0.37 3.050 0.02 0.02 0.000 |O | | | | 0.37 3.067 0.02 0.02 0.000 |O | | | | 0.38 3.083 0.02 0.02 0.000 |O | | | | 0.38 3.100 0.02 0.02 0.000 |O | | | | 0.39 3.117 0.02 0.02 0.000 |O | | | | 0.39 3.133 0.02 0.02 0.000 |O | | | | 0.39 3.150 0.02 0.02 0.000 |O | | | | 0.40 3.167 0.02 0.02 0.000 |O | | | | 0.40 3.183 0.02 0.02 0.000 |O | | | | 0.41 3.200 0.02 0.02 0.000 |O | | | | 0.41 3.217 0.02 0.02 0.000 |O | | | | 0.42 3.233 0.02 0.02 0.000 |OI | | | | 0.42 3.250 0.02 0.02 0.000 |OI | | | | 0.43 3.267 0.02 0.02 0.000 |OI | | | | 0.43 3.283 0.02 0.02 0.000 | O | | | | 0.44 3.300 0.02 0.02 0.000 | O | | | | 0.45 3.317 0.02 0.02 0.000 | O | | | | 0.45 3.333 0.02 0.02 0.000 | O | | | | 0.46 3.350 0.02 0.02 0.000 | O | | | | 0.47 3.367 0.03 0.02 0.000 | O | | | | 0.47 3.383 0.03 0.02 0.000 | O | | | | 0.48 3.400 0.03 0.02 0.000 | O | | | | 0.49 3.417 0.03 0.03 0.000 | O | | | | 0.49 3.433 0.03 0.03 0.000 | O | | | | 0.50 3.450 0.03 0.03 0.000 | O | | | | 0.51 3.467 0.03 0.03 0.000 | O | | | | 0.52 3.483 0.03 0.03 0.000 | O | | | | 0.53 3.500 0.03 0.03 0.000 | O | | | | 0.54 3.517 0.03 0.03 0.000 | O | | | | 0.55 3.533 0.03 0.03 0.000 | O | | | | 0.56 3.550 0.03 0.03 0.000 | O | | | | 0.57 3.567 0.03 0.03 0.000 | O | | | | 0.58 3.583 0.03 0.03 0.000 | O | | | | 0.59 3.600 0.03 0.03 0.000 | O | | | | 0.61 3.617 0.03 0.03 0.000 | OI | | | | 0.62 3.633 0.04 0.03 0.000 | OI | | | | 0.63 3.650 0.04 0.03 0.000 | OI | | | | 0.65 3.667 0.04 0.03 0.000 | O | | | | 0.67 3.683 0.04 0.03 0.000 | O | | | | 0.69 3.700 0.04 0.04 0.000 | O | | | | 0.70 3.717 0.04 0.04 0.000 | O | | | | 0.72 3.733 0.04 0.04 0.000 | O | | | | 0.74 3.750 0.04 0.04 0.000 | O | | | | 0.77 3.767 0.05 0.04 0.000 | OI | | | | 0.80 3.783 0.05 0.04 0.000 | OI | | | | 0.83 3.800 0.05 0.04 0.000 | OI | | | | 0.85 3.817 0.05 0.04 0.000 | O | | | | 0.88 3.833 0.05 0.05 0.000 | O | | | | 0.92 3.850 0.06 0.05 0.000 | OI | | | | 0.97 3.867 0.06 0.05 0.000 | OI | | | | 1.03 3.883 0.06 0.05 0.000 | OI | | | | 1.08 3.900 0.07 0.06 0.000 | O | | | | 1.13 3.917 0.08 0.06 0.000 | OI | | | | 1.20 3.933 0.09 0.07 0.000 | O I| | | | 1.31 3.950 0.10 0.07 0.000 | O I | | | 1.44 3.967 0.11 0.08 0.000 | O| I | | | 1.60 3.983 0.12 0.09 0.000 | O I | | | 1.78 4.000 0.14 0.10 0.000 | |O I | | | 1.98 4.017 0.21 0.12 0.001 | | O | I | | 2.35 4.033 0.28 0.15 0.001 | | O | |I | 2.99 4.050 0.36 0.19 0.001 | | |O | I 3.83 4.067 0.26 0.21 0.001 | | | O I| | 4.20 4.083 0.17 0.21 0.001 | | I| O | | 4.20 4.100 0.08 0.20 0.001 | I| | O | | 3.98 4.117 0.07 0.17 0.001 | I | O| | | 3.34 4.133 0.06 0.14 0.001 | I | O | | | 2.81 4.150 0.05 0.12 0.001 | I | O | | | 2.38 4.167 0.05 0.10 0.000 | I |O | | | 2.03 4.183 0.04 0.09 0.000 | I O| | | | 1.75 4.200 0.04 0.08 0.000 | I O | | | | 1.52 4.217 0.04 0.07 0.000 | I O | | | | 1.33 4.233 0.04 0.06 0.000 | I O | | | | 1.18 4.250 0.03 0.05 0.000 | IO | | | | 1.06 4.267 0.03 0.05 0.000 | I O | | | | 0.96 4.283 0.03 0.04 0.000 | I O | | | | 0.87 4.300 0.03 0.04 0.000 | IO | | | | 0.81 4.317 0.03 0.04 0.000 | IO | | | | 0.75 4.333 0.03 0.04 0.000 | IO | | | | 0.70 4.350 0.03 0.03 0.000 | IO | | | | 0.66 4.367 0.03 0.03 0.000 | O | | | | 0.62 4.383 0.03 0.03 0.000 | O | | | | 0.59 4.400 0.02 0.03 0.000 | O | | | | 0.56 4.417 0.02 0.03 0.000 | O | | | | 0.54 4.433 0.02 0.03 0.000 | O | | | | 0.52 4.450 0.02 0.03 0.000 | O | | | | 0.50 4.467 0.02 0.02 0.000 |IO | | | | 0.48 4.483 0.02 0.02 0.000 |IO | | | | 0.47 4.500 0.02 0.02 0.000 |IO | | | | 0.45 4.517 0.02 0.02 0.000 |IO | | | | 0.44 4.533 0.02 0.02 0.000 |O | | | | 0.43 4.550 0.02 0.02 0.000 |O | | | | 0.42 4.567 0.02 0.02 0.000 |O | | | | 0.41 4.583 0.02 0.02 0.000 |O | | | | 0.40 4.600 0.02 0.02 0.000 |O | | | | 0.39 4.617 0.02 0.02 0.000 |O | | | | 0.38 4.633 0.02 0.02 0.000 |O | | | | 0.37 4.650 0.02 0.02 0.000 |O | | | | 0.36 4.667 0.02 0.02 0.000 |O | | | | 0.36 4.683 0.02 0.02 0.000 |O | | | | 0.35 4.700 0.02 0.02 0.000 |O | | | | 0.34 4.717 0.02 0.02 0.000 |O | | | | 0.34 4.733 0.02 0.02 0.000 |O | | | | 0.33 4.750 0.02 0.02 0.000 |O | | | | 0.33 4.767 0.02 0.02 0.000 |O | | | | 0.32 4.783 0.02 0.02 0.000 |O | | | | 0.32 4.800 0.01 0.02 0.000 |O | | | | 0.31 4.817 0.01 0.02 0.000 |O | | | | 0.31 4.833 0.01 0.02 0.000 |O | | | | 0.30 4.850 0.01 0.02 0.000 |O | | | | 0.30 4.867 0.01 0.01 0.000 |O | | | | 0.29 4.883 0.01 0.01 0.000 |O | | | | 0.29 4.900 0.01 0.01 0.000 |O | | | | 0.28 4.917 0.01 0.01 0.000 |O | | | | 0.28 4.933 0.01 0.01 0.000 |O | | | | 0.28 4.950 0.01 0.01 0.000 |O | | | | 0.27 4.967 0.01 0.01 0.000 |O | | | | 0.27 4.983 0.01 0.01 0.000 |O | | | | 0.27 5.000 0.01 0.01 0.000 |O | | | | 0.26 5.017 0.01 0.01 0.000 |O | | | | 0.26 5.033 0.01 0.01 0.000 |O | | | | 0.26 5.050 0.01 0.01 0.000 |O | | | | 0.25 5.067 0.01 0.01 0.000 |O | | | | 0.25 5.083 0.01 0.01 0.000 |O | | | | 0.25 5.100 0.01 0.01 0.000 |O | | | | 0.25 5.117 0.01 0.01 0.000 |O | | | | 0.24 5.133 0.01 0.01 0.000 |O | | | | 0.24 5.150 0.01 0.01 0.000 |O | | | | 0.24 5.167 0.01 0.01 0.000 |O | | | | 0.24 5.183 0.01 0.01 0.000 |O | | | | 0.23 5.200 0.01 0.01 0.000 |O | | | | 0.23 5.217 0.01 0.01 0.000 |O | | | | 0.23 5.233 0.01 0.01 0.000 |O | | | | 0.23 5.250 0.01 0.01 0.000 IO | | | | 0.22 5.267 0.01 0.01 0.000 IO | | | | 0.22 5.283 0.01 0.01 0.000 IO | | | | 0.22 5.300 0.01 0.01 0.000 IO | | | | 0.22 5.317 0.01 0.01 0.000 O | | | | 0.22 5.333 0.01 0.01 0.000 O | | | | 0.21 5.350 0.01 0.01 0.000 O | | | | 0.21 5.367 0.01 0.01 0.000 O | | | | 0.21 5.383 0.01 0.01 0.000 O | | | | 0.21 5.400 0.01 0.01 0.000 O | | | | 0.21 5.417 0.01 0.01 0.000 O | | | | 0.21 5.433 0.01 0.01 0.000 O | | | | 0.20 5.450 0.01 0.01 0.000 O | | | | 0.20 5.467 0.01 0.01 0.000 O | | | | 0.20 5.483 0.01 0.01 0.000 O | | | | 0.20 5.500 0.01 0.01 0.000 O | | | | 0.20 5.517 0.01 0.01 0.000 O | | | | 0.20 5.533 0.01 0.01 0.000 O | | | | 0.20 5.550 0.01 0.01 0.000 O | | | | 0.19 5.567 0.01 0.01 0.000 O | | | | 0.19 5.583 0.01 0.01 0.000 O | | | | 0.19 5.600 0.01 0.01 0.000 O | | | | 0.19 5.617 0.01 0.01 0.000 O | | | | 0.19 5.633 0.01 0.01 0.000 O | | | | 0.19 5.650 0.01 0.01 0.000 O | | | | 0.19 5.667 0.01 0.01 0.000 O | | | | 0.18 5.683 0.01 0.01 0.000 O | | | | 0.18 5.700 0.01 0.01 0.000 O | | | | 0.18 5.717 0.01 0.01 0.000 O | | | | 0.18 5.733 0.01 0.01 0.000 O | | | | 0.18 5.750 0.01 0.01 0.000 O | | | | 0.18 5.767 0.01 0.01 0.000 O | | | | 0.18 5.783 0.01 0.01 0.000 O | | | | 0.18 5.800 0.01 0.01 0.000 O | | | | 0.17 5.817 0.01 0.01 0.000 O | | | | 0.17 5.833 0.01 0.01 0.000 O | | | | 0.17 5.850 0.01 0.01 0.000 O | | | | 0.17 5.867 0.01 0.01 0.000 O | | | | 0.17 5.883 0.01 0.01 0.000 O | | | | 0.17 5.900 0.01 0.01 0.000 O | | | | 0.17 5.917 0.01 0.01 0.000 O | | | | 0.17 5.933 0.01 0.01 0.000 O | | | | 0.17 5.950 0.01 0.01 0.000 O | | | | 0.17 5.967 0.01 0.01 0.000 O | | | | 0.16 5.983 0.01 0.01 0.000 O | | | | 0.16 6.000 0.01 0.01 0.000 O | | | | 0.16 6.017 0.01 0.01 0.000 O | | | | 0.16 6.033 0.01 0.01 0.000 O | | | | 0.16 6.050 0.01 0.01 0.000 O | | | | 0.16 6.067 0.00 0.01 0.000 O | | | | 0.14 6.083 0.00 0.01 0.000 O | | | | 0.10 6.100 0.00 0.00 0.000 O | | | | 0.08 6.117 0.00 0.00 0.000 O | | | | 0.06 6.133 0.00 0.00 0.000 O | | | | 0.04 6.150 0.00 0.00 0.000 O | | | | 0.03 6.167 0.00 0.00 0.000 O | | | | 0.02 6.183 0.00 0.00 0.000 O | | | | 0.02 ****************************HYDROGRAPH DATA**************************** Number of intervals = 371 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.213 (CFS) Total volume = 0.011 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ St a g e S t o r a g e C a p a c i t y C a c u l a t i o n s - B M P 4 Hy d r o l o g y P a r a m e t e r s In f i l t r a t i o n r a t e 0 i n c h e s / h o u r Be f o r e D e t e n t i o n Qo u t = A V = A a c r e s * 4 3 5 6 0 s f / A c r e ( i n f i l t r a t i o n r a t e i n / h r ) * 1 f t / 1 2 i n ( 1 h r / 3 6 0 0 s e c ) Q= 0 . 3 4 0 c f s A= 0 . 0 9 3 A c r e Or i f i c e F l o w : Q = C * A * s q r t ( 2 g h ) Tc = 3 . 9 1 m i n . g= 32 . 2 0 s f / s e c C= 0 . 6 7 0 C= 0. 6 0 I= 9 . 8 8 0 i n / h r Or i f i c e - 1 Af t e r D e t e n t i o n No . o f o p e n i n g s 1 Δt = 2 4 . 0 0 m i n . El e v a t i o n 0 . 0 0 Q= 0 . 1 2 5 c f s di a m e t e r 1 . 5 i n c h e s 0 . 1 3 f t A = 0 . 0 9 3 A c r e A= 0 . 0 1 s f Tc = 2 7 . 9 1 m i n . C= 0 . 6 7 0 We i r O p e n i n g - 1 El e v a t i o n 0. 0 0 Cd 0. 6 0 Wid t h 0 f t g 32 . 2 0 s f / s e c Or i f i c e - 2 No . o f o p e n i n g s 0 El e v a t i o n 0. 0 0 di a m e t e r 0 i n c h e s 0 . 0 0 f t A= 0 . 0 0 s f Gr a t e I n l e t - O v e r f l o w El e v a t i o n 4. 9 2 Cw 3. 0 0 L 1. 5 f t W 1. 5 f t Lw 6 s f St a g e S t o r a g e Ar e a o f Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Q t o t a l Dr a w d o w n Wa t e r D e p t h ( f t ) Vo l u m e ( c f ) Ar e a ( A c . f t ) In f i l t r a t i o n ( f t ) Q i n f i l t r a t i o n Or i f i c e - 1 Or i f i c e - 1 Or i f i c e - 2 Or i f i c e - 2 We i r We i r Gr a t e I n l e t Gr a t e I n l e t Q i n f + Q o r i f i c e in h o u r s 0. 0 0 0 0. 0 0 0 N/ A 0 . 0 0 0 N/ A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 0 . 0 0 0 0.0 4. 1 7 43 0. 0 0 1 86 0. 0 0 0 4. 1 1 0 . 1 2 N / A 0 . 0 0 0 . 0 0 0 . 0 0 N / A 0 . 0 0 0 . 1 2 0 0.1 4. 6 7 86 0. 0 0 2 86 0. 0 0 0 4. 6 1 0 . 1 3 N / A 0 . 0 0 0 . 0 0 0 . 0 0 N / A 0 . 0 0 0 . 1 2 7 0.2 5. 4 2 15 1 0. 0 0 3 86 0. 0 0 0 5. 3 6 0 . 1 4 5 . 4 2 0 . 0 0 5 . 4 2 0 . 0 0 0 . 5 0 3 . 1 8 3 . 3 1 9 0.0 14 7 6 D - R o o s e v e l t - H y d r o S u m m a r y DE T 4 12 / 5 / 2 0 2 2 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 ‐ 2012 Study date: 12/05/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: PR4.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 363 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.340 (CFS) Total volume = 0.012 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth‐outflow‐storage data ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Total number of inflow hydrograph intervals = 363 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S‐O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0.000 0.000 0.000 0.000 0.000 4.170 0.001 0.120 0.001 0.001 4.670 0.002 0.127 0.002 0.002 5.420 0.003 3.319 0.001 0.005 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph Detention Basin Routing ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Graph values: 'I'= unit inflow; 'O'=outflow at time shown ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.1 0.17 0.26 0.34 (Ft.) 0.017 0.00 0.00 0.000 O | | | | 0.01 0.033 0.01 0.00 0.000 O | | | | 0.03 0.050 0.01 0.00 0.000 O | | | | 0.07 0.067 0.01 0.00 0.000 O | | | | 0.11 0.083 0.01 0.00 0.000 O | | | | 0.14 0.100 0.01 0.00 0.000 O | | | | 0.17 0.117 0.01 0.01 0.000 O | | | | 0.19 0.133 0.01 0.01 0.000 O | | | | 0.21 0.150 0.01 0.01 0.000 O | | | | 0.23 0.167 0.01 0.01 0.000 O | | | | 0.24 0.183 0.01 0.01 0.000 O | | | | 0.26 0.200 0.01 0.01 0.000 O | | | | 0.27 0.217 0.01 0.01 0.000 O | | | | 0.28 0.233 0.01 0.01 0.000 O | | | | 0.29 0.250 0.01 0.01 0.000 O | | | | 0.29 0.267 0.01 0.01 0.000 O | | | | 0.30 0.283 0.01 0.01 0.000 O | | | | 0.30 0.300 0.01 0.01 0.000 O | | | | 0.31 0.317 0.01 0.01 0.000 O | | | | 0.31 0.333 0.01 0.01 0.000 O | | | | 0.32 0.350 0.01 0.01 0.000 O | | | | 0.32 0.367 0.01 0.01 0.000 O | | | | 0.32 0.383 0.01 0.01 0.000 O | | | | 0.32 0.400 0.01 0.01 0.000 O | | | | 0.33 0.417 0.01 0.01 0.000 O | | | | 0.33 0.433 0.01 0.01 0.000 O | | | | 0.33 0.450 0.01 0.01 0.000 O | | | | 0.33 0.467 0.01 0.01 0.000 O | | | | 0.33 0.483 0.01 0.01 0.000 O | | | | 0.34 0.500 0.01 0.01 0.000 O | | | | 0.34 0.517 0.01 0.01 0.000 O | | | | 0.34 0.533 0.01 0.01 0.000 O | | | | 0.34 0.550 0.01 0.01 0.000 O | | | | 0.34 0.567 0.01 0.01 0.000 O | | | | 0.34 0.583 0.01 0.01 0.000 O | | | | 0.34 0.600 0.01 0.01 0.000 O | | | | 0.35 0.617 0.01 0.01 0.000 O | | | | 0.35 0.633 0.01 0.01 0.000 O | | | | 0.35 0.650 0.01 0.01 0.000 O | | | | 0.35 0.667 0.01 0.01 0.000 O | | | | 0.35 0.683 0.01 0.01 0.000 O | | | | 0.35 0.700 0.01 0.01 0.000 O | | | | 0.35 0.717 0.01 0.01 0.000 O | | | | 0.35 0.733 0.01 0.01 0.000 O | | | | 0.35 0.750 0.01 0.01 0.000 O | | | | 0.36 0.767 0.01 0.01 0.000 O | | | | 0.36 0.783 0.01 0.01 0.000 O | | | | 0.36 0.800 0.01 0.01 0.000 O | | | | 0.36 0.817 0.01 0.01 0.000 O | | | | 0.36 0.833 0.01 0.01 0.000 OI | | | | 0.36 0.850 0.01 0.01 0.000 OI | | | | 0.36 0.867 0.01 0.01 0.000 OI | | | | 0.36 0.883 0.01 0.01 0.000 OI | | | | 0.37 0.900 0.01 0.01 0.000 OI | | | | 0.37 0.917 0.01 0.01 0.000 OI | | | | 0.37 0.933 0.01 0.01 0.000 OI | | | | 0.37 0.950 0.01 0.01 0.000 |O | | | | 0.37 0.967 0.01 0.01 0.000 |O | | | | 0.37 0.983 0.01 0.01 0.000 |O | | | | 0.37 1.000 0.01 0.01 0.000 |O | | | | 0.37 1.017 0.01 0.01 0.000 |O | | | | 0.38 1.033 0.01 0.01 0.000 |O | | | | 0.38 1.050 0.01 0.01 0.000 |O | | | | 0.38 1.067 0.01 0.01 0.000 |O | | | | 0.38 1.083 0.01 0.01 0.000 |O | | | | 0.38 1.100 0.01 0.01 0.000 |O | | | | 0.38 1.117 0.01 0.01 0.000 |O | | | | 0.38 1.133 0.01 0.01 0.000 |O | | | | 0.39 1.150 0.01 0.01 0.000 |O | | | | 0.39 1.167 0.01 0.01 0.000 |O | | | | 0.39 1.183 0.01 0.01 0.000 |O | | | | 0.39 1.200 0.01 0.01 0.000 |O | | | | 0.39 1.217 0.01 0.01 0.000 |O | | | | 0.39 1.233 0.01 0.01 0.000 |O | | | | 0.39 1.250 0.01 0.01 0.000 |O | | | | 0.40 1.267 0.01 0.01 0.000 |O | | | | 0.40 1.283 0.01 0.01 0.000 |O | | | | 0.40 1.300 0.01 0.01 0.000 |O | | | | 0.40 1.317 0.01 0.01 0.000 |O | | | | 0.40 1.333 0.01 0.01 0.000 |O | | | | 0.40 1.350 0.01 0.01 0.000 |O | | | | 0.40 1.367 0.01 0.01 0.000 |O | | | | 0.41 1.383 0.01 0.01 0.000 |O | | | | 0.41 1.400 0.01 0.01 0.000 |O | | | | 0.41 1.417 0.01 0.01 0.000 |O | | | | 0.41 1.433 0.01 0.01 0.000 |O | | | | 0.41 1.450 0.01 0.01 0.000 |O | | | | 0.41 1.467 0.01 0.01 0.000 |O | | | | 0.42 1.483 0.01 0.01 0.000 |O | | | | 0.42 1.500 0.01 0.01 0.000 |O | | | | 0.42 1.517 0.01 0.01 0.000 |O | | | | 0.42 1.533 0.01 0.01 0.000 |O | | | | 0.42 1.550 0.01 0.01 0.000 |O | | | | 0.42 1.567 0.01 0.01 0.000 |O | | | | 0.43 1.583 0.01 0.01 0.000 |O | | | | 0.43 1.600 0.01 0.01 0.000 |O | | | | 0.43 1.617 0.01 0.01 0.000 |O | | | | 0.43 1.633 0.01 0.01 0.000 |O | | | | 0.43 1.650 0.01 0.01 0.000 |O | | | | 0.44 1.667 0.01 0.01 0.000 |O | | | | 0.44 1.683 0.01 0.01 0.000 |O | | | | 0.44 1.700 0.01 0.01 0.000 |O | | | | 0.44 1.717 0.01 0.01 0.000 |O | | | | 0.44 1.733 0.01 0.01 0.000 |O | | | | 0.44 1.750 0.01 0.01 0.000 |O | | | | 0.45 1.767 0.01 0.01 0.000 |O | | | | 0.45 1.783 0.01 0.01 0.000 |O | | | | 0.45 1.800 0.01 0.01 0.000 |O | | | | 0.45 1.817 0.01 0.01 0.000 |O | | | | 0.45 1.833 0.01 0.01 0.000 |O | | | | 0.46 1.850 0.01 0.01 0.000 |O | | | | 0.46 1.867 0.01 0.01 0.000 |O | | | | 0.46 1.883 0.01 0.01 0.000 |O | | | | 0.46 1.900 0.01 0.01 0.000 |O | | | | 0.47 1.917 0.01 0.01 0.000 |O | | | | 0.47 1.933 0.01 0.01 0.000 |O | | | | 0.47 1.950 0.01 0.01 0.000 |O | | | | 0.47 1.967 0.01 0.01 0.000 |O | | | | 0.48 1.983 0.01 0.01 0.000 |O | | | | 0.48 2.000 0.01 0.01 0.000 |O | | | | 0.48 2.017 0.01 0.01 0.000 |O | | | | 0.48 2.033 0.01 0.01 0.000 |O | | | | 0.48 2.050 0.01 0.01 0.000 |O | | | | 0.49 2.067 0.01 0.01 0.000 |O | | | | 0.49 2.083 0.01 0.01 0.000 |O | | | | 0.49 2.100 0.01 0.01 0.000 |O | | | | 0.49 2.117 0.01 0.01 0.000 |O | | | | 0.50 2.133 0.01 0.01 0.000 |O | | | | 0.50 2.150 0.01 0.01 0.000 |O | | | | 0.50 2.167 0.02 0.01 0.000 |O | | | | 0.51 2.183 0.02 0.01 0.000 |O | | | | 0.51 2.200 0.02 0.01 0.000 |O | | | | 0.51 2.217 0.02 0.01 0.000 |O | | | | 0.51 2.233 0.02 0.01 0.000 |O | | | | 0.52 2.250 0.02 0.01 0.000 |O | | | | 0.52 2.267 0.02 0.02 0.000 |O | | | | 0.52 2.283 0.02 0.02 0.000 |O | | | | 0.53 2.300 0.02 0.02 0.000 |O | | | | 0.53 2.317 0.02 0.02 0.000 |O | | | | 0.53 2.333 0.02 0.02 0.000 |O | | | | 0.54 2.350 0.02 0.02 0.000 |O | | | | 0.54 2.367 0.02 0.02 0.000 |O | | | | 0.54 2.383 0.02 0.02 0.000 |O | | | | 0.55 2.400 0.02 0.02 0.000 |O | | | | 0.55 2.417 0.02 0.02 0.000 |O | | | | 0.55 2.433 0.02 0.02 0.000 |O | | | | 0.56 2.450 0.02 0.02 0.000 |O | | | | 0.56 2.467 0.02 0.02 0.000 |O | | | | 0.56 2.483 0.02 0.02 0.000 |O | | | | 0.57 2.500 0.02 0.02 0.000 |O | | | | 0.57 2.517 0.02 0.02 0.000 |O | | | | 0.57 2.533 0.02 0.02 0.000 |O | | | | 0.58 2.550 0.02 0.02 0.000 |O | | | | 0.58 2.567 0.02 0.02 0.000 |O | | | | 0.59 2.583 0.02 0.02 0.000 |O | | | | 0.59 2.600 0.02 0.02 0.000 |O | | | | 0.59 2.617 0.02 0.02 0.000 |O | | | | 0.60 2.633 0.02 0.02 0.000 |O | | | | 0.60 2.650 0.02 0.02 0.000 |O | | | | 0.61 2.667 0.02 0.02 0.000 |O | | | | 0.61 2.683 0.02 0.02 0.000 |O | | | | 0.62 2.700 0.02 0.02 0.000 |O | | | | 0.62 2.717 0.02 0.02 0.000 |O | | | | 0.62 2.733 0.02 0.02 0.000 |O | | | | 0.63 2.750 0.02 0.02 0.000 |O | | | | 0.63 2.767 0.02 0.02 0.000 |O | | | | 0.64 2.783 0.02 0.02 0.000 |O | | | | 0.64 2.800 0.02 0.02 0.000 |O | | | | 0.65 2.817 0.02 0.02 0.000 |O | | | | 0.65 2.833 0.02 0.02 0.000 |O | | | | 0.66 2.850 0.02 0.02 0.000 |O | | | | 0.67 2.867 0.02 0.02 0.000 |O | | | | 0.67 2.883 0.02 0.02 0.000 |O | | | | 0.68 2.900 0.02 0.02 0.000 |O | | | | 0.68 2.917 0.02 0.02 0.000 |O | | | | 0.69 2.933 0.02 0.02 0.000 |O | | | | 0.70 2.950 0.02 0.02 0.000 |OI | | | | 0.70 2.967 0.02 0.02 0.000 |OI | | | | 0.71 2.983 0.02 0.02 0.000 |OI | | | | 0.72 3.000 0.02 0.02 0.000 |OI | | | | 0.72 3.017 0.02 0.02 0.000 |OI | | | | 0.73 3.033 0.02 0.02 0.000 |OI | | | | 0.74 3.050 0.02 0.02 0.000 | O | | | | 0.74 3.067 0.02 0.02 0.000 | O | | | | 0.75 3.083 0.02 0.02 0.000 | O | | | | 0.76 3.100 0.02 0.02 0.000 | O | | | | 0.77 3.117 0.02 0.02 0.000 | O | | | | 0.77 3.133 0.02 0.02 0.000 | O | | | | 0.78 3.150 0.02 0.02 0.000 | O | | | | 0.79 3.167 0.02 0.02 0.000 | O | | | | 0.80 3.183 0.02 0.02 0.000 | O | | | | 0.81 3.200 0.03 0.02 0.000 | O | | | | 0.82 3.217 0.03 0.02 0.000 | O | | | | 0.83 3.233 0.03 0.02 0.000 | O | | | | 0.84 3.250 0.03 0.02 0.000 | O | | | | 0.85 3.267 0.03 0.02 0.000 | O | | | | 0.86 3.283 0.03 0.03 0.000 | O | | | | 0.87 3.300 0.03 0.03 0.000 | O | | | | 0.88 3.317 0.03 0.03 0.000 | O | | | | 0.89 3.333 0.03 0.03 0.000 | O | | | | 0.90 3.350 0.03 0.03 0.000 | O | | | | 0.92 3.367 0.03 0.03 0.000 | O | | | | 0.93 3.383 0.03 0.03 0.000 | O | | | | 0.94 3.400 0.03 0.03 0.000 | O | | | | 0.96 3.417 0.03 0.03 0.000 | O | | | | 0.97 3.433 0.03 0.03 0.000 | O | | | | 0.99 3.450 0.03 0.03 0.000 | OI | | | | 1.00 3.467 0.03 0.03 0.000 | OI | | | | 1.02 3.483 0.03 0.03 0.000 | OI | | | | 1.04 3.500 0.03 0.03 0.000 | OI | | | | 1.05 3.517 0.03 0.03 0.000 | OI | | | | 1.07 3.533 0.04 0.03 0.000 | OI | | | | 1.09 3.550 0.04 0.03 0.000 | O | | | | 1.11 3.567 0.04 0.03 0.000 | O | | | | 1.14 3.583 0.04 0.03 0.000 | O | | | | 1.16 3.600 0.04 0.03 0.000 | O | | | | 1.18 3.617 0.04 0.03 0.000 | O | | | | 1.20 3.633 0.04 0.04 0.000 | O | | | | 1.23 3.650 0.04 0.04 0.000 | O | | | | 1.26 3.667 0.04 0.04 0.000 | OI | | | | 1.29 3.683 0.04 0.04 0.000 | OI | | | | 1.32 3.700 0.04 0.04 0.000 | OI | | | | 1.36 3.717 0.05 0.04 0.000 | OI | | | | 1.39 3.733 0.05 0.04 0.000 | OI | | | | 1.43 3.750 0.05 0.04 0.000 | OI | | | | 1.48 3.767 0.05 0.04 0.000 | O | | | | 1.52 3.783 0.05 0.05 0.000 | OI | | | | 1.57 3.800 0.06 0.05 0.000 | OI | | | | 1.62 3.817 0.06 0.05 0.000 | OI | | | | 1.68 3.833 0.06 0.05 0.000 | OI | | | | 1.75 3.850 0.07 0.05 0.000 | O I | | | | 1.83 3.867 0.07 0.06 0.000 | OI | | | | 1.91 3.883 0.07 0.06 0.000 | OI | | | | 2.00 3.900 0.08 0.06 0.001 | O I| | | | 2.10 3.917 0.09 0.06 0.001 | O I | | | 2.22 3.933 0.10 0.07 0.001 | O |I | | | 2.38 3.950 0.11 0.07 0.001 | O | I | | | 2.58 3.967 0.13 0.08 0.001 | O| I | | | 2.83 3.983 0.14 0.09 0.001 | O I | | | 3.12 4.000 0.16 0.10 0.001 | |O I | | | 3.44 4.017 0.22 0.11 0.001 | | O | I | | 3.92 4.033 0.28 0.12 0.001 | | O | | I | 4.23 4.050 0.34 0.12 0.001 | | O | | I| 4.36 4.067 0.26 0.12 0.002 | | O | I | 4.48 4.083 0.17 0.13 0.002 | | O I | | 4.54 4.100 0.09 0.13 0.002 | I O | | | 4.55 4.117 0.08 0.12 0.002 | I| O | | | 4.52 4.133 0.07 0.12 0.002 | I | O | | | 4.49 4.150 0.06 0.12 0.002 | I | O | | | 4.45 4.167 0.06 0.12 0.001 | I | O | | | 4.40 4.183 0.05 0.12 0.001 | I | O | | | 4.35 4.200 0.05 0.12 0.001 | I | O | | | 4.30 4.217 0.04 0.12 0.001 | I | O | | | 4.25 4.233 0.04 0.12 0.001 | I | O | | | 4.20 4.250 0.04 0.11 0.001 | I | O | | | 3.98 4.267 0.04 0.10 0.001 | I |O | | | 3.58 4.283 0.04 0.09 0.001 | I O | | | 3.23 4.300 0.03 0.08 0.001 | I O| | | | 2.92 4.317 0.03 0.08 0.001 | I O| | | | 2.66 4.333 0.03 0.07 0.001 | I O | | | | 2.42 4.350 0.03 0.06 0.001 | I O | | | | 2.22 4.367 0.03 0.06 0.000 | I O | | | | 2.04 4.383 0.03 0.05 0.000 | I O | | | | 1.89 4.400 0.03 0.05 0.000 | I O | | | | 1.75 4.417 0.03 0.05 0.000 | I O | | | | 1.63 4.433 0.03 0.04 0.000 | I O | | | | 1.52 4.450 0.03 0.04 0.000 | IO | | | | 1.43 4.467 0.03 0.04 0.000 | IO | | | | 1.34 4.483 0.02 0.04 0.000 | IO | | | | 1.27 4.500 0.02 0.03 0.000 | IO | | | | 1.20 4.517 0.02 0.03 0.000 | IO | | | | 1.15 4.533 0.02 0.03 0.000 | O | | | | 1.09 4.550 0.02 0.03 0.000 | O | | | | 1.05 4.567 0.02 0.03 0.000 | O | | | | 1.00 4.583 0.02 0.03 0.000 | O | | | | 0.97 4.600 0.02 0.03 0.000 |IO | | | | 0.93 4.617 0.02 0.03 0.000 |IO | | | | 0.90 4.633 0.02 0.03 0.000 |IO | | | | 0.87 4.650 0.02 0.02 0.000 |IO | | | | 0.84 4.667 0.02 0.02 0.000 |IO | | | | 0.82 4.683 0.02 0.02 0.000 |IO | | | | 0.80 4.700 0.02 0.02 0.000 |IO | | | | 0.78 4.717 0.02 0.02 0.000 |IO | | | | 0.76 4.733 0.02 0.02 0.000 |IO | | | | 0.74 4.750 0.02 0.02 0.000 |O | | | | 0.72 4.767 0.02 0.02 0.000 |O | | | | 0.71 4.783 0.02 0.02 0.000 |O | | | | 0.69 4.800 0.02 0.02 0.000 |O | | | | 0.68 4.817 0.02 0.02 0.000 |O | | | | 0.67 4.833 0.02 0.02 0.000 |O | | | | 0.65 4.850 0.02 0.02 0.000 |O | | | | 0.64 4.867 0.02 0.02 0.000 |O | | | | 0.63 4.883 0.02 0.02 0.000 |O | | | | 0.62 4.900 0.02 0.02 0.000 |O | | | | 0.61 4.917 0.02 0.02 0.000 |O | | | | 0.60 4.933 0.02 0.02 0.000 |O | | | | 0.59 4.950 0.02 0.02 0.000 |O | | | | 0.58 4.967 0.02 0.02 0.000 |O | | | | 0.58 4.983 0.01 0.02 0.000 |O | | | | 0.57 5.000 0.01 0.02 0.000 |O | | | | 0.56 5.017 0.01 0.02 0.000 |O | | | | 0.55 5.033 0.01 0.02 0.000 |O | | | | 0.55 5.050 0.01 0.02 0.000 |O | | | | 0.54 5.067 0.01 0.02 0.000 |O | | | | 0.53 5.083 0.01 0.02 0.000 |O | | | | 0.53 5.100 0.01 0.01 0.000 |O | | | | 0.52 5.117 0.01 0.01 0.000 |O | | | | 0.51 5.133 0.01 0.01 0.000 |O | | | | 0.51 5.150 0.01 0.01 0.000 |O | | | | 0.50 5.167 0.01 0.01 0.000 |O | | | | 0.50 5.183 0.01 0.01 0.000 |O | | | | 0.49 5.200 0.01 0.01 0.000 |O | | | | 0.49 5.217 0.01 0.01 0.000 |O | | | | 0.48 5.233 0.01 0.01 0.000 |O | | | | 0.48 5.250 0.01 0.01 0.000 |O | | | | 0.47 5.267 0.01 0.01 0.000 |O | | | | 0.47 5.283 0.01 0.01 0.000 |O | | | | 0.46 5.300 0.01 0.01 0.000 |O | | | | 0.46 5.317 0.01 0.01 0.000 |O | | | | 0.45 5.333 0.01 0.01 0.000 |O | | | | 0.45 5.350 0.01 0.01 0.000 |O | | | | 0.45 5.367 0.01 0.01 0.000 |O | | | | 0.44 5.383 0.01 0.01 0.000 |O | | | | 0.44 5.400 0.01 0.01 0.000 |O | | | | 0.43 5.417 0.01 0.01 0.000 |O | | | | 0.43 5.433 0.01 0.01 0.000 |O | | | | 0.43 5.450 0.01 0.01 0.000 |O | | | | 0.42 5.467 0.01 0.01 0.000 |O | | | | 0.42 5.483 0.01 0.01 0.000 |O | | | | 0.42 5.500 0.01 0.01 0.000 |O | | | | 0.41 5.517 0.01 0.01 0.000 |O | | | | 0.41 5.533 0.01 0.01 0.000 |O | | | | 0.41 5.550 0.01 0.01 0.000 |O | | | | 0.40 5.567 0.01 0.01 0.000 |O | | | | 0.40 5.583 0.01 0.01 0.000 |O | | | | 0.40 5.600 0.01 0.01 0.000 |O | | | | 0.39 5.617 0.01 0.01 0.000 |O | | | | 0.39 5.633 0.01 0.01 0.000 |O | | | | 0.39 5.650 0.01 0.01 0.000 IO | | | | 0.39 5.667 0.01 0.01 0.000 IO | | | | 0.38 5.683 0.01 0.01 0.000 IO | | | | 0.38 5.700 0.01 0.01 0.000 IO | | | | 0.38 5.717 0.01 0.01 0.000 IO | | | | 0.37 5.733 0.01 0.01 0.000 IO | | | | 0.37 5.750 0.01 0.01 0.000 IO | | | | 0.37 5.767 0.01 0.01 0.000 O | | | | 0.37 5.783 0.01 0.01 0.000 O | | | | 0.36 5.800 0.01 0.01 0.000 O | | | | 0.36 5.817 0.01 0.01 0.000 O | | | | 0.36 5.833 0.01 0.01 0.000 O | | | | 0.36 5.850 0.01 0.01 0.000 O | | | | 0.36 5.867 0.01 0.01 0.000 O | | | | 0.35 5.883 0.01 0.01 0.000 O | | | | 0.35 5.900 0.01 0.01 0.000 O | | | | 0.35 5.917 0.01 0.01 0.000 O | | | | 0.35 5.933 0.01 0.01 0.000 O | | | | 0.34 5.950 0.01 0.01 0.000 O | | | | 0.34 5.967 0.01 0.01 0.000 O | | | | 0.34 5.983 0.01 0.01 0.000 O | | | | 0.34 6.000 0.01 0.01 0.000 O | | | | 0.34 6.017 0.01 0.01 0.000 O | | | | 0.33 6.033 0.01 0.01 0.000 O | | | | 0.33 6.050 0.01 0.01 0.000 O | | | | 0.33 6.067 0.00 0.01 0.000 O | | | | 0.30 6.083 0.00 0.01 0.000 O | | | | 0.26 6.100 0.00 0.01 0.000 O | | | | 0.22 6.117 0.00 0.01 0.000 O | | | | 0.19 6.133 0.00 0.00 0.000 O | | | | 0.16 6.150 0.00 0.00 0.000 O | | | | 0.13 6.167 0.00 0.00 0.000 O | | | | 0.11 6.183 0.00 0.00 0.000 O | | | | 0.10 6.200 0.00 0.00 0.000 O | | | | 0.08 6.217 0.00 0.00 0.000 O | | | | 0.07 6.233 0.00 0.00 0.000 O | | | | 0.06 6.250 0.00 0.00 0.000 O | | | | 0.05 6.267 0.00 0.00 0.000 O | | | | 0.04 6.283 0.00 0.00 0.000 O | | | | 0.04 6.300 0.00 0.00 0.000 O | | | | 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 378 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.125 (CFS) Total volume = 0.012 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ St a g e S t o r a g e C a p a c i t y C a c u l a t i o n s - B M P 5 Hy d r o l o g y P a r a m e t e r s In f i l t r a t i o n r a t e 0 i n c h e s / h o u r Be f o r e D e t e n t i o n Qo u t = A V = A a c r e s * 4 3 5 6 0 s f / A c r e ( i n f i l t r a t i o n r a t e i n / h r ) * 1 f t / 1 2 i n ( 1 h r / 3 6 0 0 s e c ) Q= 0 . 4 2 4 c f s A= 0 . 0 7 4 A c r e Or i f i c e F l o w : Q = C * A * s q r t ( 2 g h ) Tc = 3 . 5 6 m i n . g= 32 . 2 0 s f / s e c C= 0 . 8 7 0 C= 0. 6 0 I= 1 0 . 4 9 6 i n / h r Or i f i c e - 1 Af t e r D e t e n t i o n No . o f o p e n i n g s 1 Δt = 1 5 . 0 0 m i n . El e v a t i o n 0 . 0 0 Q= 0 . 2 1 7 c f s di a m e t e r 2 i n c h e s 0 . 1 7 f t A = 0 . 0 7 4 A c r e A= 0 . 0 2 s f Tc = 1 8 . 5 6 m i n . C= 0 . 8 7 0 We i r O p e n i n g - 1 El e v a t i o n 0. 0 0 Cd 0. 6 0 Wid t h 0 f t g 32 . 2 0 s f / s e c Or i f i c e - 2 No . o f o p e n i n g s 0 El e v a t i o n 0. 0 0 di a m e t e r 0 i n c h e s 0 . 0 0 f t A= 0 . 0 0 s f Gr a t e I n l e t - O v e r f l o w El e v a t i o n 4. 6 7 Cw 3. 0 0 L 1. 5 f t W 1. 5 f t Lw 6 s f St a g e S t o r a g e Ar e a o f Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Ef f e c t i v e H e a d Q c f s Q t o t a l Dr a w d o w n Wa t e r D e p t h ( f t ) Vo l u m e ( c f ) Ar e a ( A c . f t ) In f i l t r a t i o n ( f t ) Q i n f i l t r a t i o n Or i f i c e - 1 Or i f i c e - 1 Or i f i c e - 2 Or i f i c e - 2 We i r We i r Gr a t e I n l e t Gr a t e I n l e t Q i n f + Q o r i f i c e in h o u r s 0. 0 0 0 0. 0 0 0 N/ A 0 . 0 0 0 N/ A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 N / A 0 . 0 0 0 . 0 0 0 0.0 4. 1 7 45 0. 0 0 1 89 0. 0 0 0 4. 0 9 0 . 2 1 N / A 0 . 0 0 0 . 0 0 0 . 0 0 N / A 0 . 0 0 0 . 2 1 2 0.1 4. 6 7 89 0. 0 0 2 89 0. 0 0 0 4. 5 9 0 . 2 2 N / A 0 . 0 0 0 . 0 0 0 . 0 0 N / A 0 . 0 0 0 . 2 2 5 0.1 5. 1 7 13 4 0. 0 0 3 89 0. 0 0 0 5. 0 9 0 . 2 4 5 . 1 7 0 . 0 0 5 . 1 7 0 . 0 0 0 . 5 0 3 . 1 8 3 . 4 1 9 0.0 14 7 6 D - R o o s e v e l t - H y d r o S u m m a r y DE T 5 12 / 5 / 2 0 2 2 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 ‐ 2012 Study date: 12/05/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: PR5.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 363 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.424 (CFS) Total volume = 0.013 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth‐outflow‐storage data ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Total number of inflow hydrograph intervals = 363 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S‐O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0.000 0.000 0.000 0.000 0.000 4.170 0.001 0.212 0.001 0.001 4.670 0.002 0.225 0.002 0.002 5.170 0.003 3.419 0.001 0.005 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph Detention Basin Routing ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Graph values: 'I'= unit inflow; 'O'=outflow at time shown ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.1 0.21 0.32 0.42 (Ft.) 0.017 0.00 0.00 0.000 O | | | | 0.01 0.033 0.01 0.00 0.000 O | | | | 0.03 0.050 0.01 0.00 0.000 O | | | | 0.06 0.067 0.01 0.00 0.000 O | | | | 0.09 0.083 0.01 0.01 0.000 O | | | | 0.12 0.100 0.01 0.01 0.000 O | | | | 0.14 0.117 0.01 0.01 0.000 O | | | | 0.15 0.133 0.01 0.01 0.000 O | | | | 0.16 0.150 0.01 0.01 0.000 O | | | | 0.17 0.167 0.01 0.01 0.000 O | | | | 0.17 0.183 0.01 0.01 0.000 O | | | | 0.18 0.200 0.01 0.01 0.000 O | | | | 0.18 0.217 0.01 0.01 0.000 O | | | | 0.18 0.233 0.01 0.01 0.000 O | | | | 0.19 0.250 0.01 0.01 0.000 O | | | | 0.19 0.267 0.01 0.01 0.000 O | | | | 0.19 0.283 0.01 0.01 0.000 O | | | | 0.19 0.300 0.01 0.01 0.000 O | | | | 0.19 0.317 0.01 0.01 0.000 O | | | | 0.19 0.333 0.01 0.01 0.000 O | | | | 0.19 0.350 0.01 0.01 0.000 O | | | | 0.20 0.367 0.01 0.01 0.000 O | | | | 0.20 0.383 0.01 0.01 0.000 O | | | | 0.20 0.400 0.01 0.01 0.000 O | | | | 0.20 0.417 0.01 0.01 0.000 O | | | | 0.20 0.433 0.01 0.01 0.000 O | | | | 0.20 0.450 0.01 0.01 0.000 O | | | | 0.20 0.467 0.01 0.01 0.000 O | | | | 0.20 0.483 0.01 0.01 0.000 O | | | | 0.20 0.500 0.01 0.01 0.000 O | | | | 0.20 0.517 0.01 0.01 0.000 O | | | | 0.20 0.533 0.01 0.01 0.000 O | | | | 0.20 0.550 0.01 0.01 0.000 O | | | | 0.20 0.567 0.01 0.01 0.000 O | | | | 0.20 0.583 0.01 0.01 0.000 O | | | | 0.20 0.600 0.01 0.01 0.000 O | | | | 0.20 0.617 0.01 0.01 0.000 O | | | | 0.21 0.633 0.01 0.01 0.000 O | | | | 0.21 0.650 0.01 0.01 0.000 O | | | | 0.21 0.667 0.01 0.01 0.000 O | | | | 0.21 0.683 0.01 0.01 0.000 O | | | | 0.21 0.700 0.01 0.01 0.000 O | | | | 0.21 0.717 0.01 0.01 0.000 O | | | | 0.21 0.733 0.01 0.01 0.000 O | | | | 0.21 0.750 0.01 0.01 0.000 O | | | | 0.21 0.767 0.01 0.01 0.000 O | | | | 0.21 0.783 0.01 0.01 0.000 O | | | | 0.21 0.800 0.01 0.01 0.000 O | | | | 0.21 0.817 0.01 0.01 0.000 O | | | | 0.21 0.833 0.01 0.01 0.000 O | | | | 0.21 0.850 0.01 0.01 0.000 O | | | | 0.21 0.867 0.01 0.01 0.000 O | | | | 0.22 0.883 0.01 0.01 0.000 O | | | | 0.22 0.900 0.01 0.01 0.000 O | | | | 0.22 0.917 0.01 0.01 0.000 O | | | | 0.22 0.933 0.01 0.01 0.000 O | | | | 0.22 0.950 0.01 0.01 0.000 O | | | | 0.22 0.967 0.01 0.01 0.000 O | | | | 0.22 0.983 0.01 0.01 0.000 O | | | | 0.22 1.000 0.01 0.01 0.000 O | | | | 0.22 1.017 0.01 0.01 0.000 O | | | | 0.22 1.033 0.01 0.01 0.000 O | | | | 0.22 1.050 0.01 0.01 0.000 O | | | | 0.22 1.067 0.01 0.01 0.000 O | | | | 0.22 1.083 0.01 0.01 0.000 O | | | | 0.23 1.100 0.01 0.01 0.000 O | | | | 0.23 1.117 0.01 0.01 0.000 O | | | | 0.23 1.133 0.01 0.01 0.000 O | | | | 0.23 1.150 0.01 0.01 0.000 O | | | | 0.23 1.167 0.01 0.01 0.000 O | | | | 0.23 1.183 0.01 0.01 0.000 O | | | | 0.23 1.200 0.01 0.01 0.000 O | | | | 0.23 1.217 0.01 0.01 0.000 O | | | | 0.23 1.233 0.01 0.01 0.000 O | | | | 0.23 1.250 0.01 0.01 0.000 O | | | | 0.23 1.267 0.01 0.01 0.000 O | | | | 0.23 1.283 0.01 0.01 0.000 O | | | | 0.24 1.300 0.01 0.01 0.000 O | | | | 0.24 1.317 0.01 0.01 0.000 O | | | | 0.24 1.333 0.01 0.01 0.000 O | | | | 0.24 1.350 0.01 0.01 0.000 O | | | | 0.24 1.367 0.01 0.01 0.000 O | | | | 0.24 1.383 0.01 0.01 0.000 O | | | | 0.24 1.400 0.01 0.01 0.000 O | | | | 0.24 1.417 0.01 0.01 0.000 O | | | | 0.24 1.433 0.01 0.01 0.000 O | | | | 0.24 1.450 0.01 0.01 0.000 O | | | | 0.24 1.467 0.01 0.01 0.000 O | | | | 0.25 1.483 0.01 0.01 0.000 O | | | | 0.25 1.500 0.01 0.01 0.000 O | | | | 0.25 1.517 0.01 0.01 0.000 O | | | | 0.25 1.533 0.01 0.01 0.000 O | | | | 0.25 1.550 0.01 0.01 0.000 O | | | | 0.25 1.567 0.01 0.01 0.000 O | | | | 0.25 1.583 0.01 0.01 0.000 O | | | | 0.25 1.600 0.01 0.01 0.000 O | | | | 0.25 1.617 0.01 0.01 0.000 O | | | | 0.26 1.633 0.01 0.01 0.000 O | | | | 0.26 1.650 0.01 0.01 0.000 OI | | | | 0.26 1.667 0.01 0.01 0.000 OI | | | | 0.26 1.683 0.01 0.01 0.000 OI | | | | 0.26 1.700 0.01 0.01 0.000 |O | | | | 0.26 1.717 0.01 0.01 0.000 |O | | | | 0.26 1.733 0.01 0.01 0.000 |O | | | | 0.26 1.750 0.01 0.01 0.000 |O | | | | 0.26 1.767 0.01 0.01 0.000 |O | | | | 0.27 1.783 0.01 0.01 0.000 |O | | | | 0.27 1.800 0.01 0.01 0.000 |O | | | | 0.27 1.817 0.01 0.01 0.000 |O | | | | 0.27 1.833 0.01 0.01 0.000 |O | | | | 0.27 1.850 0.01 0.01 0.000 |O | | | | 0.27 1.867 0.01 0.01 0.000 |O | | | | 0.27 1.883 0.01 0.01 0.000 |O | | | | 0.27 1.900 0.01 0.01 0.000 |O | | | | 0.28 1.917 0.01 0.01 0.000 |O | | | | 0.28 1.933 0.01 0.01 0.000 |O | | | | 0.28 1.950 0.01 0.01 0.000 |O | | | | 0.28 1.967 0.01 0.01 0.000 |O | | | | 0.28 1.983 0.01 0.01 0.000 |O | | | | 0.28 2.000 0.01 0.01 0.000 |O | | | | 0.28 2.017 0.01 0.01 0.000 |O | | | | 0.29 2.033 0.01 0.01 0.000 |O | | | | 0.29 2.050 0.02 0.01 0.000 |O | | | | 0.29 2.067 0.02 0.01 0.000 |O | | | | 0.29 2.083 0.02 0.01 0.000 |O | | | | 0.29 2.100 0.02 0.01 0.000 |O | | | | 0.29 2.117 0.02 0.02 0.000 |O | | | | 0.30 2.133 0.02 0.02 0.000 |O | | | | 0.30 2.150 0.02 0.02 0.000 |O | | | | 0.30 2.167 0.02 0.02 0.000 |O | | | | 0.30 2.183 0.02 0.02 0.000 |O | | | | 0.30 2.200 0.02 0.02 0.000 |O | | | | 0.30 2.217 0.02 0.02 0.000 |O | | | | 0.31 2.233 0.02 0.02 0.000 |O | | | | 0.31 2.250 0.02 0.02 0.000 |O | | | | 0.31 2.267 0.02 0.02 0.000 |O | | | | 0.31 2.283 0.02 0.02 0.000 |O | | | | 0.31 2.300 0.02 0.02 0.000 |O | | | | 0.31 2.317 0.02 0.02 0.000 |O | | | | 0.32 2.333 0.02 0.02 0.000 |O | | | | 0.32 2.350 0.02 0.02 0.000 |O | | | | 0.32 2.367 0.02 0.02 0.000 |O | | | | 0.32 2.383 0.02 0.02 0.000 |O | | | | 0.32 2.400 0.02 0.02 0.000 |O | | | | 0.33 2.417 0.02 0.02 0.000 |O | | | | 0.33 2.433 0.02 0.02 0.000 |O | | | | 0.33 2.450 0.02 0.02 0.000 |O | | | | 0.33 2.467 0.02 0.02 0.000 |O | | | | 0.34 2.483 0.02 0.02 0.000 |O | | | | 0.34 2.500 0.02 0.02 0.000 |O | | | | 0.34 2.517 0.02 0.02 0.000 |O | | | | 0.34 2.533 0.02 0.02 0.000 |O | | | | 0.34 2.550 0.02 0.02 0.000 |O | | | | 0.35 2.567 0.02 0.02 0.000 |O | | | | 0.35 2.583 0.02 0.02 0.000 |O | | | | 0.35 2.600 0.02 0.02 0.000 |O | | | | 0.35 2.617 0.02 0.02 0.000 |O | | | | 0.36 2.633 0.02 0.02 0.000 |O | | | | 0.36 2.650 0.02 0.02 0.000 |O | | | | 0.36 2.667 0.02 0.02 0.000 |O | | | | 0.36 2.683 0.02 0.02 0.000 |O | | | | 0.37 2.700 0.02 0.02 0.000 |O | | | | 0.37 2.717 0.02 0.02 0.000 |O | | | | 0.37 2.733 0.02 0.02 0.000 |O | | | | 0.38 2.750 0.02 0.02 0.000 |O | | | | 0.38 2.767 0.02 0.02 0.000 |O | | | | 0.38 2.783 0.02 0.02 0.000 |O | | | | 0.39 2.800 0.02 0.02 0.000 |O | | | | 0.39 2.817 0.02 0.02 0.000 |O | | | | 0.39 2.833 0.02 0.02 0.000 |O | | | | 0.39 2.850 0.02 0.02 0.000 |O | | | | 0.40 2.867 0.02 0.02 0.000 |O | | | | 0.40 2.883 0.02 0.02 0.000 |O | | | | 0.41 2.900 0.02 0.02 0.000 |O | | | | 0.41 2.917 0.02 0.02 0.000 |O | | | | 0.41 2.933 0.02 0.02 0.000 |O | | | | 0.42 2.950 0.02 0.02 0.000 |O | | | | 0.42 2.967 0.02 0.02 0.000 |O | | | | 0.42 2.983 0.02 0.02 0.000 |O | | | | 0.43 3.000 0.02 0.02 0.000 |O | | | | 0.43 3.017 0.02 0.02 0.000 |O | | | | 0.44 3.033 0.02 0.02 0.000 |O | | | | 0.44 3.050 0.02 0.02 0.000 |O | | | | 0.45 3.067 0.02 0.02 0.000 |O | | | | 0.45 3.083 0.02 0.02 0.000 |O | | | | 0.46 3.100 0.02 0.02 0.000 |O | | | | 0.46 3.117 0.02 0.02 0.000 |O | | | | 0.46 3.133 0.02 0.02 0.000 |O | | | | 0.47 3.150 0.03 0.02 0.000 |O | | | | 0.48 3.167 0.03 0.02 0.000 |O | | | | 0.48 3.183 0.03 0.02 0.000 |O | | | | 0.49 3.200 0.03 0.03 0.000 |O | | | | 0.49 3.217 0.03 0.03 0.000 |O | | | | 0.50 3.233 0.03 0.03 0.000 |OI | | | | 0.50 3.250 0.03 0.03 0.000 |OI | | | | 0.51 3.267 0.03 0.03 0.000 |OI | | | | 0.52 3.283 0.03 0.03 0.000 | O | | | | 0.53 3.300 0.03 0.03 0.000 | O | | | | 0.53 3.317 0.03 0.03 0.000 | O | | | | 0.54 3.333 0.03 0.03 0.000 | O | | | | 0.55 3.350 0.03 0.03 0.000 | O | | | | 0.56 3.367 0.03 0.03 0.000 | O | | | | 0.56 3.383 0.03 0.03 0.000 | O | | | | 0.57 3.400 0.03 0.03 0.000 | O | | | | 0.58 3.417 0.03 0.03 0.000 | O | | | | 0.59 3.433 0.03 0.03 0.000 | O | | | | 0.60 3.450 0.03 0.03 0.000 | O | | | | 0.61 3.467 0.03 0.03 0.000 | O | | | | 0.62 3.483 0.03 0.03 0.000 | O | | | | 0.63 3.500 0.03 0.03 0.000 | O | | | | 0.64 3.517 0.04 0.03 0.000 | O | | | | 0.65 3.533 0.04 0.03 0.000 | O | | | | 0.67 3.550 0.04 0.03 0.000 | O | | | | 0.68 3.567 0.04 0.04 0.000 | O | | | | 0.70 3.583 0.04 0.04 0.000 | O | | | | 0.71 3.600 0.04 0.04 0.000 | O | | | | 0.72 3.617 0.04 0.04 0.000 | OI | | | | 0.74 3.633 0.04 0.04 0.000 | OI | | | | 0.76 3.650 0.04 0.04 0.000 | OI | | | | 0.78 3.667 0.04 0.04 0.000 | O | | | | 0.80 3.683 0.05 0.04 0.000 | O | | | | 0.82 3.700 0.05 0.04 0.000 | O | | | | 0.84 3.717 0.05 0.04 0.000 | O | | | | 0.86 3.733 0.05 0.05 0.000 | O | | | | 0.89 3.750 0.05 0.05 0.000 | O | | | | 0.92 3.767 0.05 0.05 0.000 | OI | | | | 0.95 3.783 0.06 0.05 0.000 | OI | | | | 0.99 3.800 0.06 0.05 0.000 | OI | | | | 1.02 3.817 0.06 0.05 0.000 | O | | | | 1.05 3.833 0.07 0.06 0.000 | O | | | | 1.10 3.850 0.07 0.06 0.000 | OI | | | | 1.16 3.867 0.07 0.06 0.000 | OI | | | | 1.22 3.883 0.08 0.07 0.000 | OI | | | | 1.29 3.900 0.08 0.07 0.000 | O | | | | 1.35 3.917 0.09 0.07 0.000 | OI | | | | 1.43 3.933 0.10 0.08 0.000 | O I| | | | 1.56 3.950 0.12 0.09 0.000 | O I | | | 1.72 3.967 0.13 0.10 0.000 | O| I | | | 1.90 3.983 0.15 0.11 0.001 | O I | | | 2.12 4.000 0.16 0.12 0.001 | |O I | | | 2.37 4.017 0.25 0.14 0.001 | | O | I | | 2.81 4.033 0.34 0.18 0.001 | | O | |I | 3.57 4.050 0.42 0.21 0.001 | | O | I 4.22 4.067 0.31 0.22 0.001 | | O I| | 4.33 4.083 0.20 0.22 0.001 | | IO | | 4.36 4.100 0.09 0.22 0.001 | I| O | | 4.31 4.117 0.08 0.21 0.001 | I | O | | 4.23 4.133 0.07 0.20 0.001 | I | O | | | 3.90 4.150 0.06 0.17 0.001 | I | O | | | 3.25 4.167 0.06 0.14 0.001 | I | O | | | 2.72 4.183 0.05 0.12 0.001 | I O | | | 2.31 4.200 0.05 0.10 0.000 | I O| | | | 1.98 4.217 0.05 0.09 0.000 | I O | | | | 1.71 4.233 0.04 0.08 0.000 | I O | | | | 1.50 4.250 0.04 0.07 0.000 | I O | | | | 1.33 4.267 0.04 0.06 0.000 | I O | | | | 1.19 4.283 0.04 0.06 0.000 | I O | | | | 1.08 4.300 0.04 0.05 0.000 | IO | | | | 0.99 4.317 0.03 0.05 0.000 | IO | | | | 0.91 4.333 0.03 0.04 0.000 | IO | | | | 0.85 4.350 0.03 0.04 0.000 | IO | | | | 0.80 4.367 0.03 0.04 0.000 | O | | | | 0.75 4.383 0.03 0.04 0.000 | O | | | | 0.71 4.400 0.03 0.03 0.000 | O | | | | 0.68 4.417 0.03 0.03 0.000 | O | | | | 0.65 4.433 0.03 0.03 0.000 | O | | | | 0.62 4.450 0.03 0.03 0.000 | O | | | | 0.60 4.467 0.03 0.03 0.000 |IO | | | | 0.58 4.483 0.03 0.03 0.000 |IO | | | | 0.56 4.500 0.02 0.03 0.000 |IO | | | | 0.54 4.517 0.02 0.03 0.000 |IO | | | | 0.53 4.533 0.02 0.03 0.000 |O | | | | 0.51 4.550 0.02 0.03 0.000 |O | | | | 0.50 4.567 0.02 0.02 0.000 |O | | | | 0.49 4.583 0.02 0.02 0.000 |O | | | | 0.47 4.600 0.02 0.02 0.000 |O | | | | 0.46 4.617 0.02 0.02 0.000 |O | | | | 0.45 4.633 0.02 0.02 0.000 |O | | | | 0.44 4.650 0.02 0.02 0.000 |O | | | | 0.43 4.667 0.02 0.02 0.000 |O | | | | 0.43 4.683 0.02 0.02 0.000 |O | | | | 0.42 4.700 0.02 0.02 0.000 |O | | | | 0.41 4.717 0.02 0.02 0.000 |O | | | | 0.40 4.733 0.02 0.02 0.000 |O | | | | 0.40 4.750 0.02 0.02 0.000 |O | | | | 0.39 4.767 0.02 0.02 0.000 |O | | | | 0.38 4.783 0.02 0.02 0.000 |O | | | | 0.38 4.800 0.02 0.02 0.000 |O | | | | 0.37 4.817 0.02 0.02 0.000 |O | | | | 0.37 4.833 0.02 0.02 0.000 |O | | | | 0.36 4.850 0.02 0.02 0.000 |O | | | | 0.35 4.867 0.02 0.02 0.000 |O | | | | 0.35 4.883 0.02 0.02 0.000 |O | | | | 0.34 4.900 0.02 0.02 0.000 |O | | | | 0.34 4.917 0.02 0.02 0.000 |O | | | | 0.34 4.933 0.02 0.02 0.000 |O | | | | 0.33 4.950 0.02 0.02 0.000 |O | | | | 0.33 4.967 0.02 0.02 0.000 |O | | | | 0.32 4.983 0.02 0.02 0.000 |O | | | | 0.32 5.000 0.02 0.02 0.000 |O | | | | 0.31 5.017 0.02 0.02 0.000 |O | | | | 0.31 5.033 0.02 0.02 0.000 |O | | | | 0.31 5.050 0.01 0.02 0.000 |O | | | | 0.30 5.067 0.01 0.02 0.000 |O | | | | 0.30 5.083 0.01 0.02 0.000 |O | | | | 0.30 5.100 0.01 0.01 0.000 |O | | | | 0.29 5.117 0.01 0.01 0.000 |O | | | | 0.29 5.133 0.01 0.01 0.000 |O | | | | 0.29 5.150 0.01 0.01 0.000 |O | | | | 0.28 5.167 0.01 0.01 0.000 |O | | | | 0.28 5.183 0.01 0.01 0.000 |O | | | | 0.28 5.200 0.01 0.01 0.000 |O | | | | 0.28 5.217 0.01 0.01 0.000 |O | | | | 0.27 5.233 0.01 0.01 0.000 |O | | | | 0.27 5.250 0.01 0.01 0.000 IO | | | | 0.27 5.267 0.01 0.01 0.000 IO | | | | 0.27 5.283 0.01 0.01 0.000 IO | | | | 0.26 5.300 0.01 0.01 0.000 IO | | | | 0.26 5.317 0.01 0.01 0.000 O | | | | 0.26 5.333 0.01 0.01 0.000 O | | | | 0.26 5.350 0.01 0.01 0.000 O | | | | 0.25 5.367 0.01 0.01 0.000 O | | | | 0.25 5.383 0.01 0.01 0.000 O | | | | 0.25 5.400 0.01 0.01 0.000 O | | | | 0.25 5.417 0.01 0.01 0.000 O | | | | 0.25 5.433 0.01 0.01 0.000 O | | | | 0.24 5.450 0.01 0.01 0.000 O | | | | 0.24 5.467 0.01 0.01 0.000 O | | | | 0.24 5.483 0.01 0.01 0.000 O | | | | 0.24 5.500 0.01 0.01 0.000 O | | | | 0.24 5.517 0.01 0.01 0.000 O | | | | 0.23 5.533 0.01 0.01 0.000 O | | | | 0.23 5.550 0.01 0.01 0.000 O | | | | 0.23 5.567 0.01 0.01 0.000 O | | | | 0.23 5.583 0.01 0.01 0.000 O | | | | 0.23 5.600 0.01 0.01 0.000 O | | | | 0.23 5.617 0.01 0.01 0.000 O | | | | 0.22 5.633 0.01 0.01 0.000 O | | | | 0.22 5.650 0.01 0.01 0.000 O | | | | 0.22 5.667 0.01 0.01 0.000 O | | | | 0.22 5.683 0.01 0.01 0.000 O | | | | 0.22 5.700 0.01 0.01 0.000 O | | | | 0.22 5.717 0.01 0.01 0.000 O | | | | 0.22 5.733 0.01 0.01 0.000 O | | | | 0.21 5.750 0.01 0.01 0.000 O | | | | 0.21 5.767 0.01 0.01 0.000 O | | | | 0.21 5.783 0.01 0.01 0.000 O | | | | 0.21 5.800 0.01 0.01 0.000 O | | | | 0.21 5.817 0.01 0.01 0.000 O | | | | 0.21 5.833 0.01 0.01 0.000 O | | | | 0.21 5.850 0.01 0.01 0.000 O | | | | 0.20 5.867 0.01 0.01 0.000 O | | | | 0.20 5.883 0.01 0.01 0.000 O | | | | 0.20 5.900 0.01 0.01 0.000 O | | | | 0.20 5.917 0.01 0.01 0.000 O | | | | 0.20 5.933 0.01 0.01 0.000 O | | | | 0.20 5.950 0.01 0.01 0.000 O | | | | 0.20 5.967 0.01 0.01 0.000 O | | | | 0.20 5.983 0.01 0.01 0.000 O | | | | 0.20 6.000 0.01 0.01 0.000 O | | | | 0.19 6.017 0.01 0.01 0.000 O | | | | 0.19 6.033 0.01 0.01 0.000 O | | | | 0.19 6.050 0.01 0.01 0.000 O | | | | 0.19 6.067 0.00 0.01 0.000 O | | | | 0.17 6.083 0.00 0.01 0.000 O | | | | 0.12 6.100 0.00 0.00 0.000 O | | | | 0.09 6.117 0.00 0.00 0.000 O | | | | 0.07 6.133 0.00 0.00 0.000 O | | | | 0.05 6.150 0.00 0.00 0.000 O | | | | 0.04 6.167 0.00 0.00 0.000 O | | | | 0.03 6.183 0.00 0.00 0.000 O | | | | 0.02 6.200 0.00 0.00 0.000 O | | | | 0.02 ****************************HYDROGRAPH DATA**************************** Number of intervals = 372 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 0.217 (CFS) Total volume = 0.013 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/05/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** FINALROUTE ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.670 given for subarea Rainfall intensity (I) = 2.173(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 27.91 min. Rain intensity = 2.17(In/Hr) Total area = 0.093(Ac.) Total runoff = 0.125(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 505.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 33.800(Ft.) Downstream point/station elevation = 32.840(Ft.) Pipe length = 31.00(Ft.) Slope = 0.0310 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.125(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.125(CFS) Normal flow depth in pipe = 1.45(In.) Flow top width inside pipe = 5.13(In.) Critical Depth = 2.10(In.) Pipe flow velocity = 3.45(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 28.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 505.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.093(Ac.) Runoff from this stream = 0.125(CFS) Time of concentration = 28.06 min. Rainfall intensity = 2.165(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.870 given for subarea Rainfall intensity (I) = 2.827(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 18.56 min. Rain intensity = 2.83(In/Hr) Total area = 0.074(Ac.) Total runoff = 0.217(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 34.400(Ft.) Downstream point/station elevation = 32.840(Ft.) Pipe length = 4.00(Ft.) Slope = 0.3900 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.217(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.217(CFS) Normal flow depth in pipe = 1.01(In.) Flow top width inside pipe = 4.49(In.) Critical Depth = 2.81(In.) Pipe flow velocity = 9.91(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 18.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.074(Ac.) Runoff from this stream = 0.217(CFS) Time of concentration = 18.57 min. Rainfall intensity = 2.826(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.125 28.06 2.165 2 0.217 18.57 2.826 Qmax(1) = 1.000 * 1.000 * 0.125) + 0.766 * 1.000 * 0.217) + = 0.291 Qmax(2) = 1.000 * 0.662 * 0.125) + 1.000 * 1.000 * 0.217) + = 0.300 Total of 2 main streams to confluence: Flow rates before confluence point: 0.125 0.217 Maximum flow rates at confluence using above data: 0.291 0.300 Area of streams before confluence: 0.093 0.074 Results of confluence: Total flow rate = 0.300(CFS) Time of concentration = 18.567 min. Effective stream area after confluence = 0.167(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 32.840(Ft.) Downstream point/station elevation = 32.130(Ft.) Pipe length = 23.00(Ft.) Slope = 0.0309 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.300(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.300(CFS) Normal flow depth in pipe = 2.03(In.) Flow top width inside pipe = 6.96(In.) Critical Depth = 3.04(In.) Pipe flow velocity = 4.30(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 18.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.167(Ac.) Runoff from this stream = 0.300(CFS) Time of concentration = 18.66 min. Rainfall intensity = 2.817(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.870 given for subarea Rainfall intensity (I) = 2.366(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 24.45 min. Rain intensity = 2.37(In/Hr) Total area = 0.058(Ac.) Total runoff = 0.124(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 34.200(Ft.) Downstream point/station elevation = 32.130(Ft.) Pipe length = 4.00(Ft.) Slope = 0.5175 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.124(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.124(CFS) Normal flow depth in pipe = 0.72(In.) Flow top width inside pipe = 3.90(In.) Critical Depth = 2.10(In.) Pipe flow velocity = 9.25(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 24.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.058(Ac.) Runoff from this stream = 0.124(CFS) Time of concentration = 24.46 min. Rainfall intensity = 2.366(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.300 18.66 2.817 2 0.124 24.46 2.366 Qmax(1) = 1.000 * 1.000 * 0.300) + 1.000 * 0.763 * 0.124) + = 0.394 Qmax(2) = 0.840 * 1.000 * 0.300) + 1.000 * 1.000 * 0.124) + = 0.376 Total of 2 main streams to confluence: Flow rates before confluence point: 0.300 0.124 Maximum flow rates at confluence using above data: 0.394 0.376 Area of streams before confluence: 0.167 0.058 Results of confluence: Total flow rate = 0.394(CFS) Time of concentration = 18.656 min. Effective stream area after confluence = 0.225(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 32.130(Ft.) Downstream point/station elevation = 31.480(Ft.) Pipe length = 21.00(Ft.) Slope = 0.0310 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.394(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.394(CFS) Normal flow depth in pipe = 2.33(In.) Flow top width inside pipe = 7.27(In.) Critical Depth = 3.51(In.) Pipe flow velocity = 4.65(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 18.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.225(Ac.) Runoff from this stream = 0.394(CFS) Time of concentration = 18.73 min. Rainfall intensity = 2.810(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.750 given for subarea Rainfall intensity (I) = 2.447(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 23.21 min. Rain intensity = 2.45(In/Hr) Total area = 0.047(Ac.) Total runoff = 0.112(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 33.400(Ft.) Downstream point/station elevation = 31.480(Ft.) Pipe length = 3.00(Ft.) Slope = 0.6400 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.112(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.112(CFS) Normal flow depth in pipe = 0.66(In.) Flow top width inside pipe = 3.74(In.) Critical Depth = 1.99(In.) Pipe flow velocity = 9.69(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 23.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.047(Ac.) Runoff from this stream = 0.112(CFS) Time of concentration = 23.22 min. Rainfall intensity = 2.447(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.394 18.73 2.810 2 0.112 23.22 2.447 Qmax(1) = 1.000 * 1.000 * 0.394) + 1.000 * 0.807 * 0.112) + = 0.485 Qmax(2) = 0.871 * 1.000 * 0.394) + 1.000 * 1.000 * 0.112) + = 0.455 Total of 2 main streams to confluence: Flow rates before confluence point: 0.394 0.112 Maximum flow rates at confluence using above data: 0.485 0.455 Area of streams before confluence: 0.225 0.047 Results of confluence: Total flow rate = 0.485(CFS) Time of concentration = 18.731 min. Effective stream area after confluence = 0.272(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 31.480(Ft.) Downstream point/station elevation = 31.100(Ft.) Pipe length = 14.00(Ft.) Slope = 0.0271 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.485(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.485(CFS) Normal flow depth in pipe = 2.69(In.) Flow top width inside pipe = 7.56(In.) Critical Depth = 3.91(In.) Pipe flow velocity = 4.71(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 18.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.272(Ac.) Runoff from this stream = 0.485(CFS) Time of concentration = 18.78 min. Rainfall intensity = 2.805(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.870 given for subarea Rainfall intensity (I) = 3.214(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.21 min. Rain intensity = 3.21(In/Hr) Total area = 0.062(Ac.) Total runoff = 0.213(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 37.800(Ft.) Downstream point/station elevation = 35.700(Ft.) Pipe length = 144.00(Ft.) Slope = 0.0146 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.213(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.213(CFS) Normal flow depth in pipe = 2.31(In.) Flow top width inside pipe = 5.84(In.) Critical Depth = 2.78(In.) Pipe flow velocity = 3.06(Ft/s) Travel time through pipe = 0.79 min. Time of concentration (TC) = 16.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.062(Ac.) Runoff from this stream = 0.213(CFS) Time of concentration = 16.00 min. Rainfall intensity = 3.111(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.485 18.78 2.805 2 0.213 16.00 3.111 Qmax(1) = 1.000 * 1.000 * 0.485) + 0.902 * 1.000 * 0.213) + = 0.677 Qmax(2) = 1.000 * 0.852 * 0.485) + 1.000 * 1.000 * 0.213) + = 0.626 Total of 2 main streams to confluence: Flow rates before confluence point: 0.485 0.213 Maximum flow rates at confluence using above data: 0.677 0.626 Area of streams before confluence: 0.272 0.062 Results of confluence: Total flow rate = 0.677(CFS) Time of concentration = 18.781 min. Effective stream area after confluence = 0.334(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 37.700(Ft.) Downstream point/station elevation = 37.200(Ft.) Pipe length = 12.00(Ft.) Slope = 0.0417 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.677(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.677(CFS) Normal flow depth in pipe = 2.86(In.) Flow top width inside pipe = 7.67(In.) Critical Depth = 4.66(In.) Pipe flow velocity = 6.03(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 18.81 min. End of computations, total study area = 0.334 (Ac.) CLW No.: 1476D January 26, 2022 ATTACHMENT 5 HYDROLOGY MAP - EXISTING CONDITIONS ● CLW No.: 1476D January 26, 2022 ATTACHMENT 6 HYDROLOGY MAP - PROPOSED CONDITIONS ● CLW No.: 1476D ATTACHMENT 7 STORM WATER MANAGEMENT INVESTIGATION STORM WATER MANAGEMENT INVESTIGATION 2690 ROOSEVELT STREET CARLSBAD, CALIFORNIA PREPARED FOR ROOSEVELT NINE LLC CARDIFF, CALIFORNIA APRIL 21, 2020 REVISED OCTOBER 24, 2022 PROJECT NO. G2245-52-01 Project No. G2245-52-01 April 21, 2020 Revised October 24, 2022 Roosevelt Nine LLC 2033 San Elijo Avenue, Suite 423 Cardiff, California 92014 Attention: Mr. Randolf Cherewick Subject: STORM WATER MANAGEMENT INVESTIGATION 2690 ROOSEVELT STREET CARLSBAD, CALIFORNIA Reference: Geotechnical Investigation, 2690 Roosevelt Street, Carlsbad, California, prepared by Geocon Incorporated, dated April 8, 2019 (Project No. G2245-52-01). Dear Mr. Cherewick: In accordance with your request, we herein submit the results of our storm water management investigation for the property located at 2690 Roosevelt Street in the City of Carlsbad, California (see Figure 1, Vicinity Map). SITE AND PROJECT DESCRIPTION The subject site is located north of the intersection of Roosevelt Street and Beech Avenue in a residential area in the City of Carlsbad, California. The site currently consists of a single-family residence that has been modified to commercial space. The site is accessed from Roosevelt Street by a concrete drive to north and a gravel driveway to the south of the structure with parking available to the east of the building. The property slopes gently to the northwest with elevations ranging from about 41 to 47 feet above Mean Sea Level (MSL). Overhead utility lines exist fronting Roosevelt Street. We prepared the referenced geotechnical investigation report for the site and proposed development. Our field investigation consisted of advancing 5 exploratory borings (Borings B-1 through B-5) to a maximum depth of about 19½ feet and performing 2 infiltration tests. During our investigation, we encountered one surficial soil unit (consisting of undocumented fill) and one formational unit (consisting of Old Paralic Deposits). We encountered undocumented fill in our borings to depths ranging from about 1 to 3 feet overlying the Old Paralic Deposits. The occurrence, distribution, and description of each unit Geocon Project No. G2245-52-01 - 2 - April 21, 2022 Revised October 24, 2022 encountered are shown on the Geologic Map, Figure 2 and on the boring logs in Appendix A of the referenced report. STORM WATER MANAGEMENT INVESTIGATION We understand storm water management devices will be used in accordance with the 2021 City of Carlsbad BMP Design Manual. If not properly constructed, there is a potential for distress to improvements and properties located hydrologically down gradient or adjacent to these devices. Factors such as the amount of water to be detained, its residence time, and soil permeability have an important effect on seepage transmission and the potential adverse impacts that may occur if the storm water management features are not properly designed and constructed. We have not performed a hydrogeological study at the site. If infiltration of storm water runoff occurs, downstream properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other undesirable impacts as a result of water infiltration. Hydrologic Soil Group The United States Department of Agriculture (USDA), Natural Resources Conservation Services, possesses general information regarding the existing soil conditions for areas within the United States. The USDA website also provides the Hydrologic Soil Group. Table 1 presents the descriptions of the hydrologic soil groups. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. In addition, the USDA website also provides an estimated saturated hydraulic conductivity for the existing soil. TABLE 1 HYDROLOGIC SOIL GROUP DEFINITIONS Soil Group Soil Group Definition A Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. B Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. C Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. D Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Geocon Project No. G2245-52-01 - 3 - April 21, 2022 Revised October 24, 2022 Table 2 presents the information from the USDA website for the subject property. TABLE 2 USDA WEB SOIL SURVEY – HYDROLOGIC SOIL GROUP* Map Unit Name Map Unit Symbol Approximate Percentage of Property Hydrologic Soil Group kSAT of Most Limiting Layer (Inches/ Hour) Marina loamy coarse sand, 2 to 9 percent slopes MlC 100 B 0.57 – 1.98 *The areas of the property that possess fill materials should be considered to possess a Hydrologic Soil Group D. In Situ Testing We performed 2 constant-head infiltration tests using the Aardvark permeameter at the locations shown on the Geologic Map, Figure 2. Table 3 presents the results of the infiltration tests. The field data sheets are attached herein. We applied a feasibility factor of safety of 2.0 to our estimated infiltration rates. The designer of storm water devices should apply an appropriate factor of safety, where necessary. Soil infiltration rates from in-situ tests can vary significantly from one location to another due to the heterogeneous characteristics inherent to most soil. TABLE 3 INFILTRATION TEST RESULTS Test No. Geologic Unit Test Depth (feet, below grade) Field-Saturated Hydraulic Conductivity/Infiltration Rate, ksat (inch/hour) Worksheet Infiltration Rate1 (inch/hour) P-1 Qop 2 0.008 0.004 P-2 Qop 2 0.183 0.092 Average 0.10 0.05 1 Using a Factor of Safety of 2. Infiltration categories include full infiltration, partial infiltration and no infiltration. Table 4 presents the commonly accepted definitions of the potential infiltration categories based on the infiltration rates. TABLE 4 INFILTRATION CATEGORIES Infiltration Category Field Infiltration Rate, I (Inches/Hour) Factored Infiltration Rate1, I (Inches/Hour) Full Infiltration I > 1.0 I > 0.5 Partial Infiltration 0.10 < I < 1.0 0.05 < I < 0.5 No Infiltration (Infeasible) I < 0.10 I < 0.05 1 Using a Factor of Safety of 2. Geocon Project No. G2245-52-01 - 4 - April 21, 2022 Revised October 24, 2022 The test results indicate the approximate infiltration rates range from approximately 0.008 to 0.183 inches per hour (0.004 to 0.092 inches per hour with an applied factor of safety of 2). The average infiltration rate with an applied factor of safety of 2 is 0.05 inches per hour. Full infiltration should be considered infeasible, however partial infiltration should be considered feasible at the site because the average infiltration rate is between 0.05 and 0.5 inches per hour. GEOTECHNICAL CONSIDERATIONS Groundwater Elevations We encountered perched groundwater/seepage during our investigation at depths ranging from approximately 7½ to 11½ feet below the existing ground surface (approximate elevations ranging from approximately 32½ to 37½ feet MSL). We expect permanent groundwater is approximately 40 feet below the existing ground surface. New or Existing Utilities Utilities are present on the existing property and within the existing adjacent Roosevelt Street. Full or partial infiltration should not be allowed in the areas of the utilities to help prevent potential damage/distress to improvements. Mitigation measures to prevent water from infiltrating the utilities consist of setbacks, installing cutoff walls around the utilities and installing subdrains and/or installing liners. Existing Structures Existing structures exist to the north and south and east of the site. Water should not be allowed to infiltrate in areas where it could affect the existing and neighboring properties and existing and adjacent structures, improvements and roadways. Mitigation for existing structures consist of not allowing water infiltration within a 1:1 plane from existing foundations and extending the infiltration areas at least 10 feet from the existing foundations and into formational materials. Soil or Groundwater Contamination We are unaware of contaminated soil on the property. Therefore, infiltration associated with this risk is considered feasible. CONCLUSIONS AND RECOMMENDATIONS Storm Water Evaluation Narrative The site is underlain by approximately 1 to 3 feet of undocumented fill across the site. In our experience, fill does not possess infiltration rates appropriate with infiltration. Therefore, infiltration is considered Geocon Project No. G2245-52-01 - 5 - April 21, 2022 Revised October 24, 2022 infeasible within the undocumented fill and we performed our infiltration tests in the relatively shallow Old Paralic Deposits. The formational Old Paralic Deposits underlie the undocumented as shallow as 1 to 3 feet deep and extending to approximately 14 to 19 feet below existing grade. We performed 2 infiltration tests within the Old Paralic Deposits and the results indicate an infiltration rate of approximately 0.05 inches per hour. The Santiago Formation exists below the Old Paralic Deposits. We did not perform infiltration testing within the Santiago Formation due to the depth of the formation. It would be unreasonable and costly to install storm water devices at depths exceeding approximately 15 feet at the site. We encountered perched groundwater/seepage during our investigation at depths ranging from approximately 7½ and 11½ feet below the existing ground surface. We expect permanent groundwater exist approximately 40 feet below existing grade. We expect the bottom of planned storm water infiltration devices will extend to depths of 2 feet or greater below the existing ground surface at the site. Storm Water Evaluation Conclusion Based on the results of our infiltration tests performed within the existing formational materials (approximately 0.05 inches per hour), and the depth of groundwater relative to the bottom of planned storm water devices, we opine full infiltration on the property is considered infeasible. The site can be classified as “Partial Infiltration” condition due to the rates ranging between 0.05 to 0.5 inches per hour. Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas allowing “Partial Infiltration” if the following criteria are met: Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade. A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric (Mirafi 140 N or equivalent). Storm Water Management Devices Liners and subdrains should be incorporated into the design and construction of the planned storm water devices. The liners should be impermeable (e.g. High-density polyethylene, HDPE, with a thickness of about 30 mil or equivalent Polyvinyl Chloride, PVC) to prevent water migration. The subdrains should be perforated within the liner area, installed at the base and above the liner, be at least 3 inches in diameter and consist of Schedule 40 PVC pipe. The subdrains outside of the liner should consist of solid pipe. The penetration of the liners at the subdrains should be properly waterproofed. The subdrains Geocon Project No. G2245-52-01 - 6 - April 21, 2022 Revised October 24, 2022 should be connected to a proper outlet. The devices should also be installed in accordance with the manufacturer’s recommendations. Storm Water Standard Worksheets We evaluated the proposed project with respect to the infiltration restrictions contained in Table D.1- 1 in Appendix D of the City of Carlsbad BMP Design Manual (see Table 5). TABLE 5 CONSIDERATIONS FOR GEOTECNICAL ANALSIS OF INFILTRATION RESTRICTIONS (TABLE D.1-1 OF APPENDIX D) Restriction Element Is Element Applicable? (Yes/No) Mandatory Considerations BMP is within 100’ of Contaminated Soils No BMP is within 100’ of Industrial Activities Lacking Source Control No BMP is within 100’ of Well/Groundwater Basin No BMP is within 50’ of Septic Tanks/Leach Fields No BMP is within 10’ of Structures/Tanks/Walls No BMP is within 10’ of Sewer Utilities No BMP is within 10’ of Groundwater Table No BMP is within Hydric Soils No BMP is within Highly Liquefiable Soils and has Connectivity to Structures No BMP is within 1.5 Times the Height of Adjacent Steep Slopes (≥25%) No City Staff has Assigned “Restricted” Infiltration Category No Optional Considerations BMP is within Predominantly Type D Soil Yes BMP is within 10’ of Property Line No BMP is within Fill Depths of ≥5’ (Existing or Proposed) No BMP is within 10’ of Underground Utilities No BMP is within 250’ of Ephemeral Stream No Other (Provide detailed geotechnical support) – See discussion above No Result Based on examination of the best available information, I have not identified any restrictions above. XUnrestricted Based on examination of the best available information, I have identified one or more restrictions above. The BMP manual also has a worksheet (Table D.2-4 of Appendix D) that helps the project civil engineer estimate the factor of safety based on several factors. Table 6 describes the suitability assessment input parameters related to the geotechnical engineering aspects for the factor of safety determination. Geocon Project No. G2245-52-01 - 7 - April 21, 2022 Revised October 24, 2022 TABLE 6 GUIDANCE FOR DETERMINING INDIVIDUAL FACTOR VALUES – PART A (TABLE D.2-4 OF APPENDIX D) Consideration High Concern – 3 Points Medium Concern – 2 Points Low Concern – 1 Point Infiltration Test Method Any At least 2 tests of any kind within 50’ of BMP At least 4 tests within BMP footprint, OR Large/Small Scale Pilot Infiltration Testing over at least 5% of BMP footprint. Soil Texture Class Unknown, Silty, or Clayey Loamy Granular/Slightly Loamy Site Variability Unknown or High Moderately Homogenous Significantly Homogenous Depth to Groundwater/ Obstruction <5’ below BMP 5-15’ below BMP >15’ below BMP Table 7 presents the estimated safety factor values for the evaluation of the factor of safety. This table only presents the suitability assessment safety factor (Part A) of the worksheet. The project civil engineer should evaluate the safety factor for design (Part B) and use the combined safety factor for the design infiltration rate. TABLE 7 DETERMINATION OF SAFETY FACTOR (TABLE D.2-3 OF APPENDIX D) Consideration Assigned Weight (w) Factor Value (v) Product (p = w x v) Suitability Assessment(A) Infiltration Testing Method 0.25 2 0.50 Soil Texture Class 0.25 2 0.50 Site Variability 0.25 3 0.75 Depth to Groundwater/Obstruction 0.25 1 0.25 Suitability Assessment Safety Factor, SA = p 2.0 Design (B) Pretreatment * Refer to Table D.2-4 * Resiliency * * Compaction * * Design Safety Factor, SB = p * Safety Factor, S = SA x SB(Must be always greater than or equal to 2)* *The civil engineer should evaluate the “Design (B)” factors and the Safety Factor, S. Geocon Project No. G2245-52-01 - 8 - April 21, 2022 Revised October 24, 2022 Table 8 presents the elements for determining the design infiltration rate (Table D.2-1 of Appendix D). The civil engineer should evaluate the Safety Factor, S and Design Infiltration Rate. We also included herein the original I-8 Form from previous submittals for consistency with the current submittal process. TABLE 8 ELEMENTS FOR DETERMINATION OF DESIGN INFILTRATION RATES Item Value Initial Infiltration Rate Identify per Section D.2.1 0.10 Inches/Hour Corrected Infiltration RateIdentify per Section D.2.2 0.05 Inches/Hour Safety FactorIdentify per Section D.2.3 * Design Infiltration RateCorrected Infiltration Rate/Safety Factor *Inches/Hour *The civil engineer should evaluate the Safety Factor and Design Infiltration Rate. If you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Dylan Thomas PG 9857 Shawn Foy Weedon GE 2714 DT:SFW:arm (e-mail) Addressee SITESITE NO SCALE FIG. 1 THE GEOGRAPHICAL INFORMATION MADE AVAILABLE FOR DISPLAY WAS PROVIDED BY GOOGLE EARTH, SUBJECT TO A LICENSING AGREEMENT. THE INFORMATION IS FOR ILLUSTRATIVE PURPOSES ONLY; IT IS NOT INTENDED FOR CLIENT'S USE OR RELIANCE AND SHALL NOT BE REPRODUCED BY CLIENT. CLIENT SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS GEOCON FROM ANY LIABILITY INCURRED AS A RESULT OF SUCH USE OR RELIANCE BY CLIENT. VICINITY MAP 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 DSK/GTYPD PROJECT NO. G2245 - 52 - 01LR / RA 2690 ROOSEVELT STREET CARLSBAD, CALIFORNIAGEOTECHNICAL ENVIRONMENTAL MATERIALS Plotted:04/05/2019 2:21PM | By:RUBEN AGUILAR | File Location:Y:\PROJECTS\G2245-52-01 2690 Roosevelt Street\DETAILS\G2245-52-01 VicinityMap.dwg DATE 04 - 08 - 201910-05-202210-24-2022 GE O L O G I C M A P 2 26 9 0 R O O S E V E L T S T R E E T CA R L S B A D , C A L I F O R N I A 69 6 0 F L A N D E R S D R I V E - S A N D I E G O , C A L I F O R N I A 9 2 1 2 1 - 2 9 7 4 PH O N E 8 5 8 5 5 8 - 6 9 0 0 - F A X 8 5 8 5 5 8 - 6 1 5 9 PR O J E C T N O . G 2 2 4 5 - 5 2 - 0 1 DA T E 0 4 - 0 8 - 2 0 1 9 FI G U R E GE O T E C H N I C A L E N V I R O N M E N T A L M A T E R I A L S Pl o t t e d : 0 4 / 0 5 / 2 0 1 9 2 : 2 1 P M | B y : R U B E N A G U I L A R | F i l e L o c a t i o n : Y : \P R O J E C T S \ G 2 2 4 5 - 5 2 - 0 1 2 6 9 0 R o o s e v e l t S t r e e t \ S H E E T S \ G 2 2 4 5 - 5 2 - 0 1 Ge o l o g i c M a p . d w g GE O C O N L E G E N D .. . . . . . . U N D O C U M E N T E D F I L L .. . . . . . . A P P R O X . L O C A T I O N O F B O R I N G Qu d f B- 5 P- 2 .. . . . . . . A P P R O X . L O C A T I O N O F I N F I L T R A T I O N T E S T .. . . . . . . O L D P A R A L I C D E P O S I T S ( D o t t e d W h e r e B u r i e d ) Qo p 10 - 0 5 - 2 0 2 2 10 - 2 4 - 2 0 2 2 Categorization of Infiltration Feasibility Condition Form I-8 Part 1 – Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No 1 Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. X Provide basis: Geocon Incorporated performed infiltration testing as part of a geotechnical investigation for the site as summarized in the report titled: Geotechnical Investigation, 2690 Roosevelt Street, Carlsbad, California, prepared by Geocon Incorporated, dated April 8, 2019 (Project No. G2245-52-01) and attached letter. Geocon Incorporated performed 2 Aardvark Permeameter tests at the site within the Old Paralic Deposits within the low end of the site where storm water devices will likely be installed. The following presents the results of the field infiltration tests: P-1 at 2 feet: 0.008 inches/hour (0.004 inches/hour with FOS=2) P-2 at 2 feet: 0.183 inches/hour (0.092 inches/hour with FOS=2) These tests result in an average of 0.10 inches/hour (0.05 inches/hour with an applied factor of safety of 2), less than 0.5 inches per hour. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: The potential geologic hazards at the site are summarized in the geotechnical report prepared by Geocon Incorporated (Project No. G2245-52-01, dated April 8, 2019) and attached letter. Geologic hazards do not exist at the site that would preclude infiltration. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Worksheet C.4-1 Page 2 of 4 Criteria Screening Question Yes No 3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: The geotechnical investigation performed by Geocon Incorporated (Project No. G2245-52-01, dated April 8, 2019) included drilling 5 borings to depths up to approximately 20 feet. Groundwater was encountered in the borings at depths ranging from 7½ and 11½ feet below the existing grade. Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas allowing “Partial Infiltration”. Partial Infiltration” may be allowed if the following criteria are met: -Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade. -A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric (Mirafi 140 N or equivalent). 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: Geocon Incorporated does not expect infiltration will cause water balance issues such as seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Part 1 Result* If all answers to rows 1 – 4 are “Yes” a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is “No”, infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a “full infiltration” design. Proceed to Part 2 No Full Infiltration *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. Worksheet C.4-1 Page 3 of 4 Part 2 –Partial Infiltration vs. No Infiltration Feasibility ScreeningCriteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No 5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. X Provide basis: Geocon Incorporated performed infiltration testing as part of a geotechnical investigation for the site as summarized in the report titled: Geotechnical Investigation, 2690 Roosevelt Street, Carlsbad, California, prepared by Geocon Incorporated, dated April 8, 2019 (Project No. G2245-52-01) and the attached letter. Geocon Incorporated performed 2 Aardvark Permeameter tests at the site within the Old Paralic Deposits within the low end of the site where storm water devices will likely be installed. The following presents the results of our field infiltration tests: P-1 at 2 feet: 0.008 inches/hour (0.004 inches/hour with FOS=2) P-2 at 2 feet: 0.183 inches/hour (0.092 inches/hour with FOS=2) These tests result in an average of 0.10 inches/hour (0.05 inches/hour with an applied factor of safety of 2). The average infiltration rate at the site is 0.05 inches/hour, therefore, partial infiltration should be considered feasible. Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas . “Partial Infiltration” may be allowed if the following criteria are met: -Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade. -A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a minimum 4- inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric (Mirafi 140 N or equivalent). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: The potential geologic hazards at the site are summarized in the geotechnical report prepared by Geocon Incorporated (Project No. G2245-52-01, dated April 8, 2019) and attached letter. Geologic hazards do not exist at the site that would preclude infiltration. Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas. Partial Infiltration may be allowed if the following criteria are met: -Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade. -A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric (Mirafi 140 N or equivalent). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Worksheet C.4-1 Page 4 of 4 Criteria Screening Question Yes No 7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: The geotechnical investigation performed by Geocon Incorporated (Project No. G2245-52-01, dated April 8, 2019) included drilling 5 borings to depths up to approximately 20 feet. Groundwater/seepage was encountered in the borings at depths ranging from 7½ and 11½ feet below the existing grade. Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas allowing “Partial Infiltration” if the following criteria are met: -Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade. -A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric (Mirafi 140 N or equivalent). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: Geocon Incorporated does not provide a study regarding water rights. However, these rights are not typical in the San Diego County area. Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas. “Partial Infiltration” may be allowed if the following criteria are met: -Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade. -A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric (Mirafi 140 N or equivalent). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Part 2 Result* If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. Partial Infiltration *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. Aardvark Permeameter Data Analysis Project Name:Date:2/8/2018 Project Number:By:LR Borehole Location:Ref. EL (feet, MSL):42.0 Bottom EL (feet, MSL):41.8 Borehole Diameter, d (in.):4.25Borehole Depth, H (feet):2.00 Wetted Area, A (in2):89.68 Distance Between Reservoir & Top of Borehole (in.):29.00Depth to Water Table, s (feet):50.00Height APM Raised from Bottom (in.):2.00Pressure Reducer Used:No Distance Between Resevoir and APM Float, D (in.):46.25Head Height Calculated, h (in.):5.65Head Height Recorded, h (in.):5.50Distance Between Constant Head and Water Table, L (in.):581.65 Reading Time (min)Time Elapsed (min) Reservoir Water Weight (g) Resevoir Water Weight (lbs) Interval Water Consumption (lbs) Total Water Consumption (lbs) *Water Consumption Rate (in3/min) 1 0 17.625 2 5 5.00 17.605 0.020 0.020 0.111 3 10 5.00 17.575 0.030 0.050 0.166 4 15 5.00 17.570 0.005 0.055 0.028 5 20 5.00 17.560 0.010 0.065 0.055 6 25 5.00 17.555 0.005 0.070 0.028 7 30 5.00 17.550 0.005 0.075 0.028 8 35 5.00 17.545 0.005 0.080 0.028 9 40 5.00 17.540 0.005 0.085 0.028 10 111213 14 15 16 17 18 19 20 21 22 23 242526 27 28 0.028 Field-Saturated Hydraulic Conductivity (Infiltration Rate) Case 1: L/h > 3 K sat =1.40E-04 in/min 0.008 in/hr 2690 Roosevelt Street G2245-52-01 P-1 Steady Flow Rate, Q (in3/min): 0.0 0.1 0.1 0.2 0.2 0 5 10 15 20 25 30 35 40 45Wa t e r C o n s u m p t i o n Ra t e ( i n 3/m i n ) Time (min) Aardvark Permeameter Data Analysis Project Name:Date:2/8/2018 Project Number:By:LR Borehole Location:Ref. EL (feet, MSL):41.0 Bottom EL (feet, MSL):40.8 Borehole Diameter, d (in.):4.25Borehole Depth, H (feet):2.00 Wetted Area, A (in2):102.94 Distance Between Reservoir & Top of Borehole (in.):28.00Depth to Water Table, s (feet):50.00Height APM Raised from Bottom (in.):3.00Pressure Reducer Used:No Distance Between Resevoir and APM Float, D (in.):44.25Head Height Calculated, h (in.):6.65Head Height Recorded, h (in.):6.50Distance Between Constant Head and Water Table, L (in.):582.65 Reading Time (min)Time Elapsed (min) Reservoir Water Weight (g) Resevoir Water Weight (lbs) Interval Water Consumption (lbs) Total Water Consumption (lbs) *Water Consumption Rate (in3/min) 1 1 16.875 2 6 5.00 16.734 0.141 0.141 0.779 3 11 5.00 16.609 0.126 0.266 0.696 4 16 5.00 16.473 0.136 0.402 0.751 5 21 5.00 16.337 0.136 0.538 0.751 6 26 5.00 16.201 0.136 0.674 0.751 7 31 5.00 16.066 0.136 0.809 0.751 8 36 5.00 15.930 0.136 0.945 0.751 9 10 111213 14 15 16 17 18 19 20 21 22 23 242526 27 28 0.751 Field-Saturated Hydraulic Conductivity (Infiltration Rate) Case 1: L/h > 3 K sat =3.05E-03 in/min 0.183 in/hr 2690 Roosevelt Street G2245-52-01 P-2 Steady Flow Rate, Q (in3/min): 0.0 0.2 0.4 0.6 0.8 1.0 0 5 10 15 20 25 30 35 40Wa t e r C o n s u m p t i o n Ra t e ( i n 3/m i n ) Time (min)