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12-272-007GENERAL NOTES 1. ALL CONSTRUCTION SHALL COMPLY WITH THE 2010 FLORIDA BUILDING CODE, 2. CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. ANY DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER /ARCHITECT BEFORE PROCEEDING. 3. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS. APPROVAL OF SHOP DRAWINGS BY THE ENGINEER /ARCHITECT IS FOR DESIGN AND LAYOUT ONLY, ;AND IS NOT FOR THE PURPOSE OF AUTHORIZING CHANGES TO THE CONTRACT DRAWINGS FOR APPROVING SUBSTITUTIONS. 4. ALL ELEVATIONS SHOWN ON THESE DRAWINGS ARE MEASURED WITH RESPECT TO THE FINISH FLOOR. +0' -0 ". 5. ALL REINFORCING BARS SHALL BE GRADE 60 CONFORMING TO ASTM A615. 6. ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH ACI 318. ALL CONCRETE USED SHALL HAVE A 28 DAY MINIMUM COMPRESSIVE STRENGTH OF 3000 P.S.I. AND A MAXIMUM SLUMP OF 6 ". 7. CONCRETE SLABS -ON- GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 302. CONCRETE FOR SLABS -ON -GRADE SHALL BE LIMITED TO A WATER TO CEMENT RATIO OF 0.40, 8. A SPECIAL INSPECTOR, RETAINED BY THE OWNER, SHALL INSPECT AND SUPERVISE THE COMPACTION OF FILL UNDER SLABS ON GRADE. THE FILL SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAXIMUM DRY DENSITY FOR ALL LAYERS AS VERIFIED BY FIELD DENSITY TESTS MADE IN ACCORDANCE WITH ASTM D1557. 9. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318 SECTION 7.7.1. 10. PROVIDE PRECAST CONCRETE LINTELS BY CASTCRETE OVER WINDOWS OPENINGS IN MASONRY WALLS. LINTEL CONFIGURATION SHALL BE 8F8 -1B AS PER NOA 11- 0121.04. LINTELS SHALL BEAR A MINIMUM OF 8" ON EACH SIDE OF OPENINGS. 11. ALL TIE . BEAMS SHALL HAVE FOUR #3 TIES AT 12" C/C AT CORNERS AND AT EACH BEND AND AT 48" C/C ELSEWHERE. LONGITUDINAL REINFORCEMENT SHALL CONSIST OF NO LESS THAN 4 #5 REINFORCING BARS PLACED TWO AT THE TOP do TWO AT THE BOTTOM. TIE BEAM REINFORCING CONTINUITY SHALL BE PROVIDED BY LAPPING SPLICES NOT LESS THAN 18 ". CONTINUITY SHALL BE PROVIDED AT CORNERS BY BENDING BARS FROM EACH DIRECTION AROUND THE CORNER 30" OR BY ADDING 2 #5 BENT TWO BARS WHICH EXTEND 30" EACH WAY FROM THE CORNER. 12. MASONRY CONSTRUCTION SHALL COMPLY WITH THE BUILDING CODE AND SPECIFICATIONS FOR CONCRETE MASONRY STRUCTURES ACI 530 AND ACI 530.1. 13. CONCRETE MASONRY SHALL HAVE A NET AREA COMPRESSIVE STRENGTH f'm =1500 P.S.I. AND SHALL COMPLY WITH ASTM C90. CONCRETE MASONRY UNITS SHALL HAVE A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 P.S.I. 14. MASONRY MORTAR SHALL BE TYPE M OR S AND SHALL COMPLY WITH ASTM C270. 15, GROUT FOR GROUTING CELLS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 P.S.I. OR THE BLOCK STRENGTH, WHICH EVER IS GREATER AND SHALL BE IN ACCORDANCE WITH WITH ASTM C476 --91. GROUT TO HAVE A SLUMP BETWEEN 8" TO 11 ". 16. CONCRETE WINDOW SILLS SHALL HAVE A MINIMUM DIMENSION OF 8 "X8" AND BE REINFORCED WITH 2 #5 HORIZONTAL REBARS EXTENDING 5" INTO ADJACENT FILLED CELL, TERMINATING W/ STD. 90 HOOK (TYP.). 17. A SPECIAL INSPECTOR, RETAINED BY THE OWNER, SHALL INSPECT AND SUPERVISE THE CONSTRUCTION OF REINFORCED MASONRY PER ACI 530.1. 18. EXPANSION ANCHOR BOLTS SHALL BE INSTALLED IN ACCORDANCE TO MANUFACTURER'S INSTRUCTIONS. 20. ALL WOOD TRUSSES SHALL BE DESIGNED BY FABRICATOR. SHOP DRAWINGS, BEARING THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF FLORIDA, SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER FOR APPROVAL PRIOR TO FABRICATION. 21. ROOF TRUSSES SHALL BE DESIGNED AND FURNISHED BY A TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN SPECIFICATIONS FOR METAL PLATE - CONNECTED WOOD TRUSSES OF (TPI). CONSTRUCTION BRACING SHALL BE PROVIDED TO KEEP THE TRUSSES FROM ROTATING DURING CONSTRUUTION, TO BE INSTALLED AS PER TPI. 22. ROOF SHEATHING SHALL BE CDX PLYWOOD AND SHALL BE PLACED CONTINUOUS OVER 2 OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. 23. ALL LUMBER FOR JOISTS, RAFTERS AND BEAM SHALL HAVE A MINIMUM EXTREME ,FIBER STRESS IN BENDING OF Fb =1200 P.S.I. (E= 1760000 P.S.I.) 24. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATIONS AT OTHER LOCATIONS THAN THAT SPECIFICALLY INDICATED. SOIL STATEMENT THE EXISTING SITE IS OBSERVED FOR SOIL CONDITIONS AND HAS BEEN OBSERVED TO CONFORM WITH SOILS TYPICAL WITH THE SURROUDING SITES WHICH CONSIST OF UNDISTURBED SAND AND ROCK. THEREFORE THE FOUNDATION HAVE BEEN DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF. WHICH IS TO BE VERIFIED AND CONFIRMED BY A GEOTECHNICAL EXPLORATION OF THE SUBSOIL TO BE PERFORMED BY A LISENCED PROFESSIONAL ENGINEER. THE GEOTECHNICAL INVESTIGATION IS TO BE PERFORMED PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS, OR AT TIME OF FOUNDATION INSPECTION A SIGNED AND SEALED LETTER WILL BE PROVIDED STATING THAT THE OBSERVED CONDITION OF THE EXISTING SOIL CONFORMS WITH THE ASSUMED VALUE. LOADS DESIGN CRITERIA: FBC 2010 Roof Live Load= 20 psf Roofing Self Weight =20 psf WIND LOADS: ASCE 7 -10 CAT. II - EXP. C - V= 170 MPH - 1 =1.00 COLUMN MASONRY NOTE ALL EXTERIOR MASONRY WALLS SHALL BE #5 VERTICALS WITH A MAXIMUM SPACING PLACED AS SHOWN ON THE FOUNDATION PROVIDE NO.9 LADDER TYPE HORIZONTAL 8" CMU f'm =1500 psi WITH OF 32" O.C. AND TO BE PLAN. REINFORCMENT AT 16" O.C. Safe Soil Bearing Pressure = See soil statement LOADS DESIGN CRITERIA: FBC 2010 Roof Live Load= 20 psf Roofing Self Weight =20 psf WIND LOADS: ASCE 7 -10 CAT. II - EXP. C - V= 170 MPH - 1 =1.00 90' hks. (typ.) Std. 90' hks. when scheduled 6" min. (typ. u.o.n.) 0.25 Ll 0.3 L1 0.3 L2 0.3 L1 0.3 L2 0.3 L3 Cantilever (whichev r is greater) (whichev r is greater) or Cantilev rev bars (which ver Is greater) Cont. "T" bars, Lap splice 24" min. "F" bars Lap splice when req'd. Cont. "T" bars lap splice when req'd."E" bars "E" bars [unless 30 bar dia. (12" min.), r �- "C" bars at mid -span otherwise noted I "A" bars 11_1 L Cont. "B" bars,) lap over support when req'd. L1 - (typ, end span) 11_1 (u.a.n.) 1L2 "A" bars 11_2 Stirrups as scheduled L2 I, (typ. interior span) TYPICAL BEAM DIAGRAM �- "A" bars 1 L3 Cont. "B" bars 1 L3 lap over support when req'd. L3 (typ. span adjacent to cantilever) Cont. I "B" bars Cantilever (typ.) BAR PLACEMENT NOTES: 1. BEAMS SHOWN IN PLAN ARE READ FROM LEFT TO RIGHT. 6. "T" BARS ARE CONTINUOUS TOP BARS. "T" BARS SHALL BE LAP SPLICED WHEN REQUIRED AT 2. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS IN A LAYER SHALL BE EQUAL TO MID -SPAN 30 BAR DIAMETERS (12" MINIMUM) (U.O.N.). THE NOMINAL DIAMETER OF THE BARS. IN NO CASE SHALL THE CLEAR DISTANCE BETWEEN 7, "C" BARS ARE TOP BARS AT THE DISCONTINUOUS END OF END SPANS. "C" BARS SHALL BE BARS BE LESS THAN ONE INCH, NOR LESS THAN ONE AND ONE -HALF TIMES THE MAXIMUM SIZE OF THE COARSE AGGREGATE. PLACED IN THE SAME LAYER AS "T" BARS UNLESS OTHERWISE NOTED. 3. WHEN REINFORCEMENT IS PLACED IN TWO OR MORE LAYERS, THE CLEAR DISTANCE BETWEEN 8. "E" BARS ARE TOP BARS OVER INTERIOR SUPPORTS. "E" BARS SHALL BE PLACED IN THE SAME LAYERS SHALL NOT BE LESS THAN ONE INCH NOR LESS THAN THE DIAMETER OF THE BARS, LAYER AS "T" BARS UNLESS OTHERWISE NOTED. AND THE BARS IN THE UPPER LAYERS SHALL BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER. 9. "F" BARS SHALL BE EQUALLY SPACED BETWEEN "B" AND "T" BARS, HALF ON EACH VERTICAL „ 4. B �� BARS ARE BOTTOM BARS. B" BARS SHALL BE CONTINUOUS, FACE. "F" BARS MAY BE CONTINUOUS. 10. STIRRUPS SPACING IS FROM FACE OF SUPPORT. STIRRUPS SHALL HAVE "B" OR "T" BARS TIED 5. A BARS ARE BOTTOM BARS. A BARS ARE TO BE CONTINUOUS OVER SUPPORTS. "A" IN EACH CORNER. BARS SHALL BE PLACED IN THE SAME LAYER AS "B" BARS (U.O.N.). 11. ALL REINFORCING BARS TO HAVE A MINIMUM OF 1 1/2" CLEAR COVER (U.O.N.) 12. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318 -95, SECTION 7.7.1. COLUMN FOUNDATION SCHEDULE Reinforced Concrete Column BEAM Safe Soil Bearing Pressure = See soil statement TOP OF BEAM SIZE . f'c = 3 fy = 60 ksi ksi #3 Ties @ 8" O.C. ELEV. WF = Wall- Footing Minimum of 3" clear cover on bottom reinf. A B C E F No. TYPE SPACING EA. END REMARKS ` +8' -0" Top Size Bottom Reinforcement 2 #5 45' Width Mark Elev. WIDTH x LENGTH x DEPTH E.W. CONT. TRANSV. REMARKS TE Thick = Thickened -Edge WF -24 ( *) -2' -0" 24" x CONT. x 12" ** 5 ( ) 3 # (*)TO MATCH EXISTING +8' -0" 8" x 18" 2 #7 FOOTING DEPTH #3 C] AT 6" O.C. B -1 +8' -0" 8" ( * *) REBAR CONTINUITY REQUIRED AT 2 #5 2 #7 #3 [] - 152.74 PSF AT CORNERS W /30 "X30 "CORNER BARS - 133.46 PSF (TYP.) F = Isolated- Footing _ LL_ F -3 ( *) -2' -0" 3' -0" x CONT. x 12" #5 TOP4 dcBOTT. ( *)TO MATCH EXISTING �- © FOOTING DEPTH 90' hks. (typ.) Std. 90' hks. when scheduled 6" min. (typ. u.o.n.) 0.25 Ll 0.3 L1 0.3 L2 0.3 L1 0.3 L2 0.3 L3 Cantilever (whichev r is greater) (whichev r is greater) or Cantilev rev bars (which ver Is greater) Cont. "T" bars, Lap splice 24" min. "F" bars Lap splice when req'd. Cont. "T" bars lap splice when req'd."E" bars "E" bars [unless 30 bar dia. (12" min.), r �- "C" bars at mid -span otherwise noted I "A" bars 11_1 L Cont. "B" bars,) lap over support when req'd. L1 - (typ, end span) 11_1 (u.a.n.) 1L2 "A" bars 11_2 Stirrups as scheduled L2 I, (typ. interior span) TYPICAL BEAM DIAGRAM �- "A" bars 1 L3 Cont. "B" bars 1 L3 lap over support when req'd. L3 (typ. span adjacent to cantilever) Cont. I "B" bars Cantilever (typ.) BAR PLACEMENT NOTES: 1. BEAMS SHOWN IN PLAN ARE READ FROM LEFT TO RIGHT. 6. "T" BARS ARE CONTINUOUS TOP BARS. "T" BARS SHALL BE LAP SPLICED WHEN REQUIRED AT 2. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS IN A LAYER SHALL BE EQUAL TO MID -SPAN 30 BAR DIAMETERS (12" MINIMUM) (U.O.N.). THE NOMINAL DIAMETER OF THE BARS. IN NO CASE SHALL THE CLEAR DISTANCE BETWEEN 7, "C" BARS ARE TOP BARS AT THE DISCONTINUOUS END OF END SPANS. "C" BARS SHALL BE BARS BE LESS THAN ONE INCH, NOR LESS THAN ONE AND ONE -HALF TIMES THE MAXIMUM SIZE OF THE COARSE AGGREGATE. PLACED IN THE SAME LAYER AS "T" BARS UNLESS OTHERWISE NOTED. 3. WHEN REINFORCEMENT IS PLACED IN TWO OR MORE LAYERS, THE CLEAR DISTANCE BETWEEN 8. "E" BARS ARE TOP BARS OVER INTERIOR SUPPORTS. "E" BARS SHALL BE PLACED IN THE SAME LAYERS SHALL NOT BE LESS THAN ONE INCH NOR LESS THAN THE DIAMETER OF THE BARS, LAYER AS "T" BARS UNLESS OTHERWISE NOTED. AND THE BARS IN THE UPPER LAYERS SHALL BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER. 9. "F" BARS SHALL BE EQUALLY SPACED BETWEEN "B" AND "T" BARS, HALF ON EACH VERTICAL „ 4. B �� BARS ARE BOTTOM BARS. B" BARS SHALL BE CONTINUOUS, FACE. "F" BARS MAY BE CONTINUOUS. 10. STIRRUPS SPACING IS FROM FACE OF SUPPORT. STIRRUPS SHALL HAVE "B" OR "T" BARS TIED 5. A BARS ARE BOTTOM BARS. A BARS ARE TO BE CONTINUOUS OVER SUPPORTS. "A" IN EACH CORNER. BARS SHALL BE PLACED IN THE SAME LAYER AS "B" BARS (U.O.N.). 11. ALL REINFORCING BARS TO HAVE A MINIMUM OF 1 1/2" CLEAR COVER (U.O.N.) 12. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318 -95, SECTION 7.7.1. WOOD ANCHOR SCHEDULE COLUMN SCHEDULE TC Reinforced Concrete Column BEAM SCHEDULE MARK TOP OF BEAM SIZE (in.) b �� LONGITUDINAL REINFORCEMENT STIRRUPS #3 Ties @ 8" O.C. ELEV. 1987# (NOA 08- 0325.02) x d T A B C E F No. TYPE SPACING EA. END REMARKS TB -1 +8' -0" 8" x 12" 2 #5 2 #5 #3 [] AT 12" O.C. OVERHANG 2' -0" min. Lap Splice - 117.44 PSF T Reinforced Concrete Column f'c = 3000 psi r- -12"I 6 BOTT. do STIRRUP SPACING AT 8 "O. C. B -1 +8' -0" 8" x 18" 2 #7 2 #7 #3 C] AT 6" O.C. B -1 +8' -0" 8" x 18" 2 #5 2 #7 #3 [] - 152.74 PSF - 133.46 PSF - 133.46 PSF AT 6" O.C. WOOD ANCHOR SCHEDULE COLUMN SCHEDULE TC Reinforced Concrete Column Nu -Vue NVHTA30 W/ (5) 10dX 1 -1/2" AT 50 f'c = 3000 psi STRAP do (6) 10d x 1-1/2" NAILS AT SEAT 1046# (NOA 08- 0325.02) 4 #5 �� - 53.93PSF #3 Ties @ 8" O.C. STRAP do (6) 10d x 1-1/2" NAILS AT SEAT 1987# (NOA 08- 0325.02) 2' -0" min. Lap Splice (2) Nu -Vue NVTH30 W/ (11) 10d x TC1 Reinforced Concrete Column f'c = 3000 psi 1-1/2" NAILS EA. STRAP (2 -PLY) 2980# 6 #5 �� 4800 (1 -PLY) ,� #3 Ties @ 8 O.C. HEAD ANCHOR BOLTS (OR EQUAL) OVERHANG 2' -0" min. Lap Splice - 117.44 PSF T Reinforced Concrete Column f'c = 3000 psi r- -12"I Q 7 #5 � � -81.70 PSF #3 Ties 0 8" O.C. -73.67 PSF Y•rr r • • • 2' -0" min. Lap Splice • • � i • • r WOOD ANCHOR SCHEDULE MARK DESCRIPTION UPLIFT CAPACITY 10 Nu -Vue NVHTA30 W/ (5) 10dX 1 -1/2" AT 50 100 STRAP do (6) 10d x 1-1/2" NAILS AT SEAT 1046# (NOA 08- 0325.02) -57.65 PSF Nu -Vue NVHTA30 W/ (12) 10dX 1 -1/2" AT - 53.93PSF O STRAP do (6) 10d x 1-1/2" NAILS AT SEAT 1987# (NOA 08- 0325.02) O (2) Nu -Vue NVTH30 W/ (11) 10d x -81.70 PSF -73.67 PSF 1-1/2" NAILS EA. STRAP (2 -PLY) 2980# Nu -Vue NVUCB -2 (2) 3/4" DIA. RED 4800 (1 -PLY) 4 O HEAD ANCHOR BOLTS (OR EQUAL) OVERHANG - 117.44 PSF - 117.44 PSF 10040# (3-PLY) WIND UPLIFT ZONE AREA (sq. ft.) 10 20 50 100 500 C"7 -57.65 PSF -56.05 PSF - 53.93PSF -52.32 PSF -52.32 PSF - 100.36 PSF -92.36 PSF -81.70 PSF -73.67 PSF -73.67 PSF 0 CD r • • • • • •r Y r • r r • OVERHANG - 117.44 PSF - 117.44 PSF - 117.44 PSF - 117.44 PSF - 117.44 PSF Q - 100.36 PSF -92.36 PSF -81.70 PSF -73.67 PSF -73.67 PSF Y•rr r • • • y • • • � i • • r N W OVERHANG - 178.23 PSF - 178.23 PSF - 152.74 PSF - 133.46 PSF - 133.46 PSF 000e r•• i , • rrrrr •rr Wii• �� Ld • i •i • • • r r • r • 4 Y • • i • r••r• Y • Y y W C"7 • r r I I r • • _© • • r • -rr • • !_ �J�J r •• i w. CD r • • • • • •r Y r • r r • r • • • + • y i i • •� fees Y• r Y • r • • i i • r 6• 0 W Y•rr r • • • y • • • � i • • r N W QO � C/7 _ LL_ W Lv �- © Q 00 J 0 B N U M B E R 2012 --098 LL L V) Q t~ (.0 - U cQ 00 ¢ = < O C� W ct CD 0 U O `9 Ld �� Ld W C"7 2 _© W Of CD W F- Q 0 W X W N W QO � C/7 _ LL_ © Q 00 J 0 B N U M B E R 2012 --098 FILE No. DRAWN cDc:i REVIEWS�J: c i cD CHECKF/D/ : :Es cl c-:i -tea tiagc Aranegul Reg. No.: PE 0048106 illustrated are the sole property of SANTIAGO ARANEGUI P.E. and may not be reproduced in whole or in part without express permission. D A T E 09/3/12 S S U E R E V I S 1 0 N S S E E T TITLE NOTES AND SCHEDULES S H E E T N U M B E