Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com The Project site is part of the California Commerce Center that was developed in the 1980s, at which time underground infrastructure, streets, street frontages, and select corner landscape monuments were constructed. Since then, several commercial/industrial buildings have been constructed throughout the park; however, the Project site remains vacant and undeveloped.
The proposed California Logistics Center is conceptually planned as a nine-building, master-planned industrial park totaling approximately 4.2 million square feet of state-of-the art buildings. Buildings will range in size from 205,000 square feet to 927,000 square feet with a minimum interior clearance height ranging from 36 feet to 40 feet and will have a maximum exterior height of approximately 65 feet, which provides a 10-foot vertical clearance for rooftop equipment. Once the exterior shells of the buildings and associated infrastructure (e.g., parking lots) are constructed, the buildings will be leased to tenants for warehousing and light manufacturing uses. Mead & Hunt understands that the McDonald Property Group is designing each building to provide ancillary office space and employee facilities (e.g., break rooms, restrooms) and are assumed for purposes of this ALUCP review to be less than, but not limited to, 10% of each building’s floor area.
Exhibit 1: Project Site Plan
ALUCP REQUIREMENTS
California Public Utilities Code (PUC), Section 21675(a) requires that an airport land use compatibility plan (ALUCP) be developed for all public-use airports in the state. The City adopted an ALUCP for the Ontario International Airport in April 2021. The 2011 ALUCP protected for a long-term scenario involving shifting both runways south and east of their present positions. 5652
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com In 2018, at the request of the OIAA, the City amended the ALUCP to remove the long-term runway scenario and to reflect only the runway configuration that exists today (see Attachment A).
The basic function of the ALUCP is to promote compatibility between the Airport and the land uses that surround it in order to avoid future compatibility conflicts. The ALUCP policies address four types of airport land use concerns:
Noise – Locations exposed to potentially disruptive levels of aircraft noise. Overflights – Locations where aircraft overflights can be intrusive and annoying to many people. Safety – Areas where the risk of an aircraft accident poses heightened safety concerns for people and property on the ground.
Airspace Protection – Places where height and certain other land use characteristics need to be restricted to protect the safe and efficient use of navigable airspace.
A compatibility evaluation of the Project against each compatibility factor is described below.
Noise Evaluation
The purpose of noise compatibility policies is to avoid the establishment of noise-sensitive land uses in areas exposed to significant levels of aircraft noise.
As shown in Exhibit 2, the Project site falls within three ALUCP Noise Impact Zones:
65-70 dB CNEL
70-75 dB CNEL
75-80 dB CNEL
Exhibit 2: Noise
5653
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Exhibit 3 presents the ALUCP noise criteria that indicate that office uses are considered normally incompatible in areas exposed to CNEL 75 dB or greater unless extensive mitigation techniques are applied to make the indoor environment (with windows closed) acceptable for performance of expected activities (i.e., maximum of CNEL 50 dB). In the lower Noise Impact Zones, office spaces are deemed to be conditionally compatible if a maximum interior noise level of CNEL 50 dB is achieved through incorporation of proper sound attenuation design. The requirement also applies to Light Industrial Uses in the CNEL 70- 80 dB Noise Impact Zones. Warehousing is deemed to be a compatible use in all three zones.
To facilitate a consistency determination from the City for the portion of the Project site in the CNEL 75-80 dB zone, Mead & Hunt recommends further actions by the McDonald Property Group that are listed in the Findings section below at the end of this letter.
Exhibit 3: ALUCP Noise Criteria
5654
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Overflight Evaluation
Noise from individual aircraft operations, especially by comparatively loud aircraft, can be intrusive and annoying in locations beyond the limits of the noise impact zones. The purpose of overflight compatibility policies is to help notify people about the presence of overflights near airports so that they can make more informed decisions regarding acquisition or lease of property in the affected area.
As shown in Exhibit 4, the Project falls entirely with the Overflight Notification Zone - Avigation Easement Dedication. The ALUCP requires dedication of an avigation easement to the Airport owner/operator prior to commencement of construction as a condition for approval of new development. Exhibit 5 provides a sample avigation easement from the ALUCP.
Exhibit 4: Overflight
5655
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Exhibit 5: Avigation Easement
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Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Although the Project site is owned by the OIAA, Mead & Hunt recommends that a formal avigation easement be recorded with the Property and acknowledged in the Ground Lease between the OIAA and McDonald Property Group.
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Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com The avigation easement will enable the McDonald Property Group to incorporate the OIAA’s standard avigation easement requirements into future tenant agreements and Covenants, Conditions, and Restrictions (CC&Rs).
Safety Evaluation
The intent of the safety compatibility policies is to minimize the risks associated with an off-airport aircraft accident or emergency landing. The policies focus on reducing the potential consequences of such events when they occur. For most nonresidential development, risk is measured in terms of the usage intensity— the number of people per acre on the site. Local development standards (e.g., floor area ratios, parking requirements) and building code occupancies can be used to calculate nonresidential usage intensities.
The ALUCP safety criteria for light industrial, warehouse, and office uses are presented below (Exhibit 6).
Exhibit 6: ALUCP Safety Criteria
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Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com As shown in Exhibit 7A, the Project site spans the following Safety Zones:
Safety Zone 1, Runway Protection Zone (RPZ);
Safety Zone 2, Inner Approach/Departure Zone; and
Safety Zone 3, Inner Turning Zone.
Although 14.56 acres of the Project site fall within Safety Zone 1, which encompasses the Runway Protection Zones (RPZs) for Runways 26L and 26R, the proposed site plan keeps this zone clear of future structures and parking lots. As such, no compatibility conflicts exist in Safety Zone 1, which is the most restrictive of all the safety zones.
Exhibit 7A: Safety
For Safety Zones 2 and 3, the individual proposed building sites are subject to the ALUCP usage intensity (people per acre) limits for each zone (see Exhibit 6). In accordance with ALUCP Policy S2, any site that is split by safety zone boundaries is treated as if it were multiple parcels divided at the safety zone boundary.
Exhibit 7A indicates the portions of the site and buildings in each of the Safety Zones. 5659
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Exhibit 7B
Site # Site
Ac.
Zone Bldg. S.F. Zone
1 2 3 Outside 1 2 3 Outside
1 17 0 0 11 6 360,660 - - 261,614 99,046
2 47 0 32 14 1 927,370 - 665,226 262,144 -
3 25 0 14 11 0 548,730 - 350,124 198,606 -
4 12 0 0 2 10 265,200 - - 21,348 243,852
5 19 0 16 3 0 425,580 - 420,456 5,124 -
6 21 0 13 8 0 492,140 - 313,641 178,499 -
7 10 0 10 0 0 205,500 - 205,500 - -
8 24 0 11 12 1 535,350 - 243,943 291,308 99
9 22 0 0 0 22 521,920 - - - 521,920
Source: Scheme 16, McDonald Group (October 2021)
Allowable Occupancy by Site
Exhibit 8 presents the maximum allowable occupancy (number of people) permitted for each building site based on the ALUCP average intensity limits for Safety Zones 2 and 3. The maximum allowable occupancy is the primary criterion by which to evaluate the compatibility of each lessee’s proposed specific use or combination of uses within each building. Note that each building site, as depicted by the yellow lines in Exhibit 7A, includes the building itself plus adjacent parking and landscaping areas.
Also note that the total allowable occupancies indicated in the last column of Exhibit 8 assume that, when a building falls into two zones, each part will be used to its allowable limit. In all cases, the maximum allowable occupancy in Zone 2 cannot be exceeded. However, to the extent that the use in the Zone 2 part of a building will have less than its allowable maximum occupancy, the unused amount of the occupancy can be transferred to the Zone 3 part of the building. The Zone 3 part can then exceed the allowable limit for that part provided that the total building occupancy remains within the limits. Although subject to approval by the City, what this transfer provision accomplishes is to move people from the higher risk Zone 2 into comparatively less at-risk Zone 3 in accordance with ALUCP Policy S7 which states:
“… the intensity of nonresidential development allowed within the more restricted portion of the parcel can (and is encouraged to) be transferred to the less restricted portion. The full or partial reallocation of intensity is permitted even if the resulting intensity in the less restricted area would then exceed the average intensity limits which would otherwise apply within the safety zone.” 5660
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Exhibit 8: Maximum Allowable Occupancy BLDG # Zone 2 Intensity Limit (People/Acre) Zone 2 Site Acres Zone 2 Allow-Able Occ.
Zone 3 Intensity Limit (People/Acre)Zone 3 Site AcresZone 3 Allow-Able Occ.Allowable Occupancy (Max. Number Of People On Each Building Site) BLDG 1* 60 - - 100 11.1 1,112 1,112
BLDG 2 60 31.8 1,906 100 14.0 1,403 3,309
BLDG 3 60 13.9 836 100 12.1 1,214 2,050
BLDG 4* 60 - - 100 1.5 151 151
BLDG 5 60 16.3 980 100 - - 980
BLDG 6 60 12.8 767 100 7.8 780 1,547
BLDG 7 60 10.1 603 100 - - 603
BLDG 8 60 11.5 688 100 14.7 1,468 2,156
BLDG 9* NA NA NA NA NA NA NA
Note: * Building 9 is not in a Safety Zone and no total building occupancy limits apply. Portions of Buildings 1 and 4 are also outside of the Safety Zones, which have no ALUCP occupancy limits, and only the portions inside the Safety Zones are subject to building occupancy limits as shown above.
Note: Totals rounded to the nearest whole number.
Example Calculation - BLDG 2 ALLOWABLE OCCUPANCY: (60*31.8)+(100*14.0) = 3,309 Occupancy by Use
The City of Ontario controls the ultimate determination of compliance with the ALUCP usage criteria, and those determinations will occur when a potential tenant(s) is identified for each building and a specific land use is proposed. As discussed above, the types of uses envisioned for the California Logistics Center include a mix of light industrial or warehouse uses with ancillary office space.
Exhibit 9, Theoretical Occupancy, presents the calculated total intensity of each building assuming that the building is developed as either a light industrial/office use or warehouse/office use. As can be seen in the table, a high-intensity light industrial use (e.g., food products preparation) is likely to exceed the maximum allowable occupancy limits for Zone 2. Buildings located in Zone 2 are therefore better suited for lowintensity light industrial and warehouse uses.
Exhibit 10, Hypothetical Development Scenarios, provides two hypothetical scenarios for Building 2 to showcase how the proposed use of the building will influence the intensity results and, ultimately, the compatibility determination of the individual uses. An editable version of the Development Scenario table is provided for use by McDonald Property Group (see Exhibit 11 for example). 5661
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Scenario 1 shows the percent of space allocation across office, light industrial, and warehouse uses. This scenario loads up Zone 3 with the most intensive uses (office and light industrial). The office space (10 percent of the total building square footage) is kept in Zone 3 with the balance remaining for light industrial use. In Zone 2, the more restrictive zone, only 46 percent of the building’s square footage can be allocated to light industrial use (with 54 percent left for warehousing) to maintain compliance with the ALUCP intensity criteria. Compliance is based on a comparison of the proposed occupancy with the maximum allowable occupancy (orange columns).
Scenario 2 increases the percentage of light industrial use with a corresponding decrease in warehouse use. While the proposed occupancy exceeds the maximum allowable occupancy, the proposed occupancy for the entire Building 2 site is still satisfied. Under this scenario and other similar scenarios, coordination with the City of Ontario would be required if there is a desire to exceed or transfer the additional intensity criteria as provided by ALUCP Policy S7.
Exhibit 9: Theoretical Occupancy
THEORETICAL OCCUPANCY
(Number of people allowed on site)
Zone/
Building Bldg Sf Light Industrial
WareHouse Office Total Occupancy:
Light Industrial + Office
Total Occupancy:
Warehouse + Office
ZONE 2
BLDG 2 665,227.7 2,994 599 309 3,303 908
BLDG 3 350,124.3 1,576 315 163 1,738 478
BLDG 5 425,586.0 1,915 383 198 2,113 581
BLDG 6 313,642.5 1,411 282 146 1,557 428
BLDG 7 205,497.0 925 185 96 1,020 281
BLDG 8 243,943.4 1,098 220 113 1,211 333
ZONE 3
BLDG 1 665,227.7 1,177 235 122 1,299 357
BLDG 2 350,124.3 1,180 236 122 1,302 358
BLDG 3 425,586.0 894 179 92 986 271
BLDG 4 313,642.5 96 19 10 106 29
BLDG 6 205,497.0 803 161 83 886 244
BLDG 8 243,943.4 1,311 262 135 1,446 398
Example Calculation – ZONE 2, BLDG 2, LIGHT INDUSTRIAL+OFFICE (NO WAREHOUSING):
665,227.7 sf of BLDG 2 in Zone 2 – 10% for office = 598,704.93 sf of Light Industrial 598,704.93 sf of light industrial/200 sf per person = 2,994 people 66,522.77 sf of office/215 sf per person = 309 people
2,994 people + 309 people = 3,303 people on BLDG 2 site in Zone 2 Max. Allowable Occupancy for BLDG 2 (see Exhibit 8) = 1,906 people on BLDG 2 site in Zone 2 Consistency Finding: Incompatible (proposed use exceeds intensity limit) Notes: Red text indicates exceedance of intensity limits. Totals rounded to the nearest whole number. 5662
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Exhibit 10: Development Scenarios
Scenario 1
Scenario 2
Exhibit 11: Development Scenario Worksheet
Airspace Evaluation
Airspace protection compatibility policies seek to prevent creation of land use features that can pose hazards to the airspace required by aircraft in flight and have the potential for causing an aircraft accident.
Categories of hazards to airspace include:
Physical hazards such as tall structures that may intrude upon protected airspace and land use features that have the potential to attract birds or other potentially hazardous wildlife to the airport area.
BLDG 2 BLDG SF MAX.
ALLOWABLE
OCCUPANCY
% OF
OFFICE
SPACE
SQ. FT. OF
OFFICE
SPACE
MAX. OCC. FOR
OFFICE SPACE
(OCC. LOAD:
215 SF/PERSON)
% OF
LIGHT IND
SPACE
SQ. FT OF
LIGHT IND
SPACE
MAX. OCC. FOR
LIGHT IND
SPACE
(OCC. LOAD:
200 SF/PERSON)
% OF
WAREHOUSE
SPACE
SQ. FT. OF
WAREHOUSE
SPACE
MAX. OCC. FOR
WAREHOUSE SPACE
(OCC LOAD:
1,000 SF/PERSON)
PROPOSED
OCCUPANCY
ZONE 2 665,228 1,906 0% - - 46% 306,005 1,530 54% 359,223 359 1,889 ZONE 3 262,143 1,403 35% 92,737 431 65% 169,406 847 0% - - 1,278 927,370 3,309 10% 92,737 431 475,410 2,377 359,223 359 3,168 BLDG 2 BLDG SF MAX.
ALLOWABLE
OCCUPANCY
% OF
OFFICE
SPACE
SQ. FT. OF
OFFICE
SPACE
MAX. OCC. FOR
OFFICE SPACE
(OCC. LOAD:
215 SF/PERSON)
% OF
LIGHT IND
SPACE
SQ. FT OF
LIGHT IND
SPACE
MAX. OCC. FOR
LIGHT IND
SPACE
(OCC. LOAD:
200 SF/PERSON)
% OF WAREHOUSE
SPACE
SQ. FT. OF WAREHOUSE
SPACE
MAX. OCC. FOR WAREHOUSE SPACE
(OCC LOAD:
1,000 SF/PERSON)
PROPOSED
OCCUPANCY
ZONE 2 665,228 1,906 10% 66,523 309 45% 299,352 1,497 25% 166,307 166 1,972 ZONE 3 262,143 1,403 0% - - 100% 262,143 1,311 0% - - 1,311 3,309 66,523 309 561,495 2,807 166,307 166 3,283
NOTE
1. Percentages (red) can be adjusted to determine if proposed allocation of use will satisfy intensity criteria 5663
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Visual hazards such as certain types of lights, sources of glare, and sources of dust, steam, or smoke.
Physical Hazards
Airspace Obstruction Hazards
Title 14 of the Code of Federal Regulations (CFR) Part 77 establishes height limits to provide a margin of safety for normal aircraft operations. Objects that exceed the Part 77 height limits constitute airspace obstructions. However, the standards are not absolute and deviation from the CFR Part 77 standards requires the offending objects be evaluated by the FAA and may be considered for marking or lighting application if appropriate.
Exhibit 12 shows the layout of the 9 proposed buildings at the Project site. The heights of the buildings are required to be reported to the FAA by a completed Form 7460-1, Notice of Proposed Construction or Alteration. The building elevations are reported as the roof height with 10 feet added to account for building appurtenances such as, but not limited to, parapets and heating ventilation equipment.
Mead & Hunt has confirmed that the Project has been conceptually designed to keep all future structures below the Part 77 obstruction surfaces and the other FAA clear areas noted in Exhibit 12. Additionally, FAA Form 7460-1 has been submitted to the FAA for an aeronautical study for all nine buildings. FAA airspace determinations are expected in the March 2022 timeframe and prior to commencement of construction. Exhibit 13 provides a copy of the supporting graphics for the FAA Form 7460-1 submittals.
Mead & Hunt understands that the McDonald Property Group will submit the required FAA Form 7460-1 for construction cranes at least 45 days prior to the beginning of Project construction. We also understand that the maximum height of a tilt panel crane boom tower at full extension is 185 feet; however, lower boom heights are anticipated for this Project because the standard total weight per panel is typical and not excessive. Exhibit 14 identifies the allowable height within a 60-foot working area around each building.
As can be seen, some building sites will require the use of a modified crane to ensure that the above airspace remains obstruction-free. McDonald Property Group has confirmed with its concrete subcontractor and crane consultant that the boom crane height can be significantly lowered by a combination of a.) modifying the hydraulic counterweights associated with the crane and b.) reducing the crane “picking” reach distance by constructing more strategic off-building floor slab casting beds. When the panel pick locations are poured closer to the perimeter/final building wall locations, lower crane boom heights are enabled to suit each situation, as may be required by FAA.
Mead & Hunt highly recommends close coordination with the Airport before commencing with construction as Project construction activities will impact aircraft operations and necessitate the Airport to take certain actions such as informing tenants, pilots, and Airport users of Project construction (e.g., filing NOTAMs), monitoring Project construction progress, or making temporary changes to airport operations to accommodate Project construction schedules (e.g., adjusting runway use or runway closure). As such, coordinating the Project’s construction schedule with the Airport will be critical for safety. 5664
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Mead & Hunt also understands that the Airport is undertaking several airport improvement projects that will require closure of the existing runways. Depending on the timing of construction of the Project, this planned runway closure may certainly benefit the approval of the Project crane operation. Aligning Project construction activities during planned runway closures would be ideal for all parties involved. Mead & Hunt understands that the tentative schedule for runway closure to be:
Runway 8L/26R: Jan 2023-Oct 2024; runway will be reopened for FAA flight checks during a 30-day period from mid-May to mid-June in 2023 (tentative)
Runway 8R/26L: Jan 2024-Oct 2024 and Jan 2025-Oct 2026 (tentative) Exhibit 12: Airspace
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Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Exhibit 13: FAA Form 7460 Submittals
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CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com 5667
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CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com 5668
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CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com 5669
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CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com 5670
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CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com 5671
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CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com 5672
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CA Logistic Center Compatibility Findings
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Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com 5673
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CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com 5674
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CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Exhibit 14
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Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Wildlife Hazards
The FAA establishes guidelines to address wildlife hazards in Advisory Circular 150/5200-33C, Hazardous Wildlife Attractants On or Near Airports. A wildlife hazard is a land use feature and location that creates the potential to attract wildlife that may collide with aircraft or cause aircraft damage or injuries/loss of human life.
A wildlife attractant is defined as any human-made structure, land-use practice, or human-made or natural geographic feature that can attract or sustain potentially hazardous wildlife within the approach or departure airspace or an airport’s air operations area.
Any proposed use that creates an increased attraction for hazardous wildlife and that is inconsistent with FAA rules and regulations is deemed to be a wildlife hazard. As such, land use features that have the potential to attract birds and certain other wildlife to the airport area need to be evaluated as a form of physical hazard.
To address wildlife hazards, Mead & Hunt recommends that the Project be designed to consider the following:
Structures or architectural features that could provide nesting, shelter, or perching opportunities for raptors and large birds should be designed to reduce the attractiveness of these features through the application of nets, bird spikes, or other deterrents. Communication towers, signs, and light standards are examples of structures of this type.
Landscaping plans should preclude the planting of new trees that create a dense and contiguous canopy or plant materials that provide food sources such as fruit, nuts, or berries. Additionally, use short tree varieties to ensure that mature trees will not create an airspace obstruction. Mead & Hunt also understands that the City may require replacement of the mature Pine and Sycamore trees that will be removed during Project construction with similar tree species elsewhere on the Project site.
These types of trees are known to attract birds of prey (e.g., Red-tailed hawks) for perching while hunting the Burrowing Owls that reside in and around the Airport. These mid-sized raptors increase the potential for a bird-strike incident. For this reason, Mead & Hunt strongly encourages that only small tree varieties be located onsite, and that the replacement of large tree species be sited outside of the city-established Airport Influence Area or, alternatively, for the McDonald Property Group to participate in an offsite mitigation bank to offset Project impacts. These options should be discussed with the City.
Onsite stormwater drainage facilities (e.g., bioretention ponds) should be designed to provide a 48- hour drawdown following a design storm event (i.e., 24-hour storm). Stormwater facilities and water features holding exposed surface water for more than 48 hours are considered incompatible with airport operations per FAA Advisory Circular 150/5200-33C, Hazardous Wildlife Attractants on or near Airports.
Visual Hazards
Certain land uses or land use features can create visual distractions or impairment for pilots, thereby threatening the safety of aircraft operations. These conditions increase the risk not only to the occupants of aircraft but also to persons occupying land uses near the airport in the event that an aircraft accident occurs. Visual hazards can result from:
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Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com The amount of dust, glare, light emissions, smoke, steam, or smog the development will emit. The location of lighting fixtures relative to the runway ends and runway extended centerlines. High-intensity lighting projecting directly onto airfields or into airport approach corridors. Glare or reflection from glass windows or open water bodies such as retention ponds. Glare from concentrated solar arrays (ones that concentrate a large area of sunlight onto a receiver).
As of May 2021, airports are no longer required to submit the results of an ocular analysis to the FAA for an on-airport solar project. Instead, the FAA requires that the airport “sufficiently analyze the potential for glint and glare and determine there will be no potential for ocular impact to the airport traffic control tower cab.” A statement of this determination of no visual impact must be confirmed via FAA Form 7460-1. This due-diligence requirement to assess visual impacts should also be applied to off-airport projects.
The FAA’s Airport Solar Guidance (2018) indicates that a solar photovoltaics (PV) system (roof- or groundmounted system) is one of the more practical applications for airports and, therefore by inference, near airports. The FAA has no specific standards for PV facilities, glare impacts, and type of glare analyses.
Based on FAA guidance, Mead & Hunt recommends one or both activities be undertaken by the McDonald Property Group:
A geometric analysis to determine days and times when there may be an ocular impact. The ocular analysis would be conducted once PV systems have been designed but not installed. Some vendors provide free or low-cost glare analysis tools online (e.g., Sandia and ForgeSolar). A demonstration field test with solar panels at the proposed site in coordination with Air Traffic Control Tower (ACTC) personnel. Coordination with Airport staff would be required to involve ACTC staff.
Recommended measures to mitigate visual hazards are described in the Findings section below.
FINDINGS
Based on the analysis described above, Mead & Hunt finds the proposed California Logistics Center to be conditionally consistent with the compatibility criteria included in the 2018 ALUCP with the caveats and recommendations listed below. However, the City of Ontario will make the final determination of Project compliance with the 2018 ALUCP and other local standards and will define appropriate Project conditions and impact mitigations.
Noise: The office space in the CNEL 75-80 dB Noise Impact Zone does not clearly comply with the ALUCP noise criteria. To facilitate a consistency determination from the City, we recommend that the following actions be taken:
- The Project architect shall provide written confirmation that future office spaces constructed within the CNEL 75-80 dB noise impact zone (portions of Buildings 2 and 5-8 only; excludes Buildings 1, 3, 4, and 9) will be designed in a manner to achieve a maximum interior noise limit of CNEL 50 dB.
- Following construction and before occupancy, an acoustical study shall be conducted to document that the structure (with windows closed) is built to comply with the CNEL 50 dB maximum interior noise limit in the office spaces and in areas where the uses themselves generate little noise and/or are noise sensitive.
5677
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com - The McDonald Property Group seek concurrence from the City of Ontario that the above recommendations will adequately address noise impacts.
Overflight: Mead & Hunt recommends that an avigation easement be recorded with the deed to the property. Additionally, the avigation easement language and conveyances should be acknowledged in the Ground Lease between the OIAA and the McDonald Property Group and all future tenant sublease agreements, Project Covenants, Conditions & Restrictions (CCRs), and Conditions of Approval (COA) by the City of Ontario.
Safety: The McDonald Property Group will need to demonstrate to both the OIAA and the City of Ontario that the proposed use complies with the ALUCP intensity criteria. Additionally, consideration should be given to the potential for the use of a building to change over time. As such, we recommend that the Ground Lease between the OIAA and McDonald Property Group and COA with the City require a consistency evaluation at the time a specific use (or re-use) is proposed for each of the nine building sites to ensure long-term compliance with the ALUCP usage intensity criteria. Airspace:
- Obstructions: The Ground Lease Agreement should be contingent upon a positive “No Airspace Hazard Determination” determination from the FAA. While the proposed buildings have been confirmed by Mead & Hunt to be designed in compliance with Part 77 height limits, the FAA may find that other aspects of the Project be further evaluated and addressed, such as electrical interference with aircraft communications or navigation. - Wildlife Hazards: Structures or architectural features that could provide nesting, shelter, or perching opportunities for raptors and large birds should be designed to reduce the attractiveness of these features through the application of nets, bird spikes, or other deterrents. Communication towers, signs, and light standards are examples of structures of this type. Landscaping plans should preclude the planting of new trees that create a dense and contiguous canopy or plant materials that provide food sources such as fruit, nuts, or berries. Additionally, use short tree varieties to ensure that mature trees will not create an airspace obstruction or hazardous wildlife attractant.
- Outdoor Lighting: No lighting features should project light directly onto the existing runways or taxiways or into the approach and departure paths for the Airport. Exterior lighting should incorporate down-shielding in their designs to reflect light downward and away from the airport approach and departure paths. Lighting should not imitate airport lighting or impede the ability of pilots to distinguish airport lighting from other lighting (streetlights, signs, etc.), nor create the appearance of oncoming traffic to pilots landing from or departing toward the east on Runway 26R/L or toward the west on Runways 8R and 8L. Lighting within the airport approach should not be aligned in a linear pattern parallel with the runways (Runway 8R/26L and 8L/26R). - Glare: No glare-producing material, including but not limited to unpainted metal, white paint/rooftop materials, or highly reflective glass (e.g., mirrored glass), shall be used on the exterior of structures located within the airport approach and departure paths or on nearby lands where glare could impair a pilot's vision. Mead & Hunt also recommends that a glare analysis of proposed rooftop solar systems be conducted to mitigate potential visual impacts and the findings be included in the FAA Form 7460-1 submittal for the solar project. 5678
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com Other Recommendations
- Project Construction: Coordinate with the Airport to develop a Project construction schedule that will appropriately mitigate impacts to airport operations, particularly from cranes. If the Project’s schedule is aligned with planned runway closures, include runway closure timeframes on FAA Form 7460-1 submittal for the cranes.
If you have any questions or require additional information, please contact me at (707) 284-8690.
Sincerely,
MEAD & HUNT, Inc.
Maranda Thompson
Senior Aviation Planner
Attachment:
Attachment A - OIAA Resolution No. 2021-22
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Thienes Engineering, Inc.
CIVIL ENGINEERING LAND SURVEYING
PRELIMINARY HYDROLOGY
CALCULATIONS
FOR
CALIFORNIA LOGISTIC CENTER
ONTARIO INTERNATIONAL AIRPORT
ONTARIO, CA 91761
PREPARED FOR
McDONALD PROPERTY GROUP
1140 NORTH COAST HIGHWAY
LAGUNA BEACH, CA 92651
PHONE: (949) 655-8227
DECEMBER 27, 2021
JOB NO. 4005
PREPARED BY
THIENES ENGINEERING
14349 FIRESTONE BLVD.
LA MIRADA, CALIFORNIA 90638
PHONE: (714) 521-4811
FAX: (714) 521-4173
5692
PRELIMINARY HYDROLOGY
CALCULATIONS
FOR
CALIFORNIA LOGISTICS CENTER
PREPARED UNDER
THE SUPERVISION OF
__________________________________________
REINHARD STENZEL DATE:
R.C.E. 56155
EXP. 12/31/2022
5693
INTRODUCTION
A: PROJECT LOCATION
The project site is generally located south of Airport Drive, east of Haven Avenue, west of Doubleday Avenue and north of Jurupa Street in the city of Ontario, California. Please see next page for vicinity map.
B: STUDY PURPOSE
The purpose of this study is to determine the 25-and 100-year proposed condition peak flow rates from the project site that are tributary to existing storm drain systems in Commerce Parkway, Carnegie Avenue, La Salle Street and Santa Ana Street.
C: PROJECT STAFF:
Thienes Engineering staff involved in this study include:
Reinhard Stenzel
Brian Weil
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DISCUSSION
The project site is generally bounded by Airport Drive to the north, Haven Avenue to the west, Jurupa Street to the South and Doubleday Avenue to the east. The site consists of 9 separate buildings as follows:
• Buildings 1-3 are located between Airport Drive, Haven Avenue, La Salle Street and Carnegie Avenue. The respective Building sizes are 360,660 square feet, 930,300 square feet and 548,730 square feet. This portion of the project site encompasses approximately 105.3 acres.
• Building 4 is located at the northeast corner of Haven Avenue and Jurupa Street.
This building is approximately 265,200 square feet on a 11.8 acre site. • Building 5 is located between Carnegie Avenue and Commerce Parkway north of Santa Ana Street. This building is approximately 425,580 square feet on 19.5 acres. • Building 6 is located between Carnegie Avenue and Commerce Parkway south of Santa Ana Street. The site is approximately 20.6 acres. The proposed building is approximately 492,140 square feet.
• Building 7 is located between Commerce Parkway and Doubleday Avenue north of Santa Ana Street. This site is approximately 10.0 acres. The proposed building is approximately 205,500 square feet.
• Buildings 8 and 9 are located between Commerce Parkway and Doubleday Avenue between Santa Ana Street and Jurupa Street. The respective building sizes are 535,350 square feet and 521,920 square feet. This portion of the project site encompasses approximately 49.0 acres.
Master Plan Hydrology
The project site is part of Drainage Area III of the City of Ontario’s Master Plan of Drainage, March 2012. From the Master Plan of Drainage, it appears that Buildings 1-3 and 5-9 of the project site ultimately drain to the Master Plan facility in Commerce Parkway via existing storm drains in La Salle Street, Carnegie Avenue, Jurupa Street and Santa Ana Street. Building 4 is tabled to an existing storm drain system in Haven Avenue.
The Master Plan of Drainage generally does not indicate peak flow rates for the individual buildings, since they are a small part of the overall drainage areas tributary to the Commerce Parkway storm drain system. However, existing storm drain plans do indicate peak flow rates that appear to be for specific lots that are part of the project site, as further described below.
Please see Appendix “A” for the portions of the City’s Master Plan of Drainage. 5696
Existing Storm Drains
There are several existing storm drain systems to which the project site is tabled. A brief description of each are as follows:
• The largest storm drain system is in Commerce Parkway. This is an existing 10’ wide by 9’ high reinforced concrete box (RCB). This storm drain is part of the Deer Creek watershed. This storm drain conveys flows from north to south. The storm drain plans, prepared by Williamson and Schmid, show a hydraulic grade line, but do not indicate peak flow rates or storm frequency. • The southerly Carnegie Avenue storm drain is 24” diameter pipe at the upstream portion of the system. The storm drain then transitions to a 60” diameter pipe upstream of La Salle Street. These plans, also prepared by Williamson and Schmid, indicate a 25-year peak flow rate for the 24” portion and 100-year peak flow rates for the 60” portion. This storm drain conveys runoff southerly to Jurupa Street. The storm drain continues easterly in Jurupa Street ultimately connecting to the RCB in Commerce Parkway.
• The La Salle storm drain conveys runoff from Haven Avenue easterly to the storm drain system in Carnegie Avenue as described above. The upstream portion of this drain indicates 25-year peak flow rates while the downstream portion shows 100- year peak flow rates. Pipe sizes range from 30” diameter to 54” diameter. • The northerly Carnegie Avenue storm drain conveys flows from north to south then turns easterly in Santa Ana Street. This storm drain continues easterly to the existing RCB in Commerce Parkway. The portion of storm drain in Carnegie Avenue indicates 25-year peak flow rates, while the portion in Santa Ana Street shows 100-year peak flow rates.
• The storm drain in Dupont Avenue conveys mostly offsite flows southerly in a 72” storm drain. There are two stubs provided for the project site. Both the laterals and the 72” storm drain indicate 25-year peak flow rates.
• Separate Commerce Parkway storm drain plans show several laterals to the 10’ x 9’ RCB. These laterals tend to collect runoff from the street or are intended to serve many of the individual lots that comprise the project site. These laterals generally indicate 25-year peak flow rates.
There are two existing storm drains that convey offsite flow through the project site that will need to be relocated due to the layout of Buildings 3 and 8. Based on recent survey and recorded easements, there appears to be an existing storm drain system that conveys offsite flow through the Building 3 site. A plan for this drain was not available. Proposed improvements will redirect this storm drain around the westerly side of Building 3 and reconnect to the original storm drain.
The other storm drain relocation is an existing 48” storm drain that traverses westerly through the Building 8 site. This storm drain conveys offsite flow from areas tributary to Doubleday Avenue to the existing RCB in Commerce Parkway. This storm drain plan, prepared by Williamson and Schmid, indicates a 25-year peak flow rate. Proposed 5697
improvements will redirect this storm drain around the southerly side of Building 8 and connect to the existing RCB in Commerce Parkway downstream of the original connection.
While not shown on the storm drain plans, it is assumed that the Commerce Parkway storm drain system is sized for 100-year frequencies. Typically, in San Bernardino County, a storm drain of this size with such a large tributary area and peak flow rate would be sized for the 100-year storm event. Also, there are several storm drain systems that connect to this facility that do indicate 100-year peak flow rates.
See Appendix “A” for pertinent storm drain plans.
Proposed Condition
As previously mentioned, there are several laterals that appear to be designed to accept runoff from individual lots that comprise the overall project site. Unfortunately, a hydrology map was not available that corresponds to the laterals and storm drains prepared by Williamson and Schmid. But, based on lot sizes and peak flow rates indicated on the storm drain plans, it can be assumed that particular lots were tabled to specific laterals as further described below.
Buildings 1-2 Site:
The Building 1 and 2 portions of the project site appears to encompass three lots that are tabled to three separate laterals tributary to the northerly storm drain system in Carnegie Avenue. The southerly portion of Building 2 and a small portion of Building 3 appears to be tabled to a lateral tributary to the southerly storm drain system in Carnegie Avenue.
Runoff from the Building 1 site will be collected in catch basins located in the vehicle and truck parking areas (nodes 100-122). A proposed storm drain conveys flows southerly through the truck parking area (at node 142) then into the Building 2 site. Runoff from the undeveloped portion of Building 1 (nodes 130-131) will also be intercepted in this storm drain system.
Flow from the westerly portion of Building 2 and the truck yard area (nodes 200-203) will be conveyed southerly through the truck yard and intercepted a catch basin located at the southwest corner of Building 2 site. Here, flows confluence with Building 1 (at node 204).
The proposed storm drain system continues easterly on the southerly side of Building 2.
Runoff from the easterly portion of Building 2 and the easterly parking lot (nodes 210-213) drains from north to south to catch basins located at the southeasterly parking area. This area confluences with the previously mentioned storm drain system (at node 214). This storm drain continues northeasterly to an existing lateral to the northerly Carnegie Avenue storm drain system. The 100-year peak flow rate at this location is approximately 159.5 cfs.
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Runoff from parking areas on the northerly side of Building 2 (nodes 220-222) will be intercepted in catch basins in the parking lot. A proposed storm drain conveys this flow around the easterly side of Building 2, ultimately connecting to an existing lateral to the northerly Carnegie Avenue storm drain (at node 223). The 100-year peak flow rate at this location is approximately 13.9 cfs.
Building 3 site:
The majority of Building 3 appears to be tabled to three laterals at La Salle Street. There is an additional lateral at La Salle Street that appears to serve an existing storm drain traversing though the Building 3 portion of the site. This existing storm drain collects runoff from 2 undeveloped lots north of Building 3.
Runoff from the northerly half of Building 3 and the northerly truck yard (nodes 300-307) drain to catch basin located in the truck yard. A proposed storm drain conveys flow easterly around the building and connects to an existing lateral on the southerly storm drain system in Carnegie Avenue (at node 308). The 100-year peak flow rate for this area is approximately 41.7 cfs.
Flow from offsite areas adjacent to Haven Avenue and the southwesterly corner of Building 3 site (nodes 310-311) will drain southerly to a proposed C.M.P. riser. A proposed storm drain will connect this area to the existing storm drain in La Salle Street (at node 312). The 100-year peak flow rate at this location is approximately 5.1 cfs.
Runoff from the westerly parking lot and the undeveloped areas north of this lot (nodes 320-332) area conveyed to an existing storm drain lateral at La Salle Street. The 100-year peak flow rate for this area is approximately 20.9 cfs.
Runoff from the southwest corner of Building 3 and a portion of the truck yard (nodes 340- 341) drain to a catch basin in the truck yard area. A proposed storm drain will convey flow to an existing storm drain lateral at La Salle Street (at node 342). The 100-year peak flow rate at this area is approximately 13.5 cfs.
Flow from the undeveloped lots north of Building 3 (nodes 350-353) will be intercepted by a proposed C.M.P. riser. A proposed storm drain will convey this flow around the westerly side of the building. This is a relocation of the existing storm drain that would be under the proposed building. Runoff from the westerly parking lot adjacent to the building (nodes 360-361) is also tributary to this storm drain (at node 362). The storm drain continues around the building, ultimately connecting to the existing storm drain lateral at La Salle Street. The 100-year peak flow rate for this area is approximately 42.6 cfs.
Finally, a portion of the southerly half of the building, truck yard and easterly parking lot (nodes 370-375 and 380-382) will be collected in catch basin at the southerly portion of the site. A proposed storm drain will convey runoff to an existing lateral at La Salle Street (at node 383). The 100-year peak flow rate at this area is approximately 27.2 cfs.
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Building 4 site:
The Building 4 portion of the project site appears to be tabled to an existing stub located at the northeast corner of Haven Avenue and Jurupa Street. This is part of an existing storm drain in Jurupa Street that continues southerly in Haven Avenue.
Runoff from this portion of the site drains to catch basins located in the northerly parking lot and the truck yard (nodes 400-409). A proposed onsite storm drain conveys runoff southerly then westerly around the building to the aforementioned lateral (at node 410).
The 100-year peak flow rate at this location is approximately 31.2 cfs.
Building 5 site:
The Building 5 portion of the project site appears tabled to two laterals tributary to the northerly Carnegie Avenue storm drain and 2 laterals to the Santa Ana Street storm drain.
Ultimately, all runoff from Building 5 is tributary to the downstream portion of the existing storm drain in Santa Ana Street.
While the site appears to be tabled to 4 different locations, proposed condition will utilize only the downstream connection, thus providing relief to the upstream portion of existing storm drain system.
Runoff from the westerly portion of the building (nodes 511-520) will be collected in a storm drain in the westerly landscaped area. This drain conveys flows south then east around the proposed building. Runoff from the southerly parking lot is added to this drain (at nodes 521-522). The storm drain continues easterly.
The northerly parking lot, the easterly half of the building and the truck yard area (nodes 500-506) will drain to catch basins located in the parking lot and truck yard. A proposed storm drain system will collect flow from these catch basins and convey runoff southerly to the previously mentioned storm drain (at node 523), ultimately connecting to the easterly existing stub at Santa Ana Street (at node 524). The 100-year peak flow for this area is about 59.6 cfs.
Building 6 site:
From available information, it appears that half of the Building 6 site is tabled westerly to the Carnegie Avenue storm drain while the other half is tabled to the Commerce Parkway storm drain. There are three existing laterals to each storm drain system serving the project site.
Roof drains from the westerly portion of the building (nodes 621-631) will be conveyed in an onsite storm drain and will connect to the southerly lateral at Carnegie Avenue (at node 632). The 100-year peak flow rate at this location is approximately 20.5 cfs. 5700
The easterly half of the building and the easterly parking area (nodes 600-613) drain to catch basin in the truck and parking areas. A storm drain system conveys runoff to the southerly lateral at Commerce Parkway (at node 614). Here, the 100-year peak flow rate is approximately 42.5 cfs.
Building 7 site:
The Building 7 site appears to be tabled to two separate laterals that are tributary to the RCB in Commerce Parkway. Proposed improvements will only utilize the downstream lateral, thus providing relief to the upstream portions of the RCB in Commerce Parkway.
Runoff from the northerly parking area, the easterly half of the building and the easterly truck yard (nodes 710-714) will be collected in catch basin in the truck and vehicle parking areas. A proposed storm drain system will convey runoff from these catch basins and convey the flow westerly through the southerly parking area. Runoff from this parking area (nodes 715-716) will be added to this storm drain. This storm drain continues westerly to an existing lateral at Commerce Parkway (at node 717). Flow from the westerly half of the building (nodes 700-706) will be conveyed southerly to the existing lateral at Commerce Parkway (at node 707). The respective 100-year peak flow rates for these areas are approximately 20.2 cfs and 8.0 cfs.
Buildings 8 and 9 site:
This portion of the project site consists of 7 individual lots. The 5 lots adjacent to Commerce Parkway appear to have existing laterals that convey runoff to the existing RCB in Commerce Parkway. The easterly lot appears to be tabled to a storm drain lateral at Dupont Street. The remaining lot appears to sheet flow to Jurupa Avenue, where most of the flow continues westerly to the intersection with Commerce Parkway. There is no storm drain in Jurupa Avenue at this location.
The easterly half of the building, the truck yard area and the vehicle parking lots (nodes 800-812) drain to catch basin in the truck yard and parking areas. A proposed storm drain system conveys these flows southerly, connecting to the relocated storm drain system from Doubleday Avenue (at node 813). The 100-year peak flow rate at this connection is approximately 49.4 cfs.
Flow from the parking area south of Building 8 (node 820-821) will drain to a catch basin in the parking lot. A storm drain will connect to the relocated storm drain (at node 822).
The 100-year peak flow rate added at this location is approximately 4.4 cfs.
Runoff from the westerly portion of Building 8 (nodes 831-835, nodes 841-845 and nodes 850-855) will be conveyed southerly in a proposed storm drain system, which will connect to the 3 existing laterals adjacent to the building. The respective 100-year peak flow rate at these areas are approximately 6.0 cfs, 6.6 cfs and 6.6 cfs. 5701
The southwesterly portion of Building 8 (nodes 861-865) drains southerly and connects to the proposed relocated storm drain from Doubleday Avenue. The 100-year peak flow rate at this connection is approximately 6.0 cfs.
The majority of the Building 9 site will drain to the existing lateral located at the northeast corner of Jurupa Street and Commerce Parkway. Here, runoff from the northerly portion of the building and the truck yard area (nodes 910-918) will drain to catch basin located in the truck yard. A storm drain will convey flows west then south around the building.
Runoff from the westerly parking lot (node 919) is also added to this storm drain. The storm drain continues southerly and then connects to an existing lateral (at node 920). The 100-year peak flow rate at this location is approximately 34.2 cfs.
Roof drains from the southerly half of the building (nodes 931-942) will be conveyed to a proposed storm drain that traverses westerly to the join with the other onsite storm drain.
This system then connects to the existing lateral (at node 943). The 100-year peak flow rate for this portion of the site is approximately 20.3 cfs.
The remaining easterly parking lot of Building 9 (nodes 900-901) will be collected in a catch basin at the easterly parking lot. A proposed storm drain will convey runoff easterly to an existing lateral off Dupont Street (at node 902). The 100-year peak flow rate at this location is approximately 7.7 cfs.
Finally, the portion between Buildings 8 and 9 will remain undeveloped and will continue with its current drainage pattern by draining to Doubleday Avenue.
See Appendix "B" for proposed condition hydrology calculations and Appendix “C” for proposed condition hydrology map.
Storm Drain Improvements
At some point, the existing storm drain systems become 100-year facilities. To avoid any onsite detention, it is recommended that portions of the existing 25-year storm drain systems be replaced with a larger storm drain to accommodate 100-year peak flow rates.
The following is a preliminary list of proposed improvements to existing storm drain systems:
• Santa Ana Street and northerly Carnegie Avenue storm drain. The expected limits of replacement of this storm drain system is from station 65+86 to station 90+27.
Note, there is a stationing change within this range and the amount of replacement is about 131 linear feet. The lateral to the Building 1-2 connection will also need to be increased. With the onsite redirection of flow from Building 5, the upstream portion of the northerly Carnegie Avenue storm drain will not need to be upgraded. • Southerly Carnegie Avenue Storm Drain. This storm drain is designated as a 25- year drain upstream of the La Salle Street connection. Portions of this storm drain are already 60” diameter, which is the same as the downstream 100-year portion.
It is unlikely that this portion needs improvements. However, the upstream portion 5702
may need to be replaced from station 79+94 to station 83+77 along with the lateral that serves the Building 3 site.
• La Salle Street Storm Drain. This storm drain is designed as a 25-year facility upstream of station 56+93. Improvements will be required from station 56+93 to station 53+76. Additional upsizing may be required upstream depending on hydraulic calculations.
• The relocated storm drain that traverses through the Building 8 site has a 25-year design. This storm drain will likely need to be upsized due to longer length and the addition of onsite 100-year peak flow rates.
• Plans for the existing storm drain that traverses through the Building 3 site were not available. Therefore, the design frequency is not known at this time. Hydraulic analysis will be required to determine the size of the proposed storm drain realignment.
In addition to the above, several laterals may need to be upsized as well depending on hydraulic capacity of each lateral. Ultimate storm drain and lateral sizing will be determined with precise grading and storm drain plans.
Methodology
Hydrology calculations were computed using San Bernardino County Rational Method program (by AES Software). The soil type is “B” per the San Bernardino County Hydrology Manual. Rainfall values are taken from isohyetal map from the Hydrology Manual. See Appendix “A” for reference materials.
Offsite areas adjacent to Buildings 1-3 are modeled as existing condition (open brush) since these areas will not be fully developed due to airport lighting and beacons. 5703
APPENDIX DESCRIPTION
A REFERENCE MATERIAL
B HYDROLOGY CALCULATIONS
C HYDROLOGY MAPS
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APPENDIX A
REFERENCE MATERIAL
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APPENDIX B
HYDROLOGY CALCULATIONS
5738
25-YEAR HYDROLOGY
5739
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDINGS 1 & 2 - NODES 100-215 * * HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P1AB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 848.00
ELEVATION DATA: UPSTREAM(FEET) = 952.59 DOWNSTREAM(FEET) = 944.53 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.446
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.702
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.00 0.75 0.100 56 11.45
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 14.19
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 14.19
1 5740
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 940.53 DOWNSTREAM(FEET) = 933.20 FLOW LENGTH(FEET) = 738.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.26
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.19
PIPE TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 13.14
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 122.00 = 1586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 13.14
RAINFALL INTENSITY(INCH/HR) = 2.49
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 6.00
TOTAL STREAM AREA(ACRES) = 6.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.19
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 408.00
ELEVATION DATA: UPSTREAM(FEET) = 952.59 DOWNSTREAM(FEET) = 946.84 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.895
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.377
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.90 0.75 0.100 56 7.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.67
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.67
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 942.84 DOWNSTREAM(FEET) = 940.37 FLOW LENGTH(FEET) = 278.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.65
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.67
PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 8.89
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 686.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
2 5741
============================================================================ MAINLINE Tc(MIN.) = 8.89
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.144
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.83
EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.31
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 940.37 DOWNSTREAM(FEET) = 933.20 FLOW LENGTH(FEET) = 808.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.97
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.31
PIPE TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 11.60
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 122.00 = 1494.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 11.60
RAINFALL INTENSITY(INCH/HR) = 2.68
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.20
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.31
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 983.00
ELEVATION DATA: UPSTREAM(FEET) = 948.50 DOWNSTREAM(FEET) = 937.27 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.704
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 9.70 0.75 0.100 56 11.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 22.62
TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 22.62
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 3 5742
ELEVATION DATA: UPSTREAM(FEET) = 933.27 DOWNSTREAM(FEET) = 933.20 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.40
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.62
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 11.74
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 997.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 11.74
RAINFALL INTENSITY(INCH/HR) = 2.66
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 9.70
TOTAL STREAM AREA(ACRES) = 9.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.62
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.19 13.14 2.487 0.75( 0.07) 0.10 6.0 100.00
2 3.31 11.60 2.680 0.75( 0.07) 0.10 1.2 110.00
3 22.62 11.74 2.661 0.75( 0.07) 0.10 9.7 120.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 39.37 11.60 2.680 0.75( 0.07) 0.10 16.1 110.00
2 39.50 11.74 2.661 0.75( 0.07) 0.10 16.3 120.00
3 38.36 13.14 2.487 0.75( 0.07) 0.10 16.9 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 39.50 Tc(MIN.) = 11.74
EFFECTIVE AREA(ACRES) = 16.26 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.9
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 122.00 = 1586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 142.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 933.20 DOWNSTREAM(FEET) = 925.11 FLOW LENGTH(FEET) = 623.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.45
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.50
PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 12.73
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 142.00 = 2209.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** 4 5743
FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 791.00
ELEVATION DATA: UPSTREAM(FEET) = 951.00 DOWNSTREAM(FEET) = 938.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.421
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.100
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL POOR COVER
"OPEN BRUSH" B 7.80 0.45 1.000 76 17.42
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 11.57
TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 11.57
**************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 141.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 934.70 DOWNSTREAM(FEET) = 925.25 FLOW LENGTH(FEET) = 352.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.24
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.57
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 17.99
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 141.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 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.) = 17.99
RAINFALL INTENSITY(INCH/HR) = 2.06
AREA-AVERAGED Fm(INCH/HR) = 0.45
AREA-AVERAGED Fp(INCH/HR) = 0.45
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 7.80
TOTAL STREAM AREA(ACRES) = 7.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.57
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 907.00
ELEVATION DATA: UPSTREAM(FEET) = 940.85 DOWNSTREAM(FEET) = 929.25 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.080
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.755
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.30 0.75 0.100 56 11.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 15.20
TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 15.20
5 5744
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 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.) = 11.08
RAINFALL INTENSITY(INCH/HR) = 2.76
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 6.30
TOTAL STREAM AREA(ACRES) = 6.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.20
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 11.57 17.99 2.060 0.45( 0.45) 1.00 7.8 130.00
2 15.20 11.08 2.755 0.75( 0.07) 0.10 6.3 140.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 25.40 11.08 2.755 0.49( 0.24) 0.49 11.1 140.00
2 22.82 17.99 2.060 0.47( 0.28) 0.60 14.1 130.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 25.40 Tc(MIN.) = 11.08
EFFECTIVE AREA(ACRES) = 11.10 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.49 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 14.1
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 141.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 929.25 DOWNSTREAM(FEET) = 925.11 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 23.67
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.40
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 11.10
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 142.00 = 1171.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 25.40 11.10 2.752 0.49( 0.24) 0.49 11.1 140.00
2 22.82 18.02 2.058 0.47( 0.28) 0.60 14.1 130.00
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 142.00 = 1171.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 39.37 12.60 2.551 0.75( 0.07) 0.10 16.1 110.00
6 5745
2 39.50 12.73 2.535 0.75( 0.07) 0.10 16.3 120.00
3 38.36 14.14 2.380 0.75( 0.07) 0.10 16.9 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 142.00 = 2209.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 62.91 11.10 2.752 0.54( 0.15) 0.27 25.3 140.00
2 64.21 12.60 2.551 0.54( 0.15) 0.27 27.8 110.00
3 64.30 12.73 2.535 0.54( 0.15) 0.27 28.1 120.00
4 62.63 14.14 2.380 0.53( 0.15) 0.29 29.3 100.00
5 55.82 18.02 2.058 0.52( 0.17) 0.33 31.0 130.00
TOTAL AREA(ACRES) = 31.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 64.30 Tc(MIN.) = 12.734
EFFECTIVE AREA(ACRES) = 28.07 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.53 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 31.0
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 142.00 = 2209.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.11 DOWNSTREAM(FEET) = 915.87 FLOW LENGTH(FEET) = 1207.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.62
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.30
PIPE TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 14.82
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 204.00 = 3416.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 14.82
RAINFALL INTENSITY(INCH/HR) = 2.31
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.54
AREA-AVERAGED Ap = 0.27
EFFECTIVE STREAM AREA(ACRES) = 28.07
TOTAL STREAM AREA(ACRES) = 31.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 64.30
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 769.00
ELEVATION DATA: UPSTREAM(FEET) = 954.36 DOWNSTREAM(FEET) = 929.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.637
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.199
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
7 5746
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.30 0.75 0.100 56 8.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 14.90
TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 14.90
**************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 929.80
DOWNSTREAM NODE ELEVATION(FEET) = 926.40
CHANNEL LENGTH THRU SUBAREA(FEET) = 673.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02500
MAXIMUM DEPTH(FEET) = 1.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.537
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 7.10 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.76
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.75 AVERAGE FLOW DEPTH(FEET) = 0.48 FLOOD WIDTH(FEET) = 36.27 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 4.08 Tc(MIN.) = 12.71 SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 15.73
EFFECTIVE AREA(ACRES) = 12.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.4 PEAK FLOW RATE(CFS) = 27.48
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 39.06
FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY(FT*FT/SEC) = 1.46 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1442.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 926.40
DOWNSTREAM NODE ELEVATION(FEET) = 919.94
CHANNEL LENGTH THRU SUBAREA(FEET) = 1090.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02500
MAXIMUM DEPTH(FEET) = 1.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.043
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 10.90 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.11
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.28 AVERAGE FLOW DEPTH(FEET) = 0.55 FLOOD WIDTH(FEET) = 42.44 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 5.53 Tc(MIN.) = 18.25 SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 19.30 EFFECTIVE AREA(ACRES) = 23.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 23.3 PEAK FLOW RATE(CFS) = 41.26
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.57 FLOOD WIDTH(FEET) = 44.20
FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC) = 1.94 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 2532.00 FEET. 8 5747
**************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 915.94 DOWNSTREAM(FEET) = 915.87 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.36
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.26
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 18.28
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 2546.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 18.28
RAINFALL INTENSITY(INCH/HR) = 2.04
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 23.30
TOTAL STREAM AREA(ACRES) = 23.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.26
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 62.91 13.20 2.481 0.54( 0.15) 0.27 25.3 140.00
1 64.21 14.69 2.327 0.54( 0.15) 0.27 27.8 110.00
1 64.30 14.82 2.314 0.54( 0.15) 0.27 28.1 120.00
1 62.63 16.24 2.191 0.53( 0.15) 0.29 29.3 100.00
1 55.82 20.21 1.921 0.52( 0.17) 0.33 31.0 130.00
2 41.26 18.28 2.040 0.75( 0.07) 0.10 23.3 200.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 99.37 13.20 2.481 0.58( 0.12) 0.20 42.1 140.00
2 102.19 14.69 2.327 0.58( 0.12) 0.20 46.6 110.00
3 102.42 14.82 2.314 0.58( 0.12) 0.20 47.0 120.00
4 102.08 16.24 2.191 0.58( 0.12) 0.21 50.0 100.00
5 100.39 18.28 2.040 0.57( 0.12) 0.22 53.5 200.00
6 94.58 20.21 1.921 0.56( 0.13) 0.23 54.3 130.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 102.42 Tc(MIN.) = 14.82
EFFECTIVE AREA(ACRES) = 46.97 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.58 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 54.3
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 204.00 = 3416.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 915.87 DOWNSTREAM(FEET) = 913.45 FLOW LENGTH(FEET) = 483.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.1 INCHES
9 5748
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.26
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 102.42
PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 15.69
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 205.00 = 3899.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.69
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.236
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.10 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.14
EFFECTIVE AREA(ACRES) = 48.07 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.58 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 55.4 PEAK FLOW RATE(CFS) = 102.42
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 913.45 DOWNSTREAM(FEET) = 912.14 FLOW LENGTH(FEET) = 263.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.24
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 102.42
PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 16.17
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 214.00 = 4162.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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.) = 16.17
RAINFALL INTENSITY(INCH/HR) = 2.20
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.58
AREA-AVERAGED Ap = 0.20
EFFECTIVE STREAM AREA(ACRES) = 48.07
TOTAL STREAM AREA(ACRES) = 55.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 102.42
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 946.00
ELEVATION DATA: UPSTREAM(FEET) = 936.37 DOWNSTREAM(FEET) = 930.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.022
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.501
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.30 0.75 0.100 56 13.02
10 5749
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 13.76
TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 13.76
**************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 930.50
DOWNSTREAM NODE ELEVATION(FEET) = 927.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 688.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02500
MAXIMUM DEPTH(FEET) = 1.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.095
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.70 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.14
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.56 AVERAGE FLOW DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) = 32.60 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 4.47 Tc(MIN.) = 17.50 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 6.73
EFFECTIVE AREA(ACRES) = 10.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.0 PEAK FLOW RATE(CFS) = 18.18
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.44 FLOOD WIDTH(FEET) = 33.33
FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELOCITY(FT*FT/SEC) = 1.14 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 1634.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 927.00
DOWNSTREAM NODE ELEVATION(FEET) = 921.80
CHANNEL LENGTH THRU SUBAREA(FEET) = 549.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02500
MAXIMUM DEPTH(FEET) = 1.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.923
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.68
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.42 AVERAGE FLOW DEPTH(FEET) = 0.41 FLOOD WIDTH(FEET) = 30.98 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 20.17 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 13.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.0 PEAK FLOW RATE(CFS) = 21.63
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.42 FLOOD WIDTH(FEET) = 31.57
FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC) = 1.44 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 2183.00 FEET. **************************************************************************** 11 5750
FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 917.80 DOWNSTREAM(FEET) = 912.14 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 29.59
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.63
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 20.18
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 214.00 = 2202.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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.) = 20.18
RAINFALL INTENSITY(INCH/HR) = 1.92
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 13.00
TOTAL STREAM AREA(ACRES) = 13.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.63
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 99.37 14.55 2.340 0.58( 0.12) 0.20 43.2 140.00
1 102.19 16.03 2.208 0.58( 0.12) 0.20 47.7 110.00
1 102.42 16.17 2.196 0.58( 0.12) 0.20 48.1 120.00
1 102.08 17.58 2.089 0.58( 0.12) 0.21 51.1 100.00
1 100.39 19.63 1.955 0.57( 0.12) 0.21 54.6 200.00
1 94.58 21.59 1.846 0.56( 0.13) 0.23 55.4 130.00
2 21.63 20.18 1.923 0.75( 0.07) 0.10 13.0 210.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 118.48 14.55 2.340 0.60( 0.11) 0.18 52.6 140.00
2 122.02 16.03 2.208 0.60( 0.11) 0.18 58.0 110.00
3 122.31 16.17 2.196 0.60( 0.11) 0.18 58.5 120.00
4 122.61 17.58 2.089 0.60( 0.11) 0.19 62.4 100.00
5 121.79 19.63 1.955 0.59( 0.11) 0.19 67.2 200.00
6 120.38 20.18 1.923 0.59( 0.11) 0.20 67.8 210.00
7 115.32 21.59 1.846 0.58( 0.12) 0.20 68.4 130.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 122.61 Tc(MIN.) = 17.58
EFFECTIVE AREA(ACRES) = 62.44 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.60 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 68.4
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 214.00 = 4162.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 912.14 DOWNSTREAM(FEET) = 910.34 FLOW LENGTH(FEET) = 359.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.2 INCHES
12 5751
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.66
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 122.61
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 18.20
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 215.00 = 4521.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 68.4 TC(MIN.) = 18.20
EFFECTIVE AREA(ACRES) = 62.44 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.60 AREA-AVERAGED Ap = 0.187 PEAK FLOW RATE(CFS) = 122.61
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 118.48 15.17 2.282 0.60( 0.11) 0.18 52.6 140.00
2 122.02 16.65 2.158 0.60( 0.11) 0.18 58.0 110.00
3 122.31 16.79 2.147 0.60( 0.11) 0.18 58.5 120.00
4 122.61 18.20 2.046 0.60( 0.11) 0.19 62.4 100.00
5 121.79 20.25 1.919 0.59( 0.11) 0.19 67.2 200.00
6 120.38 20.80 1.888 0.59( 0.11) 0.20 67.8 210.00
7 115.32 22.23 1.814 0.58( 0.12) 0.20 68.4 130.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
13 5752
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 2 - NODES 220-223 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P2AB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 187.00
ELEVATION DATA: UPSTREAM(FEET) = 942.50 DOWNSTREAM(FEET) = 936.56 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.90 0.75 0.100 56 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.54
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.54
1 5753
**************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 932.56 DOWNSTREAM(FEET) = 930.60 FLOW LENGTH(FEET) = 392.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.03
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.54
PIPE TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 6.62
LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 579.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 222.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.62
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.752
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 7.94
EFFECTIVE AREA(ACRES) = 3.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 10.92
**************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 930.60 DOWNSTREAM(FEET) = 925.73 FLOW LENGTH(FEET) = 975.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.37
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.92
PIPE TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 9.65
LONGEST FLOWPATH FROM NODE 220.00 TO NODE 223.00 = 1554.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 3.3 TC(MIN.) = 9.65
EFFECTIVE AREA(ACRES) = 3.30 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 10.92
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
2 5754
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 300-308 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P3AB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00
ELEVATION DATA: UPSTREAM(FEET) = 916.35 DOWNSTREAM(FEET) = 912.38 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.028
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.426
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.30 0.75 0.100 56 5.03
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 5.09
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 5.09
1 5755
**************************************************************************** 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)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.38 DOWNSTREAM(FEET) = 907.69 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.09
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 5.54
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 307.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.54
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.176
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.43
EFFECTIVE AREA(ACRES) = 2.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 9.23
**************************************************************************** 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)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.69 DOWNSTREAM(FEET) = 907.09 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.09
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.23
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 5.93
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 427.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.93
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.008
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.25
EFFECTIVE AREA(ACRES) = 3.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 13.10
**************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5756
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.09 DOWNSTREAM(FEET) = 906.49 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.56
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.10
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 6.29
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 547.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.29
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.869
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.78
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 17.41
**************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.49 DOWNSTREAM(FEET) = 905.89 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.98
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.41
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 6.63
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.63
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.750
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.63
EFFECTIVE AREA(ACRES) = 6.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.5 PEAK FLOW RATE(CFS) = 21.50
**************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.89 DOWNSTREAM(FEET) = 905.29 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.34
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 3 5757
PIPE-FLOW(CFS) = 21.50
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 6.94
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 306.00 = 787.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.94
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.647
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.86
EFFECTIVE AREA(ACRES) = 7.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.7 PEAK FLOW RATE(CFS) = 24.76
**************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.29 DOWNSTREAM(FEET) = 904.76 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.47
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.76
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 7.22
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 307.00 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.22
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.563
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.70 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 8.48
EFFECTIVE AREA(ACRES) = 10.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.4 PEAK FLOW RATE(CFS) = 32.65
**************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.76 DOWNSTREAM(FEET) = 903.28 FLOW LENGTH(FEET) = 294.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.96
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.65
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 7.92
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 1188.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 10.4 TC(MIN.) = 7.92
4 5758
EFFECTIVE AREA(ACRES) = 10.40 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 32.65
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
5 5759
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 310-312 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P3BB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00
ELEVATION DATA: UPSTREAM(FEET) = 928.60 DOWNSTREAM(FEET) = 915.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.340
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.036
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL POOR COVER
"OPEN BRUSH" B 2.40 0.45 1.000 76 18.34
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 3.42
1 5760
TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 3.42
**************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 911.50 DOWNSTREAM(FEET) = 911.32 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.05
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.42
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 18.48
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 312.00 = 915.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.4 TC(MIN.) = 18.48
EFFECTIVE AREA(ACRES) = 2.40 AREA-AVERAGED Fm(INCH/HR)= 0.45 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 3.42
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
2 5761
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 320-332 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P3CB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 429.00
ELEVATION DATA: UPSTREAM(FEET) = 917.07 DOWNSTREAM(FEET) = 912.15 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.394
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.255
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.10 0.75 0.100 56 8.39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.01
TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 6.01
1 5762
**************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 332.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.15 DOWNSTREAM(FEET) = 907.22 FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.58
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.01
PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 9.07
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 332.00 = 615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 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.) = 9.07
RAINFALL INTENSITY(INCH/HR) = 3.11
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.10
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.01
**************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 331.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 887.00
ELEVATION DATA: UPSTREAM(FEET) = 925.22 DOWNSTREAM(FEET) = 913.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.973
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.995
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL POOR COVER
"OPEN BRUSH" B 7.80 0.45 1.000 76 18.97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 10.83
TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 10.83
**************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 332.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 909.90 DOWNSTREAM(FEET) = 907.22 FLOW LENGTH(FEET) = 132.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.04
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.83
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 19.22
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 332.00 = 1019.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = 1 ---------------------------------------------------------------------------- 2 5763
>>>>>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.) = 19.22
RAINFALL INTENSITY(INCH/HR) = 1.98
AREA-AVERAGED Fm(INCH/HR) = 0.45
AREA-AVERAGED Fp(INCH/HR) = 0.45
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 7.80
TOTAL STREAM AREA(ACRES) = 7.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.83
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.01 9.07 3.107 0.75( 0.07) 0.10 2.1 320.00
2 10.83 19.22 1.980 0.45( 0.45) 1.00 7.8 330.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.89 9.07 3.107 0.47( 0.31) 0.67 5.8 320.00
2 14.61 19.22 1.980 0.46( 0.37) 0.81 9.9 330.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.89 Tc(MIN.) = 9.07
EFFECTIVE AREA(ACRES) = 5.78 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 9.9
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 332.00 = 1019.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 9.9 TC(MIN.) = 9.07
EFFECTIVE AREA(ACRES) = 5.78 AREA-AVERAGED Fm(INCH/HR)= 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.673 PEAK FLOW RATE(CFS) = 14.89
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.89 9.07 3.107 0.47( 0.31) 0.67 5.8 320.00
2 14.61 19.22 1.980 0.46( 0.37) 0.81 9.9 330.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
3 5764
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 340-342 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P3DB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 206.00
ELEVATION DATA: UPSTREAM(FEET) = 912.96 DOWNSTREAM(FEET) = 910.48 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.199
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.904
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.10 0.75 0.100 56 6.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 10.68
TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 10.68
1 5765
**************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.48 DOWNSTREAM(FEET) = 906.19 FLOW LENGTH(FEET) = 57.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.22
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.68
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 6.38
LONGEST FLOWPATH FROM NODE 340.00 TO NODE 342.00 = 263.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 3.1 TC(MIN.) = 6.38
EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 10.68
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
2 5766
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 350-363 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P3EB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 351.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 936.00
ELEVATION DATA: UPSTREAM(FEET) = 943.50 DOWNSTREAM(FEET) = 924.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.667
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.083
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL POOR COVER
"OPEN BRUSH" B 9.80 0.45 1.000 76 17.67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 14.38
1 5767
TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 14.38
**************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 352.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 924.50 DOWNSTREAM(FEET) = 924.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 169.00 CHANNEL SLOPE = 0.0018 CHANNEL FLOW THRU SUBAREA(CFS) = 14.38
FLOW VELOCITY(FEET/SEC) = 1.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.44 Tc(MIN.) = 20.10
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 352.00 = 1105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 352.00 TO NODE 352.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.10
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.927
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL POOR COVER
"OPEN BRUSH" B 4.70 0.45 1.000 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 6.24
EFFECTIVE AREA(ACRES) = 14.50 AREA-AVERAGED Fm(INCH/HR) = 0.45 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.5 PEAK FLOW RATE(CFS) = 19.25
**************************************************************************** FLOW PROCESS FROM NODE 352.00 TO NODE 353.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 924.20 DOWNSTREAM(FEET) = 921.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 515.00 CHANNEL SLOPE = 0.0050 CHANNEL FLOW THRU SUBAREA(CFS) = 19.25
FLOW VELOCITY(FEET/SEC) = 2.11 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.07 Tc(MIN.) = 24.18
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 353.00 = 1620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 353.00 TO NODE 353.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.18
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.725
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL POOR COVER
"OPEN BRUSH" B 8.20 0.45 1.000 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 9.40
EFFECTIVE AREA(ACRES) = 22.70 AREA-AVERAGED Fm(INCH/HR) = 0.45 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.7 PEAK FLOW RATE(CFS) = 26.01
**************************************************************************** FLOW PROCESS FROM NODE 353.00 TO NODE 362.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 2 5768
ELEVATION DATA: UPSTREAM(FEET) = 917.60 DOWNSTREAM(FEET) = 907.09 FLOW LENGTH(FEET) = 912.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.06
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.01
PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 25.85
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 362.00 = 2532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 362.00 TO NODE 362.00 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.) = 25.85
RAINFALL INTENSITY(INCH/HR) = 1.66
AREA-AVERAGED Fm(INCH/HR) = 0.45
AREA-AVERAGED Fp(INCH/HR) = 0.45
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 22.70
TOTAL STREAM AREA(ACRES) = 22.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.01
**************************************************************************** FLOW PROCESS FROM NODE 360.00 TO NODE 361.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 572.00
ELEVATION DATA: UPSTREAM(FEET) = 916.35 DOWNSTREAM(FEET) = 911.16 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.869
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.953
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.00 0.75 0.100 56 9.87
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.59
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.59
**************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 362.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.16 DOWNSTREAM(FEET) = 907.09 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.76
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.59
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.93
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 362.00 = 586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 362.00 TO NODE 362.00 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.) = 9.93
RAINFALL INTENSITY(INCH/HR) = 2.94
AREA-AVERAGED Fm(INCH/HR) = 0.07
3 5769
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.59
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.01 25.85 1.657 0.45( 0.45) 1.00 22.7 350.00
2 2.59 9.93 2.942 0.75( 0.07) 0.10 1.0 360.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.24 9.93 2.942 0.46( 0.41) 0.91 9.7 360.00
2 27.44 25.85 1.657 0.45( 0.44) 0.96 23.7 350.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.44 Tc(MIN.) = 25.85
EFFECTIVE AREA(ACRES) = 23.70 AREA-AVERAGED Fm(INCH/HR) = 0.44 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.96 TOTAL AREA(ACRES) = 23.7
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 362.00 = 2532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 362.00 TO NODE 363.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.09 DOWNSTREAM(FEET) = 903.42 FLOW LENGTH(FEET) = 735.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.44
PIPE TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 27.72
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 363.00 = 3267.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 23.7 TC(MIN.) = 27.72
EFFECTIVE AREA(ACRES) = 23.70 AREA-AVERAGED Fm(INCH/HR)= 0.44 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.962 PEAK FLOW RATE(CFS) = 27.44
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.24 11.84 2.648 0.46( 0.41) 0.91 9.7 360.00
2 27.44 27.72 1.589 0.45( 0.44) 0.96 23.7 350.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
4 5770
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 370-383 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P3FB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 370.00 TO NODE 371.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 208.00
ELEVATION DATA: UPSTREAM(FEET) = 912.96 DOWNSTREAM(FEET) = 910.48 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.235
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.890
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.10 0.75 0.100 56 6.23
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 10.65
TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 10.65
1 5771
**************************************************************************** FLOW PROCESS FROM NODE 371.00 TO NODE 372.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.48 DOWNSTREAM(FEET) = 904.85 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.18
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.65
PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 7.28
LONGEST FLOWPATH FROM NODE 370.00 TO NODE 372.00 = 533.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 372.00 TO NODE 372.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.28
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.545
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.70 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 8.43
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 18.11
**************************************************************************** FLOW PROCESS FROM NODE 372.00 TO NODE 383.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.85 DOWNSTREAM(FEET) = 904.04 FLOW LENGTH(FEET) = 163.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.01
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.11
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.73
LONGEST FLOWPATH FROM NODE 370.00 TO NODE 383.00 = 696.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 383.00 TO NODE 383.00 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.) = 7.73
RAINFALL INTENSITY(INCH/HR) = 3.42
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 5.80
TOTAL STREAM AREA(ACRES) = 5.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.11
**************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 381.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 538.00
2 5772
ELEVATION DATA: UPSTREAM(FEET) = 917.76 DOWNSTREAM(FEET) = 912.09 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.346
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.052
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.00 0.75 0.100 56 9.35
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.68
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.68
**************************************************************************** FLOW PROCESS FROM NODE 381.00 TO NODE 382.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.09 DOWNSTREAM(FEET) = 906.14 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.56
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.68
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 9.77
LONGEST FLOWPATH FROM NODE 380.00 TO NODE 382.00 = 678.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 382.00 TO NODE 382.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.77
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.972
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.04
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.65
**************************************************************************** FLOW PROCESS FROM NODE 382.00 TO NODE 383.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.14 DOWNSTREAM(FEET) = 904.04 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.91
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.65
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 10.19
LONGEST FLOWPATH FROM NODE 380.00 TO NODE 383.00 = 828.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 383.00 TO NODE 383.00 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.) = 10.19
RAINFALL INTENSITY(INCH/HR) = 2.90
3 5773
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.40
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.65
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 18.11 7.73 3.419 0.75( 0.07) 0.10 5.8 370.00
2 3.65 10.19 2.897 0.75( 0.07) 0.10 1.4 380.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.40 7.73 3.419 0.75( 0.07) 0.10 6.9 370.00
2 18.94 10.19 2.897 0.75( 0.07) 0.10 7.2 380.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.40 Tc(MIN.) = 7.73
EFFECTIVE AREA(ACRES) = 6.86 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.2
LONGEST FLOWPATH FROM NODE 380.00 TO NODE 383.00 = 828.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 7.2 TC(MIN.) = 7.73
EFFECTIVE AREA(ACRES) = 6.86 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 21.40
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.40 7.73 3.419 0.75( 0.07) 0.10 6.9 370.00
2 18.94 10.19 2.897 0.75( 0.07) 0.10 7.2 380.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
4 5774
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 4 - NODES 400-410 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P4AB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00
ELEVATION DATA: UPSTREAM(FEET) = 912.06 DOWNSTREAM(FEET) = 910.04 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.10 0.75 0.100 56 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.39
1 5775
**************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.04 DOWNSTREAM(FEET) = 905.14 FLOW LENGTH(FEET) = 179.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.28
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.39
PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 6.31
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.31
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.862
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.36
EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.70
**************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.14 DOWNSTREAM(FEET) = 903.62 FLOW LENGTH(FEET) = 306.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.37
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.70
PIPE TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 7.82
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 403.00 = 576.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.395
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.98
EFFECTIVE AREA(ACRES) = 2.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 7.47
**************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
2 5776
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.62 DOWNSTREAM(FEET) = 902.84 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.89
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.47
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 8.35
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 732.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.35
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.264
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.73
EFFECTIVE AREA(ACRES) = 3.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 10.91
**************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 902.84 DOWNSTREAM(FEET) = 902.06 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.17
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.91
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 8.86
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 888.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.86
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.151
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.60
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 14.12
**************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 902.06 DOWNSTREAM(FEET) = 901.28 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62
3 5777
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.12
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 9.32
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 406.00 = 1044.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.32
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.057
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.49
EFFECTIVE AREA(ACRES) = 6.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.4 PEAK FLOW RATE(CFS) = 17.18
**************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 407.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.28 DOWNSTREAM(FEET) = 900.50 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.97
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.18
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 9.76
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 407.00 = 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 407.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.76
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.974
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.39
EFFECTIVE AREA(ACRES) = 7.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.7 PEAK FLOW RATE(CFS) = 20.09
**************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 408.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 900.50 DOWNSTREAM(FEET) = 899.71 FLOW LENGTH(FEET) = 158.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.10
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.09
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 10.19
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 408.00 = 1358.00 FEET. **************************************************************************** 4 5778
FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.19
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.898
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.80 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.57
EFFECTIVE AREA(ACRES) = 9.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.5 PEAK FLOW RATE(CFS) = 24.14
**************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 409.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 899.71 DOWNSTREAM(FEET) = 898.04 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.47
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.14
PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 11.05
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 409.00 = 1692.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 409.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.760
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.97
EFFECTIVE AREA(ACRES) = 9.90 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.9 PEAK FLOW RATE(CFS) = 24.14
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 410.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.04 DOWNSTREAM(FEET) = 897.21 FLOW LENGTH(FEET) = 166.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.47
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.14
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 11.47
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1858.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 9.9 TC(MIN.) = 11.47
EFFECTIVE AREA(ACRES) = 9.90 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 24.14
============================================================================ 5 5779
============================================================================
END OF RATIONAL METHOD ANALYSIS
6 5780
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 5 - NODES 500-524 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P5AB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 307.00
ELEVATION DATA: UPSTREAM(FEET) = 942.80 DOWNSTREAM(FEET) = 932.29 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.900
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.022
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.50 0.75 0.100 56 5.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 8.88
TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 8.88
1 5781
**************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 928.29 DOWNSTREAM(FEET) = 926.43 FLOW LENGTH(FEET) = 372.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.88
PIPE TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 7.13
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 679.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.13
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.591
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.90 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 6.01
EFFECTIVE AREA(ACRES) = 4.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 13.92
**************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 926.43 DOWNSTREAM(FEET) = 925.72 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.61
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.92
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 7.55
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.55
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.469
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.90 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.75
EFFECTIVE AREA(ACRES) = 5.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 16.19
**************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5782
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.72 DOWNSTREAM(FEET) = 925.12 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.19
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.89
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 941.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.89
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.379
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.97
EFFECTIVE AREA(ACRES) = 6.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 18.73
**************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.12 DOWNSTREAM(FEET) = 923.51 FLOW LENGTH(FEET) = 321.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.06
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.73
PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 8.77
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 505.00 = 1262.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.77
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.171
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.10 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 8.64
EFFECTIVE AREA(ACRES) = 9.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.4 PEAK FLOW RATE(CFS) = 26.19
**************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 506.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 923.51 DOWNSTREAM(FEET) = 922.07 FLOW LENGTH(FEET) = 288.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.54
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 3 5783
PIPE-FLOW(CFS) = 26.19
PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 9.50
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 506.00 = 1550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.50
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.021
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.80 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.77
EFFECTIVE AREA(ACRES) = 11.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.2 PEAK FLOW RATE(CFS) = 29.70
**************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 523.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.07 DOWNSTREAM(FEET) = 921.07 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.84
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.70
PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 9.99
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 523.00 = 1750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 523.00 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.) = 9.99
RAINFALL INTENSITY(INCH/HR) = 2.93
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 11.20
TOTAL STREAM AREA(ACRES) = 11.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.70
**************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
USER SPECIFIED Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.60 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.36
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.36
**************************************************************************** 4 5784
FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 929.43 DOWNSTREAM(FEET) = 928.82 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.56
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.36
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 5.57
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 512.00 = 322.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.57
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.162
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.84
EFFECTIVE AREA(ACRES) = 1.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 4.05
**************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 928.82 DOWNSTREAM(FEET) = 928.26 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.11
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.05
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 6.03
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 513.00 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.03
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.971
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.75
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.61
**************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 514.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 928.26 DOWNSTREAM(FEET) = 927.70 5 5785
FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.61
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 6.44
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 514.00 = 546.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 514.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.44
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.816
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.68
EFFECTIVE AREA(ACRES) = 2.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 7.07
**************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 515.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 927.70 DOWNSTREAM(FEET) = 927.14 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.67
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.07
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 6.84
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 515.00 = 658.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.84
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.681
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.62
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 8.44
**************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 516.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 927.14 DOWNSTREAM(FEET) = 926.53 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.44
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 7.24
6 5786
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 516.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 516.00 TO NODE 516.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.24
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.556
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.57
EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 9.71
**************************************************************************** FLOW PROCESS FROM NODE 516.00 TO NODE 517.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 926.53 DOWNSTREAM(FEET) = 925.92 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.13
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.71
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.64
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 517.00 = 902.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 517.00 TO NODE 517.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.64
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.444
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.52
EFFECTIVE AREA(ACRES) = 3.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 10.92
**************************************************************************** FLOW PROCESS FROM NODE 517.00 TO NODE 518.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.92 DOWNSTREAM(FEET) = 925.36 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.18
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.92
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.00
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 518.00 = 1014.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 518.00 TO NODE 518.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
7 5787
============================================================================ MAINLINE Tc(MIN.) = 8.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.350
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.47
EFFECTIVE AREA(ACRES) = 4.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 12.08
**************************************************************************** FLOW PROCESS FROM NODE 518.00 TO NODE 519.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.36 DOWNSTREAM(FEET) = 924.80 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.08
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.34
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 519.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 519.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.34
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.267
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.44
EFFECTIVE AREA(ACRES) = 4.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.6 PEAK FLOW RATE(CFS) = 13.22
**************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 520.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 924.80 DOWNSTREAM(FEET) = 924.24 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.57
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.22
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.68
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 520.00 = 1238.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 520.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.68
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.191
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
8 5788
COMMERCIAL B 0.60 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.68
EFFECTIVE AREA(ACRES) = 5.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 14.58
**************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 924.24 DOWNSTREAM(FEET) = 922.64 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.64
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.58
PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 9.62
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 521.00 = 1558.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 521.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.62
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.999
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.60 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.58
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 15.26
**************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.64 DOWNSTREAM(FEET) = 921.81 FLOW LENGTH(FEET) = 166.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.26
PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 10.11
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 522.00 = 1724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 522.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.11
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.911
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.04
EFFECTIVE AREA(ACRES) = 6.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 9 5789
TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 16.85
**************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 523.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.81 DOWNSTREAM(FEET) = 921.07 FLOW LENGTH(FEET) = 148.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.95
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.85
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 10.53
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 523.00 = 1872.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 523.00 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.) = 10.53
RAINFALL INTENSITY(INCH/HR) = 2.84
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 6.60
TOTAL STREAM AREA(ACRES) = 6.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.85
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 29.70 9.99 2.932 0.75( 0.07) 0.10 11.2 500.00
2 16.85 10.53 2.841 0.75( 0.07) 0.10 6.6 511.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 46.21 9.99 2.932 0.75( 0.07) 0.10 17.5 500.00
2 45.60 10.53 2.841 0.75( 0.07) 0.10 17.8 511.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 46.21 Tc(MIN.) = 9.99
EFFECTIVE AREA(ACRES) = 17.46 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.8
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 523.00 = 1872.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 524.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.07 DOWNSTREAM(FEET) = 920.99 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.64
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.21
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.02
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 524.00 = 1888.00 FEET. ============================================================================ END OF STUDY SUMMARY:
10 5790
TOTAL AREA(ACRES) = 17.8 TC(MIN.) = 10.02
EFFECTIVE AREA(ACRES) = 17.46 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 46.21
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 46.21 10.02 2.926 0.75( 0.07) 0.10 17.5 500.00
2 45.60 10.56 2.836 0.75( 0.07) 0.10 17.8 511.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
11 5791
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 6 - NODES 600-614 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P6AB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 129.00
ELEVATION DATA: UPSTREAM(FEET) = 921.90 DOWNSTREAM(FEET) = 917.22 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.30 0.75 0.100 56 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.18
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.18
1 5792
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 913.22 DOWNSTREAM(FEET) = 911.75 FLOW LENGTH(FEET) = 224.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.43
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18
PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 6.09
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 353.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.09
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.946
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.74
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.79
**************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 911.75 DOWNSTREAM(FEET) = 909.19 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.09
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.79
PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 7.67
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 741.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.67
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.436
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.96
EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 9.38
**************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
2 5793
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 909.19 DOWNSTREAM(FEET) = 908.42 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.38
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 8.01
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.01
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.346
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.94
EFFECTIVE AREA(ACRES) = 4.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 12.07
**************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.42 DOWNSTREAM(FEET) = 907.63 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.93
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.07
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.35
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.35
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.265
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.87
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 14.64
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.63 DOWNSTREAM(FEET) = 906.84 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35
3 5794
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.64
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.67
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.00 = 1099.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.67
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.193
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.81
EFFECTIVE AREA(ACRES) = 6.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.1 PEAK FLOW RATE(CFS) = 17.12
**************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 607.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.84 DOWNSTREAM(FEET) = 904.88 FLOW LENGTH(FEET) = 297.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.49
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.12
PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 9.43
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 607.00 = 1396.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 607.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.43
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.035
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.70 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.19
EFFECTIVE AREA(ACRES) = 8.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.8 PEAK FLOW RATE(CFS) = 23.45
**************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 608.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.88 DOWNSTREAM(FEET) = 903.30 FLOW LENGTH(FEET) = 239.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.45
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 10.00
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 608.00 = 1635.00 FEET. **************************************************************************** 4 5795
FLOW PROCESS FROM NODE 608.00 TO NODE 608.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.931
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 5.66
EFFECTIVE AREA(ACRES) = 11.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 28.28
**************************************************************************** FLOW PROCESS FROM NODE 608.00 TO NODE 609.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.30 DOWNSTREAM(FEET) = 901.86 FLOW LENGTH(FEET) = 219.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.44
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.28
PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 10.49
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 609.00 = 1854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 609.00 TO NODE 609.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.49
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.848
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.99
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 30.45
**************************************************************************** FLOW PROCESS FROM NODE 609.00 TO NODE 613.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.86 DOWNSTREAM(FEET) = 901.25 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.50
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.45
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.69
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 613.00 = 1947.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
5 5796
TIME OF CONCENTRATION(MIN.) = 10.69
RAINFALL INTENSITY(INCH/HR) = 2.81
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.20
TOTAL STREAM AREA(ACRES) = 12.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.45
**************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 611.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00
ELEVATION DATA: UPSTREAM(FEET) = 913.20 DOWNSTREAM(FEET) = 907.65 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.637
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.133
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.50 0.75 0.100 56 5.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.83
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.83
**************************************************************************** FLOW PROCESS FROM NODE 611.00 TO NODE 612.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.65 DOWNSTREAM(FEET) = 901.78 FLOW LENGTH(FEET) = 373.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.43
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.83
PIPE TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 7.45
LONGEST FLOWPATH FROM NODE 610.00 TO NODE 612.00 = 603.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NODE 612.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.45
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.497
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.23
EFFECTIVE AREA(ACRES) = 0.90 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.77
**************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NODE 613.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.78 DOWNSTREAM(FEET) = 901.25 FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.6 INCHES
6 5797
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.77
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 7.91
LONGEST FLOWPATH FROM NODE 610.00 TO NODE 613.00 = 709.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 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.) = 7.91
RAINFALL INTENSITY(INCH/HR) = 3.37
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.90
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.45 10.69 2.815 0.75( 0.07) 0.10 12.2 600.00
2 2.77 7.91 3.373 0.75( 0.07) 0.10 0.9 610.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 29.88 7.91 3.373 0.75( 0.07) 0.10 9.9 610.00
2 32.75 10.69 2.815 0.75( 0.07) 0.10 13.1 600.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 32.75 Tc(MIN.) = 10.69
EFFECTIVE AREA(ACRES) = 13.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.1
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 613.00 = 1947.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 614.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.25 DOWNSTREAM(FEET) = 901.09 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.04
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.75
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.77
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 614.00 = 1978.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 13.1 TC(MIN.) = 10.77
EFFECTIVE AREA(ACRES) = 13.10 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 32.75
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 29.88 7.99 3.354 0.75( 0.07) 0.10 9.9 610.00
2 32.75 10.77 2.803 0.75( 0.07) 0.10 13.1 600.00
============================================================================ 7 5798
============================================================================
END OF RATIONAL METHOD ANALYSIS
8 5799
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 6 - NODES 620-632 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P6BB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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 0.0312 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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 621.00 TO NODE 621.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 93.00
USER SPECIFIED Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.96
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.96
**************************************************************************** FLOW PROCESS FROM NODE 621.00 TO NODE 622.00 IS CODE = 31 1 5800
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.76 DOWNSTREAM(FEET) = 908.15 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.47
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.96
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 5.59
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 622.00 = 215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 622.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.59
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.156
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.84
EFFECTIVE AREA(ACRES) = 1.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.67
**************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 623.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.15 DOWNSTREAM(FEET) = 907.59 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.05
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.67
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 6.05
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 623.00 = 327.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 623.00 TO NODE 623.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.963
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.75
EFFECTIVE AREA(ACRES) = 1.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 5.25
**************************************************************************** FLOW PROCESS FROM NODE 623.00 TO NODE 624.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.59 DOWNSTREAM(FEET) = 907.03 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
2 5801
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.46
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.25
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.46
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 624.00 = 439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 624.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.46
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.807
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.68
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 6.72
**************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 625.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.03 DOWNSTREAM(FEET) = 906.47 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.65
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.72
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 6.87
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 625.00 = 551.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 625.00 TO NODE 625.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.87
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.672
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.62
EFFECTIVE AREA(ACRES) = 2.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 8.09
**************************************************************************** FLOW PROCESS FROM NODE 625.00 TO NODE 626.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.47 DOWNSTREAM(FEET) = 905.91 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.97
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.09
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 7.24
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 626.00 = 663.00 FEET. 3 5802
**************************************************************************** FLOW PROCESS FROM NODE 626.00 TO NODE 626.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.24
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.556
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.57
EFFECTIVE AREA(ACRES) = 3.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 9.40
**************************************************************************** FLOW PROCESS FROM NODE 626.00 TO NODE 627.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.91 DOWNSTREAM(FEET) = 905.35 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.11
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.40
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 7.61
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 627.00 = 775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 627.00 TO NODE 627.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.61
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.453
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.52
EFFECTIVE AREA(ACRES) = 3.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.5 PEAK FLOW RATE(CFS) = 10.64
**************************************************************************** FLOW PROCESS FROM NODE 627.00 TO NODE 628.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.35 DOWNSTREAM(FEET) = 904.74 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.17
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.64
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.00
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 628.00 = 897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 628.00 TO NODE 628.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 4 5803
MAINLINE Tc(MIN.) = 8.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.350
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.47
EFFECTIVE AREA(ACRES) = 4.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 11.79
**************************************************************************** FLOW PROCESS FROM NODE 628.00 TO NODE 629.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.74 DOWNSTREAM(FEET) = 904.18 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.46
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.79
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.34
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 629.00 = 1009.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 629.00 TO NODE 629.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.34
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.267
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.44
EFFECTIVE AREA(ACRES) = 4.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 12.93
**************************************************************************** FLOW PROCESS FROM NODE 629.00 TO NODE 630.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.18 DOWNSTREAM(FEET) = 903.62 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.93
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.68
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 630.00 = 1121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 630.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.68
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.190
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
5 5804
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.40
EFFECTIVE AREA(ACRES) = 5.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) = 14.02
**************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 631.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.62 DOWNSTREAM(FEET) = 903.06 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.02
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 9.01
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 631.00 = 1233.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 631.00 TO NODE 631.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.01
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.119
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.19
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 15.89
**************************************************************************** FLOW PROCESS FROM NODE 631.00 TO NODE 632.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.06 DOWNSTREAM(FEET) = 902.00 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.88
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.89
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 9.61
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 632.00 = 1445.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 5.8 TC(MIN.) = 9.61
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 15.89
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
6 5805
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 7 - NODES 701-707 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P7AB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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 0.0312 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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 93.00
USER SPECIFIED Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.57
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.57
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 1 5806
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 923.31 DOWNSTREAM(FEET) = 922.74 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.32
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.57
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 5.57
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 702.00 = 207.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.57
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.162
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.10
EFFECTIVE AREA(ACRES) = 0.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.57
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.74 DOWNSTREAM(FEET) = 922.22 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.76
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.57
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 6.03
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 703.00 = 311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.03
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.968
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.05
EFFECTIVE AREA(ACRES) = 1.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.50
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.22 DOWNSTREAM(FEET) = 921.70 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.013
2 5807
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.02
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.50
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.47
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 704.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.47
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.807
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.01
EFFECTIVE AREA(ACRES) = 1.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.37
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.70 DOWNSTREAM(FEET) = 921.18 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.37
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.88
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 705.00 = 519.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 705.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.88
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.666
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.97
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.17
**************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.18 DOWNSTREAM(FEET) = 920.66 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.17
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 7.27
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 706.00 = 623.00 FEET. 3 5808
**************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 706.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.27
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.547
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.25
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 6.25
**************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 920.66 DOWNSTREAM(FEET) = 920.32 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.61
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.25
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 7.52
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 707.00 = 691.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.0 TC(MIN.) = 7.52
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 6.25
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
4 5809
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 7 - NODES 710-717 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P7BB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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 0.0312 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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 711.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 186.00
ELEVATION DATA: UPSTREAM(FEET) = 933.16 DOWNSTREAM(FEET) = 931.42 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.259
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.882
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.50 0.75 0.100 56 6.26
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.71
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.71
1 5810
**************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 712.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 927.42 DOWNSTREAM(FEET) = 925.27 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.38
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.71
PIPE TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 8.38
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 712.00 = 616.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 712.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.258
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.10 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.02
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 7.45
**************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 713.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.27 DOWNSTREAM(FEET) = 923.67 FLOW LENGTH(FEET) = 319.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.89
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.45
PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 9.47
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 713.00 = 935.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 713.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.47
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.028
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.64
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 13.55
**************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 714.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5811
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 923.67 DOWNSTREAM(FEET) = 922.76 FLOW LENGTH(FEET) = 183.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.58
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.55
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 10.02
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 714.00 = 1118.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 714.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.02
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.927
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.51
EFFECTIVE AREA(ACRES) = 5.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 13.61
**************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 715.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.76 DOWNSTREAM(FEET) = 921.37 FLOW LENGTH(FEET) = 278.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.61
PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 10.84
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 715.00 = 1396.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 715.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.84
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.791
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.44
EFFECTIVE AREA(ACRES) = 6.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 15.40
**************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 716.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.37 DOWNSTREAM(FEET) = 920.94 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 3 5812
PIPE-FLOW(CFS) = 15.40
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 11.09
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 716.00 = 1481.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 716.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.09
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.753
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.48
EFFECTIVE AREA(ACRES) = 6.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.5 PEAK FLOW RATE(CFS) = 15.67
**************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 717.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 920.94 DOWNSTREAM(FEET) = 920.22 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.85
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.67
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 11.51
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 717.00 = 1626.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.5 TC(MIN.) = 11.51
EFFECTIVE AREA(ACRES) = 6.50 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 15.67
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
4 5813
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 800-813 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P8AB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 114.00
ELEVATION DATA: UPSTREAM(FEET) = 918.51 DOWNSTREAM(FEET) = 914.94 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.60 0.75 0.100 56 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.36
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.36
1 5814
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 910.94 DOWNSTREAM(FEET) = 910.11 FLOW LENGTH(FEET) = 166.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.56
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.36
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 5.78
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.78
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.072
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.88
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 5.04
**************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 910.11 DOWNSTREAM(FEET) = 908.64 FLOW LENGTH(FEET) = 293.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.43
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.04
PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 6.88
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 573.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 803.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.88
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.667
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.62
EFFECTIVE AREA(ACRES) = 1.90 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 6.14
**************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5815
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.64 DOWNSTREAM(FEET) = 907.98 FLOW LENGTH(FEET) = 132.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.14
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 7.36
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.36
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.522
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 6.83
EFFECTIVE AREA(ACRES) = 4.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 12.72
**************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 805.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.98 DOWNSTREAM(FEET) = 907.38 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.53
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.72
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 7.72
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 805.00 = 825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 805.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.72
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.422
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.01
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 15.37
**************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 806.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.38 DOWNSTREAM(FEET) = 906.78 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 3 5816
PIPE-FLOW(CFS) = 15.37
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 8.07
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 806.00 = 945.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 806.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.07
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.332
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.93
EFFECTIVE AREA(ACRES) = 6.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.1 PEAK FLOW RATE(CFS) = 17.88
**************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 807.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.78 DOWNSTREAM(FEET) = 906.18 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.01
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.88
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 8.41
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 807.00 = 1065.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.41
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.252
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.86
EFFECTIVE AREA(ACRES) = 7.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.1 PEAK FLOW RATE(CFS) = 20.30
**************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 808.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.18 DOWNSTREAM(FEET) = 905.58 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.11
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.30
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 8.73
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 808.00 = 1185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 808.00 IS CODE = 81 4 5817
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.73
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.178
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.90 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.51
EFFECTIVE AREA(ACRES) = 8.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 22.34
**************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 809.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.58 DOWNSTREAM(FEET) = 904.98 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.38
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.34
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.05
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 809.00 = 1305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 809.00 TO NODE 809.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.112
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.90 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.46
EFFECTIVE AREA(ACRES) = 8.90 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.9 PEAK FLOW RATE(CFS) = 24.33
**************************************************************************** FLOW PROCESS FROM NODE 809.00 TO NODE 810.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.98 DOWNSTREAM(FEET) = 904.38 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.33
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.36
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 810.00 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 810.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.36
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.050
SUBAREA LOSS RATE DATA(AMC II):
5 5818
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.90 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.41
EFFECTIVE AREA(ACRES) = 9.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 26.24
**************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 811.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.38 DOWNSTREAM(FEET) = 903.04 FLOW LENGTH(FEET) = 269.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.53
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.24
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 10.04
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 811.00 = 1694.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 811.00 TO NODE 811.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.04
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.923
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.41
EFFECTIVE AREA(ACRES) = 12.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.3 PEAK FLOW RATE(CFS) = 31.53
**************************************************************************** FLOW PROCESS FROM NODE 811.00 TO NODE 812.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.04 DOWNSTREAM(FEET) = 901.60 FLOW LENGTH(FEET) = 288.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.91
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.53
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 10.74
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 812.00 = 1982.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 812.00 TO NODE 812.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.74
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.808
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 7.87
6 5819
EFFECTIVE AREA(ACRES) = 15.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 15.5 PEAK FLOW RATE(CFS) = 38.12
**************************************************************************** FLOW PROCESS FROM NODE 812.00 TO NODE 813.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.60 DOWNSTREAM(FEET) = 901.01 FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.30
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.12
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 11.00
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 813.00 = 2099.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 15.5 TC(MIN.) = 11.00
EFFECTIVE AREA(ACRES) = 15.50 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 38.12
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
7 5820
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 820-822 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P8BB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 820.00 TO NODE 821.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 268.00
ELEVATION DATA: UPSTREAM(FEET) = 914.75 DOWNSTREAM(FEET) = 908.66 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.065
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.955
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.00 0.75 0.100 56 6.06
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.49
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.49
1 5821
**************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 822.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.66 DOWNSTREAM(FEET) = 898.40 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.19
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.49
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.10
LONGEST FLOWPATH FROM NODE 820.00 TO NODE 822.00 = 304.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 6.10
EFFECTIVE AREA(ACRES) = 1.00 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 3.49
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
2 5822
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 831-835 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P8CB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 831.00 TO NODE 831.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00
USER SPECIFIED Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.79
TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.79
**************************************************************************** FLOW PROCESS FROM NODE 831.00 TO NODE 832.00 IS CODE = 31 1 5823
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.17 DOWNSTREAM(FEET) = 905.84 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.79
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.79
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 5.39
LONGEST FLOWPATH FROM NODE 831.00 TO NODE 832.00 = 102.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 832.00 TO NODE 832.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.39
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.244
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.50
EFFECTIVE AREA(ACRES) = 0.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.25
**************************************************************************** FLOW PROCESS FROM NODE 832.00 TO NODE 833.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.84 DOWNSTREAM(FEET) = 905.28 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.54
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.25
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 5.92
LONGEST FLOWPATH FROM NODE 831.00 TO NODE 833.00 = 214.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 833.00 TO NODE 833.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.92
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.013
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.42
EFFECTIVE AREA(ACRES) = 1.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.54
**************************************************************************** FLOW PROCESS FROM NODE 833.00 TO NODE 834.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.28 DOWNSTREAM(FEET) = 904.72 2 5824
FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.03
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.54
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 6.38
LONGEST FLOWPATH FROM NODE 831.00 TO NODE 834.00 = 326.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 834.00 TO NODE 834.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.835
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.35
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.74
**************************************************************************** FLOW PROCESS FROM NODE 834.00 TO NODE 835.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.72 DOWNSTREAM(FEET) = 904.60 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.37
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.74
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.48
LONGEST FLOWPATH FROM NODE 831.00 TO NODE 835.00 = 350.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 6.48
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 4.74
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
3 5825
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 841-845 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P8DB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 841.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00
USER SPECIFIED Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.57
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.57
**************************************************************************** FLOW PROCESS FROM NODE 841.00 TO NODE 842.00 IS CODE = 31 1 5826
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.21 DOWNSTREAM(FEET) = 903.60 FLOW LENGTH(FEET) = 121.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.32
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.57
PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 5.61
LONGEST FLOWPATH FROM NODE 840.00 TO NODE 842.00 = 157.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 842.00 TO NODE 842.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.61
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.146
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.47
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.93
**************************************************************************** FLOW PROCESS FROM NODE 842.00 TO NODE 843.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.60 DOWNSTREAM(FEET) = 903.04 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.87
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.93
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 6.09
LONGEST FLOWPATH FROM NODE 840.00 TO NODE 843.00 = 269.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 843.00 TO NODE 843.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.09
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.946
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.39
EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.18
**************************************************************************** FLOW PROCESS FROM NODE 843.00 TO NODE 844.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.04 DOWNSTREAM(FEET) = 902.48 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
2 5827
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.12
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.18
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 6.54
LONGEST FLOWPATH FROM NODE 840.00 TO NODE 844.00 = 381.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 844.00 TO NODE 844.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.54
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.780
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.33
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.34
**************************************************************************** FLOW PROCESS FROM NODE 844.00 TO NODE 845.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 902.48 DOWNSTREAM(FEET) = 902.34 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.34
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.65
LONGEST FLOWPATH FROM NODE 840.00 TO NODE 845.00 = 409.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 6.65
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 5.34
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
3 5828
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 851-855 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P8EB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 851.00 TO NODE 851.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00
USER SPECIFIED Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.57
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.57
**************************************************************************** FLOW PROCESS FROM NODE 851.00 TO NODE 852.00 IS CODE = 31 1 5829
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.96 DOWNSTREAM(FEET) = 901.36 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.32
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.57
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 5.60
LONGEST FLOWPATH FROM NODE 851.00 TO NODE 852.00 = 156.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 852.00 TO NODE 852.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.60
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.148
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.47
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.93
**************************************************************************** FLOW PROCESS FROM NODE 852.00 TO NODE 853.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.36 DOWNSTREAM(FEET) = 900.80 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.88
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.93
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 6.08
LONGEST FLOWPATH FROM NODE 851.00 TO NODE 853.00 = 268.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 853.00 TO NODE 853.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.948
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.39
EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.18
**************************************************************************** FLOW PROCESS FROM NODE 853.00 TO NODE 854.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 900.80 DOWNSTREAM(FEET) = 900.24 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
2 5830
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.13
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.18
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 6.54
LONGEST FLOWPATH FROM NODE 851.00 TO NODE 854.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 854.00 TO NODE 854.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.54
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.782
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.33
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.34
**************************************************************************** FLOW PROCESS FROM NODE 854.00 TO NODE 855.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 900.24 DOWNSTREAM(FEET) = 900.04 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.44
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.34
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.69
LONGEST FLOWPATH FROM NODE 851.00 TO NODE 855.00 = 421.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 6.69
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 5.34
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
3 5831
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 861-865 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P8FB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 861.00 TO NODE 861.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00
USER SPECIFIED Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.57
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.57
**************************************************************************** FLOW PROCESS FROM NODE 861.00 TO NODE 862.00 IS CODE = 31 1 5832
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 899.71 DOWNSTREAM(FEET) = 899.12 FLOW LENGTH(FEET) = 119.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.31
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.57
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 5.60
LONGEST FLOWPATH FROM NODE 861.00 TO NODE 862.00 = 155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 862.00 TO NODE 862.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.60
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.149
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.47
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.93
**************************************************************************** FLOW PROCESS FROM NODE 862.00 TO NODE 863.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 899.12 DOWNSTREAM(FEET) = 898.56 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.88
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.93
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 6.08
LONGEST FLOWPATH FROM NODE 861.00 TO NODE 863.00 = 267.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 863.00 TO NODE 863.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.949
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.39
EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.18
**************************************************************************** FLOW PROCESS FROM NODE 863.00 TO NODE 864.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.56 DOWNSTREAM(FEET) = 898.02 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013
2 5833
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.18
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.51
LONGEST FLOWPATH FROM NODE 861.00 TO NODE 864.00 = 374.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 864.00 TO NODE 864.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.790
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.20 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.67
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.68
**************************************************************************** FLOW PROCESS FROM NODE 864.00 TO NODE 865.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.02 DOWNSTREAM(FEET) = 897.88 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.68
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.62
LONGEST FLOWPATH FROM NODE 861.00 TO NODE 865.00 = 402.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 6.62
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 4.68
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
3 5834
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 9 - NODES 900-902 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P9AB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 361.00
ELEVATION DATA: UPSTREAM(FEET) = 905.34 DOWNSTREAM(FEET) = 900.69 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.654
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.440
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.00 0.75 0.100 56 7.65
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.06
TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 6.06
1 5835
**************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.69 DOWNSTREAM(FEET) = 896.46 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.63
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.06
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.82
LONGEST FLOWPATH FROM NODE 900.00 TO NODE 902.00 = 406.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.0 TC(MIN.) = 7.82
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 6.06
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
2 5836
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 9 - NODES 910-920 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P9BB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 910.00 TO NODE 911.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00
ELEVATION DATA: UPSTREAM(FEET) = 906.22 DOWNSTREAM(FEET) = 903.18 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.039
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.340
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.20 0.75 0.100 56 8.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.47
TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 6.47
1 5837
**************************************************************************** FLOW PROCESS FROM NODE 911.00 TO NODE 912.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 899.18 DOWNSTREAM(FEET) = 898.58 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.63
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.47
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 8.47
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 912.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 912.00 TO NODE 912.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.47
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.237
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.85
EFFECTIVE AREA(ACRES) = 3.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 9.11
**************************************************************************** FLOW PROCESS FROM NODE 912.00 TO NODE 913.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.58 DOWNSTREAM(FEET) = 897.98 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.11
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.86
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 913.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 913.00 TO NODE 913.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.86
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.150
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.77
EFFECTIVE AREA(ACRES) = 4.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 11.62
**************************************************************************** FLOW PROCESS FROM NODE 913.00 TO NODE 914.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5838
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 897.98 DOWNSTREAM(FEET) = 897.29 FLOW LENGTH(FEET) = 138.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.44
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.62
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 9.29
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 914.00 = 718.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 914.00 TO NODE 914.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.29
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.063
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.69
EFFECTIVE AREA(ACRES) = 5.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 13.99
**************************************************************************** FLOW PROCESS FROM NODE 914.00 TO NODE 915.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 897.29 DOWNSTREAM(FEET) = 896.69 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.61
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.99
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.64
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 915.00 = 838.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 915.00 TO NODE 915.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.64
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.995
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.94
EFFECTIVE AREA(ACRES) = 6.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.7 PEAK FLOW RATE(CFS) = 17.61
**************************************************************************** FLOW PROCESS FROM NODE 915.00 TO NODE 916.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.69 DOWNSTREAM(FEET) = 896.09 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.00
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 3 5839
PIPE-FLOW(CFS) = 17.61
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 9.98
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 916.00 = 958.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 916.00 TO NODE 916.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.98
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.934
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.57
EFFECTIVE AREA(ACRES) = 7.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.7 PEAK FLOW RATE(CFS) = 19.82
**************************************************************************** FLOW PROCESS FROM NODE 916.00 TO NODE 917.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.09 DOWNSTREAM(FEET) = 895.49 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.10
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.82
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 10.31
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 917.00 = 1078.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 917.00 TO NODE 917.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.31
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.878
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.52
EFFECTIVE AREA(ACRES) = 8.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 21.95
**************************************************************************** FLOW PROCESS FROM NODE 917.00 TO NODE 918.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 895.49 DOWNSTREAM(FEET) = 894.90 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.36
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.95
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.61
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 918.00 = 1196.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 918.00 TO NODE 918.00 IS CODE = 81 4 5840
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.61
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.827
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.10 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.20
EFFECTIVE AREA(ACRES) = 10.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 26.75
**************************************************************************** FLOW PROCESS FROM NODE 918.00 TO NODE 919.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 894.90 DOWNSTREAM(FEET) = 891.84 FLOW LENGTH(FEET) = 611.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.75
PIPE TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 12.17
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 919.00 = 1807.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 919.00 TO NODE 919.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.17
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.605
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.70 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.59
EFFECTIVE AREA(ACRES) = 11.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.5 PEAK FLOW RATE(CFS) = 26.75
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 919.00 TO NODE 920.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 891.84 DOWNSTREAM(FEET) = 891.51 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.51
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.75
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 12.34
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 920.00 = 1874.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 11.5 TC(MIN.) = 12.34
EFFECTIVE AREA(ACRES) = 11.50 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 26.75
============================================================================ ============================================================================ 5 5841
END OF RATIONAL METHOD ANALYSIS
6 5842
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 9 - NODES 931-943 *
* HYDROLOGIC ANALYSIS - 25-YEAR *
************************************************************************** FILE NAME: 4005P9CB.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 931.00 TO NODE 931.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 67.00
USER SPECIFIED Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.18
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.18
**************************************************************************** FLOW PROCESS FROM NODE 931.00 TO NODE 932.00 IS CODE = 31 1 5843
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.27 DOWNSTREAM(FEET) = 897.94 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.09
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 5.36
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 932.00 = 133.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 932.00 TO NODE 932.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.36
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.262
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.88
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.01
**************************************************************************** FLOW PROCESS FROM NODE 932.00 TO NODE 933.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 897.94 DOWNSTREAM(FEET) = 897.38 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.90
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.01
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 5.83
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 933.00 = 245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 933.00 TO NODE 933.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.83
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.048
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.79
EFFECTIVE AREA(ACRES) = 1.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.65
**************************************************************************** FLOW PROCESS FROM NODE 933.00 TO NODE 934.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 897.38 DOWNSTREAM(FEET) = 896.82 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
2 5844
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.65
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.26
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 934.00 = 357.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 934.00 TO NODE 934.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.26
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.880
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.71
EFFECTIVE AREA(ACRES) = 1.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.16
**************************************************************************** FLOW PROCESS FROM NODE 934.00 TO NODE 935.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.82 DOWNSTREAM(FEET) = 896.26 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.16
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 6.67
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 935.00 = 469.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 935.00 TO NODE 935.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.67
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.736
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.65
EFFECTIVE AREA(ACRES) = 2.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 7.58
**************************************************************************** FLOW PROCESS FROM NODE 935.00 TO NODE 936.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.26 DOWNSTREAM(FEET) = 895.70 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.90
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.58
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 7.05
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 936.00 = 581.00 FEET. 3 5845
**************************************************************************** FLOW PROCESS FROM NODE 936.00 TO NODE 936.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.614
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.59
EFFECTIVE AREA(ACRES) = 2.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 8.92
**************************************************************************** FLOW PROCESS FROM NODE 936.00 TO NODE 937.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 895.70 DOWNSTREAM(FEET) = 895.14 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.92
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 7.42
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 937.00 = 693.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 937.00 TO NODE 937.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.42
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.505
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.54
EFFECTIVE AREA(ACRES) = 3.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 10.19
**************************************************************************** FLOW PROCESS FROM NODE 937.00 TO NODE 938.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 895.14 DOWNSTREAM(FEET) = 894.58 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.19
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 7.78
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 938.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 938.00 TO NODE 938.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 4 5846
MAINLINE Tc(MIN.) = 7.78
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.406
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.50
EFFECTIVE AREA(ACRES) = 3.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 11.39
**************************************************************************** FLOW PROCESS FROM NODE 938.00 TO NODE 939.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 894.58 DOWNSTREAM(FEET) = 894.02 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.42
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.39
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.13
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 939.00 = 917.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 939.00 TO NODE 939.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.13
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.319
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.46
EFFECTIVE AREA(ACRES) = 4.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 12.55
**************************************************************************** FLOW PROCESS FROM NODE 939.00 TO NODE 940.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 894.02 DOWNSTREAM(FEET) = 893.46 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.52
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.55
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.46
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 940.00 = 1029.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 940.00 TO NODE 940.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.46
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.239
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
5 5847
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.42
EFFECTIVE AREA(ACRES) = 4.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 13.67
**************************************************************************** FLOW PROCESS FROM NODE 940.00 TO NODE 941.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 893.46 DOWNSTREAM(FEET) = 892.90 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.60
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.67
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 8.80
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 941.00 = 1141.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 941.00 TO NODE 941.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.80
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.164
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.39
EFFECTIVE AREA(ACRES) = 5.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 14.74
**************************************************************************** FLOW PROCESS FROM NODE 941.00 TO NODE 942.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 892.90 DOWNSTREAM(FEET) = 892.34 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.65
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.74
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 9.13
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 942.00 = 1253.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 942.00 TO NODE 942.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.13
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.095
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.75 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.36
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 15.77
6 5848
**************************************************************************** FLOW PROCESS FROM NODE 942.00 TO NODE 943.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 892.34 DOWNSTREAM(FEET) = 891.50 FLOW LENGTH(FEET) = 169.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.86
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.77
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 9.61
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 943.00 = 1422.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 5.8 TC(MIN.) = 9.61
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 15.77
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
7 5849
100-YEAR HYDROLOGY
5850
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDINGS 1 & 2 - NODES 100-215 * * HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P1AC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 848.00
ELEVATION DATA: UPSTREAM(FEET) = 952.59 DOWNSTREAM(FEET) = 944.53 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.446
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.378
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.00 0.42 0.100 76 11.45
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 18.01
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 18.01
1 5851
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 940.53 DOWNSTREAM(FEET) = 933.20 FLOW LENGTH(FEET) = 738.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.80
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.01
PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 13.02
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 122.00 = 1586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 13.02
RAINFALL INTENSITY(INCH/HR) = 3.13
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 6.00
TOTAL STREAM AREA(ACRES) = 6.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.01
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 408.00
ELEVATION DATA: UPSTREAM(FEET) = 952.59 DOWNSTREAM(FEET) = 946.84 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.895
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.221
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.90 0.42 0.100 76 7.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.38
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.38
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 942.84 DOWNSTREAM(FEET) = 940.37 FLOW LENGTH(FEET) = 278.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.99
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.38
PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 8.82
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 686.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
2 5852
============================================================================ MAINLINE Tc(MIN.) = 8.82
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.949
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.05
EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.22
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 940.37 DOWNSTREAM(FEET) = 933.20 FLOW LENGTH(FEET) = 808.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.25
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.22
PIPE TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 11.39
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 122.00 = 1494.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 11.39
RAINFALL INTENSITY(INCH/HR) = 3.39
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.20
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 983.00
ELEVATION DATA: UPSTREAM(FEET) = 948.50 DOWNSTREAM(FEET) = 937.27 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.704
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.333
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 9.70 0.42 0.100 76 11.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 28.73
TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 28.73
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 3 5853
ELEVATION DATA: UPSTREAM(FEET) = 933.27 DOWNSTREAM(FEET) = 933.20 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.80
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.73
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 11.74
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 997.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 11.74
RAINFALL INTENSITY(INCH/HR) = 3.33
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 9.70
TOTAL STREAM AREA(ACRES) = 9.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.73
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 18.01 13.02 3.126 0.42( 0.04) 0.10 6.0 100.00
2 4.22 11.39 3.388 0.42( 0.04) 0.10 1.2 110.00
3 28.73 11.74 3.327 0.42( 0.04) 0.10 9.7 120.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 49.70 11.39 3.388 0.42( 0.04) 0.10 15.9 110.00
2 50.16 11.74 3.327 0.42( 0.04) 0.10 16.3 120.00
3 48.87 13.02 3.126 0.42( 0.04) 0.10 16.9 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 50.16 Tc(MIN.) = 11.74
EFFECTIVE AREA(ACRES) = 16.31 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.9
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 122.00 = 1586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 142.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 933.20 DOWNSTREAM(FEET) = 925.11 FLOW LENGTH(FEET) = 623.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.11
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.16
PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 12.67
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 142.00 = 2209.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** 4 5854
FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 791.00
ELEVATION DATA: UPSTREAM(FEET) = 951.00 DOWNSTREAM(FEET) = 938.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.421
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.625
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL POOR COVER
"OPEN BRUSH" B 7.80 0.20 1.000 92 17.42
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 17.02
TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 17.02
**************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 141.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 934.70 DOWNSTREAM(FEET) = 925.25 FLOW LENGTH(FEET) = 352.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.28
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.02
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 17.94
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 141.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 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.) = 17.94
RAINFALL INTENSITY(INCH/HR) = 2.58
AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 7.80
TOTAL STREAM AREA(ACRES) = 7.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.02
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 907.00
ELEVATION DATA: UPSTREAM(FEET) = 940.85 DOWNSTREAM(FEET) = 929.25 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.080
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.444
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.30 0.42 0.100 76 11.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 19.29
TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 19.29
5 5855
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 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.) = 11.08
RAINFALL INTENSITY(INCH/HR) = 3.44
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 6.30
TOTAL STREAM AREA(ACRES) = 6.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.29
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 17.02 17.94 2.579 0.20( 0.20) 1.00 7.8 130.00
2 19.29 11.08 3.444 0.42( 0.04) 0.10 6.3 140.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 33.62 11.08 3.444 0.23( 0.11) 0.49 11.1 140.00
2 31.41 17.94 2.579 0.22( 0.13) 0.60 14.1 130.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 33.62 Tc(MIN.) = 11.08
EFFECTIVE AREA(ACRES) = 11.12 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 14.1
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 141.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 929.25 DOWNSTREAM(FEET) = 925.11 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 25.03
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.62
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 11.10
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 142.00 = 1171.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 33.62 11.10 3.441 0.23( 0.11) 0.49 11.1 140.00
2 31.41 17.96 2.578 0.22( 0.13) 0.60 14.1 130.00
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 142.00 = 1171.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 49.70 12.33 3.231 0.42( 0.04) 0.10 15.9 110.00
6 5856
2 50.16 12.67 3.177 0.42( 0.04) 0.10 16.3 120.00
3 48.87 13.96 2.998 0.42( 0.04) 0.10 16.9 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 142.00 = 2209.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 81.32 11.10 3.441 0.27( 0.07) 0.27 25.4 140.00
2 82.92 12.33 3.231 0.27( 0.07) 0.27 27.5 110.00
3 83.28 12.67 3.177 0.27( 0.07) 0.27 28.1 120.00
4 81.57 13.96 2.998 0.26( 0.07) 0.28 29.3 100.00
5 73.32 17.96 2.578 0.25( 0.08) 0.33 31.0 130.00
TOTAL AREA(ACRES) = 31.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 83.28 Tc(MIN.) = 12.673
EFFECTIVE AREA(ACRES) = 28.11 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 31.0
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 142.00 = 2209.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.11 DOWNSTREAM(FEET) = 915.87 FLOW LENGTH(FEET) = 1207.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.16
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.28
PIPE TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 14.65
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 204.00 = 3416.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 14.65
RAINFALL INTENSITY(INCH/HR) = 2.91
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.27
AREA-AVERAGED Ap = 0.27
EFFECTIVE STREAM AREA(ACRES) = 28.11
TOTAL STREAM AREA(ACRES) = 31.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.28
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 769.00
ELEVATION DATA: UPSTREAM(FEET) = 954.36 DOWNSTREAM(FEET) = 929.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.637
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.999
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
7 5857
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.30 0.42 0.100 76 8.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 18.87
TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 18.87
**************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 929.80
DOWNSTREAM NODE ELEVATION(FEET) = 926.40
CHANNEL LENGTH THRU SUBAREA(FEET) = 673.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02500
MAXIMUM DEPTH(FEET) = 1.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.205
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 7.10 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.97
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.91 AVERAGE FLOW DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) = 39.79 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.85 Tc(MIN.) = 12.49 SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 20.21
EFFECTIVE AREA(ACRES) = 12.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.4 PEAK FLOW RATE(CFS) = 35.30
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.56 FLOOD WIDTH(FEET) = 43.02
FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY(FT*FT/SEC) = 1.70 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1442.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 926.40
DOWNSTREAM NODE ELEVATION(FEET) = 919.94
CHANNEL LENGTH THRU SUBAREA(FEET) = 1090.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02500
MAXIMUM DEPTH(FEET) = 1.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.599
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 10.90 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 47.81
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.47 AVERAGE FLOW DEPTH(FEET) = 0.61 FLOOD WIDTH(FEET) = 46.84 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 5.23 Tc(MIN.) = 17.72 SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 25.08 EFFECTIVE AREA(ACRES) = 23.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 23.3 PEAK FLOW RATE(CFS) = 53.61
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.63 FLOOD WIDTH(FEET) = 48.90
FLOW VELOCITY(FEET/SEC.) = 3.58 DEPTH*VELOCITY(FT*FT/SEC) = 2.27 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 2532.00 FEET. 8 5858
**************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 915.94 DOWNSTREAM(FEET) = 915.87 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.80
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.61
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 17.75
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 2546.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 17.75
RAINFALL INTENSITY(INCH/HR) = 2.60
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 23.30
TOTAL STREAM AREA(ACRES) = 23.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.61
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 81.32 13.08 3.117 0.27( 0.07) 0.27 25.4 140.00
1 82.92 14.31 2.955 0.27( 0.07) 0.27 27.5 110.00
1 83.28 14.65 2.912 0.27( 0.07) 0.27 28.1 120.00
1 81.57 15.94 2.769 0.26( 0.07) 0.28 29.3 100.00
1 73.32 19.97 2.419 0.25( 0.08) 0.33 31.0 130.00
2 53.61 17.75 2.596 0.42( 0.04) 0.10 23.3 200.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 128.90 13.08 3.117 0.30( 0.06) 0.20 42.6 140.00
2 132.20 14.31 2.955 0.30( 0.06) 0.20 46.3 110.00
3 133.02 14.65 2.912 0.30( 0.06) 0.20 47.3 120.00
4 132.98 15.94 2.769 0.30( 0.06) 0.21 50.2 100.00
5 131.48 17.75 2.596 0.29( 0.06) 0.21 53.3 200.00
6 123.21 19.97 2.419 0.28( 0.06) 0.23 54.3 130.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 133.02 Tc(MIN.) = 14.65
EFFECTIVE AREA(ACRES) = 47.35 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 54.3
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 204.00 = 3416.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 915.87 DOWNSTREAM(FEET) = 913.45 FLOW LENGTH(FEET) = 483.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.3 INCHES
9 5859
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.72
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 133.02
PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 15.48
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 205.00 = 3899.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.818
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.10 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.75
EFFECTIVE AREA(ACRES) = 48.45 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 55.4 PEAK FLOW RATE(CFS) = 133.02
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 913.45 DOWNSTREAM(FEET) = 912.14 FLOW LENGTH(FEET) = 263.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.70
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 133.02
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 15.93
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 214.00 = 4162.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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.) = 15.93
RAINFALL INTENSITY(INCH/HR) = 2.77
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.20
EFFECTIVE STREAM AREA(ACRES) = 48.45
TOTAL STREAM AREA(ACRES) = 55.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 133.02
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 946.00
ELEVATION DATA: UPSTREAM(FEET) = 936.37 DOWNSTREAM(FEET) = 930.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.022
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.126
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.30 0.42 0.100 76 13.02
10 5860
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 17.48
TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 17.48
**************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 930.50
DOWNSTREAM NODE ELEVATION(FEET) = 927.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 688.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02500
MAXIMUM DEPTH(FEET) = 1.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.70 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.84
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.73 AVERAGE FLOW DEPTH(FEET) = 0.47 FLOOD WIDTH(FEET) = 35.68 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 4.20 Tc(MIN.) = 17.22 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 8.66
EFFECTIVE AREA(ACRES) = 10.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.0 PEAK FLOW RATE(CFS) = 23.41
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.48 FLOOD WIDTH(FEET) = 36.71
FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY(FT*FT/SEC) = 1.33 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 1634.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 927.00
DOWNSTREAM NODE ELEVATION(FEET) = 921.80
CHANNEL LENGTH THRU SUBAREA(FEET) = 549.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02500
MAXIMUM DEPTH(FEET) = 1.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.434
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.64
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.62 AVERAGE FLOW DEPTH(FEET) = 0.45 FLOOD WIDTH(FEET) = 34.21 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 19.75 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 6.46
EFFECTIVE AREA(ACRES) = 13.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.0 PEAK FLOW RATE(CFS) = 27.99
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = 34.80
FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY(FT*FT/SEC) = 1.68 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 2183.00 FEET. **************************************************************************** 11 5861
FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 917.80 DOWNSTREAM(FEET) = 912.14 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 31.21
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.99
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 19.76
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 214.00 = 2202.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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.) = 19.76
RAINFALL INTENSITY(INCH/HR) = 2.43
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 13.00
TOTAL STREAM AREA(ACRES) = 13.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.99
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 128.90 14.36 2.947 0.30( 0.06) 0.20 43.7 140.00
1 132.20 15.59 2.806 0.30( 0.06) 0.20 47.4 110.00
1 133.02 15.93 2.770 0.30( 0.06) 0.20 48.4 120.00
1 132.98 17.22 2.643 0.30( 0.06) 0.20 51.3 100.00
1 131.48 19.03 2.490 0.29( 0.06) 0.21 54.4 200.00
1 123.21 21.26 2.330 0.28( 0.06) 0.23 55.4 130.00
2 27.99 19.76 2.434 0.42( 0.04) 0.10 13.0 210.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 153.61 14.36 2.947 0.31( 0.06) 0.18 53.1 140.00
2 157.71 15.59 2.806 0.31( 0.06) 0.18 57.6 110.00
3 158.75 15.93 2.770 0.31( 0.06) 0.18 58.9 120.00
4 159.50 17.22 2.643 0.31( 0.06) 0.19 62.6 100.00
5 159.06 19.03 2.490 0.31( 0.06) 0.19 67.0 200.00
6 156.73 19.76 2.434 0.30( 0.06) 0.19 67.8 210.00
7 149.98 21.26 2.330 0.30( 0.06) 0.20 68.4 130.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 159.50 Tc(MIN.) = 17.22
EFFECTIVE AREA(ACRES) = 62.62 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 68.4
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 214.00 = 4162.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 912.14 DOWNSTREAM(FEET) = 910.34 FLOW LENGTH(FEET) = 359.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.0 INCHES
12 5862
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.34
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 159.50
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 17.80
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 215.00 = 4521.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 68.4 TC(MIN.) = 17.80
EFFECTIVE AREA(ACRES) = 62.62 AREA-AVERAGED Fm(INCH/HR)= 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.186 PEAK FLOW RATE(CFS) = 159.50
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 153.61 14.96 2.877 0.31( 0.06) 0.18 53.1 140.00
2 157.71 16.17 2.746 0.31( 0.06) 0.18 57.6 110.00
3 158.75 16.51 2.711 0.31( 0.06) 0.18 58.9 120.00
4 159.50 17.80 2.591 0.31( 0.06) 0.19 62.6 100.00
5 159.06 19.61 2.445 0.31( 0.06) 0.19 67.0 200.00
6 156.73 20.36 2.391 0.30( 0.06) 0.19 67.8 210.00
7 149.98 21.85 2.292 0.30( 0.06) 0.20 68.4 130.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
13 5863
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 2 - NODES 220-223 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P2AC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 187.00
ELEVATION DATA: UPSTREAM(FEET) = 942.50 DOWNSTREAM(FEET) = 936.56 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.90 0.42 0.100 76 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.46
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 4.46
1 5864
**************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 932.56 DOWNSTREAM(FEET) = 930.60 FLOW LENGTH(FEET) = 392.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.31
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.46
PIPE TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 6.52
LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 579.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 222.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.52
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.736
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 10.14
EFFECTIVE AREA(ACRES) = 3.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 13.94
**************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 930.60 DOWNSTREAM(FEET) = 925.73 FLOW LENGTH(FEET) = 975.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.61
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.94
PIPE TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 9.41
LONGEST FLOWPATH FROM NODE 220.00 TO NODE 223.00 = 1554.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 3.3 TC(MIN.) = 9.41
EFFECTIVE AREA(ACRES) = 3.30 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 13.94
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
2 5865
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 300-308 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P3AC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00
ELEVATION DATA: UPSTREAM(FEET) = 916.35 DOWNSTREAM(FEET) = 912.38 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.028
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.533
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.30 0.42 0.100 76 5.03
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.42
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 6.42
1 5866
**************************************************************************** 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)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.38 DOWNSTREAM(FEET) = 907.69 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.64
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.42
PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 5.52
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 307.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.52
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.232
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 5.60
EFFECTIVE AREA(ACRES) = 2.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 11.68
**************************************************************************** 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)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.69 DOWNSTREAM(FEET) = 907.09 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.44
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.68
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 5.89
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 427.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.89
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.033
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 5.39
EFFECTIVE AREA(ACRES) = 3.70 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 16.62
**************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5867
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.09 DOWNSTREAM(FEET) = 906.49 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.93
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.62
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 6.22
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 547.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.22
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.868
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 6.08
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 22.15
**************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.49 DOWNSTREAM(FEET) = 905.89 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.37
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.15
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 6.54
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.54
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.727
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 5.90
EFFECTIVE AREA(ACRES) = 6.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.5 PEAK FLOW RATE(CFS) = 27.40
**************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.89 DOWNSTREAM(FEET) = 905.29 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 3 5868
PIPE-FLOW(CFS) = 27.40
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 6.84
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 306.00 = 787.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.84
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.599
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.92
EFFECTIVE AREA(ACRES) = 7.70 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.7 PEAK FLOW RATE(CFS) = 31.58
**************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.29 DOWNSTREAM(FEET) = 904.76 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.88
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.58
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.10
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 307.00 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.498
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.70 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 10.83
EFFECTIVE AREA(ACRES) = 10.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.4 PEAK FLOW RATE(CFS) = 41.70
**************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.76 DOWNSTREAM(FEET) = 903.28 FLOW LENGTH(FEET) = 294.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.39
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.70
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 7.76
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 1188.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 10.4 TC(MIN.) = 7.76
4 5869
EFFECTIVE AREA(ACRES) = 10.40 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 41.70
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
5 5870
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 310-312 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P3BC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00
ELEVATION DATA: UPSTREAM(FEET) = 928.60 DOWNSTREAM(FEET) = 915.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.340
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.545
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL POOR COVER
"OPEN BRUSH" B 2.40 0.20 1.000 92 18.34
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 5.07
1 5871
TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 5.07
**************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 911.50 DOWNSTREAM(FEET) = 911.32 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.07
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 18.47
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 312.00 = 915.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.4 TC(MIN.) = 18.47
EFFECTIVE AREA(ACRES) = 2.40 AREA-AVERAGED Fm(INCH/HR)= 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 5.07
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
2 5872
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 320-332 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P3CC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 429.00
ELEVATION DATA: UPSTREAM(FEET) = 917.07 DOWNSTREAM(FEET) = 912.15 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.394
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.068
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.10 0.42 0.100 76 8.39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 7.61
TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 7.61
1 5873
**************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 332.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.15 DOWNSTREAM(FEET) = 907.22 FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.91
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.61
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 9.03
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 332.00 = 615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 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.) = 9.03
RAINFALL INTENSITY(INCH/HR) = 3.90
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.10
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.61
**************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 331.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 887.00
ELEVATION DATA: UPSTREAM(FEET) = 925.22 DOWNSTREAM(FEET) = 913.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.973
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.494
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL POOR COVER
"OPEN BRUSH" B 7.80 0.20 1.000 92 18.97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 16.10
TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 16.10
**************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 332.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 909.90 DOWNSTREAM(FEET) = 907.22 FLOW LENGTH(FEET) = 132.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.99
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.10
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 19.19
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 332.00 = 1019.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = 1 ---------------------------------------------------------------------------- 2 5874
>>>>>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.) = 19.19
RAINFALL INTENSITY(INCH/HR) = 2.48
AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 7.80
TOTAL STREAM AREA(ACRES) = 7.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.10
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.61 9.03 3.895 0.42( 0.04) 0.10 2.1 320.00
2 16.10 19.19 2.477 0.20( 0.20) 1.00 7.8 330.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.90 9.03 3.895 0.21( 0.14) 0.67 5.8 320.00
2 20.91 19.19 2.477 0.21( 0.17) 0.81 9.9 330.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 20.91 Tc(MIN.) = 19.19
EFFECTIVE AREA(ACRES) = 9.90 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 9.9
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 332.00 = 1019.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 9.9 TC(MIN.) = 19.19
EFFECTIVE AREA(ACRES) = 9.90 AREA-AVERAGED Fm(INCH/HR)= 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.809 PEAK FLOW RATE(CFS) = 20.91
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.90 9.03 3.895 0.21( 0.14) 0.67 5.8 320.00
2 20.91 19.19 2.477 0.21( 0.17) 0.81 9.9 330.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
3 5875
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 340-342 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P3DC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 206.00
ELEVATION DATA: UPSTREAM(FEET) = 912.96 DOWNSTREAM(FEET) = 910.48 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.199
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.880
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.10 0.42 0.100 76 6.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 13.50
TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 13.50
1 5876
**************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.48 DOWNSTREAM(FEET) = 906.19 FLOW LENGTH(FEET) = 57.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.63
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.50
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.37
LONGEST FLOWPATH FROM NODE 340.00 TO NODE 342.00 = 263.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 3.1 TC(MIN.) = 6.37
EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 13.50
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
2 5877
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 350-363 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P3EC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 351.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 936.00
ELEVATION DATA: UPSTREAM(FEET) = 943.50 DOWNSTREAM(FEET) = 924.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.667
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.603
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL POOR COVER
"OPEN BRUSH" B 9.80 0.20 1.000 92 17.67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 21.20
1 5878
TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 21.20
**************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 352.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 924.50 DOWNSTREAM(FEET) = 924.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 169.00 CHANNEL SLOPE = 0.0018 CHANNEL FLOW THRU SUBAREA(CFS) = 21.20
FLOW VELOCITY(FEET/SEC) = 1.28 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 19.86
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 352.00 = 1105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 352.00 TO NODE 352.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.86
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.426
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL POOR COVER
"OPEN BRUSH" B 4.70 0.20 1.000 92
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 9.42
EFFECTIVE AREA(ACRES) = 14.50 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.5 PEAK FLOW RATE(CFS) = 29.05
**************************************************************************** FLOW PROCESS FROM NODE 352.00 TO NODE 353.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 924.20 DOWNSTREAM(FEET) = 921.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 515.00 CHANNEL SLOPE = 0.0050 CHANNEL FLOW THRU SUBAREA(CFS) = 29.05
FLOW VELOCITY(FEET/SEC) = 2.36 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.64 Tc(MIN.) = 23.50
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 353.00 = 1620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 353.00 TO NODE 353.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 23.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.193
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL POOR COVER
"OPEN BRUSH" B 8.20 0.20 1.000 92
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 14.71
EFFECTIVE AREA(ACRES) = 22.70 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.7 PEAK FLOW RATE(CFS) = 40.73
**************************************************************************** FLOW PROCESS FROM NODE 353.00 TO NODE 362.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 2 5879
ELEVATION DATA: UPSTREAM(FEET) = 917.60 DOWNSTREAM(FEET) = 907.09 FLOW LENGTH(FEET) = 912.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.95
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.73
PIPE TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 25.03
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 362.00 = 2532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 362.00 TO NODE 362.00 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.) = 25.03
RAINFALL INTENSITY(INCH/HR) = 2.11
AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 22.70
TOTAL STREAM AREA(ACRES) = 22.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.73
**************************************************************************** FLOW PROCESS FROM NODE 360.00 TO NODE 361.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 572.00
ELEVATION DATA: UPSTREAM(FEET) = 916.35 DOWNSTREAM(FEET) = 911.16 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.869
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.692
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.00 0.42 0.100 76 9.87
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.28
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.28
**************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 362.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.16 DOWNSTREAM(FEET) = 907.09 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.97
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.28
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.93
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 362.00 = 586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 362.00 TO NODE 362.00 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.) = 9.93
RAINFALL INTENSITY(INCH/HR) = 3.68
AREA-AVERAGED Fm(INCH/HR) = 0.04
3 5880
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.28
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 40.73 25.03 2.112 0.20( 0.20) 1.00 22.7 350.00
2 3.28 9.93 3.679 0.42( 0.04) 0.10 1.0 360.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 32.67 9.93 3.679 0.20( 0.18) 0.91 10.0 360.00
2 42.60 25.03 2.112 0.20( 0.19) 0.96 23.7 350.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 42.60 Tc(MIN.) = 25.03
EFFECTIVE AREA(ACRES) = 23.70 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.96 TOTAL AREA(ACRES) = 23.7
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 362.00 = 2532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 362.00 TO NODE 363.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.09 DOWNSTREAM(FEET) = 903.42 FLOW LENGTH(FEET) = 735.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.38
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.60
PIPE TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 26.69
LONGEST FLOWPATH FROM NODE 350.00 TO NODE 363.00 = 3267.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 23.7 TC(MIN.) = 26.69
EFFECTIVE AREA(ACRES) = 23.70 AREA-AVERAGED Fm(INCH/HR)= 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.962 PEAK FLOW RATE(CFS) = 42.60
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 32.67 11.69 3.334 0.20( 0.18) 0.91 10.0 360.00
2 42.60 26.69 2.032 0.20( 0.19) 0.96 23.7 350.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
4 5881
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 3 - NODES 370-383 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P3FC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 370.00 TO NODE 371.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 208.00
ELEVATION DATA: UPSTREAM(FEET) = 912.96 DOWNSTREAM(FEET) = 910.48 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.235
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.863
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.10 0.42 0.100 76 6.23
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 13.45
TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 13.45
1 5882
**************************************************************************** FLOW PROCESS FROM NODE 371.00 TO NODE 372.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.48 DOWNSTREAM(FEET) = 904.85 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.45
PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.20
LONGEST FLOWPATH FROM NODE 370.00 TO NODE 372.00 = 533.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 372.00 TO NODE 372.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.20
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.459
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.70 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 10.73
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 23.06
**************************************************************************** FLOW PROCESS FROM NODE 372.00 TO NODE 383.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.85 DOWNSTREAM(FEET) = 904.04 FLOW LENGTH(FEET) = 163.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.40
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.06
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 7.63
LONGEST FLOWPATH FROM NODE 370.00 TO NODE 383.00 = 696.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 383.00 TO NODE 383.00 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.) = 7.63
RAINFALL INTENSITY(INCH/HR) = 4.31
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 5.80
TOTAL STREAM AREA(ACRES) = 5.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.06
**************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 381.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 538.00
2 5883
ELEVATION DATA: UPSTREAM(FEET) = 917.76 DOWNSTREAM(FEET) = 912.09 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.346
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.814
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.00 0.42 0.100 76 9.35
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.39
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.39
**************************************************************************** FLOW PROCESS FROM NODE 381.00 TO NODE 382.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.09 DOWNSTREAM(FEET) = 906.14 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.83
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.39
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.75
LONGEST FLOWPATH FROM NODE 380.00 TO NODE 382.00 = 678.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 382.00 TO NODE 382.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.75
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.720
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.32
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.63
**************************************************************************** FLOW PROCESS FROM NODE 382.00 TO NODE 383.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.14 DOWNSTREAM(FEET) = 904.04 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.40
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.63
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 10.14
LONGEST FLOWPATH FROM NODE 380.00 TO NODE 383.00 = 828.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 383.00 TO NODE 383.00 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.) = 10.14
RAINFALL INTENSITY(INCH/HR) = 3.63
3 5884
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.40
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.63
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.06 7.63 4.309 0.42( 0.04) 0.10 5.8 370.00
2 4.63 10.14 3.633 0.42( 0.04) 0.10 1.4 380.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 27.20 7.63 4.309 0.42( 0.04) 0.10 6.9 370.00
2 24.04 10.14 3.633 0.42( 0.04) 0.10 7.2 380.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.20 Tc(MIN.) = 7.63
EFFECTIVE AREA(ACRES) = 6.85 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.2
LONGEST FLOWPATH FROM NODE 380.00 TO NODE 383.00 = 828.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 7.2 TC(MIN.) = 7.63
EFFECTIVE AREA(ACRES) = 6.85 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 27.20
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 27.20 7.63 4.309 0.42( 0.04) 0.10 6.9 370.00
2 24.04 10.14 3.633 0.42( 0.04) 0.10 7.2 380.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
4 5885
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 4 - NODES 400-410 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P4AC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00
ELEVATION DATA: UPSTREAM(FEET) = 912.06 DOWNSTREAM(FEET) = 910.04 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.10 0.42 0.100 76 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.50
1 5886
**************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.04 DOWNSTREAM(FEET) = 905.14 FLOW LENGTH(FEET) = 179.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.46
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.50
PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 6.21
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.21
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.873
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.74
EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.17
**************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.14 DOWNSTREAM(FEET) = 903.62 FLOW LENGTH(FEET) = 306.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.52
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.17
PIPE TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 7.66
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 403.00 = 576.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.66
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.297
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 7.66
EFFECTIVE AREA(ACRES) = 2.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 9.57
**************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
2 5887
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.62 DOWNSTREAM(FEET) = 902.84 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.12
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.57
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 8.17
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 732.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.17
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.135
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.79
EFFECTIVE AREA(ACRES) = 3.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 14.00
**************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 902.84 DOWNSTREAM(FEET) = 902.06 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.61
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.00
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 8.63
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 888.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.63
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.001
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.63
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 18.17
**************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 902.06 DOWNSTREAM(FEET) = 901.28 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.03
3 5888
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.17
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 9.06
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 406.00 = 1044.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.06
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.885
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.50
EFFECTIVE AREA(ACRES) = 6.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.4 PEAK FLOW RATE(CFS) = 22.14
**************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 407.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.28 DOWNSTREAM(FEET) = 900.50 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.37
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.14
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 9.47
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 407.00 = 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 407.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.784
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.38
EFFECTIVE AREA(ACRES) = 7.70 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.7 PEAK FLOW RATE(CFS) = 25.93
**************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 408.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 900.50 DOWNSTREAM(FEET) = 899.71 FLOW LENGTH(FEET) = 158.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.53
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.93
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.88
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 408.00 = 1358.00 FEET. **************************************************************************** 4 5889
FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.88
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.690
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.80 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.91
EFFECTIVE AREA(ACRES) = 9.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.5 PEAK FLOW RATE(CFS) = 31.19
**************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 409.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 899.71 DOWNSTREAM(FEET) = 898.04 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.90
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.19
PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 10.68
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 409.00 = 1692.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 409.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.68
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.520
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.25
EFFECTIVE AREA(ACRES) = 9.90 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.9 PEAK FLOW RATE(CFS) = 31.19
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 410.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.04 DOWNSTREAM(FEET) = 897.21 FLOW LENGTH(FEET) = 166.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.90
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.19
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 11.08
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1858.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 9.9 TC(MIN.) = 11.08
EFFECTIVE AREA(ACRES) = 9.90 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 31.19
============================================================================ 5 5890
============================================================================
END OF RATIONAL METHOD ANALYSIS
6 5891
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 5 - NODES 500-524 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P5AC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 307.00
ELEVATION DATA: UPSTREAM(FEET) = 942.80 DOWNSTREAM(FEET) = 932.29 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.900
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.027
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.50 0.42 0.100 76 5.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 11.22
TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 11.22
1 5892
**************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 928.29 DOWNSTREAM(FEET) = 926.43 FLOW LENGTH(FEET) = 372.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.40
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.22
PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 7.05
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 679.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.05
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.518
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.90 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 7.65
EFFECTIVE AREA(ACRES) = 4.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 17.72
**************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 926.43 DOWNSTREAM(FEET) = 925.72 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.00
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.72
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 7.44
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.44
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.373
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.90 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.51
EFFECTIVE AREA(ACRES) = 5.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 20.66
**************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5893
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.72 DOWNSTREAM(FEET) = 925.12 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.12
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.66
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 7.77
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 941.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.77
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.262
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.80
EFFECTIVE AREA(ACRES) = 6.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 23.92
**************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.12 DOWNSTREAM(FEET) = 923.51 FLOW LENGTH(FEET) = 321.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.47
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.92
PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 8.60
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 505.00 = 1262.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.60
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.011
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.10 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 11.07
EFFECTIVE AREA(ACRES) = 9.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.4 PEAK FLOW RATE(CFS) = 33.57
**************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 506.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 923.51 DOWNSTREAM(FEET) = 922.07 FLOW LENGTH(FEET) = 288.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.96
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 3 5894
PIPE-FLOW(CFS) = 33.57
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 9.29
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 506.00 = 1550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.829
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.80 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 6.13
EFFECTIVE AREA(ACRES) = 11.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.2 PEAK FLOW RATE(CFS) = 38.17
**************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 523.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.07 DOWNSTREAM(FEET) = 921.07 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.27
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.17
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 9.74
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 523.00 = 1750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 523.00 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.) = 9.74
RAINFALL INTENSITY(INCH/HR) = 3.72
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 11.20
TOTAL STREAM AREA(ACRES) = 11.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.17
**************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
USER SPECIFIED Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.60 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.98
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.98
**************************************************************************** 4 5895
FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 929.43 DOWNSTREAM(FEET) = 928.82 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.88
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.98
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 5.52
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 512.00 = 322.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.52
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.229
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.33
EFFECTIVE AREA(ACRES) = 1.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 5.14
**************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 928.82 DOWNSTREAM(FEET) = 928.26 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.44
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.14
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 5.94
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 513.00 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.94
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.004
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.23
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 7.15
**************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 514.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 928.26 DOWNSTREAM(FEET) = 927.70 5 5896
FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.67
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.15
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 6.34
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 514.00 = 546.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 514.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.34
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.813
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.15
EFFECTIVE AREA(ACRES) = 2.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 9.02
**************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 515.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 927.70 DOWNSTREAM(FEET) = 927.14 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.07
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.02
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.71
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 515.00 = 658.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.653
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.07
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 10.79
**************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 516.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 927.14 DOWNSTREAM(FEET) = 926.53 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.17
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.79
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 7.10
6 5897
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 516.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 516.00 TO NODE 516.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.497
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.00
EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 12.43
**************************************************************************** FLOW PROCESS FROM NODE 516.00 TO NODE 517.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 926.53 DOWNSTREAM(FEET) = 925.92 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.51
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.43
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 7.47
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 517.00 = 902.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 517.00 TO NODE 517.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.362
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.94
EFFECTIVE AREA(ACRES) = 3.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 14.00
**************************************************************************** FLOW PROCESS FROM NODE 517.00 TO NODE 518.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.92 DOWNSTREAM(FEET) = 925.36 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.61
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.00
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 7.81
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 518.00 = 1014.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 518.00 TO NODE 518.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
7 5898
============================================================================ MAINLINE Tc(MIN.) = 7.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.250
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.89
EFFECTIVE AREA(ACRES) = 4.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 15.52
**************************************************************************** FLOW PROCESS FROM NODE 518.00 TO NODE 519.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.36 DOWNSTREAM(FEET) = 924.80 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.52
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 8.14
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 519.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 519.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.14
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.145
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.85
EFFECTIVE AREA(ACRES) = 4.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.6 PEAK FLOW RATE(CFS) = 16.99
**************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 520.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 924.80 DOWNSTREAM(FEET) = 924.24 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.96
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.99
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.45
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 520.00 = 1238.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 520.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.45
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.052
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
8 5899
COMMERCIAL B 0.60 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.17
EFFECTIVE AREA(ACRES) = 5.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 18.77
**************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 924.24 DOWNSTREAM(FEET) = 922.64 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.06
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.77
PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 9.33
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 521.00 = 1558.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 521.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.33
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.818
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.60 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.04
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 19.71
**************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.64 DOWNSTREAM(FEET) = 921.81 FLOW LENGTH(FEET) = 166.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.09
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.71
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 9.78
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 522.00 = 1724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 522.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.78
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.711
SUBAREA LOSS RATE DATA(AMC III):