Loading...
HomeMy WebLinkAboutDeck Layout, Elevation & Structural NotesSTRUCTURAL -GENERAL NOTES GENERAL REQUIREMENTS AND CONSTRUCTION OF THIS PROJECT ISGOV RNED BY THE "FLORIDA BUILDING CODE (FBC)", 2010 EDITION; HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ). _mwu� S,� USE THE LATEST EDITION OF THE 2. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINC - = �_�-�- STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE'.TO A SPECIFIC SECTION IN A CODE 16' 4' 20' _ : g _ �-- _ DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD... 3. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS FOR - =_ ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SLOPES, RUN DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING, FIRST 12� - - RAILINGS, CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER 17 RISERSL ITEMS. _ RISERS 4 fks" _ -4. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL NONSTRUCTURA TREADS - 144s" JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL --_- -._ - -- - '"_� _ - - SAFETY AND HEALTH). 5. THE. STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND 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. PLAN AND DETAIL NOTES. AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. 7. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY BE LOWER RUN SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ARCHITECT/ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL 10 RISERS DOCUMENTATION OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS RISERS = 4" /� I- p p /� N SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL TREADS = 18". LO C/"�'I I ®N I V I!-iP EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER. CONTRACTOR'S COORDINATION 1. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE WORK; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING VERIFY F.F.E. BETWEEN FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A PANELS AND DECKING SAFE AND SECURE MANNER. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. 3. THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY. 4. THE CONTRACTOR SHALL AT HIS DISCRETION EMPLOY AN SSE, A REGISTERED PROFESSIONAL ENGINEER FOR THE DESIGN OF ANY TEMPORARY BRACING AND SHORING DESIGN CRITERIA AND LOADS 1. WIND DESIGN: ELEVATION a. ULTIMATE WIND SPEED MPH 145 b. NOMINAL WIND SPEED MPH 112 SCALE: 1/4" 1'-0" c. RISK CATEGORY 12' d.. SURFACE ROUGHNESS : C GUARDRAIL REQUIRED e. ENCLOSURE CLASSIFICATION OPEN AT ELEVATION DIFFERENCE f. INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.00 GREATER THAN 30" g. TOPOGRAPHIC FACTOR KZT=1.0 2. DESIGN LOADS GUARDRAIL NOT REQUIRED a. LIVE 75 PSF 3'-8" AT ELEVATION DIFFERENCE b. DEAD 12 PSF c. RAILING/GUARDRAIL UNIFORM LOAD=:50PSF LESS THAN 30" CONCENTRATED LOAD = 200 LBS m m m m - 3. LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS AS NOTED IN DESIGN CRITERIA & LOADS OR THE CAPACITY OFI PARTIALLY COMPLETED CONSTRUCTION AS DETERMINEDBY THE. CONTRACTOR'S SSE FOR BRACINQ"/SHORING. Do CONCRETE 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318 "BUILDING CODE REQUIREMENTS - FOR. STRUCTURAL CONCRETE" AND ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", 2. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A 615 GRADE 60. L i - 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 "SPECIFICATION FOR WELDED STEEL WIRE FABRIC FOR CONCRETE REINFORCEMENT, FLAT SHEETS ONLY, 4. HOOKED ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH ASTM A 36. 5. HEADED MACHINE BOLTS SHALL BE IN ACCORDANCE WITH ASTM A 1554. STAIRS FLAT LANDING STAIRS 6. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN ACCORDANCE WITH ASTM STANDARDS, FLORIDA BUILDING CODE AND ACI 318 (LATEST EDITION). TEST CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS OF CONCRETE PRIOR TO PLACEMENT. TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TESTS RESULTS TO ENGINEER'S OFFICE FOR REVIEW. 7. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE 16, 4' 20 STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT JOISTS AND DECKING ARE NOT SHOWN FOR CLARITY CONCRETE (145 PCF). ITEM OF STRENGTH AGG SLUMP WATER/CEMENT ® 4x4 POST FULL HEIGHT AT HANDRAIL CONSTRUCTION (PSI) (IN) (IN) (LB/LB) ❑ 4x4 POST TO DECK HEIGHT ONLY B-1 2x8 TO EACH SIDE OD POST SLABS ON GRADE 4,000 3/4 4-6 0.50 PLAN VIEW (STRUCTURAL) - 8. FORMWORK SHALL COMPLY WITH "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK" (ACI 347R). SCALE: 1/4 = 1'-0" 9. CONCRETE SHALL BE PROPORTIONED SUCH THAT 7 DAY STRENGTHS ARE A MINIMUM OF SEVENTY PERCENT OF THE SPECIFIED 28 DAY STRENGTH FOR ANY CONCRETE CONSTRUCTION REQUIRING SHORING, BRACING OR TO RECEIVE CONSTRUCTION LOADS. NOTE: WOOD OR COMPOSITE MATERIALS USED IN EXTERIOR DECK BOAR NHBTOR TO WEATHER SHALL BE DESIGNED WITH A CORROSIONINHIBITOR. EXPOSED 10 ALL CONCRETE D START READS HANDRAILS - AND GUARDRAILS SHALL BEAR A LABEL INDICATING PERFORMANCE LEVELS AND COMPLIANCE #12 SCREWS (2) #12 SCREWS 11.ALL CONCRETE SHALL CONTAIN AN ENGINEER -APPROVED ASTM C494 TYPED' ADMIXTURE WITH ASTM D-7032 (FBC-R-317.4) ® B" O.C. (TYP.) @ EA. POST (WATER -REDUCING RETARDER). USE ASH PERMITTED. 12.REINFORCING STEEL SHALL BE DEFORMED BBFARS, FREE FROM LOOSE RUST AND SCALE. FOLLOWING THE REQUIREMENTS OF ACI 2x4 P. T.13.ALL REINFORCING SHALL BE DETAILED AND FABRICATED 315. (2) J12 SCREW 14.LAP SPLICES FOR REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ACI 318. ALL UNSPECIFIED JOIST SCHEDULE MAX. SPAN SIZE & SPACING 2x4 SYP. 0 12 O.C. 4'-0" 2x6 SYP. 0 16„ O.Q. 2x8 SYP. 0 24 0. . 2x6 SYP. 0 12 O.C. 6 -0" 2xB SYP. 0 16" O.C. 2x8 SYP. 0 24" O.C. 8-0" 2x8 SYP. 0 12„O.C. 2xl0 SYP 0 24 O.C. 10'-0° 10 SYP.® 12 -0IC. 2 2x8 SYP. 0 19.2 O.C. SPLICE OVER AS NEEDED, AS W/ (8) J12 ` JOIST (2) #12 SCREWS 1 0 EA E )ST BOLTS ® 2x8 BLOCKIP Al HATCH TYPICAL VIEW - JOISTS L, SCALE: NTS 2; ® EA. POST I LAP SPLICES SHALL BE MAXIMUM LENGTH. 2x6 TOP RAIL MAX. SPACING 15. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 4x4 P.T POST 1 24" D.C. a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" P.T. DECKING W./ 16d SPI AL b. EXPOSED TO EARTH OR WEATHER: SHANK NAILS OR #10 SCRE WS STAGGER NAILS/SCREWS NO. 5 AND SMALLER BARS 1 1/2" TO PREVENT SPLITTING NO. 6 AND LARGER BARS 2" 16. ALL CONCRETE PLACED SHALL BE VIBRATED BY MECHANICAL VIBRATORS. - 17.ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL OF APPROX. 6" OVERHANG STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE. E 18. N0 DEVIATION FROM THE STRUCTURAL PLANS SHALL WITHOUT THE EXPRESS B PERM[ TTED 1 4" I WR TTEN CONSENT OF THE STRUCTURAL ENGINEER. ALL ;REINFORCING DETAILS TO BE SUBMITTED DETAIL "A" 2x6 DECKING TO THE CONTRACTING T NG OFFICER FOR HIS APPROVAL. SCALE. NM - 19. ALL REINFORCING BARS SHALL BE SECURELY HELD IN PLACE DURING CONCRETE POURING. IF REQUIRED, ADDITIONAL BARS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR THE BARS. F- o WOOD CONSTRUCTION NOTES LU 1. ALL WOOD AND WOOD CONSTRUCTION SHALL COMPLY WITH THE SPECIFICATIONS AND CODES Q INDICATED IN THE DESIGN CRITERIA. Q 2. ALL WOOD FRAMING SHALL BE FABRICATED AND INSTALLED PER AITC AND TPI NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 3. LUMBER SHALL BE IDENTIFIED IN ACCORDANCE WITH NATIONAL GRADING RULES AND SHALL BEAR CL GRADE STAMP OF SPIB, OR OTHER ASSOCIATION RECOGNIZED BY DOC PS 20 OR EQUIVALENT. 4. ALL METAL CONNECTIONS AND FABRICATIONS SHALL COMPLY WITH AISC OR AISI SPECIFICATIONS. ((� 5. LUMBER 2-INCH OR LESS IN NOMINAL THICKNESS AND SHEATHING SHALL NOT EXCEED 19% 2 MOISTURE CONTENT AT TIME OF INSTALLATION. AND SHALL BE STAMPED "S-DRY", "K-D", OR "MCI 5". 0 ALL LUMBER SHALL BE S4S. fA w 6. ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS SPECIFICALLY 0 INDICATED AS NET SIZE. Z 7. FASTENERS AND CONNECTORS USED ON UN -TREATED WOOD EXPOSED TO WEATHER SHALL BE HOT < DIPPED GALVANIZED. 0 8. FASTENERS AND CONNECTORS (INCLUDING TRUSS PLATES, NAILS, BOLTS, ANCHORS, ETC.) USED IN 0 WITH TREATED WOOD SHALL BE COMPATIBLE WITH THE TREATMENT METHOD AND AS w .CONTACT FOLLOWS: a) WOOD TREATED WITH DOT SODIUM BORATE (SBX) MINIMUM G90 ZINC COATING. b) WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) - MINIMUM G1851NC COATING. c) FOR ALL OTHER TREATMENT -COMPLY WITH THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD SUPPLIER d) STAINLESS STEEL CONNECTORS AND FASTENERS MAY BE USED FOR ALL TYPES OF TREATED N1 't 0 WOOD rn © - 0 LLJ 9.: WOOD FASTENING SHALL BE AS SPECIFIED IN THE DRAWINGS. FASTENING NOT SPECIFICALLY O IDENTIFIED ON DRAWINGS SHALL COMPLY WITH THE FBC. I 0_ 0 Z 10. CONTRACTOR SHALL PROVIDE ALL FASTENING DEVICES NECESSARY AND SUITED FOR EACH 17 In w w > 0- In APPLICATION. ~ Q 0 0_ Q Q 11. HANGERS AND FRAMED COMPONENTS SHALL BE FURNISHED BY THE MANUFACTURER WITH NAILS FOR SPECIFIC USE AND INSTALLATION. p p 12. ALL TIMBER SHALL BE PRESERVATIVE -TREATED SOUTHERN PINE AND SHALL MEET THE FOLLOWING: O u� a. ALL ANCHOR BOLTS SHALL HAVE 2"x2"x1/8" PLATE WASHERS. b. SLEEVE ANCHORS ARE NOT PERMITTED. II z c. ANCHORS SHALL BE MINIMUM''%" DIAMETER EMBEDDED 71NCHES INTO CONCRETE U.N.O. ❑ p p W 13. BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE TO RESIST tn c)Lo THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16d @ 12" O.C. O 14, WOOD CONNECTORS AND HOLD-DOWNS SHALL BE AS SPECIFIED IN THE DRAWINGS AND SHALL BE O Lo 0 INSTALLED IN ACCORNCE WITHALL W PRE -MANUFACTURED CONN CTO SANUFACTURERSHALL HAVE NAI SEOR SCREWS INSTALLED IN ACCORDANCE N ('� � coo W - WITH THE MANUFACTURER'S SPECIFICATIONS, DRIVEN FULLY. (h O CO N c� 15. PRE -DRILL THRU BOLT HOLES AND MAINTAIN AN EDGE DISTANCE GREATER THAN FOUR TIMES THE J O ('O DIAMETER OF THE BOLT. USE WASHERS AT ALL BOLTED CONNECTIONS. F- LL (:7) CO M r- 16. BLOCK JOISTS AT ALL ENDS AND AT SUPPORTS. U) - O r ..�� = 2 LO I• a nz. O Q N N L I NWI�I� wLi co I X CO Q� 0- LL 0 a M J >ui ABBREVIATIONS AB - ANCHOR BOLT FIG - FOOTING AFF - ABOVE FINISHED FLOOR HORIZ - HORIZONTAL AHJ - AUTHORITY HAVING JURISDICTION IN INUNCHES ALT - ALTERNATE MAX - MAXIMUM BOTT - BOTTOM MHW - MEAN HIGH WATER LINE CMU - CONCRETE MASONRY UNIT MFR - MANUFACTURER COL - COLUMN MIN - MINIMUM CONC - CONCRETE MISC - MISCELLANEOUS CONT - CONTINUOUS MPH - MILES PER HOUR D&E - DRILLED AND EPDXY NTS - NOT TO SCALE DIA - DIAMETER OC - ON CENTER M SION PSF - POUNDS PER SQUARE FOOT ON - DDIMENSION N REV - REWSION/REWSED EA - EACH SPECS - SPECIFICATIONS ELEV - ELEVATIQN/ELEVATOR SCHED - SCHEDULE ENGR - ENGINEER TIP - TYPICAL EW - EACH WAY UNO - UNLESS NOTED OTHERWISE E - EXISTING VERT VERTICAL EXP EXPANSION AF - VERIFY IN HELD EXT EXTERIOR W/ NTH FBC FLORIDA BUILDING CODE NIHOUT FFE FINISH FLOOR ELEVATION W{1F - WELDED WIRE FABRIC FND - FOUNDATION Ww - WELDED WIRE MESH FT - FEET/FOOT 15 - STEEL REINFORCING BAR (REBAR) 15 (5/8 ) BARK SIDE UP JOIST-"'.' rf 11 �q•_O° SEE DETAIL „A. � �� -b 711A PnqT REVIEWED FOR NGg: P.T. WOOD DECKING DETAILS SCALE: NTS P.T. JOIST AS SHOWN TOP OF DECK I� MAX. SPACING 16" O.C. o e COMPOSITE DECKING W. COMPOSITE 0. . TYP. o (2) #12 SCREWS #10 PAN HEAD S.S. SCREWS (2) }" THRU BOLTS TOENAILED ® EA. BEAM ® POSTS TYP. ABU44 W./ %- A.B. 2x8 P.T. BENT GAP D&E TO (E) CONCRETE APPROX. 6" OVERHANG ON EA. SIDE OF POST W/ 3" EMBED. 4 1/16" MIN. TYP ALL SIDES \//\✓/\//\//\//\//\�j\/�\/�\//\/ j�//\ //\/�� j //\/ j\//\/�\j j\/ j j COMPOSITE DECKING NOTE DO NOT OVER TIGHTEN SCREWS / \\\ \\\\�\\��\\\ \\\/\\\/\\x\�� /\\\ \\\/\\\�\\\ \\\ \\\/\\/ BARK SIDE UP JOIST-� (E) 4" MIN. CONCRETE ALTERNATE POST ANCHOR IS TO EMBED 4x4 INTO SOIL A MIN. OF 4'-0", COMPOSITE DECKING TO BE THRU-' FLOW FILL REMAINDER HOLE WITH 4000 PSI CONCRETE RPP (REINFORCED POLYPROPYLENE) 48x48 SECTION AT LANDING COMPOSITE WITH TYPICAL GUARDRAILS DECKING DETAILS SCALE: NTS SCALE: NTS DO0 CODE COMPLIA ST. LUCIE COUNTY BOCCP/ 4x4 P.T. POST 0 4' O.C. 4x4 P.T. POST 0 4' O.C. _ X d 18" (2) 2x8 - 2x8 P.T. (2) P.T. 2x12 EA. (2) P.T. 2x12 EA. STAIR SECTION SCALE: 318- = 1 -0 (2) J" S.S. THRU BOLTS 0 EA. POST CEN �o ��• SF" No. 61000 STATE OF FILE COPY e Vuj 00�z0 r V Q C) zz N �gLJ z J_ � W > Z �w Zw� J ( ^. Z It Q In z ®W:(0) U) ®WI� T Q z ® z J QOQ J - cy Q W W 5 ® W 0_ LLJ O > LL a U w W 0 E I-- Q ZD Q Z C C!j W U W' o W 0 c H O LL. 1L. P.E.#61000 �1TE: 11-03-2020 SHEET si OF 2 1Z-AOC 38 -0" -DOUBLE 2x8 THIS SIDE 7'-0-9'-011�� 160 I 0 0 I 0 DECK o 2 2x4 P.T. SYP. @ 24" 0.C.- 1 DOUBLE 2x8 P.T. SYP. 0 - ALL SIDES (3) Jf9x3" WOOD SCREWS " @RAFTER TO RIDGE 9' 0" 9'-0 CONNECTION, TYP. :o 2x4 P.T. SYP. a 0 24" O.C., TYP. - - - --- 2x6 P.T. SYP. RIDGE w 2x6 P.T. SYP. z 0 16" O.C., TYP. w U 12,000 LB m BOAT LIFT N o w 19'-A" 011TSIDF (3) 2x6 P.T. SYP. TYP. TO OUTSIDE `w U ' Fro ROOF PLAN 0 -I SCALE: 1/4" = 1'-0 z z w 12,000 LB BOAT LIFT w o w 12'-6" OUTSIDE z TO OUTSIDE Ili 0 1 _ - W g STRUCTURAL -GENERAL NOTES o - Lu _ GENERAL REQUIREMENTS Q I� 1. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING CODE Q (FBC)", 2010 EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED BY THE o AUTHORITY HAVING JURISDICTION (AHJ). LJJ 2. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE CL _ a STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A CODE 2x6 P.T. SYP. COLLAR TIE _ -- DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD. ui W/ (4)#10 WOOD SCREWS = _ 3. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS FOR _ ADDITIONAL INFORMATION INCLUDING BUT TO: DIMENSIONS, 2 Q ON EACH SIDE _ _ T - _ - NOT LIMITED ELEVATIONS, SLOPES, - - - _ DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING, � w RAILINGS, CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER -� - -- NONSTRUCTURAL ITEMS. � " , :� - � - 4, THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL Q = JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL O ROOFING SAFETY AND HEALTH). BY OTHERS - _-- 5. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF j ' = - �_--' � --- THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. ARCHITECTURAL li DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS. a N M a N cO n SIMPSON H3 CLIP _ 6. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. 7. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY BE O J" 2 0'S.S. THRU BOLTS, TYP. 8"0 POST (2) 2xB = g T .- _ _ _ _ _ SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ARCHITECT/ENGINEER FOR - - - REVIEW. ALTERNATE MATERIALS THAT ARE SUBMIT TED WITHOUT ADEQUATE TECHNICAL DOCUMENTATION OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL LOCATION MAP N EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER. FF- ' r7 In 0_ W Q .- O C) W O > 0_ O D- Q w ~O Ul 4 CONTRACTOR'S COORDINATION 1. THE CONTRACTOR IS RESPONSIBLE SECTION 2 FOR COORDINATING DETAILS AND ACCURACY OF THE WORK; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING W SCALE: NTS - FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND SECURE MANNER. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS ll! g Q� QQ U ❑ c� 8 BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION O o Ln OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. 3. THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE (.0 DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER I-- ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETE. IT IS THE LU N m r n 00 CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE T. DECKING A K NAILS W./ OR 16d #10 SPI SCR AL WS MAX. SPACING 24" O.C. STAGGER NAILS/SCREWS TO PREVENT SPLITTING APPROX. 6 OVERHANG 1 /4„ 2x6 DECKING BARK SIDE UP ",,JOIST-,-' CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY. O (O N d 4. THE CONTRACTOR SHALL AT HIS DISCRETION EMPLOY AN SSE, A REGISTERED PROFESSIONAL _J O co N - ENGINEER FOR THE DESIGN OF ANY TEMPORARY BRACING AND SHORING. LL O) 00 vv O r DESIGN CRITERIA AND LOADS _[ O a 1. WIND DESIGN: a. ULTIMATE WIND SPEED MPH 145 0 Q N - - b. NOMINAL WIND SPEED MPH 112 (V W U c. RISK CATEGORY I d. SURFACE ROUGHNESS C MAX. SPACING e. ENCLOSURE CLASSIFICATION OPEN LO z U 16" 0 C. i f - INTERNAL PRESSURE C _+- OEFF COEFFICIENT P I CPI / 0.00 co 2 X Ir g. TOPOGRAPHIC FACTOR KZT =1.0 co� d LL w O E: COMPOSITE DECKING W./ 6 D.C.TYP. 2. DESIGN LOADS c- W m w #10 PAN HEAD S.S. SCREWS Q b ROOF LIVE LOAD > :2 � 20 PSF d. RAILING/GUARDRAIL UNIFORM LOAD = 50 PSF APPROX. 6" OVERHANG 1 16" MIN, CONCENTRATED LOAD = 200 LBS 3. LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS AS I TYP. ALL SIDES NOTED IN DESIGN CRITERIA RA �. 1 &LOADS OR THE CAPACITY OF PARTIALLY COMPLETED CONSTRUCTION COMPOSITE DECKING NOTE DO NOT OVER TIGHTEN SCREWS AS: DETERMINED BY THE CONTRACTOR'S SSE FOR BRACING/SHORING. WOOD CONSTRUCTION NOTES 1. ALL WOOD AND WOOD CONSTRUCTION SHALL COMPLY WITH THE SPECIFICATIONS AND CODES INDICATED IN THE DESIGN CRITERIA. BARK SIDE UP �JOIST'� 2. ALL WOOD FRAMING SHALL BE FABRICATED AND INSTALLED PER AITC AND TPI NATIONAL DESIGN I SPECIFICATIONS FOR WOOD CONSTRUCTION. 3. LUMBER SHALL BE IDENTIFIED IN ACCORDANCE WITH NATIONAL GRADING RULES AND SHALL BEAR GRADE STAMP OF SPIB, OR OTHER ASSOCIATION RECOGNIZED BY DOC PS 20 OR EQUIVALENT. III AEI III COMPOSITE DECKING TO BE THRU-FLOW 4. ALL METAL CONNECTIONS AND FABRICATIONS SHALL COMPLY WITH AISC OR AISI SPECIFICATIONS. RPP (REINFORCED POLYPROPYLENE) 48x48 5. LUMBER 2-INCH OR LESS IN NOMINAL THICKNESS AND SHEATHING SHALL NOT EXCEED 19% P.T. WOOD A COMPOSITE MOISTURE CONTENT AT TIME OF INSTALLATION. AND SHALL BE STAMPED "S-DRY', 'K-D', OR "MC15'. ALL LUMBER SHALL BE S4S. DECKING DETAILS DECKING DETAILS fi. ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS SPECIFICALLY INDICATED AS NET SIZE. - SCALE: NTS SCALE' NTS 7. FASTENERS AND CONNECTORS USED ON UN -TREATED WOOD EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED. 0 '^ ... -• • . _*" 1- - --*" -. •'" %� `+_ - 8. FASTENERS AND CONNECTORS (INCLUDING TRUSS PLATES, NAILS, BOLTS, ANCHORS, ETC.) USED IN _•. _ - CONTACT WITH TREATED WOOD SHALL BE COMPATIBLE WITH THE TREATMENT METHOD AND AS vwwoOLLOWS - a) WOOD TREATED WITH DOT SODIUM BORATE (SBX) -MINIMUM G90 ZINC COATING. b) WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) - - MINIMUM G185INC COATING. c) FOR ALL OTHER TREATMENT - COMPLY WITH THE RECOMMENDATIONS OF THE - PRESERVATIVE WOOD SUPPLIER d) STAINLESS STEEL CONNECTORS AND FASTENERS MAY BE USED FOR ALL TYPES OF TREATED o WOOD 9. WOOD FASTENING SHALL BE AS SPECIFIED IN THE DRAWINGS. FASTENING NOT SPECIFICALLY Awk IDENTIFIED ON DRAWINGS SHALL COMPLY WITH THE FBC. 10.CONTRACTOR SHALL PROVIDE ALL FASTENING DEVICES NECESSARY AND SUITED FOR EACH APPLICATION. 11.HANGERS AND FRAMED COMPONENTS SHALL BE FURNISHED BY THE MANUFACTURER WITH NAILS FOR SPECIFIC USE AND INSTALLATION. 12.ALL TIMBER SHALL BE PRESERVATIVE -TREATED SOUTHERN PINE AND SHALL MEET THE FOLLOWING: a. ALL ANCHOR BOLTS SHALL HAVE 2"x2"x1/6" PLATE WASHERS. 0 I 0 0 I 0 JOIST PER SCHEDULE W/. (2) #12 SCREWS TOENAILED @ E.A. BEAU 3'-8" STAIRS PLAN VIEW SCALE: 1/4" = 1'-0" NOTE: WOOD OR COMPOSITE MATERIALS USED IN EXTERIOR DECK BOARD, STAIR TREADS, HANDRAILS, AND GUARDRAILS SHALL BEAR A LABEL INDICATING PERFORMANCE LEVELS AND COMPLIANCE WITH ASTM D-7032 (FBC-R-317.4) i7 4'-0" DECKING PER DETAIL ° ° 2x8 P.T. BENT GAP ON EA. SIDE OF POST ° ° oz M � I OPT. 1x2 VERT. VINYL/P.T. STRIPS E.A. PILE, PER OWNER (2) 1/2" THRU BOLTS @ POSTS (TYP.) M.H.W. LINE S. PINE No.1 REATED PILES SPLICE OVER AS NEEDED, AS W/ (8) #12 JOIST (2) #12 SCREWS @ EA E 2x8 BLOCKR AT HATCH TYPICAL VIEW - JOISTS SCALE. NTS X Q 0 I 0 )ST BOL TS JOIST SCHEDULE MAX. SPAN' SIZE & SPACING 4'-0" 2x4 SYP. 2x6 SYP . 0 12 .C. 0 16; B.D. 2x8 SYP. 0 24 O.C. 2x6 SYP. 012 O.C. 6'-0" 2x8 SYP. 0160 O.C. 2x8 SYP. @ 24" O.C. 8'-0" 200 SYYP.0124"00 C. 10'-Q" 10 SYP. 0 12 O F: 2 2x8 SYP. 0 19.2 O.C. b. SLEEVE ANCHORS ARE NOT PERMITTED. c. ANCHORS SHALL BE MINIMUM %" DIAMETER EMBEDDED 7INCHES INTO CONCRETE U.N.O. 13.BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE TO RESIST THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16d @ 12" O.C. 14. WOOD CONNECTORS AND HOLD-DOWNS SHALL BE AS SPECIFIED IN THE DRAWINGS AND SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ALL PRE -MANUFACTURED CONNECTORS SHALL HAVE NAILS OR SCREWS INSTALLED IN ACCORDANCE WITH THEMANUFACTURER'S SPECIFICATIONS, DRIVEN FULLY. 15. PRE -DRILL THRU BOLT HOLES AND MAINTAIN AN EDGE DISTANCE GREATER THAN FOUR TIMES THE DIAMETER OF THE BOLT. USE WASHERS AT ALL BOLTED CONNECTIONS. 16. BLOCK JOISTS AT ALL ENDS AND AT SUPPORTS. ABBREVIATIONS AB - ANCHOR BOLT FTG - FOOTING AFF - ABOVE FINISHED FLOOR HORIZ - HORIZONTAL AHJ - AUTHORITY HAWNG JURISDICTION IN - INCHANCHES ALT - ALTERNATE MAX - MAXIMUM BOTT - BOTTOM MHW MEAN HIGH WATER LINE CMU - CONCRETE MASONRY UNIT MFR - MANUFACTURER COL - COLUMN MIN - MINIMUM CONC - CONCRETE MISC - MISCELLANEOUS CONT - CONTINUOUS MPH - MILES PER HOUR fo-p DIIA - DIAM LLED ETER METER AND EPDXY ONCE - ON CENTER T TO SCALE vAII''�F(3 DIM - DIMENSION PSF - POUNDS PER SQUARE FOOT ,Of ON -DOWN REV - REWSION/REWSED® moo° �S NSF EA - EACH SPECS - SPECIFICATIONS �4 ELEV - ELEVAPON/ELEVATOR SCHED - SCHEDULE * e° No. 100( ENGR - ENGINEER TYP - TYPICAL EW - EACH WAY UNO - UNLESS N07ED 07HERMSE E - EXISTING VERT - VERIICAL lk STAT OF EXP - EXPANSION WF - VERIFY INFIELD a c� EXT - EXTERIOR W/ -WITH y F�Q OP FBC - FLORIDA BUILDING CODE FFE - FINISH FLOOR ELEVATION - W WELDED "F _T °°°° °, V FNO -FOUNDATION -WELDED WIRE FABRIC Q�z � L FT - FOUNDA 1O - WELDED WIRE MESH vays off, 15 - STEEL REINFORCING BAR (REBAR) 15 (5/6°) . N VI00 ram ZU (� O V Q O Z N W Wgz W>z ZJ �5 �Z -m� ME o z �WOm� w z O Qz J 4 Q ® n/ Y I- U>~ O J 5 ® w F" W Q Lu O > LL U Lu Lu > I) of H- Z � Z Uj W U CD C.0 W_ D_ C® H O LL 11 03 2020 SHEET S2 OF 2 13-499