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• <br /> NOTE: FIG. 5a and 5b were taken from drawing SPEC0475. <br /> If you would like the drawing in cad form or PDF please <br /> contact customer service. <br /> FOUNDATION NOTES: <br /> 1. THE FOUNDATIONS HAVE BEEN DESIGNED BASED ON A PRESUMPTIVE LOAD-BEARING VALUE OF 1500 PSF <br /> PER IBC SECTION 1806.AN INSPECTOR OR SOILS ENGINEER SHALL VERIFY LOAD-BEARING VALUE CAPACI' <br /> 2. FOUNDATIONS SHALL BEAR ON PROPERLY PREPARED AND COMPACTED SOILS CAPABLE OF SUPPORTING <br /> 2-POST LIFT(12 KIP MAXIMUM LOAD PER VERTICAL LEG OF LIFT)SURFACE LOADS. <br /> 3. PROTECT EXISTING UTILITIES AND STRUCTURES(OVERHEAD OR UNDERGROUND)WITHIN THE WORK <br /> AREA AS WELL AS ANY EXISTING FOUNDATION SYSTEM(S). <br /> 4. FOUNDATIONS WERE DESIGNED UTILIZING KBC SECTION 1605'ALTERNATIVE BASIC LOAD COMBINATIONS <br /> WITHOUT THE 1/3 INCREASE IN THE ALLOWABLE BEARING PRESSURES DUE TO SHORT-TERM LOADING. <br /> 5. FOUNDATIONS SHALL BE PLACED ACCORDING TO THE DEPTHS SHOWN ON THE DRAWINGS.SHOULD SOIL <br /> ENCOUNTERED AT THESE DEPTHS NOT BE APPROVED BY THE INSPECTOR OR SOILS ENGINEER, <br /> FOUNDATION ELEVATIONS/DIMENSIONS MAY NEED TO BE MODIFIED BY THE ENGINEER.NOTIFY THE <br /> ENGINEER OF RECORD IF THIS IS THE CASE. <br /> 6. NOT APPLICABLE FOR AREAS WITH SEISMIC DESIGN CATEGORY D OR GREATER. <br /> CONCRETE NOTES: <br /> 1. CONCRETE COMPRESSIVE STRENGTH-PROVIDE CONCRETE WITH THE FOLLOWING STRENGTHS AT THE <br /> LOCATIONS NOTED. MIX DESIGN,SLUMP,AIR ENTRAINMENT,AGGREGATE SIZE,ETC.SHALL BE IN <br /> CONFORMANCE WITH THE ACI 301,LATEST EDITION. <br /> LOCATION STRENGTH(PSI @ 28 DAYS) <br /> SPREAD FOOTING PADS 3000 PSI NORMAL WEIGHT <br /> 2. REINFORCING STEEL-ASTM A615 GRADE 60. <br /> 3. FABRICATE AND PLACE REINFORCEMENT IN ACCORDANCE WITH ACI PUBLICATION SP-66,ACI <br /> DETAILING MANUAL-LATEST EDITION. <br /> 4. PLACE CONCRETE IN COMPLIANCE WITH ACI 304.ALL CONCRETE SHALL BE MECHANICALLY VIBRATED. <br /> 5. REINFORCING SUPPORT-ALL REINFORCING SHALL BE ADEQUATELY CHAIRED/BOLSTERED. <br /> LIFTING OR HOOK IS NOT PERMITTED. <br /> Fig.5a <br /> \ v V2 <br />