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2009-10211 G/I (2) City 09"GINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 2, 2011 Attn: SureTec 3033 Fifth Avenue Suite 300 San Diego, California 92103 RE: Seacrest Village 211 Saxony Road APN 265-023-02, 03, 39, 47 06-102 MUP/DR Grading permit 10211-G Final release of security Permit 10211-G authorized earthwork, drainage, private improvements, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and fnaled this project. Therefore, a full release in the remaining security deposit is merited. Performance Bond 4366911, (in the original amount of$352,520.00), reduced by 75% to $88,130.00, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerelv, Debra Geisha' J Le ach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Seacrest Village Debra Geishart File Enc. TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD ?60-633-2700 *14 recycled paper ENGINEERING SERVICES DEPARTMENT Ci O f Capital Improvement Projects District support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 12, 2012 Attn: SureTec 3033 Fifth Avenue Suite 300 San Diego, California 92103 RE: Seacrest Village 211 Saxony Road APN 265-023-02, 03, 39, 47 06-102 MUP/DR Improvement Permit 10211-I Final release of security Permit 10211-1 authorized the installation of all ons Division sionehas approved the rinstallation build the described project. The Field O atTherefI a full release in the security and approved the one-year warranty period. deposit is merited. Performance Bond 4366912, (in the original amount documen3 original e nlosed� to $8,370.75, is hereby released in entir y 75% ety. The Should you have any questions or concern s, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Le Vach Debra Geishaft finance Manager Engineering Technician Financial Services Subdivision Engineering CC Jay Lembach,Finance Manager Seacrest village Debra Geishart File Enc. TF1 -60-(��-'h00 ! FAX -61)-0"3 '6'- 505 � v�,ilcan :A�.enur. I nunicu alitumia 9'UZ�+- (:33 UC) -bpi-o?3-'SOU i. recycled paper \ y City OJ NGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 2, 2011 Attn: SureTec 3033 Fifth Avenue Suite 300 San Diego, California 92103 RE: Seacrest Village 211 Saxony Road APN 265-023-02, 03, 39, 47 06-102 MUP/DR Improvement Permit 10211-1 Partial release of security Permit 10211-1 authorized the installation of all improvements as shown, all needed to build the described project. The Field Operations Division has approved the installation and initiated the one-year warranty period. Therefore, a reduction in the security deposit is merited. Performance Bond 4366912, in the amount of$33,483.00, may be reduced by 75% to $8,370.75. The document original will be kept until it is fully exonerated and the one- year warranty inspection is approved. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geis} rt� J Lem ach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Seacrest Village Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper "75 Intelisyn, In Geotechnical Investigation For Seacrest Village Master Plan 211 and 345 Saxony Rd., Encinitas, California Prepared for Mr. Chris Page January 18, 2006 PP —I �r�:l� Helenschmidt Geotechnical Inc. Helenschmidt Geotechnical, Inc. January 18, 2006 105037 Mr.Chris Page/Intelisyn c/o Seacrest Village 211 Saxony Road Encinitas,CA 92024 SUBJECT: Geotechnical Investigation RE: Seacrest Village Master Plan, 211 and 345 Saxony Road Encinitas,California Dear Mr. Page: We are pleased to submit this report providing the findings, conclusions and recommendations of our geotechnical investigation for the proposed Seacrest Village Master Plan Special in Encinitas,California. Our work was performed in accordance with our proposal to you dated October 18,2005. The following technical report provides a summary of geotechnical conditions in the area of proposed site improvements and conclusions and recommendations regarding geotechnical hazards,grading and earthwork, foundation design criteria and pavement design. We appreciate the opportunity to provide our geotechnical services on this project. If you have any questions regarding our report,please call at your earliest convenience. Sincerely, Helenschmidt Geotechnical,Inc. Q9'pFESS/04'' Stanley Helenschmidt Principal Engineer No.2064 cc GE 2064(ex t).6-30-06) {; UP- cfj, �Q1 ECy{N1GP�'�\Q' �. �rEOF CALIF°� Michael W. Hart p,ED G�G� Consulting Engineering Geologist CEG 706 (exp. 10-31-06) ' 5245 Avenida Encinas,Suite B Telephone 760-579-0333 Carlsbad,CA 92008 Fax 760-579-0230 GEOTECHNICAL INVESTIGATION FOR SEACREST VILLAGE MASTER PLAN 211 and 345 Saxony Road Encinitas,California Table of Contents Page 1.0 INTRODUCTION.......................................................................................................... 1 1.1 Site Conditions and Proposed Construction...................................................... 1 1.2 Purpose and Scope of Work.............................................................................. 2 2.0 PHYSICAL AND GEOLOGIC SETTING.................................................................. 3 2.1 Terrain and Regional and Site Geology............................................................ 3 2.2 Seismic Setting.................................................................................................. 3 2.3 Subsurface Exploration and Geotechnical Conditions...................................... 5 2.4 Ground Water.................................................................................................... 5 3.0 POTENTIAL GEOTECIMCAL HAZARDS............................................................ 5 3.1 Seismic Hazards................................................................................................ 5 3.1.1 Ground Rupture Hazards...................................................................... 5 3.1.2 Ground Shaking Hazards...................................................................... 6 3.1.3 Ground Failure Hazards....................................................................... 6 3.2 Settlement Behavior.......................................................................................... 6 3.3 Expansive Soils................................................................................................. 6 3.4 Soluble Sulfates................................................................................................. 6 3.5 Slope Stability................................................................................................... 7 4.0 CONCLUSIONS............................................................................................................. 7 5.0 RECOMMENDATIONS............................................................................................... 7 5.1 Foundation Design............................................................................................. 8 5.2 Slab Design........................................................................................................ 8 5.3 Retaining Wall Design....................................................................................... 8 5.4 Earthwork Recommendations............................................................................ 8 5.4.1 Site Preparation.................................................................................... 8 5.4.2 Excavation and Trenching.................................................................... 8 5.4.3 Removal and Recompaction................................................................. 8 5.4.3 Fill Placement and Compaction ........................................................... 9 5.5 Surface Drainage................................................................................................ 9 5.6 Seismic Design................................................................................................... 9 5.7 Pavement Design.............................................................................................. 10 5.8 Technical Review............................................................................................. 10 5.9 Earthwork Construction Inspection and Testing.............................................. 10 6.0 INVESTIGATION LIMITATIONS......................................................................... 10 7.0 REFERENCES............................................................................................................ 11 i Table of Contents(cont.) FIGURES 1 Site Location Map........................................................................................ Rear of Text 2 Retaining Wall Drainage Detail................................................................... Rear of Text TABLES I Major Seismic Sources(Active Faults)in the Region................................................... 4 PLATES 1 Boring Location Map ........................................................................................ In Pocket 2 Geotechnical Engineering Cross Section A-A'................................................. In Pocket APPENDICES APPENDIX A-Field Investigation and Logs of Exploratory Borings APPENDIX B-Laboratory Testing ii GEOTECHNICAL INVESTIGATION SEACREST MASTER PLAN ENCINITAS,CALIFORNIA 1.0 INTRODUCTION In accordance with your request and our proposal dated October 18, 2005, Helenschmidt Geotechnical Inc. (HGI) has performed a geotechnical investigation for the proposed Seacrest Master Plan located adjacent to the intersection of Saxony Lane and Saxony Road, in Encinitas, California. The scope of our subsurface investigation was developed based upon the following plans depicting the proposed site development: Seacrest Village—Master Plan, Encinitas, California. Prepared by SGPA Architecture dated 8-16-05 Topographic Map prepared by SAN-LO Aerial Surveys, Scale. 1 Inch — 30 Feet, Contour Interval. 1 Foot,flown on 11-24-04 1.1 Site Conditions and Proposed Construction The Seacrest Village facility is located at the intersection of Saxony Road and Saxony Lane in Encinitas, California (Figure 1). The proposed construction incorporates three areas of the Seacrest Village Development adjacent to Saxony Road and Saxony Lane (Plate 1). The proposed construction consists of two story residential units, a synagogue and leisure center complex, retaining walls,paved parking and a central plant facility. Independent Living Homes- The Independent Living Home site is located northeast of the intersection of Saxony Road and Saxony Lane. The site is currently covered with paved parking,an outdoor basketball court and landscaping. The proposed construction consists of two-story wood framed independent living homes with associated paved parking. Garden Court Addition- The Garden Court site is located southeast of the intersection of Saxony Road and Saxony Lane. The site is currently occupied by paved driveway and parking areas and an electrical equipment enclosure and a building pad that was prepared during the original site grading that has subsequently been used for temporary disposal of vegetation and soils materials generated by landscaping activities. The site slopes gently toward the south. Proposed construction consists of a two-story building housing a Fitness and Aquatic Center (lower floor) and synagogue/multipurpose room (upper floor), multiple attached two-story living units and associated paved parking. We understand that the existing equipment room will be replaced with a central plant at another area of the site. Additional Improvements — A loading dock and retaining walls are proposed near the entrance of the site north of Seacrest Way. In addition, a central plant is proposed to house electrical and mechanical equipment. 1 Mr. Page January 17, 2006 105037 Building plans are not yet available. However, we assume that building loads will be typical for this relatively light construction. We anticipate that the proposed building will be founded on shallow continuous and isolated spread footings. Excavations associated with site grading are anticipated to be approximately 5feet below existing site grades, but may be up to 13 feet in areas of undocumented fills (See Section 5.4.3). The proposed improvements are indicated on Plate 1 (rear of text). 1.2 Purpose and Scope of Work The purpose of our investigation was to develop geotechnical recommendations for site grading and preliminary project design. Supplemental investigation may be warranted if the proposed construction differs considerably from the assumptions of this report, if additional design parameters are needed that were not apparent at the time of this report or if components of the proposed Master Plan will be subject to OSHPD review. Our objectives during our investigation were to adequately characterize the site geologic, seismic and geotechnical conditions and to develop relevant recommendations regarding potential geotechnical hazards, site grading, foundation type and minimum design criteria, and estimated settlement. The following scope of work was performed: Geotechnical Reconnaissance - A geotechnical site reconnaissance was performed to observe current surficial conditions of the property and to evaluate equipment access for drilling. Review of Geologic and Seismic Data — We reviewed available published geologic data, aerial photographs and maps pertinent to the site area (Section 7.0). We also evaluated site seismicity relevant to nearby faults with the EQFAULT program to develop design horizontal ground accelerations. Subsurface investigation— We performed boring permit coordination(County of San Diego) and utility markout coordination (Underground Service Alert) prior to subsurface investigation. We excavated, logged and sampled eleven small diameter exploratory borings to a maximum depth of 51.5 feet at the locations indicated on Plate 1 to characterize site geologic and geotechnical conditions. After completion of drilling, borings were backfilled with grout in accordance with San Diego County Health Department Guidelines. An As-Built Boring Report was filed with the San Diego County Health Department for borings that exceeded 20 feet in depth. Laboratory Testin - Representative samples from the field investigation were tested for strength,chemical,maximum dry density and expansive properties. Technical Analyses - Field and laboratory test data were analyzed and conclusions and recommendations were developed for mitigation of geotechnical constraints and formulation of foundation and drainage criteria. Seismic Evaluation - Ground accelerations at the site were determined utilizing the EQFAULT computer program and considering maximum probable seismic events on nearby faults. 2 Mr. Page January 17,2006 105037 Report Preparation — We have prepared this technical report that provides a characterization of site geologic conditions, and recommended geotechnical design criteria for the proposed construction. 2.0 PHYSICAL AND GEOLOGIC SETTING The site of the proposed improvements is located adjacent to the intersection of Saxony Lane and Saxony Road in Encinitas, California. Regional influences on the geotechnical conditions of the proposed development include terrain, geology and seismicity. The following sections present descriptions of each of these parameters. 2.1 Terrain and Regional and Site Geology The area of the proposed master plan improvements consists of three individual areas with gentle westerly sloping topography. The improvement areas are underlain by Pleistocene terrace deposits which are subsequently underlain by Torrey Sandstone (Tan and Kennedy, 1996). Artificial fill overlies the terrace deposits over most of the site and was encountered to a maximum depth of approximately thirteen feet below existing site grades in our exploratory borings. The lateral extent of the fill soils was not determined during our subsurface investigation but has been extrapolated from boring information and our field observations. Fill soils consist of silty sands likely derived from the onsite Pleistocene Terrace materials. Local areas of deeper fill may be present that were not identified by our exploratory borings. The following provides a description of each improvement area and depth of geologic units. Indeuendent Living Homes- The Independent Living Home site is located northeast of the intersection of Saxony Road and Saxony Lane. The site is currently covered with paved parking,an outdoor basketball court and landscaping. Fill depths encountered in our borings ranged from 3 to 13 feet with the deepest fills at the western boundary of the improvement area. Fill soils are underlain by terrace deposits to a depth of 38 feet below existing grade. Terrace deposits are underlain by Torrey Sandstone to the total depth explored of 50.25 feet. Garden Court Addition- The Garden Court site is located southeast of the intersection of Saxony Road and Saxony Lane. The site is currently occupied by paved driveway and parking areas and an electrical equipment enclosure as well as unimproved terrain. The site slopes gently toward the west. Fill depths encountered in our borings ranged from 4 to 7 feet with the deepest fills at the western boundary of the improvement area. Fill soils were placed under the observation and testing of Fill soils are underlain by terrace deposits to a depth of 26.5 feet below existing grade. Terrace deposits are underlain by Torrey Sandstone to the total depth explored of 50.5 feet. Loading Dock. Retaining Walls and Central Plant — The area of proposed improvements is located on the south side of the existing kitchen facility and adjacent to turn around area in front of the Goldberg Healthcare Center. The fill depth encountered in boring B-11 was I 1 feet. Fill soils are underlain by terrace deposits to at least 35.5 feet below existing grade. Terrace deposits are underlain by Torrey Sandstone although the Torrey sandstone was not encountered in boring B-1 1. 3 Mr. Page January 17, 2006 105037 2.2 Seismic Settinz Active faults are defined as those faults which exhibit conclusive evidence of movement during the Holocene Epoch (during the last 11,000 years) according to criteria established by the California Geological Survey (CGS), formerly known as the California Division of Mines and Geology (CDMG). Based on our review of CGS maps (Tan and Kennedy(1996), no active or potentially active faults are known to traverse the subject site. The closest mapped fault is located in the coastal bluffs approximately one mile southwest of the site and apparently does not displace the Late Pleistocene terrace deposits. The closest active fault is the Rose Canyon fault located offshore approximately 3.7 miles west of the site(Blake, 1998). The Rose Canyon fault has been active during the Holocene(last 11,000 years)and is the most significant fault to the site with respect to the potential for seismic activity. Lindvall and Rockwell (1995) have described the Rose Canyon fault system in terms of several segments that each has distinctive earthquake potential. The site lies nearest to the Del Mar segment that extends offshore from La Jolla to Oceanside. The Mission Bay segment extends from La Jolla to San Diego. According to Lindvall and Rockwell (1995), the Mission Bay and Del Mar fault segments are capable of generating MW6.4 to MW6.6 earthquakes, respectively, with an estimated recurrence time of approximately 720 years for these events and 1800 years for an earthquake event of MW6.9 that would result from rupture of both segments concurrently. Such an event could produce peak ground accelerations at the site on the order of 0.4g (Bozorgnia, Campbell, and Niaze, 1999). In addition to seismic shaking generated by Rose Canyon fault,the site will be affected by seismic activity as a result of earthquakes on major active faults located elsewhere in southern California. The nearest of these regional fault systems, the Coronado Bank fault, lies approximately 18 miles to the west. Other active faults, the Elsinore, San Jacinto, and San Andreas Faults lie approximately 28, 53, and 70 miles, respectively, to the east. Major seismic events on any of the local or regional active faults could subject the site to moderate to severe seismic shaking. A summary of the seismic characteristics of major earthquake sources is included on Table I. Table 1 Maior Seismic Sources(Active Faults)in the Region Fault Zone Seismic Distance Maximum Peak Horizontal Source Type' (miles) Moment Ground Magnitude2 Acceleration(g) Rose Canyon B 3.7 6.9 0.41 Newport-Inglewood (offshore) B 11.2 6.9 0.20 Coronado Banks B 183 7.4 0.17 Elsinore(Julian Segment) A 27.5 7.1 0,09 Elsinore(Temecula Segment) B 27,5 6.8 0.08 1 Uniform Building Code(1997). 2 Maximum Moment Earthquake as suggested in CDMG OFR-File Report 96-08(1996). 4 Mr. Page January 17, 2006 105037 23 Subsurface Exploration and Geotechnical Conditions Subsurface exploration of the project site was performed on October 10'and 11 , 2005 and included drilling eleven 8-inch diameter borings to a maximum depth of approximately 50.5 feet below existing grade with a truck-mounted, hollow-stem auger drill rig. Borings were continuously logged during drilling by examination of cuttings and drive samples. Drive samples were obtained using a "Modified California Split Tube Sampler" and a Standard Penetrometer. The samplers were driven by a 140-pound automatic hammer falling 30 inches. Representative disturbed and undisturbed samples were obtained during drilling for laboratory testing. Following drilling, each boring was completely backfilled with grout. Boring locations are indicated on the Site Location and Geologic Map (Plate 1). Boring logs are provided in Appendix A. Subsurface conditions are depicted on the Engineering Geologic Cross Sections HGI 1-1' and HGI 2-2'.(Plate 2). Subsurface conditions, as encountered in our exploratory borings, predominantly consisted of dense sandy terrace soils mantled by 3 to 13 feet of sandy fill soils. Both fill and natural soils encountered were generally damp to moist. In borings B-2 and B-10 the terrace soils were underlain by dense Torrey Sandstone at depths of 38 and 26.5 feet below the existing ground surface. Due to the sites past agricultural use, shallow fill soils may be present in other areas as well. Documentation of engineered placement of fill soils for the Independent Living Home area (northeast of the intersection of Saxony Road and Saxony Lane) was not located during our study. Accordingly, existing fill soils in the independent living area are considered potentially compressible and will require removal. Results of laboratory maximum dry density, pH, resistivity, direct shear, expansion, chloride content and soluble sulfate tests performed on representative samples are presented in Appendix B of this report. Moisture-density determinations are presented on the boring logs (Appendix A). 2.4 Ground Water Ground water was not encountered in our exploratory borings and is not anticipated to be a factor in the development of the site. However, it should be noted that variations in groundwater may result from subsurface stratification, rainfall, irrigation, and other factors that may not have been evident at the time of our exploration 3.0 POTENTIAL GEOTECHNICAL HAZARDS site. The following discussion provides a summary of pertinent geotechnical hazards at the 3.1 Seismic Hazards 3.1.1 Ground Rupture Hazards - According to the State of California (CDMG 1993), no active faults have been recognized on, or mapped through, the subject property. Therefore, the potential for surface faulting and ground rupture on the property is considered to be low. 5 Mr. Page January 17,2006 105037 3.l.2 Ground Shaking Hazards- Ground shaking associated with an earthquake on the nearby active Rose Canyon fault zone is considered to be the most significant seismic hazard in the site area. Based on a design earthquake event of Magnitude 6.9, strong shaking with a duration of several tens of seconds can be expected. Other significant effects associated with seismic activity are discussed below. 3.1.3 Ground Failure Hazards - Seismically-induced ground failure mechanisms include: liquefaction and differential compaction. Soil liquefaction is a phenomenon in which a saturated, cohesionless, near-surface soil layer loses strength during cyclic loading, (such as typically generated by earthquakes). During the loss of strength, the soil acquires a "mobility" sufficient to permit both horizontal and vertical movements. Soils that are most susceptible to liquefaction are clean, loose, saturated, uniformly graded, fine-grained sands that are generally located within 40 feet of the ground surface. Due to the dense nature of the Pleistocene Terrace soils and the Torrey Sandstone underlying the site and the absence of groundwater to the total depth explored of 51.5 feet,the potential for seismically induced liquefaction is considered nil. Seismically induced differential compaction can occur due to reorientation of soil particles during strong shaking and liquefaction settlement of saturated loose granular soils. Due to the absence of a near surface ground water table and the density of the underlying Terrace soils and Torrey Sandstone, the potential for seismically induced differential compaction is considered very low. 3.2 Settlement Behavior The existing fill soils at the Independent Living Home area are considered compressible in their present state and would likely be prone to excessive settlement under proposed building, pavement and fill loads. We were unable to locate documentation of engineering observation and testing of the fill soils encountered in this area. Other fill areas are present that were placed under the observation and testing of G.A. Nicoll and Associates, Inc. and documented in their report entitled Rough Grading Report, Seacrest Village, Encinitas, California dated October 15, but have been disturbed by rodent burrows near the ground surface(upper 4 to 5 feet,estimated). These near surface fill soils are not considered suitable for structural support and will require remediation in areas of proposed improvements. Additional fill areas that were not apparent by our subsurface investigation may be identified during site grading. Mitigative measures for fill soils encountered in the proposed improvement areas are provided in Section 5.4.3 of this report. 3.3 Expansive Soils The soils encountered in our subsurface investigation are generally sandy and typically possess low expansion characteristics. The results of our laboratory testing of representative samples of the encountered materials yielded an Expansion Index of less than 20,which indicates a very low expansion potential for these materials. Therefore special design considerations to resist expansive soil are not considered to be warranted. 3.4 Soluble Sulfates A soluble sulfate test was performed on a representative soil sample to determine the sulfate attack potential on exposed concrete. The test result indicated 0.007 percent water- soluble sulfate. According to the 1997 Uniform Building Code(UBC), soil containing 0.00-0.10 6 Mr. Page January 17, 2006 105037 percent water-soluble sulfate has a "Negligible"potential for sulfate attack on concrete. For the proposed buildings and improvements, no mitigative measures are considered necessary to protect concrete from sulfate attack. 3.5 Slope Stabilitv The proposed building areas are relatively flat and are flanked by existing fill slopes with maximum heights of 15 feet. The proposed 2 to 1 horizontal to vertical fill slopes will have a minimum static factor of safety of at least 1.5 at the proposed heights. Adequate foundation setbacks should be maintained from slopes as discussed in the following recommendations. Aerial photographic review and review of geologic publications did not indicate the presence of ancient landsliding in this area. In addition, the Pleistocene Terrace soils are typically not considered prone to bedding plane landsliding. However, because of their granular nature, the slope soils may be subject to erosion. 4.0 CONCLUSIONS The proposed Master Plan improvements are considered feasible from a geotechnical standpoint provided that the recommendations of this report are incorporated into the design and construction of the project. The most significant geotechnical conditions which will require mitigation are related to potential settlement of compressible fill soils. This condition may be effectively mitigated by removal and recompaction of compressible fill materials, where not already removed by planned site grading and overexcavation and recompaction of the cut portion of building pads to mitigate potential differential settlement effects. The compressible fill materials encountered in our exploratory boring and the natural terrace soils appear to be suitable for re-use as compacted fill. 5.0 RECOMAMNDATIONS The following foundation design recommendations are provided based on the proposed development plans and geotechnical conditions disclosed by our investigation, testing and analysis. In addition, if conditions are encountered which were not evident at the time of our investigation, additional recommendations may be required. Please note that these recommendations have been provided prior to development of detailed foundation and site development plans. Supplemental geotechnical investigation, testing and analysis may be necessary when detailed plans are available. We can provide a proposal for such investigation(if warranted)following review of design plans. 5.1 Foundation Desien The proposed buildings may be founded on conventional isolated and continuous spread footings founded at least 24 inches below lowest adjacent grade. Footings should extend into properly compacted fill soils as determined by the geotechnical consultant. At this depth, footings may be designed for an allowable bearing capacity of 3000 psf. Isolated spread footings should be constructed with a minimum width of 2 feet, while continuous footings should be designed with a width of at least 18 inches. Minimum footing reinforcement should consist of two number five re-bars, top and bottom. Steel reinforcement should have a minimum concrete cover of 3 inches. Recommendations for removal and recompaction of soils within the building area are provided in a following section. 7 Mr. Page January 17, 2006 105037 Lateral resistance may be calculated by assuming a passive equivalent fluid weight of 350 pounds per cubic foot. A coefficient of friction of 0.35 between concrete and soil may also be assumed. The above bearing and passive resistance values may be increased by one third for short duration loadings such as wind or seismic loads. The outside edge of all building footings located above slopes should be setback from the top of slope a distance equal to one third the height of the slope,not less than 5 feet. 5.2 Slab Design Floor slabs should be at least 4 inches in thickness and have minimum reinforcement consisting of# 3 re-bars at 18 inches on center each way placed at mid-height in the slab. Slabs should be underlain by a 2-inch layer of clean sand (sand equivalent (SE)of at least 30) over a 10-mil moisture barrier over a 2-inch layer of clean sand. 5.3 Retaining Wall Design Exterior cantilever retaining walls with level backfill conditions and retaining on-site,non- expansive, granular soils should be designed for an"active"equivalent fluid weight of 40 pounds per cubic foot. Restrained walls with level backfill conditions and retaining on-site, non- expansive granular soils may be designed for an "at rest" equivalent fluid pressure of 60 pounds per cubic foot. If sloping backfill conditions are anticipated, this office should be notified for appropriate recommendations. Retaining wall footings may be designed in accordance with the bearing and lateral resistance criteria above for building foundations. Retaining walls should be provided with appropriate drainage as shown in Figure 2. 5.4 Earthwork Recommendations 5.4.1 Site Preparation- Prior to construction of the proposed improvements, the site should be cleared of surface and subsurface obstructions and debris, including abandoned utilities,vegetation,roots and irrigation lines.Any generated debris should be removed from the site. If allowed by local agencies, remnants of asphaltic concrete pavement may be incorporated into fill areas provided fragments are not greater than 3 inches in maximum dimension and fragments are not located within one foot of finish grade. Depressions or voids resulting from removal of buried obstructions should be filled with properly compacted fill material as described below. 5.4.2 Excavation and Trenching- Excavation may be accomplished by conventional heavy duty earth moving equipment in good working condition. The existing soils are friable and may slough when exposed in vertical excavations. Trenches over 4 feet in depth should be provided with shoring or laid back to a I to 1 (horizontal to vertical)side slope inclination if workers are to enter excavations. Stockpiling of materials directly adjacent to utility trenches can promote sloughing or cave-ins and should be avoided. Stockpiles should be located a minimum horizontal distance from the side of the trench equal to the trench depth. 5.4.3 Removal and Recompaction- Undocumented fill soils were encountered to a maximum depth of 13 feet in the proposed improvement areas for the Independent Living Home area. Due to absence of engineering documentation of observation and testing of these fill soils, these soils are considered potentially compressible and should 8 Mr. Page January 17, 2006 105037 be removed and recompacted as part of the proposed construction. In addition to mitigate potential differential settlement effects in building areas along the east side of the Independent Living Home area where fill depths of approximately 3 feet were encountered building pads should be undercut to a depth of 5 feet below existing grade or below proposed finish grade whichever is lower. In the area of the proposed Garden Court site improvements and the loading dock, retaining wall and central plant areas, soils disturbed by rodent activity are present overlying engineered fill soils. Fill soils should be removed and recompacted to a depth of 5 feet below finish grade or existing grade, whichever is lower, in proposed building areas. The base of the removal areas should extend at least 5 feet beyond the building footprints. In areas of proposed parking or other improvements, fills should be removed to a depth of at least 3 feet below finish grade or existing grade whichever is lower. The removal bottoms should be observed and approved by a representative of HGI prior to fill placement. If areas of uncompacted or otherwise unsuitable soils are encountered deeper removals may be recommended. It should be noted that deeper fill areas may be encountered during site grading, if other areas of undocumented fill soils are encountered,they should be removed and replaced with properly compacted fill 5.4.4 Fill Placement and Compaction- Fill material should be granular and non- expansive in nature, free of debris and deleterious matter and have no particles larger than 6 inches in maximum dimension. Imported fill (if needed) should be approved by the geotechnical consultant prior to hauling. Fill should be placed at near optimum moisture and in uniform horizontal lifts not exceeding 6 to 8 inches in loose lift thickness. Fill should be compacted to at least 90 percent of the maximum dry density as determined by ASTM D1557. The upper 12 inches of fill in areas to receive pavement should be compacted to at least 95 percent of maximum dry density. Utility trench backfill should be placed in lifts not exceeding 6 to 8 inches in loose lift thickness and compacted to at least 90 percent of the maximum dry density. Aggregate base in those areas to receive pavement should be compacted to at least 95 percent of maximum dry density. Due to the granular nature of the on-site soils, compaction should most easily be achieved with vibratory equipment. 5.5 Surface Drainage We recommend that all surface drainage be permanently diverted away from the planned structures at a minimum 2 percent grade into an appropriate catch basin/storm drain system. 5.6 Seismic Design A peak ground acceleration of 0.41g may be assumed for design purposes. Seismic design should also assume a shaking duration of several tens of seconds. This site should be considered to have Type Sc soil. The site is located within Seismic Zone No. 4 (1997 Uniform Building Code). Based on the site soil type and location within Seismic Zone No. 4, the following design values should be used: Seismic Coefficients Ca and Cv of 0.40 and 0.56, respectively;and Na and Nv values of 1.2 and 1.5,respectively. 9 • Mr. Page January 17,2006 105037 5.7 Pavement Design Based on an assumed R-value of 40 and an assumed traffic index of 6.0 corresponding to relatively light loading and service vehicle use, we recommend that new pavement sections consist of a minimum of 3 inches thickness of asphaltic concrete underlain by a minimum of 7 inches of aggregate base compacted to a minimum of 95 percent of maximum dry density (ASTM D1557) be considered for preliminary design. Actual pavement design should be performed subsequent to R-value testing of subgrade soils during construction. Asphaltic concrete should be placed and compacted in accordance with the requirements of Section 39 of the Caltrans Standard Specifications; aggregate base should conform to the provisions of Section 26(Caltrans)for 3/4-inch maximum Class 2 Aggregate Base,and should be compacted to at least 95 percent relative compaction based on ASTM D-1557. 5.8 Technical Review Supplemental geotechnical design recommendations should be provided by our firm based on specific design needs developed by the other project design professionals. This report, and any supplemental recommendations, should be reviewed by the contractor as part of the bid process. It is strongly recommended that no construction be started nor grading undertaken until the final drawings, specifications, and calculations have been reviewed and approved in writing by a representative of Helenschmidt Geotechnical,Inc. 5.9 Earthwork Construction Inspection and Testing All excavations should be inspected by a representative of Helenschmidt Geotechnical, Inc. prior to filling or pouring of concrete foundations. Any grading should also be inspected and tested, as appropriate, to assure adequate stripping and compaction. Our office should be contacted with a minimum of 48 hours advance notice of construction activities requiring inspection and/or testing services. 6.0 INVESTIGATION LIMITATIONS Our services consist of professional opinions and recommendations made in accordance with generally accepted engineering geology and geotechnical engineering principles and practices. No warranty, expressed or implied, or merchantability of fitness, is made or intended in connection with our work, by the proposal for consulting or other services, or by the furnishing of oral or written reports or findings. Any recommendations and/or design criteria presented in this report are contingent upon. our firm being retained to review the final drawings and specifications,to be consulted when any questions arise with regard to the recommendations contained herein, and to provide testing and inspection services for earthwork and construction operations. Unanticipated soil and geologic conditions are commonly encountered during construction which cannot be fully determined from existing exposures or by limited subsurface investigation. Such conditions may require additional expenditures during construction to obtain a properly constructed project. Some contingency fund is recommended to accommodate these possible extra costs. 10 Mr. Page January 17,2006 105037 This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are called to the attention of the project architect and engineer and incorporated into the plans. Furthermore, it is also the responsibility of the owner, or of his representative, to ensure that the contractor and subcontractors carry out such recommendations in the field. 7.0 REFERENCES Blake, T.F., 1998, A computer program for the estimation of Peak Horizontal acceleration from 3-D fault sources. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1997, "Equations for Estimating Horizontal Response Spectra and Peak Acceleration from Western North American Earthquakes: A Summary of Recent Work," Seismological Research Letters,Vol 68,No. 1, pp. 128-153. Bozorgnia,Y., Campbell, K.W., and Niaze, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building code implications, Proceedings of the SMIP99 seminar on utilization of strong motion data,September 15,Oakland, pp.23-49. California Division of Mines and Geology, 1996, Probabilistic Seismic Hazard Assessment for the State of California,DMG Open-File Report 96-08. California Division of Mines and Geology, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada. County of San Diego, 1975, Topo raphie Survey (OrthoTopo), sheets 322-1677 and 322-1683, September 17, 18 County of San Diego Aerial Photographs; 1960,Flight T-2-SDC, photos 3-92,93,July 30; 1978, Flight 210-15B, photos 37, 38,December 13; and 1989,Flight WAC-89CA,photos 1- 209,211,April 4. Department of the Navy, Naval Facilities Engineering Command, 1982 Soil Mechanics, Naval Facilities Design Manual DM-7.1, 1982, 348 p. Department of Navy, Naval Facilities Engineering Command, 1982, Foundations and Earth Structures.Naval Facilities Design Manual DM-7.2, 224 p. Hart, E.W. and Bryant, W.A., 1997, Fault-rupture Hazard Zones in California, California Division of Mines and Geology, Special Publication 42, 38 p. G.A.Nicoll and Associates, Inc., 1987, Preliminary Geotechnical Investigation for Seacrest Village, Encinitas, California. G.A.Nicoll and Associates, Inc., 1987, Rough Grading Report, Seacrest Village, Encinitas, California. International Conference of Building Officials, Whittier,CA, 1997 Uniform Building Code, 1997 Edition, ,3 Volumes. 11 • Mr.Page January 17,2006 105037 Tan, S.S., and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County,California,PIA, Calif. Div. Mines and Geology, DMG Open-File Report 96-02. Youd, et.al., 2001, "Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils", American Society of Civil Engineers Journal of Geotechnical and G_eoEnvironmental Engineering, Vol. 127,No. 10,pp. 817-833. 12 N r a s m � Leucadia B vd d aC a Project Site Saxony lane Way Encinitas Blvd. Pacific Ocean Helensclzmidt Geotechnical, Inc. Site Location Map Seacrest Village Master Plan, Encinitas,California Project Number:105037 Date:January 2006 Drafted:JSH Eng/Geo:SRH/RSA Scale:Not To Scale Figure Number: l WATERPROOFING PER ARCHITECT OR CIVIL ENGINEER FINISH GRADE 3/4-INCH WASHED GRAVEL 1.0' MIN. 1'0 SURROUNDED BY MIRAFI RETAINING WALL 140N FILTER FABRIC OR APPROVED EQUIVALENT 0 p C> �\ O 4-INCH DIAMETER Cl d p SCHEDULE 40 PVC OR SDR O 040 23.5 PERFORATED PIPE v o d (PERFORATIONS DOWN)TO SUITABLE OUTLET FINISH GRADE 10 oaoD � o a O 0 d 2.0"Min. ■ Helenschmidt Geotechnical, Inc. Retaining Wall Drainage Detail Seacrest Village Master Plan, Encinitas,California Project Number: 105037 Date:January 2006 Drafted:RSA Eng/Geo:SRH/RSA Scale:Not To Scale Figure Number: 2 APPENDIX A FIELD INVESTIGATION Subsurface conditions at the site were explored by means of eleven 8-inch diameter auger borings drilled to depths of 21.5, 50.3, 6.4, 21, 21.3, 20.6, 19.5, 7.4, 21.3, 50.4, and 35.5 feet using solid stem auger equipment. The locations of the borings are shown on Figure 1. The geologist who logged the borings directed the drilling and visually classified the soils in accordance with ASTM D-2487. We obtained relatively undisturbed samples of the materials encountered at selected depths from borings. These samples were obtained in brass rings that were 2.5 inches in outside diameter and 1 inch high; the rings were inside a modified split-barrel California sampler(designated CM on the Boring Logs). The blow counts to drive the samplers are an indication of the relative density of the soils. Blow counts are indicated on the boring logs,and sample depths are shown on the logs. Descriptive logs of the borings are presented in this appendix. These logs depict our interpretation of the subsurface conditions at the dates and locations indicated, based on representative samples collected at roughly 2 foot sample intervals. It is not warranted that they are representative of subsurface conditions at other times and locations. The contacts on the logs represent the approximate boundaries between earth materials and the transitions between these materials may be gradual. HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Sescrest Master Plan Boring No. Il-1 Location Saxony Lane,Encinitas California Project No. 101,037 Drilling Contractor/Rig California Pacific Drillinz%-61 Date of Drilling 11/10/05 Ground Surface Elev. -196.1 Feet Logged By as" Hole Diameter s Inches 'Surface Conditions Grass Field Weather warm and Sunny eo y Geotechnical .+ ,°,c a Do ag I. WS U ° Description 9L- Ca a o; 6 e Comments f ` C7 AU SM 0.0'-0.25'As halt 0.25'-13.0' Fill(Af) 2 Brown to dark brown, fine to medium grained Silty Sand with minor amounts CM-1 118.6 9.2 44 CM 100 of Clay. Medium dense to loose, damp 4 to wet. CM-2 120.3 11.7 23 CM 100 6 CM-3 123.7 9.5 64 CM 90 8 Becoming red brown,dense. CM4 127.0 7.7 39 CM 100 ]0 Becoming Light brown to yellow brown, CM-5 115.9 5.9 too+ CM so mottled (oxidized), very dense. tz -- L SM - - - ---GRADATIONA�OIVTACT -- - - - - fa 13.0'-20.0':Terrace Deposits(Ot) Dark red-brown to brown, medium grained Silty Sand with minor amounts 16 of Clay. Dry to moist, medium dense to CM-6 121.7 12.1 16 CM 100 dense, pinhole porosity, some small pebbles. is 20 CM-1 123.9 8.7 34 CM 100 Total Depth:20.0' No groundwater encountered. Backfilled with bentonite grout on 22 11/10/05 24 26 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Seacrest Master Plan Boring No. B-2 Location Saxony Lane,Encinitas California Project No. 105037 Drilling Contractor/Rig California Pacific Drillinga8 kl Date of Drilling 11/11/05 Ground Surface Elev. --198.3 Feet Logged By isH Hole Diameter a inches Surface Conditions Asphalt Weather warm and Sunny i u 1O �.. � � � Geatechaicai -a,+,9 l d Comments .s d 4 U S Description Ca a c' rn o. d o A� C7 A U rig A q rA CG SM 0.0'-0.25'As halt 0.25'-3.0' Fill(Af) 2 Grey brown to orange brown, fine to medium grained Silty Sand . Medium dense,damp to moist. 4 SM 3.0'-3&W:Terrace Deposits(Qt) Dark red-brown,medium grained CM-1 118.9 11.0 100+ CM 100 Silty Sand . Dense to very dense, dry 6 to moist. CM-2 126.5 9.3 71 CM 90 8 CM-3 123.8 9.3 46 CM 100 10 CM-4 123.9 10.0 27 CM 100 12 14 Becomes orange brown to grey brown. CM-5 117.8 13.8 25 CM 100 16 18 Dark orange brown, medium to coarse grained Silty Sand with minor amounts CM-6 122.5 13.0 100+ CM 90 of Clay. Dense to very dense. 22 24 CM-7 114.9 123 28 CM 100 26 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Seacrest Master Plan Date 11/11/05 Bering No. W2 d Geotechnical aw a° U N Description a P A a a o^ Comments ao w La MA E3 S ov 6 ye SM Becomes loose to friable, darker in CM-8 124.2 10.4 top+ CM 90 color. 32 34 CM-9 110.3 11.1 100+ CM 100 36 38 - - - -- - -- - - - - - - - - - - ---- - SP 3&0'-50.25':Torrey Sand Stone(Tt) Light yellow-brown to brown, fine to medium grained Sand. Very Dense 40 -10 101.0 9.5 100+ CM 60 42 44 Becomes micaceous. CM-11 93.2 8.0 100+ CM 60 46 48 50 :CM-12 9 7.0 1 aL CM 45 Refusal at 50.25' No groundwater encountered. 52 Backfilled with bentonite grout on 11/11/05 54 56 58 60 62— HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Seacrest Master Plan Boring No. R-3 Location Saxony Lane,Encinitas California Project No. 105037 Drilling Contractor/Rig California Pacific DrillingM41 Date of Drilling 11/10/05 Ground Surface Elev. -194.7 Fret Logged By asH Hole Diameter 8 inches Surface Conditions Grass Field Weather warm and Sunny zza s Geotecbnical e. a Description 8 A a e W)_ 6m. a Comments Zn SM 0.0'-6.5'Fill(Al) Brown to grey, fine to medium grained 2 Silty Sand . Moist to wet, medium dense to very dense. Occasional pebbles and organic material. CM-1 122.1 11.4 25 CM 100 4 Becomes dark brown, oxidation mottling in places. CM-2 118.5 13.5 45 CM 100 6 CM73 117.0 13.4 100+ CM 60 Total Depth:6.5' No groundwater encountered. g Backfilled on 11/10/05 10 12 14 16 IS 20 22 24 26 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Seacrest Master Plan Boring No. R4 Location Saxony Lane,Encinitas California Project No. 105037 Drilling Contractor/Rig California Pacific Drillinga"t Date of Drilling 11/10/05 T Ground Surface Elev. 195.1 Feet Logged By isH Hole Diameter 8 inehes Surface Conditions Grass Field Weather Warm and Sunny Geotechnical H X ay a s U a Description I. C2 a o° v� o, u\ Comments e A— t7 :50 SM 0.0'-13.0' Fill(Af) Brown to orange brown, fine to 2 medium grained Silty Sand. Moist to dry, dense to very dense with orange oxidation mottling, occasional wood CM-1 118.5 8.1 4t CM t00 fragments and clay lenses. 4 CM-2 123-216.8 57 CM 100 6 CM-3 122.3 7.9 53 CM 100 8 CM-4 127.0 5.0 50 CM 100 10 Becomes yellow-brown Sand with Silt CM-5 114.1 11.3 100+ CM 85 with orange-bown rounded pebbles. Very dense. 12 SM CONTACT 14 13.0'-19.5':Terrace Deposits(Qt) Orange to red brown, fine to very fine Silty Sand. Very dense. 16 CM-6 109.6 10.3 100+ CM 60 18 Becomes red to orange brown,medium to coarse grained,slightly clayey. CM-7 116.9 8.2 100+ CM 70 20 Refusal at 19.5' No groundwater encountered. Backfilled with bentonite grout on 22 11/10/05 24 26 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Seacrest Master Plan Boring No. B-5 Location Saxony Lane,Encinitas California Project No. 105037 Drilling Contractor/Rig California Pacific Drilling&-61 Date of Drilling 11/111" Ground Surface Elev. --194.5 Feet Logged By 1sH Hole Diameter 8 inches Surface Conditions Asphalt Weather Warm and Sunny i A^ Gtotechoical �. 4 a s U Descriptiop 0.w A rn a \ Comments C � 0 -a U SM 0.0'-0.25'As halt 0.25'-3.0'Fill(Af) 2 Brown to light brown, fine to medium grained Silty Sand. Medium dense, moist to dry. 4 SM 3.0'-19.25':Terrace Deposits Red brown, medium to coarse grained CM-1 122.0 9.1 32 CM loo Silty Sand with minor amounts 6 of Clay. Dense to very dense, _ moist, round to sub rounded grains. CM-2 127.3 9.7 54 1 CM 100 8 CM-3 123.9 9.2 30 CM 100 10 Becomes orange-brown to brown. CM-4 124.7 10.1 33 CM 100 12 14 16 CM-5 123.6 13.2 37 CM 90 18 CM b 118.8 12.7 78 CM 80 Refusal at 19.25' 20 No groundwater encountered. Backfilled with bentonite grout on 11111105 22 24 26 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Seacrest Master Plan Boring No. B-6 Location Saxony Lane Encinitas California Project No. 105037 Drilling Contractor/Rig California Pacific DrilliogM41 Date of Drilling 11/10/05 Ground Surface Elev. 188.5 Feet Logged By JSH Hole Diameter 8lnches Surface Conditions Grass Field Weather Warm and Sunny s Geotechnical :' a g F»X ^, o,^ e U a Description a—O° A u o C a s o^ Comments R C�a Zn aA �a °` 4E✓ u v7 q � �• r� a SM 0.0'-7.0'Fill(Af) Orange brown to light brown, fine to 2 medium grained Silty Sand. Medium dense to very dense with occasional clay lenses,and organic matter. CM-1 126.9 9.2 50 CM 100 4 CM-2 127.0 8.3 40 CM 100 6 GRADATIONAL CM-3 117.3 7.6 16 CM 100 SM C(5NTACT _ _ _ _ __ _ 8 7.0'-19.25':Terrace Deposits(Qt) Orange brown to red brown, fine to CM-4 123.7 10.9 48 CM 90 medium grained Silty Sand with minor 10 amounts of clay. Dense to very dense. CM-5 1163 11.7 100+ CM 60 lz 14 16 CM-6 114.5 8.0 100+ CM 75 18 CM-7 120.4 7.0 100+1 CM 60 Refusal at 19.25' 20 No groundwater encountered. Backfilled with bentonite grout on 11/10/05 22 24 26 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Seacrest Master Plan Boring No. B-7 Location Saxony Lane,Encinitas California Project No. 105037 Drilling Contractor/Rig California Pacific Driilinp/B-61 Date of Drilling 11/10/05 Ground Surface Elev. -188.1 Feet Logged By Ism Hole Diameter R Inches _ Surface Conditions Asphalt Weather Raioy a u �+ Geotechnical $ La v ►e U E Q a o rn a B C y U Description Comments a rA a°. SM 0.0'-0.25'Asphalt 0.25'-6.5' Fill(Af) 2 Orange-brown to brown, fine to medium grained Silty Sand with minor CM-1 t2a.9 10.2 z9 CM 100 amounts of Clay. Medium dense, damp to moist. 4 CM-2 121.6 13.3 29 CM 100 6 GRADATIONAL Cf�3NTACT CM-3 123.9 10.6 27 CM 100 SM 6.5'-19.5':Terrace Deposits 8 Orange to orange brown, fine to medium grained Sand with minor amounts of CM4 123.7 10.9 28 CM 100 clay,medium dense to dense. 10 CM-5 121.5 12.3 25 CM 100 12 14 16 CM-6 121.9 11.9 38 CM 100 18 Becomes black to red brown,very dense CM-7 120.6 10.3 1 58 CM 90 20 Refusal at 19.5' No groundwater encountered. Backfilled with bentonite grout on 11/10/05 22 24 26 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Sescrest Master Plan Boring No. B-8 Location Saxony Lane,Encinitas California Project N0. 105037 Drilling Contractor/Rig California Pacific DrillingM761 Date of Drilling 11110105 Ground Surface Elev. —185.5 Feet Logged By ,1.SH Bole Diameter 8 inchry Surface Conditions Asphalt Weather Warm and Sunny ^s a y Geotechnical a Description 8 Comments (40A A h a SM 0.0'425'As halt 0.25'-7.5' Fill(Af) 2 Brown to orange brown, fine to medium grained Silty Sand with minor amounts CM-1 127.2 9.0 25 CM 100 of Clay. Moist to wet,medium dense to dense with occasional pebbles, 4 and organic debris. CM-2 120.6 11.0 47 CM 100 6 CM-3 123.9 10.4 41 CM 100 8 Total Depth:7.5' No groundwater encountered. Bacicfilled with cuttings on 11/10/05 10 12 la 16 18 20 22 24 26 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Seacrest Master Plan Boring No. &9 Location Saxony Lane,Encinitas California Project No. 105037 Drilling Contractor/Rig California Pacific DrillingM=61 Date of Drilling 11/10/05 Ground Surface Elev. -183.1 Feet Logged By .fs11 Hole Diameter R inches Surface Conditions Asphalt Weather Warm and Sunny s ti Gcotechaicsl Description cti A e m a p O Comments SM 0.0'-0.25'As halt 0.25'4.0' Fill(Af) 2 A Brown to orange brown,fine to medium grained Silty Sand with minor amounts CM-1 120.0 9.7 Is CM 100 of Clay. Medium dense, damp to moist, with pebbles, and organic material. 4 SM 4.0'-19.75': Terrace Deposits(90 CM-2 121.2 8.1 64 CM loo Orange-brown to light brown, fine to b medium grained Silty Sand. Damp to moist, very dense. CM-3 125.4 8.0 55 CM 100 8 CM-4 121.2 10.8 100+ CM 90 10 CM-5 126.9 10.4 87 CM 90 12 14 16 A Becomes darker in color. CM-6 122.9 9.2 50 CM 100 SC Becomes coarse grain Sand with Clay, very dense. t9.5 12.4 58 CM 100 20 Total Depth:19.75' No groundwater encountered. Backfilled with bentonite grout on 22 11/10/05 24 26— 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project ra rest Master Plan Boring No. B-10 Location Saxony Lane,Encinitas California Project No. 105037 Drilling Contractor/Rig California Pacific Drilling/B-61 Date of Drilling 11/10/05 Ground Surface Elek -186.8 Feet Logged By .111 Hole Diameter 8 Inches Surface Conditions Asphalt Weather Rainy s s y Geotechnical = ,^ U Description E a e; Comments W Q C3 04 . -0 t SM 11.0 ' a 0.25'-6.0' Fill(Af) 2 Orange brown to brown, fine to medium grained Silty Sand. Medium dense, moist, occasional small pebbles. 4 CM-1 125.1 10.0 23 CM 100 6 - - - - - - -- - - - - --- - -- -- - - - SM 6.0'-26.5':Terrace Deposits(Qt) CM-2 122.7 11.8 30 CM 100 Red brown to brown, fine to medium 8 grained Silty Sand with minor amounts of clay. Medium dense to very dense,dry to moist. CM-3 124.0 11.6 25 CM loo 1Q CM-4 120.3 12.0 47 CM 100 lz 14 16 CM-5 123.6 12.8 44 CM loo 18 20 CM-6 115.6 10.5 95 CM 100 22 24 Becomes dark red to black, more 26 cohesive,very dense. CM-7 117.3 12.1 100+ CM 90 SP 26.5-50.5':Torrey Sandstone(Tt) Light brown, fine to very fine Sand. Loose to friable, dry to moist. HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Seac_�sttMasterPlan Date li/lo/os Boring No. $to eo Geotechnical d ^ a v' s° U Description a.� q C a d >,� �,.4 �,., � � �v ov '3 Comments SP 26.5'-50.5':Torrey Sandstone(Tt) CM-8 101.2 13.5 loo+ CM 70 Very dense. 32 34 36 Light yellow to light brown, with CM-9 100.3 12.5 100+ GM 70 oxidation mottling in places. 38 40 Becomes finer grained. -10 97.2 14.1 100+ CM 70 42 44 Very dense. lot-u 101.9 10.4 100+ CM 70 48 50 M-n 96.8 7.9 CM 0 Refusal at 50.5' No groundwater encountered. 52 Backftlled with bentonite grout on 11/10/05 54 56 58 60 62 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project seacrtst.Master Plan Boring No. B-u Location Saxony Lane,Encinitas California Project No. 105037 Drilling Contractor/Rig California Pacific Drillinga"I Date of Drilling 11/11/05 Ground Surface Elev. --1985 Feet Logged By ,Isle Hole Diameter s inches _ Surface Conditions Grass Weather Warm and Sunny Geotechnital C .. Z , Description E A o 4 \ Comments m !. SM 0.0'-11.0'Fill(Af) Light to dark brown, fine to medium 2 grained Silty Sand . Moist to wet, very dense. 4 CM-1 127.0 10.0 81 CM 90 6 8 Becomes grey to green grey with CM-2 106.5 11.3 82 CM 100 oxidation mottling. 10 SM 11.0'-35.5':Terrace Deposits(Qt} 12— Dark orange-brown to brown, medium grained Silty Sand with minor amounts CM-3 124.1 11.3 33 CM 100 of clay. Moist, dense to very dense. 14 16 CM-4 123.0 12.6 41 CM 100 t8 20 CM-5 121.9 11.8 71 CM 90 22 24 26 28 HELENSCHMIDT GEOTECHNICAL, INC. LOG OF EXPLORATORY DRILLING Project Searrest Master Plan Date 11/1 1105 Boring No. 8 11 u .° Geotechnical = d ^ 116.0 U Description a A �. a o, 'a^ Comments aLW vUi9 aA A a °. y� yP ae D.� U P re SM CM-6 113.9 9.1 69 CM 90 32 Becomes medium to coarse grained,moist, 34 medium dense to very dense, micaceous. M-7 105.5 13.2 25 CM 30 Terminated drilling due to 36 Total Depth:35.5' equipment malfunction No groundwater encountered. Backftlled with bentonite grout on 38 11/11/OS 40 42 44 46 48 So 52 54 56 58 60 62 APPENDIX B LABORATORY TESTING The laboratory analysis performed for the site consisted of limited testing of the principal soil types sampled during the field investigation to evaluate moisture and density of characteristic subsurface materials. The soil descriptions and the field and laboratory test results were used to assign parameters to the various materials at the site. The results of the laboratory testing program are presented on the boring logs and in this Appendix. The following laboratory tests were performed as part of this investigation: 1. Detailed soil description; ASTM D 2487 2. Natural moisture content of the soil;ASTM D 2216 3. In-situ density of the soil(wet and dry) 4. Maximum Dry Density;ASTM D 1557 5. Particle Size analysis; ASTM 422 6. Direct Shear Test; ASTM D 3080 7. Remolded Direct Shear Test,ASTM D 3080 8. Expansion Index; ASTM D 4829 9. Sulfate and Chloride Concentration, Conductivity, Resitivity and p.H. ------------- ---------=---- ----------- ----------- --------------- M ---------- ---------- ---------- ---------- w��www►� .w.wwww�..+� - �wwww� C w�wwwwwa �wwww��rww�� wwww�w��wwww� -s------.-.�_�.�_ �__�__�� ----- --- - -- - - - --- - -- - w • _ _ -- -- �� 1{ ��r�� l�r�� o� ��r��r�� w�� r��- 7 ��i�� _ i�r��ro�� .��r��r�� iw��w��r�� i��r� � �� w ��s�� r�� r��..r�� __ - _ _- - � �1 y DEPTH BARING/SAMPLENO. B-I/CM-2 SAMPLE DESCRIPTION PEAK 0.68 PEAK 3� APPARENT C KSF) APPARENT ANGLE OF COHESION, INTERNAL,FRICTION, 0(DEGREES) EFFECTIVE OVERBURDEN STRESS(KSF) SAMPLE DIAMETER 2.4 Inches 120.3 -�- DRY DENSITY(PCF) a HORIZONTAL SHEAR RATE 01.per min.) NATURAL MOISTURE CONTENT(��) 11.?_ 5.0 w ------------------ ........ v, ...--------- - Y ..................... j .....................:.............. ------------- ; ......... ...-a.......................... ..... 2 0 3.0 4.0 5.0 0 I.a 0 KSF) SURCHARGE, a Hetenschmidt Geotechnical. inc• Direct Shear Test Seacrest Mash Plan Encinitas CA 92024 Date:December 2005 project Number:105031 Eng/Geo•SRkMSA Drafted:JSH Figure Number. C 4 Scale:N/A BORING/SAMPLE NO. B-7 BULK DEPTH 0-5 FEET SAMPLE DESCRIPTION Clayey Silt APPARENT ANGLE OF PEAK 32.2 APPARENT PEAK 0.0 INTERNAL FRICTION, COHESION,C(KSF) 8(DEGREES) EFFECTIVE OVERBURDEN STRESS(KSF) DRY DENSITY(PCF) 119.7 SAMPLE DIAMETER 2.4 Inches REMOLDED MOISTURE CONTENT(%} 7.5 HORIZONTAL SHEAR RATE(in.per min.) 0.01 5.0 4.0 ------------------------------------....................................=.................-------------------s.................................... ----•-----•-•----••---- w � 3.0 ------------------------ ••------•--------- ........ -•---------------•------------.. ..........-- w x d 1.0 -•------------------------------------------------------- -----........................................... ................................. 0 0 0 1.0 2.0 3.0 4.0 5.0 SURCHARGE, a(KSF) imHelenschmidt Geotechnical, Inc. Remolded Direct Shear Test Seacrost Village Masterplan Project Number: 105037 Date:December 2005 Drafted:RSA Eng/Geo:SRH/RSA Scale:N/A Figure Number: C-5 ,�;�� Helenschmidt Geotechnical Inc. April 23, 2009 105037C Mr. Chris Page/Intelisyn c/o Seacrest Village 211 Saxony Road Encinitas, CA 92024 SUBJECT: Updated Seismic Criteria and Geotechnical Recommendations RE: Seacrest Village Master Plan, 211 and 345 Saxony Road Encinitas,California Dear Mr. Page: In accordance with the request and verbal authorization of Mr. Kevin Pokrywa of Intelisyn this report presents updated seismic criteria for the Seacrest Village Master Plan to comply with revised code requirements for the City of Encinitas. In addition, this report addresses the city of Encinitas requirement for verification of applicability of previously issued geotechnical recommendations. Our geotechnical report for the site is entitled Geotechnical Investigation, Seacrest Village Master Plan, 211 and 345 Saxony Road Encinitas, California dated January 18, 2006. Geotechnical recommendations issued in that report are still considered applicable with the exception of earthquake and seismic design criteria which has been superseded by the following data presented in Table 1 (Appendix A). Earthquake and seismic design criteria have been developed in accordance with the procedures outlined by the United States Geological Survey Seismic Hazard Program (http://earthquake.usgs.gov/research/hazmaps) and the 2006 International Building Code (2007 California Building Code, Title 24). Table 1 presents a summary of earthquake seismic design criteria based on probabilistic analyses. Details of the design criteria are provided in Appendix B. This report should be provided to the project structural engineer for review and incorporation into design plans. LIMITATIONS Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. No warranty, expressed or implied, or merchantability of fitness, is made or intended in connection with our work, by the proposal for consulting or other services, or by the furnishing of oral or written reports or findings. 5245 Avenida Encinas, Suite B www.hgiengineering.com Telephone 760-579-0333 Carlsbad,CA 92008 Fax 760-579-0230 Mr. Page April 23,2009 Page 2 105037C We appreciate the opportunity to provide our geotechnical services on this project. If you have any questions regarding our report,please call at your earliest convenience. Sincerely, Helenschmidt Geotechnical,Inc. � QROFECS;pA,� Stanley Helenschmidt C Principal Geotechnical Engineer co No. 2064 GE 2064(exp. 6-30-10) Exp. 6_30_'(_7 �F P� b7FCH��L �P 'OF C AOF Michael W.Hart Consulting Engineering Geologist CEG 706(exp. 10-31-10) D CF Ctr ~ No.CEG 706 CER'T'IFIED E\G I\EERI\G GFOI.(X I'1' 41 Cj'CALvv�� APPENDIX A (/ . � ¢{ � e » \k § o CA 0 � .\ ies — CLi z0 77k © s\ § 20 � 2 2t § § ■ 7 ■) � e > ■ 2a ■§ uj C04 � � k C ui )/ E kj ¥ E z� L) k � Z ® °§ @ £ ) 0 § � .0 co uCI-D, f 0 c ® cak 2 2 \ j 0I ■ � ) ■ zt — to CD k � CD In §- 2 E ; � 0 / %i ci 2 @ ){ � 00 @f 0 + > {I �ii � 7 f o§ m 0 C14 if f 2 Eo � iy APPENDIX B 0 � CL. Cd cu A E E i Lu M. 4-i ,I. Cli m IJ A -t kn LO -7� -zi _2 -�Id- in kn 401 r ...d P." 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COUNTY RECORDER SAN DIEGO COUNTr'RECORDER'S OFFIC'E City Engineer TIME: 3:59 RM When Recorded Mail to: City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas CA 92024 SPACE ABOVE FOR RECORDER'S USE AGREEMENT FOR MAINTENANCE OF PRIVATE STORMWATER TREATMENT AND STORMWATER POLLUTION CONTROL FACILITIES BY AGENT OF COMMERCIAL FACILITY APN: 256-340-43 Project No.: 09-102 CDP Site Address: 211 Saxony Road (10211-G) THIS AGREEMENT is between the City of Encinitas, a municipal corporation, hereinafter referred to as the "City", and SEACREST HOLDINGS CORPORATION, its heirs, successors, and assigns, collectively hereinafter referred to as "Owner", owner(s) of that certain real property hereinafter referred to as "Property" that is described in Exhibit "A", which is attached hereto and made a part hereof. This Agreement is for the periodic Maintenance of certain private stormwater treatment and pollution control facilities, hereinafter referred to collectively as "Stormwater Facilities". Stormwater Facilities include but are not limited to Best Management Practices (BMPs), Integrated Management Practices (IMPs), Low Impact Development (LID) features, Structural stormwater treatment devices, and drainage facilities. The description and plat of Stormwater Facilities is set forth in Exhibit "B" which is, attached hereto and made a part hereof. WHEREAS, this Agreement is required by the City as condition of approval of a City permit pursuant to City of Encinitas Municipal Code Chapter 20.08 and Chapter 23.24 as well as the City of Encinitas Stormwater Manual; and WHEREAS, the Stormwater Facilities benefit said Property and are used by Owner and his/her tenants their heirs, successors, and assigns; and WHEREAS, it is the desire of the City, the responsibility of the Owner and tenants, and to the benefit of the Public that Maintenance of said Stormwater Facilities occur on a regular and periodic basis as necessary to preserve the Storm Water Facilities in good-working order in accordance with the minimum Maintenance requirements set forth in Exhibit "C" which is attached hereto and made a part hereof and in accordance with the City of Encinitas Municipal Code, the Encinitas Stormwater Manual, and other related City policies and requirements; and WHEREAS, it is responsibility of the Owner to assure his/her tenants will comply with and enforce the terms and conditions of this agreement; WHEREAS, it is responsibility of the Owner to disclose this agreement to all the future tenants using, benefiting from, or impacting the Stormwater Facilities WHEREAS, it is responsibility of the Owner to add Maintenance of Stormwater Facilities to common area maintenance (CAM) and appoint a qualified property management company or individual herein after referred to as "Agent" to oversee such Maintenance. The Agent shall be the single point of contact between the City of Encinitas and Owners or Developer; and WHEREAS, the Owner may act as the Agent so long as the total square footage of the commercial facilities is less than twenty thousand square feet.; and WHEREAS, for the purpose of this agreement, Maintenance responsibilities mentioned on this agreement equally and collectively apply to Owner, tenants and the Agent; WHEREAS, it is requirement of development and or commercial use that this Agreement constitute a covenant running with the land, binding upon each successive owner of all or any portion of the Property into perpetuity. NOW THEREFORE, IT IS HEREBY AGREED FOR VALUABLE CONSIDERATION AS FOLLOWS: 1) This agreement establishes the Owner and tenants' Maintenance requirements for the Stormwater Facilities. The term "Maintenance" wherever capitalized in this agreement shall include, but shall not be limited to: inspection for purposes of identifying operational deficiencies in the Stormwater Facilities, routine upkeep and repair of the Stormwater Facilities in proper working order as determined by the City, and preparation and submittal of the annual inspection report to the City, all as set forth in subparagraph 1.i) through 1.iii). The Owner's ' requirements for providing Stormwater Facilities Maintenance as stated in this agreement shall mean Maintenance managed by the Agent, paid for by Owner, and performed by a qualified contractor, hired by the Agent on behalf of the Owner. i) The Owner shall inspect the Stormwater Facilities after all major storms. In addition, the Owner shall inspect the Stormwater Facilities at the minimum frequency specified in Exhibit "C", but not less than twice per year. ii) The Owner shall provide upkeep and repair to preserve the Stormwater Facilities in good working order and shall repair all deficiencies identified in the Owner's inspections no later than 30 days following the inspection or prior to the next anticipated rain event. Interim water quality control measures shall be utilized to protect damaged or deficient Stormwater Facilities during any storm event until such time as the Facilities are restored to good working order. The minimum upkeep and repair frequency shall be consistent with the Exhibit "C" but not less than once per year. To the satisfaction of the Director of Engineering Services, the Owner shall ensure that the Stormwater Facilities are in proper working order for the rainy season, which starts on October 1. iii) The Owner shall obtain the City of Encinitas Stormwater Inspection Report form from the City website or the City of Encinitas Civic Center, complete the inspection report form, and submit the inspection report to the City of Encinitas Department of Engineering Services. Prior to the submittal of the inspection report to the City, the Owner shall perform an inspection of the Stormwater Facilities, identify deficiencies, and repair and correct all deficiencies. The inspection report shall be submitted to the City once a year between August 1 and September 30. 2. The Property is benefited by this Agreement, and it is the PL ie of the signatories hereto that this instrument be recorded to the end and i -nt that the obligation hereby created shall be and constitute a covenant runr.ing with the land. Any heirs, executors, administrators, assignees, and/or successors in interest to all or any portion of the Property, by acceptance of delivery of a deed and/or conveyance regardless of form, shall be deemed to have consented to and become expressly bound by these presents, including without limitation, the right of any person entitled to enforce the terms of this Agreement to institute legal action as provided in Paragraph 12 hereof, such remedy to be cumulative and in addition to other remedies provided in this Agreement and to all other remedies at law or in equity. 3. The Stormwater Facilities shall be constructed by and have Maintenance performed by the Owner in accordance with the term and conditions of this agreement and the plans and specifications identified in approved Grading Plan Number 10211-G which is on file as a permanent public record in the City of Encinitas. 4. The cost and expense of the Maintenance of the Stormwater Facilities shall be paid by the Owner. The owner is responsible to include necessary provisions in the lease agreement with any present and future tenants that cover the costs of all Stormwater Facilities Maintenance. 5. In the event the Property is subdivided in future, the owners, heirs, assigns, and successors in interest of each such newly created parcel(s) shall be liable under this Agreement for their then pro rata share of expenses reflecting such newly created parcels. 6. The Maintenance to be performed under this Agreement. shall include upkeep, repair, and improvements to adequately ensure the Stormwater Facilities are in proper working order as determined by the City. Upkeep, repair, and improvements under this Agreement shall include, but are not limited to, repairing access roadbeds; repairing, preserving, and providing improvement for the upkeep of drainage structures; removing debris, sediment, oil, grease, and other pollutants as determined by the City; perpetually preserving adequate groundcover and/or other erosion control measures within the Property in order to prevent erosion; and the management of materials, pollutants, and hazardous waste to prevent pollution of the stormwater system or Municipal Separate Stormwater Sewer System (MS4) as referenced in local and State codes. Upkeep, repair, and improvement shall also include other work necessary to repair and preserve the Stormwater Facilities for their intended purposes as well as the restoration of the Stormwater Facilities following any non-permitted modification. The restoration shall be as required to restore the Stormwater Facilities to the condition existing prior to damage or alteration. 7. Under no circumstances shall any contract or agreement for service(s) to be provided as outlined in this agreement, and any additional Maintenance activities or services to be provided as outlined in subsequent attachments hereto, be terminated by the Owner, tenants, or Agent unless a replacement contract or agreement for the required Maintenance has already been executed. The Agent and the Owner shall be responsible for ensuring proper execution of the provisions of all contracts and/or agreements for the required Maintenance and for timely payments for said services. 10. Any liability of the Owner, tenants, or Agent for personal injury to any worker employed to provide Maintenance under this Agreement, or to third persons, as well as any liability for damage to the property of any third persons, as a result of or arising out of Maintenance under this Agreement, shall be borne by the Owner, tenants, or Agent. 11. Owner and tenants shall jointly and severally defend, indemnify, and hold harmless City, City's engineer, its consultants, and each of its officials, directors, officers, agents, and employees from and against all liability, claims, damages, losses, expenses, personal injury, and other costs, including costs of defense and attorney's fees, to any contractor, any subcontractor, any user of the Stormwater Facilities, or to any other third persons arising out of or in any way related to the use, Maintenance, or the failure to provide Maintenance of the Stormwater Facilities. This Agreement imposes no liability of any kind whatsoever on the City and the Owner agrees to hold the City harmless from any liability in the event the Stormwater Facilities fail to operate properly. 9. Nothing in this Agreement, the specifications, other contract documents, the City's approval of the plans and specifications, or the City's inspection of the work constitutes an acknowledgement of any City responsibility for any such item or the material contained therein, and the City, City's engineer, its consultants, and each of its officials, directors, officers, employees and agents, shall have no responsibility or liability therefore. 10. The Owner and tenants shall provide access to the Stormwater Facilities within the Property to the City's inspectors, employees, agents, and contractors within 48 hours of receipt of a written notification by the City. The access shall be provided unconditionally and.without any obstruction, interference, or hazard. Any animals kept on the Property shall be secured outside of the area subject to the City's inspection. 11. The Owner hereby grants permission to the City, its authorized agents, and its employees, to enter upon the Property and to inspect the Stormwater Facilities following a 48-hour notice whenever the City deems necessary. The purpose of inspection is to evaluate the condition and performance of the Stormwater Facilities, to follow-up on reported deficiencies, to respond to citizen complaints, and/or to comply with State and City requirements for City inspection of such Facilities. The City shall provide the Owner with copies of the inspection findings and a directive to commence with any repairs deemed necessary. 12. In the event the Owner and tenants fail to preserve the Stormwater Facilities in good working condition as determined by the City Engineer, the City, its agents, employees, or its contractors, may enter upon the Property and take the steps deemed necessary to correct deficiencies and shall charge the costs of such repairs to the Owner. In the event the City pursuant to this Agreement, performs work of any nature, or expends any funds for attorney's fees, administrative costs, contractors, employees, consultants, materials, or other costs in the performance of said work, the Owner shall reimburse the City. Such reimbursement shall be due within thirty (30) days of receipt of a notification for all costs incurred by the City, including any administrative costs and attorney's fees. If said funds are not paid by the Owner within (30) days, City reserves the right to take legal action for cost recovery and to file with the County Recorder of San Diego County an assessment lien on the Property. It is expressly understood and agreed that the City is under no obligation to perform Maintenance of said Stormwater Facilities, and in no event shall this Agreement be construed to impose any such obligation on the City. 13. The terms of this Agreement may be amended in writing following the Owner request and upon written approval by the City Engineer. 14. This Agreement shall be governed by the laws of the State of California. In the event that any of the provisions of this Agreement are held to be unenforceable or invalid by any court of competent jurisdiction, the validity, and enforceability of the remaining provisions shall not be affected thereby. IN WITNESS HEREOF, the Parties have executed this Agreement. O NER: SEACREST HOLDIN(nS CORPORATION, am Ferris, CEO t Owner's Name ere Ly P at Signature of OWNER must be notarized. Attach the appropriate acknowledgement. CITY OF ENCINITAS: An.fv�\ Peter Cota-Robles Date Director of Engineering Services CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT �¢vkv�� a� enc t crc<Frc rFCc cmc c c� E crcc ccrccccz r State of California County of On A - 119., .20 i4) before me, �f�l�i� � Date ,o Here Insert Name and Title of the Officer - personally appeared t P e,6 77-/- ;F' F_ =% Name(s)of Signer(s) �II 0 who proved to me on the basis of satisfactory evidence to be the person(s) whose names )s re subscribed to the within instrument and acknowledged t me that e/ a/they executed the same in h' er/their authorized capacity(ies), and that by his er/their signature(s) on the instrument the RANDA G. MIILJOUR person(s), or the entity upon behalf of which the Lem Commission t117o9664�y person(s) acted, executed the instrument. Noll Public-COMOVAi>a�e son oiego county F I certif under PENALTY OF PERJURY under the on Exp.Jam.6,2011 y f� laws of the State of California that the foregoing paragraph is true and correct. X WITNESS my hand and official seal. Signature: Place Notary Seal Above Signa o otary ublic OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. S Description of Attached Document Title or Type of Document: 'i Document Date: Number of Pages: �I 5 Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) ' ' Si ners Name: Signers Name: 9 ❑ Corporate Officer—Title(s): ❑Corporate Officer—Title(s): ❑ Individual ❑ Individual , ❑ Partner—❑Limited ❑General Top of thumb here [J Partner—❑ Limited ❑General Top of thumb hereI ❑ Attorney in Fact ❑Attorney in Fact ❑ Trustee ❑Trustee ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other: J Other: Signer Is Representing: Signer Is Representing: G I' r I ©2009 National Notary Association•NationalNotary.org•1-800-US NOTARY(1-800-876-6827) Item#5907 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of (D e On �0� ` before me, Date Here Insert Name and Title of the-Officer 67u_ personally appeared tlly' �� Name(s)of Signer(s) who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized BARBARA VIRGINIA NORFLEET capacity(ies), and that by his/her/their signatures) on the Commission * 1854447 instrument the person(s), or the entity upon behalf of Z which the person(s) acted, executed the instrument. i -: Notary Public-California > Z San Diego County My Comm.Ex Tres Jun 16,2013+ 1 certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and Corr CO WITNESS y hand and official seal. - Signature Place Notary Seal Above Signature of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attachel Document ✓ ,,�- Title or Type of Document: r ! �Q!-�iV� 1)1 11 Document Date:_ Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s)e Signer's Name: � n� �e `J Signer's Name: ❑ Individual i-? Individual ❑ Corporate Officer—Title(s): ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ -General _ _ -1 Partner—El 7-i General ❑ Attorney in Fact • ❑ Attorney in Fact • El Trustee ❑Trustee Top of thumb here Top of thumb here ❑ Guardian or Conservator ❑ Guardian or Conservator ❑ Other: d''y` ❑Other: Signer Is Represeti Signer Is Representing: 02007 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•www.NationalNotary.org Item#5907 Reorder:Call Toll-Free 1-800-876-6827 EXHIBIT "A" Legal Description of Property PARCEL 1 , AND A PORTION OF PARCEL 3 OF PARCEL MAP 18693 RECORDED MAY 4, 2001 INTHE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, MORE PARTICULARLY DESCRIBED AS LOT 1 OF CERTICIFICATE OF COMPLIANCE RECORDED MARCH 28, 2002 AS DOCUMENT NUMBER 2002- 0260530, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY. = 2 N h F zw"P C9� Q W Z�$e _m I Z- W�qq 1 (s, I O Q ai8� Q i Z W � QO U � 3\ � � i 0000a it Cp a W W W o W o p. . . � g � g Zaa ooa 91 rr — of -- _ OVOY A XVS �r EXHIBIT `C' Minimum Maintenance Requirements for Stormwater Facilities Maintenance Type Minimum Required Frequency Storm Water Best Management Practices; Grass Inspected monthly, repair as needed swales; BMP Landscaping treatment areas Drainage Facilities, inlets, storm drain outlets Inspected monthly,replace and repair as needed Inspection and repair of irrigation sprinkler As needed system for common landscaped areas Mechanical Storm Filters Inspected quarterly, maintain and repair as needed per manufacturer's recommendations. SUPPLEMENTAL DRAINAGE ANALYSIS SEACREST VILLAGE RETIREMENT COMMUNITIES INDEPENDENT LIVING &VITALITY CENTER - PHASE 2 211 SAXONY LANE ENCINITAS, CA DWG NO. A e� s/ O. 2 r3- 1-11 CNIL ate@ glFOF CAIUF�� PREPARED BY: STUART ENGINEERING 7525 METROPOLITAN DRIVE, SUITE 308 SAN DIEGO, CA 92108 JOB NO. 343-08-18 STUART PEACE, RCE 27232 April 20, 2009 a Table of Contents 1. Introduction............................................................................ 1 2. Existing Drainage..................................................................... 1 3. Proposed Drainage................................................................... 1 4. Analysis and Mitigation............................................................... 1 5. Conclusion.............................................................................. 2 Appendices 1. Vicinity Map 2. Detention Calculations 3. Detention system Detail Introduction The Seacrest Retirement Community is located in the City of Encinitas and is bounded by Saxony Road to the west, Seacrest Way to the south, and Saxony Lane to the north (see Vicinity Map Appendix 1). The project site is at an existing operating retirement community which is being developed in multiple phases. The current proposed development (phase 2) occurs on an existing rough graded pad at the intersection of Saxony Road and Saxony Lane. The proposed Independent Living building and Vitality center are to be located at the Southeast corner of Saxony Road and Saxony Lane. There is an existing rough graded pad with a through drive aisle going from Saxony Road to Saxony Lane. The parking adjacent to the drive aisle contains 37 parking spaces. The proposed Independent Living building and Vitality Center will attach to the existing Garden Court Building on the north face of the existing building. The proposed building footprints will occupy the existing rough graded pad and portions of the impervious parking areas. Drainage Analysis Report Information Under separate cover is an overall site Drainage Analysis having a revision date of January 15, 2008 which was submitted for the entitlement portion of this project. That report extensively studied both the existing and proposed conditions for Phase 1 and all other proposed future phases. This report is intended to be used as a supplement to that overall site Drainage Analysis report dated January 15, 2008 and provide more detailed information beyond what has already been provided. The reviewer of this report should reference the previously submitted overall site Drainage Analysis for any additional information that is needed. Existing Drainage Reference the overall site Drainage Analysis dated January 15, 2008 for the existing conditions drainage analysis information. Proposed Drainage Reference the overall site Drainage Analysis dated January 15, 2008 for proposed conditions drainage analysis information. Analysis and Mitigation The City of Encinitas has advised that there are known capacity issues with the Public Storm Drain system downstream of this project. Due to the known capacity issues the City has advised that this project will be required to maintain predevelopment peak 100-year runoff volumes so as to not exacerbate the downstream drainage issues that the City is currently facing. Additionally the City requested that the flow from proposed project be studied to the 30" outlet pipe at the caltrans ROW. The overall site Drainage Study dated January 15, 2008 analyzed the entire drainage basin that contributes flow to the 30" pipe outlet at the Condominium complex. The analysis was performed for 3 different 100-year states; existing conditions, proposed conditions without detention, and proposed conditions with detention. The calculations show that after the proposed development has been constructed with detention 1 facilities at peak 100-year discharge it will have no greater impact than the undeveloped site that exists today. Per the overall Site Drainage Analysis, to maintain predevelopment conditions at peak 100-year discharge the proposed Phase 2 development must detain 1.5 cfs. The detention will be achieved by using an orifice restriction plate at the proposed Type-A curb outlet connection to the existing 12 PVC pipe adjacent to Saxony Road. An 18" storage pipe will be constructed upstream for a length of 51' per the detention and storage calculations in Appendix 2. For a detail of the detention system reference Appendix 3. Conclusion By the nature of the design, runoff from the proposed development will primarily continue to flow to the same offsite locations therefore no adverse impacts are anticipated due to direction of runoff. In regards to volume of flow, this proposed project has been extensively studied and will have no adverse impacts at 100-year peak flow with the above mentioned detention facilities in place. 343-08-16 April 20,2009 F:ADMIN\343\CL5575.doc 2 APPENDIX 1 Vicinity Map �O O X v *aN ,cNOxes Ap1 NWT vz Q � o APPENDIX 2 Detention Calculations i JOB NO. Civil Engineering/Surveying/Planning STUART ENGINEERING SCALE SHEET OF 7525 Metropolitan Dr., Ste.308 By DATE San Diego,California 92108 DESCRIPTION (619)296-1010 Fax(619)296-9276 5V f ��7 aio D ves'rn\\ E x1.S�►r.�, L�r.J,,��1a�ns _ Tai2 �- ?`�U,se. ae.� ► 8 .X13 cf's (loo-yw- __.. Pro ��cA'�h oln s 7'� \ C _ bt. 1 a�e.o� ;w�_o c,1 --4`th�1DV�= 1912 oo-�ev i,rw\ �roQn 1. S _.<�s It . �n0 - year` 1 .Z � ��Dr 1nP0 Y'\ ; 2►2 T ' -7S w.,h -7 S -,a,—Vm—NEBS CUSTE,M'printing service t P•e 878-{SP7 Ntt3s_ins.Pe�ertxxougr.n�ii ossa +"mv.r,ens com Ne,h c 2 i I OIDWIKI ?^_'S�iTIO''_� STOti�C3 CO's=�7tA°_":CN ?ROCE'�t�c3 fY(Z-i 1"j OC:r � 7 rQ,�e7f �1bG�Q. x.17. PDCl` Vari abl es i 7r an COMd1t10ns) ._X hour preC'_Dl a ?On 3mOLlnt ( 1nches ) 2 b �7 Time of C01Cailtr?=10n (-,a 1n. ) `ca f1C1°_i—` 0f runoff C 3as in a.-r as ( acr e_=) A 1 3 C on,cutation Tike to pea'. TP = 2 . OT-Y D/ + KI) = 1 . !072T: `, Ti ma of hydr ograpl'i to begi n Tn = 20 — TP TB Time cf hydrograph to end Tu = 2 0 - 1 . 5 T? T, 7-6,211 Peak. flow C Q iP. = 7 . 44 P5%? �.b15 11 . �hr. r Surrounding f lcw (Qs) P es G!�►s.d�c. io n Y, i Depth of precipitation for 2 hours �- r�°rte' 2L2 D120 = 7 . 44 P6/ 12 O'-" ( 2 hr ) D120 0 . 6785 P; = - = in . Depth of precipitation for hydrograph Surrounding Intensity Is = 60 (Dt20 - Dx) / ( 120 - 2 . STS) in . /hr . QS = CISA. QS Plot Hyd-ocrraDh and Surrounding Flow Outflow / Basin Size (Natural Conditions ) Outflow C = T_ = min. I = 7 . 44 0 6/T o. s = in . /hr. QN a C1A Qx I . Plot on Hyd.rograah a. Draw line from surrounding flow intercept with beginning hydrograph limo to Q�4 2 . .stinata volume need-ad for raservoir a. D`termine praliminary rese-voir dimensicns b. Surrounding flow discharges di-ectly throuch raserv0lr without, detaining any storags 3 , Size outlet works a . outlet flow, Qa less than or equal to 1. Sias% Gi:ti^In the !Jmits of L}.2 =°_s.arvo4r 4 . R0 a . K`_ inc _ cScrvC__ d�lcnslOnS and/Or OutL10SJ a C 111%.V sin;k.nrd JOB NO. Civil Engineering/Surveying/Planning STUART ENGINEERING SCALE SHEET OF 7525 Metropolitan Dr., Ste.308 By DATE San Diego, California 92108 DESCRIPTION (619)296-1010 Fax(619)296-9276 VAC 0 U t rvw:. Lr R d 16 h a dti$a ww1 - 5 93 c Ps 120 + i 2 J$g . T ° t 0 5 10 0\jj — 12 o Ic 3 ��oraecr From NEBS CUST4>+M"printing service 1 L 86., 327 NETS,Inc.f , ., ugh.NN 034.,d —11-h-111 R%%1-._ JOB NO. Civil Engineering/Surveying/Planning STUART ENGINEERING SCALE SHEET OF 7525 Metropolitan Dr., Ste.308 ev DATE San Diego, California 92108 DESCRIPTION (619)296-1010 Fax(619)296-9276 IU0o F�)o ga 1 _ Tr P I,71 r1- , �1 _ 2 _ 2x .2 x -.�t� Eno r F-o,,NESS CUSTe M"printing service i l,0-888-5377 NEBS,Inc 11,1e,'--nh NH 0:2958 lz—neb-enm ReJ NO:G 2710(12222 APPENDIX 3 Detention Detail : » \ \ LLJ , [ O | 2 ! . Q LLJ » Cl:: ƒ ®®�, y q ® %9� 2 R LL, ƒ LLJ Q) Q C) Cnb§§ LAJ LAJ ± m a / � co � Q2 a I — Q cr) � \ Cr- ƒ $ � � . \ LQ \ � ... co ƒ V EC'-4 � . � / Q 222 ƒ � � s 3 � \ mom Qj L QE Z�: co 9 � � SUPPLEMENTAL DRAINAGE ANALYSIS SEACREST VILLAGE RETIREMENT COMMUNITIES INDEPENDENT LIVING &VITALITY CENTER - PHASE 2 211 SAXONY LANE ENCINITAS, CA DWG NO. 10211-G/I PREPARED BY: STUART ENGINEERING 7525 METROPOLITAN DRIVE, SUITE 308 SAN DIEGO, CA 92108 JOB NO. 343-08-18 STUART PEACE, RCE 27232 Revised November 11, 2009 April 20, 2009 Table of Contents 1. Introduction............................................................................ 1 2. Existing Drainage..................................................................... 1 3. Proposed Drainage................................................................... 1 4. Analysis and Mitigation............................................................ 1 5. Conclusion.............................................................................. 2 Appendices 1. Vicinity Map 2. Isopluvial Map 3. AES Print out - Onsite Existing Conditions Study (100-year) 4. AES Print out - Onsite Existing Conditions Study for 12"Pipe to Saxony Road and 18"pipe to Seacrest Way (100-year) 5. AES Print out - Overall Basin and Onsite Existing Conditions Study to Caltrans ROW(100-year) 6. AES Print out - Onsite Proposed Conditions Study (100-year) 7. AES Print out - Overall Basin and Onsite Proposed Conditions Study to Caltrans ROW(100-year) WITH OUT DETENTION 8. AES Print out — Overall Basin and Onsite Proposed Conditions Study to Caltrans ROW(1 00-year) WITH DETENTION 9. Detention Calculations 10. Detention system Detail Exhibits (in report pocket) 1. Overall Drainage Basin GIS Exhibits for Existing Conditions 2. Seacrest onsite Exhibit for Existing Conditions 3. Overall Drainage Basin GIS Exhibits for Proposed Conditions 4. Seacrest onsite Exhibit for Proposed Conditions Introduction The Seacrest Retirement Community is located in the City of Encinitas and is bounded by Saxony Road to the west, Seacrest Way to the south, and Saxony Lane to the north (see Vicinity Map Appendix 1). The project site is at an existing operating retirement community which is being developed in multiple phases. The current proposed development (Phase 2) occurs on an existing rough graded pad at the intersection of Saxony Road and Saxony Lane. The proposed Independent Living building and Vitality center are to be located at the Southeast corner of Saxony Road and Saxony Lane. There is an existing rough graded pad with a through drive aisle going from Saxony Road to Saxony Lane. The parking adjacent to the drive aisle contains 37 parking spaces. The proposed Independent Living building and Vitality Center will attach to the existing Garden Court Building on the north face of the existing building. The proposed building footprints will occupy the existing rough graded pad and portions of the impervious parking areas. Drainage Analysis Report Information Under separate cover is an overall site Drainage Analysis having a revision date of January 15, 2008 which was submitted for the entitlement portion of this project. That report extensively studied both the existing and proposed conditions for Phase 1 and all other proposed future phases. This report is intended to be used as a supplement to that overall site Drainage Analysis report dated January 15, 2008 and provide more detailed information beyond what has already been provided. The reviewer of this report should reference the previously submitted overall site Drainage Analysis for any additional information that is needed. Report Objectives The City of Encinitas has advised that there are known capacity issues with the existing 30" public storm drain pipe downstream of this project located the Caltrans Right-of-Way. The City has advised that Seacrest project will be required to maintain predevelopment peak 100-year runoff characteristics so as to not exacerbate the downstream drainage issues that the City is currently facing. Masih Maher has specifically asked that the times of concentration be addressed to consider possible stream combinations, something this report will consider. This report studies the entire basin that is tributary to the 30" outlet pipe at the Caltrans ROW. The basin encompasses approximately 40 acres having a flow length of 2,800 feet. The analysis was performed for 3 different 100-year states; existing conditions, proposed conditions without detention, and proposed conditions with detention mitigation. The calculations will show that after the proposed development has been constructed, with detention facilities in place, peak 100-year discharge it will have no greater impact than the undeveloped site that exists today. Methodology The hydrology calculations were performed using the Advanced Engineering Software (AES) see appendices 2, 3, and 4. It is important to note that when AES computes runoff volumes and times of concentration the AES software analyzes all possible stream combinations and _. determines which stream combination will represent the maximum runoff volume. Basin Overview The drainage basin that is tributary to the existing 30" Caltrans pipe has two main legs that combine and form the mainline flow. See Figure 1 below. Leg "A" is the conveyance via Saxony Road and represents the area north of Seacrest Way to the end of the tributary basin north of Saxony Lane. This basin is approximately 20 acres in size and includes the Silverado Senior Living Complex, Medical Office Building, Portions of Quail Gardens, and portions of Seacrest Retirement Communities. Leg "B" is the conveyance in Seacrest Way and represents the area from Saxony Road east to the end of the tributary basin at Pacific View lane. This basin is approximately 15 acres in size and includes the single family residential homes on Sea View Ct, north side of Pacific View Lane, and portions of Seacrest Village Retirement Communities. Leg "C" represents the conveyance after Legs "A and "B" have confluenced and includes portions of the condominium complex that have tributary flow. Figure 1 F- 1',-rvl•t 'k P 151.1t"l:" tr"itf :'fr, -.. Eports Park '. ✓.ro"t, P Ecte NO G V� LE A VV Saxony Ln PHASE 2 POINT OF CONFLUENCE ' 4 `r POINT OF CONFLUENCE ' Sescrosl Wry Seaaest Way E LEG "B" 1�� •t � A i vr,. sunny Or LEG NC" z Leg "A" Analysis & Phase 2 As stated, the Leg "A" basin is approximately 20 acres in size and includes the Silverado Senior Living Complex, Medical Office Building, Portions of Quail Gardens, and portions of Seacrest Retirement Communities. The proposed Phase 2 area is within the Leg A basin and will confluence with the upstream flow in the existing 24" RCP storm drain in Saxony Road just south of Saxony Lane. See Figure 1 for the location of confluence. At the Phase 2 confluence the AES software examines all possible stream combinations to calculate peak discharge. The Phase 2 area has a peak discharge occurring at time of 5.06 minutes and the upstream flow peak discharge occurs at 7.74 minutes. Because the existing 24" pipe is conveying considerably more upstream area than the Phase 2 development it is expected that the time of concentration for the upstream will govern the peak flow rather than the Phase 2 development. The table below shows the combined peak flow rates after the confluence at time 5.06 minutes and time 7.74 minutes. Leg"A" Confluence with Phase 2 (Proposed Conditions without detention) Confluenced Q Condition 100-year(cfs) When Phase 2 has peaked,Tc= 5.06 mins 36.58 When upstream has peaked,Tc=7.74 mins 50.26 Knowing that time 7.74 minutes governs, the AES calculations show the following flow rates for the 3 studied scenarios: existing conditions, proposed without detention, and proposed with detention. Leg"A" Confluence with Phase 2 in Saxony Road Condition Q 100-year Time of Concentration (cfs) (min.) Existing 48.81 7.74 Proposed without Phase 2 detention 50.26 7.74 Proposed with Phase 2 detention 48.36 7.74 When the analysis is conducted for the Phase 2 build-out condition the calculations show that the flow in the existing 24" RCP will be increased by approximately 2.5 cfs when compared to existing conditions. To mitigate for this increase, a detention system has been designed to reduce the runoff amount leaving the constructed Phase 2 site. When the computer simulation is re-run with mitigation measures in place it shows the proposed peak flow being less than existing and that all other stream combinations were analyzed. The specific detention device is discussed in more detail in the "Mitigation"of this report. Confluence of Leg "A" & Leg "B" The above described Leg "A" will confluence with Leg "B" at the intersection of Saxony Road and Seacrest Way. See Figure 1 for the location of point of confluence. At the point of confluence Leg "B" will be conveying 15 acres which includes the single family residential homes on Sea View Ct, north side homes of Pacific View Lane, and portions of Seacrest Village Retirement Communities. Leg"A" &Leg"B" Confluence (Proposed Conditions without detention) Confluenced Q Condition 100-year(cfs) When Leg"A" has peaked,Tc= 5.69 mins 93.07 When Leg"B" has peaked,Tc=8.48 mins 96.14 Knowing that time 8.48 minutes governs , the AES calculations show the following flow rates for the 3 studied scenarios: existing conditions, proposed without detention, and proposed with detention. Leg"A" & Leg"B"confluenced in Saxony Road Condition Q 100-year Time of Concentration (cfs) (min.) Existing 94.49 8.48 Proposed without Phase 2 detention 96.14 8.48 Proposed with Phase 2 detention 93.69 8.48 The above table shows that with the mitigation measures in place the peak flow after Phase 2 build-out will decrease and that all possible stream combinations and times of concentration have been analyzed for maximum compounded effect. Leg "C" Analysis As discussed, Leg `C represents the conveyance after Legs "A and "B" have confluenced and includes portions of the condominium complex that have tributary flow. At the existing 30" pipe in the Caltrans ROW the following table summarizes the computer simulation for existing conditions, proposed without detention, and proposed with detention. Leg "C" @ existing 30" pipe in Caltrans ROW Condition Q 100-year Time of Concentration (cfs) (min.) Existing 98.30 9.83 Proposed without Phase 2 detention 99.77 9.83 Proposed with Phase 2 detention 97.65 9.83 The above table shows that with the mitigation measures in place the peak flow after Phase 2 build-out will decrease and that all possible stream combinations and times of concentration have been analyzed for maximum compounded effect. Mitigation Per the `Leg "A"Analysis & Phase 2' in this report, to maintain predevelopment runoff conditions at peak 100-year discharge the proposed Phase 2 development must detain 2.5 cfs. The detention will be achieved by using an orifice restriction plate at the proposed Type-A curb outlet connection to the existing 12" PVC pipe adjacent to Saxony Road. Three (3) 18" storage pipes will be constructed upstream for a length of 50 feet each per the detention and storage calculations in Appendix 9. For a detail of the detention system reference Appendix 10. Conclusion By the nature of the design, runoff from the proposed development will primarily continue to flow to the same offsite locations therefore no adverse impacts are anticipated due to direction of runoff. In regards to volume of flow, as directed by Masih Maher with the City of Encinitas all possible times of concentrations and stream confluences have been analyzed to determine the greatest potential volumes of flow. Those volumes of flow have been accounted for and mitigated so that that post Phase 2 development flows will have no adverse impacts during a 100-year event. 343-08-16 October 29,2009 F:\AD M I N\343\C L5575r.doc APPENDIX 1 Vicinity Map LEUCADIA BL VD z >- c Z SAXONY LN. si TE o 5 SEA CREST WAY PAC/F!C OCEAN ENCINI TA BL VD. VICINI TY MAP NO SCALE APPENDIX 2 Isopluvial Map ga 3 r� { sit f• ��.X.r d „r�Hx3 W' F i �+.� •r R. 1 , ;i q t r ; ; t �p ' i ;{^ r r i { t I j { r S k i i r - 1_:__i !_?_ 1 _�_ r t , aw r� 1 t. —.i.= i 4 I i. I it#iI l -_-_r, i_ I_=_-�-•! ' ` - -- i + 1- r { I - if 1 (-4 _! 'r v s _j-•r r 1 ,..1_r Y -� , } I f S._•__• i I — k { E [ r ; f i. I 'f i i All •� .� F-�---i-r t-. -.�i�_ - r r !. i I s I f 1- ! � �-i-� r _ --� 1 }-ri.!r T + 1 i!I if 1 r I t. ! gi 1 ,T,_� I i. t LL -'M >tiI i r 1- ! —� t- 1 t.r '�.CJ'. ' _ '- -_ ' {�tr -_�I,��_ ! :� •�__ r , fi �9t i r I t. ��7`fr ` --�— f�—_�—� �1 � j r ;j LL I+-+-..,��`•11�._1_ i ,.. i• �L1�' — } Tim 1 nZ� -----t—. 3 ' =T TT i a — p-€ &1 APPENDIX 3 AES Print out - Onsite Existing Conditions Study (100-year) **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference : SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 , 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2 . 0 Release Date : 06/01/2005 License ID 1402 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** • SEACREST MASTER PLAN • EXISTING CONDITIONS 100-YEAR STUDY • JOB NO. 343-05-09 12-4-06 (REVISED 3-12-07) FILE NAME: F: \ACAD\343\AES\343HYD1 .DAT TIME/DATE OF STUDY: 13 : 40 03/10/2007 -------------------- -- -------- ---------------------- - ---- --- - -- ------ --- ---- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - -------- ------------- --- -- --- - -- ------------------- - --- - ------------------- 2003 SAN DIEGO MANUAL CRITERIA -- USER SPECIFIED STORM EVENT (YEAR) = 100 . 00 -HOUR DURATION PRECIPITATION (INCHES) = 2 . 700 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0 . 95 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM_ COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES : MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----------------- 1 30 . 0 20 . 0 0 . 018/0 . 018/0 . 020 0 . 67 2 . 00 0 . 0313 0 . 167 0 . 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS : 1 . Relative Flow-Depth = 0 . 00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2 . (Depth) * (Velocity) Constraint = 6 . 0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. * **************************************************************************** FLOW PROCESS FROM NODE 100 . 00 TO NODE 105 . 00 IS CODE = 21 - ---------- --------- - -- ---- --- - --------- - ---- - --- --- - - -- - ----- ------------- - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< � TSER-SPECIFIED RUNOFF COEFFICIENT = . 5700 S .C. S . CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH (FEET) = 280 . 00 UPSTREAM ELEVATION (FEET) = 198 . 70 DOWNSTREAM ELEVATION (FEET) = 191 . 10 ELEVATION DIFFERENCE (FEET) = 7 . 60 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 6 . 385 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 87 . 14 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 076 SUBAREA RUNOFF (CFS) = 3 . 53 TOTAL AREA(ACRES) = 1 . 02 TOTAL RUNOFF (CFS) = 3 . 53 FLOW PROCESS FROM NODE 110 . 00 TO NODE 115 . 00 IS CODE = 21 ------- ------------- --- ---------- -- - ---------- -- ------- ------------------- - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 3000 S . C. S . CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH (FEET) = 170 . 00 UPSTREAM ELEVATION(FEET) = 195 . 50 DOWNSTREAM ELEVATION (FEET) = 186 . 00 ELEVATION DIFFERENCE (FEET) = 9 . 50 SUBAREA OVERLAND TIME OF FLOW(MIN. ) = 8 . 115 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100 . 00 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 205 SUBAREA RUNOFF (CFS) = 0 . 16 TOTAL AREA (ACRES) = 0 . 10 TOTAL RUNOFF (CFS) = 0 . 16 FLOW PROCESS FROM NODE 120 . 00 TO NODE 125 . 00 IS CODE = 21 --- ---- -- - - - ---- -- ----- ------ ----------- - ----- -- ------- - ----- ----- - --------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 3000 S . C. S . CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH (FEET) = 160 . 00 UPSTREAM ELEVATION(FEET) = 198 . 70 DOWNSTREAM ELEVATION (FEET) = 189 . 50 ELEVATION DIFFERENCE (FEET) = 9 . 20 SUBAREA OVERLAND TIME OF FLOW(MIN. ) = 8 . 038 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100 . 00 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 237 SUBAREA RUNOFF (CFS) = 0 . 11 TOTAL AREA(ACRES) = 0 . 07 TOTAL RUNOFF (CFS) = 0 . 11 FLOW PROCESS FROM NODE 200 . 00 TO NODE 205 . 00 IS CODE = 21 - - ----- --------------- - - - --- - ------ - -------------- - - - - -------------------- -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< JSER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C. S . CURVE NUMBER (AMC II) = 76 INITIAL SUBAREA FLOW-LENGTH (FEET) = 130 . 00 UPSTREAM ELEVATION (FEET) = 189 . 10 DOWNSTREAM ELEVATION (FEET) = 177 . 00 ELEVATION DIFFERENCE (FEET) = 12 . 10 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 6 . 333 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100 . 00 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 108 SUBAREA RUNOFF (CFS) = 0 . 51 TOTAL AREA(ACRES) = 0 . 23 TOTAL RUNOFF (CFS) = 0 . 51 FLOW PROCESS FROM NODE 210 . 00 TO NODE 215 . 00 IS CODE = 21 - ------ ---- ----------- ---------- ----- - -- ---------------- ----- ------- -------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S .C. S . CURVE NUMBER (AMC II) = 93 INITIAL SUBAREA FLOW-LENGTH(FEET) = 370 . 00 UPSTREAM ELEVATION (FEET) = 188 . 50 DOWNSTREAM ELEVATION (FEET) = 177 . 00 ELEVATION DIFFERENCE (FEET) = 11 . 50 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 3 . 651 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85 . 54 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE : RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 8 . 82 TOTAL AREA(ACRES) = 1 . 59 TOTAL RUNOFF (CFS) = 8 . 82 FLOW PROCESS FROM NODE 215 . 00 TO NODE 215 . 00 IS CODE = 81 --- ------ - - -- - ------- --- ---- -------- - - - -- --- - - - - --- ----- - - -- -- ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE : RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7959 SUBAREA AREA(ACRES) = 0 . 34 SUBAREA RUNOFF (CFS) = 2 . 10 TOTAL AREA(ACRES) = 1. 9 TOTAL RUNOFF (CFS) = 10 . 93 TC (MIN. ) = 3 . 65 FLOW PROCESS FROM NODE 220 . 00 TO NODE 225 . 00 IS CODE = 21 -- ----- ------ --- --- ------------ ----- --- --- - - - ------- -- ---------- ----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C. S . CURVE NUMBER (AMC II) = 76 INITIAL SUBAREA FLOW-LENGTH (FEET) = 191 . 00 UPSTREAM ELEVATION (FEET) = 190 . 00 - DOWNSTREAM ELEVATION (FEET) = 182 . 00 ELEVATION DIFFERENCE (FEET) = 8 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 8 . 264 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100 . 00 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 145 SUBAREA RUNOFF (CFS) = 0 . 31 TOTAL AREA(ACRES) = 0 . 17 TOTAL RUNOFF (CFS) = 0 . 31 FLOW PROCESS FROM NODE 300 . 00 TO NODE 305 . 00 IS CODE = 21 ---- - - - - - ----- ----------- ----- - ---- - -------- --- - --------- ------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S . C . S . CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH (FEET) = 200 . 00 UPSTREAM ELEVATION (FEET) = 198 . 00 DOWNSTREAM ELEVATION(FEET) = 187 . 50 ELEVATION DIFFERENCE (FEET) = 10 . 50 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 5 . 179 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100 . 00 (Reference: Table 3=1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 955 SUBAREA RUNOFF (CFS) = 0 . 71 TOTAL AREA(ACRES) = 0 . 17 TOTAL RUNOFF (CFS) = 0 . 71 FLOW PROCESS FROM NODE 305 . 00 TO NODE 305 . 00 IS CODE = 81 ------- -- - ---- --- ------------- ---- - - ---------- - - ----------- ------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 955 USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C . S . CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7800 SUBAREA AREA (ACRES) = 0 . 34 SUBAREA RUNOFF (CFS) = 2 . 06 TOTAL AREA(ACRES) = 0 . 5 TOTAL RUNOFF (CFS) = 2 . 77 TC (MIN. ) = 5 . 18 FLOW PROCESS FROM NODE 305 . 00 TO NODE 310 . 00 IS CODE = 31 ---- ---- - - --- - --- ------------------ - -------- -------------- ----------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 140 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 12 . 0 INCH PIPE IS 7 . 2 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 5 . 62 ESTIMATED PIPE DIAMETER (INCH) = 12 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2 . 77 PIPE TRAVEL TIME (MIN. ) = 0 . 42 Tc (MIN. ) = 5 . 59 LONGEST FLOWPATH FROM NODE 300 . 00 TO NODE 310 . 00 = 340 . 00 FEET. FLOW PROCESS FROM NODE 310 . 00 TO NODE 310 . 00 IS CODE = 81 -------- ------ ---------- -- - ------ - --------- --- -------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 617 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7388 SUBAREA AREA(ACRES) = 0 . 43 SUBAREA RUNOFF (CFS) = 1 . 96 TOTAL AREA(ACRES) = 0 . 9 TOTAL RUNOFF (CFS) = 4 . 60 TC (MIN. ) = 5 . 59 FLOW PROCESS FROM NODE 315 . 00 TO NODE 320 . 00 IS CODE = 21 - -------- -- ---- ---------- ------------------- ---------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S . C. S . CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH (FEET) = 320 . 00 UPSTREAM ELEVATION(FEET) = 198 . 00 DOWNSTREAM ELEVATION(FEET) = 188 . 50 ELEVATION DIFFERENCE (FEET) = 9 . 50 SUBAREA OVERLAND TIME OF FLOW(MIN. ) = 3 . 342 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 84 . 69 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE : RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 4 . 61 TOTAL AREA(ACRES) = 0 . 80 TOTAL RUNOFF (CFS) 4 . 61 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0 . 8 TC (MIN. ) = 3 . 34 PEAK FLOW RATE (CFS) = 4 . 61 ---------- END OF RATIONAL METHOD ANALYSIS APPENDIX 4 AES Print out - Onsite Existing Conditions Study for 12" Pipe to Saxony Road and 18"pipe to Seacrest Way (100-year) J RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference : SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 , 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2 . 0 Release Date: 06/01/2005 License ID 1402 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** • SEACREST MASTER PLAN • EXISTING ONSITE 12" SD PIPE TO SAXONY ROAD AND 18" PIPE TO SEACREST WAY • JOB NO. 343-05-09 DATE 12/4/06/ (REVISED 4/14/07) ************************************************************************** FILE NAME: F:ACAD\343\AES\343HYD3 .DAT TIME/DATE OF STUDY: 14 : 07 04/14/2007 -- ---- ---------- --- ------- --------- -- -- - - -- -- - - --- ------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100 . 00 6-HOUR DURATION PRECIPITATION (INCHES) = 2 . 700 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0 . 95 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES : MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30 . 0 20 . 0 0 . 018/0 . 018/0 . 020 0 . 67 2 . 00 0 . 0313 0 . 167 0 . 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS : 1 . Relative Flow-Depth = 0 . 00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2 . (Depth) * (Velocity) Constraint = 6 . 0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. * FLOW PROCESS FROM NODE 400 . 00 TO NODE 405 . 00 IS CODE = 21 ------ ------------ --- ----- - ------------ ------- -- - ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1 _ 7SER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 INITIAL SUBAREA FLOW-LENGTH (FEET) = 90 . 00 UPSTREAM ELEVATION (FEET) = 6 . 00 DOWNSTREAM ELEVATION(FEET) = 0 . 00 ELEVATION DIFFERENCE (FEET) = 6 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 2 . 904 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE : RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 1 . 61 'TOTAL AREA(ACRES) = 0 . 29 TOTAL RUNOFF (CFS) = 1 . 61 FLOW PROCESS FROM NODE 405 . 00 TO NODE 410 . 00 IS CODE = 31 -------- -- - ---- ------- ----------- -------------- -- --------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< REPRESENTATIVE SLOPE = 0 . 0120 FLOW LENGTH (FEET) = 108 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 9 . 0 INCH PIPE IS 5 . 9 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 5 . 22 ESTIMATED PIPE DIAMETER(INCH) = 9 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 1 . 61 PIPE TRAVEL TIME (MIN. ) = 0 . 34 Tc (MIN. ) = 3 . 25 LONGEST FLOWPATH FROM NODE 400 . 00 TO NODE 410 . 00 = 198 . 00 FEET. FLOW PROCESS FROM NODE 410 . 00 TO NODE 410 . 00 IS CODE = 10 ----- ------- --- - ------- - ----------------- -- - - --- - - ----- ---- -- - -- -- - ----- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< PROCESS FROM NODE 415 . 00 TO NODE 420 . 00 IS CODE = 21 - ------- ----- --- -- -- ------- ---- -- -- ------- ---- - -- -- - ---- --- - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S . C. S . CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH (FEET) = 205 . 00 UPSTREAM ELEVATION (FEET) = 3 . 00 DOWNSTREAM ELEVATION (FEET) = 0 . 00 ELEVATION DIFFERENCE (FEET) = 3 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 3 . 762 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66 . 95 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 2 . 65 TOTAL AREA(ACRES) = 0 . 46 TOTAL RUNOFF (CFS) = 2 . 65 FLOW PROCESS FROM NODE 420 . 00 TO NODE 410 . 00 IS CODE = 31 ----- ---- - - ------ - - --- ------ - --------- - -- - - - - -------- - - ------- ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< ,EPRESENTATIVE SLOPE = 0 . 0500 FLOW LENGTH (FEET) = 46 . 40 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 9 . 0 INCH PIPE IS 5 . 1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 10 . 16 ESTIMATED PIPE DIAMETER(INCH) = 9 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 2 . 65 PIPE TRAVEL TIME (MIN. ) = 0 . 08 Tc (MIN. ) = 3 . 84 LONGEST FLOWPATH FROM NODE 415 . 00 TO NODE 410 . 00 = 251 . 40 FEET . FLOW PROCESS FROM NODE 410 . 00 TO NODE 410 . 00 IS CODE = 11 ----- ----- --- --------------- -- -- - ------- - >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 2 . 65 3 . 84 7 . 114 0 . 46 LONGEST FLOWPATH FROM NODE 415 . 00 TO NODE 410 . 00 = 251 . 40 FEET . ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 1 . 61 3 . 25 7 . 114 0 . 29 LONGEST FLOWPATH FROM NODE 400 . 00 TO NODE 410 . 00 = 198 . 00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 3 . 85 3 . 25 7 . 114 2 4 . 26 3 . 84 7 . 114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 4 . 26 Tc (MIN. ) = 3 . 84 TOTAL AREA(ACRES) = 0 . 8 FLOW PROCESS FROM NODE 410 . 00 TO NODE 430 . 00 IS CODE = 31 ----- - - ---- -- - - - ---- ------ -- ----- - - >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<«< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 85 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 15 . 0 INCH PIPE IS 8 . 1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 26 ESTIMATED PIPE DIAMETER(INCH) = 15 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4 . 26 PIPE TRAVEL TIME (MIN. ) = 0 . 23 Tc (MIN. ) = 4 . 06 LONGEST FLOWPATH FROM NODE 415 . 00 TO NODE 430 . 00 = 336 . 40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430 . 00 TO NODE 430 . 00 IS CODE = 81 -- -- - ------ ----- ---- ------ - - ------ - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. - USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S . C . S . CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 8026 SUBAREA AREA (ACRES) = 0 . 42 SUBAREA RUNOFF (CFS) = 2 . 42 TOTAL AREA(ACRES) = 1 . 2 TOTAL RUNOFF (CFS) = 6 . 68 `I"C (MIN. ) = 4 . 06 FLOW PROCESS FROM NODE 430 . 00 TO NODE 440 . 00 IS CODE = 41 -------- -------- ---------- -- - -- ------------ ------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0250 FLOW LENGTH (FEET) = 336 . 00 MANNING' S N = 0 . 011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 34 . 02 PIPE FLOW VELOCITY = (TOTAL FLOW) / (PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 6 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6 . 684 ' PIPE TRAVEL TIME (MIN. ) = 0 . 16 Tc (MIN. ) = 4 . 23 LONGEST FLOWPATH FROM NODE 415 . 00 TO NODE 440 . 00 = 672 . 40 FEET. FLOW PROCESS FROM NODE 500 . 00 TO NODE 505 . 00 IS CODE = 21 --- ----- - --- -- ----------- --- --- - - ---- -- --- -------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 8500 S . C. S . CURVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH (FEET) = 230 . 00 UPSTREAM ELEVATION(FEET) = 5 . 00 DOWNSTREAM ELEVATION (FEET) = 1 . 00 ELEVATION DIFFERENCE (FEET) = 4 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 3 . 072 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67 . 39 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 5 . 56 TOTAL AREA(ACRES) = 0 . 92 TOTAL RUNOFF (CFS) = 5 . 56 FLOW PROCESS FROM NODE 505 . 00 TO NODE 507 . 00 IS CODE = 41 ------- -- - ---- -------- - - - ------- --- ------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0075 FLOW LENGTH (FEET) = 95 . 60 MANNING' S N = 0 . 011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 7 . 08 PIPE FLOW VELOCITY = (TOTAL FLOW) / (PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 12 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5 . 56 PIPE TRAVEL TIME (MIN. ) = 0 . 22 Tc (MIN. ) = 3 . 30 LONGEST FLOWPATH FROM NODE 500 . 00 TO NODE 507 . 00 = 325 . 60 FEET. FLOW PROCESS FROM NODE 507 . 00 TO NODE 510 . 00 IS CODE = 41 ---------- ------- ------- -------- --- ------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 78 . 40 MANNING' S N = 0 . 011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 7 . 08 PIPE FLOW VELOCITY = (TOTAL FLOW) / (PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 12 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 5 . 56 PIPE TRAVEL TIME (MIN. ) = 0 . 18 Tc (MIN. ) = 3 . 48 LONGEST FLOWPATH FROM NODE 500 . 00 TO NODE 510 . 00 = 404 . 00 FEET. FLOW PROCESS FROM NODE 510 . 00 TO NODE 510 . 00 IS CODE = 81 - ------------------------- --- --------- ------- - ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7 . 114 NOTE : RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S . C. S . CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 8457 SUBAREA AREA(ACRES) = 0 . 11 SUBAREA RUNOFF (CFS) = 0 . 63 TOTAL AREA(ACRES) = 1 . 0 TOTAL RUNOFF (CFS) = 6 . 20 TC (MIN. ) = 3 . 48 FLOW PROCESS FROM NODE 510 . 00 TO NODE 520 . 00 IS CODE = 41 - -- ---- -- - -- --- --- --- ---- --- - - -------- - --- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 46 . 80 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 9 . 1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 88 GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 6 . 20 PIPE TRAVEL TIME (MIN. ) = 0 . 11 Tc (MIN. ) = 3 . 59 LONGEST FLOWPATH FROM NODE 5,00 . 00 TO NODE 520 . 00 = 450 . 80 FEET. FLOW PROCESS FROM NODE 520 . 00 TO NODE 520 . 00 IS CODE = 81 ------- -------- ------ ------- -------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7977 SUBAREA AREA(ACRES) = 0 . 46 SUBAREA RUNOFF (CFS) = 2 . 26 TOTAL AREA(ACRES) = 1 . 5 TOTAL RUNOFF (CFS) = 8 . 45 TC (MIN. ) = 3 . 59 FLOW PROCESS FROM NODE 520 . 00 TO NODE 525 . 00 IS CODE = 41 - ------- ---------- ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 64 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 11 . 1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 7 .41 GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 �'?IPE-FLOW (CFS) = 8 . 45 PIPE TRAVEL TIME (MIN. ) = 0 . 14 Tc (MIN. ) = 3 . 74 LONGEST FLOWPATH FROM NODE 500 . 00 TO NODE 525 . 00 = 514 . 80 FEET. FLOW PROCESS FROM NODE 525 . 00 TO NODE 525 . 00 IS CODE = 81 -------- ---- --- -- ------ ---- ------- ------- --- --------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7942 SUBAREA AREA (ACRES) = 0 . 36 SUBAREA RUNOFF (CFS) = 2 . 00 TOTAL AREA(ACRES) = 1 . 9 TOTAL RUNOFF (CFS) = 10 . 45 TC (MIN. ) = 3 . 74 FLOW PROCESS FROM NODE 525 . 00 TO NODE 530 . 00 IS CODE = 41 - - ----- - ------- --------- --- - --------------- --- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 -FLOW LENGTH (FEET) = 147 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 12 . 9 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 7 . 71 GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 10 . 45 PIPE TRAVEL TIME (MIN. ) = 0 . 32 Tc (MIN. ) = 4 . 06 LONGEST FLOWPATH FROM NODE 500 . 00 TO NODE 530 . 00 = 661 . 80 FEET. FLOW PROCESS FROM NODE 530 . 00 TO NODE 530 . 00 IS CODE = 81 - ------- ------------- ---------------------- -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE : RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7788 SUBAREA AREA (ACRES) = 0 . 32 SUBAREA RUNOFF (CFS) = 1 . 57 TOTAL AREA (ACRES) = 2 . 2 TOTAL RUNOFF (CFS) = 12 . 02 TC (MIN. ) = 4 . 06 FLOW PROCESS FROM NODE 530 . 00 TO NODE 535 . 00 IS CODE = 41 - ------ - -------- ---- -- - - -- -------------- -- -- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< _ >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 148 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 14 . 6 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 7 . 81 GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12 . 02 PIPE TRAVEL TIME (MIN. ) = 0 . 32 Tc (MIN. ) = 4 . 37 °-LONGEST FLOWPATH FROM NODE 500 . 00 TO NODE 535 . 00 = 809 . 80 FEET. FLOW PROCESS FROM NODE 535 . 00 TO NODE 535 . 00 IS CODE = 81 - ----- --------- --------- - ------------- - - ---- ----- - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7790 SUBAREA AREA(ACRES) = 0 . 24 SUBAREA RUNOFF (CFS) = 1 . 33 TOTAL AREA(ACRES) = 2 . 4 TOTAL RUNOFF (CFS) = 13 . 35 TC (MIN. ) = 4 . 37 FLOW PROCESS FROM NODE 535 . 00 TO NODE 540 . 00 IS CODE = 41 - ----- - - -- ----- --------- -------------------- - >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0796 FLOW LENGTH (FEET) = 22 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 18 ..0 INCH PIPE IS 7 . 8 INCHES - PIPE-FLOW VELOCITY (FEET/SEC. ) = 18 . 13 .GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 13 . 35 PIPE TRAVEL TIME (MIN. ) = 0 . 02 Tc (MIN. ) = 4 . 39 LONGEST FLOWPATH FROM NODE 500 . 00 TO NODE 540 . 00 = 831 . 80 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2 . 4 TC (MIN. ) = 4 . 39 PEAK FLOW RATE (CFS) = 13 . 35 END OF RATIONAL METHOD ANALYSIS APPENDIX 5 AES Print out - Overall Basin and Onsite Existing Conditions Study to Ca/trans ROW(100-year) **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference : SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 , 1985 , 1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2 . 0 Release Date : 06/01/2005 License ID 1402 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** • STUART ENGINEERING JOB NO. 343-05-09 • SEACREST RETIREMENT COMMUNITIES MASTER PLAN • 100-YEAR ANALYSIS FOR EXISTING CONDITIONS TO CALTRANTS ROW AT I-5 ************************************************************************** FILE NAME : F:ACAD\343\AES\343HYD6 .DAT TIME/DATE OF STUDY: 13 : 07 04/18/2007 - ---- -- -- - -- -------- - ------- - -- - ---------- --- - ---- - --- ---- - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- -------------- --------- --- - -------------- - --- - - -- -- -- - - - 2003 SAN DIEGO MANUAL CRITERIA `-JSER SPECIFIED STORM EVENT (YEAR) = 100 . 00 J-HOUR DURATION PRECIPITATION (INCHES) = 2 . 700 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0 . 95 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES : MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30 . 0 20 . 0 0 . 018/0 . 018/0 020 0 . 67 2 . 00 0 . 0313 0 . 167 0 . 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS : 1 . Relative Flow-Depth = 0 . 00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2 . (Depth) * (Velocity) Constraint = 6 . 0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE. * FLOW PROCESS FROM NODE 1 . 00 TO NODE 5 . 00 IS CODE = 21 ----- -- ------------- ------- - - -- ------ ------------- - ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 . C. S . CURVE NUMBER (AMC II) = 93 INITIAL SUBAREA FLOW-LENGTH (FEET) = 620 . 00 UPSTREAM ELEVATION (FEET) = 200 . 00 DOWNSTREAM ELEVATION(FEET) = 194 . 00 ELEVATION DIFFERENCE (FEET) = 6 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 4 .486 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 59 . 35 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 19 . 86 TOTAL AREA(ACRES) 3 . 58 TOTAL RUNOFF (CFS) = 19 . 86 FLOW PROCESS FROM NODE 5 . 00 TO NODE 6 . 00 IS CODE = 41 --- ------- ------ ----- ------------- - --- - ------------- ------ - ------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0349 FLOW LENGTH (FEET) = 158 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 10 . 6 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 86 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 19 . 86 PIPE TRAVEL TIME (MIN. ) = 0 . 20 Tc (MIN. ) = 4 . 69 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 6 . 00 = 778 . 00 FEET. FLOW PROCESS FROM NODE 6 . 00 TO NODE 7 . 00 IS CODE = 41 --- ------- - - - ------------------------ - - -------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0050 FLOW LENGTH (FEET) = 254 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 18 . 5 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 23 GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 19 . 86 PIPE TRAVEL TIME (MIN. ) = 0 . 68 Tc (MIN. ) = 5 . 37 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 7 . 00 = 1032 . 00 FEET. FLOW PROCESS FROM NODE 7 . 00 TO NODE 7 . 00 IS CODE = 81 ------------ --- ----- --------------- ------------- - - - ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 794 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7800 SUBAREA AREA(ACRES) = 0 . 46 SUBAREA RUNOFF (CFS) = 2 . 44 TOTAL AREA (ACRES) = 4 . 0 TOTAL RUNOFF (CFS) = 21 .41 TC (MIN. ) = 5 . 37 FLOW PROCESS FROM NODE 7 . 00 TO NODE 8 . 00 IS CODE = 41 --- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0062 FLOW LENGTH (FEET) = 50 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 18 . 1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 90 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 21 . 41 PIPE TRAVEL TIME (MIN. ) = 0 . 12 Tc (MIN. ) = 5 . 49 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 8 . 00 = 1082 . 00 FEET. . FLOW PROCESS FROM NODE 8 . 00 TO NODE 8 . 00 IS CODE = 81 - - ----- -------- ----- ----------- -- --------- ---- -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 697 USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S . C. S . CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7808 SUBAREA AREA(ACRES) = 0 . 11 SUBAREA RUNOFF (CFS) = 0 . 60 TOTAL AREA(ACRES) = 4 . 2 TOTAL RUNOFF (CFS) = 21 . 70 TC (MIN. ) = 5 . 49 FLOW PROCESS FROM NODE 8 . 00 TO NODE 9 . 00 IS CODE = 41 - - ---- - -- - - - -------- ---------------------- - >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0050 FLOW LENGTH (FEET) = 25 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 19 . 7 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 35 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 21 . 70 PIPE TRAVEL TIME (MIN. ) = 0 . 07 Tc (MIN. ) = 5 . 56 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 9 . 00 = 1107 . 00 FEET. FLOW PROCESS FROM NODE 9 . 00 TO NODE 10 . 00 IS CODE = 51 -- ---- - -- - -- ----------------------- ----- -- - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< CHANNEL LENGTH THRU SUBAREA(FEET) = 220 . 00 REPRESENTATIVE CHANNEL SLOPE = 0 . 0100 CHANNEL BASE (FEET) = 30 . 00 "Z" FACTOR = 2 . 000 MANNING' S FACTOR = 0 . 030 MAXIMUM DEPTH (FEET) = 3 . 00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 643 USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C. S . CURVE NUMBER (AMC II) = 76 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 22 . 25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 2 . 29 AVERAGE FLOW DEPTH (FEET) = 0 . 32 TRAVEL TIME (MIN. ) = 1 . 60 Tc (MIN. ) = 7 . 16 SUBAREA AREA(ACRES) = 0 . 54 SUBAREA RUNOFF (CFS) = 1 . 10 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 732 TOTAL AREA(ACRES) = 4 . 7 PEAK FLOW RATE (CFS) = 21 . 70 END OF SUBAREA CHANNEL FLOW HYDRAULICS : DEPTH (FEET) = 0 . 32 FLOW VELOCITY (FEET/SEC. ) = 2 . 24 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 10 . 00 = 1327 . 00 FEET. FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 --- ---- ------------ -- - ------ ------- -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 7 . 16 RAINFALL INTENSITY (INCH/HR) = 5 . 64 TOTAL STREAM AREA(ACRES) = 4 . 69 PEAK FLOW RATE (CFS) AT CONFLUENCE = 21 . 70 - ---- ------- -------- ------------------ - ---- ---- - - ---- ----- ------- FLOW INFO FROM DETAILED EXISTING ANALYSIS AT NODE 105 --- - ---- ----------------------------- ------------ - --- ----- -----+ FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 7 ------ --- --------- - -- ------- ------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 1 . 02 TOTAL RUNOFF (CFS) = 3 . 53 M FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 ---- ---- - ----- - - - - --------- ---- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 1 . 02 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3 . 53 FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 81 ----- ---- -------- - ----- --- -- ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<«< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 7 . 114 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 6809 SUBAREA AREA (ACRES) = 2 . 000 SUBAREARUNOFF (CFS) ) = 1114063 TOTAL AREA(ACRES) _ TC (MIN. ) = 5 . 00 FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 3 . 02 PEAK FLOW RATE (CFS) AT CONFLUENCE = 14 . 63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 21 . 70 7 . 16 5 . 643 4 . 69 2 3 . 53 5 . 00 7 . 114 1 . 02 3 14 . 63 5 . 00 7 . 114 3 . 02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 33 . 31 5 . 00 7 . 114 2 33 . 31 5 . 00 7 . 114 3 36 . 10 7 . 16 5 . 643 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 36 . 10 Tc (MIN. ) = 7 . 16 TOTAL AREA(ACRES) = 8 . 7 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 10 . 00 = 1327 . 00 FEET. -- --- - ------ -------- - - - --- --- - - -------- -------- -+ OUTLET PIPE FOR DETENTION BASIN LIMITS Q-OUT 18" RCP @ 2 . 0a @ 8596 FULL CONVEYS 15 . 52 CFS - - - ------- - - - - - - -- - ----- -- -- -- - --- ---- ---- - - - ---- ----- ----- ---- -+ **************************************************************************** FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 13 ------- -- - -- - ---- --------- --- ----- -- -- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< **************************************************************************** FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 7 --------- - - - ------------------ ------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 7 . 14 RAIN INTENSITY (INCH/HOUR) = 5 . 65 TOTAL AREA (ACRES) = 7 . 60 TOTAL RUNOFF (CFS) = 15 . 52 **************************************************************************** FLOW PROCESS FROM NODE 10 . 00 TO NODE 11 . 00 IS CODE = 41 ------- --- - -------------------- -- - -- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH (FEET) = 2 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 9 . 03 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 15 . 52 PIPE TRAVEL TIME (MIN. ) = 0 . 00 Tc (MIN. ) = 7 . 14 -- CONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 11 . 00 = 1329 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11 . 00 TO NODE 11 . 00 IS CODE = 81 ------ - ------ - - - --- ----------------.---------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 . 651 USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C. S . CURVE NUMBER (AMC II) = 76 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 3607 SUBAREA AREA(ACRES) = 6 . 11 SUBAREA RUNOFF (CFS) = 12 . 43 TOTAL AREA(ACRES) = 13 . 7 TOTAL RUNOFF (CFS) = 27 . 95 TC (MIN. ) = 7 . 14 **************************************************************************** FLOW PROCESS FROM NODE 11 . 00 TO NODE 12 . 00 IS CODE = 41 - ------- -- ----- ---- ----------------------- ------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH (FEET) = 7 . 25 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 24 . 0 INCH PIPE IS 17 . 7 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 11 . 23 ` GIVEN PIPE DIAMETER (INCH) = 24 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 27 . 95 PIPE TRAVEL TIME (MIN. ) = 0 . 01 Tc (MIN. ) = 7 . 15 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 12 . 00 = 1336 . 25 FEET. FLOW PROCESS FROM NODE 12 . 00 TO NODE 12 . 00 IS CODE = 81 - -------------- - - - -------------- --- ---- - - - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 . 646 USER-SPECIFIED RUNOFF COEFFICIENT = . 7900 S . C. S . CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 3843 SUBAREA AREA(ACRES) = 0 . 80 SUBAREA RUNOFF (CFS) = 3 . 57 TOTAL AREA(ACRES) = 14 . 5 TOTAL RUNOFF (CFS) = 31 . 49 TC (MIN. ) = 7 . 15 **************************************************************************** FLOW PROCESS FROM NODE 12 . 00 TO NODE 13 . 00 IS CODE = 41 ---------- --------- ------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 274 . 00 MANNING' S N = 0 . 013 'ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 7 . 74 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 *- DIAMETER) GIVEN PIPE DIAMETER (INCH) = 24 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 31 .49 PIPE TRAVEL TIME (MIN. ) = 0 . 59 Tc (MIN. ) = 7 . 74 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1610 . 25 FEET. FLOW PROCESS FROM -NODE 13 . 00 TO NODE 13 . 00 IS CODE = 81 - - ------- - -------- ------- ------------ ----- --- --- - - -------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 . 365 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 4258 SUBAREA AREA(ACRES) = 1 . 70 SUBAREA RUNOFF (CFS) = 7 . 11 TOTAL AREA(ACRES) = 16 . 2 TOTAL RUNOFF (CFS) = 37 . 03 TC (MIN. ) = 7 . 74 FLOW PROCESS FROM NODE 13 . 00 TO NODE 13 . 00 IS CODE = 10 - - -------- --------------------------- --- - ----- ------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ------------ -- - --- ----------------- - ------- ---- - ----- - --------- -+ FLOW INFORMATION FROM DETAILED EXISITNG DRAINAGE STUDY PIPE COMING FROM UPPER SEACREST CAMPUS FROM NODE 430 TO 440 - - --------- -----------+ FLOW PROCESS FROM NODE 13 . 50 TO NODE 13 . 50 IS CODE = 7 - -- ----- -- ---- -------- ---- - ------- --- - -- --------- - --- - >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY(INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 1 . 20 TOTAL RUNOFF (CFS) = 6 . 68 FLOW PROCESS FROM NODE 13 . 50 TO NODE 13 . 50 IS CODE = 1 - - ------------------- ------------------- ------ - --------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE : TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY(INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 1 . 20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6 . 68 ----------- ----- ------- ------ ------- - ---- ------- ----- ---- -+ FLOW FROM DETAILED DRAINAGE STUDY FOR EXISITNG CONDITIONS SURFACE FLOW OUT DRIVEWAY AT NODE 215 ----------- ---------- ------ ----- --- -- -------- --- --------- -------------+ FLOW PROCESS FROM NODE 13 . 50 TO NODE 13 . 50 IS CODE = 7 -- ------------------- --- --- - -- - ----- ---- ------ - ------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 L .. TOTAL AREA(ACRES) = 1 . 59 TOTAL RUNOFF (CFS) = 8 . 82 FLOW PROCESS FROM NODE 13 . 50 TO NODE 13 . 50 IS CODE = 1 ------ -------- ------ - ---- --------------------- ----- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 1 . 59 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8 . 82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 6 . 68 5 . 00 7 . 114 1 . 20 2 8 . 82 5 . 00 7 . 114 1 . 59 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 15 . 50 5 . 00 7 . 114 2 15 . 50 5 . 00 7 . 114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 15 . 50 Tc (MIN. ) = 5 . 00 TOTAL AREA(ACRES) = 2 . 8 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 50 = 1610 . 25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13 . 50 TO NODE 13 . 00 IS CODE = 41 --- -- --- ------------- ------ -------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 22 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 39 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 15 . 50 PIPE TRAVEL TIME (MIN. ) = 0 . 06 Tc (MIN. ) = 5 . 06 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1632 . 25 FEET. ************************************************************************** FLOW PROCESS FROM NODE 13 . 00 TO NODE 13 . 00 IS CODE = 11 -- ------- - ------- ---- - - -- - ------ ----- >>>>>CONFLUENCE MEMORY BANK ## 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 15 . 50 5 . 06 7 . 062 2 . 79 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1632 . 25 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 37 . 03 7 . 74 5 . 365 16 . 21 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1610 . 25 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 39 . 68 5 . 06 7 . 062 2 48 . 81 7 . 74 5 . 365 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 48 . 81 Tc (MIN. ) = 7 . 74 TOTAL AREA(ACRES) = 19 . 0 **************************************************************************** FLOW PROCESS FROM NODE 13 . 00 TO NODE 14 . 00 IS CODE = 41 ------- -- --- --- ---------- --------- ---- - ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 296 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 8 . 98 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 48 . 81 PIPE TRAVEL TIME (MIN. ) = 0 . 55 Tc (MIN. ) = 8 . 29 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 14 . 00 = 1928 . 25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14 . 00 TO NODE 14 . 00 IS CODE = 81 ---------- ---- - ------------- ------ --- ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 133 USER-SPECIFIED RUNOFF COEFFICIENT = . 6300 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 4814 SUBAREA AREA(ACRES) = 0 . 43 SUBAREA RUNOFF (CFS) = 1 . 39 TOTAL AREA(ACRES) = 19 . 4 TOTAL RUNOFF (CFS) = 48 . 81 TC (MIN. ) = 8 . 29 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE r FLOW PROCESS FROM NODE 14 . 00 TO NODE 15 . 00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 98 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 8 . 98 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 48 . 81 PIPE TRAVEL TIME (MIN. ) = 0 . 18 Tc (MIN. ) = 8 . 48 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 15 . 00 = 2026 . 25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15 . 00 TO NODE 15 . 00 IS CODE = 10 - --------- --- - ----------------------------------- - ------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 20 . 00 TO NODE 21 . 00 IS CODE = 21 - -------------- -------------------- -------- ------ - ---- ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S .C. S . CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH (FEET) = 69 . 90 UPSTREAM ELEVATION (FEET) = 246 . 00 DOWNSTREAM ELEVATION (FEET) = 245 . 30 ELEVATION DIFFERENCE (FEET) = 0 . 70 SUBAREA OVERLAND TIME OF FLOW(MIN. ) = 9 . 777 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 616 SUBAREA RUNOFF (CFS) = 0 . 75 TOTAL AREA(ACRES) = 0 . 36 TOTAL RUNOFF (CFS) = 0 . 75 **************************************************************************** FLOW PROCESS FROM NODE 21 . 00 TO NODE 22 . 00 IS CODE = 61 - - ----- ---------- ------------ ------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0250 STREET LENGTH (FEET) = 650 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 15 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 1 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning' s FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning ' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 3 . 08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 34 HALFSTREET FLOOD WIDTH (FEET) = 10 . 73 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2 . 43 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 0 . 83 STREET FLOW TRAVEL TIME (MIN. ) = 4 . 46 Tc (MIN. ) = 14 . 24 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 . 622 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 450 SUBAREA AREA(ACRES) = 2 . 84 SUBAREA RUNOFF (CFS) = 4 . 63 TOTAL AREA(ACRES) = 3 . 2 PEAK FLOW RATE (CFS) = 5 . 22 END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 39 HALFSTREET FLOOD WIDTH (FEET) = 13 . 37 FLOW VELOCITY (FEET/SEC. ) = 2 . 74 DEPTH*VELOCITY (FT*FT/SEC. ) = 1 . 08 LONGEST FLOWPATH FROM NODE 20 . 00 TO NODE 22 . 00 = 719 . 90 FEET. FLOW PROCESS FROM NODE 22 . 00 TO NODE 22 . 00 IS CODE = 1 ------- ---------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 14 . 24 RAINFALL INTENSITY (INCH/HR) = 3 . 62 TOTAL STREAM AREA(ACRES) = 3 . 20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5 . 22 **************************************************************************** FLOW PROCESS FROM NODE 24 . 00 TO NODE 23 . 00 IS CODE = 21 --------- ------- ------ ------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH (FEET) = 69 . 90 UPSTREAM ELEVATION (FEET) = 245 . 00 DOWNSTREAM ELEVATION (FEET) = 244 . 30 ELEVATION DIFFERENCE (FEET) = 0 . 70 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 9 . 777 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 616 SUBAREA RUNOFF (CFS) = 0 . 27 TOTAL AREA(ACRES) = 0 . 13 TOTAL RUNOFF (CFS) = 0 . 27 **************************************************************************** FLOW PROCESS FROM NODE 23 . 00 TO NODE 22 . 00 IS CODE = 91 ---------------------- ---------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< REPRESENTATIVE SLOPE = 0 . 0250 CHANNEL LENGTH THRU SUBAREA(FEET) = 700 . 00 "V" GUTTER WIDTH (FEET) = 3 . 00 GUTTER HIKE (FEET) = 0 . 800 PAVEMENT LIP (FEET) = 0 . 010 MANNING' S N = . 0130 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0 . 02000 MAXIMUM DEPTH (FEET) = 0 . 82 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 261 *USER SPECIFIED (SUBAREA) : -*USER RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 0 . 96 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 9 . 03 AVERAGE FLOW DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 "V" GUTTER FLOW TRAVEL TIME (MIN. ) = 1 . 29 Tc (MIN. ) = 11 . 07 SUBAREA AREA(ACRES) = 0 . 72 SUBAREA RUNOFF (CFS) = 1 . 38 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 450 1 . 63 TOTAL AREA(ACRES) = 0 . 9 PEAK FLOW RATE (CFS) _ NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING-FULL GUTTER (NORMAL DEPTH = GUTTER HIKE) END OF SUBAREA "V" GUTTER HYDRAULICS : DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 FLOW VELOCITY (FEET/SEC. ) = 9 . 03 DEPTH*VELOCITY (FT*FT/SEC) = 7 . 22 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 22 . 00 = 769 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22 . 00 TO NODE 22 . 00 IS CODE = 1- - ------ --- ----- --------- ---------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 11 . 07 RAINFALL INTENSITY (INCH/HR) = 4 . 26 TOTAL STREAM AREA(ACRES) = 0 . 85 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1 . 63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 5 . 22 14 . 24 3 . 622 3 . 20 2 1 . 63 11 . 07 4 . 261 0 . 85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 5 . 68 11 . 07 4 . 261 2 6 . 60 14 . 24 3 . 622 COMPUTED CONFLUENCE ESTIMATESS 60E AS FOLLOWS : 14 . 24 PEAK FLOW RATE (CFS) _ TOTAL AREA(ACRES) = 4 . 0 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 22 . 00 = 769 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22 . 00 TO NODE 25 . 00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0710 STREET LENGTH (FEET) = 220 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning ' s FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning ' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 6 . 96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 37 HALFSTREET FLOOD WIDTH (FEET) = 12 . 15 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 4 . 37 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 1 . 61 STREET FLOW TRAVEL TIME (MIN. ) = 0 . 84 Tc (MIN. ) = 15 . 08 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 . 490 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 9000 S .C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 474 SUBAREA AREA(ACRES) = 0 . 23 SUBAREA RUNOFF (CFS) S 0 . 72 7 . 08 TOTAL AREA(ACRES) = 4 . 3 PEAK FLOW RATE (CF ) _ END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 37 HALFSTREET FLOOD WIDTH (FEET) = 12 . 24 FLOW VELOCITY(FEET/SEC. ) = 4 . 38 DEPTH*VELOCITY (FT*FT/SEC. ) = 1 . 63 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 25 . 00 = 989 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25 . 00 TO NODE 25 . 00 IS CODE = 1 --- ----- -------- ----- - ----- ------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 15 . 08 RAINFALL INTENSITY (INCH/HR) = 3 . 49 TOTAL STREAM AREA(ACRES) = 4 . 28 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7 . 08 **************************************************************************** FLOW PROCESS FROM NODE 27 . 00 TO NODE 26 . 00 IS CODE = 21 -------- ------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = 4500 S .C. S . CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH (FEET) = 69 . 90 UPSTREAM ELEVATION (FEET) = 226 . 00 DOWNSTREAM ELEVATION (FEET) = 225 . 30 ELEVATION DIFFERENCE (FEET) = 0 . 70 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 9 . 777 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 616 SUBAREA RUNOFF (CFS) = 0 . 58 TOTAL AREA(ACRES) = 0 . 28 TOTAL RUNOFF (CFS) = 0 . 58 FLOW PROCESS FROM NODE 26 . 00 TO NODE 25 . 00 IS CODE = 61 __ --- -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0250 STREET LENGTH (FEET) = 550 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL(DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning' s FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2 . 80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 33 HALFSTREET FLOOD WIDTH (FEET) = 10 . 35 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2 . 35 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 0 . 78 STREET FLOW TRAVEL TIME (MIN. ) = 3 . 89 Tc (MIN. ) = 13 . 67 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 . 718 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C.S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 450 SUBAREA AREA(ACRES) = 2 . 63 SUBAREA RUNOFF (CFS) = 4 . 40 TOTAL AREA (ACRES) = 2 . 9 PEAK FLOW RATE (CFS) = 4 . 87 END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 39 HALFSTREET FLOOD WIDTH (FEET) = 13 . 04 FLOW VELOCITY (FEET/SEC. ) = 2 . 68 DEPTH*VELOCITY (FT*FT/SEC. ) = 1 . 04 LONGEST FLOWPATH FROM NODE 27 . 00 TO NODE 25 . 00 = 619 . 90 FEET. FLOW PROCESS FROM NODE 25 . 00 TO NODE 25 . 00 IS CODE = 1 - - - ------- -- - ----------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 13 . 67 RAINFALL INTENSITY (INCH/HR) = 3 . 72 TOTAL STREAM AREA(ACRES) = 2 . 91 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 7 . 08 15 . 08 3 . 490 4 . 28 2 4 . 87 13 . 67 3 . 718 2 . 91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 11 . 52 13 . 67 3 . 718 2 11. 65 15 . 08 3 . 490 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 11 . 65 Tc (MIN. ) = 15 . 08 TOTAL AREA(ACRES) = 7 . 2 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 25 . 00 = 989 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25 . 00 TO NODE 28 . 00 IS CODE = 61 ------- ------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<. >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0710 STREET LENGTH (FEET) = 60 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning ' s FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning ' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 11 . 69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 43 HALFSTREET FLOOD WIDTH(FEET) = 14 . 99 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4 . 94 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 2 . 10 STREET FLOW TRAVEL TIME (MIN. ) = 0 . 20 Tc (MIN. ) = 15 . 28 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 .460 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 9000 S .C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 466 SUBAREA AREA (ACRES) = 0 . 02 SUBAREA RUNOFF (CFS) = 0 . 06 11 . 65 TOTAL AREA(ACRES) = 7 . 2 PEAK FLOW RATE (CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (F$ET) = 0 .43 HALFSTREET FLOOD WIDTH (FEET) = 14 . 99 FLOW VELOCITY (FEET/SEC. ) = 4 . 93 DEPTH*VELOCITY (FT*FT/SEC. ) = 2 . 10 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 28 . 00 = 1049 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28 . 00 TO NODE 28 . 00 IS CODE = 1 _- - --- --- ---- ------------------ ---- ----------------- - -- - -- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 15 . 28 -- RAINFALL INTENSITY (INCH/HR) = 3 . 46 TOTAL STREAM AREA(ACRES) = 7 . 21 PEAK FLOW RATE (CFS) AT CONFLUENCE = 11 . 65 **************************************************************************** FLOW PROCESS FROM NODE 30 . 00 TO NODE 29 . 00 IS CODE = 21 ------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S .C. S . CURVE NUMBER (AMC II) = 76 INITIAL SUBAREA FLOW-LENGTH (FEET) = 750 . 00 UPSTREAM ELEVATION(FEET) = 284 . 00 DOWNSTREAM ELEVATION(FEET) = 220 . 00 ELEVATION DIFFERENCE (FEET) = 64 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 6 . 519 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100 . 00 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 995 SUBAREA RUNOFF (CFS) = 2 . 44 TOTAL AREA(ACRES) = 1 . 13 TOTAL RUNOFF (CFS) = 2 . 44 **************************************************************************** FLOW PROCESS FROM NODE 29 . 00 TO NODE 28 . 00 IS CODE = 91 - ------ ---------- -------- -- ------------ ---- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< REPRESENTATIVE SLOPE = 0 . 0250 CHANNEL LENGTH THRU SUBAREA(FEET) = 600 . 00 "V" GUTTER WIDTH (FEET) = 3 . 00 GUTTER HIKE (FEET) = 0 . 800 PAVEMENT LIP (FEET) = 0 . 010 MANNING' S N = . 0130 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0 . 02000 MAXIMUM DEPTH (FEET) = 0 . 82 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 418 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C.S . CURVE NUMBER (AMC II) = 76 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 3 . 60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 9 . 03 AVERAGE FLOW DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 "V" GUTTER FLOW TRAVEL TIME (MIN. ) = 1 . 11 Tc (MIN. ) = 7 . 63 SUBAREA AREA(ACRES) = 0 . 95 SUBAREA RUNOFF (CFS) = 2 . 32 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 401 TOTAL AREA(ACRES) = 2 . 1 PEAK FLOW RATE (CFS) = 4 . 52 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING-FULL GUTTER(NORMAL DEPTH = GUTTER HIKE) END OF SUBAREA "V" GUTTER HYDRAULICS : DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 FLOW VELOCITY (FEET/SEC. ) = 9 . 03 DEPTH*VELOCITY (FT*FT/SEC) = 7 . 22 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 28 . 00 = 1350 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28 . 00 TO NODE 28 . 00 IS CODE = 1 -- ------------------------ ---- ------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 7 . 63 RAINFALL INTENSITY (INCH/HR) = 5 . 42 TOTAL STREAM AREA(ACRES) = 2 . 08 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 11 . 65 15 . 28 3 . 460 7 . 21 2 4 . 52 7 . 63 5 . 418 2 . 08 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 11 . 96 7 . 63 5 . 418 2 14 . 54 15 . 28 3 . 460 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 14 . 54 Tc (MIN. ) = 15 . 28 TOTAL AREA(ACRES) = 9 . 3 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 28 . 00 = 1350 . 00 FEET. FLOW PROCESS FROM NODE 28 . 00 TO NODE 31 . 00 IS CODE = 61 - ------ -- - ------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0800 STREET LENGTH (FEET) = 240 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning ' s FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning ' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 14 . 77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 .45 HALFSTREET FLOOD WIDTH (FEET) = 16 . 09 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 5 . 46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC. ) = 2 . 45 STREET FLOW TRAVEL TIME (MIN. ) = 0 . 73 Tc (MIN. ) = 16 . 02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 . 357 USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 458 SUBAREA AREA(ACRES) = 0 . 16 SUBAREA RUNOFF (CFS) = 0 . 47 14 . 54 - TOTAL AREA(ACRES) = 9 . 4 PEAK FLOW RATE (CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 45 HALFSTREET FLOOD WIDTH (FEET) = 16 . 01 FLOW VELOCITY (FEET/SEC. ) = 5 . 42 DEPTH*VELOCITY (FT*FT/SEC. ) = 2 . 42 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 31 . 00 = 1590 . 00 FEET. FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 1 -- - -------------- ---- ----- --- --------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 16 . 02 RAINFALL INTENSITY (INCH/HR) = 3 . 36 TOTAL STREAM AREA(ACRES) = 9 . 45 PEAK FLOW RATE (CFS) AT CONFLUENCE = 14 . 54 ---------------------- ----- --- -- FLOW INFORMATION FROM DETAILED EXISTING DRAINAGE STUDY EXISTING FLOW IN PIPE AT NODE 540 FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 7 - -- ---- --- ------------------ -------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 2 . 40 TOTAL RUNOFF (CFS) = 13 . 35 FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 1 -- --- ---- ----- ---- -------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE : TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 2 . 40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 13 . 35 ---+ FLOW INFORMATION FROM DETAILED EXISTING DRAINAGE STUDY SURFACE FLOW OUT DRIVEWAY AT NODE 320 --------+ FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 7 - - ---- ---- ----- ----------- -- ----- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY(INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 0 . 80 TOTAL RUNOFF (CFS) = 4 . 61 FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 1 -- --- ----- ---------------- ------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 0 . 80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 14 . 54 16 . 02 3 . 357 9 . 45 2 13 . 35 5 . 00 7 . 114 2 . 40 3 4 . 61 5 . 00 7 . 114 0 . 80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 24 . 82 5 . 00 7 . 114 2 24 . 82 5 . 00 7 . 114 3 23 . 02 16 . 02 3 . 357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 24 . 82 Tc (MIN. ) = 5 . 00 TOTAL AREA(ACRES) = 12 . 6 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 31 . 00 = 1590 . 00 FEET. FLOW PROCESS FROM NODE 31 . 00 TO NODE 32 . 00 IS CODE = 41 -- -------- ---- - -- ------ ---- ------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0371 FLOW LENGTH (FEET) = 161 . 50 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 12 . 30 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24 . 82 PIPE TRAVEL TIME (MIN. ) = 0 . 22 Tc (MIN. ) = 5 . 22 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 32 . 00 = 1751 . 50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32 . 00 TO NODE 32 . 00 IS CODE = 1 --------------------------- - -------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: - TIME OF CONCENTRATION (MIN. ) = 5 . 22 P-AINFALL INTENSITY (INCH/HR) = 6 . 92 TOTAL STREAM AREA(ACRES) = 12 . 65 PEAK FLOW RATE (CFS) AT CONFLUENCE = 24 . 82 FLOW PROCESS FROM NODE 33 . 00 TO NODE 33 . 00 IS CODE = 7 ----------------------------- ----- ------ -- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 59 RAIN INTENSITY (INCH/HOUR) = 6 . 62 TOTAL AREA(ACRES) = 0 . 90 TOTAL RUNOFF (CFS) = 4 . 60 **************************************************************************** FLOW PROCESS FROM NODE 33 . 00 TO NODE 32 . 00 IS CODE = 41 -------------- - -------------- -- --- ------ - >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 15 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 8 . 5 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 5 . 64 GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 4 . 60 PIPE TRAVEL TIME (MIN. ) = 0 . 04 Tc (MIN. ) = 5 . 63 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 32 . 00 = 1365 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32 . 00 TO NODE 32 . 00 IS CODE = 1 ---------- ---- --- --- -- ------ - - ----- -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<«< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 63 RAINFALL INTENSITY (INCH/HR) = 6 . 59 TOTAL STREAM AREA(ACRES) = 0 . 90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 24 . 82 5 . 22 6 . 920 12 . 65 2 4 . 60 5 . 63 6 . 586 0 . 90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 29 . 08 5 . 22 6 . 920 2 28 . 23 5 . 63 6 . 586 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 29 . 08 Tc (MIN. ) = 5 . 22 TOTAL AREA(ACRES) = 13 . 5 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 32 . 00 = 1751 . 50 FEET. FLOW PROCESS FROM NODE 32 . 00 TO NODE 34 . 00 IS CODE = 41 --------------------- ---- ----- --- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0371 FLOW LENGTH(FEET) = 127 . 50 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 30 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 29 . 08 PIPE TRAVEL TIME (MIN. ) = 0 . 17 Tc (MIN. ) = 5 . 39 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 34 . 00 = 1879 . 00 FEET. FLOW PROCESS FROM NODE 34 . 00 TO NODE 34 . 00 IS CODE = 81 -- ------ ------ - ----------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 776 USER-SPECIFIED RUNOFF COEFFICIENT = . 8400 S . C. S . CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5625 SUBAREA AREA(ACRES) = 0 . 26 SUBAREA RUNOFF (CFS) = 1 . 48 TOTAL AREA(ACRES) = 13 . 8 TOTAL RUNOFF (CFS) = 52 . 64 TC (MIN. ) = 5 . 39 FLOW PROCESS FROM NODE 34 . 00 TO NODE 34 . 00 IS CODE = 81 ------- - ---- - - -- ------- - -------------- ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 776 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5802 SUBAREA AREA(ACRES) = 1 . 22 SUBAREA RUNOFF (CFS) = 6 . 45 TOTAL AREA(ACRES) = 15 . 0 TOTAL RUNOFF (CFS) = 59 . 09 TC (MIN. ) = 5 . 39 FLOW PROCESS FROM NODE 34 . 00 TO NODE 35 . 00 IS CODE 41 -- ----- ------------- ---------------- - ------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0280 FLOW LENGTH (FEET) = 230 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 95 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 24 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 59 . 09 PIPE TRAVEL TIME (MIN. ) = 0 . 30 Tc (MIN. ) = 5 . 69 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 35 . 00 = 2109 . 00 FEET. FLOW PROCESS FROM NODE 35 . 00 TO NODE 35 . 00 IS CODE = 11 -- ------- - ------- ------- ----- -------- ----- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 59 . 09 5 . 69 6 . 546 15 . 03 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 35 . 00 = 2109 . 00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 48 . 81 8 . 48 5 . 061 19 . 43 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 35 . 00 = 2026 . 25 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 91 . 84 5 . 69 6 . 546 2 94 . 49 8 . 48 5 . 061 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 94 . 49 Tc (MIN. ) = 8 . 48 TOTAL AREA(ACRES) = 34 . 5 **************************************************************************** FLOW PROCESS FROM NODE 35 . 00 TO NODE 36 . 00 IS CODE = 41 - -------------------------- ----------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0150 FLOW LENGTH (FEET) = 37 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 11 . 00 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94 . 49 PIPE TRAVEL TIME (MIN. ) = 0 . 06 Tc (MIN. ) = 8 . 53 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 36 . 00 = 2146 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 36 . 00 TO NODE 36 . 00 IS CODE = 81 -------- --------------- --------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 040 USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5347 SUBAREA AREA(ACRES) = 1 . 05 SUBAREA RUNOFF (CFS) = 4 . 60 TOTAL AREA(ACRES) = 35 . 5 TOTAL RUNOFF (CFS) = 95 . 69 TC (MIN. ) = 8 . 53 **************************************************************************** 'LOW PROCESS FROM NODE 36 . 00 TO NODE - -37 . 00 IS CODE = 4 --- ------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0060 FLOW LENGTH (FEET) = 120 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 96 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 95 . 69 PIPE TRAVEL TIME (MIN. ) = 0 . 29 Tc (MIN. ) = 8 . 82 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 37 . 00 = 2266 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 37 . 00 TO NODE 37 . 00 IS CODE = 81 ---------- ---- - ---------------- ------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 933 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5397 SUBAREA AREA(ACRES) = 1 . 19 SUBAREA RUNOFF (CFS) = 4 . 05 TOTAL AREA(ACRES) = 36 . 7 TOTAL RUNOFF (CFS) = 97 . 71 TC (MIN. ) = 8 . 82 **************************************************************************** FLOW PROCESS FROM NODE 37 . 00 TO NODE 38 . 00 IS CODE = 41 -- ---- -------- - - ------------ - -------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0060 FLOW LENGTH (FEET) = 268 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 96 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 97 . 71 PIPE TRAVEL TIME (MIN. ) = 0 . 64 Tc (MIN. ) = 9 . 46 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 38 . 00 = 2534 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 38 . 00 TO NODE 38 . 00 IS CODE = 81 --------------------------------- ---------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 715 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5434 SUBAREA AREA (ACRES) = 0 . 92 SUBAREA RUNOFF (CFS) = 2 . 99 TOTAL AREA(ACRES) = 37 . 6 TOTAL RUNOFF (CFS) = 97 . 71 TC (MIN. ) = 9 . 46 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 38 . 00 TO NODE 39 . 00 IS CODE = 41 --------------- - ------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0080 FLOW LENGTH (FEET) = 138 . 15 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 8 . 03 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 97 . 71 PIPE TRAVEL TIME (MIN. ) = 0 . 29 Tc (MIN. ) = 9 . 75 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 39 . 00 = 2672 . 15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 39 . 00 TO NODE 39 . 00 IS CODE = 81 - --------- - -------------- -------7--------- - ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 625 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S .C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5457 SUBAREA AREA(ACRES) = 0 . 61 SUBAREA RUNOFF (CFS) = 1 . 95 TOTAL AREA(ACRES) = 38 . 2 TOTAL RUNOFF (CFS) = 97 . 71 TC (MIN. ) = 9 . 75 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 39 . 00 TO NODE 39 . 00 IS CODE = 81 - - -------- -------- - - - ---- ----------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 625 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5478 SUBAREA AREA(ACRES) = 0 . 57 SUBAREA RUNOFF (CFS) = 1 . 82 TOTAL AREA(ACRES) = 38 . 8 TOTAL RUNOFF (CFS) = 98 . 30 TC (MIN. ) = 9 . 75 **************************************************************************** FLOW PROCESS FROM NODE 39 . 00 TO NODE 40 . 00 IS CODE = 41 ---------- -------------- ----------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 1110 FLOW LENGTH (FEET) = 151 . 98 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 19 . 2 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 29 . 68 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 98 . 30 PIPE TRAVEL TIME (MIN. ) = 0 . 09 Tc (MIN. ) = 9 . 83 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 40 . 00 = 2824 . 13 FEET. END OF STUDY SUMMARY: m TOTAL AREA(ACRES) = 38 . 8 TC (MIN. ) = 9 . 83 PEAK FLOW RATE (CFS) = 98 . 30 END OF RATIONAL METHOD ANALYSIS APPENDIX 6 AES Print out - Onsite Proposed Conditions Study (100-year) **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference : SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 , 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2 . 0 Release Date : 06/01/2005 License ID 1402 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * • SEACREST MASTER PLAN • PROPOSED CONDITIONS 100-YEAR STUDY • JOB NO. 343-05-09 DATE 12/4/06 (REVISED 3/12/07) ************************************************************************** FILE NAME : F:ACAD\343\AES\343HYD2 .DAT TIME/DATE OF STUDY: 18 : 46 04/17/2007 --- --- - - - -- - --- --------- ------ -- - -- - - - ---------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - ------ - --- - ---------- - ------------ -- -------- - - 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100 . 00 6-HOUR DURATION PRECIPITATION (INCHES) = 2 . 700 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0 . 95 SAN DIEGO HYDROLOGY MANUAL "C VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES : MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30 . 0 20 . 0 0 . 018/0 . 018/0 . 020 0 . 67 2 . 00 0 . 0313 0 . 167 0 . 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS : 1 . Relative Flow-Depth = 0 . 00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2 . (Depth) * (Velocity) Constraint = 6 . 0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. * **************************************************************************** FLOW PROCESS FROM NODE 101 . 00 TO NODE 102 . 00 IS CODE = 21 -------------- ------------------ ---- ------ ---- -- -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S .C. S . CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH (FEET) = 317 . 00 UPSTREAM ELEVATION(FEET) = 196 . 00 DOWNSTREAM ELEVATION (FEET) = 189 . 00 ELEVATION DIFFERENCE (FEET) = 7 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 3 . 519 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77 . 08 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 4 . 26 TOTAL AREA(ACRES) = 0 . 74 TOTAL RUNOFF (CFS) = 4 . 26 FLOW PROCESS FROM NODE 110 . 00 TO NODE 111 . 00 IS CODE = 21 - ----------- --- ------- ---------------- ------------- -------- -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S . C. S . CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH (FEET) = 48 . 00 UPSTREAM ELEVATION (FEET) = 196 . 00 DOWNSTREAM ELEVATION (FEET) = 190 . 00 ELEVATION DIFFERENCE (FEET) = 6 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 2 . 894 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10 . %, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 0 . 21 TOTAL AREA(ACRES) = 0 . 05 TOTAL RUNOFF (CFS) = 0 . 21 FLOW PROCESS FROM NODE 120 . 00 TO NODE 121 . 00 IS CODE = 21 - --- --- -------- -- - -- - --- -- ---------- -- - --- - -- ----- ----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH (FEET) = 115 . 00 UPSTREAM ELEVATION (FEET) = 195 . 00 DOWNSTREAM ELEVATION (FEET) = 188 . 50 ELEVATION DIFFERENCE (FEET) = 6 . 50 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 4 . 052 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 95 . 65 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 1 . 28 TOTAL AREA (ACRES) = 0 . 26 TOTAL RUNOFF (CFS) = 1 . 28 FLOW PROCESS FROM NODE 130 . 00 TO NODE 131 . 00 IS CODE = 21 ----------- - --- ------ - ---- - ---- ---- - --- ------- --.------ - ----- --- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S . C.S . CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH (FEET) = 80 . 00 UPSTREAM ELEVATION (FEET) = 198 . 50 DOWNSTREAM ELEVATION (FEET) = 194 . 75 ELEVATION DIFFERENCE (FEET) = 3 . 75 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 4 . 810 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 0 . 51 TOTAL AREA(ACRES) = 0 . 12 TOTAL RUNOFF (CFS) = 0 . 51 FLOW PROCESS FROM NODE 140 . 00 TO NODE 141 . 00 IS CODE = 21 -- -- ----------- ------ ----- - ------------ -------------------------- - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S . C. S . CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH (FEET) = 90 . 00 UPSTREAM ELEVATION(FEET) = 196 . 00 DOWNSTREAM ELEVATION(FEET) = 194 . 75 ELEVATION DIFFERENCE (FEET) = 1. 25 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 6 . 789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70 . 83 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 840 SUBAREA RUNOFF (CFS) = 0 . 21 TOTAL AREA(ACRES) = 0 . 06 TOTAL RUNOFF (CFS) = 0 . 21 FLOW PROCESS FROM NODE 200 . 00 TO NODE 201 . 00 IS CODE = 21 - -- - - ---------------- ------ -------- ----- -- - -- --- -- -- - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 INITIAL SUBAREA FLOW-LENGTH (FEET) = 190 . 00 UPSTREAM ELEVATION(FEET) = 185 . 00 DOWNSTREAM ELEVATION (FEET) = 172 . 00 ELEVATION DIFFERENCE (FEET) = 13 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 2 . 986 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 96 . 84 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 1 . 94 TOTAL AREA(ACRES) = 0 . 35 TOTAL RUNOFF,(CFS) = 1 . 94 FLOW PROCESS FROM NODE 209 . 00 TO NODE 210 . 00 IS CODE = 21 - --- ---------------------- --- - ----------- ---- --- - ----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 5400 S. C. S . CURVE NUMBER (AMC II) = 84 - INITIAL SUBAREA FLOW-LENGTH (FEET) = 20 . 00 UPSTREAM ELEVATION(FEET) = 197 . 00 DOWNSTREAM ELEVATION (FEET) = 187 . 92 ELEVATION DIFFERENCE (FEET) = 9 . 08 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 2 . 093 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10 . 0, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 0 . 12 TOTAL AREA(ACRES) = 0 . 03 TOTAL RUNOFF (CFS) = 0 . 12 FLOW PROCESS FROM NODE 210 . 00 TO NODE 211 . 00 IS CODE = 31 ----------- - --- - ----------- ------- ---------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH (FEET) = 210 . 00 MANNING' S N = 0 . 011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4 . 000 DEPTH OF FLOW IN 4 . 0 INCH PIPE IS 1 . 7 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 3 . 29 ESTIMATED PIPE DIAMETER(INCH) = 4 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 0 . 12 PIPE TRAVEL TIME (MIN. ) = 1 . 06 Tc (MIN. ) = 3 . 16 LONGEST FLOWPATH FROM NODE 209 . 00 TO NODE 211 . 00 = 230 . 00 FEET. FLOW PROCESS FROM NODE 211 . 00 TO NODE 211 . 00 IS CODE = 81 ----------- ---- --------------- ---- - ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE : RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 8179 SUBAREA AREA(ACRES) = 0 . 16 SUBAREA RUNOFF (CFS) = 0 . 99 TOTAL AREA(ACRES) = 0 . 2 TOTAL RUNOFF (CFS) TC (MIN. ) = 3 . 16 FLOW PROCESS FROM NODE 211 . 00 TO NODE 211 . 00 IS CODE = 81 -------- --- ---- ---------- ----- -- -- ---- --- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 8359 SUBAREA AREA(ACRES) = 0 . 10 SUBAREA RUNOFF (CFS) = 0 . 62 TOTAL AREA(ACRES) = 0 . 3 TOTAL RUNOFF (CFS) = 1 . 72 TC (MIN. ) = 3 . 16 FLOW PROCESS FROM NODE 211 . 00 TO NODE 211 . 00 IS CODE = 81 - -------- ------ ------ ---- - ---- -------- --- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 8168 SUBAREA AREA(ACRES) = 0 . 15 SUBAREA RUNOFF (CFS) = 0 . 83 TOTAL AREA(ACRES) = 0 . 4 TOTAL RUNOFF (CFS) = 2 . 56 TC (MIN. ) = 3 . 16 FLOW PROCESS FROM NODE 211 . 00 TO NODE 211 . 00 IS CODE = 81 -- - - ---- - ------ ----- - ---- -- ------------------- ------- - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 8334 SUBAREA AREA(ACRES) = 0 . 20 SUBAREA RUNOFF (CFS) = 1 . 24 TOTAL AREA(ACRES) = 0 . 6 TOTAL RUNOFF (CFS) = 3 . 79 TC (MIN. ) = 3 . 16 FLOW PROCESS FROM NODE 211 . 00 TO NODE 212 . 00 IS CODE = 31 ---- ----- ------ ------ ---- -- -------------------- --- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH (FEET) = 125 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 12 . 0 INCH PIPE IS 7 . 1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 7 . 87 ESTIMATED PIPE DIAMETER (INCH) = 12 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 3 . 79 PIPE TRAVEL TIME (MIN. ) = 0 . 26 Tc (MIN. ) = 3 .42 LONGEST FLOWPATH FROM NODE 209 . 00 TO NODE 212 . 00 = 355 . 00 FEET. FLOW PROCESS FROM NODE 212 . 00 TO NODE 212 . 00 IS CODE = 10 -- -- ----------- --------- -- ------- - ----- --- ----- --- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 214 . 00 TO NODE 213 . 00 IS CODE = 21 -- - - ---------------- ------ ----------------- - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S . C. S . CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH (FEET) = 80 . 00 UPSTREAM ELEVATION (FEET) = 187 . 00 DOWNSTREAM ELEVATION(FEET) = 180 . 50 ELEVATION DIFFERENCE (FEET) = 6 . 50 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 2 . 323 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 1 . 33 TOTAL AREA(ACRES) = 0 . 23 TOTAL RUNOFF (CFS) = 1 . 33 FLOW PROCESS FROM NODE 213 . 00 TO NODE 212 . 00 IS CODE = 31 ---- -- --- ----- - - ----- --- - ------ ---- ----- -- - --- --- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH (FEET) = 32 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 9 . 0 INCH PIPE IS 4 . 5 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 07 ESTIMATED PIPE DIAMETER (INCH) = 9 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1 . 33 PIPE TRAVEL TIME (MIN. ) = 0 . 09 Tc (MIN. ) = 2 . 41 LONGEST FLOWPATH FROM NODE 214 . 00 TO NODE 212 . 00 = 112 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212 . 00 TO NODE 212 . 00 IS CODE = 11 --- -- ------- ----- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 1 . 33 2 . 41 7 . 114 0 . 23 LONGEST FLOWPATH FROM NODE 214 . 00 TO NODE 212 . 00 = 112 . 00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 3 . 79 3 . 42 7 . 114 0 . 64 LONGEST FLOWPATH FROM NODE 209 . 00 TO NODE 212 . 00 = 355 . 00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 4 . 00 2 . 41 7 . 114 2 5 . 12 3 . 42 7 . 114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 5 . 12 Tc (MIN. ) = 3 . 42 TOTAL AREA(ACRES) = 0 . 9 **************************************************************************** FLOW PROCESS FROM NODE 212 . 00 TO NODE 212 . 00 IS CODE = 10 - - ------- ------ ---------- ------- ------ >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 216 . 00 TO NODE 215 . 00 IS CODE = 21 -- ------------- - ---- ----- -------- ---- - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 INITIAL SUBAREA FLOW-LENGTH (FEET) = 235 . 00 UPSTREAM ELEVATION (FEET) = 188 . 00 DOWNSTREAM ELEVATION (FEET) = 181 . 70 ELEVATION DIFFERENCE (FEET) = 6 . 30 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 3 . 750 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 81 . 81 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 2 . 33 TOTAL AREA(ACRES) = 0 . 42 TOTAL RUNOFF (CFS) = 2 . 33 FLOW PROCESS FROM NODE 215 . 00 TO NODE 212 . 00 IS CODE = 31 - - -- - - --------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>> >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH (FEET) = 14 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 9 . 0 INCH PIPE IS 6 . 5 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 87 ESTIMATED PIPE DIAMETER (INCH) = 9 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 2 . 33 PIPE TRAVEL TIME (MIN. ) = 0 . 03 Tc (MIN. ) = 3 . 78 LONGEST FLOWPATH FROM NODE 216 . 00 TO NODE 212 . 00 = 249 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212 . 00 TO NODE 212 . 00 IS CODE = 11 _ ------ ----- ---------- - ---- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 2 . 33 3 . 78 7 . 114 0 . 42 LONGEST FLOWPATH FROM NODE 216 . 00 TO NODE 212 . 00 = 249 . 00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 4 . 00 2 . 41 7 . 114 0 . 87 2 5 . 12 3 . 42 7 . 114 0 . 87 LONGEST FLOWPATH FROM NODE 209 . 00 TO NODE 212 . 00 = 355 . 00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) . 1 5 . 48 2 . 41 7 . 114 2 7 . 23 3 . 42 7 . 114 3 7 . 45 3 . 78 7 . 114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 7 .45 Tc (MIN. ) = 3 . 78 TOTAL AREA(ACRES) = 1 . 3 **************************************************************************** FLOW PROCESS FROM NODE 220 . 00 TO NODE 221 . 00 IS CODE = 21 - ---- -- -- ------------- - -- - --- - ---- -- - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S. C. S . CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH (FEET) = 90 . 00 UPSTREAM ELEVATION (FEET) = 189 . 00 DOWNSTREAM ELEVATION(FEET) = 187 . 00 ELEVATION DIFFERENCE (FEET) = 2 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 3 . 515 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77 . 22 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 2 . 82 TOTAL AREA(ACRES) = 0 . 49 TOTAL RUNOFF (CFS) = 2 . 82 FLOW PROCESS FROM NODE 221 . 00 TO NODE 221 . 00 IS CODE = 1 ------------------------------- --------- --------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE : TIME OF CONCENTRATION (MIN. ) = 3 . 52 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 0 . 49 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2 . 82' **************************************************************************** FLOW PROCESS FROM NODE 221 . 00 TO NODE 221 . 00 IS CODE = 7 - -------- --- - - - -- ----------- -- ------ - --- - --- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 1 . 20 TOTAL RUNOFF (CFS) = 6 . 68 FLOW PROCESS FROM. NODE 221 . 00 TO NODE 221 . 00 IS CODE = 1 ------- -- -- - ---- - - ---- -- --- ---------- ---- - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 1 . 20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6 . 68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 2 . 82 3 . 52 7 . 114 0 . 49 2 6 . 68 5 . 00 7 . 114 1 . 20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 7 . 52 3 . 52 7 . 114 2 9 . 50 5 . 00 7 . 114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 9 . 50 Tc (MIN. ) = 5 . 00 TOTAL AREA(ACRES) = 1 . 7 LONGEST FLOWPATH FROM NODE 220 . 00 TO NODE 221 . 00 = 90 . 00 FEET. FLOW PROCESS FROM NODE 230 . 00 TO NODE 231 . 00 IS CODE = 21 - --- - ----------- ----------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 INITIAL SUBAREA FLOW-LENGTH (FEET) = 150 . 00 UPSTREAM ELEVATION (FEET) = 187 . 50 DOWNSTREAM ELEVATION (FEET) = 183 . 00 ELEVATION DIFFERENCE (FEET) = 4 . 50 SUBAREA OVERLAND TIME OF FLOW(MIN. ) = 3 . 682 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85 . 00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 0 . 83 TOTAL AREA(ACRES) = 0 . 15 TOTAL RUNOFF (CFS) = 0 . 83 FLOW PROCESS FROM NODE 300 . 00 TO NODE 301 . 00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S . C. S . CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH (FEET) = 200 . 00 UPSTREAM ELEVATION (FEET) = 189 . 00 DOWNSTREAM ELEVATION (FEET) = 186 . 80 ELEVATION DIFFERENCE (FEET) = 2 . 20 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 3 . 966 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 61 . 50 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 2 . 07 TOTAL AREA(ACRES) = 0 . 36 TOTAL RUNOFF (CFS) = 2 . 07 FLOW PROCESS FROM NODE 301 . 00 TO NODE 302 . 00 IS CODE = 31 - ----- --- ------ - - ---- -- - -----------.------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 90 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 12 . 0 INCH PIPE IS 6 . 0 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 5 . 24 ESTIMATED PIPE DIAMETER (INCH) = 12 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2 . 07 PIPE TRAVEL TIME (MIN. ) = 0 . 29 Tc (MIN. ) = 4 . 25 LONGEST FLOWPATH FROM NODE 300 . 00 TO NODE 302 . 00 = 290 . 00 FEET. FLOW PROCESS FROM NODE 302 . 00 TO NODE 302 . 00 IS CODE = 81 -------------- ----- -- ---------- - ------------ - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S. C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7555 SUBAREA AREA(ACRES) = 0 . 30 SUBAREA RUNOFF (CFS) = 1 . 47 TOTAL AREA(ACRES) = 0 . 7 TOTAL RUNOFF (CFS) = 3 . 55 TC (MIN. ) = 4 . 25 FLOW PROCESS FROM NODE 302 . 00 TO NODE 303 . 00 IS CODE = 31 - - ----- ------ - --- - -- - ----------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< -->>>>>USING-COMPUTER-ESTIMATED-PIPESIZE- (NON-PRESSURE_FLOW) <<«<_---------_ REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 90 . 00 MANNING' S N = 0 . 011 DEPTH OF FLOW IN 12 . 0 INCH PIPE IS 8 . 6 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 5 . 88 ESTIMATED PIPE DIAMETER(INCH) = 12 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 3 . 55 - PIPE TRAVEL TIME (MIN. ) = 0 . 26 Tc (MIN. ) = 4 . 51 LONGEST FLOWPATH FROM NODE 300 . 00 TO NODE 303 . 00 = 380 . 00 FEET. FLOW PROCESS FROM NODE 303 . 00 TO NODE 303 . 00 IS CODE = 81 - ------- - ---- - - -- --- - ----- ---- ---- - - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S . C. S . CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7846 SUBAREA AREA(ACRES) = 0 . 76 SUBAREA RUNOFF (CFS) = 4 7893 TOTAL AREA(ACRES) = 1 . 4 TOTAL RUNOFF (CFS) _ TC (MIN. ) = 4 . 51 FLOW PROCESS FROM NODE 304 . 00 TO NODE 305 . 00 IS CODE = 21 - -------- ----- --- -------- - ---- ----- -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 INITIAL SUBAREA FLOW-LENGTH (FEET) = 185 . 00 UPSTREAM ELEVATION (FEET) = 198 . 00 DOWNSTREAM ELEVATION (FEET) = 186 . 50 ELEVATION DIFFERENCE (FEET) = 11 . 50 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 3 . 073 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 96 . 22 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) .= 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 1 . 89 TOTAL AREA(ACRES) = 0 . 34 TOTAL RUNOFF (CFS) = 1 . 89 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0 . 3 TC (MIN. ) = 3 . 07 PEAK FLOW RATE (CFS) = 1 . 89 END OF RATIONAL METHOD ANALYSIS APPENDIX 7 AES Print out - Overall Basin and Onsite Proposed Conditions Study to Caltrans ROW(100-year) WITH OUT DETENTION **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE - Reference : SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 , 1985 , 1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2 . 0 Release Date: 06/01/2005 License ID 1402 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** • STUART ENGINEERING JOB NO. 343-05-09 • SEACREST RETIREMENT COMMUNITIES MASTER PLAN • 100-YEAR ANALYSIS FOR PROPOSED CONDITIONS TO CALTRANS ROW AT I-5 ************************************************************************** FILE NAME: F: \ACAD\343\AES\PROPOSED\343HYD6 .DAT TIME/DATE OF STUDY: 13 : 27 04/18/2007 ------ --------- -- --------- - ---- ------- ----------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- ---- -------------------- ----- - --- ------------ 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100 . 00 6-HOUR DURATION PRECIPITATION (INCHES) = 2 . 700 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0 . 95 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE : USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES : MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30 . 0 20 . 0 0 . 018/0 . 018/0 . 020 0 67 2 . 00 0 . 0313 0 . 167 0 . 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS : 1 . Relative Flow-Depth = 0 . 00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2 . (Depth) * (Velocity) Constraint = 6 . 0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE . * **************************************************************************** FLOW PROCESS FROM NODE 1 . 00 TO NODE 5 . 00 IS CODE = 21 - ----- ----- ---------- ----- - --------- ------- - - - - -- --- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S .C. S . CURVE NUMBER (AMC II) = 93 INITIAL SUBAREA FLOW-LENGTH (FEET) = 620 . 00 UPSTREAM ELEVATION (FEET) = 200 . 00 DOWNSTREAM ELEVATION (FEET) = 194 . 00 ELEVATION DIFFERENCE (FEET) = 6 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 4 . 486 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 59 . 35 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF (CFS) = 19 . 86 TOTAL AREA(ACRES) = 3 . 58 TOTAL RUNOFF (CFS) = 19 . 86 FLOW PROCESS FROM NODE 5 . 00 TO NODE 6 . 00 IS CODE = 41 -------- - ------ -------- ------- -------- ---------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0349 FLOW LENGTH (FEET) = 158 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 10 . 6 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 86 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19 . 86 PIPE TRAVEL TIME (MIN. ) = 0 . 20 Tc (MIN. ) = 4 . 69 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 6 . 00 = 778 . 00 FEET. FLOW PROCESS FROM NODE 6 . 00 TO NODE 7 . 00 IS CODE = 41 ---- ---- - -- ---- --- --- ------------ - -- -- ------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0050 FLOW LENGTH (FEET) = 254 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 18 . 5 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 23 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19 . 86 PIPE TRAVEL TIME (MIN. ) = 0 . 68 Tc (MIN. ) = 5 . 37 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 7 . 00 = 1032 . 00 FEET. FLOW PROCESS FROM NODE 7 . 00 TO NODE 7 . 00 IS CODE = 81 - --- - -- -------- - ------ -------- ------ --- ---- - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 794 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7800 SUBAREA AREA (ACRES) = 0 . 46 SUBAREA RUNOFF (CFS) = 2 . 44 TOTAL AREA(ACRES) = 4 . 0 TOTAL RUNOFF (CFS) = 21 . 41 TC (MIN. ) = 5 . 37 FLOW PROCESS FROM NODE 7 . 00 TO NODE 8 . 00 IS CODE = 41 -- ---- - -- ---- - - ----- - ------ - ---- --- - - ---- -- - >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0062 FLOW LENGTH (FEET) = 50 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 18 . 1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 90 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 21 . 41 PIPE TRAVEL TIME (MIN. ) = 0 . 12 Tc (MIN. ) 5 . 49 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 8 . 00 = 1082 . 00 FEET. FLOW PROCESS FROM NODE 8 . 00 TO NODE 8 . 00 IS CODE = 81 - - -- -- ---------- --------- ----------- ---- -- -------- ------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 697 USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S. C. S . CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7808 SUBAREA AREA(ACRES) = 0 . 11 SUBAREA RUNOFF (CFS) = 0 . 60 TOTAL AREA(ACRES) = 4 . 2 TOTAL RUNOFF (CFS) = 21 . 70 TC (MIN. ) = 5 . 49 FLOW PROCESS FROM NODE 8 . 00 TO NODE 9 . 00 IS CODE = 41 - - -- - - - -------------------------- -- - - ----- ----------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0050 FLOW LENGTH (FEET) = 25 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 19 . 7 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 35 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 21 . 70 PIPE TRAVEL TIME (MIN. ) = 0 . 07 Tc (MIN. ) = 5 . 56 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 9 . 00 = 1107 . 00 FEET. FLOW PROCESS FROM NODE 9 . 00 TO NODE 10 . 00 IS CODE = 51 - --- - - ----------- -------- ----- --- - ------- -- - ------ - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< CHANNEL LENGTH THRU SUBAREA(FEET) = 220 . 00 REPRESENTATIVE CHANNEL SLOPE = 0 . 0100 CHANNEL BASE (FEET) = 30 . 00 "Z" FACTOR = 2 . 000 MANNING' S FACTOR = 0 . 030 MAXIMUM DEPTH (FEET) = 3 . 00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 . 643 USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C. S . CURVE NUMBER (AMC II) = 76 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22 . 25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 2 . 29 AVERAGE FLOW DEPTH (FEET) = 0 . 32 TRAVEL TIME (MIN. ) = 1 . 60 Tc (MIN. ) = 7 . 16 SUBAREA AREA(ACRES) = 0 . 54 SUBAREA RUNOFF (CFS) = 1 . 10 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 732 TOTAL AREA(ACRES) = 4 . 7 PEAK FLOW RATE (CFS) = 21 . 70 END OF SUBAREA CHANNEL FLOW HYDRAULICS : DEPTH (FEET) = 0 . 32 FLOW VELOCITY (FEET/SEC. ) = 2 . 24 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 10 . 00 = 1327 . 00 FEET. FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 - - ------- ------ --- -- - - ---- ----- ------------------------- -------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 7 . 16 RAINFALL INTENSITY (INCH/HR) = 5 . 64 TOTAL STREAM AREA(ACRES) = 4 . 69 PEAK FLOW RATE (CFS) AT CONFLUENCE = 21 . 70 -- ------- -- --- ----------- - -------- ---- -- - --- -- ------- - ---------- ----+ FLOW INFORMATION FROM PROPOSED CONDITIONS DETAILED STUDY NODE 102 -- --------- --------------------- - FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 7 - -------- ------ - -- ---- ----- ----- ------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 4 . 26 TOTAL AREA(ACRES) = 0 . 74 TOTAL RUNOFF (CFS) _ FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE _ - --- ----- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE : TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 0 . 74 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 26 FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 81 --------- --------- -------- ----- ------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S. C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7879 SUBAREA AREA(ACRES) = 2 . 007 SUBAREARUNOFF (CFS) ) = 1115036 TOTAL AREA(ACRES) _ TWIN. ) = 5 . 00 FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 --- - ---- -------- - - --- ---- ------ ---- -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE : TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 2 . 74 PEAK FLOW RATE (CFS) AT CONFLUENCE = 15 . 36 _ _ --- --------- ---- --- - ---- ------------ ---+ FLOW INFORMATION FROM DETAILED DRAINAGE STUDY FOR PROPOSED CONDITIONS FLOW FOR NODES 111, 141, 131 ------- ------ --------- - -- -+ FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 7 - ------ - - ------ ----------- -- ---------- ----- --- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 0 . 23 TOTAL RUNOFF (CFS) = 0 . 93 **************************************************************************** FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 - ------ -- ------------------ ------- ---- - ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 00 µ RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 0 . 23 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0 . 93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 21 . 70 7 . 16 5 . 643 4 . 69 2 4 . 26 5 . 00 7 . 114 0 . 74 3 15 . 36 5 . 00 7 . 114 2 . 74 4 0 . 93 5 . 00 7 . 114 0 . 23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 35 . 70 5 . 00 7 . 114 2 35 . 70 5 . 00 7 . 114 3 35 . 70 5 . 00 7 . 114 4 38 . 00 7 . 16 5 . 643 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 38 . 00 Tc (MIN. ) = 7 . 16 TOTAL AREA(ACRES) = 8 . 4 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 10 . 00 = 1327 . 00 FEET. ---- - ---- -------------- - ----- ----- --- - ---- --- - ---- --- ---- -- --+ FLOW INFORMATION FROM PROPOSED CONDITIONS DETAILED STUDY NODE 102 -------- --- ----------- ------------------ ---- - - ----------- -- ----- -- -- -- ---- -- FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 13 - - --------- --------- ---- ----------- ---- ----- - -- - --------- -- - -- ------ --- --- - - >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< --------------------------- -------- ---------- - -------- --- ------- - ----- ------ OUTLET PIPE FOR DETENTION BASIN LIMITS Q-OUT 1811 RCP @ 2 . 001 @ 85'-. FULL CONVEYS 15 . 52 CFS ----- -------------- -------- ------------ - ---- - ----------- - FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 7 - ---------- ----- --- - ---------------- -------- - - ---- --------- ---- - ----- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 7 . 14 RAIN INTENSITY (INCH/HOUR) = 5 . 65 TOTAL AREA(ACRES) = 7 . 60 TOTAL RUNOFF (CFS) = 15 . 52 FLOW PROCESS FROM NODE 10 . 00 TO NODE 11 . 00 IS CODE = 41 - ------------------- ------- --- ------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH (FEET) = 2 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 9 . 03 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 18 - 00 NUMBER OF PIPES PIPE-FLOW (CFS) = 15 . 52 PIPE TRAVEL TIME (MIN. ) = 0 . 00 Tc (MIN. ) = 7 . 14 1329 . 00 FEET. LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 11 . 00 FLOW PROCESS FROM NODE 11 . 00 TO NODE 11 . 00 IS CODE = 81 - ---------- ---- --------- ----------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 651 USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C. S . CURVE NUMBER (AMC II) = 76 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 3607 12 . 43 SUBAREA AREA(ACRES) 6 . 11 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) = 13 . 7 TOTAL RUNOFF (CFS) = 27 . 95 TC (MIN. ) = 7 . 14 FLOW PROCESS FROM NODE 11 . 00 TO NODE 12 . 00 IS CODE = 41 --------------- -- - ----------- -------- -- -------------- -------- - ------ --- -- - >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH (FEET) = 7 . 25 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 24 . 0 INCH PIPE IS 17 . 7 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 11 .23 GIVEN PIPE DIAMETER(INCH) = 24 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 27 . 95 PIPE TRAVEL TIME (MIN. ) = 0 . 01 Tc (MIN. ) = 7 . 15 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 12 . 00 = 1336 . 25 FEET . FLOW PROCESS FROM NODE 12 . 00 TO NODE 12 . 00 IS CODE = 81 - --- - ------------ ------------------- --- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 646 USER-SPECIFIED RUNOFF COEFFICIENT = . 8200 S . C. S . CURVE NUMBER (AMC II) = 95 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 3860 SUBAREA AREA(ACRES) = 01405 SUBAREARRUNOF CFS) ) = 331062 TOTAL AREA(ACRES) _ TC (MIN. ) = 7 . 15 FLOW PROCESS FROM NODE 12 . 00 TO NODE 12 . 00 IS CODE = 1 ----- -- - - ------ - - ------ ---- --- - ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 7 . 15 RAINFALL INTENSITY (INCH/HR) = 5 . 65 TOTAL STREAM AREA(ACRES) = 14 . 51 PEAK FLOW RATE (CFS) AT CONFLUENCE = 31 . 62 - - -- - - - -- ---- -- - ---+ FLOW INFORMATION FROM DETAILED DRAINAGE STUDY FLOW FROM REDIRECTED UPPPER PIPE AND FIRE LANE DRAINAGE SEE NODES 221 TO 222 ---- ---- - - ----------- FLOW PROCESS FROM NODE 12 . 50 TO NODE 12 . 50 IS CODE = 7 - ----- - - - ------- ---------- --------- - ---------------- -------- - -- >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 1 . 70 TOTAL RUNOFF (CFS) = 9 . 50 FLOW PROCESS FROM NODE 12 . 50 TO NODE 12 . 00 IS CODE = 41 ------ - -- ----- ---- ----- ------- - ---- - >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0566 FLOW LENGTH (FEET) = 150 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 7 . 8 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 93 GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 9 . 50 PIPE TRAVEL TIME (MIN. ) = 0 . 19 Tc (MIN. ) = 5 . 19 LONGEST FLOWPATH FROM NODE 0 . 00 TO NODE 12 . 00 = 150 . 00 FEET. FLOW PROCESS FROM NODE 12 . 00 TO NODE 12 . 00 IS CODE = 1 -- - ---- - --- ---- - - --- - --------------------- - --- -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 19 RAINFALL INTENSITY (INCH/HR) = 6 . 94 TOTAL STREAM AREA(ACRES) = 1 . 70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 9 . 50 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 31 . 62 7 . 15 5 . 646 14 . 51 2 9 . 50 5 . 19 6 . 942 1 . 70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 32 . 45 5 . 19 6 . 942 2 39 . 35 7 . 15 5 . 646 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 39 . 35 Tc (MIN. ) = 7 . 15 TOTAL AREA(ACRES) = 16 . 2 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 12 . 00 = 1336 . 25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12 . 00 TO NODE 13 . 00 IS CODE = 41 ------- - ------- - ---- ------------------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 274 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 7 . 74 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 24 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 39 . 35 PIPE TRAVEL TIME (MIN. ) = 0 . 59 TC (MIN. ) = 7 . 74 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1610 . 25 FEET. FLOW PROCESS FROM NODE 13 . 00 TO NODE 13 . 00 IS CODE = 81 --- --- ---- --- - -- ---- ------ - --- -- ----------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 365 USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S . C. S . CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 4642 SUBAREA AREA(ACRES) = 1 . 70 SUBAREA RUNOFF (CFS) = 7 . 39 TOTAL AREA(ACRES) = 17 . 9 TOTAL RUNOFF (CFS) = 44 . 60 TC (MIN. ) = 7 . 74 **************************************************************************** FLOW PROCESS FROM NODE 13 . 00 TO NODE 13 . 00 IS CODE = 10 ------ --- ------- --- -------- ------- --------------- --------- ---------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< +------- - -- ---- --- ----------------------- ---- -- -- - -- -- ---- ---- ------------ -+ FLOW FROM DETAILED DRAINAGE STUDY PROPOSED CONDITIONS SEE NODE 212 ----------- --- --- - ----- - -- - ---------------- -+ FLOW PROCESS FROM NODE 13 . 50 TO NODE 13 . 50 IS CODE = 7 ----- -- -------- - - - ---------------------- -- ---------------- - >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 1 . 30 TOTAL RUNOFF (CFS) = 7 . 45 **************************************************************************** FLOW PROCESS FROM NODE 13 . 50 TO NODE 13 . 00 IS CODE = 41 ----- ----- ---- - --- ---------- - - --- ----- -- -------- - -- - ---- - - ------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 22 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 11 . 4 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 32 GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7 . 45 PIPE TRAVEL TIME (MIN. ) = 0 . 06 Tc (MIN. ) = 5 . 06 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1632 . 25 FEET . **************************************************************************** FLOW PROCESS FROM NODE 13 . 00 TO NODE 13 . 00 IS CODE = 11 ----------- ------ --------------------------------------- -- ---- ---- - ------ >>>>>CONFLUENCE MEMORY BANK $# 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 7 . 45 5 . 06 7 . 061 1 . 30 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1632 . 25 FEET. ** MEMORY BANK ## 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 44 .60 7 . 74 5 . 365 17 . 91 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1610 . 25 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 36 . 58 5 . 06 7 . 061 2 50 . 26 7 . 74 5 . 365 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 50 . 26 Tc (MIN. ) = 7 . 74 TOTAL AREA(ACRES) = 19 . 2 **************************************************************************** FLOW PROCESS FROM NODE 13 . 00 TO NODE 14 . 00 IS CODE = 41 - - ------- ------- ------------------- ------- ---- ------------------------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 296 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 8 . 98 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 50 . 26 PIPE TRAVEL TIME (MIN. ) = 0 . 55 Tc (MIN. ) = 8 . 29 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 14 . 00 = 1928 . 25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14 . 00 TO NODE 14 . 00 IS CODE = 81 --- ----- -- -- ------------- --- ------ ----- --- ---- -- --- ------ -- - - ---- ---- ------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 133 USER-SPECIFIED RUNOFF COEFFICIENT = . 6300 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 4904 SUBAREA AREA(ACRES) = 0 . 43 SUBAREA RUNOFF (CFS) = 1 . 39 TOTAL AREA(ACRES) = 19 . 6 TOTAL RUNOFF (CFS) = 50 . 26 TC (MIN. ) = 8 . 29 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 14 . 00 TO NODE 15 . 00 IS CODE = 41 ---- - --------------------- ------- ----------- -------- ----------- --- ---- ------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 98 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 8 . 98 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 50 . 26 PIPE TRAVEL TIME (MIN. ) = 0 . 18 Tc (MIN. ) = 8 . 48 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 15 .00 = 2026 . 25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15 . 00 TO NODE 15 . 00 IS CODE = 10 - - ------- --------------------- - ---------- ------------- - >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< FLOW PROCESS FROM NODE 20 . 00 TO NODE 21 . 00 IS CODE = 21 --------------- - --------- - ---- -------- --- ------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH (FEET) = 69 . 90 UPSTREAM ELEVATION (FEET) = 246 . 00 DOWNSTREAM ELEVATION(FEET) = 245 . 30 ELEVATION DIFFERENCE (FEET) = 0 . 70 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 9 . 777 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 616 SUBAREA RUNOFF (CFS) = 0 . 75 TOTAL AREA(ACRES) = 0 . 36 TOTAL RUNOFF (CFS) = 0 . 75 **************************************************************************** FLOW PROCESS FROM NODE 21 . 00 TO NODE 22 . 00 IS CODE = 61 --------- --------- ------------- -- ----------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ----------- REPRESENTATIVE SLOPE = 0 . 0250 STREET LENGTH (FEET) = 650 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 15 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning ' s FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning ' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 3 . 08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 34 HALFSTREET FLOOD WIDTH (FEET) = 10 . 73 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2 . 43 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 0 . 83 STREET FLOW TRAVEL TIME (MIN. ) = 4 . 46 Tc (MIN. ) = 14 . 24 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 . 622 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 450 SUBAREA AREA(ACRES) = 2 . 84 SUBAREA RUNOFF (CFS) = 4 . 63 TOTAL AREA(ACRES) = 3 . 2 PEAK FLOW RATE (CFS) = 5 . 22 END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 39 HALFSTREET FLOOD WIDTH (FEET) = 13 . 37 FLOW VELOCITY (FEET/SEC. ) = 2 . 74 DEPTH*VELOCITY (FT*FT/SEC. ) = 1 . 08 LONGEST FLOWPATH FROM NODE 20 . 00 TO NODE 22 . 00 = 719 . 90 FEET. FLOW PROCESS FROM NODE 22 . 00 TO NODE 22 . 00 IS CODE = 1 - ------ -- ----- - ------------ -------------- ------- --- ----- -- - -- ----- - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 14 . 24 RAINFALL INTENSITY (INCH/HR) = 3 . 62 TOTAL STREAM AREA(ACRES) = 3 . 20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5 . 22 **************************************************************************** FLOW PROCESS FROM NODE 24 . 00 TO NODE 23 . 00 IS CODE = 21 --------------- ------- ----- - ----- ---- ---- ---- --- ----------------- ------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH (FEET) = 69 . 90 UPSTREAM ELEVATION(FEET) = 245 . 00 DOWNSTREAM ELEVATION (FEET) = 244 . 30 ELEVATION DIFFERENCE (FEET) = 0 . 70 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 9 . 777 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 616 SUBAREA RUNOFF (CFS) = 0 . 27 TOTAL AREA(ACRES) = 0 . 13 TOTAL RUNOFF (CFS) = 0 . 27 FLOW PROCESS FROM NODE 23 . 00 TO NODE 22 . 00 IS CODE = 91 ---- --- ------- - -- ---- - ---- - - -------- -------- - ------- -------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< REPRESENTATIVE SLOPE = 0 . 0250 CHANNEL LENGTH THRU SUBAREA(FEET) = 700 . 00 "V" GUTTER WIDTH (FEET) = 3 . 00 GUTTER HIKE (FEET) = 0 . 800 PAVEMENT LIP (FEET) = 0 . 010 MANNING' S N = . 0130 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0 . 02000 MAXIMUM DEPTH (FEET) = 0 . 82 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 261 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0 . 96 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 9 . 03 AVERAGE FLOW DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 "V" GUTTER FLOW TRAVEL TIME (MIN. ) _ . 1 . 29 Tc (MIN. ) = 11 . 07 SUBAREA AREA (ACRES) = 0 . 72 SUBAREA RUNOFF (CFS) = 1 . 38 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 450 TOTAL AREA(ACRES) = 0 . 9 PEAK FLOW RATE (CFS) = 1 . 63 NOTE : TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING-FULL GUTTER (NORMAL DEPTH = GUTTER HIKE) END OF SUBAREA "V" GUTTER HYDRAULICS : DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 FLOW- VELOCITY (FEET/SEC. ) = 9 . 03 DEPTH*VELOCITY (FT*FT/SEC) = 7 . 22 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 22 . 00 = 769 . 90 FEET. - FLOW PROCESS FROM NODE 22 . 00 TO NODE 22 . 00 IS CODE = 1 ------- ----- -- -- - -------------------------------------- - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 11 . 07 RAINFALL INTENSITY (INCH/HR) = 4 . 26 TOTAL STREAM AREA(ACRES) = 0 . 85 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1 . 63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 5 . 22 14 . 24 3 . 622 3 . 20 2 1 . 63 11 . 07 4 . 261 0 . 85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 5 . 68 11 . 07 4 . 261 2 6 . 60 14 . 24 3 . 622 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 6 . 60 Tc (MIN. ) = 14 . 24 TOTAL AREA(ACRES) = 4 . 0 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 22 . 00 = 769 . 90 FEET . FLOW PROCESS FROM NODE 22 . 00 TO NODE 25 . 00 IS CODE = 61 ------- ----- ----- --- -- - ------------------- ------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0710 STREET LENGTH (FEET) = 220 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning ' s FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning ' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 - **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 6 . 96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 37 HALFSTREET FLOOD WIDTH (FEET) = 12 . 15 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 4 . 37 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 1 . 61 STREET FLOW TRAVEL TIME (MIN. ) = 0 . 84 Tc (MIN. ) = 15 . 08 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 . 490 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 9000 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 474 SUBAREA AREA(ACRES) = 0 . 23 SUBAREA RUNOFF (CFS) = 0 . 72 7 . 08 TOTAL AREA(ACRES) = 4 . 3 PEAK FLOW RATE (CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 37 HALFSTREET FLOOD WIDTH (FEET) = 12 . 24 FLOW VELOCITY (FEET/SEC. ) = 4 . 38 DEPTH*VELOCITY (FT*FT/SEC. ) = 1 . 63 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 25 . 00 = 989 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25 . 00 TO NODE 25 . 00 IS CODE = 1 ------- -------- - ----- ---- --- ------- -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 15 . 08 RAINFALL INTENSITY (INCH/HR) = 3 . 49 TOTAL STREAM AREA(ACRES) = 4 . 28 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7 . 08 FLOW PROCESS FROM NODE 27 . 00 TO NODE 26 . 00 IS CODE = 21 - - ----- -------- --- ---- ------ -- -- ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYS <<<<< *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH (FEET) = 69 . 90 UPSTREAM ELEVATION (FEET) = 226 . 00 DOWNSTREAM ELEVATION (FEET) = 225 . 30 ELEVATION DIFFERENCE (FEET) = 0 . 70 SUBAREA OVERLAND TIME OF FLOW(MIN. ) = 9 . 777 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 616 SUBAREA RUNOFF (CFS) = 0 . 58 0 . 58 TOTAL AREA(ACRES) = 0 . 28 TOTAL RUNOFF (CFS) _ **************************************************************************** FLOW PROCESS FROM NODE 26 . 00 TO NODE 25 . 00 IS CODE = 61 - --- - - - ----------- ------ --- - --- - --- - >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<«< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0250 STREET LENGTH (FEET) = 550 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 ManninUls FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning ' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2 . 80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 33 HALFSTREET FLOOD WIDTH (FEET) = 10 . 35 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2 . 35 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 0 . 78 STREET FLOW TRAVEL TIME (MIN. ) = 3 . 89 Tc (MIN. ) = 13 . 67 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 . 718 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 450 SUBAREA AREA(ACRES) = 2 . 63 SUBAREA RUNOFF (CFS) = 4 . 40 TOTAL AREA(ACRES) = 2 . 9 PEAK FLOW RATE (CFS) = 4 . 87 END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 39 HALFSTREET FLOOD WIDTH (FEET) = 13 . 04 FLOW VELOCITY(FEET/SEC. ) = 2 . 68 DEPTH*VELOCITY (FT*FT/SEC. ) = 1 . 04 LONGEST FLOWPATH FROM NODE 27 . 00 TO NODE 25 . 00 = 619 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25 . 00 TO NODE 25 . 00 IS CODE = 1 - - ------- ---- -- - ------ ---- ---------- ------ ------ - -------- ----- ---- ------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 13 . 67 RAINFALL INTENSITY (INCH/HR) = 3 . 72 TOTAL STREAM AREA(ACRES) = 2 . 91 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 7 . 08 15 . 08 3 . 490 4 . 28 2 4 . 87 13 . 67 3 . 718 2 . 91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 11 . 52 13 . 67 3 . 718 2 11 . 65 15 . 08 3 . 490 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 11 . 65 Tc (MIN. ) = 15 . 08 TOTAL AREA(ACRES) = 7 . 2 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 25 . 00 = 989 . 90 FEET. *************************************************************************** FLOW PROCESS FROM NODE 25 . 00 TO NODE 28 . 00 IS CODE = 61 ---- -- - -- --- ---------- - -- - --- - --- - - --- ---- --- - ---- ------ - -- --- - ------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0710 STREET LENGTH (FEET) = 60 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning ' s FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning ' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 11 . 69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 43 HALFSTREET FLOOD WIDTH (FEET) = 14 . 99 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4 . 94 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 2 . 10 STREET FLOW TRAVEL TIME (MIN. ) = 0 . 20 Tc (MIN. ) = 15 . 28 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 . 460 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 9000 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 466 SUBAREA AREA (ACRES) = 0 . 02 SUBAREA RUNOFF (CFS) = 0 . 06 TOTAL AREA(ACRES) = 7 . 2 PEAK FLOW RATE (CFS) = 11 . 65 END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 43 HALFSTREET FLOOD WIDTH (FEET) = 14 . 99 FLOW VELOCITY (FEET/SEC. ) = 4 . 93 DEPTH*VELOCITY (FT*FT/SEC. ) = 2 . 10 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 28 . 00 = 1049 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28 . 00 TO NODE 28 . 00 IS CODE = 1 - --- -- ----- ---- ---- --------- --------------- ---- --- --------- - ----- --- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 15 . 28 RAINFALL INTENSITY (INCH/HR) = 3 . 46 TOTAL STREAM AREA (ACRES) = 7 . 21 PEAK FLOW RATE (CFS) AT CONFLUENCE = 11 . 65 **************************************************************************** FLOW PROCESS FROM NODE 30 . 00 TO NODE 29 . 00 IS CODE = 21 - --- -- - ---- ----- - -- -- ---- ---- - ---------- ------------- ----- - ------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C. S . CURVE NUMBER (AMC II) = 76 INITIAL SUBAREA FLOW-LENGTH (FEET) = 750 . 00 UPSTREAM ELEVATION (FEET) = 284 . 00 DOWNSTREAM ELEVATION (FEET) = 220 . 00 ELEVATION DIFFERENCE (FEET) = 64 . 00 SUBAREA OVERLAND TIME OF FLOW(MIN. ) = 6 . 519 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100 . 00 (Reference : Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 . 995 SUBAREA RUNOFF (CFS) = 2 .44 TOTAL AREA(ACRES) = 1 . 13 TOTAL RUNOFF (CFS) = 2 . 44 **************************************************************************** FLOW PROCESS FROM NODE 29 . 00 TO NODE 28 . 00 IS CODE = 91 - ---------- ---- ----- - - - --- ---- ---- ----- ----- ------ -------- - ------ >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< REPRESENTATIVE SLOPE = 0 . 0250 CHANNEL LENGTH THRU SUBAREA(FEET) = 600 . 00 "V" GUTTER WIDTH (FEET) = 3 . 00 GUTTER HIKE (FEET) = 0 . 800 PAVEMENT LIP (FEET) = 0 . 010 MANNING' S N = . 0130 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0 . 02000 MAXIMUM DEPTH (FEET) = 0 . 82 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 . 418 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S. C. S . CURVE NUMBER (AMC II) = 76 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 3 . 60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 9 . 03 AVERAGE FLOW DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 "V" GUTTER FLOW TRAVEL TIME (MIN. ) = 1 . 11 Tc (MIN. ) = 7 . 63 SUBAREA AREA (ACRES) = 0 . 95 SUBAREA RUNOFF (CFS) = 2 . 32 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 401 TOTAL AREA(ACRES) = 2 . 1 PEAK FLOW RATE (CFS) = 4 . 52 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING-FULL GUTTER (NORMAL DEPTH = GUTTER HIKE) END OF SUBAREA "V" GUTTER HYDRAULICS : DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 FLOW VELOCITY (FEET/SEC. ) = 9 . 03 DEPTH*VELOCITY (FT*FT/SEC) = 7 . 22 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 28 . 00 = 1350 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28 . 00 TO NODE 28 . 00 IS CODE = 1 -- -------------- ------ - -- --------------- ----- ---- ---- ---- -- - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 7 . 63 RAINFALL INTENSITY (INCH/HR) = 5 . 42 TOTAL STREAM AREA(ACRES) = 2 . 08 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 11 . 65 15 . 28 3 . 460 7 . 21 2 4 . 52 7 . 63 5 . 418 2 . 08 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 11 . 96 7 . 63 5 . 418 2 14 . 54 15 . 28 3 . 460 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) 14 . 54 Tc (MIN. ) = 15 . 28 TOTAL AREA(ACRES) = 9 . 3 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 28 . 00 = 1350 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28 . 00 TO NODE 31 . 00 IS CODE = 61 - -------- -------- - --------- ------ --------- -- ---------------------- ---- - - - - - - >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0800 STREET LENGTH (FEET) = 240 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning ' s FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0 . 0230 Manning ' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 14 . 77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 45 HALFSTREET FLOOD WIDTH (FEET) = 16 . 09 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 5 . 46 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 2 . 45 STREET FLOW TRAVEL TIME (MIN. ) = 0 . 73 Tc (MIN. ) = 16 . 02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 . 357 USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 458 SUBAREA AREA(ACRES) = 0 . 16 SUBAREA RUNOFF (CFS) = 0 . 47 TOTAL AREA(ACRES) = 9 . 4 PEAK FLOW RATE (CFS) = 14 . 54 END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 45 HALFSTREET FLOOD WIDTH (FEET) = 16 . 01 FLOW VELOCITY (FEET/SEC. ) = 5 . 42 DEPTH*VELOCITY (FT*FT/SEC. ) = 2 . 42 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 31 . 00 = 1590 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 1 ---- ---- - ----------- --- - ------ -- -- ------------- ------------------- ---- -- ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 16 . 02 RAINFALL INTENSITY (INCH/HR) = 3 . 36 TOTAL STREAM AREA(ACRES) = 9 . 45 PEAK FLOW RATE (CFS) AT CONFLUENCE = 14 . 54 _ -------- - ---- - ----------+ ------ - ---- ---- -- ---- FLOW FROM DETAILED EXISTING DRAINAGE STUDY AT NODE 540 PIPE FLOW UNCHANGED BY PROPOSED CONDTIONS - -- - --- - ------ -------- - - --- - --------- - - -- ------ -------+ **************************************************************************** FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 7 - --- ----------- --------- ----- --------- ------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 2 . 40 TOTAL RUNOFF (CFS) = 13 . 35 **************************************************************************** FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 1 - --- - ---- ---------- - ---- ----- ------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 2 .40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 13 . 35 -------- ---- ----- - ----------- ---- ----------------+ FLOW FROM DETAILED DRAINAGE STUDY FOR PROPOSED CONDITIONS NODE 305 EXITING DRIVEWAY -- - --- - ---- ---- -- - - - - --- ------- - - - --- - --- - - - - - ------ - - ---+ **************************************************************************** FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 7 - - ----- -- ----- ----- ---- - - ---- -------- - >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 0 . 30 TOTAL RUNOFF (CFS) = 1 . 89 **************************************************************************** FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 1 ---- - ---- ------ ------------- --- ---- - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 0 . 30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1 . 89 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 14 . 54 16 . 02 3 . 357 9 . 45 2 13 . 35 5 . 00 7 . 114 2 . 40 3 1 . 89 5 . 00 7 . 114 0 . 30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 22 . 10 5 . 00 7 . 114 2 22 . 10 5 . 00 7 . 114 3 21 . 73 16 . 02 3 . 357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 22 . 10 Tc (MIN. ) = 5 . 00 TOTAL AREA(ACRES) = 12 . 1 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 31 . 00 = 1590 . 00 FEET. FLOW PROCESS FROM NODE 31 . 00 TO NODE 32 . 00 IS CODE = 41 ------------ -------- -- ----- ---- --- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0371 FLOW LENGTH (FEET) = 151 . 50 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 30 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 22 . 10 PIPE TRAVEL TIME (MIN. ) = 0 . 22 Tc N. ) = 5 . 22 LONGEST FLOWPATH FROM NODE 30 . 00 TO O NODE 32 . 00 = 1751 . 50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32 . 00 TO NODE 32 . 00 IS CODE = 1 --- -- ---- ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 22 RAINFALL INTENSITY (INCH/HR) = 6 . 92 TOTAL STREAM AREA(ACRES) = 12 . 15 PEAK FLOW RATE (CFS) AT CONFLUENCE = 22 . 10 -- -- ------ ---- - ---- ----------------- - FLOW FROM DETAILED PROPOSED CONDITIONS DRAINAGE STUDY SEE NODE 303 - - - - - - - --- -- ---- --- - - ---- --- -- FLOW PROCESS FROM NODE 33. 00 TO NODE 33 . 00 IS CODE = 7 --- - ----- - --- - ----- - >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 1 . 40 TOTAL RUNOFF (CFS) = 7 . 93 FLOW PROCESS FROM NODE 33 . 00 TO NODE 32 . 00 IS CODE = 41 -- ------ ----- --- -- -------------------- - ---- ----------------- ------------- -- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 15 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 11 . 9 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 40 GIVEN PIPE DIAMETER (INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7 . 93 PIPE TRAVEL TIME (MIN. ) = 0 . 04 Tc (MIN. ) = 5 . 04 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 32 . 00 = 1365 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32 . 00 TO NODE 32 . 00 IS CODE = 1 ---- ----------- ----- ------------------- - --------------------- - ----------- - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE : TIME OF CONCENTRATION (MIN. ) = 5 . 04 RAINFALL INTENSITY (INCH/HR) = 7 . 08 TOTAL STREAM AREA(ACRES) = 1 . 40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7 . 93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 22 . 10 5 . 22 6 . 920 12 . 15 2 7 . 93 5 . 04 7 . 078 1 . 40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 29 . 54 5 . 04 7 . 078 2 29 . 86 5 . 22 6 . 920 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 29 . 86 Tc (MIN. ) = 5 . 22 TOTAL AREA(ACRES) = 13 . 5 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 32 . 00 = 1751 . 50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32 . 00 TO NODE 34 . 00 IS CODE = 41 -- -- ------- ------ - ----- --- -- ------- -- -- ------------- ----- --- - - -------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< _. >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0371 FLOW LENGTH (FEET) = 127 . 50 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 30 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 29 . 86 PIPE TRAVEL TIME (MIN. ) = 0 . 17 Tc (MIN. ) = 5 . 39 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 34 . 00 = 1879 . 00 FEET. FLOW PROCESS FROM NODE 34 . 00 TO NODE 34 . 00 IS CODE = 81 - ----- ----- ---- ------- - --- --- - ---- ---- ------ -- -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 776 USER-SPECIFIED RUNOFF COEFFICIENT = . 8400 S. C. S . CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5652 SUBAREA AREA(ACRES) = 0 . 26 SUBAREA RUNOFF (CFS) = 1 .48 TOTAL AREA(ACRES) = 13 . 8 TOTAL RUNOFF (CFS) = 52 . 89 TC (MIN. ) = 5 . 39 **************************************************************************** FLOW PROCESS FROM NODE 34 . 00 TO NODE 34 . 00 IS CODE = 81 ---- -- -------- ------------ - --- ----- ------- - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 776 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 -- AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5827 SUBAREA AREA(ACRES) = 1 . 22 SUBAREA RUNOFF (CFS) = 6 .45 TOTAL AREA(ACRES) = 15 . 0 TOTAL RUNOFF (CFS) = 59 . 34 TC (MIN. ) = 5 . 39 **************************************************************************** FLOW PROCESS FROM NODE 34 . 00 TO NODE 35 . 00 IS CODE = 41 ------ --- ----- - -- ------- -- - --- ----- ------ --- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0280 FLOW LENGTH (FEET) = 230 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 95 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 24 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 59 . 34 PIPE TRAVEL TIME (MIN. ) = 0 . 30 Tc (MIN. ) = 5 . 69 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 35 . 00 = 2109 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35 . 00 TO NODE 35 . 00 IS CODE = 11 - ------ -- ----- - ----------- - --- ------------- --- >>>>>CONFLUENCE MEMORY BANK ## 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 59 . 34 5 . 69 6 . 546 15 . 03 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 35 . 00 = 2109 . 00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 50 . 26 8 . 48 5 . 061 19 . 64 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 35 . 00 = 2026 . 25 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 93 . 07 5 . 69 6 . 546 2 96 . 14 8 . 48 5 . 061 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 96 . 14 Tc (MIN. ) = 8 . 48 TOTAL AREA(ACRES) = 34 . 7 **************************************************************************** FLOW PROCESS FROM NODE 35 . 00 TO NODE 36 . 00 IS CODE = 41 --------- --------- --------- ---------- ----------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0150 FLOW LENGTH (FEET) = 37 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 11 . 00 - (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 96 . 14 PIPE TRAVEL TIME (MIN. ) = 0 . 06 Tc (MIN. ) = 8 . 53 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 36 . 00 = 2146 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 36 . 00 TO NODE 36 . 00 IS CODE = 81 - - ------- ------- -- ------- -- ------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 040 USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5404 SUBAREA AREA(ACRES) = 1 . 05 SUBAREA RUNOFF (CFS) = 4 . 60 TOTAL AREA(ACRES) = 35 . 7 TOTAL RUNOFF (CFS) = 97 . 28 TC (MIN. ) = 8 -53 **************************************************************************** FLOW PROCESS FROM NODE 36 . 00 TO NODE 37 . 00 IS CODE = 41 --------- --------- -- ---------------- - --- - ------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0060 FLOW LENGTH (FEET) = 120 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 96 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 97 . 28 PIPE TRAVEL TIME (MIN. ) = 0 . 29 Tc (MIN. ) = 8 . 82 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 37 . 00 = 2266 . 00 FEET. FLOW PROCESS FROM NODE 37 . 00 TO NODE 37 . 00 IS CODE = 81 ------- -- ----- ----- ---------- -------------------- --- - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 933 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C . S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5452 SUBAREA AREA (ACRES) = 1 . 19 SUBAREA RUNOFF (CFS) = 4 . 05 TOTAL AREA(ACRES) = 36 . 9 TOTAL RUNOFF (CFS) = 99 . 27 TC (MIN. ) = 8 . 82 **************************************************************************** FLOW PROCESS FROM NODE 37 . 00 TO NODE 38 . 00 IS CODE = 41 - -------- ----- - -------------- ---------- ------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<< REPRESENTATIVE SLOPE = 0 . 0060 FLOW LENGTH (FEET) = 268 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC . ) = 6 . 96 - (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 99 . 27 PIPE TRAVEL TIME (MIN. ) = 0 . 64 Tc (MIN. ) = 9 . 46 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 38 . 00 = 2534 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 38 . 00 TO NODE 38 . 00 IS CODE = 81 -- ------- -- --- - ---------- --- - - --------- ----- ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 715 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5487 SUBAREA AREA (ACRES) = 0 . 92 SUBAREA RUNOFF (CFS) = 2 . 99 TOTAL AREA(ACRES) = 37 . 8 TOTAL RUNOFF (CFS) = 99 . 27 TC (MIN. ) = 9 . 46 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 38 . 00 TO NODE 39 . 00 IS CODE = 41 - - ---- --- -- --- ----- ---- --- --- - --------------- ------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0080 FLOW LENGTH (FEET) = 138 . 15 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 8 . 03 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 99 . 27 PIPE TRAVEL TIME (MIN. ) = 0 . 29 Tc (MIN. ) = 9 . 75 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE - 39 . 00 = 2672 . 15 FEET. FLOW PROCESS FROM NODE 39 . 00 TO NODE 39 . 00 IS CODE = 81 - -------------- - - - - --- ----- --- --- ---------- -- ------------ - -- -- - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 625 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5510 SUBAREA AREA(ACRES) = 0 . 61 SUBAREA RUNOFF (CFS) = 1 . 95 TOTAL AREA(ACRES) = 38 . 4 TOTAL RUNOFF (CFS) = 99 . 27 TC(MIN. ) = 9 . 75 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 39 . 00 TO NODE 39 . 00 IS CODE = 81 ------- -- -- ----- - -- - - ---- - ----- --- ------ - - ---- - - -------- --- - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 625 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5530 SUBAREA AREA(ACRES) = 0 . 57 SUBAREA RUNOFF (CFS) = 1 . 82 TOTAL AREA(ACRES) = 39 . 0 TOTAL RUNOFF (CFS) = 99 . 77 TC (MIN. ) = 9 . 75 FLOW PROCESS FROM NODE 39 . 00 TO NODE 40 . 00 IS CODE = 41 - --- ---- - ---------- - - - --- - -- - ----- --- --- -- - --- --------- - >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 1110 FLOW LENGTH (FEET) = 151 . 98 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 19 . 4 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 29 . 77 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 99 . 77 PIPE TRAVEL TIME (MIN. ) = 0 . 09 Tc (MIN. ) = 9 . 83 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 40 . 00 = 2824 . 13 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 39 . 0 TC (MIN. ) = 9 . 83 PEAK FLOW RATE (CFS) = 99 . 77 END OF RATIONAL METHOD ANALYSIS APPENDIX 8 AES Print out— Overall Basin and Onsite Proposed Conditions Study to Caltrans ROW(100-year) WITH DETENTION **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 , 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 13 . 9 Release Date: 04/04/2008 License ID 1402 Analysis prepared by: Stuart Engineering 7525 Metropolitan Drive, Suite 308 San Diego, California 92108 (619) 296-1010 se@stuartengineering. com ************************** DESCRIPTION OF STUDY ************************** • STUART ENGINEERING JOB NO. 343-05-09 • SEACREST RETIREMENT COMMUNITIES MASTER PLAN • 100-YEAR ANALYSIS FOR PROPOSED CONDITIONS WITH DETENTION TO CALTRANS ROW ************************************************************************** FILE NAME: F:ACAD\343\AES\DET\343HYD6 .DAT TIME/DATE OF STUDY: 12 : 01 10/29/2009 -------------------------------------------------------- -------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------- ------ ------------------ -------- ----------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100 . 00 6-HOUR DURATION PRECIPITATION (INCHES) = 2 . 700 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0 . 95 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES : MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----------------- 1 30 . 0 20 . 0 0 . 018/0 . 018/0 . 020 0 . 67 2 . 00 0 . 0313 0 . 167 0 . 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS : 1 . Relative Flow-Depth = 0 . 00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2 . (Depth) * (Velocity) Constraint = 6 . 0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE . * **************************************************************************** FLOW PROCESS FROM NODE 1 . 00 TO NODE 5 . 00 IS CODE = 21 ---------------------------- -- -------------- -------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 INITIAL SUBAREA FLOW-LENGTH (FEET) = 620 . 00 UPSTREAM ELEVATION(FEET) = 200 . 00 DOWNSTREAM ELEVATION(FEET) = 194 . 00 ELEVATION DIFFERENCE (FEET) = 6 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 4 . 486 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 59 . 35 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 19 . 86 TOTAL AREA(ACRES) = 3 . 58 TOTAL RUNOFF(CFS) = 19 . 86 FLOW PROCESS FROM NODE 5 . 00 TO NODE 6 . 00 IS CODE = 41 ------------------ --------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0349 FLOW LENGTH (FEET) = 158 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 10 . 6 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 86 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 19 . 86 PIPE TRAVEL TIME (MIN. ) = 0 . 20 Tc (MIN. ) = 4 . 69 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 6 . 00 = 778 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6 . 00 TO NODE 7 . 00 IS CODE = 41 ------------------ --------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0050 FLOW LENGTH (FEET) = 254 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 18 . 5 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 23 GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19 . 86 PIPE TRAVEL TIME (MIN. ) = 0 . 68 Tc (MIN. ) = 5 . 37 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 7 . 00 = 1032 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7 . 00 TO NODE 7 . 00 IS CODE = 81 -------------------------------- ----------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6 . 794 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S .C.S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7800 SUBAREA AREA(ACRES) = 0 . 46 SUBAREA RUNOFF (CFS) = 2 . 44 TOTAL AREA(ACRES) = 4 . 0 TOTAL RUNOFF (CFS) = 21 . 41 TC (MIN. ) = 5 . 37 FLOW PROCESS FROM NODE 7 . 00 TO NODE 8 . 00 IS CODE = 41 ------------------------------ ----------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0062 FLOW LENGTH (FEET) = 50 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 18 . 1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 90 -- GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21 .41 PIPE TRAVEL TIME (MIN. ) = 0 . 12 Tc (MIN. ) = 5 .49 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 8 . 00 = 1082 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8 . 00 TO NODE 8 . 00 IS CODE = 81 ------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6 . 697 USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S. C. S . CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7808 SUBAREA AREA(ACRES) = 0 . 11 SUBAREA RUNOFF (CFS) = 0 . 60 TOTAL AREA(ACRES) = 4 . 2 TOTAL RUNOFF (CFS) = 21 . 70 TC (MIN. ) = 5 . 49 **************************************************************************** FLOW PROCESS FROM NODE 8 . 00 TO NODE 9 . 00 IS CODE = 41 ---------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0050 FLOW LENGTH (FEET) = 25 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 19 . 7 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 35 GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21 . 70 PIPE TRAVEL TIME (MIN. ) = 0 . 07 Tc (MIN. ) = 5 . 56 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 9 . 00 = 1107 . 00 FEET. FLOW PROCESS FROM NODE 9 . 00 TO NODE 10 . 00 IS CODE = 51 ------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< CHANNEL LENGTH THRU SUBAREA(FEET) = 220 . 00 REPRESENTATIVE CHANNEL SLOPE = 0 . 0100 CHANNEL BASE (FEET) = 30 . 00 "Z" FACTOR = 2 . 000 MANNING' S FACTOR = 0 . 030 MAXIMUM DEPTH (FEET) = 3 . 00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 643 USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C.S . CURVE NUMBER (AMC II) = 76 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 22 . 25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC. ) = 2 . 29 AVERAGE FLOW DEPTH (FEET) = 0 . 32 TRAVEL TIME (MIN. ) = 1 . 60 Tc (MIN. ) = 7 . 16 SUBAREA AREA(ACRES) = 0 . 54 SUBAREA RUNOFF (CFS) = 1 . 10 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 732 TOTAL AREA(ACRES) = 4 . 7 PEAK FLOW RATE (CFS) = 21 . 70 END OF SUBAREA CHANNEL FLOW HYDRAULICS : DEPTH (FEET) = 0 . 32 FLOW VELOCITY (FEET/SEC. ) = 2 . 24 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 10 . 00 = 1327 . 00 FEET. FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 __ -------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 7 . 16 RAINFALL INTENSITY (INCH/HR) = 5 . 64 TOTAL STREAM AREA(ACRES) = 4 . 69 PEAK FLOW RATE (CFS) AT CONFLUENCE = 21 . 70 ------ ----------------------------------- --------------------+ FLOW INFORMATION FROM PROPOSED CONDITIONS DETAILED STUDY NODE 102 - --------------------+ FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 7 -------------------- ------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY(INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 0 . 74 TOTAL RUNOFF (CFS) = 4 . 26 FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 ------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 0 . 74 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 26 **************************************************************************** FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 81 -- -------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7 . 114 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S .C. S . CURVE NUMBER (AMC II) = 93 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 7879 SUBAREA AREA(ACRES) = 2 . 00 SUBAREA RUNOFF (CFS) = 11 . 10 TOTAL AREA(ACRES) = 2 . 7 TOTAL RUNOFF (CFS) = 15 . 36 TC (MIN. ) = 5 . 00 **************************************************************************** FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 ---------- ---------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE : TIME OF CONCENTRATION(MIN. ) = 5 . 00 RAINFALL INTENSITY(INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 2 . 74 PEAK FLOW RATE (CFS) AT CONFLUENCE = 15 . 36 - ---------------------------- ---------------------------------------+ FLOW INFORMATION FROM DETAILED DRAINAGE STUDY FOR PROPOSED CONDITIONS FLOW FOR NODES 111, 141, 131 +--------------------------- -----------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 7 -------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY(INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 0 . 23 TOTAL RUNOFF (CFS) = 0 . 93 **************************************************************************** FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 1 ------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: - TIME OF CONCENTRATION (MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 0 . 23 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0 . 93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 21 . 70 7 . 16 5 . 643 4 . 69 2 4 . 26 5 . 00 7 . 114 0 . 74 3 15 . 36 5 . 00 7 . 114 2 . 74 4 0 . 93 5 . 00 7 . 114 0 . 23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 35 . 70 5 . 00 7 . 114 2 35 . 70 5 . 00 7 . 114 3 35 . 70 5 . 00 7 . 114 4 38 . 00 7 . 16 5 . 643 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 38 . 00 Tc (MIN. ) = 7 . 16 TOTAL AREA(ACRES) = 8 . 4 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 10 . 00 = 1327 . 00 FEET. -- ------ ----------------------------- -------- ----------------+ FLOW INFORMATION FROM PROPOSED CONDITIONS DETAILED STUDY NODE 102 - ------------------------------------------------ ---------------------------- FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 Is CODE = 13 -------------------- ---- --------------------- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< -----------------------------------------+ OUTLET PIPE FOR DETENTION BASIN LIMITS Q-OUT 1811 RCP @ 2 . 0% @ 85% FULL CONVEYS 15 . 52 CFS ---------------------------------------------------------------- FLOW PROCESS FROM NODE 10 . 00 TO NODE 10 . 00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC (MIN) = 7 . 14 RAIN INTENSITY (INCH/HOUR) = 5 . 65 TOTAL AREA(ACRES) = 7 . 60 TOTAL RUNOFF (CFS) = 15 . 52 FLOW PROCESS FROM NODE 10 . 00 TO NODE 11 . 00 IS CODE = 41 ----------------- ----------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH (FEET) = 2 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 9 . 03 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES PIPE-FLOW(CFS) = 15 . 52 PIPE TRAVEL TIME (MIN. ) = 0 . 00 Tc (MIN. ) = 7 . 14 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 11 . 00 = 1329 . 00 FEET. FLOW PROCESS FROM NODE 11 . 00 TO NODE 11 . 00 IS CODE = 81 - --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 651 USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C. S . CURVE NUMBER (AMC II) = 76 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 3607 12 . 43 SUBAREA AREA(ACRES) 6 . 11 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) = 13 . 7 TOTAL RUNOFF (CFS) = 27 . 95 TC (MIN. ) = 7 . 14 FLOW PROCESS FROM NODE 11 . 00 TO NODE 12 . 00 IS CODE = 41 -------------------------- -------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0200 FLOW LENGTH(FEET) = 7 . 25 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 24 . 0 INCH PIPE IS 17 . 7 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 11 . 23 GIVEN PIPE DIAMETER (INCH) = 24 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27 . 95 PIPE TRAVEL TIME (MIN. ) = 0 . 01 Tc (MIN. ) = 7 . 15 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 12 . 00 = 1336 . 25 FEET. FLOW PROCESS FROM NODE 12 . 00 TO NODE 12 . 00 IS CODE = 81 --------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 . 646 USER-SPECIFIED RUNOFF COEFFICIENT = . 8200 S . C. S . CURVE NUMBER (AMC II) = 95 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 3860 SUBAREA AREA(ACRES) = 0 . 80 SUBAREA RUNOFF (CFS) = 3 . 70 TOTAL AREA(ACRES) = 14 . 5 TOTAL RUNOFF (CFS) = 31 . 62 TC (MIN. ) = 7 . 15 FLOW PROCESS FROM NODE 12 . 00 TO NODE 12 . 00 IS CODE = 1 -------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 7 . 15 RAINFALL INTENSITY (INCH/HR) = 5 . 65 TOTAL STREAM AREA(ACRES) = 14 . 51 PEAK FLOW RATE (CFS) AT CONFLUENCE = 31 . 62 FLOW INFORMATION FROM DETAILED DRAINAGE STUDY FLOW FROM REDIRECTED UPPPER PIPE AND FIRE LANE DRAINAGE SEE NODES 221 TO 222 FLOW PROCESS FROM NODE 12 . 50 TO NODE 12 . 50 IS CODE = 7 ----------------------- ----------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY(INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 1 . 70 TOTAL RUNOFF (CFS) = 9 . 50 FLOW PROCESS FROM NODE 12 . 50 TO NODE 12 . 00 IS CODE = 41 ------------------------ ---------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0566 FLOW LENGTH (FEET) = 150 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 7 . 8 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 93 GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9 . 50 PIPE TRAVEL TIME (MIN. ) = 0 . 19 Tc (MIN. ) = 5 . 19 LONGEST FLOWPATH FROM NODE 0 . 00 TO NODE 12 . 00 = 150 . 00 FEET. FLOW PROCESS FROM NODE 12 . 00 TO NODE 12 . 00 IS CODE = 1 -------------- ---- ---------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 5 . 19 RAINFALL INTENSITY(INCH/HR) = 6 . 94 TOTAL STREAM AREA(ACRES) = 1 . 70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 9 . 50 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 31 . 62 7 . 15 5 . 646 14 . 51 2 9 . 50 5 . 19 6 . 942 1 . 70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 32 .45 5 . 19 6 . 942 2 39 . 35 7 . 15 5 . 646 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 39 . 35 Tc (MIN. ) = 7 . 15 TOTAL AREA(ACRES) = 16 . 2 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 12 . 00 = 1336 . 25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12 . 00 TO NODE 13 . 00 IS CODE = 41 ------------- - ------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 274 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 7 . 74 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 24 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39 . 35 PIPE TRAVEL TIME (MIN. ) = 0 . 59 Tc (MIN. ) = 7 . 74 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1610 . 25 FEET. FLOW PROCESS FROM NODE 13 . 00 TO NODE 13 . 00 IS CODE = 81 ------ -------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 365 USER-SPECIFIED RUNOFF COEFFICIENT = . 8100 S. C. S . CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0 .4642 SUBAREA AREA(ACRES) = 1 . 70 SUBAREA RUNOFF (CFS) = 7 . 39 TOTAL AREA(ACRES) = 17 . 9 TOTAL RUNOFF (CFS) = 44 . 60 TC (MIN. ) = 7 . 74 **************************************************************************** FLOW PROCESS FROM NODE 13 . 00 TO NODE 13 . 00 IS CODE = 10 -------- --------------------------------- ----------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---+ 2 . 5 CFS DETAINED TO MATCH PREDEVELOPMENT RUNOFF AT NODE 212 IN DETAILED PROPOSED CONDITIONS DRAINAGE STUDY Q LIMITED TO 4 . 95 CFS ------+ **************************************************************************** FLOW PROCESS FROM NODE 13 . 50 TO NODE 13 . 50 IS CODE = 7 ------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC(MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 1. 30 TOTAL RUNOFF (CFS) = 4 . 95 FLOW PROCESS FROM NODE 13 . 50 TO NODE 13 . 00 IS CODE = 41 ------------------------------------------------------------------ ---------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 22 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 8 . 8 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 5 . 75 GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4 . 95 PIPE TRAVEL TIME (MIN. ) = 0 . 06 Tc (MIN. ) = 5 . 06 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1632 . 25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13 . 00 TO NODE 13 . 00 IS CODE = 11 ----------------- ----------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 4 . 95 5 . 06 7 . 056 1 . 30 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1632 . 25 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) _ 1 44 . 60 7 . 74 5 . 365 17 . 91 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 13 . 00 = 1610 . 25 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 34 . 11 5 . 06 7 . 056 2 48 . 36 7 . 74 5 . 365 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 48 . 36 Tc (MIN. ) = 7 . 74 TOTAL AREA(ACRES) = 19 . 2 **************************************************************************** FLOW PROCESS FROM NODE 13 . 00 TO NODE 14 . 00 IS CODE = 41 ----------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 296 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 8 . 98 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48 . 36 PIPE TRAVEL TIME (MIN. ) = 0 . 55 Tc (MIN. ) = 8 . 29 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 14 . 00 = 1928 . 25 FEET. FLOW PROCESS FROM NODE 14 . 00 TO NODE 14 . 00 IS CODE = 81 ----------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 133 USER-SPECIFIED RUNOFF COEFFICIENT = . 6300 S . C.S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 .4725 SUBAREA AREA(ACRES) = 0 .43 SUBAREA RUNOFF (CFS) = 1 . 39 TOTAL AREA(ACRES) = 19 . 6 TOTAL RUNOFF (CFS) = 48 . 36 TC (MIN. ) = 8 . 29 NOTE : PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 14 . 00 TO NODE 15 . 00 IS CODE = 41 --------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 98 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 8 . 98 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 48 . 36 PIPE TRAVEL TIME (MIN. ) = 0 . 18 Tc (MIN. ) = 8 . 48 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 15 . 00 = 2026 . 25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15 . 00 TO NODE 15 . 00 IS CODE = 10 ---- ------------------------------------------------- ------ >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 20 . 00 TO NODE 21 . 00 IS CODE = 21 ----- ---- --------------------------------------------- ------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S. C. S . CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH (FEET) = 69 . 90 UPSTREAM ELEVATION(FEET) = 246 . 00 DOWNSTREAM ELEVATION(FEET) = 245 . 30 ELEVATION DIFFERENCE (FEET) = 0 . 70 SUBAREA OVERLAND TIME OF FLOW(MIN. ) = 9 . 777 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 616 SUBAREA RUNOFF (CFS) = 0 . 75 TOTAL AREA(ACRES) = 0 . 36 TOTAL RUNOFF (CFS) = 0 . 75 **************************************************************************** FLOW PROCESS FROM NODE 21 . 00 TO NODE 22 . 00 IS CODE = 61 ------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< = REPRESENTATIVE SLOPE = 0 . 0250 STREET LENGTH (FEET) = 650 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 15 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning' s FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0 . 0230 Manning' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 3 . 08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 34 HALFSTREET FLOOD WIDTH(FEET) = 10 . 73 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 2 .43 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 0 . 83 STREET FLOW TRAVEL TIME (MIN. ) = 4 .46 Tc (MIN. ) = 14 . 24 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 . 622 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C.S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 .450 SUBAREA AREA(ACRES) = 2 . 84 SUBAREA RUNOFF(CFS) = 4 . 63 TOTAL AREA(ACRES) = 3 . 2 PEAK FLOW RATE (CFS) = 5 . 22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0 . 39 HALFSTREET FLOOD WIDTH (FEET) = 13 . 37 FLOW VELOCITY (FEET/SEC. ) = 2 . 74 DEPTH*VELOCITY (FT*FT/SEC. ) = 1 . 08 LONGEST FLOWPATH FROM NODE 20 . 00 TO NODE 22 . 00 = 719 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22 . 00 TO NODE 22 . 00 IS CODE = 1 _-- ----------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 14 . 24 RAINFALL INTENSITY (INCH/HR) = 3 . 62 TOTAL STREAM AREA(ACRES) = 3 . 20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5 . 22 **************************************************************************** FLOW PROCESS FROM NODE 24 . 00 TO NODE 23 . 00 IS CODE = 21 ------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH (FEET) = 69 . 90 UPSTREAM ELEVATION (FEET) = 245 . 00 DOWNSTREAM ELEVATION(FEET) = 244 . 30 ELEVATION DIFFERENCE (FEET) = 0 . 70 SUBAREA OVERLAND TIME OF FLOW(MIN. ) = 9 . 777 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 616 SUBAREA RUNOFF (CFS) = 0 . 27 -- TOTAL AREA(ACRES) = 0 . 13 TOTAL RUNOFF (CFS) = 0 . 27 **************************************************************************** FLOW PROCESS FROM NODE 23 . 00 TO NODE 22 . 00 IS CODE = 91 --------------- -------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< REPRESENTATIVE SLOPE = 0 . 0250 CHANNEL LENGTH THRU SUBAREA(FEET) = 700 . 00 "V" GUTTER WIDTH (FEET) = 3 . 00 GUTTER HIKE (FEET) = 0 . 800 PAVEMENT LIP (FEET) = 0 . 010 MANNING' S N = . 0130 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0 . 02000 MAXIMUM DEPTH (FEET) = 0 . 82 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 261 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S. C. S . CURVE NUMBER (AMC II) = 89 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0 . 96 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 9 . 03 AVERAGE FLOW DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 "V" GUTTER FLOW TRAVEL TIME (MIN. ) = 1 . 29 Tc (MIN. ) = 11 . 07 SUBAREA AREA(ACRES) = 0 . 72 SUBAREA RUNOFF (CFS) = 1 . 38 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 450 TOTAL AREA(ACRES) = 0 . 9 PEAK FLOW RATE (CFS) = 1 . 63 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING-FULL GUTTER(NORMAL DEPTH = GUTTER HIKE) END OF SUBAREA "V" GUTTER HYDRAULICS : DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 FLOW VELOCITY (FEET/SEC. ) = 9 . 03 DEPTH*VELOCITY (FT*FT/SEC) = 7 . 22 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 22 . 00 = 769 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22 . 00 TO NODE 22 . 00 IS CODE = 1 °`--------------------------- ------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 11 . 07 RAINFALL INTENSITY (INCH/HR) = 4 . 26 TOTAL STREAM AREA(ACRES) = 0 . 85 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1 . 63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 5 . 22 14 . 24 3 . 622 3 . 20 2 1 . 63 11 . 07 4 . 261 0 . 85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 5 . 68 11 . 07 4 . 261 2 6 . 60 14 . 24 3 . 622 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 6 . 60 Tc (MIN. ) = 14 . 24 TOTAL AREA(ACRES) = 4 . 0 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 22 . 00 = 769 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22 . 00 TO NODE 25 . 00 IS CODE = 61 -------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0710 STREET LENGTH(FEET) = 220 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning' s FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0 . 0230 Manning' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 6 . 96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 37 HALFSTREET FLOOD WIDTH (FEET) = 12 . 15 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4 . 37 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 1 . 61 STREET FLOW TRAVEL TIME (MIN. ) = 0 . 84 Tc (MIN. ) = 15 . 08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .490 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 9000 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 474 SUBAREA AREA(ACRES) = 0 . 23 SUBAREA RUNOFF (CFS) = 0 . 72 TOTAL AREA(ACRES) = 4 . 3 PEAK FLOW RATE (CFS) = 7 . 08 END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 37 HALFSTREET FLOOD WIDTH (FEET) = 12 . 24 FLOW VELOCITY(FEET/SEC. ) = 4 . 38 DEPTH*VELOCITY(FT*FT/SEC. ) = 1 . 63 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 25 . 00 = 989 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25 . 00 TO NODE 25 . 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 15 . 08 RAINFALL INTENSITY (INCH/HR) = 3 . 49 TOTAL STREAM AREA(ACRES) = 4 . 28 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7 . 08 **************************************************************************** FLOW PROCESS FROM NODE 27 . 00 TO NODE 26 . 00 IS CODE = 21 --------- ------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 4500 S . C. S . CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH (FEET) = 69 . 90 UPSTREAM ELEVATION (FEET) = 226 . 00 DOWNSTREAM ELEVATION(FEET) = 225 . 30 ELEVATION DIFFERENCE (FEET) = 0 . 70 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 9 . 777 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 616 SUBAREA RUNOFF (CFS) = 0 . 58 TOTAL AREA(ACRES) = 0 . 28 TOTAL RUNOFF (CFS) = 0 . 58 **************************************************************************** FLOW PROCESS FROM NODE 26 . 00 TO NODE 25 . 00 IS CODE = 61 --------------------------------------------------- ------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0250 STREET LENGTH (FEET) = 550 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0 . 020 Manning ' s FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0 . 0230 Manning' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2 . 80 °- STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 33 HALFSTREET FLOOD WIDTH (FEET) = 10 . 35 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 2 . 35 PRODUCT OF DEPTH&VELOCITY (FT*FT/SEC. ) = 0 . 78 STREET FLOW TRAVEL TIME (MIN. ) = 3 . 89 Tc (MIN. ) = 13 . 67 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 . 718 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 .450 SUBAREA AREA(ACRES) = 2 . 63 SUBAREA RUNOFF (CFS) = 4 .40 TOTAL AREA(ACRES) = 2 . 9 PEAK FLOW RATE (CFS) = 4 . 87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0 . 39 HALFSTREET FLOOD WIDTH (FEET) = 13 . 04 FLOW VELOCITY (FEET/SEC. ) = 2 . 68 DEPTH*VELOCITY (FT*FT/SEC. ) = 1 . 04 LONGEST FLOWPATH FROM NODE 27 . 00 TO NODE 25 . 00 = 619 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25 . 00 TO NODE 25 . 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 13 . 67 RAINFALL INTENSITY (INCH/HR) = 3 . 72 TOTAL STREAM AREA(ACRES) = 2 . 91 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 7 . 08 15 . 08 3 .490 4 . 28 2 4 . 87 13 . 67 3 . 718 2 . 91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 11 . 52 13 . 67 3 . 718 2 11 . 65 15 . 08 3 .490 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 11 . 65 Tc (MIN. ) = 15 . 08 TOTAL AREA(ACRES) = 7 . 2 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 25 . 00 = 989 . 90 FEET. FLOW PROCESS FROM NODE 25 . 00 TO NODE 28 . 00 IS CODE = 61 -------------------------- -------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0 . 0710 STREET LENGTH (FEET) = 60 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0 . 020 Manning' s FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0 . 0230 Manning' s FRICTION FACTOR for Back-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11 . 69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 43 HALFSTREET FLOOD WIDTH (FEET) = 14 . 99 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4 . 94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC. ) = 2 . 10 STREET FLOW TRAVEL TIME (MIN. ) = 0 . 20 Tc (MIN. ) = 15 . 28 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 .460 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 9000 S . C. S . CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0 .466 SUBAREA AREA(ACRES) = 0 . 02 SUBAREA RUNOFF(CFS) = 0 . 06 TOTAL AREA(ACRES) = 7 . 2 PEAK FLOW RATE (CFS) = 11 . 65 - END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 43 HALFSTREET FLOOD WIDTH (FEET) = 14 . 99 FLOW VELOCITY (FEET/SEC. ) = 4 . 93 DEPTH*VELOCITY (FT*FT/SEC. ) = 2 . 10 LONGEST FLOWPATH FROM NODE 24 . 00 TO NODE 28 . 00 = 1049 . 90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28 . 00 TO NODE 28 . 00 IS CODE = 1 ------------------ -------------------------------- -------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 15 . 28 RAINFALL INTENSITY(INCH/HR) = 3 . 46 TOTAL STREAM AREA(ACRES) = 7 . 21 PEAK FLOW RATE (CFS) AT CONFLUENCE = 11 . 65 **************************************************************************** FLOW PROCESS FROM NODE 30 . 00 TO NODE 29 . 00 IS CODE = 21 -------------------------------------------------------------------------- - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED RUNOFF COEFFICIENT = . 3600 S . C.S . CURVE NUMBER (AMC II) = 76 INITIAL SUBAREA FLOW-LENGTH (FEET) = 750 . 00 UPSTREAM ELEVATION(FEET) = 284 . 00 DOWNSTREAM ELEVATION(FEET) = 220 . 00 ELEVATION DIFFERENCE (FEET) = 64 . 00 SUBAREA OVERLAND TIME OF FLOW (MIN. ) = 6 . 519 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100 . 00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 995 SUBAREA RUNOFF(CFS) = 2 .44 TOTAL AREA(ACRES) = 1 . 13 TOTAL RUNOFF (CFS) = 2 .44 **************************************************************************** FLOW PROCESS FROM NODE 29 . 00 TO NODE 28 . 00 IS CODE = 91 ------------------------------------------------------------------------- --- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< REPRESENTATIVE SLOPE = 0 . 0250 CHANNEL LENGTH THRU SUBAREA(FEET) = 600 . 00 "V" GUTTER WIDTH (FEET) = 3 . 00 GUTTER HIKE (FEET) = 0 . 800 PAVEMENT LIP (FEET) = 0 . 010 MANNING' S N = . 0130 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0 . 02000 MAXIMUM DEPTH (FEET) = 0 . 82 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 418 *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S . C. S . CURVE NUMBER (AMC II) = 76 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 3 . 60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 9 . 03 AVERAGE FLOW DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 "V" GUTTER FLOW TRAVEL TIME (MIN. ) = 1 . 11 Tc (MIN. ) = 7 . 63 SUBAREA AREA(ACRES) = 0 . 95 SUBAREA RUNOFF(CFS) = 2 . 32 AREA-AVERAGE RUNOFF COEFFICIENT = 0 .401 TOTAL AREA(ACRES) = 2 . 1 PEAK FLOW RATE (CFS) = 4 . 52 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING-FULL GUTTER(NORMAL DEPTH = GUTTER HIKE) END OF SUBAREA "V" GUTTER HYDRAULICS : DEPTH (FEET) = 0 . 80 FLOOD WIDTH (FEET) = 3 . 00 FLOW VELOCITY (FEET/SEC. ) = 9 . 03 DEPTH*VELOCITY (FT*FT/SEC) = 7 . 22 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 28 . 00 = 1350 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28 . 00 TO NODE 28 . 00 IS CODE = 1 ------ ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 7 . 63 RAINFALL INTENSITY(INCH/HR) = 5 . 42 TOTAL STREAM AREA(ACRES) = 2 . 08 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4 . 52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 11 . 65 15 . 28 3 .460 7 . 21 2 4 . 52 7 . 63 5 . 418 2 . 08 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 11 . 96 7 . 63 5 .418 2 14 . 54 15 . 28 3 .460 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 14 . 54 Tc (MIN. ) = 15 . 28 TOTAL AREA(ACRES) = 9 . 3 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 28 . 00 = 1350 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28 . 00 TO NODE 31 . 00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< REPRESENTATIVE SLOPE = 0 . 0800 STREET LENGTH (FEET) = 240 . 00 CURB HEIGHT (INCHES) = 6 . 0 STREET HALFWIDTH (FEET) = 18 . 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5 . 00 INSIDE STREET CROSSFALL (DECIMAL) = 0 . 020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0 . 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0 . 020 Manning ' s FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0 . 0230 - Manning' s FRICTION FACTOR for Sack-of-Walk Flow Section = 0 . 0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14 . 77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0 . 45 HALFSTREET FLOOD WIDTH (FEET) = 16 . 09 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 5 . 46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC. ) = 2 .45 STREET FLOW TRAVEL TIME (MIN. ) = 0 . 73 Tc (MIN. ) = 16 . 02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 . 357 USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0 .458 SUBAREA AREA(ACRES) = 0 . 16 SUBAREA RUNOFF (CFS) = 0 . 47 TOTAL AREA(ACRES) = 9 .4 PEAK FLOW RATE (CFS) = 14 . 54 END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0 . 45 HALFSTREET FLOOD WIDTH (FEET) = 16 . 01 FLOW VELOCITY(FEET/SEC. ) = 5 .42 DEPTH*VELOCITY(FT*FT/SEC. ) = 2 .42 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 31 . 00 = 1590 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 1 ----------------------------------------------------- ----------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 16 . 02 RAINFALL INTENSITY(INCH/HR) = 3 . 36 TOTAL STREAM AREA(ACRES) = 9 . 45 PEAK FLOW RATE (CFS) AT CONFLUENCE = 14 . 54 +-------- -------------------------------------------- ----------------------+ FLOW FROM DETAILED EXISTING DRAINAGE STUDY AT NODE 540 PIPE FLOW UNCHANGED BY PROPOSED CONDTIONS --------------------------------------------------------------------------+ FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY(INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 2 . 40 TOTAL RUNOFF (CFS) = 13 . 35 **************************************************************************** FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 1 ----------------------------------------------------- ----------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 5 . 00 RAINFALL INTENSITY(INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 2 . 40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 13 . 35 +--------------------------------------------------------------------------+ -� FLOW FROM DETAILED DRAINAGE STUDY FOR PROPOSED CONDITIONS NODE 305 EXITING DRIVEWAY +------- -------- -------------------------------------------- ---------------+ **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 31 . 00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY(INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 0 . 30 TOTAL RUNOFF(CFS) = 1 . 89 **************************************************************************** FLOW PROCESS FROM NODE 31 . 00 TO NODE 31 . 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN. ) = 5 . 00 RAINFALL INTENSITY (INCH/HR) = 7 . 11 TOTAL STREAM AREA(ACRES) = 0 . 30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1 . 89 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 14 . 54 16 . 02 3 . 357 9 . 45 2 13 . 35 5 . 00 7 . 114 2 .40 3 1 . 89 5 . 00 7 . 114 0 . 30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 22 . 10 5 . 00 7 . 114 2 22 . 10 5 . 00 7 . 114 3 21 . 73 16 . 02 3 . 357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 22 . 10 Tc (MIN. ) = 5 . 00 TOTAL AREA(ACRES) = 12 . 1 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 31 . 00 = 1590 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31 . 00 TO NODE 32 . 00 IS CODE = 41 ---- ----------------- ------------------------------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0371 FLOW LENGTH (FEET) = 161 . 50 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 12 . 30 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 22 . 10 PIPE TRAVEL TIME (MIN. ) = 0 . 22 Tc (MIN. ) = 5 . 22 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 32 . 00 = 1751 . 50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32 . 00 TO NODE 32 . 00 IS CODE = 1 ------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 5 . 22 RAINFALL INTENSITY (INCH/HR) = 6 . 92 TOTAL STREAM AREA(ACRES) = 12 . 15 PEAK FLOW RATE (CFS) AT CONFLUENCE = 22 . 10 -------+ 0 . 75 CFS DETAINED TO MATCH PREDEVELOPMENT CONDITIONS AT NODE 303 IN DRAINAGE STUDY FOR PROPOSED CONDITIONS Q LIMITED TO 7 . 18 CFS **************************************************************************** FLOW PROCESS FROM NODE 33 . 00 TO NODE 33 . 00 IS CODE = 7 --------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS : TC (MIN) = 5 . 00 RAIN INTENSITY (INCH/HOUR) = 7 . 11 TOTAL AREA(ACRES) = 1 . 40 TOTAL RUNOFF (CFS) = 7 . 18 **************************************************************************** FLOW PROCESS FROM NODE 33 . 00 TO NODE 32 . 00 IS CODE = 41 ---------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0100 FLOW LENGTH (FEET) = 15 . 00 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 18 . 0 INCH PIPE IS 11 . 1 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 6 . 27 GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 7 . 18 PIPE TRAVEL TIME (MIN. ) = 0 . 04 Tc (MIN. ) = 5 . 04 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 32 . 00 = 1365 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32 . 00 TO NODE 32 . 00 IS CODE = 1 ------------------------------------------------ ----- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 5 . 04 RAINFALL INTENSITY (INCH/HR) = 7 . 08 TOTAL STREAM AREA(ACRES) = 1 .40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7 . 18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 22 . 10 5 . 22 6 . 920 12 . 15 2 7 . 18 5 . 04 7 . 077 1 .40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 28 . 79 5 . 04 7 . 077 2 29 . 12 5 . 22 6 . 920 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 29 . 12 Tc (MIN. ) = 5 . 22 TOTAL AREA(ACRES) = 13 . 5 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 32 . 00 = 1751 . 50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32 . 00 TO NODE 34 . 00 IS CODE = 41 ------------------ ------------------------------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0371 FLOW LENGTH (FEET) = 127 . 50 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 12 . 30 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29 . 12 PIPE TRAVEL TIME (MIN. ) = 0 . 17 Tc (MIN. ) = 5 . 39 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 34 . 00 = 1879 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34 . 00 TO NODE 34 . 00 IS CODE = 81 --------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6 . 776 USER-SPECIFIED RUNOFF COEFFICIENT = . 8400 S. C. S . CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5576 SUBAREA AREA(ACRES) = 0 . 26 SUBAREA RUNOFF (CFS) = 1 . 48 TOTAL AREA(ACRES) = 13 . 8 TOTAL RUNOFF (CFS) = 52 . 18 TC (MIN. ) = 5 . 39 **************************************************************************** FLOW PROCESS FROM NODE 34 . 00 TO NODE 34 . 00 IS CODE = 81 ---------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6 . 776 USER-SPECIFIED RUNOFF COEFFICIENT = . 7800 S . C. S . CURVE NUMBER (AMC II) = 93 - AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5757 SUBAREA AREA(ACRES) = 1 . 22 SUBAREA RUNOFF (CFS) = 6 . 45 TOTAL AREA(ACRES) = 15 . 0 TOTAL RUNOFF(CFS) = 58 . 63 TC (MIN. ) = 5 . 39 **************************************************************************** FLOW PROCESS FROM NODE 34 . 00 TO NODE 35 . 00 IS CODE = 41 ---------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0280 FLOW LENGTH (FEET) = 230 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 12 . 95 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 24 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58 . 63 PIPE TRAVEL TIME (MIN. ) = 0 . 30 Tc (MIN. ) = 5 . 69 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 35 . 00 = 2109 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35 . 00 TO NODE 35 . 00 IS CODE = 11 ----------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 58 . 63 5 . 69 6 . 546 15 . 03 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 35 . 00 = 2109 . 00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 48 . 36 8 .48 5 . 061 19 . 64 LONGEST FLOWPATH FROM NODE 1 . 00 TO NODE 35 . 00 = 2026 . 25 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 91 . 08 5 . 69 6 . 546 2 93 . 69 8 .48 5 . 061 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE (CFS) = 93 . 69 Tc (MIN. ) = 8 .48 TOTAL AREA(ACRES) = 34 . 7 FLOW PROCESS FROM NODE 35 . 00 TO NODE 36 . 00 IS CODE = 41 ----------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0150 FLOW LENGTH (FEET) = 37 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 11 . 00 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 93 . 69 PIPE TRAVEL TIME (MIN. ) = 0 . 06 Tc (MIN. ) = 8 . 53 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 36 . 00 = 2146 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 36 . 00 TO NODE 36 . 00 IS CODE = 81 ------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 . 040 USER-SPECIFIED RUNOFF COEFFICIENT = . 8700 S . C. S . CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5276 SUBAREA AREA(ACRES) = 1 . 05 SUBAREA RUNOFF (CFS) = 4 . 60 TOTAL AREA(ACRES) = 35 . 7 TOTAL RUNOFF (CFS) = 94 . 98 TC (MIN. ) = 8 . 53 **************************************************************************** FLOW PROCESS FROM NODE 36 . 00 TO NODE 37 . 00 IS CODE = 41 --------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< - REPRESENTATIVE SLOPE = 0 . 0060 FLOW LENGTH (FEET) = 120 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 6 . 96 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER (INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94 . 98 PIPE TRAVEL TIME (MIN. ) = 0 . 29 Tc (MIN. ) = 8 . 82 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 37 . 00 = 2266 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 37 . 00 TO NODE 37 . 00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 933 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S . C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5328 SUBAREA AREA(ACRES) = 1 . 19 SUBAREA RUNOFF (CFS) = 4 . 05 TOTAL AREA(ACRES) = 36 . 9 TOTAL RUNOFF (CFS) = 97 . 02 TC (MIN. ) = 8 . 82 **************************************************************************** FLOW PROCESS FROM NODE 37 . 00 TO NODE 38 . 00 IS CODE = 41 ------------------------ ---------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0060 FLOW LENGTH (FEET) = 268 . 00 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 6 . 96 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 97 . 02 PIPE TRAVEL TIME (MIN. ) = 0 . 64 Tc (MIN. ) = 9 . 46 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 38 . 00 = 2534 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 38 . 00 TO NODE 38 . 00 IS CODE = 81 --------------- -------- ----------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 715 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S. C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5367 SUBAREA AREA(ACRES) = 0 . 92 SUBAREA RUNOFF (CFS) = 2 . 99 TOTAL AREA(ACRES) = 37 . 8 TOTAL RUNOFF (CFS) = 97 . 02 TC (MIN. ) = 9 . 46 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 38 . 00 TO NODE 39 . 00 IS CODE = 41 --------- ------------- - -------------------------------------------- --------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 0080 FLOW LENGTH (FEET) = 138 . 15 MANNING' S N = 0 . 013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 8 . 03 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0 . 94 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97 . 02 PIPE TRAVEL TIME (MIN. ) = 0 . 29 Tc (MIN. ) = 9 . 75 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 39 . 00 = 2672 . 15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 39 . 00 TO NODE 39 . 00 IS CODE = 81 ------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 625 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S. C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5391 SUBAREA AREA(ACRES) = 0 . 61 SUBAREA RUNOFF (CFS) = 1 . 95 TOTAL AREA(ACRES) = 38 . 4 TOTAL RUNOFF (CFS) = 97 . 02 TC (MIN. ) = 9 . 75 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 39 . 00 TO NODE 39 . 00 IS CODE = 81 ---------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 625 USER-SPECIFIED RUNOFF COEFFICIENT = . 6900 S. C. S . CURVE NUMBER (AMC II) = 90 AREA-AVERAGE RUNOFF COEFFICIENT = 0 . 5413 SUBAREA AREA(ACRES) = 0 . 57 SUBAREA RUNOFF (CFS) = 1 . 82 TOTAL AREA(ACRES) = 39 . 0 TOTAL RUNOFF (CFS) = 97 . 65 TC (MIN. ) = 9 . 75 **************************************************************************** FLOW PROCESS FROM NODE 39 . 00 TO NODE 40 . 00 IS CODE = 41 - --------------------------------- -------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0 . 1110 FLOW LENGTH (FEET) = 151 . 98 MANNING' S N = 0 . 013 DEPTH OF FLOW IN 30 . 0 INCH PIPE IS 19 . 1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 29 . 64 GIVEN PIPE DIAMETER(INCH) = 30 . 00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 97 . 65 PIPE TRAVEL TIME (MIN. ) = 0 . 09 Tc (MIN. ) = 9 . 83 LONGEST FLOWPATH FROM NODE 30 . 00 TO NODE 40 . 00 = 2824 . 13 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 39 . 0 TC (MIN. ) = 9 . 83 PEAK FLOW RATE (CFS) = 97 . 65 END OF RATIONAL METHOD ANALYSIS APPENDIX 9 Detention Calculations JOB NO. Civil Engineering/Surveying/Planning STUART ENGINEERING SCALE SHEET OF • I 7525 Metropolitan Dr., Ste. 308 By DATE San Diego,California 92108 DESCRIPTION (619)296-1010 Fax(619)296-9276 J v►V�VV"'p-�"�f 0 A-_ 1912 }�� C w, �,, .�-.�,�t�w,= ��. z b r phi+ e✓ke^ <.c CAF' Y\ OC 4 Z►2 h u c�4.. _. (�? D_T,E T70' ST4 A0Z CO�:POTATTON ?RCC�J�ti� nom, 21'Z Incut liar 3�Ies irJ"Odn COndltLOi15 � _X hOu_- pr ac?p1ta ion. amount ( inches) r 2 5 Time C= con,can ra=l0 (;nln. ) T_ Coefficient 0 ru,n0 C $l Basin area ( acres) 3 Commutation Time to D=ak TP = 2 , OT:YD/ ( l 1 Kp) = 1 . 1072T. Time of hyd=ograph to begin mA = 20 - TP 3 5.$1 Time of hydregrach to end 'T' = 20 - 1 . 5 T T. Z6„_1 -P - — Paak fiow QP = CIA Q x.43 Try = 7 . 4 4 P,i P Surrounding f�-CW (QS P ES G Ctrl L�L f �ci n✓a 1 Depth of p r a c i pi Cation for 2 hour s hOj_A_ 2. D120 = 7 . 4 4 Ps/12 0o.o-ls 2 hr . ) _.. D120 = 0 . 6735 P; _ _ _ in . Depth of precipitation for hydrograph Dx = (2$T,o.35s) /3 . 3 3 = In , Surrounding Intensity .LS = 60 (Dj, - Dx) / ( 120 - 2 . STS) IS QS = CISA QS Plot nvdroclraph and Surrounding Flow Outflow / Basin Size (Natural Conditions ) Out-flow C = T_ = min. I = 7 , 44 o6/T.o.&s _ in . /hr. Qx CIA Qx 1 . Plot on Hydrograph a. Draw line from surrounding flow intercept with beginning hyd=ograph limL to Q�j 2 .. Es- mata volume need=_d for reservoir a . Dete=uZine preli-minary reservoir diinensionis b . Surrounding =low discharges directly through reservoir without detaining anv storage 3 . Size cutlet works a . Outlet flow, Qa less `h-an or equal to Q,; o . Staff% wlttiln the 1 Lmits of -tha raservoi 4 . R 0 u S..r 0L' _ d�1c`1S_01 `nd/or 0 Ut f 1 c w JOB NO. Civil Engineering/Surveying/Planning STUART ENGINEERING SCALE SHEET OF 7525 Metropolitan Dr., Ste. 308 BY DATE San Diego, California 92108 DESCRIPTION (619)296-1010 Fax(619)296-9276 \S $1 U � vim.. L5 Ij 9 w J � � � r o _ o't.l o aeL- 154 L TIil 1D I5 20 2S 0\VYv�R. k-3 . �,-7- --------------- JOB NO. Civil Engineering/Surveying/Planning STUART ENGINEERING SCALE SHEET OF 7525 Metropolitan Dr.,Ste. 308 By DATE San Diego, California 92108 DESCRIPTION (619)296-1010 Fax(619)296-9276 7 -- �Z P(LoQos�O lg x _- IZ pT •��N OUT L-6-r p Ao-= Tt aka / Y - � 3 j 2 x .4 3 . s • � r�rv�b�v�,cSt, gnu X 0\j Ftow ' RE:or.�-F;�,�n N1:BS CUSTQ.M"}�rentln�4ervice t-c�� ,d f.:7/ �� ( ,,,:; r,;,..v!71 NFI'i'}V`:9 ,+n._t.:r.r•, Flef-fJ :Ci�'_S TCnO;?32 APPENDIX 10 Detention system Detail Cl- cj- LS Do V LZ AR-4 7 _711 Al ix IVA Jul ED lip IS 40 LLA HIM TOP OF BOX ELEVATION PER PLAN CURB INLET I I I I L——— 6'INLET PIPE FROM 04 RLTERRA ® OUTLET RISER — 12° 18'FROM 12" DETENTION 12' 12' OUME 6' 12'TEE 12'X 6'CONCENTRIC REDUCER XCnav A-A NO SCALE 6'INLET PIPE FROM 04 R TERRA THE -B- CURB INLET (4.0'X 4.0') 12'OUTLET b�6 V 12'X 6'CONCENTRIC PIPE AND 1 REDUCER 8'C.O. > O 18'INLET PIPE FROM DETENTION SYSTEM — SEE DETAILS SHT. 4 ,116 6'INLET PIPE 12'INLET PIPE FROM 8'X4' FROM 511E RLTERRA AM NO SCALE ADS, Inc. Drainage Handbook Retention/Detention ♦ 6-7 Figure 6-2 Typical Retention/Detention Cross Section Note:This is a typical cross section only.See Structures,Section 2,or Installation,Section 5,of the Drainage Handbook for specific installation guidelines. H H H RASS AREA) (FLEX PVMT.) (RIGID PVMT.) UNDISTURBED FILTER FABRIC EARTH CNHERE REQUIRED BY ENGINEER) X :r S / CLASS I OR It MATERIAL •BEDDING(CLASS I OR II MATERIAL) PLACED AND COMPACTED IN C SUITABLE =4"MIN.FOR 12"-24'PIPE ACCORDANCE NTH FOUNDATION =6'MIN.FOR 30"-60'PIPE ASTM D2321 IN PIPE ZONE MINIMUM H(FLEX PVMT),H(RIGID PVMT)=17'FOR UP TO AND INCLUDING 36"HDPE PIPE 'CLASS I BACKFILL REQUIRED AROUND 60"DIAMETER FITTINGS. =24"FOR 42"THROUGH 60"HOPE PIPE MAXIMUM FILL HEIGHT LIMITED TO 8-FT OVER FITTINGS FOR STANDARD INSTALLATIONS.CONTACT REPRESENTATIVE WHEN MAXIMUM FILL HEIGHTS EXCEED 8-FT FOR INSTALLATION CONSIDERATIONS. Table 6-2 Storage Capacities of N-120, N-12(' ST, and N-126 WT Pipes Nominal Average Stone Total Retention Detention Inside Outside Pipe z Void Retention Surface Surface Diameter Diameter Spacing Spacing' Spacing' Volume Volume 3,4,5 Storage Area Area Required--Required in. in. in. in. in. ft/ft ft/ft ft/ft /ft /ft (mm) (mm) (mm) (mm) (mm) m3/m) (m3/M) (m3/M) (mZ/m3 m2/m3 12 14.5 8 10.9 25.4 0.81 0.84 1.65 1.3 2.7 300 368 210 280 650 0.07 0.08 0.15 4.2 8.6 15 18 8 10.9 28.9 1.2 1.1 2.3 1.1 1.97 18 21 9 14.3 35.3 1.8 1.4 3.2 0.93 1.6 450 533 230 360 900 0.16 0.13 0.29 3.0 5.4 zo 600 711 260 340 1050 0.29 0.18 0.47 2.2 3.6 30 36 18 17.1 53.1 4.9 3.1 8.0 0.55 0.90 750 914 460 430 1350 0.46 0.28 0.74 1.8 3.0 36 42 18 21 63.0 7.1 4.2 11.3 0.47 0.74 900 1067 460 530 1600 0.66 0.39 1.05 1.5 2.4 42 48 18 24 72 9.2 5.8 15.0 0.40 0.65 1050 1219 460 610 1830 0.87 0.53 1.40 1.3 2.1 48 54 18 24.5 78.5 12.4 6.7 19.1 0.34 0.53 1200 1372 460 620 2000 1.15 0.62 1.77 1.1 1.7 60 67 18 23 90 19.3 8.5 27.8 0.27 0.39 (1500) (1702) 1 (460) 1 (580) 1 (2290) (1.79) (0.78) (2.57) (0.89) (1.3) Notes: See Figure 6-2 for typical cross section used in volume calculations.Bedding depth assumed 4"for 12"-24"pipe and 6"for 30"-60"pipe. 1. Based on A-profile pipe. 2. Actual ID values used in calculation. 3. Stone Porosity assumed 40%. 4. Stone height above crown of pipe is not included in void volume calculations. 5. Calculation is based on the average OD of the pipe. See"Design Aids"for a system design tool to calculate total HDPE pipe system storage with an example calculation. 0 ADS,Inc.,June 2009 ADS, Inc. Drainage Handbook Retention/Detention • 6-9 Figure 6-3 Watertight Triple Component Retention/Detention Manifold with Size on Size Connections CLEANOUT PORT PRE-DRILLED (AS NECESSARY) MANIFOLD HEADER SIZE ON SIZE CROSS SECTION LATERAL LINES NOTE:For Retention/Detention System size-on-size manifold dimensions refer to the Fittings section In retention systems, perforation pattern options are: • ASTM F2306 perforations. This is considered the ADS standard perforation pattern and is stocked at most manufacturing facilities. Table 3 provides more detail. • Other perforation patterns may be available; please refer to Technical Note 1.01: Dual Wall HDPE Perforation Patterns for or consult with an ADS sales representative. C ADS,Inc.,June 2009