1601 N Bristol St - Phase 1 - Plan

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Mr. Amir Houriani Project No. 32-6235-00 1601-1607 N. Bristol Street August 29, 2022 Cracking of reinforced concrete is a relatively common occurrence. Some concrete, including slabs, can be anticipated. Irregularities in new slabs are also slabs cannot be tolerated, heavily reinforced structural slabs are an option. CITY OF SANTA ANA Planning and Building Agency Page Approved FOR PERMIT ISSUANCE Master ID: Nt(bf reinforced The recommendations presented above are intended to reduce the potential for random cracking to which concrete flatwork is often prone. Judicious spacing of crack control joints has proven effective in further reducing random cracking. A structural engineer may recommend the desirable spacing. Usually crack control joints are placed 12 to 15 feet apart in each direction. Factors influencing cracking of concrete flatwork, (other than expansion, settlement, and creep of soils), and which should be avoided, include: poor -quality concrete, excessive time passing between the mixing and placement of the concrete (concrete should be rejected if this time interval exceeds two hours), temperature, and wind conditions at the time of placement, curing, and workmanship. Concrete should be maintained in a moist condition (curing) for at least the first seven days after placement. During hot weather, proper attention should be given to the ingredients, production methods, handling, placement, protection, and curing to prevent excessive concrete temperature or water evaporation. In hot weather and windy conditions, water evaporates more rapidly from the surface of the concrete flatwork. This requires more frequent moistening of the concrete during the curing period or the use of a protective chemical film to prevent evaporation. LATERAL RESISTANCE Resistance to lateral loads can be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.3 may be assumed with normal dead load forces. An allowable passive earth pressure of 250psf per foot of depth up to a maximum of 2,500psf may be used for footings poured against properly compacted fill. The values of coefficient of friction and allowable passive earth pressure include a factor of safety of 1.5. The allowable passive earth pressure may be increased by one-third for transient lateral loading due to wind or seismic forces. RETAINING WALLS The proposed building and other miscellaneous structures will be constructed on -grade. For any retaining walls which may be incorporated as part of the project, cantilevered and restrained retaining walls shall be designed to account for active and at -rest earth pressures, respectively. The following design pressures are provided for walls supporting a level backslope not exceeding six feet in height. LATERAL EARTH PRESSURES for RETAINING WALL DESIGN Cantilevered Wail Restrained Wall Wall Height (Feet) Active Equivalent Fluid Pressure At -Rest Equivalent Fluid Pressure (Pcf) (Pcf) Up to 6 45 60 (Triangular Pressure Distribution) (Triangular Pressure Distribution) n �H A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 L Office: (818)785-5244 • Facsimile: (818)785-6251