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HomeMy WebLinkAboutBaron Self Storage structurals_Re-Issue Permit_10-05-20010000 GENERAL NOTES:THE CONTRACTOR SHALL USE A COMPLETE, AND UP TO DATE SET OF CONSTRUCTION DOCUMENTS WHICH INCLUDES DOCUMENTS ISSUED BY OTHERS. DIMENSIONS AND CONDITIONS SHALL BE FIELD VERIFIED. NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR TO PROCEEDING.THE STRUCTURE IS DESIGNED FOR THE CONDITION OF THE BUILDING IN A COMPLETED STATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING TEMPORARY BRACING, GUYING, SHORING, SHEETING, TIEDOWNS OR OTHER MEANS AS REQUIRED TO AVOID EXCESSIVE STRESSES, MAINTAIN THE STABILITY OF THE STRUCTURE, AND SAFEGUARD THE WELFARE OF PERSONNEL DURING CONSTRUCTION.TOWER CRANES SHALL BE DESIGNED FOR DEAD, LIVE AND WIND LOADS IN ACCORDANCE WITH ASCE 7-10. WIND LOADS SHALL BE MODIFIED ACCORDING TO ASCE 37-02 FOR DURATION OF CONSTRUCTION. THE CONTRACTOR SHALL SUBMIT A CRANE LAYOUT, SHOP DRAWINGS, CALCULATIONS AND REACTIONS FOR BOTH FOUNDATIONS AND CRANE TIE-IN LOCATIONS, SIGNED AND SEALED BY A FLORIDA LICENSED ENGINEER. THE ENGINEER OF RECORD SHALL BE RETAINED TO EVALUATE THE EFFECTS OF CRANE TIE-IN FORCES ON THE BUILDING STRUCTURE, AND TO PROVIDE THE CRANE FOUNDATION DESIGN.THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES OR SEQUENCES, FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK, OR FOR THE FAILURE OF ANY ENTITY TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS.013316 DESIGN CRITERIA:STRUCTURAL DOCUMENTS ARE PREPARED IN COMPLIANCE WITH THE 2017 FLORIDA BUILDING CODE (F.B.C.), 6th EDITION. LOADING DESIGN CRITERIA:SUPERIMPOSED DEAD LOADS:ROOFS20 PSFSUPERIMPOSED LIVE LOADS:ROOFS20 PSFWIND LOADS (F.B.C. SECTION 1609, ASCE 7-10):ULTIMATE DESIGN WIND SPEED = 164 MPHNOMINAL DESIGN WIND SPEED = 127 MPHBUILDING RISK CATEGORY = IIWIND EXPOSURE = CATEGORY DINTERNAL PRESSURE COEFFICIENTS = -0.18 & +0.18NOMINAL COMPONENT & CLADDING PRESSURES: SEE DIAGRAMS MATERIAL DESIGN CRITERIA:CONCRETE:ALL CONCRETE f'c=4000 PSIREINFORCING STEEL:PLAIN DEFORMED BARS: ASTM A615, GR. 60WELDED WIRE FABRIC: ASTM A1064, GR. 60CONCRETE MASONRY:COMPRESSIVE STRENGTH, f'm=2000 PSITIMBER:STRUCTURAL LUMBERNo. 2 SOUTHERN PINE (TYP, UON)FOUNDATION DESIGN:PER GEOTECHNICAL REPORT BY ANDERSEN ANDRE CONSULTINGENGINEERS, INC., DATED 10-14-19, TITLED " SUBSURFACE SOILEXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATIONBARON SELF STORAGE, ST. LUCIE COUNTY, FLORIDA, AACE FILENUMBER 19-240, AND ADDENDUM LETTER DATED 10-15-19.ALLOWABLE BEARING PRESSURE = 2500 PSFMODULUS OF SUBGRADE REACTION = 200 PCI(SEE SECTION 018202 FOR GEOTECHNICAL REQUIREMENTS)013323 SUBMITTAL REVIEW:SUBMITTALS ARE ONLY REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN INTENT OF THE STRUCTURAL DOCUMENTS AND FOR COMPLIANCE WITH APPLICABLE CODES AND/OR REGULATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL OTHER ITEMS. SUBMITTALS SHALL BE APPROVED BY THE CONTRACTOR OR THEY WILL BE RETURNED WITHOUT REVIEW. THE STRUCTURAL DOCUMENTS TAKE PRIORITY OVER SUBMITTALS. APPROVAL OF SUBMITTALS IS NOT ACCEPTANCE OF CHANGES TO THE STRUCTURAL DOCUMENTS. PROPOSED CHANGES SHALL BE ONLY ACCEPTABLE AS A CHANGE ORDER WHICH INCLUDES ENGINEERING CHARGES FOR REDESIGN OF AFFECTED BUILDING STRUCTURAL COMPONENTS BY THE ENGINEER OF RECORD.THE FOLLOWING SUBMITTALS SHALL BE PREPARED BY A SPECIALTY ENGINEER IN ACCORDANCE WITH THE FLORIDA BUILDING CODE AND IN COMPLIANCE, WHERE APPLICABLE, WITH CHAPTER 61G15-31, FLORIDA STATUTES:ENGINEERED WOOD TRUSSESSUBMITTALS SHALL CONSIST OF BOTH SHOP DRAWINGS AND ACCOMPANYING CALCULATIONS. NO DETAILED CHECK OF CALCULATIONS WILL BE CONDUCTED. SUBMITTALS REQUIRE THE SEAL, DATE, AND SIGNATURE OF THE FLORIDA LICENSED DELEGATED ENGINEER.018202 SHALLOW FOUNDATION SYSTEMS:SITE PREPARATION AND FOUNDATION INSTALLATION SHALL COMPLY WITH THE GEOTECHNICAL REPORT FOR THIS PROJECT. SEE DESIGN CRITERIA SECTION 013316 FOR REPORT INFORMATION.030001 CONCRETE:CONCRETE SHALL BE PLACED AND CURED IN ACCORDANCE WITH ACI STANDARDS AND SPECIFICATIONS. SUBMIT PROPOSED MIX DESIGNS TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL. EACH MIX SHALL BE UNIQUELY IDENTIFIED BY MIX NUMBER AND THE INTENDED LOCATION OF PLACEMENT ON THE SPECIFIC PROJECT SHALL BE CLEARLY STATED. PEA ROCK PUMP MIX SHALL BE LIMITED TO VERTICAL OR HORIZONTAL STRUCTURAL ELEMENT POURS OF LESS THAN SIXTY (60) LINEAL FEET PER POUR. COARSE AGGREGATE SHALL CONFORM TO ASTM C33. CONCRETE SHALL CONFORM TO ASTM C94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME STAMPED WHEN THE CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING WATER IS ADDED, UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1.5) HOURS. CONCRETE NOT PLACED WITHING THIS TIME ALLOWANCE SHALL BE DISCARDED WITH NO EXCEPTIONS. THE TESTING LAB SHALL NOTIFY THE OWNER, CONTRACTOR, ARCHITECT AND ENGINEER OF ANY NON-COMPLIANCE WITH THE ABOVE.SLABS SHALL BE CURED USING A DISSIPATING CURING COMPOUND MEETING THE REQUIREMENTS OF ASTM C309 TYPE I-D WITH A FUGITIVE DYE. THE CURING COMPOUND SHALL BE PLACED IMMEDIATELY FOLLOWING FINISHING, OR AS SOON AS WATER HAS LEFT THE UNFINISHED CONCRETE. DAMAGED AREAS OF THE CURING MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHOLORIDES SHALL NOT BE UTILIZED WITHOUT EXCEPTION. ADMIXTURES ARE ONLY PERMITTED WITH APPROVAL BY THE ENGINEER.FORMWORK FOR STRUCTURAL CONCRETE SHALL NOT BE REMOVED UNTIL THE CONCRETE HAS ATTAINED AT LEAST TWO-THIRDS OF THE SPECIFIED 28 DAY DESIGN STRENGTH. PROVIDE TESTING BY AN INDEPENDENT, QUALIFIED TESTING LABORATORY, WHICH SHALL INCLUDE SLUMP TESTS AS PER ASTM C143 (MAX 4 TO 5 INCHES), AND COMPRESSIVE STRENGTH TESTS AS PER ASTM C39. CYLINDER TESTS SHALL BE (1) 7-DAY; (3) 28-DAY; AND, (1) RESERVE CYLINDER.031516 CONSTRUCTION JOINTS:CONSTRUCTION JOINTS SHALL BE PROVIDED AS SHOWN ON THE STRUCTURAL DRAWINGS. PROPOSED ALTERNATE OR ADDED CONSTRUCTION JOINTS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. APPROVAL OF ALTERNATE OR ADDED CONSTRUCTION JOINTS SHALL BE ACCEPTABLE ONLY AS A CHANGE ORDER, AND SHALL INCLUDE ENGINEERING COSTS FOR REDESIGN OF THE STRUCTURE INCLUDING SHORING WHERE APPLICABLE.031517 CHEMICAL ANCHORS TO CONCRETE:CHEMICAL ANCHORS SHALL BE HILTI HIT HY200, POWERS PURE 110+, SIMPSON SET-XP, OR ENGINEER APPROVED SUBSTITUTION. ANCHOR ROD FINISH SHALL BE HOT-DIP GALVANIZED (UON). PROVIDE SCREEN TUBES AS SPECIFIED BY MANUFACTURER FOR APPLICATIONS TO HOLLOW CMU OR BRICK031519 MECHANICAL HEAVY-DUTY SCREW ANCHORS:MECHANICAL HEAVY-DUTY SCREW TYPE ANCHORS (3/8" DIA. OR GREATER) SHALL BE RED HEAD LDT (LARGE DIAMETER TAPCON), POWERS WEDGE-BOLT, OR SIMPSON TITEN HD. ANCHOR FINISH SHALL BE HOT-DIP GALVANIZED (UON). 031520 TAPCON TYPE SCREW ANCHORS:TAPCON TYPE SCREW ANCHORS (1/4" DIA. OR LESS) SHALL BE ITW BUILDEX "TAPCON", OR POWERS "TAPPER". ANCHOR FINISH SHALL BE CLIMASEAL (UON). 031530 MECHANICAL, ELECTRICAL AND PLUMBING (MEP) SLEEVES:MEP SLEEVE SPACING SHALL BE THE LARGER OF THREE (3) DIAMETERS CENTER TO CENTER OF THE LARGER SLEEVE, OR 6" CLEAR BETWEEN SLEEVES. SUBMIT SLEEVE LOCATIONS AND SIZES TO ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION.032000 REINFORCING STEEL:REINFORCING STEEL SHALL BE FREE OF OIL, SCALE, AND RUST, AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. SUBMIT SHOP DRAWINGS TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO FABRICATION AND CONSTRUCTION. WELDED WIRE FABRIC SHALL CONSIST OF FLAT MANUFACTURED SHEETS, FREE OF OIL, SCALE AND RUST. PLACEMENT SHALL BE IN CONFORMANCE WITH TYPICAL PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. MINIMUM LAP SPLICE LENGTH SHALL BE ONE MESH SPACING PLUS TWO (2) INCHES.048100 MASONRY WALLS:MATERIALS: MASONRY WALLS SHALL CONSIST OF ASTM C-90 HOLLOW CONCRETE MASONRY UNITS WITH A DESIGN STRENGTH AS INDICATED IN THE DESIGN CRITERIA, SECTION 013316. MORTAR SHALL COMPLY WITH ASTM C-270, AND SHALL BE TYPE M OR TYPE S. COREFILL GROUT SHALL COMPLY WITH ASTM C-476, WITH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. MASONRY SHALL BE LAID IN A RUNNING BOND PATTERN UNLESS OTHERWISE NOTED. NO CONTINUOUS VERTICAL JOINTS ARE PERMITTED AT WALL CORNERS, INTERSECTIONS, AND OPENING EDGES. SAWTOOTH BLOCK EACH ALTERNATE COURSE AT THESE LOCATIONS TO ACHIEVE MONOLITHIC CONSTRUCTION. VERTICAL REINFORCEMENT: LOCATION, SIZE AND SPACING SHALL BE AS INDICATED ON THE STRUCTURAL DRAWINGS. WALLS SHALL BE REINFORCED FULL HEIGHT IN GROUT FILLED CELLS AT ALL WALL CORNERS, INTERSECTIONS, ENDS, AND ADJACENT TO OPENINGS. PROVIDE REINFORCING STEEL DOWELS INTO STRUCTURE ABOVE AND BELOW WITH SIZE AND SPACING TO MATCH VERTICAL REINFORCEMENT, UNLESS OTHERWISE NOTED. PROVIDE HOOKED REINFORCING STEEL DOWELS TO THE FOUNDATIONS WITH SIZE AND SPACING TO MATCH VERTICAL REINFORCING. MINIMUM LAP SPLICE LENGTH SHALL BE FORTY-EIGHT (48) BAR DIAMETERS. VERTICAL REINFORCEMENT SHALL BE CENTERED IN GROUT FILLED CELLS (UON). REINFORCEMENT SHALL BE HELD SECURELY IN POSITION AT THE TOP AND BOTTOM OF WALL, AND AT A SPACING NOT TO EXCEED 192 BAR DIAMETERS.HORIZONTAL JOINT REINFORCEMENT: SHALL BE 9 GAGE HOT DIP GALVANIZED LADDER TYPE OR ENGINEER APPROVED SUBSTITUTE, LOCATED AT SIXTEEN (16) INCHES VERTICALLY. PROVIDE HORIZONTAL JOINT REINFORCING IN PARAPETS AND FREE STANDING WALLS AT EIGHT (8) INCHES VERTICALLY.CONTROL JOINTS: SHALL BE PROVIDED AS SPECIFIED BY THE ARCHITECT. TERMINATE REINFORCEMENT EACH SIDE OF CONTROL JOINTS. SEE ARCHITECTURAL DRAWINGS FOR SEALANT REQUIREMENTS AT CONTROL JOINTS.GROUTING: CONTRACTOR SHALL SUBMIT PROPOSED GROUT MIX DESIGN FOR ENGINEER REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. GROUT SLUMP SHALL BE BETWEEN 8 AND 11 INCHES. USE OF SUPERPLASTICIZER IS PROHIBITED. CELLS SHALL BE FILLED COMPLETELY AND VIBRATION CONSOLIDATED. 048200 TIE BEAMS:TIE BEAMS SHALL BE POURED AFTER THE BLOCK WALLS BELOW HAVE BEEN CONSTRUCTED. TIE BEAMS ARE INDICATED ON PLAN WITH THE PREFIX, "TB". REINFORCING SHALL BE CONTINUOUS. PROVIDE CORNER BARS AT WALL CORNERS AND INTERSECTIONS. MINIMUM LAP SPLICE LENGTH SHALL BE 48 BAR DIAMETERS. CONFINE CONCRETE POUR TO THE INTENDED LOCATION USING METAL LATHE, MORTAR OR SPECIAL UNITS IN ACCORDANCE WITH ACI 503.1. SOLID METAL OR CAVITY CAPS ARE PROHIBITED. TIE BEAM CONCRETE SHALL NOT BE USED FOR CELL FILL IN MASONRY WALLS.048300 LINTELS & SILLS:MASONRY OPENINGS SHALL BE SPANNED WITH CAST IN PLACE, OR CAST-CRETE PRECAST CONCRETE LINTELS AS FOLLOWS (UNLESS OTHERWISE NOTED):SPAN CAST IN PLACE LINTEL TYPE CAST-CRETE LINTEL TYPEUP TO 3'-4" 8x8, 2#5 BOTTOM 8F8-1BLINTELS SHALL BEAR A MINIMUM OF EIGHT (8) INCHES EACH SIDE OF OPENING.PRECAST LINTELS SHALL NOT BE USED ADJACENT TO CONCRETE COLUMNS. PROVIDE CAST IN PLACE CONCRETE LINTELS ADJACENT TO CONCRETE COLUMNS WITH HORIZONTAL BARS DRILLED AND EPOXY SET 8 INCHES MINIMUM INTO CONCRETE COLUMN. (SAME SIZE AND REINFORCEMENT AS SCHEDULED ABOVE, UNLESS OTHERWISE NOTED). SILLS SHALL BE 8x8 CAST IN PLACE CONCRETE WITH 2#5 BOTTOM, OR CAST-CRETE "WIND RESISTANT PRECAST WINDOW SILL". 060613 MECHANICAL FASTENERS FOR WOOD: SHALL BE AS INDICATED ON THE STRUCTURAL DRAWINGS:WOOD SCREWS: SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1-1981. LEAD HOLE REQUIREMENTS FOR WOOD SCREWS SHALL BE AS SHOWN ON THE STRUCTURAL DRAWINGS. INSTALL SCREWS BY TURNING WITH A SCREW DRIVER OR OTHER TOOL, NOT BY DRIVING WITH A HAMMER.COMMON WIRE NAILS & SPIKES: SHALL CONFORM TO ASTM F1667. WHERE BORED HOLES ARE PROVIDED TO PREVENT SPLITTING OF WOOD, THE DIAMETER OF THE BORED HOLE SHALL NOT EXCEED SEVENTY-FIVE PERCENT (75%) OF THE NAIL OR SPIKE DIAMETER. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY THIRTY (30) DEGREES WITH THE MEMBER AND STARTED APPROXIMATELY ONE-THIRD THE LENGTH OF THE NAIL FROM THE MEMBER END.060614 WOOD FRAMING CONNECTORS:CONNECTOR MODEL NUMBERS REFERENCED ON THE STRUCTURAL DRAWINGS ARE STRONG-TIE CONNECTORS AS MANUFACTURED BY SIMPSON STRONG-TIE CO. SUBSTITUTIONS ARE ACCEPTABLE WITH THE WRITTEN APPROVAL OF THE ENGINEER OF RECORD. UNLESS NOTED OTHERWISE, INSTALL THE SIZE AND QUANTITY OF CONNECTORS PRESCRIBED FOR THE SPECIFIC CONNECTION TYPE IN ACCORDANCE WITH THE MOST RECENT SIMPSON STRONG-TIE CATALOG. FINISH ON CONNECTORS SHALL BE HOT-DIP GALVANIZED (Z-MAX), UNLESS OTHERWISE NOTED.061000 STRUCTURAL LUMBER AND TIMBER:STRUCTURAL DIMENSION LUMBER AND TIMBER: STRUCTURAL WOOD COMPONENTS SHALL BE OF THE MINIMUM GRADE INDICATED IN THE DESIGN CRITERIA, SECTION 013316, UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS. MEMBER SIZES INDICATED ON THE STRUCTURAL DRAWINGS ARE NOMINAL SIZES.PRESSURE TREATED WOOD: WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND WHERE INDICATED ON THE STRUCTURAL DRAWINGS, SHALL BE PRESSURE TREATED IN ACCORDANCE WITH THE MANUAL OF RECOMMENDED PRACTICE OF THE AMERICAN WOOD PRESERVERS' ASSOCIATION STANDARDS (AWPA)ENGINEERED WOOD TRUSS SYSTEMS: SHALL BE DESIGNED BY A SPECIALTY (DELEGATED) ENGINEER IN ACCORDANCE WITH CHAPTER 61G15-31, FLORIDA STATUTES. DESIGN SHALL BE IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" (NDS) AND TPI 1-2014. ENGINEERED WOOD TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING SUPERIMPOSED LOADS IN ADDITION TO SPECIAL LOADING CONDITIONS WHERE SPECIFIED ON THE STRUCTURAL DRAWINGS: WOOD TRUSS DESIGN CRITERIA:DEAD LOAD 20 PSF(12 PSF TOP CHORD / 8 PSF BOT CHORD)DEAD LOAD TO RESIST UPLIFT12 PSF(7 PSF TOP CHORD / 5 PSF BOT CHORD)LIVE LOAD 20 PSF(20 PSF TOP CHORD / 10 PSF BOT CHORD, NON-CONCURRENT) TRUSS DESIGNS & REACTIONS SHALL BE BASED ON COMPONENT & CLADDING WIND PRESSURES.DEFLECTION CRITERIALIVE LOAD=L/360, TOTAL LOAD=L/240DESIGN LAYOUT, SPACING AND CONFIGURATION SHALL BE AS INDICATED ON THE STRUCTURAL DRAWINGS. SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. SHOP DRAWINGS SHALL CLEARLY INDICATE ALL TRUSS TO TRUSS CONNECTIONS, CONNECTIONS AMONG TRUSS MEMBERS, AND ANY CONNECTORS RELATED TO ITEMS PROVIDED AS PART OF THE ENGINEERED TRUSS SYSTEM. SHOP DRAWINGS SHALL INCLUDE AN ERECTION PLAN WHICH IDENTIFIES ALL ROOF TRUSS COMPONENTS AND ALL PERMANENT BRACING REQUIRED FOR TRUSS DESIGN. SHOP DRAWINGS SHALL BEAR THE ORGINAL SIGNATURE AND SEAL OF A FLORIDA LICENSED PROFESSIONAL ENGINEER.PLYWOOD: SHALL BE A.P.A. RATED PANEL SHEATHING, EXP. 1, UNLESS OTHERWISE NOTED. MAXIMUM SPAN SHALL BE NO GREATER THAN 2'-0", UNLESS OTHERWISE NOTED. MINIMUM WIDTH OF SUPPORTING FRAMING SHALL BE NOMINAL 2x MEMBERS. REFER TO PLANS FOR THICKNESS AND LOCATIONS. ROOF DIAPHRAGMS SHALL CONFORM TO THE PROVISIONS OF CHAPTER 23 OF THE FLORIDA BUILDING CODE. ATTACHMENT OF PLYWOOD, INCLUDING BLOCKING REQUIREMENTS, SHALL CONFORM TO NAILING SCHEDULES WHERE INDICATED ON THE STRUCTURAL DRAWINGS.080000 GLAZED OPENING DESIGN AND PROTECTIONGLAZED OPENING SYSTEMS, INCLUDING COMPONENTS AND CONNECTIONS TO THE BUILDING STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRINCIPLES, GOVERNING CODES, AND THE NOMINAL COMPONENT AND CLADDING WIND PRESSURES STATED ON THESE DRAWINGS. EXTERIOR GLAZED OPENINGS IN WIND-BORNE DEBRIS REGIONS SHALL BE PROVIDED WITH PROTECTION WHICH MEETS THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, SECTION 1609.1.2. THE DESIGN AND INSPECTION OF THESE COMPONENTS SHALL BE BY OTHERS AS THEY ARE NOT PART OF THE PRIMARY STRUCTURAL SYSTEM OF THE BUILDING.230000 MECHANICAL EQUIPMENT:MECHANICAL EQUIPMENT (INCLUDING SUPPORTING RACKS, HANGERS, CURBS AND EQUIPMENT TIE-DOWNS), AND, THE ATTACHMENT OF THE THESE ELEMENTS TO ONE ANOTHER OR TO THE SUPPORTING BUILDING STRUCTURE, SHALL BE DESIGNED TO RESIST THE DEAD, LIVE AND WIND LOADS REQUIRED BY THE FLORIDA BUILDING CODE, BUILDING; AND THE FLORIDA BUILDING CODE, MECHANICAL, SECTION 301.15. DESIGN SHALL BE BY A FLORIDA LICENSED PROFESSIONAL ENGINEER. THE DESIGN AND INSPECTION OF THESE COMPONENTS SHALL BE BY OTHERS AS THEY ARE NOT PART OF THE PRIMARY STRUCTURAL SYSTEM OF THE BUILDING.TYPICAL HIP ROOF COMPONENT AND CLADDING GROSS NOMINAL WIND PRESSURESEFFECTIVE WIND AREA *PRESSURES (PSF)10 SQ. FT. 20 SQ. FT.100 SQ. FT.ZONE 1 (NEGATIVE)ZONE 2 (NEGATIVE)ZONE 3 (NEGATIVE)ZONE 2 OVERHANG(NEGATIVE)ZONE 3 OVERHANG(NEGATIVE)POSITIVE PRESSURE(ALL ZONES)43741109415427NOTES:1. * - DENOTES EFFECTIVE WIND AREA WHICH IS MEMBER SPAN LENGTH MULTIPLIED BY AN EFFECTIVE WIDTH THAT NEED NOT BE LESS THAN ONE-THIRD THE SPAN LENGTH. FOR CLADDING FASTENERS, THE EFFECTIVE AREA IS THE AREA TRIBUTARY TO AN INDIVIDUAL FASTENER.2. LINEAR INTERPOLATION SHALL BE MADE BETWEEN EFFECTIVE AREAS AS SCHEDULED.3. SEE GENERAL NOTES FOR ADDITIONAL IMPACT RESISTANT GLAZING REQUIREMENTS IN WIND-BORNE DEBRIS REGIONS.EFFECTIVE WIND AREA *PRESSURES (PSF)10 SQ. FT. 50 SQ. FT. 500 SQ. FT.ZONE 4ZONE 5+47 / -51545aaTYPICAL WALL COMPONENT AND CLADDING GROSS NOMINAL WIND PRESSURESa = 3'- 0" WIDTH OF EDGE STRIPS+42 / -46 +35 / -39+35 / -39+42 / -53+47 / -63WIND PRESSURE DIAGRAMS2222111122aaaaaaa3333a = 3'-0" WIDTH OF EDGE STRIPS426910294140253955869410619ABBREVIATIONSA.B.- ANCHOR BOLTALT.- ALTERNATEAPPROX.- APPROXIMATELYARCH.- ARCHITECT(URAL)BCX- BOTTOM CHORD EXTENSIONBLDG.- BUILDINGBM- BEAMBOT.- BOTTOMBRG.- BEARINGB.S.- BOTH SIDESC/C- CENTER TO CENTERCCJ- CRACK CONTROL JOINTC.I.P.- CAST-IN-PLACECJ- CONTROL JOINTCL- CENTERLINECLR.- CLEARCMU- CONCRETE MASONRY UNITCOL.- COLUMNCONC.- CONCRETECONFIG.- CONFIGURATIONCONN.- CONNECTIONCONT.- CONTINUOUSCONTR.- CONTRACTORCTR'D.- CENTEREDDBA- DEFORMED BAR ANCHORDBL- DOUBLEDIA.- DIAMETERDIM.- DIMENSIONDN- DOWNDTL.- DETAILDWG.- DRAWINGEA.- EACHE.F.- EACH FACEEJ- EXPANSION JOINTEL.- ELEVATIONELEV.- ELEVATOREQ.- EQUALE.W.- EACH WAYEXIST.- EXISTINGEXP.- EXPANSIONEXT.- EXTERIORFIN.- FINISHFLR.- FLOORFND.- FOUNDATIONFT.- FOOT / FEETFTG.- FOOTINGGA.- GAGEGALV.- GALVANIZEDHC- HOLLOW COREHORIZ.- HORIZONTALH.P.- HIGH POINTIJ- ISOLATION JOINTINFO.- INFORMATIONINT.- INTERIORJNT.- JOINTL- ANGLELLH- LONG LEG HORIZONTALLLV- LONG LEG VERTICALLG- LONGL.P.- LOW POINTL.W.- LONG WAYMAT'L.- MATERIALMAX- MAXIMUMMECH.- MECHANICALMFR.- MANUFACTURERMIN.- MINIMUMMISC.- MISCELLANEOUSMTL.- METALN.S.- NEAR SIDEN.T.S.- NOT TO SCALEO/C- ON CENTEROPNG.- OPENINGPART.- PARTITIONPL- PLATEPLF- POUNDS PER LINEAR FOOTPSF- POUNDS PER SQUARE FOOTPSI- POUNDS PER SQUARE INCHPT- POST TENSION OR PRESSURE TREATEDR- RADIUSREINF.- REINFORCINGREM.- REMAINDERREQ'D.- REQUIREDREV.- REVISION / REVISEDSCHED.- SCHEDULESECT.- SECTIONSIM.- SIMILARSQ.- SQUARESTD.- STANDARDSTL.- STEELSTRUCT.- STRUCTURE(AL)S.W.- SHORT WAY OR SHEARWALLT.C.- TIE COLUMNT.C.X.- TOP CHORD EXTENSIONTEMP.- TEMPERATURET/O- THROUGH OUTT.O.- TOP OFT.O..C.- TOP OF CONCRETET.O.S.- TOP OF STEEL OR SLABTRANSV.- TRANSVERSETYP.- TYPICALU.O.N.- UNLESS OTHERWISE NOTEDVERT.- VERTICALVS- VALLEY SETW/- WITHWD- WOODW/O- WITHOUTWWF- WELDED WIRE FABRIC19-0502Construction Docs.07-Oct-2020SheetRev. #DateProjectNumberIssuedateStatusCopyright9563 South Ocean DriveJensen Beach, FL 34957Jeremiah BaronBaron Self StorageNiki L. Norton, R.A.©AR91827(772) 528-0506All drawings and written material appearing hereinconstitute the original and unpublished work of theArchitect, and the same or any part thereof maynot be duplicated, distributed, disclosed, or used inany manner without the written consent of theArchitect. Penalties shall apply when userduplicates Architect's work, without Architect'swritten consent.Commercial + Residential2081 SE Ocean Blvd. Suite 1AStuart, FL 34996O:772-220-4411www.n2archdesign.comarchitecture + design19-074BRS Job No.:TO THE BEST OF MY KNOWLEDGE AND ABILITY, THECOMPLETED STRUCTURE DEPICTED ON THESE PLANS COMPLIES WITH THE 2017, 6th EDITION FLORIDA BUILDING CODE WITH ALL SUPPLEMENTS INCLUDING CHAPTER 16 (DESIGN LOADS).This item has been digitally signed and sealed by Robert S. Rude, P.E. using a digital signature.Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.S0.1Structural Notes &Design CriteriaSTRUCTURAL NOTES AND DESIGN CRITERIASCHEDULESCALE: NTSS0.11 1' - 10"9' - 0"2' - 8"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"2' - 11"9' - 0"1' - 7"9' - 4"8"60' - 0"10' - 0"70' - 0"CCJCCJCCJCCJCCJCCJCCJ30' - 0"7 3/4"4' - 4 1/2"25' - 0"CCJCONC. SLABON GRADE,SEE NOTE 5TE-1TE-1TE-1TE-1TS-1TE-1TS-1TS-1TE-1TE-17S3.16S3.15S3.1S3.110SEE NOTE 4-63 psf / +47 psf-63 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf1' - 10"9' - 0"2' - 8"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"2' - 8"9' - 0"1' - 10"84' - 0"20' - 0"20' - 0"40' - 0"CCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCONC. SLABON GRADE,SEE NOTE 5TE-2TE-2TE-1TE-1TE-1TE-16S3.15S3.15S3.16S3.1S3.1106S3.19' - 0"2' - 8"9' - 0"3' - 0"1' - 10"9' - 0"1' - 10"9' - 0"2' - 8"9' - 0"3' - 0"9' - 0"3' - 0"-51 psf / +47 psf-63 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-63 psf / +47 psf-63 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-63 psf / +47 psf1' - 10"9' - 0"2' - 8"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"2' - 8"9' - 0"1' - 10"144' - 0"40' - 0"CCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCONC. SLABON GRADE,SEE NOTE 5CONC. SLABON GRADE,SEE NOTE 5TE-1TE-1TE-1TE-1TE-1TE-1TS-16S3.16S3.15S3.15S3.17S3.1S3.110-63 psf / +47 psf-63 psf / +47 psf-63 psf / +47 psf-63 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psfCCJ12' - 0"24' - 0"CONC. SLABON GRADE,SEE NOTE 5TE-1TE-1TE-1TE-18S3.1FOUNDATION AND GROUND FLOOR PLAN NOTES:1. STRUCTURAL ELEVATIONS ARE BASED ON A TOP OF FIRST FLOOR ELEVATION OF 0'-0". SEE CIVIL FOR ACTUAL ELEVATIONS.2. SEE SHEET S0.1 FOR GENERAL NOTES, DESIGN CRITERIA, AND WIND PRESSURES.3. VERIFY ALL DIMENSIONS, ELEVATIONS AND SLAB FINISHES WITH ARCHITECTURAL DRAWINGS BEFORE BEGINNING CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR SLOPES, DEPRESSIONS, DROPS AND DRAIN LOCATIONS IN SLAB. FOR DIMENSIONS NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.4. WHERE INDICATED, PROVIDE 8x8 FORMED AND POURED CONCRETE COLUMN W/ 4#5 VERTICAL REINFORCING BARS W/ #3 TIES AT 8" O/C. PROVIDE DOWELS WITH MINIMUM 2'-6" LAP SPLICE. HOOK VERTICAL REINFORCING INTO TOP OF BEAM.5. BUILDING SLABS ON GRADE SHALL BE 4" THICK, REINFORCED WITH ONE LAYER OF 6x6 W1.4xW1.4 WELDED WIRE FABRIC AT ONE-THIRD DEPTH FROM THE TOP OF SLAB.DUMPSTER SLAB ON GRADE SHALL BE 6" THICK, REINFORCED WITH #4 AT 12" O/C EACH WAY, CTR'D, HOOKED INTO SLAB EDGE EACH END.6. SLAB ON GRADE SHALL BE CAST ON A 10 MIL VAPOR RETARDER OVER WELL COMPACTED FILL MATERIAL.7. CRACK CONTROL JOINTS ARE REQUIRED (CCJ ON PLAN). SEE 1/S3.1 FOR TYPICAL JOINT DETAILS. SEE PLAN FOR LOCATIONS.8. "TE-1" AND "TE-2" DENOTES THICKENED SLAB EDGES. SEE 6/S3.1 FOR DETAILS."TS-1" DENOTES THICKENED INTERIOR SLAB. SEE 7/S3.1 FOR DETAILS.9. TOP OF MONOLITHIC FOOTING ELEVATIONS EQUAL 0'-0" UNLESS OTHERWISE NOTED.10. DENOTES 8" LOAD BEARING CMU WALLS. REFER TO 9/S3.1 FOR CMU REINFORCING SCHEDULE. DENOTES CMU BELOW OPENINGS REINFORCED WITH #5 VERTICAL REINFORCING BARS AT 48" O/C., UON. SEE ARCHITECTURAL DRAWINGS FOR OPENING SIZE AND LOCATIONS.PROVIDE ONE VERTICAL REINFORCING BAR AT ALL WALL INTERSECTIONS, CORNERS AND ENDS OF WALLS. SEE 3/S3.1 FOR ADDITIONAL CMU REINFORCING REQUIREMENTS.11. CMU WALLS BELOW GRADE, OR RETAINING SOIL, SHALL BE FILLED SOLID WITH GROUT AND HAVE HORIZONTAL JOINT REINFORCING AT EVERY COURSE.12. SEE 2/S3.1 FOR REINFORCING AT WALL FOOTINGS AND INTERSECTIONS.13. SEE 10/S3.1 FOR GARAGE DOOR WOOD BUCKING DETAILS.19-0502Construction Docs.07-Oct-2020SheetRev. # DateProjectNumberIssuedateStatusCopyright9563 South Ocean DriveJensen Beach, FL 34957Jeremiah BaronBaron Self StorageNiki L. Norton, R.A.©AR91827(772) 528-0506All drawings and written material appearing hereinconstitute the original and unpublished work of theArchitect, and the same or any part thereof maynot be duplicated, distributed, disclosed, or used inany manner without the written consent of theArchitect. Penalties shall apply when userduplicates Architect's work, without Architect'swritten consent.Commercial + Residential2081 SE Ocean Blvd. Suite 1AStuart, FL 34996O:772-220-4411www.n2archdesign.comarchitecture + design19-074BRS Job No.:TO THE BEST OF MY KNOWLEDGE AND ABILITY, THECOMPLETED STRUCTURE DEPICTED ON THESE PLANS COMPLIES WITH THE 2017, 6th EDITION FLORIDA BUILDING CODE WITH ALL SUPPLEMENTS INCLUDING CHAPTER 16 (DESIGN LOADS).This item has been digitally signed and sealed by Robert S. Rude, P.E. using a digital signature.Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.S1.1Ground Floor PlanBuildings A, B & C 1/8" = 1'-0"BUILDING "A" GROUND FLOOR PLAN 1/8" = 1'-0"BUILDING "B" GROUND FLOOR PLAN 1/8" = 1'-0"BUILDING "C" GROUND FLOOR PLAN 1/8" = 1'-0"DUMPSTER GROUND FLOOR PLANN O R T HNORTH NORTHNORTH 1' - 10"9' - 0"2' - 8"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"2' - 8"9' - 0"20' - 0"CCJ CCJCCJCCJCCJCCJCCJCONC. SLABON GRADE,SEE NOTE 5TE-1TE-1TE-1TE-1TE-15S3.16S3.16S3.17S3.1TS-1CCJCCJ1' - 10"6S3.1-51 psf / +47 psf-63 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-63 psf / +47 psfMATCHLINE3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"2' - 8"9' - 0"1' - 10"30' - 0"36' - 0"48' - 0"20' - 0"10' - 0"20' - 0"10' - 0"CCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCONC. SLABON GRADE,SEE NOTE 5TE-1TE-1TE-1TS-1TE-1TE-1TE-1TE-1TE-1TE-16S3.15S3.16S3.17S3.15S3.1S3.110TS-1MATCHLINE36' - 0"CCJCCJ-63 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psfMATCHLINE9' - 0"2' - 8"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"20' - 0"10' - 0"CCJCCJCCJCCJCCJCCJCCJCCJCCJ48' - 0"CCJCCJCCJCCJCCJCCJCONC. SLABON GRADE,SEE NOTE 5TE-1TE-1TS-1TE-1TE-1TE-1TE-1TE-1TE-1TE-16S3.15S3.17S3.1S3.110TS-11' - 10"MATCHLINETE-16S3.124' - 0"36' - 0"CCJCCJ-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-63 psf / +47 psf1' - 10"9' - 0"2' - 8"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"3' - 0"9' - 0"2' - 8"9' - 0"48' - 3 3/4"CCJCCJCCJCCJCCJCONC. SLABON GRADE,SEE NOTE 5CONC. SLABON GRADE,SEE NOTE 5TS-1TS-1TE-1TE-1TE-1TE-1TE-1TE-1TE-1TE-15S3.16S3.17S3.1S3.110CCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJCCJ60' - 0"47' - 8 1/4"1' - 10"7S3.1TE-1TE-120' - 0"6S3.1-51 psf / +47 psf-63 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-51 psf / +47 psf-63 psf / +47 psf19-0502Construction Docs.07-Oct-2020SheetRev. # DateProjectNumberIssuedateStatusCopyright9563 South Ocean DriveJensen Beach, FL 34957Jeremiah BaronBaron Self StorageNiki L. Norton, R.A.©AR91827(772) 528-0506All drawings and written material appearing hereinconstitute the original and unpublished work of theArchitect, and the same or any part thereof maynot be duplicated, distributed, disclosed, or used inany manner without the written consent of theArchitect. Penalties shall apply when userduplicates Architect's work, without Architect'swritten consent.Commercial + Residential2081 SE Ocean Blvd. Suite 1AStuart, FL 34996O:772-220-4411www.n2archdesign.comarchitecture + design19-074BRS Job No.:TO THE BEST OF MY KNOWLEDGE AND ABILITY, THECOMPLETED STRUCTURE DEPICTED ON THESE PLANS COMPLIES WITH THE 2017, 6th EDITION FLORIDA BUILDING CODE WITH ALL SUPPLEMENTS INCLUDING CHAPTER 16 (DESIGN LOADS).This item has been digitally signed and sealed by Robert S. Rude, P.E. using a digital signature.Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.S1.2Ground Floor PlanBuildings D, E & F 1/8" = 1'-0"BUILDING "F" GROUND FLOOR PLAN 1/8" = 1'-0"BUILDING "D" PARTIAL GROUND FLOOR PLAN (NORTH)NORTHNORTHSEE SHEET S1.1 FOR GROUND FLOOR PLAN NOTESSEE SHEET S1.1 FOR GROUND FLOOR PLAN NOTES 1/8" = 1'-0"BUILDING "D" PARTIAL GROUND FLOOR PLAN (SOUTH)SEE SHEET S1.1 FOR GROUND FLOOR PLAN NOTESNORTH 1/8" = 1'-0"BUILDING "E" GROUND FLOOR PLANSEE SHEET S1.1 FOR GROUND FLOOR PLAN NOTESNORTH GIRDER TRUSS (2-PLY MIN)GIRDER TRUSS (2-PLY MIN)GIRDER TRUSS (2-PLY MIN)GIRDER TRUSSES(2-PLY MIN), ALIGNEDUNDER WALLS ABOVEGIRDER TRUSS111(TYP)11111ENGINEERED WOOD TRUSSESOVER FRAME WALLS BTWN.LOW AND HIGH ROOF,SEE NOTE 14.111(TYP)11111(TYP)(TYP)1SEE NOTE 5 (TYP)NOTE 11NOTE 11NOTE 11NOTE11TB-1TB-1B-1B-2B-2B-3B-4B-4B-4B-4TB-2TB-2TB-22S3.24S3.24S3.2VSVSVSLEDGER"L1"LEDGER"L1"CONC. COL BELOW.SEE SHEET S1.1 TYP@DORMER TRUSSES4GIRDER TRUSS (2-PLY MIN)GIRDER TRUSS (2-PLY MIN)GIRDERTRUSSGIRDER TRUSS (2-PLY MIN)NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11SEE NOTE 5 (TYP)TB-2TB-2TB-2TB-2B-4B-44S3.24S3.2B-4 B-4 B-4 B-4 B-4B-4 B-4 B-4 B-4 B-4 B-41(TYP)22111(TYP)1(TYP)2111(TYP)11111SHEAR PANEL TRUSS (485 PLF), SEE NOTE 12GIRDER TRUSS (2-PLY MIN)GIRDER TRUSS (2-PLY MIN)SEE NOTE 5 (TYP)SEE NOTE 5 (TYP)NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11TB-2TB-2TB-2B-4B-44S3.24S3.24S3.24S3.21S3.2B-4 B-4 B-4 B-4 B-4 B-4 B-4 B-4 B-4 B-4 B-4B-4 B-4 B-4 B-4 B-4 B-4 B-4 B-4 B-4 B-4 B-43(ALONG TRUSS)121(TYP)121(TYP)1(TYP)21121(TYP)ROOF FRAMING PLAN NOTES:1. STRUCTURAL ELEVATIONS ARE BASED ON A TOP OF FIRST FLOOR ELEVATION OF 0'-0". SEE CIVIL FOR ACTUAL ELEVATIONS.2. SEE SHEET S0.1 FOR GENERAL NOTES, DESIGN CRITERIA AND WIND PRESSURES.3. VERIFY ALL DIMENSIONS, ELEVATIONS AND SLAB FINISHES WITH ARCHITECTURAL DRAWINGS BEFORE BEGINNING CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR SLOPES, DEPRESSIONS, DROPS AND DRAIN LOCATIONS IN SLAB. FOR DIMENSIONS NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.4. CENTERLINES OF COLUMNS AND WALLS SHALL COINCIDE WITH THE CENTERLINES OF FOUNDATIONS, UNLESS OTHERWISE NOTED.5. ROOF STRUCTURE SHALL CONSIST OF ENGINEERED WOOD TRUSSES AT 2'-0" O/C MAXIMUM SPACING. 6. SEE 6/S3.2 FOR PERMANENT WOOD TRUSS BOTTOM CHORD BRACING.7. ROOF SHEATHING SHALL CONSIST OF 5/8" APA SPAN-RATED SHEATHING. SEE 5/S3.2 FOR ATTACHMENT DETAILS. 8. DENOTES WOOD FRAMING CONNECTOR TYPE, SEE SCHEDULE ON THIS SHEET.9. "B-#" AND "TB-#" DENOTES CONCRETE BEAM AND TIE BEAM TYPES. SEE 7/S3.2 FOR BEAM REINFORCING SCHEDULE.10. "L1" DENOTES CONTINUOUS WOOD LEDGER. SEE SECTION 2/S3.2.#CONNECTOR MARKCONNECTORWOOD CONNECTOR SCHEDULENOTES12(2) HETA12MGT (7) 10d x 1-1/2" EACH STRAP(1) 5/8" DIA GALV. THREAD ROD W/ 12" EPOXY EMBED INTO TIE BEAMWOOD CONNECTOR SCHEDULE NOTES:3 MASA @ 24" O/CMTS12 + (2) 10d TOE NAILS TO PLATEUSE 10d X 1-1/2" NAILS ON TWIST STRAPUSE "TWO LEGS UP" INSTALLATION METHOD45(1) META12 11. DEMISING WALL TRUSSES, WHERE INDICATED ON PLAN, SHALL CONSIST OF A 3-1/2" WIDE, 4x2 ENGINEERED ROOF TRUSS TO MATCH WIDTH OF FRAME WALL BELOW. PROVIDE ADDITIONAL VERTICAL WEBS AT A MAXIMUM SPACING OF 2'-0" O/C FOR APPLICATION OF GWB SHEATHING. DEMISING WALL TRUSSES SHALL NOT RELY ON WALLS BELOW FOR SUPPORT. SEE SECTION 3/S3.2.12. SHEAR PANEL TRUSSES, WHERE INDICATED, SHALL BE DESIGNED FOR A TRACTILE TOP CHORD WIND LOAD AS INDICATED ON PLAN, TO BE APPLIED UNIFORMLY ALONG THE TOP CHORD IN THE PLANE OF THE TRUSS. TRUSS DESIGNS SHALL BE CAPABLE OF TRANSFERRING THIS TOP CHORD LOAD INTO THE BOTTOM CHORD. SHEAR PANEL TRUSSES SHALL BE DESIGNED TO DISTRIBUTE THE BOTTOM CHORD HORIZONTAL LOAD UNIFORMLY ALONG THE LENGTH OF A SUPPORTING WALL. SHEAR PANEL TRUSSES MAY BE DESIGNED TO RELY ON CMU WALLS BELOW, FOR SUPPORT. SHEAR PANEL TRUSS REQUIREMENTS STATED IN THIS NOTE ARE IN ADDITION TO OTHER REQUIREMENTS STATED WITHIN THE CONTRACT DOCUMENTS.13. "VS' DENOTES VALLEY SET TRUSSES TO BE INSTALLED OVER ROOF SHEATHING, OVER ENGINEERED WOOD ROOF TRUSSES BELOW.14. WALL FRAMING CONSISTS OF 2x4 @16" O/C W/ (2) 2x4 TOP AND BOTTOM PLATES. ATTACH STUDS TO PLATES USING (1) SPH4 WITH (10) 10d COMMON NAILS AT EACH STUD, TOP AND BOTTOM. ATTACH BOTTOM PLATE TO LOW ROOF TRUSSES WITH (1) VTCR W/ (4) #9 x 2 1/2" STRONG-DRIVE (SD) SCREWS INTO THE SUPPORTING FRAMING AND (3) #9 x 2 1/2" SD SCREWS INTO THE BOTTOM PLATE. SEE PLAN FOR HIGH ROOF TRUSS CONNECTIONS TO WALL FRAMING.15. HATCHED ROOF REGION DENOTES BLOCKED DIAPHRAGM CONSTRUCTION. BLOCK ALL PANEL JOISTS W/ 2x4 FRAMING. SEE 5/S3.2 FOR SHEATHING ATTACHMENT DETAILS. 19-0502Construction Docs.07-Oct-2020SheetRev. # DateProjectNumberIssuedateStatusCopyright9563 South Ocean DriveJensen Beach, FL 34957Jeremiah BaronBaron Self StorageNiki L. Norton, R.A.©AR91827(772) 528-0506All drawings and written material appearing hereinconstitute the original and unpublished work of theArchitect, and the same or any part thereof maynot be duplicated, distributed, disclosed, or used inany manner without the written consent of theArchitect. Penalties shall apply when userduplicates Architect's work, without Architect'swritten consent.Commercial + Residential2081 SE Ocean Blvd. Suite 1AStuart, FL 34996O:772-220-4411www.n2archdesign.comarchitecture + design19-074BRS Job No.:TO THE BEST OF MY KNOWLEDGE AND ABILITY, THECOMPLETED STRUCTURE DEPICTED ON THESE PLANS COMPLIES WITH THE 2017, 6th EDITION FLORIDA BUILDING CODE WITH ALL SUPPLEMENTS INCLUDING CHAPTER 16 (DESIGN LOADS).This item has been digitally signed and sealed by Robert S. Rude, P.E. using a digital signature.Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.S2.1Roof Framing PlanBuildings A, B & C 1/8" = 1'-0"BUILDING "A" ROOF FRAMING PLAN 1/8" = 1'-0"BUILDING "B" ROOF FRAMING PLAN 1/8" = 1'-0"BUILDING "C" ROOF FRAMING PLANNORTHNORTHNORTHSCALE: NTSS2.11WOOD CONNECTOR SCHEDULE GIRDER TRUSS (2-PLY MIN)NOTE 11NOTE 11NOTE 11SHEAR PANELTRUSS (433 PLF),SEE NOTE 12.SEE NOTE 5 (TYP)TB-2TB-2TB-24S3.24S3.24S3.21S3.251155B-4TB-23(ALONGTRUSS)5GIRDER TRUSS (2-PLY MIN)B-4 B-4 B-4 B-4 B-4NOTE 11TB-2114S3.2MATCHLINEGIRDER TRUSS (2-PLY MIN)GIRDER TRUSS (2-PLY MIN)GIRDER TRUSSES(2-PLY MIN), ALIGNEDUNDER WALLS ABOVEGIRDER TRUSS (2-PLY MIN)GIRDER TRUSSNOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11SEE NOTE 5 (TYP)TB-3TB-3TB-3B-5B-5B-5TB-2B-4TB-2TB-2SHEAR PANEL TRUSS (350 PLF),SEE NOTE 124S3.24S3.22S3.2ENGINEERED WOOD TRUSSESOVER CUPOLA FRAME WALLS.SEE NOTE 14 FOR WALL FRMG.VS1S3.2TB-2B-4B-4B-4B-4B-4115114(TYP @CUPOLATRUSSES)11111111(TYP)551(TYP)(ALONGTRUSS)3111LEDGER "L1"MATCHLINETB-255MATCHLINEGIRDER TRUSS (2-PLY MIN)GIRDER TRUSSNOTE 11GIRDER TRUSS (2-PLY MIN)GIRDER TRUSSNOTE 11NOTE 11NOTE 11NOTE 11SEE NOTE 5 (TYP)TB-2TB-2SHEAR PANEL TRUSS (350 PLF),SEE NOTE 12TB-2TB-2TB-2TB-24S3.21S3.2TB-211B-4B-4B-4B-4B-4B-4B-45551111(ALONGTRUSS)31(TYP)3(ALONG TRUSS)SHEAR PANELTRUSS (285 PLF),SEE NOTE 1211GIRDER TRUSS (2-PLY MIN)11114S3.21S3.2MATCHLINETB-255NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11NOTE 11SEE NOTE 5 (TYP)TB-2TB-2TB-2B-4TB-2TB-2TB-24S3.24S3.21S3.21S3.2SHEAR PANEL TRUSS (645 PLF),SEE NOTE 12555551SHEAR PANEL TRUSS (645 PLF),SEE NOTE 123(ALONG TRUSS)B-4B-4B-4B-4B-4B-4B-4B-4B-4B-4B-4B-4GIRDER TRUSS (2-PLY MIN)GIRDER TRUSS (2-PLY MIN)13(ALONG TRUSS)111TB-2TB-24S3.24S3.2519-0502Construction Docs.07-Oct-2020SheetRev. # DateProjectNumberIssuedateStatusCopyright9563 South Ocean DriveJensen Beach, FL 34957Jeremiah BaronBaron Self StorageNiki L. Norton, R.A.©AR91827(772) 528-0506All drawings and written material appearing hereinconstitute the original and unpublished work of theArchitect, and the same or any part thereof maynot be duplicated, distributed, disclosed, or used inany manner without the written consent of theArchitect. Penalties shall apply when userduplicates Architect's work, without Architect'swritten consent.Commercial + Residential2081 SE Ocean Blvd. Suite 1AStuart, FL 34996O:772-220-4411www.n2archdesign.comarchitecture + design19-074BRS Job No.:TO THE BEST OF MY KNOWLEDGE AND ABILITY, THECOMPLETED STRUCTURE DEPICTED ON THESE PLANS COMPLIES WITH THE 2017, 6th EDITION FLORIDA BUILDING CODE WITH ALL SUPPLEMENTS INCLUDING CHAPTER 16 (DESIGN LOADS).This item has been digitally signed and sealed by Robert S. Rude, P.E. using a digital signature.Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.S2.2Roof Framing PlanBuildings D, E & F 1/8" = 1'-0"BUILDING "F" ROOF FRAMING PLAN 1/8" = 1'-0"BUILDING "D" PARTIAL ROOF FRAMING PLAN (NORTH)NORTHNORTHSEE SHEET S2.1 FOR ROOF FRAMING PLAN NOTESSEE SHEET S2.1 FOR ROOF FRAMING PLAN NOTES 1/8" = 1'-0"BUILDING "D" PARTIAL ROOF FRAMING PLAN (SOUTH)NORTHSEE SHEET S2.1 FOR ROOF FRAMING PLAN NOTES 1/8" = 1'-0"BUILDING "E" ROOF FRAMING PLANSEE SHEET S2.1 FOR ROOF FRAMING PLAN NOTESNORTH tIF REQ'D. BY SPECS, PROVIDE JNT. SEALANT, FINISH FLUSH W/ SURFACE1/2" PREMOLDED EXPANSIONJNT. MATERIALCONC. SLAB, SEE PLANVAPOR RETARDER, SEE PLAN NOTESISOLATION JOINTCONC. SLAB, SEE PLANCRACK CONTROL JOINTVAPOR RETARDER, SEE PLAN NOTEStt/4MIN.IF REQ'D. BY SPECS, PROVIDEJNT. SEALANT, FINISH FLUSH W/ SURFACE1/8" SAWCUTNOTE: CONTROL JOINT SHALL BE SAWCUT WITHIN 4 HOURS AFTER CONC. IS PLACED.METAL KEY TONGUE AND GROOVE JOINT FORMCONSTRUCTION JOINTVAPOR RETARDER, SEE PLAN NOTESt3/4"t/3CONC. SLAB, SEE PLANPLAN AT FOOTING CORNERPLAN AT INTERIOR FOOTINGPLAN AT FOOTING INTERSECTION40 BAR DIA.LAP (TYP)40 BAR DIA.LAP (TYP)WALL FTG. REINF. CONT. THRU PADSSLOPE BOT. OF FTG. AT 1:2 BTWN.COL. AND WALL FTG. (TYP)ADD CORNERBARS TOMATCH FTG.REINF. (TYP)ADD CORNER BARS TO MATCH FTG. REINF.LINE OF FTG. (TYP)CMU WALL CONSTRUCTIONLAP SPLICE48 BAR DIA.MIN.VERT. REINF. SPACING, SEE PLAN AND NOTESGROUT FILL CELLS AT VERT. REINF., MORTAR CROSS WEBS ADJACENT TO FILLED CELLS. HIGH LIFT OR LOW LIFT GROUTING SHALL BE USED AT CONTRACTOR'S OPTION. SEE GENERAL NOTES FOR GROUTING CRITERIAVERT. REINF., SEE PLAN AND NOTES. HOOK INTO TOP OF TIE BEAM. PROVIDE MATCHING HOOKED DWLS. INTO FND., PROVIDE BAR POSITIONING HARDWARE AT 4'-0" O/C MAX. TO SECURE VERT. REINF. IN CORRECT POSITIONHORIZ. JOINT REINF. AT 16" O/C (HOHMANN & BARNARD LADDER MESH), LAP SPLICES SHALL BE 6" MIN., PROVIDE PREFAB. L'S AND T'S AT WALL INTERSECTIONSTYP. CMU BLOCK, SEE GENERAL NOTESFIRST COURSE SHALL BE SET IN FULL MORTARBEDDING, SEE GENERAL NOTES FOR MORTAR TYPEWIRE SCREEN OR METAL LATHE OVER CELLS NOT TO BE FILLED. SHEET METAL AND FELT SHALL NOT BE PERMITTEDCONC. TIE BEAM AND BEAM REINF., SEE PLANVERT. CONTROL JOINT (LOCATION PER ARCH.) SEE TYP. DTL.CLEAN OUT OPNG. REQ'D. FOR HIGH LIFT GROUTFND., SEE PLAN1 "TYPICAL CMU CONTROL JOINTGALV. HOHMANN & BARNARD LADDERMESH JNT. REINF. AT 16" O/C1/2"PREFORMED NEOPRENE GASKET FULL HEIGHT OF WALLSEALANT (TYP. EA. FACE)CENTERLINE CONTROL JNT.PROVIDE VERT. REINF. EA. SIDE OF JNT., GROUT CELL SOLID (TYP)NOTES:1. HORIZONTAL JOINT REINFORCING SHALL BE STOPPED EACH SIDE OF CONTROL JOINT. TIE BEAM REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL JOINT.2. CMU CONTROL JOINT LOCATIONS SHALL BE AS SPECIFIED BY ARCHITECT. JOINTS SHALL NOT OCCUR WITHIN 24" FROM THE CENTERLINE OF REINFORCED PILASTERS OR WITHIN 24" OF WALL OPENINGS.CONC. SLAB, SEE PLAN FOR THICKNESS AND REINF. EXT. PAVING, SEE ARCH. DWGS.1' - 4"1' - 4"VAPOR RETARDER, SEE PLAN NORES112#5 BOT. CONT.MFR. SPECSAS PER GARAGE DOOR1 1/2"RECESS SLAB AT GARAGE DOORTOP BARS. CRANK DOWNTO MAINTAIN 1" CLR. AT DOOR RECESS. SEE 4/S3.1 FOR ADD'LDTLS.SEE PLANT.O. SLABCONC. SLAB, SEE PLAN FOR THICKNESS AND REINF. FIN. GRADE, SEE CIVIL1#5 TOP CONT.CMU WALL, SEE PLAN FOR REINF.1' - 4"1' - 0" MIN.2'-0" @TE-21'-4" @TE-1VAPOR RETARDER, SEE PLAN NOTES112#5 BOT. CONT. @TE-13#5 BOT. CONT. @TE-2#4x6'-0" LONG HOOKEDTOP BARS SPACEDAT 2'-0" O/CCLR.1"SEE PLANT.O. SLABBUCK DETAIL AT GARAGE DOOR2x6 OR 2x8 P.T. BUCK EA. SIDE OF DOOR, VERIFY HGT. REQ'D. W/ DOOR MFR.1/2"ø EXP. ANCHORS W/ MIN. 3 1/2" EMBED AT 6" FROM EA. END AND AT 16" O/C IN BTWN.CMU WALLSEE PLAN FOR REINF.VAPOR RETARDER, SEE PLAN NOTES11CONC. SLAB, SEE PLAN FOR THICKNESS AND REINF. CMU WALL, SEE PLAN FOR REINF.2' - 0"1' - 4"3#5 BOT. CONT.SEE PLANT.O. SLABCONC. SLAB, SEE PLAN FOR THICKNESS AND REINF. 2' - 6" LAP6' - 0" MAX.THICKENED SLAB EDGE,SEE 4/S3.1 FOR SIZE & REINF.FIN. GRADESEE CIVILSEE PLANT.O. SLABCMU WALL, SEEPLAN FOR REINF.CONT. 8"x8" CONC.CAP W/ 2#5.PROVIDE #5x2'-6"x2'-6" CORNER BARS AT INTERSECTIONSCMU WALL REINFORCING SCHEDULEWALL HEIGHTLOCATIONTYPICAL WALLSOPENINGS UP TO4'-0" WIDEOPENINGS UP TO9'-0" WIDE8'-0" MAX12'-0" MAX 15'-0" MAX#5@48" CTR'D #5@40" CTR'D #7@48" CTR'DADD 1#5 EA. SIDEOF OPNG.N/A N/AADD 2#5 EA. SIDEOF OPNG. (4#5 BTWN OPNG'S)ADD 2#5 EA. SIDEOF OPNG. (4#5 BTWN OPNG'S)ADD 2#7 EA. SIDEOF OPNG. (4#7 BTWN OPNG'S)NOTES:1. SEE PLAN NOTES, GENERAL NOTES, AND 3/S3.1 FOR ADDITIONAL MASONRY CONSTRUCTION REQUIREMENTS.6'-0" MAX(AT DUMPSTER)#5@24" CTR'DN/AN/A19-0502Construction Docs.07-Oct-2020SheetRev. # DateProjectNumberIssuedateStatusCopyright9563 South Ocean DriveJensen Beach, FL 34957Jeremiah BaronBaron Self StorageNiki L. Norton, R.A.©AR91827(772) 528-0506All drawings and written material appearing hereinconstitute the original and unpublished work of theArchitect, and the same or any part thereof maynot be duplicated, distributed, disclosed, or used inany manner without the written consent of theArchitect. Penalties shall apply when userduplicates Architect's work, without Architect'swritten consent.Commercial + Residential2081 SE Ocean Blvd. Suite 1AStuart, FL 34996O:772-220-4411www.n2archdesign.comarchitecture + design19-074BRS Job No.:TO THE BEST OF MY KNOWLEDGE AND ABILITY, THECOMPLETED STRUCTURE DEPICTED ON THESE PLANS COMPLIES WITH THE 2017, 6th EDITION FLORIDA BUILDING CODE WITH ALL SUPPLEMENTS INCLUDING CHAPTER 16 (DESIGN LOADS).This item has been digitally signed and sealed by Robert S. Rude, P.E. using a digital signature.Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.S3.1Sections & DetailsDETAILSCALE: NTSS3.11DETAILSCALE: NTSS3.12DETAILSCALE: NTSS3.13DETAILSCALE: NTSS3.14S3.1 3/4" = 1'-0"5GARAGE DOOR SECTIONS3.1 3/4" = 1'-0"6TYPICAL THICKENED EDGES3.1 1 1/2" = 1'-0"10GARAGE BUCK DETAILS3.1 3/4" = 1'-0"7TYPICAL THICKENED SLABS3.1 3/4" = 1'-0"8DUMPSTER SECTIONSCALE: NTSS3.19CMU WALL REINFORCING SCHEDULE ENGINEERED SHEAR PANELWOOD TRUSS, SEE PLANGWB SHEATHING,SEE ARCHTRUSS MFR. SHALLPROVIDE MOISTUREBARRIER ON BOTTOMSURFACE OF TRUSSMUDSILL ANCHORS,SEE PLANCONC. TIE BEAM,SEE PLANCMU WALL, SEEPLAN FOR REINF.CONT. LATERALBOTTOMCHORD BRACINGT.O. BEAM12' - 0"4" NAIL SPACING FORSHEATHING TO ALL SHEARPANEL TRUSSES, TYP.ROOF SHEATHING,SEE PLANT.O. BEAM12' - 0"CMU WALL,SEE PLANFOR REINF.CONC. TIEBEAM,SEE PLANCONT. 2x6 PT LEDGER W/ 1/4"DIA. x 3-1/4" TAPCONS AT 12" O/CSLOPE LEDGER TO MATCHROOF SHEATHINGROOF SHEATHING,SEE PLANENGINEERED WOOD TRUSS,SEE PLANROOF SHEATHING, SEE PLANENGINEERED WOOD TRUSS, SEE PLANTIEDOWN ANCHOR W/ MOISTURE BARRIER, SEE PLANSUB-FASCIA,SEE 9/S3.1ROOF SHEATHING,SEE PLAN4x2 DEMISING WALLENGINEERED WOODTRUSS, SEE PLANNON-LOAD BEARING,2x WOOD FRAMEDEMISING WALL,SEE ARCHGWB SHEATHING,SEE ARCH.3 1/2"ENGINEEREDWOOD TRUSS,SEE PLANCONT. LATERALBOTTOM CHORDBRACINGBEAM MARKREMARKSCONCRETE BEAM SCHEDULET.O. BEAM ELEVATIONBEAM WIDTH x DEPTHTIE SIZE ANDSPACINGTIETYPEREINFORCINGBOTTOM TOP 'C' 'E'B-18'-0" 8x14 2#5- - - -B-2 8'-0" 8x14- -TB-1- - - -TB-2- -CONCRETE BEAM TIE TYPESTYPE T22#5 2#5 #3@4"T2CONCRETE BEAM SCHEDULE NOTES:1. LONGITUDINAL REINFORCING SHALL BE CONTINUOUS OVER INTERMEDIATE SUPPORTS BETWEEN GARAGE DOOR OPENINGS. PROVIDE MINIMUM 3'-0" LONG LAP SPLICES WHERE REQUIRED.8'-0" 8x16 2#5 2#512'-0" 8x16B-3 8'-0" 8x16- -2#6 2#6 #3@6" T2B-4 12'-0" 8x24- -2#6 2#6 - -B-5 15'-0" 8x24- -2#6 2#6 - -TB-3- -15'-0" 8x16- -- -2#52#5 2#52#5 2#5NOTE 1NOTE 1ROOF TRUSSESNAILING AT INTERMEDIATE SUPPORT IS 12" O/C MAX., U.O.N.6" NAIL SPACING AT SUPPORTED EDGES (*SEE NOTE 3)6" NAIL SPACING ALONG EDGE OF DECKING (*SEENOTE 3)TYP. SUPPORTED (BLOCKED) PANEL EDGENAILING REQUIREMENTS FOR WOOD ROOF DECK NOTES:1. SHEATHING SHALL BE STAGGERED AS SHOWN WITH LONG DIRECTION OF PLYWOOD TRANSVERSE TO TRUSSES OR JOISTS.2. NAILS SHALL BE 10d COMMON RING-SHANK TYPE.3. REDUCE NAIL SPACING TO 4" O/C AT ALL PANEL EDGES AND SUPPORTED EDGES WHERE BLOCKED DIAPHRAGM CONSTRUCTION IS REQUIRED. ALSO NAIL SPACING TO 4" ALONG ALL SHEAR PANEL TRUSSES.4. SEE PLAN FOR REQUIRED BLOCKED DIAPHRAGM LOCATIONS.TYP. UNSUPPORTED (UNBLOCKED) PANEL EDGEPLYWOOD OR OSB PANELPROVIDE JOINT SPACERS AS REQ'D. BY ARCH. SPECS.WOOD TRUSS PERMANENT BOTTOM CHORD BRACINGBOTTOM CHORD TYPEMAXIMUM BOTTOM CHORD LOAD (LBS)MAXIMUM BRACE SPACING2x413008'-0"23006'-0"46004'-0"78002'-0"21008'-0"36006'-0"72004'-0"119002'-0"28008'-0"48006'-0"93004'-0"153002'-0"35008'-0"62006'-0"120004'-0"190002'-0"42008'-0"75006'-0"142004'-0"222002'-0"2x62x82x102x12BRACING REQUIREMENTSDETAIL A1" MAX.(2) 16d FACE NAILS (TYP)TRUSS BOT. CHORD (TYP)LATERAL BRACEDIAG. BRACESEE DETAIL 'A'45.0°20'-0" MAX. BTWN. LINESOF DIAG. BRACINGSEESCHED.SEESCHED.SEESCHED.WOOD TRUSS (TYP)GIRDER TRUSS2x4 DIAG. BRACING TO EXTEND ACROSS SPAN LENGTH OF WOOD TRUSSES (TYP)CONT. 2x4 BOT. CHORD LATERAL BRACING (TYP)NOTES:1. TRUSS SHOP DRAWINGS SHALL INDICATE BOTTOM CHORD LOADS FOR USE BY CONTRACTOR TO SELECT BRACE SPACING.2. TEMPORARY BRACING SHALL BE THE RESPONSIBILITY OF TRUSS MANFACTURER.3. PERMANENT WEB BRACING SHALL BE THE RESPONSIBILITY OF TRUSS MANUFACTURER.4. BOTTOM CHORD BRACING SHALL BE SPF NO. 2 OR BETTER.PLAN VIEWCMU WALL OR CONC. COL., SEE PLAN FOR REINF. HOOK REINF. INTO TOP OF CONC. BEAMCONC. BEAM OR TIE BEAM, SEE PLANROOF SHEATHING, SEE PLANENGINEERED WOOD TRUSS, SEE PLANTIEDOWN ANCHOR W/ MOISTURE BARRIER, SEE PLANCONT. 2x4 SUB-FASCIA W/(2) 16d FACE NAILS TO EACHTRUSS END (TYP)19-0502Construction Docs.07-Oct-2020SheetRev. # DateProjectNumberIssuedateStatusCopyright9563 South Ocean DriveJensen Beach, FL 34957Jeremiah BaronBaron Self StorageNiki L. Norton, R.A.©AR91827(772) 528-0506All drawings and written material appearing hereinconstitute the original and unpublished work of theArchitect, and the same or any part thereof maynot be duplicated, distributed, disclosed, or used inany manner without the written consent of theArchitect. Penalties shall apply when userduplicates Architect's work, without Architect'swritten consent.Commercial + Residential2081 SE Ocean Blvd. Suite 1AStuart, FL 34996O:772-220-4411www.n2archdesign.comarchitecture + design19-074BRS Job No.:TO THE BEST OF MY KNOWLEDGE AND ABILITY, THECOMPLETED STRUCTURE DEPICTED ON THESE PLANS COMPLIES WITH THE 2017, 6th EDITION FLORIDA BUILDING CODE WITH ALL SUPPLEMENTS INCLUDING CHAPTER 16 (DESIGN LOADS).This item has been digitally signed and sealed by Robert S. Rude, P.E. using a digital signature.Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.S3.2Sections & DetailsS3.2 3/4" = 1'-0"1SHEAR PANEL TRUSS CONNECTIONS3.2 3/4" = 1'-0"2TYPICAL ROOF STEP DETAILS3.2 3/4" = 1'-0"3DEMISING WALL TRUSS DETAILSCALE: NTSS3.27BEAM SCHEDULEDETAILSCALE: NTSS3.25DETAILSCALE: NTSS3.26S3.2 3/4" = 1'-0"4TYPICAL ROOF SECTION