1601 N Bristol St - Phase 1 - Plan

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CITY OF SANTA ANA Planning and Building Agency Mr. Amir Houriani Project No. 32-6235-00 1601-1607N. Bristol Street August 29, 2022 Page approved FOR PERMIT ISSUANCE Master ID: PAVEMENT DESIGN SECTIONS a e: Vehicular Service Asphalt Concrete Thickness Base Course Thickness Estimated Traffic Index (TI) (Inches) (Inches) Parking Lot, Driveways 3 4 (TI = 4) Where rigid concrete paving will be implemented, it is recommended that the concrete be at least four inches thick underlain by a minimum of four inches of compacted base material. This rigid concrete pavement section is based on a minimum 28-day Modulus of Rupture of 550psi and a compressive strength of 3,000psi. The third point method of testing beams should be used to evaluate Modulus of Rupture. The modulus of subgrade reaction may be set at 125 pounds per square inch per inch. Transverse expansion/contraction joints should not be spaced more than ten feet and should be cut to a depth of one -quarter the thickness of the slab. Base materials which underlie flexible or rigid pavements should be compacted to a minimum of 95% of the maximum dry density as determined by ASTM:D-1557. Base materials shall conform to requirements for Crushed Miscellaneous Base (CMB) or equivalent and should be placed in accordance with the requirements of the Standard Specifications for Public Works Construction (SSPWC, latest edition). Asphaltic materials should conform to Section 203-1, "Paving Asphalt," of the SSPWC and should be placed in accordance with Section 302-5, "Asphalt Concrete Pavement," of the SSPWC. The performance of pavement is highly dependent upon providing positive surface drainage away from the edges. Ponding of water on or adjacent to pavement can result in saturation of the subgrade materials and subsequent pavement distress. If planter islands are planned, the perimeter curb should extend a minimum of 12 inches below the bottom of the base course. ITE INFILTRATION FACILITIES Various municipalities and jurisdictions have leaned towards the increased implementation of Low Impact Development (LID) requirements to infiltrate stormwater into the on -site soils of a proposed development to reduce surface runoff draining into public storm drains. It is critical that the infiltration of stormwater does not undermine the integrity of underlying materials or any existing structures. The percolation testing was performed at the two locations shown on the enclosed Plot Plan, (Figure 3). Two test pits were hand dug to a depth of four feet. A one cubic foot hole (V x 1, x V) was excavated at the bottom of each of the test pits. The percolation testing was performed at a depth of four to five feet. The 1ft3 excavations were pre-soaked, refilled and a percolation test was performed. Recorded water drop rates are shown on the enclosed Percolation Test Results. The percolation test results show that the measured infiltration rate is 0.4 in/hr and 0.3 in/hr for TP-1 and TP-2, respectively. To arrive at the stabilized infiltration rate, we used the lowest six inches of the water column that percolated in the bottom of the pit and applied a factor of safety of 2.0. Even though the percolation tests yielded an acceptable value for infiltration rates, the implementation of on -site stormwater infiltration facilities is not n�n= A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 Lit Office: (818)785-5244 • Facsimile: (818)785-6251