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EMBEDMENT <br />DEPTHS DEMBED <br />PER SCHEDULE <br />DIAMETER PER <br />SCHEDULE <br />3" CLR <br />2"CLR COVER <br />AT TOP <br />TIES "T1" PER <br />SCHEDULE <br />STARTING FROM <br />TOP OF PIER AND <br />DOWN TO 5'-0" <br />BELOW GRADE <br />SHIFT TIES TO <br />ALLOW 4" CONDUIT. <br />6" MAX. SPACING, <br />TYP. (2 LOCATIONS) <br />VARIES <br />(0" TO 28" MAX) <br />TIES "T2" PER <br />SCHEDULE <br />GRADE <br />NO MORE THAN (1) 4" DIA. AND (1) 11 <br />2" <br />DIA.CONDUITS TO RUN THROUGH <br />PIER. CONDUITS SHALL NOT BE IN <br />CONTACT WITH ANY VERTICAL OR <br />TRANSVERSE REINFORCEMENT <br />3" CLR TO <br />TIES ALL <br />AROUND <br />2 <br />- <br />18" EMBED <br />MIN <br />#3 TIES AT 3" O.C. AROUND <br />BOLTS TO TERMINATE W/ <br />HOOKS <br />6 -11 <br />2" DIAMETER F1554 GR.55 THREADED <br />A.B., GALV W/ MIN EMBED AS SHOWN. SEE <br />BASE PLATE PLAN VIEW FOR BOLT <br />CONFIGURATION. <br />STEEL COLUMN BY STEEL FABRICATOR <br />1 3/4" THICK BASE PLATE PER BASE <br />PLATE PLAN VIEW BELOW BY STEEL <br />FABRICATOR <br />MAX 2" HIGH-STRENGTH <br />NON-SHRINK GROUT <br />PLAN VIEW: BASE PLATE <br />1'-6" <br />1'-01 <br />2" <br />2'-4"1'-101 <br />2" <br />1 9 <br />16" HOLES <br />3" CLR TO <br />TIES ALL <br />AROUND <br />TIES/HOOPS. <br />SIZE & SPACING PER <br />PIER ELEVATION <br />CONCRETE PIER, <br />DIAMETER PER SCHEDULE <br />COLUMN & BASE PLATE <br />ABOVE BY STEEL <br />FABRICATOR <br />EQUALLY SPACED <br />VERTICALS PER <br />SCHEDULE <br />6" LAP MIN <br />CUSTOMER <br />DATE: <br />SCALE: <br />SHEET # <br />CUSTOMER <br />SD-1 <br />APN <br />PLAN SET REVISIONS <br />399-031-24 / 399-031-23 <br />6/8/2023 <br />SAMUELI ACADEMY <br />1901/1919 N. FAIRVIEW ST. <br />SANTA ANA, CA. 92705 <br />CONTRACTOR SIGNATURE: <br />DAVID CLEVELAND <br />CO <br />N <br />T <br />R <br />A <br />C <br />T <br />O <br />R <br />' <br />S <br /> <br />L <br />I <br />C <br />E <br />N <br />S <br />E <br /> <br /># <br /> <br />1 <br />0 <br />8 <br />9 <br />1 <br />1 <br />7 <br /> <br />C <br />L <br />A <br />S <br />S <br /> <br />B <br />DRAWN BY: <br />CHECKED BY: <br />APPROVED BY: <br />ENGINEER STAMP <br />PROJECT NUMBER <br />1074220072 <br />C: <br />\ <br />U <br />s <br />e <br />r <br />s <br />\ <br />j <br />o <br />d <br />i <br />a <br />z <br />\ <br />M <br />o <br />t <br />i <br />v <br />e <br /> <br />E <br />n <br />e <br />r <br />g <br />y <br />, <br /> <br />I <br />n <br />c <br />\ <br />M <br />E <br />S <br /> <br />- <br /> <br />P <br />r <br />o <br />j <br />e <br />c <br />t <br />s <br /> <br />- <br /> <br />C <br />& <br />I <br />\ <br />O <br />r <br />a <br />n <br />g <br />e <br />w <br />o <br />o <br />d <br /> <br />F <br />o <br />u <br />n <br />d <br />a <br />t <br />i <br />o <br />n <br />\ <br />E <br />n <br />g <br />i <br />n <br />e <br />e <br />r <br />i <br />n <br />g <br />\ <br />C <br />A <br />D <br />\ <br />P <br />l <br />a <br />n <br />\ <br />S <br />a <br />m <br />u <br />e <br />l <br />i <br /> <br />A <br />c <br />a <br />d <br />e <br />m <br />y <br />_ <br />M <br />A <br />S <br />T <br />E <br />R <br /> <br />P <br />L <br />A <br />N <br /> <br />S <br />E <br />T <br />_ <br />0 <br />2 <br />- <br />0 <br />9 <br />- <br />2 <br />4 <br />_ <br />R <br />e <br />v <br /> <br />2 <br />. <br />d <br />w <br />g <br /> <br />F <br />e <br />b <br /> <br />1 <br />5 <br />, <br /> <br /> <br />2 <br />0 <br />2 <br />4 <br /> <br />- <br /> <br />9 <br />: <br />1 <br />2 <br />a <br />m <br />J.D. 10-27-23 <br />J.M. 10-27-23 <br />B.B. 10-27-23 <br />FOUNDATION DETAILS <br />CONCRETE PIER SECTION2 SCALE: N.T.S. <br />FOUNDATION GENERAL NOTES: <br />1.THESE DRAWINGS ARE COPYRIGHTED INSTRUMENTS OF MOTIVE ENERGY FOR USE ON THIS PROJECT & THIS PROJECT ONLY. <br />2.CONTRACTOR RESPONSIBILITY-CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR MEANS, <br />METHODS, SEQUENCING, AND SAFETY PRECAUTIONS INCLUDING BUT NOT LIMITED TO SHORING OR BRACING. FOLLOW WRITTEN DIMENSIONS ONLY & <br />VERIFY IN FIELD ALL DIMENSIONS BEFORE COMMENCING WORK. CONTACT EOR WHEN ANY DISCREPANCY IS ENCOUNTERED. DRAWING SHALL NOT BE <br />SCALED. <br />3.ALL CONCRETE SHALL BE SUPPLIED & PLACED IN ACCORDANCE WITH ACI 318. <br />4.CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150 TYPE II. SEE SOILS REPORT FOR SULFATE CONTENT. WHERE SEVERE OR VERY <br />SEVERE SULFATE EXPOSURE EXISTS, TYPE V CEMENT SHALL BE USED AND CONCRETE MIX SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 <br />TABLE 19.3.2.1 <br />5.CONCRETE W/C RATIO SHALL NOT EXCEED 0.45. <br />6.AGGREGATE FOR FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR LOW SHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. <br />7.USE 1" MAXIMUM AGGREGATE SIZE. <br />8.PLACEMENT: <br /> 8.1. ALL REINFORCING BARS, ANCHOR BOLTS, AND ALL OTHER HARDWARE SHALL BE SECURED IN POSITION PRIOR TO CONCRETE POUR. <br /> 8.2. CONCRETE SHALL BE PLACED IN CONTINUOUS FASHION, AND UNINTERRUPTED BETWEEN PREDETERMINED CONSTRUCTION JOINTS. <br /> 8.3. USE VIBRATORS TO CONSOLIDATE CONCRETE. <br /> 8.4. CONCRETE SHALL BE CONTINUOUSLY CURED FOR 7 DAYS AFTER PLACEMENT WITH THE EXCEPTION OF FOUNDATION CONCRETE. <br /> 8.5. ALL IMPERFECTIONS, INCLUDING HOLES RESULTING FROM INSERTS, SHALL BE GROUTED, BRUSHED, AND SACKED TO UNIFORM FINISH. <br /> 8.6. ALL CORNERS SHALL BE CHAMFERED (3/4" MIN) TO PREVENT DAMAGE. <br /> 8.7. CONSTRUCTION TOLERANCE SHALL BE IN ACCORDANCE WITH ACI 117. <br />9.CONCRETE TO OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF FC' = 4,500 PSI AT 28 DAYS. <br />10.CONCRETE MIXES SHALL BE SUBMITTED FOR THE REVIEW AND APPROVAL OF THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION. <br />11.ALL REBAR TO BE GRADE 60. <br />12.CONCRETE TO REACH 1500 PSI PRIOR TO REMOVAL OF SHORING AND/OR INSTALLATION OF BEAMS AND PURLINS. <br />13.PIER EXCAVATION SHALL BE CLEAN OF ALL DELETERIOUS MATERIAL, INCLUDING LOOSE SOIL, PRIOR TO POURING CONCRETE. <br />14.SPECIAL INSPECTION OF PIER FOUNDATION EXCAVATIONS SHALL BE PERFORMED IN ACCORDANCE WITH CBC SECTION 1705.8. <br />15.CONCRETE BREAK TESTS SHALL BE PERFORMED, WITH THE FOLLOWING EXCEPTION: PER ACI 5.6.2.3, THE CONTRACTOR CAN ASK FOR APPROVAL FROM <br />THE BUILDING OFFICIAL TO FORGO BREAK TESTS IF ALL THE FOLLOWING CRITERIA ARE MET: <br /> 1. HISTORIC BREAK TESTS FOR SPECIFIC MIX DESIGN THAT WILL BE USED ARE OBTAINED FROM THE READY MIX SUPPLIER AND SUBMITTED TO THE <br /> BUILDING DEPT. OR INSPECTOR AND TO THE EOR. <br /> 2. THE QUANTITY OF SAID SPECIFIC MIX DESIGN TO BE USED ON THE PROJECT IS LESS THAN 50 CUBIC YARDS. <br /> 3. THE LOAD TICKETS FOR THE CONCRETE DELIVERED TO THE SITE ARE RETAINED WITH COPIES SUBMITTED TO THE BUILDING DEPT. OR INSPECTOR <br /> AND TO THE EOR. <br />16.UNDER NO CIRCUMSTANCES SHALL WATER BE ADDED TO THE CONCRETE AT THIS JOB SITE. <br />17.SPECIAL INSPECTION IS REQUIRED FOR THIS PROJECT. <br />DESIGN CRITERIA <br />CODES: 2022, ASCE 7-16, ACI 318-19 <br />WIND SPEED: 95 MPH <br />EXPOSURE: B <br />IMPORTANCE FACTOR (WIND)= 1.0 <br />SS=1.328 <br />SMS=0.472 <br />SDS=0.885 <br />SEISMIC DESIGN CATEGORY: D <br />RISK CATEGORY: II <br />IMPORTANCE FACTOR (SEISMIC)= 1.0 <br />SOILS PARAMETERS: <br />GEOTECHNICAL ENGINEER: LEIGHTON CONSUTING, INC. <br />GEOTECHNICAL REPORT NUMBER: 11975.005 <br />GEOTECHNICAL REPORT DATE:05/09/2023 <br />ALLOWABLE LATERAL BEARING:300 PSF/FT <br />ALLOWABLE BEARING WIDTH INCREASE:YES. 2X WIDTH WHERE SPACING IS > 3X PIER DIAMTER <br />ALLOWABLE INCREASE FOR SHORT DURATION:YES. 33% <br />ALLOWABLE SKIN FRICTION - DOWNWARD:150 PSF <br />ALLOWABLE SKIN FRICTION - UPLIFT:90 PSF <br />TOP OF SOIL TO IGNORE:1'-0" <br />ELEVATION OF CONCRETE PIER1 <br />CONCRETE PIER SCHEDULE <br />PIER TYPE PER PLAN DEMBED DIAMETER VERTICALS T1 T2 <br />P-1 10'-0"42"12-#7 #5 AT 4" O.C.#5 AT 12" O.C. <br />NTS <br />________________________ <br />nature <br />_________________________________________________ <br />_____________________________________________________________ <br />________________________ <br />nature <br />________________________________________________ <br />_____________________________________________________________ <br />02/15/2024 <br />1901 N Fairview St & Bldg A, B, <br />C, F & 1919 N Fairview St Bldg E <br />4/11/2024