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587 Beach Ave revisions 2013 DESIGN CRITERIA DESIGN CODE: ROOF COVERING SPECIFICATIONS: REINFORCED CONCRETE (CONTINUED) r___1-------- A 2010 FLORIDA BUILDING CODE RESIDENTIAL THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF BAR SUPPORTS SHALL BE PLASTIC DIPPED AFTER FABRICATION. POOL AND EXTERIOR PATIO NOTES COVERING SYSTEM. ASPHALT SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2010 DESIGN LOADS: ACTUAL AND UNIFORM ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. SLAB BOLSTERS SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING STEEL,SUCH ROOF CLAY AND TILE ROOFS SHALL BE INSTAL-LED PER THE "CONCRETE AND CLAY ROOF TILE THAT 2 INCH MINIMUM CLEARANCE IS MAINTAINED. amid= ROOF LOADING (cd=1.25) INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL LIVE LOADS: Lou Pontigo and TOP CHORD LIVE LOAD 20 psf ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED ACCORDING TO THE ALL REINFORCING SPLICES SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST POOL DECK 50 PSF Associates, Inc. TOP CHORD DEAD LOAD 20 psf (CLAY TILES) MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN EDITION OF ACI 318, BUT IN NO CASE SHALL BE LESS THAN 40 BAR DIAMETERS, U.O.N. 420 Osceola Avenue BOTTOM CHORD LIVE LOAD ALLOWABLE UNIT STRESSES 10 psf AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. jax. Beach, Florida 32250 BOTTOM CHORD DEAD LOAD 5 psf ALL WELDED WIRE FABRIC SHALL BE LAPPED TWO (2) MESH PANELS AND TIED CONCRETE: (PER ACI 318) Ph. 242-0908 Fax. 241-9557 PRESSURE TREATED WOOD FRAMING SP CIFICATIONS: SECURELY. WHERE REQUIRED, DOWELS SHALL MATCH SIZE AND NUMBER OF MAIN CONCRETE: FL:CA#8344 SO CA#3579 FLOOR LOADING FLOOR ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR REINFORCING, U.O.N. STRUCTURAL POOL SHELL f'c = 4000 PSI CONTACT us wiTH YOUR COMMENTS SOIL SHALL BE PRESSURE-TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH S@LP-A.COM TOP CHORD LIVE LOAD (cd=1.00) SODIUM BORATE (DOT-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACQ OR SUPPORT BARS SHALL BE #5 OR GREATER, AND NOT SPACED MORE THAN 48" O.C. A STRUCTURAL SPA SHELL f'c = 4000 PSI PO TOP CHORD DEAD LOAD 40 psf NON-DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE MINIMUM OF THREE (3) SUPPORT BARS AND THREE (3) INDIVIDUAL CHAIRS FOR EACH STRUCTURAL GRADE BEAMS f'c = 4000 PSI 15 k BOTTOM CHORD LIVE LOAD 20 psf SUPPORT BAR SHALL BE PROVIDED FOR TOP BARS. f'c = 4000 PSI .0.0w.Pill HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL STRUCTURAL PILE CAPS .00 BOTTOM CHORD DEAD LOAD 0 psf BE STAINLESS STEEL. AUGERCAST CONCRETE ANCHOR PILE f'c = 5000 PSI 5 psf SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN V-6" INVO. DEFLECTION CRITERIA: REINFORCMENT: ASTM A615 GRADE 60 Lu TIMBER FRAMED BEARING WALL NOTES: PAST OUTERMOST CHAIR OR SUPPORT BAR. ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE SPF#2. izz FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360 2. PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE P.T. (SEE ABOVE) MAIN HOUSE PILE FOUNDATIONS; AUGERCAST ANCHOR PILES C A_ _o 3. SILL PLATE ANCHORS -Y2"x6" EPDXY ANCHORS @ 48" O.C. MAX FOUNDATION IS SUPPORTED BY 14" DIAMETER AUGER CAST PILES WITH A GROUT 4. STUD SIZE & GRADE PER STRUCTURAL PLANS. STRENGTH OF 5000 PSI, A CAPACITY OF 68 TONS IN COMPRESSION, 8 TONS IN TENSION 1) MINIMUM 14" DIAMETER WIND LOADING: 2� MINIMUM TIP ELEVATION -4.5' NAVD 5. MIN. OF SPF UTILITY GRADE FOR INTERIOR NON-BRG. TOP PLATES. AND 2.6 KIPS IN SHEAR. AS PER GEOTECHNICAL EXPLORATION ADDENDUM PREPARED BY BASIC WIND SPEED (ASCE 7-10) -------------- 130 6. USE SPF#2 OR BETTER FOR ALL WALLS IN THESE PLANS, U.O.N. UNIVERSAL ENGINEERING SCIENCES, UES PROJECT No. 0930.1300083.0000, UES REPORT 3 ADD 6-#5 w/ #3 TIES AT 12" O.C. IMPORTANCE FACTOR ---------------------- 1.00 7. SPACE STUDS AT 24" O.C. IN NON-LOAD BEARING WALLS. No. 1083522, DATED NOVEMBER 22, 2013. THE PILE DEPTH HAS BEEN ASSUMED TO BE DEP DESIGN CRITERIA: E71SIONS DAT�) 8. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR -14.4' NAVD. MEAN ROOF HEIGHT ----------------------- 35.0 FT FLOOR BEARING ELEVATION, UNLESS NOTED OTHERWISE ON PLAN. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, THE POOL AND SPA HAVE BEEN DESIGNED AS AN EXPENDABLE STRUCTURE IN ROOF PITCH ---------------------------- VARIES STAINIFSS STEEL STRAPS AND FASTENERS CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ET., SEE ARCHITECTURAL PLANS.DO NOT ACCORDANCE WITH SECTION 62B-33.007(3)(1) FLORIDA ADMINISTRATIVE CODE. BUILDING CATEGORY ----------------------- 11 SCALE FOOTING DIMENSIONS AND LOCATION FROM THE FOUNDATION PLAN SHOWN ON PAVER & POOL BACKFILL NOTES: EXPOSURE CATEGORY ---------------------- D ALL METAL STRAPS AND HANGERS SHALL BE STAINLESS STEEL. S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL ENCLOSURE CLASSIFICATION ----------------- PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF 1. THE CONTRACTOR SHALL BACKFILL THE POOL WITH CAUTION. THE PLUMBING SHALL ENCLOSED ALL WOOD FASTENERS (NAILS, SCREWS, BOLTS, ETC.) SHALL BE STAINLESS STEEL TO MEET FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF BE SECURED AND PROTECTED DURING BACKFILL AND SHALL NOT BE DISTURBED. INTERNAL PRESSURE COEFFICIENT THE SPECIFICATIONS OF ASTM153 OR BETTER. RECORD (EOR) BACKFILL SHALL BE CLEAN SAND, FREE OF ROCKS AND DEBRIS PRODUCED DURING .18 /l FIELD ALTERA-17ION EXCAVATION OF THE POOL AND ANY ORGANIC MATERIAL, MUCK OR MARL. CONTRACTOR SHALL CONTACT LOU COMPONENTS & CLADDING DESIGN PRESSURES FORMWORK & SHORING: PON`rIGO&ASSOCIATES PRIOR TO SHEATHING SPECIFICATIONS: BACKFILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 12"AND COMPACTED TO 90% OF MAKING AW STRUCTURAL FIELD THE FORM AND SHORING SYSTEM SHALL BE DESIGNED BY A FLORIDA REGISTERED THE MATERIALS MAXIMUM DENSITY. MODIFICATIONS WHICH MAY VARY TRIBUTARY INTERIOR ROOF MINN', 24/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.131xY RING MOM THE INTENT OF THE ORIGINAL EDGE STRIP (PSF): ENGINEER IN ACCORDANCE WITH ACI 301 & 347 "RECOMMENDED PRACTICE FOR CONSTRUCTION DOCUMEr-frS.AW AREA (sf) ZONE (PSF) t ' SHANK NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL FIELD ALTERNATIONS MADE PRIOR TO a = 6'-0" CONCRETE FORMING". SHORING AND RE-SHORING PLANS MUST BE SIGNED AND SEALED BEING APPROVED BY LOU PONTIGO a SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). BY A FLORIDA REGISTERED ENGINEER AND SUBMITTED WITH CALCULATIONS. 11. WATER WANDING OR "JUKING"DOES NOT CONSTITUTE PROPER BACKFILLING ASSOCIATES MAY RESLJLT IN 10 +30.4 -33.0 +30.4 -40.7 COMPACTING AND SHALL NOT BE CONSIDERED AN ACCEPTED METHOD, NO EXCEPTIONS. ADDITIONAL ENGINEERING OR 7/ 50 +27.2 -29.8 +27.2 -34.3 WALL - MIN. jr,", 24/16, STRUCTURAL 1 APA RATED OSB OR PLYWOOD SHEATHING, REINFORCED CONCRETE SHELL HAS BEEN DESIGNED BASED ON FORM STRIPPING NOT 111. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A GEOTECHNICAL REPORT TO THE FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD. SEE PLAN FOR INCREASED NAILING OCCURRING UNTIL ALL CONCRETE WALLS AND FLOORS HAVE BEEN CAST AND CURED. OWNER AND LANDSCAPE ARCHITECT / ENGINEER AS PART OF THEIR BID PRIOR TO REQUIREMENTS AT SHEARWALLS THEREFORE STRIPPING OF FORMS SHALL OCCUR FROM TOP TO BOTTOM AFTER ALL IMPLEMENTATION, INCLUDING AT A MINIMUM: 100 +25.9 -28.4 +25.9 -31.6 CONCRETE FLOORS HAVE BEEN CAST AND CURED. STRIPPING MAY COMMENCE ONCE FLOOR - 23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON THE UPPER SLAB HAS ACHIEVED A MINIMUM STRENGTH OF 85% OF THE DESIGN (1) AUGER BORING 3' MINIMUM BELOW THE DEEPEST PORTION OF THE POOL. THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE ABOVE @ 6" O.C. EDGE & FIELD CONCRETE STRENGTH (BASED ON THE LOWEST CONCRETE TEST). (2) SOIL PRESSURE TEST. GEOTECHNICAL ENGINEERS SUMMARY OF THE SOIL WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY THE ALLOWABLE MASONRY SPECIFICATIONS: CONCRETE SLABS ON GRADE: CONDITIONS FOR IMPLEMENTATION OF A SWIMMING POOL. STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION SHALL BE PERMITTED MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS CONSTRUCTED IN ACCORDANCE WITH AC1530.1-05 GROUT SHALL BE IN ACCORDANCE WITH LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL IV. THIS POOL IS BASED ON SOIL CONDITIONS CONSISTING OF WELL COMPACTED 0 • COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 2500 psi PER ASTM STRUCTURAL FILL, IF OTHER CONDITIONS ARE ENCOUNTERED, SUCH AS MUCK, POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3/8 PLACED AT AN 8" SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. NON-ANGULAR SAND, ORGANICS, MARL, ETC...THE CONTRACTOR SHALL STOP WORK AND • LINEAR INTERPOLATION IS PERMISSIBLE. TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR SAWCUTS (FOR SLABS ON GRADE WITHOUT REBAR): NOTIFY THE OWNER OR ENGINEER. Uj MAY BE USED IN BRICK VENEER. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 5'x5' GRID WITHIN 12 HOURS • PLUS = PRESSURE AND MINUS = SUCTION. INSTALLATION OF ALL FLASHING. CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB AND WHERE SHOWN ON SUPPLEMENTARY POOL NOTES > LOAD-BEARING (CMU), TYPE 1, GRADE 14-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE DETAIL 13/S1.01. CALL EOR FOR ALTERNATIVE METHODS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND POOL DRAWINGS. • THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL ELECTRICAL, AND POOL DRAWINGS. < DESIGNED FOR EDGE STRIP PRESSURES. REINFORCEMENT IN 5-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR z BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'-0". PRE-ENGINEERED SYSTEMS DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, SEQUENCES, ACTS AND/OR LD 7 • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTMI C90E, DESIGNED/ENGINEERED BY OTHERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR Uj RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET E GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SUBMITTALS OF SUCH SYSTEMS SHALL BE SEALED BY AN ENGINEER LICENSED IN THE THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED. GROUT ALL CELLS CONTAINING PROJECT STATE. REVIEW OF SUBMITTALS BY THE STRUCTURAL CONTRACT DOCUMENTS. VERTICAL REINFORCEMENT WITH 4000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS ALL CELLS BELOW FINISHED ENGINEER SHALL BE FOR CONFORMANCE WITH CONTRACT DOCUMENTS WITH REGARD TO THE IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, OR UNSTABLE SOIL, THE GRADE SHALL BE GROUTED SOLID. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT ARRANGEMENT AND SIZES OF MEMBERS SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS ENGINEER SHALL BE NOTIFIED. C) Uj U GENERAL NOTES. WITH - #4 @ 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. AND THE CONTRACTORS INTERPRETATION OF THE DESIGN INFORMATION INCLUDED IN THE PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY CONTRACT DOCUMENTS. SUCH REVIEW BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, MATERIAL SPECIFICATIONS: ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS. CONTRACTOR HAS FULL THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT RESPONSIBILITY FOR DIMENSIONAL ACCURACY AND CONFORMANCE WITH THE INFORMATION ESTABLISHED IN SECTION 62B-33.007, FLORIDA ADMINISTRATIVE CODE. z ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH ASTM A REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE). LAP JOINT REINFORCING CONTAINED IN THE CONTRACT DOCUMENTS. z 307 OR ASTM F 1554 GRADE 36. THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT SHALL BE A MINIMUM OF 6". Uj 00 WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). PRE-ENGINEERED SYSTEMS SHALL INCLUDE SIPS WOOD FLOOR, WALL & ROOF SYSTEMS, DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. CLAY MASONRY (BRICK): ALUM. & GLASS WINDOWS, DOORS. SEE GENERAL NOTES FOR DESIGN CRITERIA AND 62B-33.007(5)(m)(n) Ln METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, ADDITIONAL REQUIREMENTS. FOOTINGS, HOLDDOWNS, FASTENERS, ETC. INDICATED WITHIN EXTERIOR SHALL BE GALVANIZED, FACING BRICK, & HOLLOW BRICK, RESPECTFULLY. WHICH SUPPORT A PRE-ENGINEERED ITEM ARE PRELIMINARY AND SUBJECT TO CHANGE AFTER RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS REVIEW OF THE PRE-ENGINEERED SHOP DRAWINGS. THESE SHOP DRAWINGS SHALL ALSO BE z SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" LARGER THAN CONCRETE SPECIFICATIONS: SUBMITTED TO THE BUILDING DEPT. AS A DEFERRED SUBMITTAL TO THE PERMIT DOCUMENTS. 0 REBAR SIX AND '/8" LARGER THAN THREADED ROD SIZE. (U.O.N.) ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CONSTRUCTED IN ACCORDANCE WITH ACI 301. SHOP DRAWINGS: U CARTRIDGE INSTALLATION ONLY): ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO HELP THE ENGINEER VERIFY HIS USP CIA-GEL 7000 HIGH STRENGTH EPDXY. REINFORCED CONCRETE DESIGN CONCEPT. THE REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN SIMPSON 'SET' EPDXY. CONCEPT AND DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE DESIGN REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. COMPRESSIVE STRENGTH REQUIRED, U.O.N. DRAWINGS AND SPECIFICATIONS, WHICH HAVE PRIORITY OVER SHOP DRAWINGS. THE STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. CONTRACTOR IS RESPONSIBLE FOR CONFIRMED AND CORRELATED DIMENSIONS, FABRICATION STRUCTURAL STEEL BOLTS: SHALL BE ASTM A325 AUGERCAST PILES f'c=5000 PSI PROCESSES, MEANS, METHODS, TECHNIQUES, SAFETY AND COORDINATION OF THE WORK WITH WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. PILE CAPS & GRADE BEAMS f'c=4000 PSI OTHER TRADES. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CHECK HIS OWN SHOP SLAB-ON-GRADE f'c=4000 PSI DRAWINGS AND THOSE OF HIS SUBCONTACTORS. GENERAL CONTRACTOR RESPONSIBILITIES- CONCRETE BEAMS & COLUMNS f'c=4000 PSI THE STRUCTURAL SHOP DRAWINGS SHALL BE CHECKED BY THE CONTACTOR PRIOR TO THE CONTRACTOR SHALL COORDINATE THE ARCHITECTURAL, CIVIL, MECHANICAL, SUBMITTAL. THE SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF A CURSORY NOTES ALL CONCRETE WORK SHALL CONFORM 'TO THE REQUIREMENTS OF THE LATEST EDITION OF ACI ELECTRICAL AND PLUMBING FOR LOCATION OF MISCELLANEOUS ITEMS (SUCH AS 318 AND ACI 301. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR THE REVIEW AND REVIEW SHOWS MAJOR ERRORS WHICH SHOULD HAVE BEEN FOUND BY THE CONTRACTOR'S AND BENT PLATES, INSERTS, ETC.) AFFECTING STRUCTURAL WORK, LOCATION OF CHECKING. ALL SHOP DRAWINGS SHALL INCLUDE PLAN LAYOUTS SHOWING LOCATIONS OF APPROVAL OF THE STRUCTURAL ENGINEER. STRUCTURAL DRAWING INDEX V1 OPENINGS AND SLEEVES THROUGH THE STRUCTURE, SLAB DEPRESSIONS, FLOOR ITEMS DETAILED ON THE SHOP DRAWINGS. ANY CHANGES, SUBSTITUTIONS OR DEVIATIONS z DRAINS, INSERTS, AND OTHER RELATED ITEMS WITH THE STRUCTURAL DRAWINGS, SPECIF UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE AS FROM THE CONTRACT DOCUMENTS SHALL BE CLOUDED ON SHOP DRAWINGS. ANY OF THE SO.0 GENERAL NOTES & SPECIFICATIONS C THE CONTRACTOR SHALL VERIFY ALL CONTRACT DOCUMENT FLOOR AND ROOF CHANGES WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE 11 FILE COP" y 1111 FOLLOWS: t'l - S1.0 FOUNDATION & GROUND FLOOR FRAMING PLAN LIn MOUNTED MECHANICAL EQUIPMENT WEIGHTS, FLOOR AND ROOF OPENING SIZES CONSIDERED REVIEWED AFTER ENGINEER'S REVIEW UNLESS NOTED ACCORDINGLY. THE AND LOCATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AS WELL AS SUBMITTED SHOP DRAWINGS WILL BE REVIEWED BY THE ENGINEER OF RECORD IN A TIMELY S1.01 FOUNDATION DETAILS > DO NOT SCALE DIME GRADE BEAM (TO MAIN REINF) 310 kNSIO THESE DRAWINGS.IF� DIM WITH ACTUAL EQUIPMENT PURCHASED. ARCH ITECT/STRUCTURAL ENGINEER COLUMNS AND PEDESTALS (TO MAIN REINF) 21P MANNER NOT TO EXCEED TWO WEEKS, PRESUMING ALL NECESSARY SHOP DRAWING rA S1.02 POOL FOUNDAT]ON PLAN, SEC11ON & DETAILS UNCLEAR PEFERTO THE SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. SLABS ON GRADE 2" SUBMITTAL CRITERIA HAVE BEEN MET AND ALL PERTINENT SHOP DRAWING DOCUMENTS S2.0 SECOND FLOOR FRAMING PLAN REFLECT THE MOST CURRENT CONSTRUCTION DOCUMENTS. �z COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, STRUCTURAL POOL SHELL 2" S3.0 THIRD FLOOR FRAMING PLAN PLAN NAME MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. STRUCTURAL SPA SHELL 21) S4.0 ROOF FLOOR FRAMING PLAN Uj 587 BEACH AVE. 0 N r ARCH I TECT/STRU CTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR GRADE BEAMS AND PILE CAPS Sp S5.0 ELEVATED FLOOR SEC11ONS AND DETAILS DESIGN/DRAWN/CHECKED OMISSION. CS / KJL /LAP 0 NA I ii ALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60, AND BE FREE FROM LOOSE U00 S5.1 ELEVATED FLOOR SECTIONS AND DETAILS _j DATE 7/13 NOTIFY IN WRITING THE STRUCTURAL ENGINEER OF CONDITIONS ENCOUNTERED IN RUST AND SCALE. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. P4 S5.2 ELEVATED FLOOR SECTIONS AND DETAILS THE FIELD CONTRADICTORY TO THOSE SHOWN IN THE STRUCTURAL DOCUMENTS. C4 L 12/1 0 S5.3 BEAM SCHEDULE AND MISCELLANEOUS DETAILS CONTROL NO. ALL HOOKS IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS. U CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, S6.0 ICF GENERAL DETAILS rn TRUSS ID. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS OF POURED-IN-PLACE CONCRETE. SEQUENCES, AND PROCEDURES OF CONSTRUCTION. rp,2 (D;q m -- CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED AND LPA NO. SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS. SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND CONT-12-00356 REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE 'MANUAL OF STANDARD PRACTICE SHEET CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY FOR DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315. REGULATIONS. SOD 116'-0" (SLAB EDGE DIM.) 50'-8" (SLAB EDGE DIM.) 51-412 Id 26'-0" (SLAB EDGE DIM.) 6P-Opp 28'-0" (SLAB EDGE DIM.) Oft 8p- p 161-011 16)-1 7'-1 8'-8)/2 8'-8)/2 61-l" 6 p 81-61' 89-610 81-611 01 7 PILE TTO PILE TO Lou Pontigo and f z 420 Osceola Avenue U) jax. Beach, Florida 32250 10 -A -4- Ph. 242-0908 Fax. 241-9557 T/S B r\-#5@12"O.c TOP S1.01 - F L:CA#8344 SC:CA#3579 9" ICIF W AT ALL BEAMS 4 4 4 CONTACT US WITH YOUR COMMENTS p+l 7,-6( :��i,11.01 I ALL 9 ] S1.01 S1.01 to (TYPICAL) NAVD 1`4 1) COMMENTS @ LP-A.COM '1I.......... S p % . . . . . . P, %,- III f ^3 VO) Uj ,L T/SLAB /Vo-53 0 ��#5@12"ox TOP _p 1-1 .�01 -F T T e? AT ALL BEAMS +17.57 w= N-4 Uj 7" REINFORCED CONCRETE #5@12"o.c TOP 1- S_rA'r, NAVD �e ( m SLAB FORMED ON FILL W/ (TYPICAL) �/SLAB AT ALL BEAMS % Dp Ld #5@12"o.c TOP .01 LIJ +17. A CONTINUOUS MAT OF I (TYPICAL) _j a_ q- V) 0 AT ALL BEAMS #4 @ 12"o.c E.W. BOTTOM 0 7" REINFORCED CONCRETE NAVD _j _j L-1 U) (TYPICAL)- U) SLAB FORMED ON FILL W/ 7" REINFORCED CONCRETE "N', 0 W. - Q0 0 SLAB FORMED 0 0 L7 r - LIJ A CONTINUOUS MAT OF N FILL W/ 0 3 f I C) % - RE71SIONS DAT�) (z), #4 @_ 12"o.c E.W. BOTTOM A CONTINUOUS MAT OF ('0 Uj Uj is n zo #4 @ 12"o.c E.W. BOTTOM _j 24 x20" CONIC. COLUMN m '0) LV3 SPANL SPANL < -q 4 4-#5 VERT. EA. LONG FACE, _j S1.01 V) 0 VIP, 3-#5 VERT EA. SHORT FACE ll"x`18" IN WALL ICF T/SLAB 1 0) HOT DIPPED GALV. 69 (10 TOTAL) & #3 CLOSED V COLUMN w/3#5 VERT. +17.9 1 et� EA. LONG FACE, TIES AT 10" OC. 4X40/4" STEEL COLUMN. 9" ICF WALL 21-000 L (6 TOTAL) SEE 3/S5.2 9" ICF WALL SEE DETAIL 2 S1.O Ld __j loop I—, e-% LZ,,C,4- m 1 C14 If % f < FIELD ALTERATION _j V) CONTRACTOR SHALL CONTACT LOU PoNTw a ASSOCIATES moR To LL 11"x24" IN WALL ICF MODIFICATIONS WHICH MAY VARY 8 4" BREAKAWAY FROM THE INTENT OF THE ORIGINAL 10 CONIC. S1.01 OONSTRUCTVN DOCUMENTS.ANY b) COLUMN w/4-#5 VERT. 0 FIELD ALTERNATIONS MADE PRIOR TO 330-3)t N -SLAB w/SAWCUTS @ 13FJNG APPROVED BY Lou PI a S1.01 r8 f p )I EA. LONG FACE (8 TOTAL), T/CONC. CURB I ASSOCIATES MAY RESULT IN 2'-6Y2" N S1.01 M 5 -0 ox, SEE 13/Sl.Ol SEE 3/S5.2 +17.57' NAVID L0 ADOMONAL ENGINEERING OR 9%20" IN WALL ICF 9%20" IN WALL ICF COLUM LLJ COLUMN w/3#6 VERT. w/3#6 VERT. EA. FACE, SEE 0 0 EA. FACE, SEE 3/S5.2. 3/S5.2. 5'-l' rn 1-7 V < m INDICATES DIRECTION OF HSS 5x5xY4"- STEEL COLUMN Z.01 OUTER BARS WITHIN REINFORCING MAT. SEE I T SLAB In 0i 12/S1.01. r) 01 +17.73 FOR POOL AND NAVID - 0 If -4-7 f EXTERIOR PATIO [.0 0 -0 Uj 1k I . , 1. FOUNDATION PLANS �l 1 0 LL 1b -.4- '00 Uj FOUNDATION LEGEND REFER TO SHEET S11.02 00 N LLJ LO m 0) < 14" DIAMETER AUGERCAST PILE �-9" ICF WALL 0- _j L9 V) > INDICATES GRADE BEAM, SEE SHEET S1.01 FOR REINFORCEMENT < U INDICATES DETAIL NUMBER LJ INDICATES BUILDING AND SHEET NUMBER 7 01 lo'-Ilo" 23p-Opp LJ - 0 L - - 0 Uj m I INDICATES DIRECTION OF OUTER BARS WITHIN < In REINFORCING MAT. SEE 12/Sl.Ol _j Uj Ln U 12x22 BREAK-AWAY CONC. 11%18" IN WALL ICF COLUMN DENOTES VERTICAL CONCRETE ELEMENTS a- Uj 11%18" IN WALL ICF CURB TO SUPPORT WOOD C14 w/3#5 VERT. EA. LONG FACE, COLUMN w/4-#5 VERT. DECK11' G, SEE DETAIL l/Sl.0 < C) Uj EA. LONG FACE (8 TOTAL), 8 6 TOTAL) SEE 3/S5.2 DENOTES 11" ICF WALLS U.O.N., SEE 2/S6.0. SEE 3/S5.2 - 0 S1.01 ............ NOTES: 1 TOP OF SLAB ELEVATION VARIES, SEE PLAN. Z Z 2. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, FLOOR SLOPES C***_ I AND STEPS NOT SHOWN. pr f -N 3. COORDINATE TOP OF SLAB WITH ARCHITECTURAL PLANS PRIOR TO qki w 00 < CONSTRUCTION 9'-2%" -1_ - -1-V) 10'-9 o.c TOP T/SLAB 0) BEAMS +17.9 8 ILO z .01 (TYPIC NAVID 1 0 1 � 2 0 7" REINFORCED cbNCRETE I I Uj 0 LID SLAB FORMED ON FILL W/ - 04 00 A CONTINUOUS MAT OF 00 f C) 1 1, Uj #4 @ 12"o.c E.W. BOTTOM LIJ _j 0- SP1N < V3 _j INTENTION OUGHEN V) SURFACE OF EXISTING GRADE #5@12"o.c TOP FEMA RELATED DESIGN CRITERIA BEAM & PROVIDE A 2x4 KEYWAY ATALL CONT. AT MID DEPTH. BEAMS (TYP.) FOUNDATION FEMA (BFE) - FEMA VE 13 (NGVD) + lFT FREE BOARD = 14 (NGVD) +12.9 NAVID Sk FEMA RELATED DESIGN CRITERIA A --�Ik e-� r _ _Ff A DEP MONUMENT NUMBER - R050 EL.+17.73' NAVD _T 100 YR. STORM ELEVATION - +16.4 NAVID (FROM MONUMENT) OIL F% FN IN 100 YR. STORM DESIGN GRADE ELEVATION - +4.4 NAVD (FROM MONUMENT) T/FINISH DECK GROUND 8 7 7 It. 4 BOTTOM OF LOWEST HORIZONTAL STRUCTURAL ELEVATION - +16.4 NAVD S1.01 U) BOTTOM OF PILING - -14.4 NAVD 2x8 SYP No. 2 S1.01 FLOOR 0 16" O.C. 4" BREAKAWAY CONIC. 11%18" IN WALL ICF COLUMN 9p 0 VIE CONSTRUCTION CERTIFICATION STATEMENTS F7 3 3/1, 9'_2�/," 6" w/3#5 VERT. EA. LONG FACE, z AT THE FEW LOCATIONS WHERE THE PILE SPACING HAS BEEN REDUCED TO LESS THAN 8:1 RATIO (PER BURRIED MIN 12" SLAB w/SAWCUTS @ 2/8 8 FRAMING FBC 3109.4), THE PILES HAVE BEEN DESIGNED TO RESIST THE ADDITIONAL LOADS FROM FLOOD WATERS 5'-O"o.c, SEE 13/Sl.Ol A (6 TOTAL) SEE 3/S5.2 V) INTO GRADE PLAN AND TRAPPED DEBRIS. 12%22" BREAK-AWAY CONIC URB 49'-0" (SLAB EDGE DIM.) 5; C Uj DO NOT SCALE DIMENSIONS FROM FOUNDATION AND STRUCTURE IS ANCHORED TO RESIST FLOTATION, COLLAPSE AND LATERAL MOVEMENT w/4-#3 CONT. & #3 CLOSED THESE DRAWINGS.IF A DIMENSION 6 UNCLEAR REFERTO THE DUE TO THE COMBINED EFFECTS OF WIND AND WATER LOADS ACTING SIMULTANEOUSLY ON THE TIES AT 12" O.C. ARCHITECTURAL DRAWINGS OR BUILDING COMPONENTS THAT RECEIVE SUCH LOADING. BREAKAWAY ELEMENTS COMPLY WITH THE INTENT OF TECHNICAL BULLETIN 5 'FREE OF OBSTRUCTION REQUIREMENTS'. FOUNDATION a Ld NAME AUGER CAST PILE FOUNDATION 1. FOUNDATION IS SUPPORTED BY 14" DIAMETER AUGER CAST PILES WITH A GROUT STRENGTH OF 5000 EMBEDDED GALV. R 7"x7%Y2" 611 ll-1 DESIGN/DRAWN/CHECKED PSI, A CAPACITY OF 68 TONS IN COMPRESSION, 8 TONS IN TENSION AND 2.6 KIPS IN SHEAR. AS PER w/4-/1/2"Ox8" WELDED HEADED 2 GROUND FLOOR FRAMING PLAN CS / KJL /LAP GEOTECHNICAL EXPLORATION ADDENDUM PREPARED BY UNIVERSAL ENGINEERING SCIENCES, UES GRADEBEAM, STUDS SCALE: 1 /4" = 11-0 pf DATE PROJECT No. 0930.1300083.0000, UES REPORT No. 1083522, DATED NOVEMBER 22, 2013. SEE 9/Sl.Ol I Y4 I LL 12/17/13 2. ALL AUGERED PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 2" TO THE #3 TIES. U CONTROL NO. 12"x22" BREAK-AWAY U-) lx4xl2"Ig KEYWAY 1 . THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. 5'-0" MAXIMUM WIDTH \-AT POUR BREAKS 3. AUGERED PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES. CONIC. CURB w FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ECT., SEE TRUSS ID. EACHPANEL (TYP) 4. THE CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR AT 5'-0" O.C. BREAK LPA NO. lx4xl2"Ig KEYED JOINT ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. AN APPROVED TESTING AGENCY TO SUPERVISE AND CERTIFY THAT THE PILE INSTALLATION COMPLIES WITH REBAR AT JOINTS SECTION A- A THE DESIGN REQUIREMENTS. RECORDS OF THE REINFORCING FOR EACH PILE; EACH INDIVIDUAL PILE DEPTH CONT-12-00356 AND QUANTITY OF CONCRETE GROUT VOLUME INSTALLED FOR EACH PILE; TOTAL NUMBER OF INSTALLED 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. SH EET PILES; TOTAL LENGTH OF INSTALLED PILES; TOTAL CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE S PILES; ACTUAL TOTAL CONCRETE GROUT VOLUME INSTALLED FOR ALL OF THE PILES; AND DEVIATION OF SECTION 2 ECTION 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN EACH PILE FROM THE SPECIFIED LOCATION SHALL BE KEPT AND SUBMITTED TO THE ENGINEER OF RECORD SCALE: 3/4" V-0" SCALE: 3/4" V-0" ACCORDANCE WITH ASTM D 1557. S1 .0 I UPON COMPLETION OF THE AUGERED PILE WORK. 1\�-o Sl OC. 1 11 FT,__� z7 9 L 04 L� l 0- 0 '01 8 Sl 0 TALI SEE 3/S� -�1_ru;tmi 2 CRETr (F IAT107N ALL �.�SHE�ET2 �OFl 2 A 5 PRE-ENGINEERED ROOF S5.2 TRUSSES BY OTHE 18"x24" CONC. COLUMN RS w/3-#5 VERT. EA. SHORT N Lou Pontigo and 5 FACE, 4-#5 VERT. EA. WALL REINF. S6.0 S5. Associates, Inc. 7� 7 #3 CLOSED TIES AT 10" OC. 420 Osceola Avenue BELOW BEAM SEE 5 & 6/ 1 60' LONG FACE (10 TOTAL) & SEE 4/S5.2 TYP. TYP- WALL REINF. 14" LITE-DECK CONC. SLAB lax. Beach, Florida 32250 w/ 4x4-W2.1xW2.1 W.W.�; 7-- -7-1- Ph. 242-0908 Fax. 241-9557 T-7 -1'T -7-7 77' BELOW BEAM T-- B-6 -41 I IB- FL:CA#8344 SC:CA#3579 N\�, T.O.S.= +111'-6 7- SEE 4/S5.2 TYP. CON'rACT US WITH YOUR COMMINT) ^4B I. N, k COMMENTS @ LP-A.COM 7� ---T 7-17-77-1 �S5.0)` I IB 61 1 1 1-- I I I I -k - -j 1--11 N. N. + LU 1 7, 7-T 0- < L7 I I B-1101 Lj B N 11 IVO. I I *1� 1 0 -4 TO FAR JV0. 1 01 1 'Cl I I B Alo. < SIDE OF BALCONY I S�)l -114 ni q-i I I I I I Wl I .,40'5 1 1 1 0 Ul L t- I I - I S- '. 8 7A 7'16� S5.2 ---IS I o ol I I I I I 1 01 1 1 % .. *�z N\N 3 -.::? op X ,- 10) 1 1 F- 1 1001 1 X X\\ 8p 61' .0" 3' 04 C14 ml I m SEE 1/S5.0, I rIT71SIONS DATE"N 7 Z2� m I I I I ml -8" WIDE RIBS N 01 ! I --r I I 1 1 41 \S5.0 1 11 1 1 1 1 1 1 1 1 COLUMN ENDING SEE 1/S2.0 FOR 1 14 W L N 1 Lij >- REINF. AT OPENNING �--AT THIS LEVEL I I-0 I I I I b r.r 3 -7 �5 < 3 S5.0) 5.0 0-1 0- �j I-L -1� -- -------- FIELEI�ALTERA-nON 7- -1 --------------------- ---------- F-- PoNT1Go aAssocLATEs PRIOR To 7 1 - MODIFICATIONS WHICH MAY VARY 1 51 1 1 1 1 1 1 1 1 1 1 1 01 1 1 1 1 1 FROM THE INTENT OF THE ORIGINAL .10 -7) \_EXTEND B-4 TO FAR I I I I I I I I I COLUMN E\IDING CONSTRUCTION DOCUMENTS.ANY 4 rr" ICI.- SIDE OF BALCONY FIELD ALTERNATIONS MADE PRIOR TO I I I I I I I I I AT THIS LEVEL BEING APPROVED BY LOU PONTK30& S5.2 WI\LL I I Lj I 1 01 1 1 1 1 Uj I 1 01 1 1 1 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR < < I I iEXTEND B-41 4' 00 OPEN TO BELOW I I I I PROM THISI I I ol I I I I I I 1 01 1 1 1 1 1 1 11 SEE 4A/S5.0 Sl��LUMO 1 T� 'FAR 1 1 1 1 1 4 2x12 JOIST @ 24" O.0 I I I OF16A� ONY11 I I I Ar CONVENTIONAL FRAMING--/ S5.0 SLO E n ATTACHED TO LVL BEAM 1 x1 8" IN WA ICF I I fill 2 1 1 1 1 1 1 1 1 1 1 1 1 SEE 11/S5.0 LUMN W/3#5 ERT. EA. LONG FACE, (6 B-17 --- ------- TOTAL), SEE 3/S5.2. r/ LL 2x10 LEDGER FASTEN TO Ao 1 (2 LOCATIONS) BEAM w/(2) ROWS OF VxEI" TITEN HD ------ ANCHOR 0 10" O.C. STAGERED HSS 5x5x)/4" STEEL COLUMN 14' LITE-DECK CONC. SLA Y 4x4-Vf2.1x%2.1 W.W.f T.().S.=: +1 1 1'-E I I I 1EXTEND B-11 I I I I FROM THIS LD Lj I I I I I V) I I I I I I I I I I I I I 1 01 1 1 1 1 1 1 1 COLUMN TO FAR SIDE OF BALCONY 4A Li COLUMN ENDING �S5.0) 0 Uj I I I I I ILLi 0-1 11 1 1 -"'-AT THIS LEVEL Uj 2#7 TOP - I I < I I I 1 1 8 1 1 1,-- ---1 1 01 1 11 1 1 1 1 1 1 1 1 1 61 < 1 11 4x4-W2.1 xW2.1 W.W.F. (AT EA. CONC. JOIST 11 S5.01 1 11 01 1 1 1 1 1 EXTEND B-11 TO FAR AS SHOWN ON PLAN TYP) a_ S5. I 1 11 �-- I I I I I I I SIDE OF BALCONY CENTERED IN SLAB. 0 8-1 2p-011 1 P5 01 1 11 1 L X -L, )�q- X,-xlqr.---X -T -7-- 7--77--17- A 1 17 n-1 I I 1.-� 0-1 1 1 1 1 iB-11 I I I 4. I ILL' >-I I I I I I I 1 17 Ul- 7 11 J I Lj >-I I I Sim I Uj L I I I 0 1 EF 5ir 1 '0 1 1 1 1 �- 0 1 1 1 1 1 1 I �!:� I I I I I I I J I I �- C� 1 0 1 1 31 1 IF- ----I I I I I I I I I I 3 I< I I I I I I I EE I I I -T-U < # 4 j I I I< I.-I I . - S5.2 I I LITE-DECK 12" 0 C. I la: Ln I I I I I I I I I I I V)l I "'t I I I ICL: Wl I I I I I I I I I In JOIS ol I I I I I I I COLUMN ENDIN I CL 1 10 01 1 1 1 1 1 1 1 1 1 #5xC-0" @ SEE 2/S5.0 AT TH 8 LEV L 10 �41 1 6" LA 2-#7 BOT. CONT. 12" OC. TOP V-15" 6'M I lo -)I I 14" LITE-DECK SLAB I I I If' I I I I \ I I j , 2 0) C14 S5.0 U SECTION N, I I I m I I Iml I I I ml I I I I I 4 m m -4 1 1 1 1 1 1 1 m 31/4"=1'-0" w S� B 012 �C I I I I LJ a-, I Lj aj I COLUMN ENDING T/WALL, I IUJ > I I I I iEA WAY CENME�ED. AT THIS LEVEL SEE ARCH I �-- _N4 1 l �XTE 36" I\ITO I I I I � I 1 -1 1 01 1 1 1 1 1 1 1 '0 1 1 1 1 1 1 1 1 < I I < 1 11 qj jr F-J 0 4DJ. 1SLB 1 11 �LL I I F-I I I I I I I I I I I I V)I I S50 -EXTEND B-11 TO FAR .. .. .. SIDES 0-13 1 �� SIDE OF BALCONY I Ic I I I I I 1 0 1 Fr L 1! F- 1-#5 T= 8" OR UNDER SECOND /-C-4 211 SAMS a a a�j LL--�--- �- I 2-#5 T= OVER 8" FLOOR to 1 F1 f HSS COLUMN S5.2 SEE PLAN WALL REINFJ]� . Lf) FRAMING 1-#5 T= 8" OR UNDER L0 1/4 BELOW BEAM 2-#5 T= OVER 8" PLAN C SEE 4/S5.2 TYP. 'T'= WALL OR SLAB EXTEND B-1 1 -'CA N TI LE VE R B-1 1 N`NCANTILEVER B-15 CANTILEVER B-13 THICKNESS CANTILEVER B-1 14" LITE-DECK CONC. SLAB TO SUPPORT B-16 TO SUPPORT B-16 > TO SUPPORT B-16 FROM THIS .0 LLJ DO NOT SCALE DINg-NS'ONS FROM THEM DRAWINGS.IF A DIMENSION ISS w/ 4x4-W2.1xW2.1 W.W.F. WALL TO FAR UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR T.O.S.= +111'-6" SIDE OF BALCONY CANTILEVER B-19 CONTACT THE E.O.R. TO SUPPORT B-16 P 9"x8"A/4" w/ 7r q \-BEAM B-17 B-16 PLAN NAME 4-1/2"Ox8lg WELDED -1 . Uj 4 6" CONC. WALL w/#5@1 2" O.C. 587 BEACH AVE. HEADED STUDS E3 A L SECOND FLOOR F11%.t-%M1NG PLAN VERT. & #4 @ 12" O.C. HORIZ. DESIGN/DRAWN/CHECKED 5" GAGE (TYP) tt". I CENTERED. DOWELS FROM BOTT. CS / KJL /LAP ADDED REINFORCING @OPENING IN SCALE: 1 /40p = V-011 DATE CONCRETE WALL OR SLAB WHERE MAIN PLAN NOTES: SECOND FLOOR LEGEND 12/17/13 HSS COLUMN CONTROL NO. REINFORCING IS NOT INTERRUPTED. SEE PLAN U 1) TOP OF FINISH FLOOR ELEVATION +111'-6" DENOTES CONCRETE ELEMENTS ENDING AT THIS LEVEL. 2) SECOND FLOOR SLAB TO BE 14" LITE-DECK CONC. SLAB. REINFORCE WITH TRUSS ID. 4x4-W2.1xW2.1 W.W.F. PLACED 2" FROM TOP OF SLAB, W/2-#7 BOTTOM CONTINUOUS DENOTES 11" ICF WALLS ENDING AT THIS LEVEL. AT E.A. CONIC. JOIST, AND 2-#7 TOP AT E.A. CONIC. JOIST AS SHOWN ON PLAN. L?A NO. DETAIL r2 SECTION �S2.0/ SCALE: 1/2pp 11-Opp 3) FOR ICF LINTELS ABOVE OPENINGS, SEE 3/S6.0 DENOTES 9" ICF WALLS, SEE 2/S6.0. CONT-12-00356 SCALE: 3/4" V-0" 4) FOR WINDOWS/DOORS OPENINGS, SEE 5 & 6/S6.0. DENOTES 14" LITE-DECK CONC. SLAB, SEE A/S2.0. SH EET 5) ALL BEAMS SHALL BE CAST MONOLITHICALLY WITH LITE-DECK SLAB. B-# DENOTES CONCRETE BEAM, SEE BEAM SCHEDULE ON S5.3. I S2.0 SHEET 50F 12 r #5x6'-O" @ 12" O.C. TOP w/6" 90* HOOK 4x4-W2.1 xW2.1 W.W.F. 14" LITE-DECK CENTERED IN SLAB.A LSLAB, SEE PLAN Lou Pontigo and T/SLAB Associates, Inc. C-4 X=X----WX- EL. +111'-6" X- '14 420 Osceola Avenue T/WALL 4 lax. Beach, Florida 32250 4 4 Ph. 242-0908 Fax. 241-9557 12" CAST-IN-PLACE SLAB F L:CA#8344 SO CA#3579 EL. SEE ARCH W/#5@1 2" OC. EA WAY TOP & BOT CONTACT US WITH YOUR COMMENTS T. 9" 6" l'-6" 6" COMMENTS @ LP-A.COM .......... llxl3Y4 CONIC. BEAM I-jo #6x8'-O" @ 8" O.C. TOP w/ADDITIONAL (2)-#5 r-"*xl 6" CONC. BEAM, 6 SEEBEAM SCHEDULE 9" ICF WALL 2� 9" ICF WALL z 2� 9" ICF WALL TOP AND BOTT. w/6" 90* HOOK SEE 2/S6.0 FOR & #3 TIES @ 6" O.C. /V'0. SEE 2/S6.0 FOR n SEE 2/S6.0 FOR REINF. 2p-6"x2'-6'p PpLpp SHAPED REINF. REINF. < _j _j @ 24" OC. HOOK 4x4-W2.lxW2.1 W.W.F. :10 -j #4 BAR A 7. Z �\ 14" LITE-DECK 14" LITE-DECK A� OP 1-4 INTO WALL In ;IN Lo CENTERED IN SLAB. 4x4-W2.lxW2.1 W.W.F. \ , 11 2'-Olp rSLAB, SEE PLAN 0 (N SLAB, SEE PLAN `-- 1 (14 CENTERED IN SLAB. �1 D P, A T/SLAB T/SLAB r 21 X=EZ _X oi� 4L NG F�x EL. +111'-6" ye X X -X x4f.---X —X—X V_ 0 0 4 4 4 4 4 4 SLAB, SEE PLAN EL. +1111-6" q. , S DATE PROVIDE 90" HOOK 4 .I I V I . I. 4 UJ4 REVISION 0. 94 9 r 4 , AT TOP BAR EA ' 9 -A SEE 4 SEE A.. 4X �X—X—x X 91, 1 1 - I . 4 X X END OF EXTERIOR T - i -6pp PI AU_,�_ PLAN 6- l -6" 6' A 6" 6" 2*-Opp SLAB TYP'. t 4 4 #5 EA FACEJI� 4( 4 4 SEE SCHEDULE 48"xl6" CONIC. BEAM, . 4 0"�116%22" CONC. BEAM LITE-DECK SEE BEAM SCHEDULE F.10. w/ADDITIONAL (l)-#5 OIST, SEE PLAN 34"xl6" CONIC. BEAM, FOR RE 2-#4 CONT._/ TOP AND BOTT. INFORCMENT SEE BEAM SCHEDULE 2-#4 CONT. AT TOP AT TOP OF ICF OF ICF WALL TYP. & #3 TIES @ 9" O.C. 8" WIDE RIBS, CONIC. BEAM, 1 1 -6" WALL TYP. FIELD ALTERATION SEEPLAN SEE BEAM SCHEDULE id 12"x29" CONC. BEAM, CONTRACTOR SHALL COWACT LOU 11" ICF WALL SEEBEAM SCHEDULE 1� -A 11" ICF WALL PONT GO&ASSOCIATES PRIOR TO SEE 2/S6.0 FOR \j EXTEND VERTICAL WALL MAKIING AWSTRUCTURAL FIELD MODIFICATIONS WHCH MAY VARY REINF. UP TO 3" BELOW SEE 2/S6.0 FOR FROM THE INTENT OF THE ORIGINAL REINF. CONSTRUCTION DOCUMENTS.ANY TOP OF SLAB REINF. FIELD ALTERNATIONS MADE PRIOR TO BONG APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEE",*OR K3 K74 SECTION r2 SECTION SECTION SECTI ON �_o SCALE: 3/4"=l'-O" �_o SCALE: 3/4*0=10-Opt �_o SCALE: 3/4"=l'-O" �-o SCALE: 3/4"=l'-O" r-7� 9" ICF WALL SEE 2/S6.0 FOR 2� REINF, 9" ICF WALL 9" ICF WALL ff\ z SEE 2/S6.0 FOR ]� : .. -DECK 0 SEE 2/S6.0 FOR REINF. q 14" LITE TOP REINF., 2'-6"x2'-6" "L" REINF. SLAB, SEE PLAN < _j _j w/6" 90* HOOK 14" LITE-DECK /-SHAPED #4 BAR _j U TOP REINF., INTO EDGE BEAM, SLAB, SEE PLAN / @ 24" OC. HOOK CONTINUOUS SEE PLAN C14 INTO WALL I A�T/SLAB AB A�T/SLAB gkT/SLAB OVER SUPPORT gkT/SL LD —X—X X_X_ —X—.X— L] X _X EL. lll'-6" __X: X_ X_X_ E -X—X—X--X _; X 5f�X X -x---- X:=L X '\fEL. lll'-6 L. lll'-6" X. '-fEL. lll'-6 4 —————————— A- --———————— ———————————-I _'L.——A.. -- - 1 4 r 4 4 4 4 A 4 4 4 4 10 4 4 4 4 4 4 40 4 4!1 4 A 14 41(� 4 01. wj 1 4 BOTTOM REBAR 11"xl6" CONIC. EDGE BEAM, 2'-6"x2'-6" "L" SHAPEDI TOP REINF., CONIC. BEAM, SEE PLAN it-got CONTINUOUS TOP REINF., SEE BEAM SCHEDULE CONTINUOUS SEE PLAN #4 BAR @ 24" OC. HOOK SEE PLAN FOR DESIGNATION & LONGITUDINAL 2-#5 CONT* \ AT RIBS TYP. INTO WALL SCHEDULE FOR REINF. 2-#5 CONT. REBAR, SEE PLAN CONTINUOUS CONTINUOUS LONGITUDINAL 2-#4 CONT. TYP. LONGITUDINAL 2-#5 CONT. REBAR, SEE PLAN 2-#4 CONT. AT TOP OF ICF REBAR, SEE PLAN TYP. AT TOP OF ICF \ \ '.1: 14" LITE-DECK WALL TYP. WALL TYP. 14" LITE-DECK 2-#4 CONT. AT TOP LAB, SEE PLAN Uj 00 OF ICF WALL TYP. EXTEND VERTICAL WALL '_'��EXTEND VERTICAL WALL SEE 2/S6.0 FOR SLAB, SEE PLAN 11" ICF WALL Ln 11 ICF WAL 4L \ " i.:� \ REINF. UP TO 3" BELOW REINF. 11" ICF WALL REINF. UP TO 3" BELOW SEE 2/S6.0 FOR TOP OF SLAB SEE 2/S6.0 FOR REINF. TOP OF SLAB REINF. "N 0 r8 N r5 SECTI ON SECTION r7 SECTI ON SECTION SCALE: 3/4"=l'-O" SCALE: 3/4"=l'-O" SCALE: 3/4"=l'-O" S5.0 SCALE: 3/4"=l'-O" \1�O �-o �-o 9" ICF WALL SEE 41-T 2/S6.0 FOR REINF. 7- 9" ICF WALL TOP REINF. w/6" 90* HOOK SEE 2/S6.0 FOR INTO EDGE BEAM, SEE PLAN REINF. 2� ELEVATED CL 9"x24" CONC. BEAM < #5x6'-O'p @ 12" O.C. TOP #5x6'-O" 0 12" O.C. TOP w/3 SETS OF 2-#6 FLOOR _j 3'-311 TOP REINF., w/6" 90* HOOK w/6" 90" HOOK 20-61px2p-60p PPLPP SHAPED 2'-6"x2'-6" "L" #4 BAR @ 24" OC. 4" LITE-DECK W/6" 90- HOOK AS SHOWN & #3 HOOK u) SHAPED �#4 BAR--'\ _j 14" LITE-DECK SECTIONS INTO WALL SLAB, SEE PLAN-\ 0 EDGE BEAM, U-) 104" CLOSED TIES @ 6" OC. if @ 24" OC. HOOK SLAB, SEE PLAN V) JI: N T/SLAB SEE PLAN INTO WALL 4" 1, z _X g-X-X-X \fEL. lll'-6" T/SLAB 4x4-W2.1 xW2.1 W.W.F. 12- 1,54" 1, 9" AND —X -X T/SLAB J _ - - ------------------1 4 v I CENTERED IN SLAB.-\ 0 4 4 _X_m!X!m_X \1 — - -W--X=ftVX X X pt A X. C14 X EL. 11 l' 4 EL. lll'-6" 7- -1 V) DETAILS A ———————- 4 r X----4x X X—X �C_(j X X > 40 B-16 CONIC. BEAM, j 4 4< 4 X _"X T7 4:= X =X0-_Zjk_ 4 4 - SEE SCHEDULE 4 A 44 4 X DO NOT SCALE DIMENSIONS FROM LA_ UNC 4 4 CONTINUOUS A. A- ARCHITECTURAL DRAWINGS OR LONGITUDINAL k .. 4 .14 . 14 . I . I I 4 4 q C-4 0 CONTINUOUS 6" 9" A REBAR, SEE PLAN J CONIC. BEAM, PLAN NAME LONGITUDIN SEE BEAM SCHEDULE 14" LITE-DECK REBAR, SEE PLAN r 587 3EACH AVE. AT TOP OF ICF 0 *j SLAB, SEE PLAN 2-#4 CONT. CONIC. BEAM, Uj DESIGN/DRAWN/CHECKED SEEBEAM SCHEDULE CS / KJL /LAP 2-#5 CONT. WALL TYP. LITE--DECK B-8 BEYOND, TYP. 2-#4 CONT. AT TOP 12x2O CONIC. BEAM 2t-2-hop DATE JOIST, SEE PLA SEE PLAN, #3 CLOSED OF ICF WALL TYP. 11" ICF WALL B-16 CONC. BEAM, W/3 SETS OF 2-#6 12/17/13 11" ICF WALL FOR REINFORCIVIENT SEE 4B/S5.0 TIES 0 6" OC. CONTROL NO. SEE 2/S6.0 FOR SEE BEAM SCHEDULE AS SHOWN & #3 U REINF. EXTEND VERTICAL WALL SEE 2/S6.0 FOR CLOSED TIES 0 6" OC. REINF. UP TO 3" BELOW REINF. TRUSS I D. TOP OF SLAB LPA NO. SECTION SECTI ON SECTI ON r9 ri 3 ri i")i CONT-12-00356 SHEET SCALE: 3/4"=l'-O" SCALE: 3/4"=l'-O" SCALE: 3/4"=l'-O" �_o �-o �-o S5.0 -p-X 4 X__ 4 4 F4 F-L- I /Bp-16 K SHEET 80F 12 2x1O P.T. SYP#2 CAP PLATE ICF WALL 6" CONIC. SLAB, w/#5@12 6" CONIC, FASTEN TO TOP OF BEAM OC. EA WAY CENTERED. A BEYOND PROVIDE HOOK EA END TYP WITH (2)1/4"Ox3" SS. TAPCON R AND CONNECTION WALL BEYOND ANCHORS AT 16" oc. 9" IV LB�� STAIR MA�UF. B-16 BEYOND —16BEYOND FOR ADDITIONAL INFO, SEE 5/S5.2 j FB T/BEAM/WALL T/SLAB Lou Pontigo and 113'— x EL. +111'-6' 0 0 .4 Umd _-IF 21-633x2p-6s' 91)) 420 Osceola Avenue T F 14" LITE—DECK jax. Beach, Florida 32250 SHAPED #4 BAR 1 ' 9%58" CONIC. BEAM, Ph. 242-0908 Fax. 241-9557 IN 0 WALL (2)2xl2 P.T. SYP#2 W/2#6 TOP AND BOTTOM F L:CA#8344 SC:CA#3579 C NC. B--�l 3 T/SLAB,-J� I LEDGER w/ 5/8"Oxl 0" 0 v_0 & #3 CLOSED TIES CONTACT us wiTH YOUR COMMENTS. 1K COMMENTS @ LP-A.COM SEE SCHEDULE SEE SCHEDULE SEE SCHEDULE EE SCHEDQLE EL. 111'-6"'V K-X-X-X- A.B. @ 16" O.C., @ 12" OC. ADDITIONAL CONC. B-15, CONIC. B-1 CONIC. B-19, SLAB, SEE PLAN @ 24" OC. HOOK 1 6' ........... r————————— STAGGERED 3—#5 EA FACE AT O\S A� P;'0"!'*41*" Y4 DEPTHS V .. 1 L 4x6xY2 x22" H.D.G. LONG STEEL 0 G ANGLE EA. SIDE OF STEEL COLUMN, % I* )V0. FASTEN EA. TO CONC. BEAM —\ Ic - \\_CONC. B-14, w/(2)�V'0 GALV THREADED ROD CONTINUOUS SEE SCHEDULE as DRILLED & EPDXY IN VERTICALLY LONGITUDINAL 06 J_.] 0p SLO EMB.) TTED HOLE (MIN 6" DRILL AND EPDXY FROM REBAR, SEE PLAN ` V oj� UJ Z I D EXISTING GRADE BEAM. I=-- 2 o . ci Lo UJ 3—#5 CONT. BOTT. (MIN. 8" EMBEDMENT) Y4 L E w. LJj gkB/BEAM fl? AN N PROVIDE 10—#5 TOP, r OF COLUMN & PROVIDE D ,--EXTEND TO FAR SIDE X BY STAIR AN 5—#5 BOTT. & L, <__t '-f EL. 108'-2Y2" 90* HOOK EA. END fEl 4x4xY4" F771SIONS DATi) 3 STIRRUPS AT 12" OC. # #3 'U' TIES @ -7, 11 e- WIND POST—N,. b T/SLAB 3 !: 12" OC. TYP 17- I CONIC. COLUMN --------- ------------------------------ ------------- EL. +99'-101E K= BEYOND PLAN VIEW (If _j :�7 a I SEC 1 5-01s r3 SECTI ON r4 SECTION TION �_2 SCALE: 3/4"=V-0" �.2 SCALE: 3/4"=V-0" '\�2 SCALE: 3/8't 1'-0" FIELD ALTERA'nON CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR To MAKING ANY STRUCTURAL FIELD MODIFrZATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO ASSOCIATES MAY RESULT IN ADDMONAL ENGINEERING OR FASTEN SHEATHING (2)2x4 FLATWISE BLOCKING BETWEEN TO BLOCKING w/10d EACH TRUSS. FASTEN TO LEDGER COMMONS @ 4" O.C. w/12d TOENAILS @ 4" O.C. 41—Ot' 2x10 P.T. SYP#2 CAP PLATE FASTEN TO SIMPSON ICFVL—W LEDGER TOP OF WALL WITH (2)1/4"OxY SS. TAPCON Uj CONNECTOR 0 48" O.C. BLOCKING ALIGNED WITH EMBEDDED ICFVL. DETAIL ANCHORS AT 16" oc. 3" FROM EDGE TYP > FASTEN THROUGH 2x8 LEDGER WATERPROOFING, SEE ARCH w/ (4) SIMPSON D3 SCREWS. < FASTEN TRUSS TO WATERPROOFING, z 0 LEDGER w/4-10d TOENAILS SEE ARCH z======Z====: 0 7 1 Od @ 4" O.C. S—Ooo 6'—Opo e- e__ 2—#4 ON T.O. J C 1 C Uj WALL TYP. 2—#4 ON T.O._ B- 19 WALL TYP. 2x8 SYP#2 0 Uj LEDGER N 31-01 ROOF TRUSS, LROOF TRUSS, BY OTHERS z BY OTHERS (2)2xl2 SYP#2 LEDGER. FIRST INSTALL Uj 00 % L �I)Z Al2 TO ICFVL—W w/8—SIMPSON ICF D3 SCREWS, THEN FASTEN THE SECOND 2x12 In WITH 4—ROWS OF 12d COMMONS @ 12" O.C. STAGGERED z 04 PARALLEL PERPENDICULAR 1 6o—O's e_ r5 SECTION �.2 SCALE: 3/4"=V-0" B-14 ELEVADTED FLOOR SECTIONS o' 4t—Ovt z AND 0 V) DETAILS > DO NOT SCALE DIMENSIOIIIS FROM AW' GS C p THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE C7 - IT T TUR ARCHITEC AL DRAW S CONTACT THE E.O.R. V 0 LA Uj PLAN NAME r 587 MACH AVE. r* LLJ DESIGN/DRAWN/CHECKED 3F—Otp CS / KJL /LAP DATE 12/17/13 B-13 CONTROL NO. TRUSS ID. --�r BEAM PROFILE LPA NO. CONT-12-00356 SCALE: 3/8" SHEET S52 CON CRETE BEAM S C H E D U L E LONGITUDINAL REINFORCEMENT STIRRUPS OR TIES ADD'L SECT. BEAM SIZE REINF ELEV. TOP E REQ'D REMARKS NO. MARK w x d BOT TOP C—RT E SIZE SPACING REF. 48 BAR. DIA. 48 BAR. DIA. MID TYP # FOOTING, WALL OR FOOTING, WALL LAP 6)) OR BOND BEAM OR BOND BEA�3 48 BAR. DIA. B-1 11 x 14 +111'-6" 3—#6 3—#6 #3 2 4 7 :&:ILA 21AI < !I LONGITUDINAL 48 BAR. 26 B-2 48 x 16* +111'-6" 6—#6 6—#6 #3 499 4 1 VARIES AT RECESS, SEE ARCH i/S5.0 BARS LAP 4 f Lou Pontigo and J Associates, Inc. 4 B-3 34 x 16 +111'-6" 6—#6 8—#6 #3 IS" 2 3/S5.0 k 420 Osceola Avenue 4 A .< :4 lax. Beach, Florida 32250 B-4 11 x 27�%* SEE PLAN 3—#7 3—#7 #3 61' 2 1 VARIES AT STEP AND SLOPE LONGITUDINAL BARS -V 4 4 A ES Ph. 242-0908 Fax. 241-9557 F L:CA#8344 SC:CA#3579 B-5 21 x 16 +111'-6" 4—#6 4—#6 #3 6" 2 8/S5.0 CONSTRUCTION JOINT < 0- 4 CONTACT US WITH YOUR COMMENTS . 4 < (IF REQUIRED) < -1 .1 4 COMMENTS @ LP-A.COM 1 CORNER BAR T. & B. 611 < -i B-6 11 x 16 +111,-6" 2—#5 2—#5 #3 2 5/S5.0 m 00 SIZE & QUANTITY AS SAME SIZE AS BEAM REINF. CORNER SPLICE BARS SAME 00 REFER TO SECTIONS & 3 - 0- SPLICE BARS SAME B-7 18 x 1 9,Y4 SEE PLAN 4—#6 4—#6 #3 6 2 1 11/S5.0 SIZE & QUANTITY AS LONGITUDINAL REINF7--:�� 4 DETAILS FOR REBAR 4 SEE PLAN FOR ANGLE LONGITUDINAL REINF. BARS SIZE & QUANTITY 6yo 0 4—#6 4—#6 2 1 4B/S5.0 I Ato. B-8 18 x 16 SEE PLAN #3 00 BARS < TOP & BOTTOM BARS B-9 16* x 16 +111'-6" 4—#6 4—#6 #3 6" 2 VARIES, SEE PLAN 4A/S5.0 REFER TO SECTIONS TYP. CONTINUITY PLAN FOR REINFORCING AS SCHEDULED & DETAILS FOR REBAR 4 OP TYP. CONTINUITY PLAN FOR REINFORCING B-10 11 x 27�Y4" +111'-6" 3—#6 1 3—#6 #3 6pp 2 2 SIZE & QUANTITY IN CONCRETE WALLS, FOOTINGS & BEAMS 2 2 0 B-11 11 x 27�W' +111'-6" 3—#7 3—#7 #3 6" ENO B-12 12 x 29 +111'-6" 3—#6 3—#6 #3 1 6"" 2 1 2/S5.0 SM. 90 HOOKS AT '�ISIONS DATE) I ri DETAIL 0 B-13 12 x 22* +111'-6" 3—#6 3—#6 #3 6pp 2 1 VARIES, SEE BEAM PROFILE 1 & 2/S5.2 1\�.2 SCALE: 1" 1'-0" TERMINATION OF COL. B-14 16 x 273/4* SEE PLAN 3—#7** 4—#7 #3 6pp 2 1 VARIES AT STEP AND SLOPE, 2 & 3/S5.2 ** IN TWO LAYERS, SEE BEAM PROFILE 5—#6 5—#6 1/S5.2 STOP COL. PO R B-15 26 x 27�K"* +111 6 #3 6"' 2 1 SEE ARCH. FOR RECESS 1" BELOW SLAB TO B-16 9 x 29 +111'-6" 3—#6 3—#6 #3 91P 2 2 9/S5.0 2x4 KEYWAY PREVENTOVERPOUR ell r FIELD ALTERAT`ION B-17 9 x 24 +111'-6" 2—#7 2—#7 #3 2 — 2/S2.0 #4 x 6'-0" TOP & BOTT. CONTRACTOR SHALL CONTACT LOU @ 24" c/c (STAGGERED) T---1 PONTIGO&ASSOCIATIES PRIOR TO COL. REINF. AND MAKING ANY STRUCTURAL FIELD B-18 9 x 24 +111'-6" 2—#6 2—#6 #3 6" 2 TIES AS NOTED MODIFICATIONS WHICH MAY VARY IN COL. REINF. FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY B-19 18 x 22* +111'-6" 4—#6 4—#6 #3 2 1 VARIES, SEE BEAM PROFILE 1 & 2/S 5.2 .�AA. FIELD ALTERNATIONS MADE PRIOR TO BONG APPROVED BY LOU PONTIGO 4. .A ASSOCIATES MAY RESULT IN ADDMONAL ENGNEERING OR 7-APPLY BONDING AGENT BETWEEN POURS TOP & BOT. REINFORCING SHOWN ON PLAN SHALL EXTEND MIN. '48 BAR. DIA.' THROUGH JOINT. REINFORCING SHOWN HEREIN IS ADDITIONAL. Tr q 0 TYPICAL CONSTRUCTION JOINT DETAIL /e'�2 �FOR STRUCTURAL SLAB LL STOP COL. POUR 1" BELOW SLAB TO > 0 PREVENT OVERPOUR _T MAX. COL. DOWEL OFFSET BENDS FOR #7 BARS OR 6 GREATER. PLACE DOWEL TO MATCH VERT. #5 & #6 BARS WITHOUT OFFSET REINF., EMBED INTO BEAM BENDS. BELOW WITH #4 HORIZ. @ 48" O.C. 90" HOOK U EXTEND TO FAR SIDE COLUMN (U.O.N.) LU OF INWALL COLUMN COL. REINF. AND DOWELS TO MATCH (EXTENDED THROUGH VERT. REINF. .. TIES AS NOTED Uj IN WALL COLUMN w/ IN WALL IN COL. REINF. CO ICF ON BOTH SIDES) ICF COLUMN z 0 FOUNDATION, SEE m: ICF WALL PLAN Uj 00 AND REINF 0 NOT SHOWN Ltj SEE PLAN FOR CLARITY Z k�'�FOR COLUMN -Ltr[-1 11 WIDTH & REINF. ADDITIONAL REINFORCEMENT REQUIRED LT/SLAB= (2) SETS OF TYPE (2) 9" #3 CLOSED TIES 'R�T/BEAM @ 8" O.C. (TYP) 1. ADD 1—#5 EACH FACE AT MID DEPTH N 4 q, 4 2. ADD 2—#5 EACH FACE AT 1/3 DEPTHS 4 WELS HOOK COL. DO (D (2) 0 (a) AND TIE TO BOT. REINF. 3. ADD 3—#5 EACH FACE AT 1/4 DEPTHS T/SLAB BEAM BELOW, REINFORCING_/ 4 4. ADD #5 @ 12" EA. FACE IN WALL ICE COLUMN TYPICAL COUSPLICE DETAIL NOT SHOWN FOR CLARITY 5. ADD 1—#6 EACH FACE AT MID DEPTH TYPICAL BEAM STIRRUP & TIE TYPES 4 NO SCALE TYPICAL BEAM WHERE BEAM TERMINATES AT A SLAB. EXTEND TOP BARS INTO ADJACENT SLAB. (AT UPTURNED rT� SECTION r5 SECTI ON BEAM \BEAM EXTEND BOT. STEEL INTO SLAB) E BAR TOP TOP C—RT BAR SCALE: 3/4"=l'—O" '--,�3 SCALE: 3/4"=l'—O" SCHEDULE F BAR MID --------- -- AND M 1—#5 VERTICAL EACH CORNER, INTERSECTION, z DETAILS 40 BAR AND @ 24" O.C. FILL SOLID 0 DIAMETERS w/ 3000 psi CONCRETE - If) > 4 Lij DO NOT SCALE DIMENSIONS FROM STD. 90* HOOKS --——————— THESE DRAWINGS.IF A DIMENSION 6 NT NON—CONTINUOUS UNCLEAR REFER TO THE \— 1/2 OF SPACING 6" OR ENDS MIN A E 0 ENS'O"6 FROM AD E 'ON IS e T SC L 'j AWINGS F C:U C 0 E C7N LEAR REFM T TH ITECTLP_AL DRAWINGS OR CONTACT THE E 0 R SHOWN IN SCHEDULE STIRRUPS OR TIES CLEAR COVER If AT WALLS BELOW BEAM, 6" MAX AS SCHEDULED. Y3 OF GREATER BOT PLAN NAME SPAN SCHEDULE OF ADJ. SPANS-1 BAR BAR + PROVIDE 1—#5 VERTICAL Uj BOT. BARS -,,7--,-17—,, r 587 BEACH AVE. @ 6" O.C. AS SHOWN. ELEVATED BEAMS 11/2 112 1 DESIGN/DRAWN/CHECKED TYPICAL REINFORCING PLACEMENT DETAIL ELEVATED SLABS 1" ' i-L—- <.... 40 CS / KJL /LAP BEAM NOTES FOR BEAMS AND ONE WAY SLABS GRADE BEAMS 3 -------- -------- DATE SLABS��2- 3" *""— i i" I C 1. TOP BARS MARKED CONTINUOUS SHALL BE SPLICED AT BEAM MIDSPAN. 1—#4 HORIZONTAL F WALL FORM 12/17/13 (24 BAR DIAMETERS) * CLEAR COVER TO TIES (IF PRESENT) @ 18" O.C.—"- U CONTROL NO. 2. BOT BARS MARKED CONTINUOUS SHALL BE SPLICED OVER COLUMN. * BALCONY REINF. COVER 1" MINIMUM. 6" 2 1)v -� 1 2?5 M TRUSS ID. (24 BAR DIAMETERS) 2 3. PROVIDE 30 BAR DIAMETER SPLICES. LPA NO. 4. WHERE BEAM TERMINATES INTO SLAB, OMIT END TOP BAR HOOK TYPICAL WALL REINE. BELOW BEAM AND EXTEND INTO SLAB 40 BAR DIAMETERS. CONT-12-00356 SHEET 5. VERTICAL SPACING OF BARS IS EXAGERATED FOR CLARITY, BARS ARE r4 SECTI ON ACTUALLY TIED TOGETHER ALONG BEAM SPAN. V-0*1 SCALE: 3/4 6. AT ALL UPTURNED BEAMS (i.e. T/BEAM IS HIGHER THAN T/SLAB) BOTTOM S53 & TOP STEEL SHALL BE HOOKED AT DISCONTINUOUS SPANS SHEET 11 OF1 2 1-#5 VERTICAL EACH A — 1 iv 1 2590 LAP MIN. CORNER, INTERSECTION, COLUMN MIMINUM WALL 10 us AND @ 24" O.C. FILL SOLID SIZE THICKNESS I ICF CONSTRUCTION SPECIFICATIONS & REINFORCING W/ 3000 psi CONCRETE 4 A 3 1/2 1 1 1 1 HSS 4x4 V4 —————L—— C ——————————— 42P C HSS 5x5 1. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER 2� 1-#4 HORIZONTAL 'r-) FOR REINFORCING SHALL BE AS FOLLOWS: ou ont C HSS 6x6 V4" ICF WALLS so 11" ICF WALL FORM :2 Associates, Inc HSS 7x7 1/4" ICF LINTELS 211 1-#5 VERTICAL < EACH CORNER, _j 420 Osceola Avenue HSS 8x8 1/4" INTERSECTION, - 11" ICF WALL FORM 2. ALL LOAD BEARING FIRST FLOOR WALLS SHALL BE 11" ICF WALL SYSTEM LO jax. Beach, Florida 32250 HSS 9xg V4" AND @ 24" O.C. 1-#4 HORIZONTAL C14 Ph. 242-0908 Fax. 241-9557 A 1 (U.N.O.), COMPOSED OF 11" ICF FORMS WITH 6" CONCRETE CORE. PROVIDE FILL SOLID @ 18" O.C. F L:CA# 8344 SC:CA#3579 .. � I HSS 1OX10 1/4" 1-#5 VERTICAL EACH SIDE OF OPENINGS, INTERSECTIONS, W/ 3000 psi CONTACT US WITH YOUR COMMENTS L�J 2 1 1/4 HSS 12x12 5/16 CORNERS AND @ 24" OC., U.N.O.. FILL FORMS SOLID WITH CONCRETE. CONCRETE COMMENTS @ LP-A.COM ELEVATION MAX. A V4 HSS 14xl 4 3. ALL LOAD BEARING SECOND AND 3RD FLOOR WALLS SHALL BE 9" ICF WALL 01HIII11111111...... SECTION A—A SECTION A—A fol, ELEVATION HSS 16xl 6 SYSTEM (U.O.N), COMPOSED OF 9" ICF FORMS WITH 4" CONCRETE CORE. 11, 6" \�\S A. V2" 21" 6" 21" 22 ."Of .4'... PROVIDE 1-#5 VERTICAL EACH SIDE OF OPENINGS, INTERSECTIONS, 2 - 2 OC 2 1/2 2 11/2 CORNERS AND @ 24" OC., U.N.O.. FILL FORMS SOLID WITH CONCRETE. 2 l/ so TYPICAL CORNER SPLICE TYPICAL HORIZONTAL SPLICE 00 )VO. TYP. YP. r —of K7 DETAIL SECTION 8 7A 71� i2z, OP S 0" —0, 4� .101 SCALE: 3/4"=l' SCALE: 3/4 is �-o \1�0 I D N z z '01 -4 < 2 2"xl 2" P.T. SYP No.2 3. — 3. -4 - 2%12" P.T. SYP No.2 PLATE W/ '/2"Ox`12" IDAT�) -4 — - 4. — W/ 1/2"Oxl 2" 4, 1 PLATE ANCHOR BOLTS AND 5. ANCHOR BOLTS AND r 11 3V FASTEN 2%10" or 2%12" P.T. /— X X 16" PLATE WASHERS 5. 2%2%3/16" PLATE WASHERS "' 2 SYP No.2 WINDOW/DOOR BUCK TO 6.�4 @ 24" O.C. 6.14 @ 24" O.C. ICF WALL SYSTEM. INSTALL W/ 11 ICF 7. 7. NO STIRRUPS list 1-#5 HORIZONTAL ONE OF THE TWO METHODS LINTEL BEAM REQUIRED AT TOP, CONTINUOUS #3 PRE-BENT CONNECTION ANGLES CONNECTION SCHEDULE' 1-#5 HORIZONTAL IN INSTALL 1 ROW OF 3/�,"Ox4" if N m I I STIRRUPS HEX HEAD LAG SCREWS :D AT TOP, CONTINUOUS @ 6" 0.C. @ 24" O.C. STAGGERED (""`-FIELD ALTERA"nON CONN MIN. BEAM CONN, MINIMUM BEAM LOAD SI ZE LENGTH LOAD SINGLE SHEAR PLATE SIZE m S1 ZE TYPE S1 ZE CONTRACTOR SHALL CONTACT LOU TYPE z ry Z Of AROUND THE PERIMETER OF PONnGo&ASSOCIATES PRIORTO H! 5/16. < 5; < THE DOOR AND WINDOW BUCKS MAKING ANY STRUCTURAL FIELD 7 130 K L4x3 1/2 x 5/16 20 1/2 W36, W33 7 56 K X 41' X 21 so W36, W33 < N"� 11" ICF FORM < I. \— MODIFICAT'IONS WHICH MAY VARY LLJ I LLJ 11" ICF FORM PRIOR TO CONCRETE FROM THE INTENT OF THE ORIGNAL W O:f 1 -.4- bi Qf 1 0 CONSTRLK:TION DOCUMENTS.ANY 6 112 K L4x3 1/2 x 5/16 17 1/2 W30, W27 6 46 K P Vie" x 4" x 18 W30, W27 V) 0- L 0 0 Z PLACEMENT. INSTALL 3pcs. MADE PRIOR TO I FIELD ALTERNA'17IONS MINIMUM EACH SIDE. BEING APPROVED BY LOU PONTK30 5 93 L4x3 1/2 x 5/16 14 1/2 W24, W21 5 36 K IR 5/1 e" x 4" x 15 W24, W21 ----l-#5 HORIZONTAL 1-#5 HORIZONTAL ASSOCIATES MAY RESULT IN K C14 C14 AOOMONAL ENGINEERING OR 5 wi AT BOTTOM, CONT. AT BOTTOM, CONT. INSPECTION FEES 4 49 K L4x3 1/2 x 5/16 11 1/2 W1 8, W1 6 4 26 K II? /,(;" x 4" x 12 8, W1 6 ACROSS LINTEL INSTALL TWO ROWS 1/4"Ox23/," ACROSS LINTEL MAX. BEAM 3 39 K L4x3 1/2 x 5/16 8 1/2 " W1 4, C1 5, W1 2, C12 3 16 K P 5/1 e" x 4" x 9 W1 4, C1 5, W1 2, C1 2 MAX. BEAM SPAN AND EXTEND SPAN AND EXTEND TAPCONS @ 24" O.C. STAGGERED SPAN 6'-4" U.O.N. 1'-0" SPAN 4'-4" U.O.N. l'-O" MIN. BEYOND MIN. BEYOND AROUND THE PERIMETER OF DOOR 2 8 K IP 5&so x 4" x 6" W1 0, C1 0, W8, C8 2 29 K L4x3 1/2 x 5/16 5 1/2 W1 0, C1 0, W8, C8 I FACE OF ROUGH FACE OF ROUGH AND WINDOW BUCKS PRIOR TO OR OPENING I ICF 1 12 K L6x4x 3/8 1 2 1/2 C6, WT OPENING AFTER CONCRETE PLACEMENT. NOTES: 1. BOLTS SHALL BE 3/4"0 A-325-N BEARING TYPE. INSTALL 3pcs. MIN. EACH SIDE. WALL SYSTEM ALLOWABLE BOLT SHEAR = 9.25 K. NOTES: 1. BOLTS SHALL BE 3/4"0 A-325-N BEARING TYPE. 2. WELDING MAY BE USED IN LIEU OF BOLTING. 2%12" P.T. SYP No.2 A ALLOWABLE BOLT SHEAR = 9.25 K. WELDS SHALL BE CAPABLE OF RESISTING LOADS SHOWN. PLATE W/ 1/2"OxII2" 2. WELDING MAY BE USED IN LIEU OF BOLTING. 3. COLUMN THICKNESSES SHALL BE THE MINIMUM TABULATED ANCHOR BOLTS AND -X-X-X-)< X--4-X-X-X-X WINDOWZDOOR BUCK FASTENING TO ---------- WELDS SHALL BE CAPABLE OF RESISTING LOADS SHOWN. ABOVE FOR THIS SCHEDULE TO BE VALID lisp 2"x2%3/16" PLATE ------------- F_- 3. USE P 5/16 " FOR CONN. TO STIFF. T OR WT. WITH THE SIZE NOTED ABOVE. WASHERS @ 24" O.C. AND 11 " ICF WALL SYSTEM 0 H _j _j GENERAL VERTICAL 4. BEAM TO BEAM CONN. SHOWN, BEAM TO COL. CONN. SIMILAR. 4. SHEAR PLATE SHALL BE WELDED TO COLUMN IN ACCORDANCE 1—#5 HORIZONTAL REINFORCING EACH SIDE OF STIRRUPS AS REQUIRED Uj AT TOP, CONTINUOUS WALL REINFORCING, SEE WINDOW/DOOR OPENING, SEE IN LINTEL, SEE DETAIL BEAM TO BEAM & BEAM TO COLUMN CONNECTION BEAM TO SQUARE HSS COLUMN CONNECTION —JA __11 �_/ — SECTION 8/S6.0. DETAIL 6/S6.0. 3/S6.0. > 7 < < j -.:Jc . . ",,CONC. BEAM, z z D 1 . - I DETAIL :2 #3 PRE-BENT SEE PLAN 0 0 < STIRRUPS z z < SCALE: 3/4" = l'-O" LjJ @ 6" 0.C. 3-#5 CONT, BOTT. 0 . 1\ 0 4� z cn- C Y EXTEN 11" ICF FORM --J :z LIJ D TO FAR 7 LJj 0:� SIDE OF COLUMN n 04 V) OR WALL & 1-#5 VERTICAL OPENINGS OVER TO g'-4" WIDE, PROVIDE 2-#5 HORIZONTAL - wX 4 —1— 4 —1— 4 U @ 24" O.C., 2-#5 VERTICAL EACH FACE, EACH SIDE -'—AT BOTTOM, CONT. (3 PROVIDE 90* SEE PLAN OF OPENING. LOCATE BAR AT EACH FACE ACROSS LINTEL #3 V TIES @ HOOK EA. END OF WALL AS SHOWN. C14 MAX. BEAM MAX. BEAM SPAN AND EXTEND 12" OC. TYP < SPAN 9'-4" U.O.N. SPAN 12'-4" U.O.N. l'-O" MIN. BEYOND \_ CONC. COLUMN OR Uj -j-7—,j--———————- OPENING ALTERNATE C.I.P. LINTEL EXTENSION BELOW CONCRETE BEAM ROUGH OPENIN G SEE PLAN z 600 131: y ll" ICF WALL _/ WINDOW/DOOR rT*� 1CF LINTEL DETAILS z FORM, SEE S6.0 #4 HORIZ. S6.0 Uj 00 FLOOR PLANS ROUGH OPENING UP TO 9'-4" MAX., SCALE: 3/4" l'-O" SEE PLAN @ 18" O.C. -4– In PLAN VIEW AT TYPICAL 11 " ICF 11 Z WINDOWZDOOR OPENING UP TO 9'-4" WIDE STUD WALL FRAMING, 11 2%6" SPF No.2 FOR OPENING OVER 4'-4" 1-#5 VERTICAL 2-#5 VERTICAL PLYWOOD SHEARWALL TO 6'-4" WIDE, PROVIDE @ 24" O.C., AT INTERSECTION 2-#5 VERT. EACH SIDE SEE PLAN OF OPENING. 1-#5 VERTICAL 04 — 2pfx8lo P.T. SYP #2 @ 24" O.C. 4 EE P�AN STEN TO ICF WALL FA —————— W/ 1/2"Ox4" ANCHOR J BOLTS @ 18" O.C. 11" ICF WALL7 WINDOW/DOOR 1-#4 HORIZ N 11" ICF @ 18" O.C. WALL SYSTEM 7ONTAL 7 FORM, SEE #4 HORIZ. ICF FLOOR PLANS ROUGH OPENING UP TO 6'-4" MAX., @ 18" O.C. SEE PLAN Py TIMBER TO ICF WALL CONNECTION GENERAL PLAN VIEW AT TYPICAL 11 ICF GENERAL HORIZO TAL WALL Ln WINDOWZDOOR OPENING UP TO 6'- 4" WIDE REINFORCING, SE SECTION z DETAILS 2/S6.0 1-#4 HORIZONTAL ill' ICF/ WOOD PANEL SHEARWALL 0 OPENINGS TO 4'-4" WIDE, 1—#5 VERTICAL @ 18" O.C. WALLSYSTEM AND FRAMING, SEE PLAN In I PROVIDE 1-#5 VERTICAL AND SCHEDULE. > EACH SIDE OF OPENING. @ 24" 0.C., Uj DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DMENSION 6 LOCATE BAR AT CENTER SEE PLAN ry LA14CLEAFZ REFER TO I- AN OF WALL AS SHOWN. C4 n 4, CONTACT THE E.O.R. I F PLAN NAME LU 43 T 587 BEACH AVE. 2 #5 VERTICAL \-2"xlO" P.T. SYP #2 FASTEN or� ip 1-#5 VERTICA AT INTERSECTION TO 11" ICF WALL SYSTEM W1 Sp @ 24" O.C. V,"0x8" ANCHOR BOLT OR DRILL 1) WALL REINFORCING IN THIS ELEVATION IS SHOWN DOWELS TO MATCH f00000 CS / KJL /LAP 9" ICF WALL WINDOW/DOOR c14 6" AND EPDXY "Ox`10" THREADED VERT., SEE 6/S6.0. DATE FORM, SEE #4 HORIZ. DIAGRAMATICALLY ONLY. SEE SECTIONS FOR EXACT 12/17/13 FLOOR PLANS ROUGH OPENING UP TO 4'-4" MAX., @ 18" O.C. STUD @ 18" O.C. SPACING AND PLACEMENT OF REINFORCING WITHIN WALL CAVITY. U CONTROL NO. SEE PLAN 2) PROVIDE TEMPORARY SHORING TO SUPPORT CAST IN PLACE TIMBER TO ICF WALL CONNECTION LINTEL. REMOVE ONLY AFTER 75% F'c OR 7 DAYS. (n TRUSS ID. PLAN VIEW AT TYPICAL 11 " ICIF �f 17 — WINDOWZDOOR OPENING UP TO 4'- 4" WIDE REINFORCING AT WINDOWZDOOR OPENING OF 11 ICF WALL LPA NO. CONT-12-00356 SHEET r6 DETAIL DETAIL DETAIL is P-01 3 —01; 3 1 V_0;1 SCALE: 3/4" 1 SCALE: /4" = SCALE: /4 SELO F7Ff11_r F 1 :1 A 4 TT L kN.�SHE�Ul 2�OF12