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HomeMy WebLinkAboutBuilding PlansR ----------- ---- LOT 85 12.5' , 00003'38E85 00 (P—C) 3.85 ------------------1--- -------------------------- I � c / I :I I I ' zlI � �I I � :I OI �I i 3.85 L" I N, I I CONC. N! SET N. & W. N I 2 PARKING SPACES `0 8'A, 8' EACH � I I C0 N I U) I FND. 5/8" S.00003'38"E. NI I.B. NO I.D. 0 50.00' (P—C) I I ` I I I I LOT 83 ADJACENT STRUCTURE LEGAL DESCRIPTION: SITE LOT 84, WINDMILL BY THE SEA, A REPLAT OF UNITS 1 AND 1 A, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 16, PAGE(S) 6A, PUBLIC RECORDS OF ST LUCIE COUNTY, FLORIDA FL OOD ZONE-- INFORMA TION PROPERTY LOCATED IN FLOOD ZONE: "AE" BASE ELEVATION 7.0 COMMUNITY & PANEL NO: 120285-0314-J DATED: 02/16/2012 S TREE T A DDRESS.- 10851 SOUTH OCEAN DRIVE #84 JENSEN BEACH, FLORIDA 34957 S.00°03'38"E 120.00' (P—C) LOT 84-------------------�_ PLIZtv SCALE 118" =1'-O" NDEX OF DRAWINGS ----------- ---- LOT 85 12.5' , 00003'38E85 00 (P—C) 3.85 ------------------1--- -------------------------- I � c / I :I I I ' zlI � �I I � :I OI �I i 3.85 L" I N, I I CONC. N! SET N. & W. N I 2 PARKING SPACES `0 8'A, 8' EACH � I I C0 N I U) I FND. 5/8" S.00003'38"E. NI I.B. NO I.D. 0 50.00' (P—C) I I ` I I I I LOT 83 ADJACENT STRUCTURE LEGAL DESCRIPTION: SITE LOT 84, WINDMILL BY THE SEA, A REPLAT OF UNITS 1 AND 1 A, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 16, PAGE(S) 6A, PUBLIC RECORDS OF ST LUCIE COUNTY, FLORIDA FL OOD ZONE-- INFORMA TION PROPERTY LOCATED IN FLOOD ZONE: "AE" BASE ELEVATION 7.0 COMMUNITY & PANEL NO: 120285-0314-J DATED: 02/16/2012 S TREE T A DDRESS.- 10851 SOUTH OCEAN DRIVE #84 JENSEN BEACH, FLORIDA 34957 S.00°03'38"E 120.00' (P—C) LOT 84-------------------�_ PLIZtv SCALE 118" =1'-O" NDEX OF DRAWINGS CS COVER SHEET - INDEX & ARCHITETURAL SITE PLAN A 1 FIRST AND SECOND FLOOR PLANS DOOR & WINDOW SCHEDULE A 2 EXTERIOR ELEVATIONS A 3 WALL SECTIONS & DETAILS A 4 STAIR SECTION & DETAILS S 1 FOUNDATION PLAN & DETAILS S 2 INSUL-DECK & LINTEL PLANS S 3 STRUCTURAL SPECIFICATIONS S 4 STRUCTURAL DETAILS - NOTES - SCHEDULES S 5 STRUCTURAL DETAILS - NOTES - SCHEDULES S 6 STRUCTURAL DETAILS - NOTES - SCHEDULES E 1 FIRST FLOOR ELECTRICAL PLAN FND. 5/8" I.B. CAP#L.B.4286 INS 8' SID * 100'-0" F.FL. + 7.00' F. FL. ADJACENT STRUCTURE SETBACK . ELEVATION IAL INIMUM) S.000031381)E. 50.00' (P—C) GRAPHIC SCALE m co l N 0 �1 01 88 Z I-- LLJ (n I Z LLJ TABULATION CONE=�1a,�99�Ra1T Agi rve qC lM� FIRST FLOOR LIVING 845 A.C.S.F. SECOND FLOOR LIVING 636 A.C.S.F. TOTAL CONDITIONED 1481 A.C.S.F. GARAGE 105 S.F. ENTRY 25 S.F. BALCONY 339 S.F. TOTAL UNDER ROOF 1950 S.F. 0 mKINS191m 011M THESE PLANS AND ALL PROPOSED WORK CGNTRgCTpA pFAEo%a ARE SU&60T TO AM CORRECTIONS RECURED RY RLO IN$PEOTORS THAT a MAYBE NpokS8ARy IN C4iAER r0 CCMPI�Y Wl�y � ��L10AA1.4 COCF.S,1 THIS STRUCTURE HAS BEEN DESIGNED AND REVIEWED FOR COMPLIANCE OF FBC 1606.1.4 FOR ONE OF THE FOLLOWING. INTERNAL WIND PRESSURE ..."� WINDBORNE DEBRIS PROTECTION IMPACT RESISTANCE GLAZING i ST. LUCIE COUNTY BUILDING DIVISION REVIEWED FOR CO M Dg REVIEWED BY DATE PLANS AND RMIT MUST BE KEPT ON JOB OR NOINSPECTION WILL BE MADE THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL BUILDING CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR 164 MILES PER HOUR WIND SPEED Vult, Vasd=127 MPH RISK CATEGORY 11, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, GUST EFFECT FACTOR (6=0.85. WIND DIRECTIONALITY FACTOR Kd=O .85 FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/— 0.18, DESIGN PRESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / —73 PSF, AVERAGE DESIGN WIND PRESSURE = 39 PSF (WORST CASE) ROOF LIVELOAD = 20 PSF, FLOOR LIVELOAD = 40 PSF , Deana Golden Burt A R C H I T E C T AR0013912 17730 C.R. 448 Mt. Dora, FL 32757 (352) 385-3875 ((407) 353-2998 jeonaburtOool.com www. JGBorchitect, com �� J Y N O � LZ c a r,o W V Z W M .o J U � wwa o �o E� w p� 00 0 J Y rM � O I 0 I ® N U V) OV N N C .a V� y O REVISIONS Q 1-28-15 PROJECT NO 14006 DATE 12-11-14 SHEET NO c I I F- /'\ F- I F"1 GENERAL NOTES: CONTRACTOR TO VERIFY ALL EXISTING COND17IONS AND NOTIFY ARCHITECT IN CASE OF A DISCREPANCY. CONTRACTOR TO VERIFY ROUGH OPENING SIZES PROVIDE SUPPORTING WIND LOADING DATA TO SHOW COMPLIANCE WITH CODES TRANSOMS AND GANGED WINDOW GROUPS TO BE JOINED AT FACTORY WINDOWS TO HAVE TEMPERED GLASS IN HAZARDOUS LOCATIONS V.O.J. = VERIFY ON JOB U.N.O. UNLESS NOTED OTHERWISE \11! `�, I N D O SC H E D U E VV UNIT SIZE MK TYPE MATERIAL iREMARKS' W H A 2'-B" 3'^0" CASEMENT B ! 2'-8" S. CASEMENT C PR 2'-W 6'-0" CASEMENT — D PR 2'-6" 6'-0" CASEMENT --- - -_ _ I D 0 0 R S C H E D U L E SIZE -.. MK - - MTL. TYPE THRSHLD REMARKS W H TH 101 3'-0" 8'^0" 1-3/4" FIBERGLASS/GL ENTRY ALUM. TEMP 102 PR 2'-B" ALUM. LOUVERED* FLOOD VENT AREA 103 9'-0" 10'-0" ALUM. O.H. gR 2'-87 6'-0" 1-3/4"ALUM. LOUVERED* FLOOD VENT AREA 0104 0 105. 1-3/8" FIBERGLASS PANEL - -, 106 2'-0" 6'^0" - 1-3/8" FIBERGLASS PANEL 107' 2'-8 8'-8" 1-3/8" FIBERGLASS PANEL *40 108 2'-4 8'-0' 1-3/8- FIBERGLASS PANEL 40 kv I ;" � 201 2._8 , �- D" 1-3 4 FIBERGLASS FRENCH ALUM. TEMP. GL 0 202 6'-0" 8'-D" 1-3/4" FIBERGLASS SLIDING ALUM. TEMP. GL. 203 3'-0 8'-0" 1-3/8" FIBERGLASS BI-FOLD z 2D4 2'=8" d' 0" N 1-3/8" FIBERGLASS PANEL 205 2'-So I 6' 0" 1-3/8" FIBERGLASS PANEL 2D6 •, 2'-8 6'^0' 1-3/8" FIBERGLASS POCKET 207 2'-8" 8'^0" 1-3/8" FIBERGLASS POCKET I Y -0" 0 I N 00 I 3 N F- N W w a' O 0 0 I_ 0 � I <r � C.M.U. WALL SYSTEM SEGMENTS WHICH HAVE AN UNINTERRRUPTED LENGTH OF 4'-0' OR MORE SHALL BE CONSIDERED SHEAR WALL CONCRETE FILLED CELL WITH 1 #5 VERTICAL ROD FROM FOOTING UP TO TIE BEAM 21'-8" 17'-8" 2'-0" e 42" HIGH GUARDRAIL, TYP. H9 1 N BALCONY 00 w a_ w 0 a- J U) REF. cI 0 c� 00 I C S � a I Ii 0 I 3'-4" t 7'-6" f SITTING _ - M ,R/, sHMASTER BEDROOM N CLOSET d — _ 2R/2 SH - 'co - o O o 0 NK LINEN n — MI BATH f , 2'-8 4" 2'-8" 3'-2" 4" 101 '-2" 01 N O O �r SHOWER EGRESS. - n 5'-2" 7'-0" 5'-8" 3'-10" 21'-8" FUR DOWN CEILING AS REQUIRED FOR A/C DUCTS IN 1HE FOLLOWING AREAS: MASTER CLOSET, OVER STAIR, HALL FIELD VERIFY WITH OWNER ILK 4'-8" 6'- 2" 21'-8" 6'-2" of 1 8"X 10" CONCRETE COLUMN © W/(4) #5 VERT. & #3 CLOSED (TIES ® 8" O.Q, SEE DETAIL K/S5 GREAT ROOM d N a0 F _o D U O 0 2 d 9'-2" 3 -8" 11 112 i13 114 115 lie :17 qS.F�,, ICE ' JP 1 RISERS i7.35" 1` 0 I TREADS 01 I , a Q^, 7 8 5 4i ! 2 1 3 lII! I+lfj`)11'I�Ili,ltl! � v I i� 0 2 �® NTRY D EO d 3 4 j - !liljill fill IM7i 0 I in STORAG 88 S.F. �i 68 S.I. MIN. FLOOD VENT o 00 I LO 4'-8" D.W. 3 `� In o j�FO �j EN N 7'-2 a I , f X -BATH #2 0 °© I i� 1 I\ o SHOWER BEDR00M Z ME 0 N I 0 I I N N 0 I N I i O _ $ 8'-10" 2 _ EGRESS - II!l;ll'I ® - +HB 2'-8" 5-0" 4'-6" 5'-8" 3'-10" FUR DOWN CEILING AS REQUIRED FOR A/C DUCTS IN THE FOLLOWING AREAS: FOYER, HALL, OVER KITCHEN CABINETS FIELD VERIFY WITH OWNER =ABOVEGRADE 2 4 1 ran t..'. ..c` .HL., ...4._1 ..1 j%•� FTRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND THE REQUIREMENTS OF SECTION R301.1 OF THE'FLORIDA RESIDENTIAL G CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE7-10 FOR LES PER HOUR WIND SPEED V61t,' Vasd=127 MPH ATEGORY II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, FFECT FACTOR G=0.EI5. WIND DIRECTIONALITY FACTOR Kd=O LLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/- 0.18, RESSURE FOR WALL COMP%ENTS AND CLADDING (WORST CASE) +40 PSF / -73 PSF, E DESIGN WIND PRESSURE = 39 PSF (WORST CASE) IVELOAD = 20 PSF, FLOORR-LIVELOAD = 40 PSF Jeana Golden Burt !9 1y I I I I L V I AR0013912 17730 C.R. 448 Mt. ':Dora, FL 32757 (352) 385-3875 (407) 353-2998 jeonaburt®aol.com www. JGBarchitect. com REVISIONS Q 1-28-15 Al 2-3-15 PROJECT NO 14006 DATE 12-11 -1 4 SHEET N`) A I I•,® 4'-8" 6'- 2" 21'-8" 6'-2" of 1 8"X 10" CONCRETE COLUMN © W/(4) #5 VERT. & #3 CLOSED (TIES ® 8" O.Q, SEE DETAIL K/S5 GREAT ROOM d N a0 F _o D U O 0 2 d 9'-2" 3 -8" 11 112 i13 114 115 lie :17 qS.F�,, ICE ' JP 1 RISERS i7.35" 1` 0 I TREADS 01 I , a Q^, 7 8 5 4i ! 2 1 3 lII! I+lfj`)11'I�Ili,ltl! � v I i� 0 2 �® NTRY D EO d 3 4 j - !liljill fill IM7i 0 I in STORAG 88 S.F. �i 68 S.I. MIN. FLOOD VENT o 00 I LO 4'-8" D.W. 3 `� In o j�FO �j EN N 7'-2 a I , f X -BATH #2 0 °© I i� 1 I\ o SHOWER BEDR00M Z ME 0 N I 0 I I N N 0 I N I i O _ $ 8'-10" 2 _ EGRESS - II!l;ll'I ® - +HB 2'-8" 5-0" 4'-6" 5'-8" 3'-10" FUR DOWN CEILING AS REQUIRED FOR A/C DUCTS IN THE FOLLOWING AREAS: FOYER, HALL, OVER KITCHEN CABINETS FIELD VERIFY WITH OWNER =ABOVEGRADE 2 4 1 ran t..'. ..c` .HL., ...4._1 ..1 j%•� FTRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND THE REQUIREMENTS OF SECTION R301.1 OF THE'FLORIDA RESIDENTIAL G CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE7-10 FOR LES PER HOUR WIND SPEED V61t,' Vasd=127 MPH ATEGORY II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, FFECT FACTOR G=0.EI5. WIND DIRECTIONALITY FACTOR Kd=O LLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/- 0.18, RESSURE FOR WALL COMP%ENTS AND CLADDING (WORST CASE) +40 PSF / -73 PSF, E DESIGN WIND PRESSURE = 39 PSF (WORST CASE) IVELOAD = 20 PSF, FLOORR-LIVELOAD = 40 PSF Jeana Golden Burt !9 1y I I I I L V I AR0013912 17730 C.R. 448 Mt. ':Dora, FL 32757 (352) 385-3875 (407) 353-2998 jeonaburt®aol.com www. JGBarchitect. com REVISIONS Q 1-28-15 Al 2-3-15 PROJECT NO 14006 DATE 12-11 -1 4 SHEET N`) A I I•,® ■ A 120'-5" ROOF. BEARING SMOOTH STUCCO FINISH 420 HIGH GUARDRAIL, ALUM./CABLE SYSTEM, TYP. A 110'-5"$SECOND FL. ELEVATION 109'-4"$SECOND FL BEARING REF. ELEVATION FIRST FL 100'-0" MIN_. FLOOD ELEVATION FIRST FL 7.0' RIGHT SIDE ELL'VATION WEST SCALE: 114" =1'-0" 120E—V' ROOF. BEARING ED 110'-5�SECOND FL. ELEVATION 1094�SECOND FL. BEARING LEFT ,SIDLE ELEVATION EAST SCALE: 114" = 1'-0" REF. ELEVATION FIRST FL 100'-0" MIN. FLOOD ELEVATI6tKST FL 7.0E 2 A3 MAX. HEIGHT 122'-0" A REAR ELEVATION SOUTH I SCALE: 114" �= 1'-0" MAX. HEIGHT 122'-0" FRONT ELEVA7�0 NORTH SCALE: 1/4" _ ' O" THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL BUILDING CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR 164 MILES PER HOUR WIND SPEED Vult, Vasd=127 MPH RISK CATEGORY 11, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, GUST EFFECT FACTOR G=0.85. WIND DIRECTIONALITY FACTOR Kd=O .85 FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/— 0.18, DESIGN PRESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / —73 PSF, AVERAGE DESIGN WIND PRESSURE = 39 PSF (WORST CASE) ROOF LIVELOAD = 20 PSF, FL001? LIVELOAD = 40 PSF Jeana Golden Burt A R C H I T E C T ARD013912 17730 C.R. 448 Mt. Dora, FL 32757 (352) 385-3875 (407) 353-2998 jeonaburt@ool.com www.JGBorchitect.com REVISIONS DI 1-28-15 I PROJECT NO 14006 DATE 12-11-14 SHEET NO A2 45 MIL. TPO MEMBRANE FULLY ADHERED GALV. MET. FLASHING GALVALUME METAL ROOFING ON 0 WITH LOW VOC ADHESIVE TO 1/2" GAF ON P.T. 1X2 NAILER "PEEL & STICK" WATERPROOF BARRIER ON ENERGYGUARD INSULATION, FULLY 1/2"CDX PLYWD. ON ADHERED TO INSUL-DECK ROOF SYSTEM 2X RAFTERS TAILS ® 24" O.C. WITH GAF TWO PART FOAM ADHESIVE -SEE STRUCTURAL DRAWINGS FOR P.T. 2X6: CREW INSULDECK LAYOUT W/3/16" x 2 1/2" HIWPS G LV. MET. DRIP ON P.T. ALV. M IP ON FLAT HD. "TAPCON" S EW MIN. 1 2 NAILER ON 1X6 FASCIA P.T. 1X2 NAILER 4' FROM END & 16" O.C. 12 4 2x4 SUBFASCIA O c�^ Q 120'-5" ROOF BRG. O 1 6 T&G SOFFIT M. WOOD BRACKET 24" O.C. )r GYP. BD. ON 1X2 P.T. FURRING STRIPS ® 16" O.C. ON %O(R-6) RIGID INSUL. BD. PRECAST LINTEL AT ALL OPENINGS PER ATTACHED LINTEL SCHEDULE P.T. 2X8 BUCK STRIPS GLUE STRIP W/ADHESIVE SEALANT & SCREW W/3/16" x 2 1/2" PHILLIPS FLAT HD. "TAPCON" SCREW MIN. 4" FROM END & 160 O.C. INSTALLATION OF WINDOW _ PER MANUFACTURER'S RECOMMENDATIONS INSTALLATION OF WINDOW PER MANUFACTURER'S RECOMMENDATIONS P.T. 2X8 BUCK STRIPS GLUE STRIP W/ADHESIVE SEALANT & SCREW W/3/16" x 2 1/2" PHIWPS FLAT HD. "TAPCON" SCREW MIN. 4" FROM END & 16" O.C. li" GYP. BD. ON 1X2 P.T. FURRING STRIPS ® 16" O.C. ON %-(R-6) RIGID INSUL. BD. 4" THICK CONCRETE SLAB W/ 6x6 W/ 10/10 WWF - AND/OR "FIBER MESH" ON 6 MIL POLYETHYLENE VAPOR BARRIER. HOLD MESH IN TOP %m OF SLAB. SEE MANUFACTURERS RECOMMENDATIONS FOR QUANTITY OF FIBER MESH IN MIX (TYPICAL) ON CLEAN COMPACTED TERMITE TREATED FILL OR 'TERMIMESH' OR 'BORACARE' SYSTEM. TYPICAL WALL S SIMULATED WOOD HEAD WINDOW - WEATHER BARRIER SELF -ADHERING MODIFIED BITUMEN TAPE AND CAULK AT PERIMETER, TYP. SIMULATED WOOD SILL TED WOOD FRIEZE (!)�SCALE- DETAIL V STUCCO ON 8" C.M.U. NALL Q t 110'-5" SECOND FL. ELEV. UL—DECK" FLOOR SYSTEM E STRUCTURAL DRAWINGS 109'-4" SECOND FL. BRG. SIMULATED WOOD HEAD WINDOW — WEATHER BARRIER SELF —ADHERING MODIFIED BITUMEN TAPE AND CAULK AT PERIMETER, TYP. SIMULATED WOOD SILL R-19 INSULATION 2XF P.T. PLATE W/ 1/2' D. X 7" EMBED. ANCHOR BOLTS ® 16" O.C. u 00 3 EXT. FRAME WALL, SCALE: 3/4" = 1'-O" %- STUCCO ON 8" C.M.U. WALL 100'-0" FIRST FL REF. ELEVATION 7.0' FIRST FL MIN. FLOOD ELEVATION FIN. GRADE 18" MIN. I I I I III SEE FOUNDATION PLAN FOR FOOTING SIZE AND REINFORCEMENT. ECTION' 4" THICK W/ 6x6 V AND/OR ' MIL POLY BARRIER. TOP 057 MANUFAC RECOMME QUANTITY MIX (TYPI COMPACT FILL OR ' 'BORACAF D e om " STUCCO ON 8" C.M.U. WALL PRECAST LINTEL AT ALL OPENINGS PER ATTACHED LINTEL SCHEDULE 747 STUCCO ON PAPERBACK LATH ON TYVEK BUILDERS WRAP ON 1/2" CDX PLYWOOD SHEATHING ON 2X6 FRAME WALL SIMPSON SP1 EACH STUD TO PLATE THINSET TILE ON CRACK ISOLATION WATERPROOF MEMBRANE ON 60 MIL. EPDM SINGLE PLY WATERPROOF MEMBRANE ON INSUL-DECK FLOOR SYSTEM{ \-SEE STRUCTURAL DRAWINGS \\ SLOPE TO • 1 A - 0. t :..; fi',, rc-'u'b''�i`r''� �•• _ ram.: PRECAST LINTEL AT ALL OPENINGS PER ATTACHED LINTEL SCHEDULE 45 MIL TPO MEMBRANE FULLY ADHERED WITH LOW VOC ADHESIVE TO 1/2" GAF ENERGYGUARD INSULATION, FULLY ADHERED TO INSUL-DECK ROOF SYSTEM WITH GAF TWO PART FOAM ADHESIVE -SEE STRUCTURAL DRAWINGS FOR INSULDECK LAYOUT GALV. MET. FLASHING ON P.T. 1X2 NAILER 120'-5" Y ROOF BRG. °pz O r7 1'-0" 0 42" HIGH GUARDRAIL, TYP. ALUM./CABLE SYSTEM, TYP. INSTALL PER MANUF. RECOMMENDATIONS • • • • • • DRAI GALV. MET. FLASHING ON 0 • P.T. 1X2 NAILER 110'_5" ° SECOND FL. ELEV. D- A 109'-4` SECOND FL BRG. TYPICAL WALL SECTION r AT BALCONY SCALE: 3/4" = 1'-0" SIMULATED WOOD HEAD :ATHER ADHERING IMEN TAPE �T YP. )OD SILL 80 C.M.U. 100'-0" ..FIRST FL Rff. ELEVATION 7.0' FIRST FL MIN. FLOOD ELEVATION 2L THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL BUILDING CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR 1164 MILES PER HOUR WIND SPEED Vult, Vosd=127 MPH 00 PLAN OKISK CATEGORY II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, :E A D GUST EFFECT FACTOR G=0.85. WIND DIRECTIONALITY FACTOR Kd=O ENT. .85 FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/— 0.18, DESIGN PRESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / —73 PSF, AVERAGE DESIGN WIND PRESSURE = 39 PSF (WORST CASE) ROOF LIVELOAD = 20 PSF, FLOOR LIVELOAD = 40 PSF Jeana Golden Burt A R C HI T E C T AR0013912 17730 C.R. 448 Mt. Dora, FL 32757 (407) 353-2998 jeanaburt@aol.com www.JGBorchitect.com REVISIONS A 1-28-15 PROJECT NO 14006 DATE 12-11-14 SHEET NO A3 TWO STORY SCALE: 3/4" = 1'-0" RAILING TO BE SELECTED BY OWNER RAILING SHALL RESIST 200 LB. FORCE IN ANY DIRECTION 4" SPHERE CANNOT F ERIOR ERIOR 2" SPHERE CANNOT PASS THRC GUARDRAIL DETAIL MINIMUM 1-1/2" HANDRAIL DETAIL P.C. LINTEL -SEE FRAMING PLAN 97'-0" STORAGE FL. RAILING TO BE SELECTED BY OWNER TOP OF HANDRAIL TO BE 36"-38" FROM TIP OF TREAD HANDRAIL TO BE 1 1/4" -2" D. OR EQUIVALENT GRASPABILITY PERFORMANCE 4" SPHERE CANNOT PASS THROUGH 10" TREAD 2X12 JOISTS O 16" O.C. MAX. )nnonnnc >noc (2) SIMPSON A35 ---- AT EACH STRINGER (12) 8d X 1 1/2 NAILS (3) 2X12 _ !` STRINGERS R-19 INSUL STUCCO ON PAPE BACK LATH ON TYVEK BUILDERS AP ON 1/2" CDX PLYWOOD S EATHING, TYP. INTERIOR OF ST RAGE WALL FOOTING -SEE FOUNDATION PLAN 2L MIN. HE FROM IOM 6'-8" OF TREAD 110'-5" SECOND FL. INSUL-DECK FLOOR SYSTEM SEE FRAMING PLAN r� MAXIMUM: 11.5" MINHOUAi: 10" RICER MAXIMUM: 7.5" MINIMUM: 6.75" MAXIMUM TOTAL VARIATION BETWEEN ALL RISERS: 3/8" TOTAL THE FOLLOWING MUST BE TRUE: (2) RISERS + (1) TREAD - 24-25" ADJUST RISERS ACCORDING TO FLOOR FINISH OAK TREAD W/ 1" NOSING 3/4" PL GLUED & S REWED TO CARRIAGE CONC. SLAB 100'-0" FIRST FL. 1 STAIR DETAIL SCALE: 3/4w = 1'-00 P.T. 2X6 KICKER 1/4" X 4" TAPCONS AT 6 ACING #5 24" X 24- DOWEL O 24" O.C. #5 WALL/FOOTING DOWEL O 24" O.C. I 1 THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL BUILDING CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR 164 MILES PER HOUR WIND SPEED Vult, Vosd=127 MPH RISK CATEGORY 11, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, GUST EFFECT FACTOR G=0.85. WIND DIRECTIONALITY FACTOR Kd=O .85 FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/— 0.18, DESIGN PRESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / —73 PSF, AVERAGE DESIGN WIND PRESSURE = 39 PSF (WORST CASE) ROOF LIVELOAD = 20 PSF, FLOOR LIVELOAD = 40 PSF , Jeana Golden Burt A R C H IT E C T AR0013912 17730 C.R. 448 Mt. Dora, FL 32757 (352) 385-3875 407) 353-2998 jeonaburt@ool.com www.JGBorchitect.com tv REVISIONS QI 1-28-15 I PROJECT NO 14006 [DATE12-11-14 SHEET NO A4 .I I II �I " II ;I II LAP 48 DIAMETERS " FOR SPLICES BETWEEN '� II LATERAL SUPPORTS STOP .POUR.Ip BELOW COURSING LINE MAX. POUR HEIGHT SEE ELETATIONS" w E Q A m a a a 3'x3 ( IN.) CLEAN -OUT HOLE, REMOVE ALL P OJECTING MORTAR AND DEBRIS TOP OF FIND FROM ITHIN CELL TO BE FILLED, NOTESi 1, SEE PLANS, SECTIONS AND NOTES FOR LOCATIONS) FTF FILLED CELLS AND FOR REINFORCING. 2, GROUT FOR FILLED CELLS, STRENGTH = 3000 PSI (MIN.) @ 28 DAYS MAX. AGGREGATE SIZE = ' SLUMF' = 7' 1 1' SUBMIT MIX DESIGN FOR REVIEW BY THE ENGINEER. 3, NOTIFY ENGINEER FOR REVIEW PRIOR TO SEALING CLEAN -OUTS. 4. ALLOW MORTAR TO SET 24 HOURS PRIOR TO 'CONTINUATION OF GROUTING. MASONRY CLEAN -OUT DETAIL /4" RAIN CUT THICKEN EDGE 3 W/W/1 #5 CONT. CONST, JOINT 4' CONC, SLAB W/ 6x6 10/10 W.W.M. DRIVEWAY SLAB ON .006 MIL. VISQUEEN a 1=111=L—I I=III=1 I I- #5 DOWELS IN t , I —III III III III - CONC. FILLED _I=111—III=11 III=ITI— CELLS PER - _ �I I= FOUNDATION ti —III I I II I r- PLAN cu VIRGIN SOIL_I 0 0O CLEAN COMPACTED TREATED FILL DIRT 8' x 16' CONC, FTG - I ST 3'MIN, COVER 10' x 20' CONC, FTG - 2 ST (2) # 5 CONT, REBAR - I S 16' 1 ST (3) # 5 CONT. REBAR - 2 20' EST WF-1.4 WF->.s TYPICAL AT GARAGE DOOR (STORAGE AREA) 25" 25" #3 NOSING BAR (TYP. AT EACH TREAD) e\\#5 C. SLAB #5 REBARS C❑NTINU❑US ADJOINING SLAB4 REBAR Cu ❑R GRADESVERSE FOOTING 2" O.C. #5 REBARS CONTINUOUS #5 REBAR SEE TRANSVERSE 16 CON #5 REBAR PLAN 0 8" O.C. CORNER FOOTING DETAIL- ESF EXTERI❑R STAIR F❑❑TING DETAIL SCALE, 3/4' = V-0' 'H' OR CHAIR F_2,0 -j .+ I DENOTES 24"X24"X12" DEEP BLOCK W/ I # I CONC. PAD W/ (3) #5 REBAR 5 CONT. L---J EACH WAY e 24' LONG (ONCRETE r------ �� FILLED COURSE =11 II + 11 1 I I r > fj 11 l F-2.6 i + DENOTES 30"X30"X12" DEEP _ I I ECONIC. PAD ACH WAY W/ (4) #5 REBAR A/C CHASE _ -I I DENOTES 36"X36"X12" DEEP F-3.0 CONIC. PAD W/ (4) #5 REBAR SEE FOUNDATION =III—III-1 + EACH WAY PLAN FOR FOOTING SIZE AND L ----_J REINFORCEMENT, CHASE THROUGH STEMWALL I DENOTES DIMENSIONS AS SHOWN F-DIM i X12" DEEP CONC. PAD W/ #5 I REBARS AT 9" O.C. EACH WAY I I ON BOTTOM 1 I L--------- I 'H' [*CHAIR 1/4" EXP. JOINT 3LOCK W/ 1 # 4' FLOATING 5 CONT, 4' CONIC, SLAB CONCRETE W/ 6x6 10/10 W.W.M. 8x8x16 CHU KNOCK -OUT -Is ON .006 MIL. VISQUEEN BLOCK, FILLED W/ CONCRETE &/ 1 #5 ROD — _ -TFF III -III- SLAB DR.FINISH GRADE EEI`I1=1 I IEEI I 1 SLAB OR FINISH GRADE =I I (=I<11=11 —___ 1 I 1=1 I hI 11= z > _ I 1=1 11=1 II — III=III— —1 I L-1—I I L W I —III —III— —III—I - - -III=III CO 11II 11VIRGIN SOIL w � CLEAN COMPACTED 3'MIN, COVER TREATED FILL DIRT TYPICAL AT STORAGE WALL # 5 CONLREBAR 3'MIN, COVER PER SCHEDULE KPERSCHEDULE (SPLICE LENGTH SHALL BE MIN. 25' OVERLAP) - STEM WALL F❑OTING F O O T I N G- S C H E D U L E TYPE SIZE REINFORCEMENT NOTES WF-1.4 16" X 10" 2- No. 5's CONTINUOUS BOTTOM WALL FOUNDATION 8" WF-1.8 20" X 10" 3- No. 5's CONTINUOUS BOTTOM WALL FOUNDATION 8" WF-2.0 24" X 10" 3- No. 5's & No. 5's 0 CONTINUOUS BOTTOM 24" O.C. TRANSVERSE WALL FOUNDATION 8" MF-1.4 16" wide x 20" dp ` 2- No. 5's CONTINUOUS MONOLITHIC FOOTING MF-1.8 20" wide x 20" dp 3- No. 5's CONTINUOUS TS-1.0 12" WIDE x 12" DP 1- No. 5's CONTINUOUS THICKEN SLAB FOR STEP DOWN CONDITION DEPTH SHALL BE MEASURED FROM TOP OF LOWER SLAB TO BOTTOM OF FOOTING TS-1.4 16" X 12" 2- No. 5's CONTINUOUS TS-1.8 20" X 12" 3- No. 5's CONTINUOUS TS-DIM DIM x 12" DP. No 5's 0I9" O.C. E.W. I I I I I � I 21'-8" WF-1.11 — — — — — — — — — — — — — — — — — — — — — — — -- • • — — -1 • • — _ — — — —_ -- I I II jl SLAB NOTE: II 4" CONCRETE SLAB W/ 6"> @ W1.4 x W1.4 II W.W.M. OR FIBERMESH CON(:B TE ADDITIVE ON 6MIL VAPOR BARRIER Q R CLEAN, COMPACI j ORACARE' 3YSTEM •1 1 +100'-O" REF. ELEVATION I• I f 17.00' ACTUAL ELEVATION (MIN.) I j II• II N W Q _II _ { I •1_I � ,�D.W. I� W o W L . _ �� • U Q a �' z 3 N il�,k it I o N �� �1 •I I 1 I • 14'-2" 2'-0" 1!5-6" w r� • z 11D� I • 1-r-- �� rIREF: LL=- L- ---J ° SINK I: — 1 P7 -O I I 8,-0„ I I I I I � I I R I I • � 1- _ --1 I 1 F-2.o 0 I — RECESS SLAB • • r 1 TODRW2 �°0L,161W�!9,-6 _ ItSLOPE -II ��00 I• Frr - -�- 1 H. Icy' I 1I• J •�' 6" II 4'-4' 4'-2" 3' 8 1 IL \\ 11 1 �I00 W 0 II 10Q Of W Q I II, 1. I Na II II 1 III 'I IL I 1'I • 2'-8" 5'-0" 1'-10" WF-1.8 9'-6" 12'-2" J CONCRETE FILLED CELL WITH 1 #5 VERTICAL ROD L FROM FOOTING UP TO TIE BEAM f1f FO UNDATION N Q A :114"=1`0" 1 THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL BUILDING CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR 164 MILES PER HOUR WIND SPEED Vult, Vasd=127 MPH RISK CATEGORY II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, GUST EFFECT FACTOR G=0.85. WIND DIRECTIONALITY FACTOR Kd=O .85 FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/- 0.18, DESIGN PRESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / -73 PSF, AVERAGE DESIGN WIND PRESSURE = 39 PSF (WORST CASE) ROOF LIVELOAD = 20 PSF, FLOOR LIVELOAD = 40 PSF Jeana Golden Burt ARCH I T',EI C T AR0013912 17730 C.R., 448 Mt. Dora, FL 32757 (352) 385-3875 (407) 35,3-2998 jean a b u rt0a olcom 41 r, o U zw x e aN aYo wWa M z4n 0�Q .a _- � E-+ U � E (Y a o 0 L� J N C/D Oa I ) N N a I U 0 � o �r rn N � REVISIONS A 1-28-15 PROJECT NO 14006 DATE 12-11-i4, SHEET !N0 ��i v v TOP JOIST REINF. #3 "C" OR "S" SHAPE STIRRUP ALTERNATE BOTT. REBAR 6 X 6 X 10/10 W.W.M. a a a I a 1 I el 1 + + i + + + + BOTTOM JOIST REINF. TYPICAL NSUL DECK CROS SECTON NOTE #1: PLACE #3, "C" OR "S" STIRRUPS @ 4 1/2" ❑,C, IN THE FIRST FOUR FEET AT EACH END OF EACH J❑IST NOTE #2: PLACE #3, "C" OR "S" STIRRUPS @ 4 1/2" ❑ C, IN THE FIRST F❑UP FEET AT EACH END OF EACH J❑IST, AND THEN 12" D.C. IN THE REMAINDER OF THE J❑IST N SU E DECK TABLE/SCH ED U LE AREA PANEL SLAB BOTTOM TOP "C" STIRRUP LABEL THICKNESS THICKNESS J01-STREINF. JOIST, REINF. SPACING A 9" 3" 2_#5 NOT REQUIRED NOT REQUIRED B 9" 4„ 2—#5,1'-#5 NOTE #1 C 9. 2—#6 1—#5 NOTE #2 � r NOTES: ALL 8" PRECAST LINTELS TO BE 8" X 16" QUALITY PRECAST — DETAIL "C" UNLESS NOTED ❑THERWISE ON LINTEL PLAN INSUL—DECK CONCRETE TO HAVE F'c = 3000 psi (MIN) & REBAR = Fy = 60 KSI ALL STEEL BEAMS AND COLUMNS TO HAVE MIN. YIELD STRESS = 36 KSI mJ N mJ L-4 L-4 L-4 7 NJ h N 8"X 10"', CONCRETE COLUMN W/(4) #5 VERT. & #3 CLOSED TIES ® 8" O.C. (4) #5 DOWELS VERT. INTO FOOTING SEE DETAIL K/S5 ��►�;' t7 W 0_ 0 J w m 0_ ao J 00 LO INSUL-DECK PANELS @ BALCONY aJ F1 BEAM _ _ _ ----- f F2 E2 OPEN R STAIRW W I , F1, rn HOD CD X W 31 xZ d. BEAM - - --- o) N VIIIIIIIIIIIIH INSUL-DE CK PANELS J L-7 ROOF FRAMING' PLAN SECO_AIjD F1;00R FRAMING RLAN INSUL - DECK AND° LINTEL PLANS FILE SCALE: 114" = 1'-0" Y rTRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL G CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR LES PER HOUR WIND SPEED Vult, Vasd=127 MPH ATEGORY II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, FFECT' FACTOR G=0.85. WIND DIRECTIONALITY FACTOR Kd=O LLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/— 0.18, RESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / —73 PSF, E DESIGN WIND ,PRESSURE = 39 PSF (WORST CASE) IVELOAD 20 PSF, FLOOR LIVELOAD 40 PSF a Jeana Golden Burt A R C H I T E C T AR0013912 17730 C R.I 448 Mt. Dora, �L; 32757 (352) 385-3875 (407) 353—z998 jeanaburt@aol.com www.JGB rchitect.com aanaeirr 06• _jLO ON *4 _Ln Uw [if a OD p W a H C a N z �a wWa �00 a o4k oar O 'o a 0 J a, Y ro a� �a' N o I U r N d al N ~ .v 1 v •� I� b O REVISIONS 0 1-28-1'5 PROJECT NO 14006 DATE 12-11-14 SHEET NO S2 GENERAL CONSTRUCTION NOTES AND SPECIFICATIONS 11. Welded wire fabric shall conform to ASTM A-185. Concrete reinforcing fibers may be used in lieu of specified welded wire fabric where noted on drawings or in any slab to be covered General Construction Notes with architectura finishes. Fibers shall be manufactured by 1. The General Contractor shall review all project documents, Fibermesh or Grace Products, no substitutes. prior to fabrication and start of construction, and report any 12. Lap continuous reinforcement 48 bar diameters discrepancies to the Architect prior to proceeding with the or as noted otherwise. Lap ,continuous beam bottom steel over work and be responsible for all errors made by anyone. supports and Continuous top, steel at mid- span , unless otherwise directed on the Drawings. 2. The General Contractor shall provide all measures necessary to 13. Terminate all discontinuous top bars with standard 90 degree protect the structure and workers during construction, hook (placed v rtically)_unless otherwise noted on the including adequate bracing of structural members, walls and Drawings. (Min. 12" excluding bend) other non-structural elements to withstand construction loads including wind. 3. The General Contractor shall protect all existing facilities, 1:14. Provide the foll wing concrete coverage over reinforcing: structures and utility lines from damage during construction. Footings Bottom' and unformed 3" clear 4. No structural member shall be cut, notched or otherwise edges reduced in size or strength without prior approval in writing from the Architect. Top 2" clear 5. All details and sections on the Drawings are intended to be Beams and Columns Ties 3/4" clear typical and shall be construed to apply to any similar situation elsewhere on the project ,except where a separate detail is shown. Slabs Single mat, u.n.o. centered 6. The intention of the Plans .and Specifications is to provide Double mat interior 3/4" clear all necessary details to; construct a complete structure. When Double mat, exterior 1-1/2„ clr specific information is missing or is in conflict, the General Walls As noted, but not less than 1-1/2" clr Contractor shall use a similar detail and/or the more costly item of conflict. The conflicts shall be brought to the attention of the Architect in writing. Shallow Foundations 15. Sleeve all penetrations through beams and slabs individually. 1. Soil shall be stripped, compacted and tested in accordance Core drilling will not be permitted. Submit location and size with the recommendations of ASTM D-1557. of sleeves through beams to Architect for review prior to Contractor shall verify adequate soil conditions before` commencing work casting co crete. (2500 PSF 'minimum bering capacity required) 16. No reirlforci g bars shall be cut to accommodate the 2. Center all footings under their respective columns or walls, installation :of anchors, embeds or other items. unless otherwise shown on plans. Maximum misplacement or eccentricity shall be 2". Tolerance for mislocation of column 17. Use the Structural Drawings (including revisions and addenda) dowels or anchor bolts to be per ACI or AISC _standards. in conjunction with ;reviewed Shop Drawings .for placement of reinforcing.' 3. Horizontal joints in footings shall not be permitted. - 4. Where vertical construction joints occur in continuous 18. At changes', in direction of concrete walls, beams and strip footings, provide a minimum con tin " by 4" keyway across footings, provide corner bars of some size and quantity joint. (u.n.o.) as the horizontal steel. Refer to typical detail. 5. The General Contractor shall notify the Architect if soil 19. All embedded items shall be securely tied in place prior to conditions are uncovered that prevent the required soil concrete placement. bearing pressure from being obtained. 6. Coordinate plumbing lines with the footing locations to avoid interference. Individual footings shall be lowered and wall MASONRY footings stepped (with the prior written approval of the Architect) to avoid such interference. 1. All masonry construction shall conform to ACI "'Building Code 7. Excavating under or near in-pifootings or foundations Masonry for aso Requirementsace �� y Structures„ ACI 530 and �� which' disturbs the compacted soil beneath shall not be Specifications for Masonry Structures ACI 5301, except ',below, permitted. as amended latest edition. REINFORCED CONCRETE 2. This structure has been designed as a bearing wall structure. All masonry units shall be laid prior to concrete placement of 1. All concrete design and placement shall be in strict' columns, beams, and slabs for the Same story. accordance with the ACI "Building Code Requirements for Reinforced Concrete", ACI 318 latest edition. 3. Use type "S" or "M" mortar with minimum compressive strength of 1800 psi. 2. Structural concrete shall conform to ACI 301 specifications 4. Masonry unit shall conform to ASTM C 90 with a minimum and develop a minimum compressive strength of 4000 psi ( slabs & ftgs.) at 28 days: compressive strength of 1800 psi on net section, to provide net area compressive strength of masonry (f m) of 1500 psi. 3. Use regular weight concrete for all structural members, minimum of 140 pcf. 5. Provide reinforced filled cells as shown on plans. In addition, pro ide reinforced filled cells adjacent to all 4. Aggregates shall be clean and well graded and sized as openings, at anchorage of connections. follows. Concrete mixes shall be designed for the following 6. Provide full mortar bedding around all filled cells with slumps: vertical rein f rcing. Location Slump Aggregate Size 7. Reinforcing far filled cells shall conform to ASTM A615, grade Pumped Structural Concrete 5" 1" - ASTM #57 40. Provide the following ,lap splices for reinforcing: Masonry Fill 8" 1" - ASTM #89 Pearock #4 bars 24" laps 5. Consolidate all concrete with a vibrator. The use of #5 bars 30""laps jitterbugs to consolidate concrete shall not be permitted. #6 bars 36" laps 6. All pumped concrete shall :contain ahigh range water reducing 8. Coarse Grout o conform to ASTM C476 w/max. aggregate agent (HRWR). Minimum size of discharge shall be 4 for #57 size of 3/8° and a min. compressive stg. of 3000 p.s.i. and 2" for #89 aggregate. 9. Concrete for filled cells shall be vibrated during placement 7. Chamfer all exposed edges 3/4" unless noted otherwise on the using a "pen il" type vibrator. Drawings. 10. Unless noted otherwise, provide the following precast lintels 8. All reinforcing steel shall be detailed, fabricated and over all masonry wall openings: Quality Precast per table installed in accordance with ACI 318 and ACI detailing on Structural drawings or approved equal. Manual of Standard Practice, ACI 315, latest edition Provide minimum end bearing per manuf. Cut out bottom of lintel at end to allow continuation of filledcell reinforcing. ' 9. Reinforcing steel shall be new deformed bars; free from rust, scale and oil, conforming to ASTM A-615, Grade 60, with a 11. The top course of a cmu walls, partitions and parapets shall minimum yield strength of 60,000 psi. be constructed of knock -out blocks reinforced with 1-#5 horizontal bar in grouted bond beam. Bend bars with standard 10. Welded wire fabric shall conform to ASTM A-185. hook at all corners and intersections. WOOD FRAMING PRE-ENGINEERED WOOD TRUSSES 1. All wood construction and connections shall conform to AITC 1. Design of metal connected roof trusses shall comply with: "American Institute of Timber Construction" manual, 0 Florida Building Code and the National Design Specifications for Wood Construction", and the most current adopted edition of the 0 NFPA's "National Design Specification for Stress Graded „ Florida Building Code -Chapter 23. Lumber and Its Fastenings". "Design 0 Truss Plate Institute's Specifications for Light 2. All member sizes are to be as shown on Drawings and provide Metal Plate Connected Roof Trusses." the following minimum properties: 2. Pre-engineered pre -fabricated wood trusses and their Member Species Fb (psi) E (ksi) connections to each other shall be designed for the Loads indicated in note 8 below by a professional engineer Posts SYP#2 1200 registered in the state of Florida: Beams SYP#2 1200 Joists SYP#2 1200 3. Signed and sealed shop drawings showing truss configuration Studs SYP#2 1050 with member sizes and connections, truss layout with piece other SPF 875 marks, required truss to truss connections, design loads, duration factors and erection details must be submitted for 3. All wood in contact with concrete or masonry shall be pressure review prior to fabrication. If required, submit .copies to treated. the building department at time of permitting. 4. All bolts for bolted connections shall conform to ASTM A307. 4. Pre -fabricated wood trusses shall be fabricated from Southern Pine, (SPIB) kiln dried better for Use washers between wood and bolt heads and nuts. #2 or chords and #3 grade or better for webs. 5. All metal wood connectors shall be as manufactured by Simpson 5. No wane, skips or other defects shall occur in the plate Strong Tie Co. (or approved equal) and shall be galvanized. contact area or scarfed area of web members. Plates shall be 6. All joists shall be laterally supported at ends by solid connected with one required each side of truss. blocking. 6. Number of panels and direction of web members to suit 7. Stud walls shall be 2 x 4 s at 16 O.C. MIN. Provide continuous or simple span truss design requirements. See mid span blocking u.n.o. Structural and Architectural Drawings for outline shape and any special conditions/locations of panel points. Note bearing 8. Unless noted otherwise on plans, provide double studs at all wall locations at all balconies and porches. jambs of openings up to 6'-0". Use triple studs for openings 7. Permanent truss bracing or bridging members shall be 2" x 4" greater than 6'-0" and less than 10'-0". minimum southern pine with minimum locations as noted on 9. Where beams or columns are formed of 2 or more members they plans. Additional bracing required to strengthen truss shall be full length and fastened together per the Florida components should be noted on the erection drawings in Building Code. accordance with truss manufacturers recommendations. 10. Exterior walls shall have 1/2" or better CDX plywood nailed 9. Handling, erection and bracing of wood trusses shall be in accordance per plan. = with the Truss Plate Institute, latest edition, and as noted below. 11. Roof plywood shall be 5/8" CDX plywood nailed per plan. 10. Provide bracing & bridging per HIB-91 and truss man. drawings. g STRUCTURAL STEEL xt INSUL-DECK FLOOR SYSTEM 1. Fabrication and erection of structural steel shall conform to Scope of Work: p the RISC "Manual of Steel Construction", ninth edition and the AI'SC "Specification for Structural Steel Buildings" 1. furnish all labor, materials, tools, shoring, false work, and equipment to perform the most recently adopted edition. installation of INSUL-DECK forms/panels, as manufactured, by INSUL-DECK, LLC. 65 Grady Knight Industrial Blvd, Villa Rica, GA 30180 2. All structural and miscellaneous steel shall conform to ASTM 800 475 6720, www.insuldeck.com A-36 with minimumyield strength of 36 ksi. 2. Furnish all labor to include placement of shoring, reinforcing steel on top of forms/panels, 3. All high -strength bolts shall meet the requirem@nts of the "Specification placement of concrete on top of forms/panels, final cleanup and removal of shoring. for 'Structural Joints using ASTM A325 or A490 Bolts". 3. Design of shoring 4. Unless noted otherwise, all bolts shall be 3/4" diameter 4. Submit calculations for all lnsul-deck areas A-325 and shall be bearing type connections. ; 5. All bolts cast into concrete shall conform to ASTM A-36 or A-307. System Descripton 6. - All shop and field welding shall be done by currently 1. Insulation form work shall consist of panels of expanded polystyrene (EPS) having a certified welders in accordance with AWS "Structural Welding uniform minimum density of 1.25 pounds per cubic foot (pef), with two continuous 22 gauge Code", latest edition. pre -punched galvanized metal Z-studs molded in. Panels are available in thicknesses ranging from 7" to 12.5", they are pre-cut to length, with 2 large and 4 small utility chases in each panel. 7. Use E70XX electrodes for all welding, unless noted otherwise. (Grind all exposed welds smooth.) 2. Form system to provide minimum concrete beam depth and floor/roof section thickness as specified on the project drawings. 8. Pipe columns shall conform to ASTM A-501 or A53, types E or S, grade B, with a minimum yield strength of 36 ksi. 3. Form system metal channels to provide minimum 1.18 inch (30mm) wide furring strips at 12" maximum on center spacing flush with surface of the form face, to facilitate finish 9. Tube columns shall conform to ASTM A-500, grade B. fastening both interior and exterior, and to act as uni-directionial shoring, inline with the panels. FILE CUPy THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL BUILDING CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR 164 MILES PER HOUR WIND SPEED Vult, Vasd=127 MPH RISK CATEGORY' II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, GUST EFFECT FACTOR G=0.85, WIND DIRECTIONALITY FACTOR Kd=O .85 FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/- 0.18, DESIGN PRESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / -73 PSF, AVERAGE DESIGN WIND PRESSURE = 39 PSF (WORST CASE) ROOF LIVELOAD = 20 PSF, FLOOR LIVELOAD = 40 PSF Jeana Golden Burt A R C H I T E C T AR0013912 17730 C.R. 448 Mt. Dora, FIL 32757 (352) 385-3'875 (407) 353-2998 jeanaburt0ool.com www.JGBarLhitect.com r e@s eIIt ►. Ln N LO a �o �w �o x Z C �N U - O W w a V U O a aUD w�� C = w� a 0 o �y F+ 1 J a, Y M o� �a) N o i O r r 0 O REVISIONS 1-28-15 OJECT NO 14006 DATE 12-11-114'I SHEET Nf S3 s� - STANDARD BOND HOOK BEAM '.. WOOD CASING l ..r VERT. REINF. IN GROUTED ++ CELL I. l rjl c. CLEANOUT REQ'D FOR GROUT LIFT >5 FT. UNLESS ��•:I FOOTING DWL.IS NOT REQ'D. FINISH PER. ELEVATIC ,li. EMBEDMENT �'+ STANDARD nI PER 203.3.3 L-- HOOK J A IV ---------- - ----------------- FOOTING REINFORCING ''.. One Story Masonry Wall QUALITY PRE -CAST COMPANY PRE —CAST LINTEL SCHEDULE ATTA TAPC FOR TAPC HMENT FOR 2"x4" P.T. BUCK USE I" x 31" FH NS'- 6" FROM CORNER AND 12' O.C. "x4" P.T. BUCK USE I" x 21" FH NS - 6" FROM CORNER AND 12" O.C. #5 VERT. BAR ON POURED CELL IF SHOWN ON FLOOR PLAN. ATTACHMENT FOR 2"x4" P.T. BUCK USE x 3 F.H. TAPCONS - 6" FROM CORNER AND 12" O.C. FOR 1"x4° P.T. BUCK USE �" x 21" FH TAPCONS - 6" FROM CORNER AND 12" O.C. THRESHOLD 1/2" DRYWALL BUILDER MUST PROVIDE WATERPROOF HOLLOW MTL. DOOR SILL .' SEALANT ACCORDING TO WINDOW MANUFACTURE SPECIFICATIONS WOOD STOOL a' A WINDOW PER MANUF. - #5 VERT. BAR ON POURED CELL CONC. SILL IF SHOWN ON FLOOR PLAN. EXTERIOR DOOR 1#5 REBAR JAMB AT P.T. 2x6 WOOD JAMB W/ Y2" 0 x WINDOWS HEAD 8" ALL LAPS 25" MIN. ANCHOR BOLTS At 48".O.C. PLUS TOP AND BOTTOMICOURSES /� TRACK / GARAGE DOOR PRECAST LINTEL PRECAST LINTEL PRECAST LINTEL Li' a .,4 11�° 1" 2" TRIM (8"x8", FILLED AND UNFILLED) (8"X16 COMPOSITES (8"X24" COMPOSITE Total Allowable Superimposed Load - PLF Mark o. Nominal Clear Total Lintel No Fill No Steel Filled (1)715 S an Size A L- 1'6' 211P 6191 7845 L-2 2'2" 3'fi" 4277 5 13 L-3 2'6" 4'0" 4 4 8 L4 37 4'8" 7 L-5 47 5'4" L-6 46" 5'1o' L-7 52" 6'6" 1722 216 L-8 fit' 6" L-9 0' 84" L-10 80' 94" 1138 142 1.11 92" 106" 989 1236 L 12 L 13 L-14 L 15 L-16(P.S) 100 11 12'0 12's 13'4" 114" 12s" 134" 140" 148" 1 7 4 TMZ 7 L-17(PS) 140" 15'4' 491 607 L-18(PS) 160, 17W 332 521 L-19(PS) 180- 194' 46 L-20(P S.) 188, 20'0" 0 L-21 (P.S.) 20'8" 21'4" 186 302 L-22 22'8' 20" 171 Note (P.S.) represent precast lintels prestressed using 2)7116"Diameter Prestressing Strands. Total Allowable Su mim sed Load - PLIF Mark No. Nominal Clem an Total Lintel an Flied (1)/5 T&B C L-2 L-3 L-4 L-5 L-6 L-7 L-8 L-9 L-10 L-11 L-12 L-13 L-14 L-15 6 P P.S. -8 P.S. L-19 P.S. L-20 P.S. L-21 P.S. L-22 P.S. ote1P.SJ represent (2) 7/16' 16 2'2" 2'8" 3'2" 4V 4'6" 5'2" 6'2" 70" 810" 9'2' 160" 11Y 12'0' 12'8" '0" 16'0" 18'0' 188" 20'8' 22'8" precast Diameter 210 3'6" 4'0' 4'6' 5'4' 5'10" 5'6" 7'6' 8'4' 94" 10'6" 11W 12'6' 13 4' i4b' 14' 174" 19'4" 20'0" 21'4" 24'0' lintels Prestressing 12374 8488 6868 5772 4546 4028 3382 2908 2548 2215 1918 1749 1554 7438 1356 1395 13L--17 6 1153 1019 980 880 740 p@@tmud §(rands. using ' 4. Total Allowable Superimposed Load - PLF Mark No. Nandi Clear Span Total Lintel Span Filled 045 T&B L L-1 L-2 L-3 L-4 L-5 L-6 L-7 L-8 L-9 L-10 L-11 L-12 L-13 L-14 L-15 L-16 (P.S.) L-17 (P.S) 1-18 (P.S.) L-19 (P.S.) L-20 (P.S.) L-21.(P.6.) L-22(P.S.) 1'6- 2'2' 2'8" 31Y 4'0" 4'6' 5'2' 6'2" 7'T 8'0" 9'2" 10'0' 11Y 12'0" 12'8" 13w 14'0- 160- 180" 188" 20'8" 22V I 210' 3'6- 4.0- 4.6- T4' VIT 6'6" 7'6" 84" 94" 10'6' 114' 12'6" 134" 14'0' 14'8" 15'4' 174" 194' 20'0' 214" 24'0' 19724 13599 11004 9250 7287 6458 5548 4665 4089 3556 3081 2809 2497 2312 2180 1956 1857 1611 1412 1366 1223 - 1106 Note: (P.S.) represent precast lintels prestressed using (2) 7/16" Diameter Prestressing Strand DETAIL "A" UNLESS OTHERWISE NOTED: DETAIL "C" }_ USE V RECESSED DOOR. HEADERS WHEN APPLICABLE PRECAST LINTEL 02"X16"COMPOSITE) Total Nlawade Superimposed Load - Pountls Per Linear Foot Mar No. Nanning Gear Span Total tinsel Span Filed (1#5 TO o Filled (1)tl5T(2)gb8 R (2N15 T 88 W-1 �VN13_: Wa+ W4 W5. ;Wbi - Wd W41 W-9 W-10. W-11 W-12 W-13 W-14 W-15 *16(P.S.) M17(P.S.) W18(P.S.) W-19(P.S.) W-20(P.S.) *21 (P.S.) W-22(P.S.) 1.6. T2' 2'8- 37 4'P 4" 512" 62' To- 8'0- 92' 190- It? 12'0' 128" 13'4" 14'0' 160, WWI 18'81 206' 22'8" 210" 3'61 47 4'6' 5'4" 5'10' 6B" 7C 0'4" 94- for 11'V iZ8' 13'4' 14'P 14" 15'4' lT4' 194" 20'P 21'W 24T 192W 19532 19808 13277 13468 13659 10755 10910 11065 9029 9160 7111 7215 6302 6394 5472 5552 4551 4618 3989 4048 3468 M20 3036 3082 2769 2810 2461 2498 2278 '2313 2149 2192 2033 2064 1928 1957 im 1691 1460 1483 1402 1424 1249 1269 1124 1142 Note: (P.S.) represent precast limels presoodad using (2)7116" Diameter Presaesdng Sirands. POURED CELL W/1#5 FINISH PER. ELEVATION #5 VERT. BAR ON BAR CONT. FROM POURED CELL. BEAM TO FOOTING. St Down Tie Beam JAMB AT GARAGE DOOR & TYPICAL FRAME TO BLOCK I I I + , , I I DOWEL LAPPED I i t � WITH WALL REINF. �I s. IF' Q500 PSI CONC. FILL (CONCRETE PLACED IN FIELD) I r STD 180' HOOK 0 EACH END OF -; r - STIRRUP W/2 1/2" LEG EXTENSIO PAST BEND. (T1P) CONC.BLK 1/2" ANCHOR BC W/ 2" WASHERS AND TOP AND BOTTOM BOTTOM PLATE ANCHORED WI ANCHOR BOI EXTERIOR OR LO (AT 21" 0. CONNECTOR SCHEDULE - SIMPSON # CONNECTOR FASTENERS UPLIFT (lbs.) DEFINITION APPLICATION (NOT LIMITED TO THE FOLLOWING) 1 H5 8-8d 1465 TRUSS/STUD FRAME 2 HETA20 10-10d x 1-1/2 1810 TRUSS ANCHOR.- TRU§§ OR RIMBOARD TO CMU TIE BEAM 3 HGA10 4 — SDS 1/4 X 1-1/2 595 : GUSSET ANGLE RIM§®ARD TO CMU TIE BEAM .,- HTT16 5/8" A.B. / 18-16d 3080 TENSION TIE FRAME TO FOUNDATION 5' HGUS48 36.-16d TO FACE / 12-16d TO JOIST 3220 :HANGER 6 HTS20 20-10d. / 24-10d x 1-1/2 1450 :.TWIST STRAP 'r TRU§§ TO FRAME 7 HUS26 ,. 14-16d TO HEADER / 6-16d TO JOIST 3220 HANGER 8 LSTA12 10-10d 695 STRAP TIEFRAME - 9' LSTA24 18-10d 1235 STRAP TIE FRAME ld 'LSTA36 24-10d 1555 STRAP TIE FRAME 11 LU26 6-10d to header / 4-10d x 1-1/2 tojoist HANGER 1� META18 12-10d x 1-1/2 1450 TRUSS .ANCHOR TRU§§ TO CMU 13 MTS12 14-10d / 14-10d x 1-1/2 - - -730 TWIST STRAP TRLI TO FRAME' 14 MTS16 14-10d / 14-10d x 1-1/2 730 - ;... TWIST STRAP TRUSS TO FRAME 15 MTSM16 7=i`�A/ 4-1/4x 2-1/4 11TEN 730 TWST STRAP TRUSS TO EXISTING CMU `1.6 SP1 6-10d to�stud / 4-10d to plate 535 °9V0'"IALATE TIE FRAME 17 SP2. 6-10d to stud / 6-10d to plate 605 STUD .PLATE TIE FRAME 18 SP4 6-10d.x 1-1/2 630 MD PLATE TIE FRAME 19 SPIS 6 10d'x 1-1/2 630 STUD PLATE TIE FRAME 20 SP8 6-10d x 1-1/2 630 STUD PLATE TIE FRAME 21 MGT 22-10d 3965 GIRDER TIE DOWN CMU 7 ,32" STIRRUPS AT 4'-0" c-c (RED OR WELDED) UPLIFT NAIL SPACING NOTES 1 MINIMUM COVERAGE OF STEEL - 1.5" - — 2. MIN. BEARING REQUIRED AT EA. END - 4" " Q TYPICAL LINTEL SECTION ' PRECAST CONCRETE J Z DO PROVIDE BLOCKING ® ALL SHEATHING EDGES LiJ 0 ow i STRUCTURAL SHEATHING J EXTERIOR WALL SHEATHING J J 3 o- 1� w NAIL SPACING x � O 12" IN FIELD STUD SPACING PER PLAN PASLODE 21" 099" P EXTERIOR GABLE END SHEATHING OWER X. - DRIVEN COATED SCREW NAILS MAY BE USED IN LIEU OF 8d COMMON NAILS WITH REDUCED SPACING AS NOTED BELOW. 12" SPACE CHANGES TO 8", 6" CHANGES TO 4", AND THE 4" OR 3 CHANGES TO 2\ " SINGLE NAIL EDGE SPACING 7 ,32" STIRRUPS AT 4'-0" c-c (RED OR WELDED) UPLIFT NAIL SPACING NOTES 1 MINIMUM COVERAGE OF STEEL - 1.5" - — 2. MIN. BEARING REQUIRED AT EA. END - 4" " Q TYPICAL LINTEL SECTION ' PRECAST CONCRETE J Z DO PROVIDE BLOCKING ® ALL SHEATHING EDGES LiJ 0 ow i STRUCTURAL SHEATHING J EXTERIOR WALL SHEATHING J J 3 o- 1� w NAIL SPACING x � O 12" IN FIELD STUD SPACING PER PLAN PASLODE 21" 099" P EXTERIOR GABLE END SHEATHING OWER X. - DRIVEN COATED SCREW NAILS MAY BE USED IN LIEU OF 8d COMMON NAILS WITH REDUCED SPACING AS NOTED BELOW. 12" SPACE CHANGES TO 8", 6" CHANGES TO 4", AND THE 4" OR 3 CHANGES TO 2\ " SINGLE NAIL EDGE SPACING SHEATHING SHEATHING NAIL VERTICAL HORIZONTAL FIELD REQ'D. SIZE SPACING SPACING SPACING 1/2" 8d 4" O.C. 4" O.C. 8" O.C. STRUCTURAL SHEATHING TYPICAL WALL SHEATHING DETAIL F1 CO r'" rCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND E REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR PER HOUR WIND SPEED Vult, Vasd=127 MPH RISK CATEGORY II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, GUST EFFECT: FACTOR G=0.85. WIND DIRECTIONALITY FACTOR Kd=O LOSED INTERNAL PRESSURE COEFFICIENT; +/— 0.18, 1-�.LROOFLIVELOAD FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / —73 PSF, GN WIND PRESSURE = 39 PSF (WORST CASE) = 20 PSF, FLOOR LIVELOAD = 40 PSF Jeana Golden Burt ARCH I''TECT AR0013912 17730 'C.R. 448 Mt. Dora, FL 32757 (352) 3851-3875 407) 3$3 2998 �chitect.com Z NV F+- 0 w O tlllllllt :2-- LL F -0 y O �Tr 0 U � w 0 0 0 J o, In pW) O I 0) d) 0) N I o U O 0 REVISIONS Q 1-28-15 i PROJECT NO 14006 DATE 12-11-14 SHEET NO S4 I I I I PRECAST LINTEL a 4" LINTEL BEARING �- #3 CLOSED STIRRUPS L SPECIAL BEAM 1 TRANSVERSE SECTION SCALE: 1" = 1'-0" -OOTI N G 1 W STEEL BEAM PER PLAN 4" X 4" X 3/8" 'STE COLUMN — SEE PLAT LOCATION (BEAMi \TO TUBE COLUMN � CONNECTION AT END 110'-5 SECOND FL. ELEV. W STEEL BEAM PER PLAN 4" X 4" X /R" (-,TFFI TI IRF COLUMN —SEE PLAN FOR LOCATION (4) #5'S (4) #5 FOOTING DOWELS 30 LAP SPLICE CONCRETE COLUMN 1/4 11X 1011 X 611 STEEL CAP PLATE — WELD TO TUBE STEEL COL. & BOLT TO STEEL BEAM FLANGE 1/4" X 12" X 10 STEEL CAP & BASE >PLATE "— WELD TO TUBE STEEL COL. & STEEL BEAM FLANGE; 4-1 /2" ANCHOR BOLTS CONTINUOUS STE�L BEAM TO PIPE COLUMN ONNECTION UBE STEEL COLUMN SEE PLAN FOR SIZE AND LOCATION 2-1 /2" D. X 9" 'LONG A307 ANCHOR BOLTS OR I.I CONT. WELD 1/4" HILTI/RED—HEAD EXPANSION BOLTS 1 /2" LEVELING GROUT ' 1/4" STEEL BASE PLATE (MIN.) SEE PLAN VIEW FOR SIZE 90 DEG STAND RD HOOK SEE FOUNDATION PLAN °° & FOOTING SCHEDULE a a ° °� EXTERIOR FORMED AND POURED SCALE: 1" = 1'-0" CG ° 4X4X3/8" 91, TUBE STEEL COLUMN (TYP.) 7" TYPICAL TUBE COLUMN BASE PLATE DETAIL ��� i Jeana Golden Burt A C H I T E C T AR0013912 17730 C.R. 448 MC Dora, FL :32757 (352) 385=3875 (407) 353-2998' jean aburt0aol.com )V iy Barchitect.com AF t . 0 W �L0 N W ' Q 0 THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL BUILDING CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR . 164 MILES PER HOUR WIND SPEED Vult, Vasd=127 MPH RISK CATEGORY II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, GUST EFFECT FACTOR G=0.85. WIND DIRECTIONALITY FACTOR Kd=O .85 FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/- 0.18, DESIGN PRESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF'/ -73 PSF, AVERAGE DESIGN WIND PRESSURE = 39 PSF (WORST CASE) ROOF LIVELOAD = 20 PSF, FLOOR LIVELOAD = 40 PSF poo r U 10 'p y y Q C ® N w w a M a OZ oZk tU O 4 L� E E Ld N� Q. 0 M N H J %, M to 0� (V L o� (� REVISIONS 1-28-15 PROJECT NO 14006 DATE 12-11-14 SHEET NO S t 9" PANEL SECTION WITH 7" BEAM 9"PANEL SECTION WITH 6"BEAM � '�►::�eeey �1►-e�eee� :ee0eeeeeee.� �OOOe�e�e4►eseese� `ODe�i�ee��►�� 9" PANEL AREA "A" ZA @ VERTICAL, STEEL REINFORCEMENT CONCRETE MASONARY UNIT (CMU) WALL SYSTEM PERIMETER BOND BEAM W/ (4) #d HORIZONTAL KEBABS W/ #3 STIRRUPS 18' O.C. -\ 13" ♦AREA "B"&"C" Q fV I INSUL-DECK FORM RESTING ON'CMU' WALL CELLS OF'CMU' WALL GROUTED 90'REBAR HOOK 0WALL, 90'REBAR HOOK @WALL. EXTENDING INTO FLOOR SLAB EXTENDING INTO FLOOR SLAB @ 24' O/C VERTICAL, STEEL @ 38. O/C REINFORCEMENT ° CONCRETE SLAB V CONCRETE SLAB THICKNESS VARIABLE CONCRETE MASONARY 6X6-W2.8 % W2.9 OR UNIT(CMU)WALL SYSTEM 6X6-W2.9 X W$:B OR 71 LONGITUDINAL AND TRANSVERSE .v LONGITUDINAL AND TRANSVERSE REBAR REBAR VARIABLE PERIMETER BOND BEAM W/ (4) iM HORIZONTAL KEBABS W/ #3 STIRRUPS ♦ 78' O.C. r D v • • V y ' 13" O AREA "B"k"C" v _ + + Q � + + SEE SECOND FLOOR -F STRUCTURAL PLAN G VARIABLE 2'-0" V 2-#5 BOTTOM LONGITUDINAL REBAR ' TEMPORARY SHORING W/ MIN 3/4' CONCRETE COVER, TYP, 2-7k5 BOTTOM LONGITUDINAL REBAR BEAMS @ g• MAX O/C INSUL-0DECK FORM V #3 STIRRUPS AS REQUIRED TEMPORARY W/ MIN 3/4' CONCRETE COVER, TYP. RESTING ON'CMU' WALL SHORING BEAM #3 STIRRUPS AS REQUIRED •a g. MAX CELLS OF'CMU' WALL GROUTED •v 8"MAX 4' TO 5' MAX, TEMPORARY 4' TO 5' MAX SPACING FOR TEMPORARY SHORING PERPENDICULAR SHORING POST UNDER BEAMS TO METAL FURRING STUDS EXTEND CMU VERT. REBAR � AS SPECIFIED BY ENGINEER INTO BOND BEAM _ G 8 SECTION @DROPPED STEEL BEAM (INSUL-DECK PANELS ARE CONTINUOUS OVER STEEL BEAM) A CONCRETE SLAB THICKNESS VARIABLE NEGATIVE REINFORCEMENT" 6X6-W2.9 X W2.9 OR LONGITUDINAL AND TRANSVERSE REBAR 'v EPS FOAM IS REMOVED @ STEEL CONTINUOUS LONGITUDINAL REBAR BEAM ALLOWING THE CONCRETE WI MIN 3/4' CONCRETE COVER, TO BOND TO THE SHEAR STUD SHEAR STUDS WELDED TO TEMPORARY SHORING STEEL BEAM BEAMS Q 6 MAX O/C W'STEEL BEAM, DROPPED BELOW FLOOR SYSTEM A E2 TRANSVERSE SECTION 'A' 4"CONCRETE SLAB NEGATIVE REINFORCEMENT 5" MIN 6X6-W2.9 X W2.90R LONGITUDINAL AND TRANSVERSE REBAR a ,y D• ,r F9TP SHEARSTUDS WELDED jT7STEEL SEAM D TO THE SHEAR STUD CONTINUOUS LONGITUDINAL REBA W/ MIN 3/4' CONCRETE COVER 'W STEEL BEAM, DROPPED BELOW FLOOR SYSTEM El FLOOR TO STEEL BEAM SCALE: 1" = 1'-0" INSUL-DECK PANELS CUT ON SITE TO SUIT SITE REQUIREMENTS.. CONCRETE SLAB THICKNESS VARIABLE BXfi-W2.9X W2.90R STEEL REINFORCED CONCRETE BEAM "!♦ PERIMETER, FLUSHED W/FLOOR LONGITUDINAL AND TRANSVERSE SYSTEM. A CMU TO FLOOR CMU TO FLOOR REBAR ' 8" (2)#5'S TOP (2)#5'S BOTTOM W/#3 STIRRUP3@12"O.C. Z LONGITUDNAL SECTION SCALE: 1" _ 1TRANSVERSE SECTION SCALE: 1" = 1'-0"'L�L'W/LAG BQL,�GASTINTQTMEINTD - • c � • THE CONCRETE BEAM. THE LVL WILL REMAIN " n TO PROVIDE ATTACHMENT POINT FOR -� STAIR SYSTEM LINE OF STAIRWELL OPENING BOTTOM LONGITUDINAL REBAR W/MIN 3/4" CONCRETE COVER � 80° REBAR HOOK @ WALL, EXTENDING INTO FLOOR SLAB TEMPORARY SHORING _ 2X WOOD FRAME INTERIOR WALL CONCRETE SLAB ♦ 36' O/C BEAMS d'X6•MIN - ♦2ND FLOOR (WHERE REQUIRED) THICKNESS VARIABLE SP7 EACH EXTERIOR STUD B � CONCRETE SLA PT ZX PLATE W/ 6X6-W29X W2.90R 4T05'MAX SPACING FORTEMPORARV 1/Y D. X T EMBED. LONGITUDINAL AND TRANSVERSE SHORING POST UNDER BEAMS ANCHOR BOLTS @18'O.C.REBAR ONGITU9DINAL AND TRANSVERSE BAR PERIMETER BOND BEAM W/ RE (4)#dHORIZONTAL REBAR$ LONGITUDINAL SECTION @ STAIR WELL PENETRATION W/ i/3 STIRRUPS 16' O.C.F2 Q � � • • � _ 2X8 FRAME WALL 13" ®AREA "B" • I I • SIMPSON SP7 12" ®AREA "A" EACH STUD TO PLATE 1/2'D.XTEMBED. 12' + + + T + �•• ANCHOR BOLTS @i6"O.C. PERIMETER BOND BEAM W/ HORIZONTAL REBAR TOP & p 2X6 P.T. PLATE BOTTOM W/ #3 STIRRUPS VARIABLE 2 -O" N • 245 BOTTOM LONGITUDINAL REBAR � � D p• INSUL-DECK FORM _ W/ MIN 3I4'CONCRETE COVER, TYP. 1 (2)#S TOP RESTING ON'CMU' WALL CONT, BOTTOM LONGITUDINAL REBAR a 247 AT BALCONY #3 STIRRUPS AS REQUIRED , W/ MIN 3/4" CONCRETE COVER INSULDECK FORM SEE SECOND FLOOR STRUCTURAL PLAN FOR SPACI G TEMPORARY 13" ®AREA "B" #3 STIRRUPS ®12" O.C. RESTING ON'CMU' WALL SHORING BEAM CELLS OFMU' WALL 6".. GROUTED MAX G SEE SECOND FLOOR + + + 'C CELLS OF 'CMU' WALL ++ STRUCTURAL PLAN � ' o• - (3) #5 BOTTOM GROUTED 'a 6'MAX FLOOR BEARING 4'T05'MAX, TEMPORARY SHORING PERPENDICULAR 109,_4" TO METAL FURRING STUDS 4'T05'MAX SPACING FOR TEMPORARY AS SPECIFIED BY ENGINEER SHORING POST UNDER BEAMS EXTEND CMU VERT. REBAR AS SPECIFIED BY ENGINEER en INTO BONG BEAM Vr . Z 245 BOTTOM LONGITUDINAL REBAR CONCRETE COVER, TVP. 247 AT BALCONY #3 STIRRUPS AS REQUIRED . -SEE SECOND FLOOR STRUCTURAL PLAN FOR SPACING 8 VARIABLE $ F1 STAIRWELL PENETRATION TRANSVERSE SECTION SCALE: 1" = 1'-0" 0 INTERNAL CMU WALL TO FLOOR 00 Qp LONGITUDNAL SECTION SCALE: 1" = 1'-0" D, ROOF LONGITUDNAL SECTION SCALE: 1" = 1'-0" Deana Golden Burt " A R C H I T E C T AR0013912 17730 C.R. 448 Mt. Dora, FL 32757 (352) 385-3875 (407) 353-2998 jepnaburt®ool.com Y,jyi,II,I�fi�rch itect.com LL T ny x % VL @ LL N i � W -rd 2 w � U �i 1•I�.%�{rl I� .O E� � 01 W W �4 _2 oM a wE�� 3w,� Ix a �mmm) p a J � Y� M O I ® N a I U (n O ej- 07 REVISIONS 1-28-15 PROJECT NO Q 14006 THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND DATE 12-11-14 MEETS THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL BUILDING CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR 164 MILES PER HOUR WIND SPEED Vult, Vasd=127 MPH SHEET NO RISK CATEGORY II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, GUST EFFECT FACTOR G=0.85. WIND DIRECTIONALITY FACTOR Kd=O .85 FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/— 0.18, ry� DESIGN PRESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / -73 PSF, ►,\J AVERAGE DESIGN WIND PRESSURE = 39 PSF (WORST CASE) ROOF LIVELOAD = 20 PSF, FLOOR LIVELOAD = 40 PSF SUCH THAI IHL A(:IUAIIUN Ut UNt ALAMM YYILL ACTUATE ALL ALARMS AND WILL BE AUDIBLE IN ALL SLEEPING AREAS. ALL DETECTORS SHALL BE SMOKE / CARBON MONOXIDE COMBO. ALL NON—GFI OUTLETS TO BE ON ARC FAULT INTERRUPTERS & TAMPER PROOF. GFI OUTLETS OUTDOORS, GARAGES, KITCHENS AND BATHROOMS. ALL ELECTRICAL TO BE IN ACCORDANCE WITH THE 2008 NATIONAL ELECTRIC CODE. CONTRACTOR TO COORDINATE WITH OWNER FOR CAT 6 WIRING, LOW VOLTAGE, AND SECURITY SYSTEM CARBON MONOXIDE DETECTOR Install carbon monoxide (CO) detectors within 10 feet of all sleeping rooms. The detectors must be hardwired with battery backup and may be combination smoke/carbon monoxide devices. IT IS THE ELECTRICAL CONTRACTOR'S RESPONSIBILITY TO VERIFY THE REQUIREMENTS AND LOCATIONS OF ALL ELECTRICAL EQUIPMENT AND PROVIDE AND INSTALL COMPLETE ELECTRICAL SERVICE AS REQUIRED. ELECTRICAL CONTRACTOR TO SUBMIT ELECTRICAL PLAN AND PULL PERMIT AS REQUIRED. ELECTRICAL TO BE PROVIDED FOR WELL, BOAT DOCK, POOL & LANDSCAPE LIGHTING , IRRIGATION SYSTEM, AND ENTRANCE LIGHTS ELECTRICAL SYMBOL CEILING FAN C O CHIME "HIM DISCONNECT SWITCH ED3 ELECTRIC METER 1W ELECTRICAL PANEL � PANEL EXHAUST FAN — CEILING MOUNTED EXTERIOR SECURITY / MOTION LIGHTING GARAGE DOOR OPENER GAS METER CAS —METER JUNCTION BOX FJB LIGHT — 4" CAN O LIGHT FIXTURE — CEILING MTD. LIGHT — FLUORESCENT LIGHT FIXTURE — SCONCE LIGHT — UNDER CABINET COVE LIGHT - - - - - LOW VOLTAGE TRACK LIGHTS 2�_ Q a LIGHT — PENDANT b® POST/COLUMN LIGHT LIGHTING KEYPAD FLKP PICTURE LIGHT 60" A.F.F. 4 OUTLET 6 OUTLET — 220V OUTLET — GFI OUTLET — GFI DUPLEX W/ WATERPROOF HOUSING FLOOR OUTLET — PROVIDE CONDUIT CHASE IN SLAB/FLOOR AS REQUIRED. VERIFY LOCATION W/ OWNER o LDDR PUSH BUTTON REMOTE POWER MODULE ERPM SMOKE DETECTOR/ CARBON MONOXIDE DETECTOR so SWITCH $ SWITCH W/ DIMMER TELEPHONE 4 TIMER — IRRIGATION & LANDSCAPE LIGHTS nMER TV — CABLE — — — — — — — — — — -------------1 — I TF (2) A/C PROVIDE DISCONNECT I ,0__ I / I i i I i -- I I _ REF.11 _ I L: I I ---- H9 COMP. ON ROOF WP OUTLET �ND I I p , L------------ \ ' \ 1 Cf. ' ' � D \ f � i � I i 1. i I I I TO SNATH O WI "H BE W I I I I IlftLoZT NK � I o OILET SHOWER I 1L------------------------J Q i Pa-o _._ . ed" E�t\ . i \, i I 1 i i I i \ I i 1 I I I 1 SECOND FLOOR ELECTRICAL PLAAT 0 '"I e } .CCOP"I 'FfJi ' , EL�CTRY�'AL THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF SECTION R301.1 OF THE FLORIDA RESIDENTIAL BUILDING CODE, 2010 EDITION W/ 2012 AMENDMENTS, AND ASCE 7-10 FOR 164 MILES PER HOUR WIND SPEED Vult, Vasd=127 MPH RISK CATEGORY II, EXPOSURE CATEGORY D, TOPOGRAPHICAL FACTOR 1.0, GUST EFFECT FACTOR G=0.85. WIND DIRECTIONALITY FACTOR Kd=O .85 FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT; +/— 0.18, DESIGN PRESSURE FOR WALL COMPONENTS AND CLADDING (WORST CASE) +40 PSF / —73 PSF, AVERAGE DESIGN WIND PRESSURE = 39 PSF (WORST CASE) ROOF LIVELOAD = 20 PSF, FLOOR LIVELOAD = 40 PSF , Jeana Golden Burt A R C H I T E C T AR0013912 17730 C.R. 448 Mt. Dora, FL 32757 (352) 385-3875 (407) 353-2998 jeanaburt@aol.com www.JGBarchitect.com REVISIONS QI 1-28-15 PROJECT NO 14006 DATE 12-11-14 SHEET NO El