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1 ■ 2 ■ 3 ■ 4 ■ 0 ■ 6 ■ 7 ■ 8 ■ 9 ■ 10 ■ 11 ■ 12 ■ 13 ■ 14 ■ 15 ■ 16 ■ 17 ■ 18 ■ 19 ■ 20 <br />HIGH <br />N.T.S. <br />SEE PLANS AND PLAN NOTES FOR <br />LOCATION OF GROUTED CELLS. <br />STOP GROUT MIN 1-1/2" BELOW TOP <br />OF UNIT IF POUR IS STOPPED FOR <br />MORE THAN ONE HOUR. <br />MAXIMUM HEIGHT OF POUR = 24'-0". MAXIMUM <br />HEIGHT OF LIFT IS 5'-0". WAIT 3 TO 5 MINUTES AND <br />CONSOLIDATE WITH FLEXIBLE CABLE VIBRATOR. <br />POUR SUCCEEDING LIFTS AFTER WAITING 15 TO <br />60 MINUTES. RECONSOLIDATE EACH LIFT BY <br />VIBRATING SEVERAL INCHES INTO THE <br />PROCEEDING LIFT. CONSOLIDATION OF A LIFT <br />AND RECONSOLIDATION OF THE PROCEEDING <br />LIFT MAY BE DONE AT THE SAME TIME. <br />GROUT TO CONFORM TO ASTM C476. SUBMIT MIX <br />DESIGN FOR REVIEW. MAXIMUM AGGREGATE <br />SIZE = 3/8". SLUMP = 8" TO 10". DO NOT USE SAME <br />MIX AS USED FOR TIE BEAMS. <br />PROVIDE CLEAN OUT HOLE MINIMUM SIZE 3" x 3". <br />ALL OVERHANGING MORTAR AND DEBRIS TO BE <br />REMOVED FROM INSIDE THE CELL WALLS. SEAL <br />PRIOR TO GROUTING, BUT AFTER INSPECTION. <br />NOTE: <br />DO NOT GROUT UNTIL MORTAR HAS <br />SET SUFFICIENTLY TO WITHSTAND <br />THE PRESSURE OF THE GROUT. <br />WAIT NOT LESS THAN 24 HOURS. <br />LIFT GROUTING SECTION <br />2'-0" <br />SEE PLANS AND PLAN NOTES FOR <br />LOCATION OF GROUTED CELLS. <br />50 BAR DIAMETER LAP SPLICE TYPICAL. <br />LAY UP NEXT 4'-0" OF WALL AFTER <br />LOWER SECTION IS GROUTED <br />1-1/2" (MIN) <br />GROUT TO CONFORM TO ASTM C476. <br />SUBMIT MIX DESIGN FOR REVIEW. <br />MAXIMUM AGGREGATE SIZE = 3/8". <br />SLUMP = 8" TO 10". DO NOT USE SAME <br />MIX AS USED FOR TIE BEAMS. <br />MAXIMUM LIFT = 4'-0" <br />NOTE: <br />DO NOT GROUT UNTIL MORTAR HAS <br />SET SUFFICIENTLY TO WITHSTAND <br />THE PRESSURE OF THE GROUT. <br />WAIT NOT LESS THAN 24 HOURS. <br />LOW LIFT GROUTING SECTION <br />N.T.S. <br />#4 x 2'-0" DOWELS DRILL AND EPDXY DOWELS INTO CENTER OF <br />AT 18" O.C. ( EXISTING SEE CHAR FOR EMBDMENT DEPTH.I <br />N <br />NEW CONC. SLAB ON TYP) <br />GRADE <br />- SEE PLAN NOTES <br />SLAB THICKNESS <br />"T" <br />EMBEDMENT <br />DEPTH-"D" <br />4" <br />3" <br />5" <br />4" <br />> 6" <br />5" <br />15 MIL (MIN) VAPOR BARRIER <br />THAT MEETS ASTM E-1745 ROUGHEN FACE OF EXISTING CONCRETE <br />CLASS A REQUIREMENTS AND LIGHTLY DAMPEN JUST PRIOR TO THE <br />PLACEMENT OF THE NEW CONCRETE SLAB. <br />1 NEW SLAB CONNECTION TO EXISTING SLAB DETAIL <br />N.T.S. <br />SAWCUT DEPTH <br />SLAB THICKNESS <br />SAWCUT DEPTH <br />4" <br />1" <br />5" <br />1 1/4t, <br />6" <br />1 1/2" <br />7" <br />1 3/4" <br />9" <br />2 1/4" <br />10" <br />2 1/2" <br />NOTE: <br />1. SEE PLANS FOR LOCATION OF SAW <br />CUT JOINTS. MAXIMUM SAW CUT <br />JOINT SPACING SHALL NOT EXCEED <br />36 TIMES THE SLAB THICKNESS. <br />2. CONTROL JOINTS MUST BE SAW CUT <br />INTO THE SLAB USING EARLY -ENTRY <br />SAW BLADES. TRIAL CUTS MAY BE <br />REQUIRED TO AVOID RAVELING. <br />3. AT CONTRACTOR'S OPTION, <br />CONTROL JOINTS MAY BE TOOLED IN <br />LIEU OF SAW CUT JOINTS. <br />SEALANT AS REQUIRED FOR FLOOR <br />FINISHES OR WHERE EXPOSED TO <br />WEATHER OR VEHICLE TRAFFIC <br />- SEE ARCH DWGS <br />CM <br />z� <br />Cl) <br />CO w <br />Z <br />!n- <br />-- - -� - - - - - ---- <br />CONCRETE U a <br />SUPPORT BLOCK AT I- Q ww <br />4'-0" O.C. (MAX) EACH rn <br />WAY <br />SLAB ON GRADE w/ <br />Ua <br />U)''^^ <br />d <br />m w <br />w v a° <br />P <br />FIBER REINFORCED <br />SLAB ON GRADE CONTROL JOINT <br />N.T.S. <br />;IJ) - 1/2" <br />AT HSS COLUMNS <br />TYPICAL COLUMN ISOLATION JOINT <br />N.T.S. <br />7 <br />SLAB REINF. TO BE CONT. <br />THROUGH <br />SAW CUT JOINT <br />_ a ' <br />e_ <br />VAPOR BARRIER AS REQ'D <br />- SEE ARCH DWGS <br />1) MAT OF REINF. <br />SEALANT AS REQUIRED FOR <br />FLOOR FINISHES <br />- SEE ARCH DWGS <br />----------------- <br />VAPOR BARRIER AS REQ'D <br />- SEE ARCH DWGS <br />SLAB ON <br />GRADE <br />K.O. BLOCK WITH <br />(1) #5 CONT GROUTED SOLID <br />GROUT MASONRY SOLID AT <br />ALL WALL REINFORCEMENT. <br />GROUT SHALL HAVE AN 8 TO <br />10 INCH SLUMP AND A <br />STRENGTH OF 2500 PSI. <br />E-DILIF21=13r_TIirZii oxemin:114T_1 <br />1974Ik!IAky,/-wi71I:YiTIA11 <br />#6 AT 8" O.C. DOWEL AT 24" O.C. <br />WITH 50 BAR DIA LAP SPLICE <br />HORIZ. JOINT REINF. AT 16" O.C. <br />SEE FOUNDATION PLAN <br />AND FOOTING <br />SCHEDULE FOR <br />FOOTING SIZE AND <br />REINFORCING. <br />0 <br />w <br />U <br />U <br />U <br />w <br />TYPICAL CMU WALL SECTION <br />(101-011 MAX HEIGHT) <br />N.T.S. <br />EXTG SLAB TO BE REMOVED AND <br />REPLACED WITH NEW SLAB. ROUGHEN <br />NOTE: FACE OF EXISTING SLAB EDGE AND <br />SURFACE OF NEW SLAB POUR APPLY SIKA ARMATEC 110 EPOCEM <br />COLOR AND FINISH TO MATCH BONDING AGENT IN ACCORDANCE WITH #4 DOWELS AT 16" O.C. EA. SIDE <br />EXISTING - SEE ARCH oe MANUFACTURER'S PRODUCT DATA. -STAGGERED <br />DRILL AND EPDXY DOWELS INTO CENTER OF <br />1'-4" LAP SPLICE (MIN) EXISTING SLAB WITH HILTI HIT-HY 200 EPDXY <br />NEW CONC. SLAB ON GRADE (TYP) <br />- SEE PLAN NOTES �/� - SEE CHART FOR EMBEDMENT DEPTH. <br />1, D' 1 . P- D /— EXISTING CONC. SLAB ON GRADE <br />SLAB THICKNESS <br />"T" <br />EMBEDMENT <br />DEPTH - "D" <br />4" <br />3" <br />5" <br />4" <br />> 6" <br />5" <br />SEE ARCHITECTURAL SPECS FOR VAPOR / - <br />BARRIER REQUIREMENTS, ROUGHEN FACE OF EXISTING SLAB EDGE <br />AND APPLY SIKA ARMATEC 110 EPOCEM <br />BONDING AGENT IN ACCORDANCE WITH <br />MANUFACTURER'S PRODUCT DATA. <br />ATYPICAL SLAB REPLACEMENT DETAIL <br />TYPICAL PIPE BOLLARD DETAIL <br />N.T.S. <br />NEW EQUIPMENT <br />(SEE MECHANICAL DWGS) <br />PROVIDE GALV 1/2" DIA HILTI KWIK <br />HUS ANCHORS WITH MIN 4-1/4" <br />PENETRATION INTO CONCRETE PAD <br />AT EACH MOUNT WITH A SPACING <br />NOT TO EXCEED 3'-6" O.C. <br />PROVIDE HEAVY DUTY WASHER AT <br />EACH ANCHOR <br />CONCRETE EQUIPMENT PAD <br />- SEE PLAN FOR REINFORCING <br />_z <br />4 <br />TYPICAL EQUIPMENT <br />MOUNTING DETAIL <br />N.T.S. s601 1 1/2" = 1'-0" S601 1" = 1'-0" <br />PRECAST LINTEL <br />F- SEE SCHEDULE <br />'r <br />1I <br />- <br />- - - - - <br />_ -- -•III,`- <br />- - -_-- <br />-1'�- -_ <br />- <br />{ <br />1. <br />MIN. <br />_ <br />r <br />t <br />LLI <br />r* <br />CO <br />0 0 <br />a. a_ <br />°I <br />1° <br />4�° <br />WALL FOOTING REINF. IWAA. <br />- SEE SCHEDULE <br />TYPICAL BLOCK OUT AT CMU WALL <br />N.T.S. <br />HSS COLUMN - SEE <br />GENERAL NOTE: COLUMN SCHEDULE <br />A.B. (F1554 55ksi MATERIAL) THE LENGTH MUST <br />SATISFY BOTH THE REQ'D MIN EMBEDMENT <br />AND THE MIN PROJECTION. EMBEDMENT DEPTH ISOLATION JOINT (IJ) - 1/2" THICK <br />IS FROM T/FOOTING TO T/HEAVY HEX NUT ASPHALT -IMPREGNATED FIBERBOARD <br />3„ <br />CONCRETE FILL -USE <br />MIN <br />SLAB ON GRADE I SAME MIX DESIGN AS SLAB <br />- SEE PLAN ON GRADE U.N.O. <br />T.O.SLAB <br />---- --=--- - -- -. .. _.. <br />TT <br />ELEV <br />--- -- -- ---- -=- - =- -- --- ---- SEE PLAN <br />BASE PLATE AND NON -SHRINK -VAPOR BARRIER � � . - -SEE ARCH DWGS <br />GROUT PER STEEL COLUMN - <br />SCHEDULE a ') <br />T.O. FTG. <br />ELEV = SEE PLAN <br />6 <br />Of <br />C) <br />SEE <br />ie ° 4 SEE FOUNDATION PLAN AND/OR <br />° a FOOTING SCHEDULE FOR <br />FOOTING SIZE AND REINFORCING <br />3" CLR MIN <br />HEAVY HEX NUT - TACK WELDED <br />TOP AND BOTTOM. DO NOT 01 SEE PLAN AND SCHEDULE <br />PROVIDE J-BOLT ANCHORS - <br />SEE COLUMN SCHEDULE <br />12 INTERIOR COLUMN FOOTING SECTION <br />N.T.S. <br />EL. = SEE PLAN <br />T.O. FTG <br />WALL FOOTING <br />- SEE PLAN <br />1 ■ 2 ■ ■ ■ 5 ■ 3 ■ 7 ■ 8 ■ c ■ 10 ■ 1 i ■ 12 ■ 1; ■ il ■ 15 <br />I— <br />v <br />X <br />DINATE CHAMFER WITH <br />TECTURAL FINISHES. <br />1 <br />CONCRETE CHAMFER DETAIL <br />C r0 J <br />STRUCTURAL DESIGN GROUP <br />1835 EDGEWATER DRIVE ORLANDO, FL. 32804 <br />PHONE: 407.245.8775 FAX: 407.245.87" <br />WEBSITE: mceiroyeng.com <br />Flan Registration: #33835 <br />ME PROJECT NO: 1621-04 <br />"TO THE BEST OF MY KNOWLEDGE, THE PLANS AND SPECIFICATIONS COMPLY <br />WITH THE APPLICABLE MINIMUM BUILDING CODES AND THE APPLICABLE FIRE <br />SAFETY STANDARDS AS DETE12MtNEl� €£Y TFIE LOCAL AUTHORITY IN <br />ACCORDANCE WITH CHAPTER 533.79 AND CHAPTER 633." THE DRAWINGS <br />ARE BELIEVED TO BE CORRECT TO THE BEST OF MY KNOWLEDGE. THE <br />ACCURACY OF THE AS -BUILT OONDJTICFNS CANNOT BE GUARANTEED. <br />SEAL <br />Craig E. McElroy P.E. - FL No. 44741 <br />aol%!111#111f` <br />Ilk <br />r r 4 .r <br />No. 44741 �t <br />STATE OF <br />\ ZIZ Z�Z-1 <br />AdvlMdHealth <br />ZEPHYRHILLS <br />ZEPHYRHILLS GENERATOR ADDITION <br />u n to*I <br />A R C H I T E C T <br />DATE SUBMISSION NO <br />12.17.21 CONSTRUCTION DOCUMENTS <br />FOUNDATION TYPICAL DETAILS <br />PROJ. NO. H-20232.00 SHEET <br />DRAWN VMM <br />S60111 <br />■ in ■ 17 ■ _€ ■ 19 ■ 20 <br />Copyright Huntonl3rady Architects P.A. All Rights Reserved. 800 N. Magnolia Ave., Suite 600, Orlando, Florida 32803 (407) 839-0886 (407) 839-1709/Fax www.huntonbrady.com License AAC001744 <br />