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HomeMy WebLinkAboutBuilding PlansI _AREA OF WORK PROPOSED l WOOD DECK � (E) PATIO I I I I f (E) FIRST FLOOR 1 Z 3 2 } 3 (E) FIRST FLOOR 6' 17'-6" 3' 3' 17,_6„ A M I I " gr PROPOSED WOOD DECK (ABOVE) PROPOSED WOOD DECK 60 BO -�- WP/GF Q o. o PROPO5 D WOOD STAIRTABODE) (E) 3°53 WINDOW TO REMAIN �\ (E) 3°68 DOOR J REMAIN (E) PORCH [n _ (E) GARAGE (- - I (E) FIRST FLOOR _ (E) SECOND FLOOR _Tx Er $ LIGHT SWITCH wP/cccx WEATHER PROOF GFCI RECEPTACLE WALL MOUNTED SCONCE 6' PROPOSED POSTS FOR ® WOCD DECK & STAIRS PROPOSED POSTS FOR WOOD DECK &STAIRS LOCATION PLAN FIRST L FLOORSECOND PLAN® - (E) 6„ CMU WALL -- - - - - z (E) 6" FRAME WALL SCALE: 1/6„ = 1'_0" = SCALE: 1/4" _ 1'_0" S CALE: 1/4" = V-0' G 0 (V 1 L6 61 i 2 0 2 3 0 W 0 Q U W y W O W v) O C3� �O Lr>rn W r N N v �JO(h rNi� ��C�OJ as " O � T 12 L0N , , JJ Q O N(N N Z U Oa 1(m��00LL r i Q (E) SHINGLES z z ® Q MIN. SETBACK P'. Z (E) SHINGLES I FRONT Q SIDES () �6 .. CNR SIDES 0 CL REAR J Z As TECH. EC. E DOOR LS SHINGLESPROPOSED � ` DECK J LL WE ... cu _ o 0 W C O ._ PROPOSED :... :.' Y z STAIRS TOB TOB %- PROPOSED o 0 - ELEV: 11'-9" V.I.F. ELEV: 11'-9" V.LF. ® m --------------- ,... ;. o PROPOSED ST. LUC IJl!"YY YiY ILD ION :� o .....:. ..... .: REVIEWED FOR COMP rn F.F: F.F. ELEV: `0'-0" V.I.F. ELEV: 0'-0" V.I.F. CM REVIEWED BY N w DATB r ® C) oR NO INSPECTION M13V !BE KEPT ON JOB _J IlE C, Q a (E) STUCCO FINISH0� OL �^ �o..o°\ICEN CONCEALED FASTENERS OR ATTACHM1E NtS ® No. 61 kRE THE RESPONSIBlUTY OF THE e J nr ? STATE IROD&F L MIZAR CONTP".N! OP OF RECORD o 61000 All ' ° gbh 06-20-201'6 to: SlONAL SIDE ELEVATION THESE PLANS AND ALL PROPOSED WORK'Ap gWOO SHEET ARE SUBJECT TO ANY CORRECTIONS SCALE: 1/4" = V-0" REQUIRED BY FIELD INSPECTORS THAT OIL MAY BE NECESSARY IN ORDER TO nnuervwiru Al i Aeel rAei C rOf= STRUCTURAL -GENERAL NOTES: 14. COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON FILL SHALL BE ISOLATED BY PRE -MOLDED JOINT FILLER (1/2" THICK) COMPLYING WITH ASTM SCOPE OF WORK: DESIGN CRITERIA AND LOADS D1752, TYPE 1. - 1. WIND DESIGN: 15. TOPS OF FOOTINGS AND SLABS ON GRADE SHALL BE AS SHOWN ON PLANS WITH VERTICAL 1. INSTALL NEW WOOD DECK AND STAIRS PER PLANS. WIND SPEED (MPH) V(ADJ)=124 V(ULT)=160 CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS 2. INSTALL ELECTRICAL PER SECOND FLOOR PLAN. RISK CATEGORY II APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE EXPOSURE CATEGORY D THAT THE EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH ENCLOSURE CLASSIFICATION ENCLOSED GRADE, OR AS OTHERWISE INDICATED BY THE GEOTECHNICAL ENGINEER DR BUILDING INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.18 OFFICIAL. TOPOGRAPHIC FACTOR KZT =1.0 2. DESIGN LOADS: 16. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: a. DECK LIVELOAD 60 PSF a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" b. DECK DEAD LOADS 15 PSF b. EXPOSED TO EARTH OR WEATHER: c. RAILING & GUARDRAILS UNIFORM LOAD = 50 PSF CONCENTRATED LOAD = 200 LBS NO. 5 AND SMALLER BARS 1 1/ " d. STAIRS &LANDING 60 PSF NO. 6 AND LARGER BARS 2" e. STAIR TREADS DESIGNED FOR 300 LB CONCENTRATED 17. NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 ' LOAD PLACED TO PRODUCE MAXIMUM STRESS: INCHES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATO Y MAXIMUM DENSITY ' 3. CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE SER OF ANY ARCHITECTURAL, (ASTM D 1557). MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT 18. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION,,, DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS (ARCHITECTURAU STRUCTURAL/ MECHANICAL/ ELECTRICAL OR PLUMBING DRAWINGS). 19. GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND PROVIDE DOCUMENTATION OF LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL BRACING OF EXCAVATIONS. UNDOCUMENTED LOADS IN EXCESS OF 400 POUNDS. PROVIDE MARKED -UP STRUCTURAL < 20. GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR PLAN INDICATING LOCATIONS OF ANY NEW EQUIPMENT OR LOADS. SUBMIT PLANS TO THE BOLTS; ETC., AS REQUIRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO INSTALLATION. BEAMS AND SLABS SHALL BE PROVIDED AS REQUIRED FOR THE SUPER -STRUCTURE. ' GENERAL REQUIREMENTS SHOP DRAWING S SHOWING THE POSITION F O O OPENINGS SHALL BE SUBMITTED TO THE 1. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING CONTRACTING OFFICER PRIOR TO PLACEMENT OF CONCRETE. I CODE (FBC)", SIXTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND 21. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ). CLOSER THAN 8'-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER. 2, WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE WOOD CONSTRUCTION NOTES STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A 1. ALL WOOD AND WOOD CONSTRUCTION SHALL COMPLY WITH THE SPECIFICATIONS AND CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE CODES INDICATED IN THE DESIGN CRITERIA. STANDARD. 2. SHEATHING SHALL BE IN ACCORDANCE WITH PS 1-95 / ANSI A 199.1. ALL SHEETS BEAR 3. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS APPROPRIATE GRADING STAMP OF APA AND SPAN RATING. PROVIDE /8" SPACE AT PANEL FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, EDGES AND END JOINTS UNLESS OTHERWISE NOTED. SLOPES, DOOR AND WINDOW OPENINGS; NON -BEARING WALLS, STAIRS, FINISHES, DRAINS, 3. ALL WOOD FRAMING SHALL BE FABRICATED AND INSTALLED PER AIT AND TPI NATIONAL WATERPROOFING, RAILINGS, CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. AND OTHER NONSTRUCTURAL ITEMS' 4. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND 4. LUMBER SHALL BE IDENTIFIED IN ACCORDANCE WITH NATIONAL GRADING RULES AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF SHALL BEAR GRADE STAMP OF SPIB, OR OTHER ASSOCIATION RECOGNIZED BY DOC PS 20 OCCUPATIONAL SAFETY AND HEALTH). OR EQUIVALENT. 5. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND 5. ALL METAL CONNECTIONS AND FABRICATIONS SHALL COMPLY WITH ISC OR AISI SPECIFICATIONS. EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS. 6. LUMBER 2-INCH OR LESS IN NOMINAL THICKNESS AND SHEATHING SH LL NOT EXCEED 19% MOISTURE CONTENTAT TIME OF INSTALLATION. AND SHALL BE STAM ED "S-DRY'; "K-D", 6. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND OR "MC15". ALL LUMBER SHALL BE S4S. DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. 7. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE 7. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS OR SOIL SHALL BE PRESSURE TREATED, OR HAVE APPROVED SEPARATING MATERIAL. MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ARCHITECT/ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT 8. ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS ADEQUATE TECHNICAL DOCUMENTATION OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN SPECIFICALLY INDICATED AS NET SIZE. INTENT OF MATERIALS SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT 9. UNLESS NOTED OTHERWISE, THE FOLLOWING MINIMUM LUMBER GRADES SHALL BE USED: REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY a. STRUCTURAL ROOF AND WALL FRAMING - #2 SYP. THE OWNER. b. NON-STRUCTURAL WALL FRAMING - STUD GRADE SPF OR METAL STUDS. 8. ; ALL STANDARD NOTES AND DETAILS CONTAINED HEREIN ARE TYPICAL UNLESS NOTED OTHERWISE. e: NON-STRUCTURAL FRAMING - #2 SPF. 'CONTRACTOR'S COORDINATION d. ROOF FRAMING MEMBERS ABOVE THE CEILING LINE - #2 SYP 1. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE e. WALL SHEATHING SHALL BE 24/16 SPAN RATED STRUCTURAL SHEATHING. WORK WITH ENGINEER AND OTHER TRADES; FOR CONFIRMING AND CORRELATING ALL 10. FASTENERS AND CONNECTORS USED ON UN -TREATED WOOD EXPOSED TO WEATHER QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES SHALL BE HOT DIPPED GALVANIZED. OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND SECURE MANNER. 11. FASTENERS AND CONNECTORS (INCLUDING TRUSS PLATES, NAILS, BOLTS, ANCHORS, 2. DISCREPANCIES, OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE REQUIREMENTS ETC.) USED IN CONTACT WITH TREATED WOOD SHALL BE COMPATIBLE WITH THE SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE TREATMENT METHOD AND AS FOLLOWS: WORK. a. WOOD TREATED WITH DOT SODIUM BORATE (SBX) -MINIMUM G90 ZINC COATING. 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS b. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE - MINIMUM G185 INC COATING. ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK. c. FOR ALL OTHER TREATMENT - COMPLY WITH THE RECOMMENDATIONS OF THE ' • STRUCTURAL CERTIFICATION PRESERVATIVE WOOD SUPPLIER 1. I CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION d. STAINLESS STEEL CONNECTORS AND FASTENERS MAY BE USED FOR ALL TYPES OF OF THE FLORIDA BUILDING CODE SIXTH EDITION. TREATED WOOD 2. 1 ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE 12. WOOD FASTENING SHALL BE AS SPECIFIED IN THE DRAWINGS. FASTENING NOT ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 1609 IN THE FBC AND SPECIFICALLY IDENTIFIED ON DRAWINGS SHALL COMPLY WITH THE REQUIREMENTS OF CHAPTER 3 IN THE FBC-RESIDENTIAL: THE FLORIDA BUILDING CODE. FOUNDATION AND SLABS ON GRADE 13. CONTRACTOR SHALL PROVIDE ALL FASTENING DEVICES NECESSARY AND SUITED FOR 1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING EACH APPLICATION. FASTENINGS IN CONTACT WITH MOISTURE SHALL BE HOT -DIPPED PRESSURE OF 1,500 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING GALVANIZED CONFORMING TO ASTM A-158-80. PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT. 14. SHEATHING NAILS OR SCREWS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IF 2. THE ARCHITECT /ENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATION FLUSH WITH THE SURFACE OF THE SHEATHING. THAT THE SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR 15. CONNECTORS FOR TRUSS TO TRUSS COMPONENTS SHALL BE AS SPECIFIED BY THE CONSISTENTLY THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO TRUSS MANUFACTURER. ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND 16. HANGERS AND FRAMED COMPONENTS SHALL BE FURNISHED BY THE MANUFACTURER REPRESENT SOIL CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND AT THE WITH NAILS FOR SPECIFIC USE AND INSTALLATION. PARTICULAR TIMES THEY WERE TAKEN. 17. STUDS SHALL HAVE FULL BEARING ON A SOLE PLATE OR SILL NOT LESS THAN2 INCHES IN 3. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN: LE THICKNESS HAVING A WIDTH NOT LE SS THAN THAT OF THE WALL STU a. MINIMUM DEPTH BELOW FINISHED GRADE ......... 1' ....-0" 18. SILLS AND SLEEPERS ON A CON�S. ALL PRESERVATIVE SOLE PLATES RET OR MASONRY b. MAXIMUM ALLOWABLE BEARING' CAPACITY. ........ 1,500 PSF LY DURABLE OR SLAB THAT IS IN DIRECT CONTACT WITH THE EARTH SHALL BE OF NATURALS c. MODULUS OF SUBGRADE REACTION .............................. 200 PCI PRESERVATIVE -TREATED WOOD AND SHALL MEET THE FOLLOWING: d. PASSIVE LATERAL PRESSURE.....; a. ALL ANCHOR BOLTS SHALL HAVE 2"x2"x1/8" PLATE WASHERS UN I� ESS (NOTED ABBREVIATIONS .... e. ACTIVE LATERAL PRESSURE (UNRESTRAINED).. .......... 550PSF OTHERWISE. AB ANCHOR BOLT HORIZ HORIZONTAL f. ACTIVE LATERAL PRESSURE (RESTRAINED) `.35 PSF b. BOLTS SHALL BE LOCATED AT CORNERS AND JAMBS AND WITHIN 4-INCHES OF EACH AFF-ABOVE FINISHED FLOOR IN-II�CWINCHES w g. COEFFICIENT OF SLIDING FRICTION .......:: 0.4 END OR JOINT IN PLATE. AHJ- AUTHORITY HAVING JURISDICTION INT -INTERIOR c. PLATES LESS THAN 20 INCHES IN LENGTH SHALL HAVE ONE ANCHOR INSTALLED IN ALT -ALTERNATE MAS -MASONRY 4. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL THE MIDDLE THIRD OF THE PLATE LENGTH. APPROX -APPROXIMATELY MAX (MUM BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE d. SLEEVE ANCHORS ARE NOT PERMITTED UNLESS NOTED OTHERWISE. ARCH -ARCHITECT MFR - NUFACTURER MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND BRG •BOTTOM MIN -M (MUM STRUCTURES: e. ANCHORS SHALL BE MINIMUM Y2' DIAMETER EMBEDDED 7 INCHES INTO THE BRG BEARING MISC M CELLANEOUS 5. SYNTHETIC FIBER REINFORCEMENT SHALL COMPLY WITH ASTM-C-1116, AND THE DOSAGE CONCRETE AND SPACED NOT MORE THAN 4 FEET UNLESS NOTED OTHERWISE. CCCL - COASTAL CONST CONTROL LINE MPH -M. ES PER HOUR AMOUNT SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION BUT 19, WOOD FRAMING MEMBERS INCLUDING SHEATHING RESTING ON AN EXTERIOR CFS- COLD FORMED STEEL N -N W NOT LESS THAN 1.2 LBS/CY. FOUNDATION CLOSER THAN 8 INCHES FROM EXPOSED EARTH SHALL BE APPROVED CMU-CONCRETEMASONRYUNIT NTS N TTO SCALE 6. WELDED WIRE FABRIC SHALL CON FORM TO A. S.T.M. Al85 (LATEST EDITION) , AND BE NATURALLY DURABLE WOOD OR TREATED WOOD. COL -COLUMN OC CENTER SUPPORTED ON SLAB CHAIRS SPACED AT T -O" ON CENTER MAXIMUM. 20. BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE CONC -CONCRETE PSF UNDSPER SQUARE FOOT 7. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM TO RESIST THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16d @ 12" O.C. CONT -CONTINUOUS PT ESSURE TREATED COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. 21. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND EMBEDDED IN D&E DRILLEDAND EPDXY REV = SPECS VISIOWREVISED THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE THAT IS IN DIRECT CONTACT WITH THE EARTH SHALL BE OF NATURALLY DBL DOUBLE DIA DIAMETER SCHED CIFICATIONS HEDULE I CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF). DURABLE WOOD OR PRESERVATIVE -TREATED WOOD. DIM - DIMENSION SYP - UTHERN YELLOW PINE ' ITEM OF STRENGTH AGG SLUMP WATER/CEMENT 22. STUDS SHALL BE PLACED WITH THEIR WIDE DIMENSION PERPENDICULAR TO THE WALL. ON -DOWN TYP ICAL CONSTRUCTION (PSI) (IN) (IN) (LB/LB) 23. NOT LESS THAN THREE STUDS SHALL BE INSTALLED AT EACH CORNER OF AN EXTERIOR EA •EACH UNO LESS NOTED OTHERWISE FOUNDATION PADS 4,000 1 2-4 0.50 WALL. ELEV-ELEVATION/ELEVATOR VERT ENGR ENGINEER VIF TICAL IFYINFIELD 8. REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH 24. IN NON -BEARING WALLS AND PARTITIONS, STUDS SHALL BE SPACED NOT MORE THAN 24 EW -EACH WAY W/ TH COMPACTED, MOISTURE -TREATED, NON -EXPANSIVE FILL MATERIAL, FILL AREA SHALL INCHES ON CENTER AND ARE PERMITTED TO BE SET WITH THE LONG DIMENSION E EXISTING Wl0 TROUT EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT. PARALLEL TO THE WALL. EXP EXPANSION WRB THERRESISiANTBARRIER 9. FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION, 25. WOOD CONNECTORS AND HOLD-DOWNS SHALL BE AS SPECIFIED IN THE DRAWINGS AND EXT EXTERIOR WWF -V LDEO WIRE FABRIC ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ALL FBC FLORIDA BUILDING CODE WWM LDEDWIRE MESH OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS. PRE -MANUFACTURED CONNECTORS SHALL HAVE NAILS OR SCREWS INSTALLED IN FF FINISH FLOOR #5 : EEL REINFORCWGBAR (REBAR)#5(& ) ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS, DRIVEN ,FULLY' FND FOUNDATION 10. SOIL BENEATH SLABS AND FOOTINGS SHALL BE EXCAVATED AS REQUIRED TO REMOVE ALL ORGANIC AND DELETERIOUS MATERIALS. PLACE CLEAN SAND FILL IN MAXIMUM OF 12 FT FEET/FOOT INCH LIFTS. SUBGRADE AND EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95 FTG FOOTING PERCENT OF ITS MODIFIED PROCTOR VALUE IN ACCORDANCE WITH ASTM D 1557. 11. SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA. DEPRESS SLABS ON GRADE FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS. 12. FOUNDATIONS SHALL BEAR ON EITHER COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS PER THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN 24INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL ENGINEER AND/OR THE BUILDING OFFICIAL. 13. PROVIDE 6 MIL'VISQUEEN' VAPOR BARRIER UNDER ALL SLABS ON FILL (UNLESS OTHERWISE NOTED ON PLANS). O O O OD W Q G vlu')lcoll` 00 OD p D O N W H N �O Z p�w<>6(n - U Q o Q O W O W O y 0 Iq IQ Icj IQ Ito O �LO rn WNMT_ WN(+')p(0 Nv ^N LL co _ M U) co a=a 2 Lo ti J J �0 LLLL 0<NN LdL N Nr ZU w m Z) Lo 0 ma J OMO�dLLLL �W U) W f-' 0 Z J U) W U 0 Z ° J W LL cl c6 U W�/ LF c 0 Z O Q O m s U) Q 0 rn co _ N LL7 J w Q a LL A No. 61 0 STATE IERODdL V MI R L oP e F k o,�F 4ORI F 1000 ", SSTONAL 06-20-2018 J •,og SHEET si 2 OF 4 18-0070 PERMIT SET FOUNDATION SCHEDULE MARK W x D x L REINFORCEMENT NOTES P-1 36" X 24" X 36" (5) #5 BARS CONT. E.W. ALL REBAR LOCATED @ BOTTOM OF FOOTER P-2 36" X 24" X 48" (6) #5 BARS CONT. E.W. L REB R LOCATED @ BOTTOM OF FOOTER P-3 24" X 18" X 24" (3) #5 BARS CONT. E.W. ALL REBAR LOCATED @ BOTTOM OF FOOTER P-4 30" X 18" X 30" (3) #5 BARS CONT. E.W. ALL REBAR LOCATED @ BOTTOM OF,FOOTER" P-5 36" x 18" X 60" (4) #5 BARS CONT. LONGTUDIAL ALL REBAR LOCATED & (7) #5 BARS CONT. TRANSVERSE @ BOTTOM OF FOOTER COLUMN SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES C-1 4x4 P.T. PER. PLAN & CONNECTOR SCHEDULE PROPOSED STAIRS C-2 6x6 P.T. PER PLAN & CONNECTOR SCHEDULE PROPOSED DECK on m - r- N N m m m CM co m m m I T-S" F' F N A C U O CD Go N BM-3 DECKING, SEE DETAIL S3 2 N 2 m a. 0 9 L6 Y o 2 ? � W U 0 W W O oo ® - — -- A C �rn W N M r. N V LU n p (4 - N J O M v (n�-WO as T-mr i Lo N I. J p 8 (E) 3 6 DOOR TO REMAIN G — (E) SECOND FLOOR 0QNN N zU cN o 0 w O a m 0 000 � d LL C F - G C' e- W B U U) ZLLI ~ ¢ ci D .gyp Clot ��¢ ¢ U zLcmb l/C'� Z \— BM2 — — — — — — — �mw B DECKING, B W J z SEE DETAIL LIJ z w w (7 ®�z �p-1 (N) DIAGONAL BRACING ON STAIRS PER DETAIL m D FRAMING ®L� US (N) 4x4 DIAGONAL BRACING ON DECK IN Z � US R N f ® (E) 6" FRAMs; WALL SCALE: 1/2" = V-0" BEAM SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES BM-1 2x12 SYP42 BM-2 (2) 2X12 SYP42 CONT. PLYWOOD FLITCH PLATE BETWEEN 2x12'S BM-3 (3) 2X12 SYP42 CONT. PLYWOOD FLITCH PLATE BETWEEN 2x12'S CONNECTOR SCHEDULE TRUSS STRAP'- UP. MAX (LBS) FASTENERS NOTES WOOD FRAME — TYPICAL LUS 26 1,165 (4) 10d TO JOIST & (4) 10d TO BEAM @ EA. END OF 2x8 JOISTS TYPICAL' LUS 24 265 (2) 10d TO JOIST & (4) 10d TO BEAM @ EA. END OF 2x4 JOISTS AO ACE6 1,070' (6) 10d TO BEAM & (6) 16d TO POST © ACE4 1,070 (6) 10d TO BEAM & (6) 16d TO POST © HUS212-2TF 3,635 (10) 16d TO JOIST & (10) 16d TO HEADER OD JB212A 315 (6) 10d TO HEADER &'(2) 10d x 1-f'' TO JOIST OE PC6Z 1,480 (10) 10d TO BEAM & ) 10d TO POST 0 HUC212-2 1,135 (6) 10d TO BEAM & (16) 16d TO HEADER © HUC212-3 1,135 (6) 10d TO BEAM & (16) 16d TO HEADER O ABU44Z 2,200 (1) t' A.B. INTO FOOTER &(12) 16d TO POST A.B.'s SHALL HAVE 12" MIN. EMBED Oj ABU66Z 2,300 (1) t" A.B. INTO FOOTER & (12) 16d TO POST A.B.'s SHALL HAVE 12" MIN. EMBED NOTES: 1. PROVIDE TRUSS CONNECTORATENDS OFALL TRUSSES. 2. TRUSSES WITH MULTIPLE STRAPS, CONNECTORS SHALL BE STAGGERED EACH SIDE OF TRUSS TO AVOID SPLITTING MEMBER. 3. TRUSS CONNECTORS AND CLIPS NOTED ON THIS LAYOUT ARE MODEL NO.'S OF "SIMPSON STRONG -TIE" CONTRACTOR MAY SUBSTITUTE EQUAL STRAPS FROM ANOTHER MANUFACTURER. 4. TRUSS TO TRUSS CONNECTIONS ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 5. PROVIDE TRUSS CONNECTORS IN ACCORDANCE WITH TRUSS LAYOUT FROM TRUSS MANUFACTURER. 6. A.T.R. = ALL THREADED ROD EPDXY TO CONCRETE. A.B.= ANCHOR BOLT A-307 EMBEDDED 6"MIN. 7. STRAPS WERE SIZED TO SAFELY RESIST THE WIND REACTIONS SHOWN IN THE PRE-ENGINEERED TRUSS PROFILE AND PLACEMENT PLAN D WGS PER EAST COAST TRUSS, JOB # J33234, SIGNED/SEALED BYA FLORIDA REGISTERED TRUSS ENGINEER AND DATED 0211712017. 6. CONTRACTOR MAY SUBSTITUTE STRAPS IN ACCORDANCE WITH THE TRUSS UPLIFT AND THE STRAPS SHOWN ABOVE. 0 N0. 6.' STATE Q W U ¢ W LL vJ O � W�/ LL c .!2 N Z a 0 < 2 m U) Y N r a�U) cc G o rn M N w w J Q w d > LL 06-20-2018 8001V SHEET 3 of 4 PERMIT SE1 P.T. COLUM � � BEAM PER SCHEDUL PER SCH DULE (2) HETA 20 Q (N) COLUMN BA E PER STRINGER PER SCHEDUL 2x4 P.T. CONT. (E) FRAMED WALL CONCRETE PAD L W T p FOOTERS //\///i��///\j\//\\///\\��%>\\� aoo ICKETS&HANDRAILS NOT SHOWN EXISTING ING BUILDING PER SCHEDULE i%i ��^�� °'f a'y�• f.��\\\� \�\� (N) GUARDRAILOR CLARITY: OPENINGS SHALL NOT PER DETAIL (N) GUA PER RDRAIL DETAIL LLOW PASSAGE OF SPHERE 4' IN DIA. TYPICAL STAIR DETAIL SCALE' 1/2" = 1-0" 'tJcorl Oco Q O 2x2 P.T. STRUTS d 2 2 y W 1 1/2" MIN 2x4 P.T- HAND RAIL 5" O.C. O O O U O W/ SMOOTH ENDS -0„ O o to 1 (N)BUCKET (N) BUCKET FIRST RUN " 2x4 P.T. TOP RAIL (p m I 11 RISERS 1 1 2 DIA RAIL PER SCHEDULE PER SCHEDULE N BUCKET (N) BEAM RISERS - 6} 1 "0 HANDRAIL N Co N Q N (E) FLOOR JOISTS O _ » W LoIT PER SCHEDULE l•'V/" STEEL 48" O.CCMAX J O co m 04 PER SCHEDULE TREADS = 11"KETS LU O O (N) BEAM PRIMED & PAINTED I I --t- LL 0) O S 2 PER SCHEDULE GALV. STEEL BRACKET (SHOWN HATCHED) - fA _0 N a a SPACED PER APPROVED _ _ J J (N) CONNECTOR PER BEAM _ _ PER SCHEDULE PER SCHEDULE (N) BEAM w w PER SCHEDULE (N) CONNECTOR 3/8" DIA SS BOLT p Q N N PER SCHEDULE r Z T Lu (N) CONNECTOR N m `' O d PER SCHEDULE M O o 1'-0" P.T. COLUMN M = x w LL 2x4 P.T. N N BOTTOM RAIL PER SCHEDULE U. 00 a �W (N) P.T. COLUMN PER SCHEDULE NOTE DESIGN AND CONSTRUCT RAILINGS TO WITHSTAND (N) BEAM LOAD APPLIED AT ANY POINT DOWNWARD OR P.T. COLUMN PER SCHE U E (N) P.T. COLUMN (N) P.T. COLUMN HORIZONTALLY, AS REQUIRED BY CODE. PER SCHEDULE U) PER SCHEDULE PER SCHEDULE Lu (E) CMU WALL SECOND SERS UN (N) BUCKET HANDRAIL AT WALLS HANDRAIL DETAILS RISERS PER SCHEDULE ¢ w scnLE: t/z° - t'-o' SCALE; 1/2^ = 1-0° ®o M TREADS = 11" ,^ (N) CONNECTOR (2) "THRU BOLTS V U) PER SCHEDULE BEAM Z 06 U PER SCHEDULE CONNECTOR of Z PER SCHEDULE 6x6 WOOD CONNECTOR N EE (N)BEAM BEAM COLUMN BELOW PER SCHEDULE w PER SCHEDULE P W Z ER .SCHEDULE J - WJcD Z (N)CONNECTOR w PER SCHEDU . w C7 F " (N) P.T. COLUMN m P.T. COLUMN PER ¢ z • PER SCHEDULE CSCHEDULE BEAM PER SCHEDULE 4x4 P.T. 0 PER SCHEDULE BRACE W 20 (N) COLUMN BASE (N) COLUMN BASE (E);GONCRETE SLAB Fl/PER SCHEDULE PER SCHEDULE - (N) COLUMN BASE (N) COLUMN BASE PER SCHEDULE PER SCHEDULE ° ) RU „, a �. �. ''. �'• 5..+ •. I • p scH � BOLTS z n < (E) CONCRETE FOOTER :,. '\ ... a,'.. rta . . '��' a°=_. .: • .+ to y. ' CORNER WOOD COLUMN TOP VIEW 2 DIAGONAL BRACING DETAIL � ��amr, +r,....��,, :�-� ..'`s1- :`W-� ,-,.` ►�' UCONCRETE • -0" SCALE: 1-0"A f- Lij PAD FOOTER PER SCHEDULE CONCRETE PAD FOOTER i CONCRETE PAD FOOTER CONCRETE PAD FOOTERS 1 (2) #i PER SCHEDULE PER SCHEDULE PER SCHEDULE ® 8" O.C. (TYP ® EA.POST J SECTION1 STAIR SECTION 2x4 P.r. <C ��++q SCALE: 1/2" _ 1:_0:: J3 SCALE: 1/2" _ l:_Q:: (2) !i12 SCREW � MAX. SPACING @ EA. POST 24' O.C. 2x6 TOP RAIL DECKING W./ 16d SPI AL 4x4 P.T. POST K!NAILS OR 110 SCRi WS STAGGER NAILS SCREWS . . . TO PREVENT PLITTING APPROX. 6" OVERHANG 4-1 /4" W Q �2x6 DECKING DETAIL "All U � 0' Z ° SCALE: NIT J BARK SIDE UP JOIST-'�� ,�• ccu / SEE DETAIL "A" 1 /2" CARRIAGE BOLTS TOP OF POST LJ. p E P.T. WOOD DECKING DETAILS cn 0 SCALE: 1/2"=1-0" P.T. POST O 1 -ap 2 2x2 PICKETS 2x4 TOP _ U) c • • (THRU DBL�OIST 3 �" TYP. BEAM 4" ° i" MIN. DECPERDETAILING Q 0 PER SCHEDULE P.T. JOIST AS SHOWN C< o Ole TOP OF DECK G N w 47x4" POST FOR A34 ° DBL 2x8 JOIST 0 Of HANDRAIL 0 4'-0" MAX. POSTS 4x4 048" ° 2 i/4" MIN. p P.T. WOOD COLUMN O.C. MAX BEAM PER SCHEDULE CONNECTOR PER SCHEDULE8\ PER PLAN f1 iJ o ° 10 LL w NOTE: 91VIL JOISTS TIP. IN CROSS HATCH PATTERN TOLY COLUMN PER SCHEDULE ia��O°°.°°SCEN q ��41_ • • ° ALL MATING SURFACES CARRIAGE BOLT �f\/\/�/\/ /\�/\�/\�//\\//\�//\ \�//\�//\�//\� N Z\�// * N0. 1 2x6 W/ (1) 2"0 THRU-BOLTS NAILS TO BE 12d \/ //\/\%\/ / / / / / / / / / i OD(SLF VI MI R \/\/\/\ / g\/. �\ \j\ \/ \/\/\/\/\✓ \/\/\/\� �\ STATE e¢ # 1000 & (2) 16d @ EA. END x1oll 2» OC. SCREWS TO BE/10//\\///\//j\j/�///�\//j//�/ i / / / /\ \/\/\/ \/ o ��O 40RI t -- - TYP: ALL BRACING SIDES 1'� '\ \ \, \ \\/f\�\\/�\//\\//\\(4( 06 20 2018 DBL JOIST BEYOND A34 iv 2x4 I /\ \ \ \ \ \ \ \ (NVA � flips, 1/2" PLYWOOD FLITCH 2x6s 2 ROWS 2x10s 3 ROWS \/CONCRETE 007ER j \///\\i\///\ SHEET PLATE PER PLY 2x8 s 2 ROWS 2x 12 s 3 ROWS �' PER SCHEDULE . (NAIL ON BOTH SIDES FOR MORE THAN 2 PLIES) ✓• / /i % /i /i. /i o STAIR LANDING BRACING DETAIL TYPICAL GUARDRAIL SECTION WOOD BEAM PLY JOIN TYPICAL POST FOOTER CDSCALE:` SCALE: 1/2"=l'-0" SCALE: 3/4" = V-0" SCALE: 3/4" = T-0" SCALE: 1/2" = 1°§" 4 OF 4 18-0070 PERMIT SET