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LINTELS ON THIS PROJECT ARE AS SPECIFIED ON THIS CHART UNLESS NOTED ON FLOOR PLAN MY OPENING LINTEL LOAD CHART ( 16" DEEP SECTION CLEAR SPAN CONCRETE U LINTEL 'POWER" STEEL "POWER" STEEL BOX LINTEL 1' - 6" 4981 PLF ( UNFILLED ) 1010 PLF L-2 SO" PLF 2'- 2' 3435 PLF ! UNRLLED ) 6626 PLF L-2 6930 PLF 2' - 8" 2171 PLF ( UNFILLED ) 5296 PLF L-2 5549 PLF 3' - 2" 2332 PLF ( UNFILLED ) 4508 PLF L-2 4613 PLF 4' - O" 1835 PLF ! UNFILLED ) 3536 PLF L-2 3699 PLF 4' - 6' 1624 PLF ( UNFILLED ) 3154 PLF L-2 3289 PLF 5' - 2" i139 PLF - 2146 PLF L-2 - 2864 PLF - W - e in PLF - 22U PLF L-2 - 2400 PLF - teal PLF - 2025 PLF L-2 - 2114 PLF - e' - 0" f123 PLF - 1169 PLF L-2 - 2213 PLF •- 2" 1489 PLF - 1545 PLF L-2 - 1984 PLF - 10' - O" b54 PLF - 1414 PLF L-2 - ISIS PLF n 10' - e" 1211 PLF - 1325 PLF L-2 - 1110 PLF - 11' - 2" 1200 PLF - 1230 PLF L-2 - 1629 PLF - 12' - 0" 1109 PLF - 1118 PLF L-2 - 1515 PLF - 12' - 8" 1044 PLR - 1116 PLF L-2 - 1436 PLF - ,..4- I398 PLF - P 1381 PLF L-2 - SL - 1 - 1364 PLF - 14' - 0" 1321 PLF - P 1321 PLF L-2 - SL - I 1299 PLF - I6'-0" 1152 PLF -P 1048 PLF L-2-6L-1 1131PLF - W - O" 1016 PLF - P 828 PLF L-2 - SL - 1 - 960 PLF - 18' - 8' 911 PLF - P TIO PLF L-2 - SL - I 893 PLF - 20' - 0" 816 PLF - P 62% PLF L-2 - SL - 1 184 PLF -" 189 PLF - P 523 PLF L-2 - SL - 1 606 PLF •• - - DENOTES 05 REBAR X CONT. PLACED IN BOTTOM COURSE AND 8" X 8" X 16" KNOCK OUT BLOCK TOP COARSE WITH 1 05 HORIZONTAL REBAR TIED TO ALL VERTICAL RODS all ro. 8" X 8" X 16" KNOCK OUT BLOCK OVER POWER STEEL LINTELS, WITH I EACH "5 REBAR IN THIS COARSE 05 VERTICAL RODS FROM WHEN SPAN OF LINTEL IS OVER 12'4" BELOW TO TOP OF WALL. f ALL CORNERS, EACH SIDE OPENINGS AND SPACED P' 6' O" OC. POWER STEEL LINTEL DETAIL 6" X 8" X 16" KNOCK OUT BLOCK TOP COARSE WITH 1 05 HORIZONTAL REBAR TIED TO ALL VERTICAL RODS - all .�• 8" PRECAST LINTEL BLOCK . OVER ALL OPENINGS. 1 EACH O. 05 REBAR IN THIS COARSE WHEN SPAN OF LINTEL OVER 5'2" STANDARD PRECAST DETAIL 10 DEEP BEAM POURED SOLID WITH 2500 PSI CONCRETE - - P - DENOTES PRE STRESSED U LINTEL WITH •5 REBAR X CONT. - PLACED IN BOTTOM COURSE 4 16" DEEP BEAM POURED SOLID WITH 2500 PSI CONCRETE 4" CONCRETE SLAB MIN. 2500 PSI 05 VERTICAL REBAR OVER TREATED COMPACTED FILL 6X6 10/10 WWM (Oft EEQUAL) L N 2-•5 REBAR O ON CHAIRS 2411 FIRE WALL MONO FOOTING DETAIL MOT TO SCALE SECURING PRE14UNG TO BUCK STRIPS PER YOUR MANUFACTURES INSTRUCTIONS ATTACH MINIMUM 3/4" P,T, BUCK TO MEET WIND LOADS AND COMPRESSIONS STRIP THAT IS THE MINIMUM WIDTH RATINGS FOR YOUR JOB LOCATION, ALL OF DOOR FRAME USING 3/8" ANCHOR ENETRATE BLOCK CREWMUM P ,09-IX1 T- "8, 1-10" OC, WALL A M OFUST AND THERE SHALL „ BE A MAXIMUM 1/4 SPACE BETwr=E BUCK AND DOOR JAMB CAULK DOOR FRAMEE PER ' MANUFACTURES RECOMMENI BLOCK DOOR ATTACHMENT DETAIL SECURING WINDOW TO BUCK STRIPS PER YOUR MANUFACTURES INSTRUCTION TO MEET WIND LOAD AND COMPRESSION RATINGS FOR ATTACH MINIMUM 3/4 P,T. BUCK STRIP YOUR JOB LOCATION, ALL ANCHOR SCREWS THAT IS THE MINIMUM WIDTH OF YOUR MUST PENETRATE BLOCK WALL A MINIMUM OF WINDOW FRAME USING ,097 X 1 3/8" 1 1/4" AND THERE SHALL BE A MAXIMUM 1/4" T- NAILS MAXIMUM 10" Or- SPACE BETWEEN BUCK AND WINDOW FRAME CAULKED WINDOW PER YC WINDOW MANUFACTURES S RECOMMENDATIONS TO M LOAD AND COMPRESSION FOR YOUR JOB LOCAATIO?s BLOCK WINDOW ATTACHMENT DETAIL GARAGE DOOR TO BE REINFORCED TO MEET WIND LOAD AND COMPRESSION RATINGS FOR YOUR JOB LOCATION, CEILING RAFTER ipIs I ALL TRACK AND HARDWARE SECURED PER MANUFACTURE SPECIFICATIONS TO MEET WIND LOAD AND COMPRESSION RATINGS FOR YOUR JOB LOCATION MINIMUM 2X6 P.T. SIDE PLATE ATTACHED TO BLOCK WALL USING 1/2"XS" ANCHOR BOLTS OR 5/8"X7" EXPANSION BOLTS 4 EACH SIDE. ATTACH TOP 2X6 WITH 2 3/8" T NAILS 16" CC GARAGE DOOR ATTACHMENT DETAIL THE CLIENT UNDERSTANDS TWAT THE DESIGNER CARRIES NO LIAMILITY INSURANCE AND THEREFORE AGREES TO HOLD HARMLESS, IDEMNIFY, AND DEFEND DESIGNER FROM ALL CLAIMS, LOSSES AND EXPENSES (INCLUDING REASONABLE ATTORNEY FEES) ARISING OUT OF OR RESULTING FROM THE PROJECT, THE DESIGNER WILL IN GOOD FAItW ATTEMPT TO PROVIDE ERROR FREE CONSTRUCTION DRAWINGS, BUT IN THE EVENT ERRORS OCCUR THE DESIGNER WILL NOT BE LIABLE FOR COST OF REPAIRS OR DELAY TO THE CONSTRUCTION 64' 61' C S 11' 4" 1' 8" 1 ARKAY ENGINEERING INC. STR CTURAL,ENGINEERS 3( RICHAR 1 KID"DSY P.E. FLORIDA LICENSE NUMBER 31296 1 HERBY CERTIFY THAT THESE PLANS AND SPECIFICATIONS WERE PREPARED 15Y MEOR UNDER MY DIRECT SUPERVISION ARE IN COMPLIANCE Wi T H CHAPTER 16, SECTION 16,09 OF THE FLORIDA BUILDING CODE 2010 AND ASCE 'i-10 FOR 13-1 MPH WIND ZONE RISK CATEGORY 11 AND THE ENTIRE 2010 FLORIDA BUILDING CODE RESIDENTIAL Z In z U Ln Ili lw N m 00.4 oa 0 9) Z oN U. >0m z In c) wrfn z v) W w:Eul A O C LL a mo Q coN Ly m IU w 1!1 In 0 Dw In U Ib E U. o r� tD o m z IL U- (j to W z Q)Lu -U 0 vi W �U-J L11 -c } W a d � A d Q O OC 3 � cal cv O z o ' z Q Q W a 0 Dom` v v/ Lu _ LL m Z (!� OJ 0 O= O o- o W U. O0U N L' Z LL N�N Li. 0 FG 30r-ro N ARKAY