Implan Tijuana · @implan_tijuana. Instituto Metropolitano de Planeación de Tijuana. Tijuana, Baja California. Blvd. , Defensores de Baja California , Blvd. Agua Caliente, Colonia Revolución, Cuauhtemoc, Tijuana, B.C., Mexico. Implan Tijuana. Updated 2 September Transcript. See full transcript. Choose a template. Pitch – FinancePitch – FinanceWPitch – Finance. Keep it clear and.
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The main objective of the project is to tijjuana the Arroyo Alamar and its flood plain to encourage planned land use and preserve primary hydroecological functions.
The project will satisfy tijuaha host of urban-planning needs, including the preservation of riparian areas, flood management, planned land use, recreation, landscaping, a green corridor, replenishment of groundwater, improvement of water quality, and compliance with federal stream zoning regulations.
The project encompasses the km reach of Arroyo Alamar, located between the bridge on the toll road to Tecate to the east, and the channelized reach near the confluence with the Tijuana river to the west Fig.
To perform the hydrological and hydroecological design of the rehabilitated channel includes the determination of flood discharges for selected design frequencies, and the calculation of water-surface profiles. Herein, the Gumbel impkan was used to calculate the yr and yr flood discharges, based on the previous findings.
The upstream point, with invert elevation 80 m, is at the bridge on the toll road to Tecate. The downstream point, with invert elevation 40 m, is at the confluence with the channelized reach near the confluence with the Tijuana river.
This provides an average channel slope of 0. The project reach, of length The small reach interval 20 m was adopted to ensure the tojuana of the water-surface profile computation. River stations are numbered from to The channel consists of a main channel and left and right overbank channels flood plains.
The bottom width of the main channel is 40 m, and the main channel depth is 3. The side slopes of the main channel are 2 horizontal to 1 vertical. The overbank channels are 20 m wide each, with channel depth 3. Figure 3 shows the channel design.
The left channel bottom x-coordinate was specified as m, and the corresponding cross-sectional coordinates were impan using a spreadsheet. The x-coordinate left overbank limit is These are the Manning’s n for friction boundary loss, contraction and expansion coefficients to evaluate transition loss, and bridge and culvert loss coefficients.
At the present level of approximation, all secondary energy-loss coefficients have been neglected. Appropriate values of Manning’s n are significant to the accuracy of the calculated water surface profiles. The Manning’s n value depends on a number of factors, including surface roughness, amount and type of vegetation, channel irregularities, channel alignment, scour and deposition, presence of obstructions, size and shape of channel, stage and discharge, seasonal changes, temperature, and bed material load.
Manning’s n values for inbank channel flow was estimated at 0. These values are consistent with established practice. Since the flow is subcritical, the boundary condition is specified at the downstream end of the channel system.
The flow value is entered at the upstream end of the reach, and it assumes that the flow remains constant until another flow value is encountered with the same reach. The flood discharges corresponding to,and yr return periods were used to calculate water-surface profiles with HEC-RAS. Flow depths vary from 3. The Froude numbers vary from 0.
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For the yr design flood discharge, the freeboard is 1. Estimated discharges using Gumbel method.
The Alamar Research Group. A hydrological study to determine design flood discharges for 2 to yr frequencies has been performed by Ponce The HEC-RAS model calculates the water-surface profile of a channel system, when presented with appropriate upstream and downstream boundary conditions.
A hydrological design has been accomplished for the Arroyo Alamar rehabilitation project, Tijuana, Baja California.
Builders target Tijuana’s stagnant areas
The design used the U. Army Corps of Engineers’ HEC-RAS model to determine flow depths, mean velocities, Froude numbers, and freeboards for a ijplan cross-section featuring a compound prismatic channel with left and right overbank side channels Fig.
The flow depths and mean velocities obtained from the model, shown in Table 2, are consistent with established practice.