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LINTELS ON THIS PROJECT ARE AS SPECIFIED ON THIS <br />CHART UNLESS NOTED ON FLOOR PLAN BY OPENING <br />LINTEL LOAD CHART l 16" DEEP SECTION ) <br />CLEAR SPAN <br />CONCRETE U LINTEL <br />"POWER" STEEL <br />"POWER' STEEL <br />BOX LINTEL <br />1' - 6' <br />4981 PLF ( UNFILLED ) <br />1010 PLF L-2 <br />98b5 PLF <br />2' - 2' <br />3435 PLF ( UNFILLED ) <br />6626 PLF L-2 <br />6830 PLF <br />2' - 8" <br />2 M PLF ( UNFILLED) <br />5296 PLF L-2 <br />5549 PLF <br />3'- 2" <br />2332 PLF ( UNFILLED ) <br />4508 PLF L-2 <br />4613 PLF <br />4'- ON <br />1835 PLF ( UNFILLED ) <br />3535 PLF L-2 <br />36" PLF <br />4'- 6' <br />1624 PLF l UNFILLED ) <br />3154 PLF L-2 <br />3288 PLF <br />5' - 2" <br />2139 PLF » <br />2146 PLF L-2 - <br />2064 PLF » <br />2711 PLF » <br />22W PLF L-2 - <br />2400 PLF » <br />ON <br />19B1 PLF » <br />20M PLF L-2 - <br />2114 PLF » <br />8' - O' <br />I123 PLF » <br />116E PLF L-2 - <br />22'13 PLF » <br />9' - 2' <br />148% PLF » <br />1545 PLF L-2 » <br />1984 PLF » <br />10' - O' <br />M54 PLF - <br />1414 PLF L-2 » <br />1815 PLF » <br />10' - 8" <br />tm PLF » <br />025 PLF L-2 - <br />I110 PLF - <br />il' - 2' <br />000 PLF » <br />1230 PLF L-2 » <br />1629 PLF » <br />L2' - O' <br />1109 PLF » <br />InS PLF L-2 » <br />515 PLF » <br />12' - 8' <br />1044 PLF » <br />1116 PLF L-2 » <br />1436 PLF » <br />13'-4' <br />MISS PLF »P <br />501PLF L-2»SL-1 <br />13"PLF» <br />44' - ON <br />1321 PLF - P <br />1321 PLF L-2 » SL - I <br />MS PLF » <br />I6' - O" <br />1152 PLF - P <br />1048 PLF L-2 - SL - 1 <br />1131 PLF » <br />IS' - 0' <br />1016 PLF - P <br />828 PLF L-2 » SL - 1 <br />960 PLF » <br />IS' - 8' <br />9T1 PLF - P <br />T10 PLF L-2 - SL - 1 <br />893 PLF » <br />20' - O' <br />616 PLF - P <br />62S PLF L-2 - SL - 1 <br />184 PLF » <br />22' - 8' <br />189 PLF - P <br />523 PLF L-2 - SL - 1 <br />606 PLF - <br />DENOTES 45 REBAR X CONT, PLACED IN BOTTOM COURSE AND <br />16" DEEP BEAM POURED SOLID WITH 25o0 PSI C ONCRETE. <br />» P - DENOTES PRE STRESSED U LINTEL WITH 05 REBA R X CONT, <br />PLACED IN BOTTOM COURSE 4 16' DEEP BEAM PO URED SOLID <br />WITH 2500 PSI CONCRETE <br />8" X 8' X 16' KNOCK OUT BLOCK <br />TOP COARSE WITH 1 45 HORIZONTAL <br />" R85AR TIED TO ALL VERTICAL RODS <br />Box STEEL LINTELS OVER ALL WINDOW <br />AND DOOR OPENINGS, NO 05 REBAR <br />REQUIRED ON BEAMS UP TO 24'0" <br />WITH NO MORE THAN 606LB8 PLF <br />OPTIONAL POWER BOX LINTEL DETAIL <br />8' X 8" X 16" KNOCK OUT BLOCK <br />TOP COARSE WITH 1 05 HORIZONTAL <br />Oil REBAR TIED TO ALL VERTICAL RODS <br />I ----I <br />8" X 8' X 16' KNOCK OUT BLOCK <br />OVER POWER STEEL LINTELS, WITH <br />I EACH 05 REBAR IN THIS COARSE <br />WHEN SPAN OF LINTEL IS OVER 12'4' <br />OPTIONAL POWER STEEL LINTEL DETAIL <br />8" X 8' X 16" KNOCK OUT BLOCK <br />TOP COARSE WITH 1 "5 HORIZONTAL <br />REBAR TIED TO ALL VERTICAL RODS <br />I9--I <br />8" PRECAST LINTEL BLOCK <br />OVER ALL OPENINGS. I EACH <br />p 05 REBAR IN THIS COARSE WHEN <br />SPAN OF LINTEL OVER 5'2" <br />OPTIONAL STANDARD PRECAST DETAIL <br />25 HORIZONTAL LINTEL 05 REBAR <br />HOOK LAPS MINIMUM <br />10" WRH 2 TIES <br />n <br />FOOTER 05 REBAR <br />ROD CHAIRS �- 25- _ <br />REBAR LAP DETAILS <br />2X4 BLOCKING AT TOP AS SHOWN LOAD BEARING SCISSOR GABLE END TRUSS <br />BETWEEN EACH TRUSS NAILED AT WITH ONE AT FROM OF COLUMN AND ONE AT <br />EACH END WITH (2) 16D NAILS BACK SIDE OF COLUMN, SEE TRUSS LAYOUT PLAN <br />11 11 <br />1/2" GYPSUM WALL BOARD AT <br />EACH SIDE OF WALL (TYPICAL) <br />BOTTOM CORD OF WOOD TRUSS <br />3 5/8" 20GA TOP TRACK SECURED <br />TO BOTTOM OF WOOD TRUSS OR WOOD <br />BLOCKING WITH 0IOX2" SCREWS 6" OC <br />DROP CEILING GRID SYSTEM <br />3 5/8" 2OGA STEEL NON LOAD <br />BEARING STUD WALLS WITH STUDS <br />SPACED MAXIMUM 24" OC. <br />3 5/8" 20GA BOTTOM TRACK <br />SECURED TO FLOOR WITH <br />MASONRY NAILS (TYPICAL) <br />DETAIL (E) <br />NON LOAD BEARING INTERIOR STEEL STUD WALL <br />NOT TO SCALE <br />4' 8" <br />3/4" FORM PLYWOOD <br />SINGLE HEADER BLOCK <br />AT TOP OF WALLS <br />8" CONCRETE BLOCK WALLS WITH <br />05 VERTICAL RODS PLACED AS <br />SHOWN ON FOUNDATION PLAN <br />WITH FILLED CELLS <br />IN <br />TYPICAL 4" CONCRETE SLAB WITH WIRE MESH <br />OR FIBER MESH AND 6 MILL VISQUEEN OVER <br />CLEAN COMPACT TERMITE TREATED SOIL <br />6" 3000 PSI CONCRETE POUR WITH <br />05 REBAR MATT 12" OC EACH WAY <br />WITH 12" BEND DOWN INTO WALLS <br />I-oilAT EACH END. CENTER REBAR MATT <br />IN SLAB AREA <br />2X4 BRACING 16" OC AT TOP <br />OF 2X4 WALLS BELOW 3/4" <br />FORM PLYWOOD <br />16" X 12" MONO FOOTINGS WITH <br />(2) 65 RODS ON CHAIRS TIED <br />TO ALL VERTICAL RODS <br />DETAIL (C) <br />COMPUTER SAFE ROOM CUT SECTION <br />BACK SIDE OF GABLE WALL TO HAVE <br />' <br />I <br />1 r -------- <br />I <br />I <br />BANDS AT FRONT TO BE 2" THICK 5" WIDE STUCCO BANDS, <br />HARDI LAP SIDING ON THE ENTIRE <br />11 <br />" <br />11 <br />" <br />11 <br />' I <br />II <br />I 1 <br />II <br />I 1 <br />II <br />1 1 <br />AREA BEHIND LATTICE TO BE GALV WIRE LATH WITH SMOOTH <br />AREA <br />11 <br />II <br />11 <br />I1 <br />1 <br />11 <br />Z/8" STUCCO. LATTICE TO BE PLACED OVER STUCCO AREA <br />WITH STAINLESS STEEL 0SX2" SCREWS, REMAINING AREA TO <br />1 <br />II <br />II <br />II <br />II <br />11 <br />HAVE HARDI LAP SIDING <br />11 <br />11 <br />4I <br />II <br />1 <br />it <br />11 <br />11 <br />11 <br />II <br />II <br />11 <br />tl <br />11 <br />II <br />II <br />11 <br />II <br />11 <br />II <br />II <br />11 <br />II <br />it <br />II <br />11 <br />11 <br />II <br />- <br />I.I <br />1 <br />11 <br />11 <br />II <br />II <br />II <br />1 <br />11 <br />tl <br />11 <br />II <br />2X4 ANGLE BRACE FROM BOTTOM CORD OF <br />11 <br />11 <br />II <br />11 <br />11 <br />It <br />TRUSS TO SIDE OF VERTICAL WEBS 24' OC <br />11 <br />11 <br />11. <br />11 <br />11 <br />11 <br />11 <br />11 <br />II <br />1 <br />11 <br />11 <br />' <br />12"OVER HANG AND SUB FASCIA <br />NAILED AT EACH END WITH (2) 1foD NAILS <br />; , <br />; ; <br />11 <br />II <br />1 <br />11 <br />11 <br />II <br />11 <br />II <br />11 <br />11 <br />11 <br />11 <br />11 <br />II <br />II <br />II <br />11 <br />11 <br />11 <br />11 <br />11 <br />11 <br />11 <br />11 <br />11 <br />11 <br />II <br />11 <br />11 <br />11 <br />11 <br />11 <br />11 <br />II <br />11 <br />11 <br />11 <br />it <br />II <br />11 <br />11 <br />II <br />11 <br />1 <br />I <br />11 <br />II <br />11 <br />II <br />1 <br />1 <br />II <br />it <br />II <br />I <br />I <br />11 <br />11 <br />11 <br />11 <br />1 <br />I <br />11 <br />1 <br />11 <br />11 <br />I <br />I <br />11 <br />1 <br />11 <br />11 <br />1 <br />I <br />11 <br />11 <br />11 <br />II <br />1 <br />I <br />11 <br />II <br />II <br />11 <br />1 <br />1 <br />II <br />11 <br />11 <br />11 <br />1 <br />1 <br />II <br />tl <br />1 <br />1 <br />11 <br />- <br />11 <br />II <br />11 <br />I <br />1 <br />11 <br />11 <br />I <br />11 <br />1 <br />1 <br />11 <br />11 <br />I <br />I I <br />1 <br />1 <br />11 <br />11 <br />- 11 <br />II <br />1 <br />1 <br />11 <br />11 <br />11 <br />11 <br />1 <br />1 <br />11 <br />- <br />11 <br />11 <br />11 <br />1 <br />1 <br />II <br />11 <br />II <br />I <br />I <br />II <br />11 <br />11 <br />II <br />1 <br />I <br />11 <br />II <br />11 <br />I <br />I <br />I <br />11 <br />II <br />II <br />11 <br />I <br />1 <br />11 <br />II <br />II <br />II <br />I <br />1 <br />11 <br />I <br />1 <br />11 <br />11 <br />11 <br />11 <br />1 <br />1 <br />II <br />11 <br />11 <br />11 <br />I <br />1 <br />I <br />11 <br />II <br />11 <br />1 <br />1 <br />I1 <br />W16X26 STEEL I BEAM, SECURE TO <br />EACH COLUMN WITH (2) 5/8"XIO <br />ANCHOR BOLTS <br />BL'or+ CxcuHki <br />2X4 BLOCK BETWEEN SIDE OF EACH <br />STUD FROM FRONT WALL TO REAR WALL <br />WITH (2) 12D NAILS <br />2X4 STUD WALL AT EACH SIDE <br />OF COLUMN ATTACHED TO TRUSS <br />AT TOP AND SIDE OF COLUMNS <br />THE CLIENT UNDERSTANDS THAT THE DESIGNER CARRIES NO LIABILITY INSURANCE AND THEREFORE CDCORE a `, <br />AGREES TO HOLD HARMLESS, IDE'9NIFY, AND DEFEND DESIGNER FROM ALL CLAIMS, LOSSES AND ENTRANCE LOCK COLUMN SIDE VIEW <br />EXPENSES (INCLUDING REASONABLE ATTORNEY FEES) ARISING OUT OF OR RESULTING FROM TFE <br />PROJECT, THE DESIGNER WILL IN GOOD FAITH ATTEMPT TO PROVIDE ERROR FREE CONSTRUCTION NOT TO SCALE <br />�'ARAWINGS, BUT IN THEOCCUR THE EVENT ERRORS OCCTHE DESIGNER WILL NOT BE LIABLE FOR COST OF <br />REPAIRS OR DELAY TO THE CONSTRUCTION <br />i <br />NOT TO SCALE <br />2X4 TEMPORARY STUD WALLS <br />BELOW FORM PLYWOOD, DO <br />NOT REMOVE FORMS FOR <br />MINIMUM 15 DAYS <br />o <br />v <br />WELDED <br />AT TOP <br />AT EACI- <br />W16X26 STEEL I BEAT <br />EACH COLUMN WITH C <br />ANCHOR BOLTS <br />v <br />THERE WILL BE NO UPLIFTS ON THESE <br />INTERIOR BEARING WALLS, WALLS ARE <br />FOR FLOOR LOAD ONLY OF FILE STORAGE <br />ROOM ABOVE <br />1/2" GYPSUM WALL BOARD AT <br />EACH SIDE OF WALL (TYPICAL) <br />BOTTOM CORD OF WOOD TRUSS <br />3 5/5" *GA TOP TRACK SECURED <br />TO BOTTOM OF WOOD TRUSS OR WOOD <br />BLOCKING WITH 01OX2" SCREWS &'OC <br />DROP CEILING GRID SYSTEM <br />C SHAPED FIELD FABRICATED <br />BACK TO BACK 12" STUD HEADER <br />16 GA ABOVE ALL DOOR OPENINGS <br />WITH JACK STUD AND EACH END <br />3 5/8" 16GA STEEL LOAD BEARING <br />STUD WALLS WITH STUDS SPACED <br />L6" OC. <br />3 5/8" 16GA BOTTOM TRACK <br />SECURED TO FLOOR WITH <br />1/2"X4" REDHEAD EXPANSION <br />BOLTS 24" OC <br />• • FOOTINGS AS SHOWN WITH <br />6" (2) 05 REBAR ON CHAIRS <br />DETAIL (B) <br />LOAD BEARING INTERIOR STEEL STUD WALL AND FOOTERS <br />NOT TO SCALE <br />STM PLYGLIPB <br />PLYWOOD NAIL PATTERN (ROOF) <br />PLYWOOD NAILED AS SHOWN IS DESIGNED TO <br />WITH STAND MAXIMUM WIND LOAD RATING OF <br />130 MPH <br />PANEL EDGE SUPPORT FOR NARROW WIDTH ROOF EDGE <br />PER APA TECHNICAL NOTE R215A. 16" - 24" INCH PANELS <br />DOUBLE PLY CLIP THE SIDE ADJACENT TO THE FULL WIDTH <br />PANEL, NONE REQUIRED AT RIDGE OR HIP, 12" - 16" LUMBER <br />ONLY 5LOCKING (2X4) FLAT WISE OR EDGEWISE ON THE SIDE <br />ADJACENT TO THE FULL WIDTH PANEL NONE REQUIRED AT <br />RIDGE OR HIP, 12" OR LESS USE LUMBER ONLY BLOCKING <br />BOTTOM OF FOUNDATIONS I6"X40"X40" CONCRETE PAD <br />PAD MINIMUM 12" BELOW GRADE WITH (5) 05 REBAR EACH WAY <br />3' 4" <br />ICYNENE R-20 FOAM SPRAYED <br />AT BOTTOM OF ROOF SHEATHING <br />DOWN TO WALL <br />FOIL RADIANT BARRIER AT TOP CORD _ <br />OF ROOF TRUSSES PRIOR TO INSTALLING <br />ROOF SHEATHING <br />1/2" CDX ROOF SHEATHING NAILED 6" OC ON <br />ALL EDGES AND IN THE FIELD WITH 8D NAILS, <br />USE STEEL PLYCLIPS AND 030 FELT WITH MASTER <br />RIB METAL ROOFING, COLOR BY OWNER <br />SEE ROOF TRUSS PLAN <br />2X6 SUB FASCIA WITH <br />ALUMINUM UNVENTED <br />SOFFIT AND ALUMINUM <br />FASCIA TRIM <br />SEE LINTEL CHART <br />VINYL WINDOWS PER PLANS <br />3/4" P.T. FURING ATTACHED TO BLOCK <br />WALLS 16" OC WITH HARDI LAP SIDING <br />INSTALLED PER MANUFACTURE <br />SPECIFICATIONS <br />05 VERTICAL RODS FROM <br />FOOTINGS TO BOND BEAM <br />WITH 25" LAP MINIMUM <br />d' <br />GROUND WIRE TO <br />FOOTING REBAR <br />DETAIL (D) <br />ENTRANCE BLOCK COLUMN FRONT VIEW <br />NOT TO SCALE <br />�I-:l-111 <br />ENGINEERED ROOF TRUSSES <br />3/4" T4G PLYWOOD GLUED AND <br />NAILED WITH IOD NAILS 6" Or - <br />AT FILE STORAGE ROOM AREA <br />DROP CEILING GRID SYSTEM <br />DOUBLE KNOCK OUT LINTEL COARSE <br />WITH (1) 05 REBAR EACH COARSE TIED <br />TO ALL VERTICAL RODS AND POURED <br />WITH 3000 PSI CONCRETE <br />_ <br />%5 <br />Lu <br />w <br />= <br />_ - <br />w <br />� O <br />� <br />Q <br />tt <br />z <br />O <br />0- <br />U <br />3/4" P.T. FURING WITH 3/4" TUFF R <br />O <br />z <br />w <br />INSULATION BOARD (R 4.5)ATTACHED <br />Q <br />TO BLOCK WALLS ON INTERIOR AND <br />m <br />1/2" GYPSUM WALL BOARD. <br />EACH CELL OF BLOCK WALLS TO BE <br />POLAR FOAM FILLED <br />TYPICAL 4" CONCRETE SLAB WITH WIRE MESH <br />OR FIBER MESH AND 6 MILL VISQUEEN OVER <br />CLEAN COMPACT TERMITE TREATED SOIL <br />6 aI 611 16"X Ia'MONO FOOTINGS WITH <br />(2) 05 REBAR ON CHAIRS <br />BOTTOM OF FOUNDATION <br />MINIMUM 12" BELOW GRADE <br />DETAIL (A) <br />10' 0" BLOCK WALL SECTION <br />NOT TO SCALE <br />3' 4' <br />AROUND STEEL I BEAM <br />%ME WITH GALV WIRE <br />8" STUCCO. <br />Y ENGINEERING INC. <br />'RUC'fURAL ENGINEERS <br />C <br />RICHARD L EY P.E. <br />FLORIDA LICENSE NU96 <br />I HERBY CERTIFY THAT THESE PLANS AND SPECIFICATIONS <br />WERE PREPARED BY ME OR KINDER MY DIRECT SUPERVISION <br />ARE IN COMPLIANCE` WITH CHAPTER 16, SECTION 1609 OF THE <br />FLORIDA BUILDING CODE 2004 FOR 120 MPH (3 SECOND GUST) <br />WIND ZONE -100 MPH FASTEST SPEED AND THE ENTIRE 2004 <br />FLORIDA BUILDING CODE INCLUDING ALL 2005 AND 2006 <br />SUPPLEMENTALS <br />O <br />N Z <br />ZN O to (A <br />N a M L <br />(5 �- M M Q <br />in M � Ix <br />W <br />3 0 _ � pill.C�C <br />LL ti G <br />H > O O <br />N <br />N <br />e'I W O J <br />z cc <br />NotM G M Z <br />W W <br />LL. 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